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Permit File BLD-2017-0050 3903 Rock Ridge Parkway
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(I 11 N 1 J <.: I t • < Can% • ' ' • CM II 7-4 t f , a I 1 `` ,j� c r� 1 . � ( La o _ ��� ' a.v in is Nam CD Leot) La- a yam �9 f I I famea I I mac- 'w-..= iIraq — _ .--_ ....... - _ �_ _ �. _I _ _ ... csit r11 So ' Construction Stormwater General Permit Stormwater Pollution Prevention Plan (SWPPP) for McLean Residence Prepared for: The Washington State Department of Ecology (Insert Ecology Regional Office Name] Permittee/Owner Developer Operator/ Contractor Dan McLean/Lindsay Newton New Creations Building Co. 3903 Rockridge Pkwy Update as necessary. Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number [Insert Name] [Insert Name] [Insert Name] SWPPP Prepared By Name Organization Contact Phone Number Steve Moehl New Creations Building Co 360-941-8877 SWPPP Preparation Date 5/1/17 Project Construction Dates Activity / Phase Start Date End Date New Construction of a SFR 5/8/17 2/1/18 Table of Contents 1 Project Information 4 1 . 1 Existing Conditions 4 1 . 2 Proposed Construction Activities 4 2 Construction Stormwater Best Management Practices ( BMPs ) 6 2 . 1 The 13 Elements 7 2 . 1 . 1 Element 1 : Preserve Vegetation / Mark Clearing Limits 7 2 . 1 . 2 Element 2 : Establish Construction Access 8 2 . 1 . 3 Element 3 : Control Flow Rates 9 2 . 1 . 4 Element 4 : Install Sediment Controls 10 2 . 1 . 5 Element 5 : Stabilize Soils 11 2 . 1 . 6 Element 6 : Protect Slopes 13 2 . 1 . 7 Element 7 : Protect Drain Inlets 14 2 . 1 . 8 Element 8 : Stabilize Channels and Outlets 15 2 . 1 . 9 Element 9 : Control Pollutants 16 2 . 1 . 10 Element 10 : Control Dewatering 19 2 . 1 . 11 Element 11 : Maintain BMPs 20 2 . 1 . 12 Element 12 : Manage the Project 21 2 . 1 . 13 Element 13 : Protect Low Impact Development ( LID) BMPs 24 3 Pollution Prevention Team 25 4 Monitoring and Sampling Requirements 26 4 . 1 Site Inspection 26 4 . 2 Stormwater Quality Sampling 26 4 . 2 . 1 Turbidity Sampling 26 4 . 2 . 2 pH Sampling 28 5 Discharges to 303 ( d ) or Total Maximum Daily Load (TMDL) Waterbodies 29 5 . 1 303 (d ) Listed Waterbodies 29 5 . 2 TMDL Waterbodies 29 6 Reporting and Record Keeping 30 6 . 1 Record Keeping 30 6 . 1 . 1 Site Log Book 30 6 . 1 . 2 Records Retention 30 6 . 1 . 3 Updating the SWPPP 30 6 . 2 Reporting 31 6 . 2 . 1 Discharge Monitoring Reports 31 6 . 2 . 2 Notification of Noncompliance 31 Page Ii List of Tables Table 1 —Summary of Site Pollutant Constituents 4 Table 2— Pollutants 16 Table 3— pH-Modifying Sources 17 Table 4— Dewatering BMPs 19 Table 5— Management 21 Table 6— BMP Implementation Schedule 22 Table 7—Team Information 25 Table 8—Turbidity Sampling Method 26 Table 9— pH Sampling Method 28 List of Appendices Appendix/Glossary A. Site Map B. BMP Detail C. Correspondence D. Site Inspection Form E. Construction Stormwater General Permit (CSWGP) F. 303(d) List Waterbodies /TMDL Waterbodies Information G. Contaminated Site Information H. Engineering Calculations Page 12 List of Acronyms and Abbreviations Acronym /Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Page 13 1 Project Information Project/Site Name: McLean Residence Street/Location: 3903 Rockridge Pkwy City: Anacortes State: WA Zip code: 98221 Subdivision: Receiving waterbody: 1.1 Existing Conditions Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 0.21 acres Disturbed acreage: None Existing structures: None Landscape Slight slope. Less then 5% topography: Drainage patterns: Property slopes and drains onto Rockridge Pkwy Existing Vegetation: None Critical Areas (wetlands, streams, high erosion None risk, steep or difficult to stabilize slopes): List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: N/A Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. List all known or suspected contaminants associated with this site in Table 1. Include contaminants previously remediated. Table 1 —Summary of Site Pollutant Constituents Constituent Location Depth Concentration (Pollutant) None 1.2 Proposed Construction Activities Description of site development (example: subdivision): Construction of a new SFR Page 14 Description of construction activities (example: site preparation, demolition, excavation): Excavation, Foundation/Flatwork, Framing, Siding, Roofing, Electrical, Plumbing, Heating, Insulation, Drywall, Carpentry, Paint, Flooring, Tile. Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Site has a moderate (less then 5%) slope. The flow onto the property comes from the South and flows North onto Rockridge Pkwy. Description of final stabilization (example: extent of revegetation, paving, landscaping): Driveway to both garages. Landscaping (grass, a few trees, bark, flagstone) Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): Not applicable Page 15 2 Construction Stormwater Best Management Practices (BMPs) Describe the BMPs identified to control pollutants in stormwater discharges. Depending on the site, multiple BMPs for each element may be necessary. For each element identified: • Clearly describe the control measure(s). • Describe the implementation sequence. • Describe the inspection and maintenance procedures for that specific BMP. • Identify the responsible party for maintaining BMPs (if your SWPPP is shared by multiple operators, indicate the operator responsible for each BMP). Categorize each BMP under one of the following elements as listed below: 1. Preserve Vegetation / Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outfalls 9. Control Pollutants 10. Control Dewatering 11. Maintain BMPs 12. Manage the Project 13. Protect Low Impact Development • BMPs must be consistent with the most current approved edition (at the time the CSWGP was issued) of the Stormwater Management Manual for Western Washington (SWMMWW) at sites west of the crest of the Cascade Mountains; the Stormwater Management Manual for Eastern Washington (SWMMEW) for sites east of the crest of the Cascade Mountains; or other Ecology-approved manual. • Note the location of each BMP on your Site Map in Appendix A. • Include the corresponding Ecology source control BMPs and runoff conveyance and treatment BMPs in Appendix B. o SWMMWW Volume II Chapter 4 Sections 4.1 and 4.2— https://fortress.wa.gov/ecy/publications/SummaryPaqes/1410055.html or o SWMMEW Chapter 7 Section 7.3.1 and 7.3.2— http://www.ecy.wa.qov/biblio/0410076.html If it can be justified that a particular element does not apply to the project site, include a written justification in lieu of the BMP description in the text for the appropriate element. Page 16 The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e., hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits Describe the methods (signs, fences, etc,) you will use to protect those areas that should not be disturbed. Describe natural features identified and how each will be protected during construction. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. Describe how natural vegetation and native topsoil will be preserved. List and describe BMPs: There is no vegetation on this site. It has all been cleared. Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Page 17 2.1.2 Element 2: Establish Construction Access Describe how you will minimize dust generation and vehicles tracking sediment off-site. Limit vehicle access to one route, if possible. Recycled concrete used to establish construction ingress or egress may be a stormwater pollutant source that requires treatment prior to discharge. Street sweeping, street cleaning, or wheel wash/tire baths may be necessary if the stabilized construction access is not effective. All wheel wash wastewater shall be controlled on-site and CANNOT be discharged into waters of the State. Install site ingress/egress stabilization BMPs according to BMP C105. Describe how you will clean the affected roadway(s) from sediment which is tracked off-site. List and describe BMPs: We will install a 16' wide by 1' deep construction entrance with 4" quarry spall. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Inspection prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 18 2.1.3 Element 3: Control Flow Rates Describe how you will protect properties and waterways downstream of the project from increased speed and volume of stormwater discharges due to construction activity. Construction of stormwater retention and/or detention facilities must be done as one of the first steps in grading. Assure that detention facilities are functioning properly before constructing site improvements (i.e., impervious surfaces). If applicable, describe how you will protect areas designed for infiltration from siltation during the construction phase. Will you construct stormwater retention and/or detention facilities? ❑ Yes® No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-retention, porous pavement) to control flow during construction? ❑ Yes® No List and describe BMPs: We will construct a silt fence around the property and if necessary install a few barriers using sandbags and straw wattles. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Inspection prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 19 2.1.4 Element 4: Install Sediment Controls Describe how you will minimize sediment discharges from the site. Construct sediment control BMPs as one of the first steps of grading. These BMPs must be functional before other land disturbing activities — especially grading and filling —take place. Describe the BMPs identified to filter sediment prior to it being discharged to an infiltration system or leaving the construction site. Describe how you will direct stormwater for maximum infiltration where feasible. Describe how you will not interfere with the movement of juvenile Salmonids attempting to enter off-channel areas or drainages. Describe how you will respond if sediment controls are ineffective and turbid water is observed discharging from the site. Consider the amount, frequency, intensity and duration of precipitation, soil characteristics, and site characteristics when selecting sediment control BMPs. List and describe BMPs: We will construct a silt fence around the property and if necessary install a few barriers using sandbags and straw wattles. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 110 2.1.5 Element 5: Stabilize Soils Describe how you will stabilize exposed and unworked soils throughout the life of the project (i.e., temporary and permanent seeding, mulching, erosion control fabrics, etc.). Describe how you will stabilize soil stockpiles. 'Describe how you will minimize the amount of soil exposed throughout the life of the project. Describe how you will minimize the disturbance of steep slopes. ,Describe how you will minimize soil compaction. 'Describe how you will stabilize contaminated soil and contaminated soil stockpiles if applicable. Exposed and unworked soils will be stabilized according to the time period set forth for dry and wet seasons, on the west or east sides of the crest of the Cascade Mountains. Select your region's table and delete the others. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season May 1 — September 30 7 days During the Wet Season October 1 —April 30 2 days East of the Cascade Mountains Crest, except the Central Basin* Season Dates Number of Days Soils Can be Left Exposed During the Dry Season July 1 —September 30 10 days During the Wet Season October 1 —June 30 5 days The Central Basin*, East of the Cascade Mountain Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season July 1 —September 30 30 days During the Wet Season October 1 —June 30 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Page 111 Anticipated project dates: Start date: 5/8/17 End date: 2/1/18 Will you construct during the wet season? ® Yes❑ No List and describe BMPs: All disturbed soil will be covered with straw. All soil stockpiles will be tarped. Installation Schedules: Within 2 days of the soil being disturbed. Inspection and Maintenance plan: Within 2 days of soil being disturbed, once a week thereafter. Responsible Staff: Steve Moehl (contractor) Page 112 2.1.6 Element 6: Protect Slopes West of the Cascade Mountains Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area". Describe how you will reduce scouring within constructed channels that are cut down a slope. East of the Cascade Mountain Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. Describe how you will reduce scouring within constructed channels that are cut down a slope. Will steep slopes be present at the site during construction? ❑ Yes® No List and describe BMPs: We don't anticipate any erosion of the slope, but will install sandbag barriers if necessary. Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 113 2.1.7 Element 7: Protect Drain Inlets Describe how you will protect all operable storm drain inlets so that stormwater runoff does not enter the stormwater conveyance system. Describe how you will remove sediment that enters the stormwater conveyance system (Le., filtration, treatment, etc.). Keep in mind inlet protection may function well for coarse sediment but is less effective in filtering finer particles and dissolved constituents. Inlet protection is the last component of a treatment train and protection of drain inlets include additional sediment and erosion control measures. Inlet protection devices will be cleaned (or removed and replaced), when sediment has filled the device by one third (1/3) or as specified by the manufacturer. Inlets will be inspected weekly at a minimum and daily during storm events. List and describe BMPs: We will protect drain inlets using a catch basin filter Installation Schedules: Prior to excavation Inspection and Maintenance plan: Prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 114 2.1.8 Element 8: Stabilize Channels and Outlets Describe how you will prevent downstream erosion where site runoff is to be conveyed in channels, discharged to a stream or, discharged to a natural drainage point. West of the Cascade Mountains Crest On-site conveyance channels must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area". East of the Cascade Mountain Crest On-site conveyance channels must handle the expected peak flow rate from a 6-month, 3-hour storm from the developed condition, referred to as the short duration storm. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 115 2.1.9 Element 9: Control Pollutants The following pollutants are anticipated to be present on-site: Table 2 — Pollutants Pollutant (List pollutants and source, if applicable) Concrete Mortar/Thinset Paint/Stain Describe how you will handle and dispose of all pollutants, including waste materials and demolition debris, in a manner that does not cause contamination of stormwater. Describe how you will cover, contain, and protect from vandalism all chemicals, liquid products, petroleum products, and other polluting materials. Describe how you will manage known contaminants to prevent their discharge with stormwater to waters of the State (i.e., treatment system, off-site disposal). List and describe BMPs: Any concrete work will follow BMP 151 concrete handling. Concrete trucks will be washed offsite. Unused concrete will be returned. Tools will be washed inside of forms. Any pollutants, chemicals, liquid products and materials that have the potential to pose a threat to humans, or the environment will be covered, contained and protected from vandalism and kept under cover in a secure location on-site. Installation Schedules: N/A Inspection and Maintenance plan: Daily Responsible Staff: Steve Moehl (conctractor) Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? ❑ Yes® No If yes, describe spill prevention and control measures in place while conducting maintenance, fueling, and repair of heavy equipment and vehicles. Page 116 If yes, also provide the total volume of fuel on-site and capacity of the secondary containment for each fuel tank. Secondary containment structures shall be impervious. List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Will wheel wash or tire bath system BMPs be used during construction? ❑ Yes❑ No If yes, provide disposal methods for wastewater generated by BMPs. If discharging to the sanitary sewer, include the approval letter from your local sewer district under Correspondence in Appendix C. List and describe BMPs: Wheels will be brushed off with a broom. Installation Schedules: whenever applicable Inspection and Maintenance plan: whenever applicable Responsible Staff: Steve Moehl (contractor) Will pH-modifying sources be present on-site? ❑ Yes® No If yes, check the source(s). Table 3 — pH-Modifying Sources ❑ None ❑ Bulk cement ❑ Cement kiln dust ❑ Fly ash ❑ Other cementitious materials ❑ New concrete washing or curing waters ❑ Waste streams generated from concrete grinding and sawing ❑ Exposed aggregate processes ❑ Dewatering concrete vaults ❑ Concrete pumping and mixer washout waters ❑ Recycled concrete ❑ Recycled concrete stockpiles ❑ Other(i.e., calcium lignosulfate) [please describe: Describe BMPs you will use to prevent pH-modifying sources from contaminating stormwater. List and describe BMPs: N/A Page 117 Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Adjust pH of stormwater if outside the range of 6.5 to 8.5 su. Obtain written approval from Ecology before using chemical treatment with the exception of CO2 or dry ice to modify pH. Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Will uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters? ❑ Yes® No If yes, provide BMPs to contain the wastewater during infiltration. Prior to infiltration, water from water- only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 118 2.1.10 Element 10: Control Dewatering Describe where dewatering will occur, including source of the water to be removed. State clearly if dewatering water is contaminated or has the potential to be contaminated. Water from foundations, vaults, and trenches with characteristics similar to stormwater runoff shall be discharged into a controlled conveyance system before discharging to a sediment trap or sediment pond. Clean dewatering water will not be routed through stormwater sediment ponds. Only clean, non-turbid dewatering water (such as well-point groundwater) may be discharged to systems tributary to, or directly into, surface waters of the State, provided the dewatering flow does not cause erosion or flooding of receiving waters. Describe how you will manage dewatering water to prevent the discharge of contaminants to waters of the State, including dewatering water that has comingled with stormwater (i.e., treatment system, off-site disposal). [Insert text here] Check treatment of disposal option for dewatering water, if applicable: Table 4— Dewatering BMPs ❑ Infiltration ❑ Transport off-site in a vehicle (vacuum truck for legal disposal) ❑ Ecology-approved on-site chemical treatment or other suitable treatment technologies ❑ Sanitary or combined sewer discharge with local sewer district approval (last resort) ❑ Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: No dewatering is anticipated Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 119 2.1.11 Element 11: Maintain BMPs This section is a list of permit requirements and does not have to be filled out. All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume 11 of the SWMMWW or Chapter 7 of the SWMMEVV). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Page 120 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Check all the management BMPs that apply at your site: Table 5 — Management ® Design the project to fit the existing topography, soils, and drainage patterns ® Emphasize erosion control rather than sediment control ® Minimize the extent and duration of the area exposed ® Keep runoff velocities low ® Retain sediment on-site ® Thoroughly monitor site and maintain all ESC measures ® Schedule major earthwork during the dry season ❑ Other (please describe) Page 121 Optional: Fill out Table 6 by listing the BMP associated with specific construction activities. Identify the phase of the project (if applicable). To increase awareness of seasonal requirements, indicate if the activity falls within the wet or dry season. Table 6 — BMP Implementation Schedule Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Page 122 Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Page 123 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs Describe LIDs. Describe how you will protect LID facilities from sedimentation, protect soils from compaction, and maintain the infiltration capabilities. Describe how you will clean permeable pavements fouled with sediments. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer's procedures. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Page 124 3 Pollution Prevention Team Table 7 —Team Information Title Name(s) Phone Number Certified Erosion and [Insert Name] [Insert Number] Sediment Control Lead (CESCL) Resident Engineer Emergency Ecology Contact Emergency Permittee/ Dan McLean (owner) 206-817-9324 Owner Contact Non-Emergency Owner Contact Monitoring Personnel Steve Moehl (contractor) 360-941-8877 Ecology Regional Office [Insert Regional Office] [Insert General Number] Page 125 4 Monitoring and Sampling Requirements Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data Create your own Site Inspection Form or use the Construction Stormwater Site Inspection Form found on Ecology's website. http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html File a blank form under Appendix D. The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. 4.1 Site Inspection Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Check the analysis method you will use: Table 8 —Turbidity Sampling Method ❑ Turbidity Meter/Turbidimeter(required for disturbances 5 acres or greater in size) ❑ Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. Page 126 If the discharge's turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region's Environmental Report Tracking System (ERTS) within 24 hours. • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/CRO nerts online.html • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/ERO nerts online.html • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/NWRO nerts online.html • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/SWRO nerts online.html 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. 0 1 - 5 NTU over background turbidity, if background is less than 50 NTU 0 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. Page 127 4.2.2 pH Sampling pH monitoring is required for"Significant concrete work" (i.e., greater than 1000 cubic yards poured concrete over the life of the project). The use of recycled concrete or engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Check the analysis method you will use: Table 9 — pH Sampling Method ❑ pH meter ❑ pH test kit ❑ Wide range pH indicator paper Page 128 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Circle the applicable answer, if necessary: Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? ❑ Yes❑ No List the impairment(s): If yes, discharges must comply with applicable effluent limitations in S8.0 and S8.D of the CSWGP. 5.2 TMDL Waterbodies Waste Load Allocation for CWSGP discharges: Describe the method(s) for TMDL compliance: List and describe BMPs: Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Page 129 6 Reporting and Record Keeping 6.1 Record Keeping This section does not need to be filled out. It is a list of reminders for the permittee. 6.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs 6.1.2 Records Retention Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.0 of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. 6.1.3 Updating the SWPPP The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Page 130 6.2 Reporting 6.2.1 Discharge Monitoring Reports Select and retain applicable paragraph. Cumulative soil disturbance is less than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. Or Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting "No Discharge". The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology's WQWebDMR System. To sign up for WQWebDMR go to: http://www.ecy.wa.gov/programs/wp/permits/paris/webdmr.html 6.2.2 Notification of Noncompliance If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Specific information to be included in the noncompliance report is found in Special Condition S5.F.3 of the CSWGP. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County Page 131 • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City/County of project 4. Sample results 5. Date/Time of call 6. Date /Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. Page 132 Appendix/Glossary A. Site Map The site map must meet the requirements of Special Condition S9.E of the CSWGP B. BMP Detail Insert BMPs specification sheets here. Download BMPs from the Ecology Construction Stormwater website at: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Resources and Guidance to find the links to the Stormwater Manuals. C. Correspondence Ecology EPA Local Government D. Site Inspection Form Create your own or download Ecology's template: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Permit, Forms and Application to find the link to the Construction Stormwater Site Inspection Form. E. Construction Stormwater General Permit (CSWGP) Download the CSWGP: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html F. 303(d) List Waterbodies / TMDL Waterbodies Information Proposed New Discharge to an Impaired Water Body form SWPPP Addendum addressing impairment G. Contaminated Site Information Administrative Order Sanitary Discharge Permit Soil Management Plan Soil and Groundwater Reports Maps and Figures Depicting Contamination H. Engineering Calculations Page 133 ANACORTES PUBLIC WORKS DEPARTMENT OS''Y °� Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 9•j„ w;) E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 /0016 Memo Date: February 27, 2017 To: Paul Ingalls, Plans Examiner cit:2_k_e,......f___ From: Steven Lange Subject: Site Plan Review#1 for 3903 Rock Ridge Boulevard cc: Eric Shjarback, Jim Baldwin The submitted site plan for 3903 Rock Ridge Boulevard was reviewed by the Public Works Engineering Department on February 27, 2017 • 01-30-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department The following comments are provided: • No frontage improvements are required under this proposal. • Use the checklist provided in the SPSWP to ensure most, if not all necessary items are shown on the site plan. • The Small Parcel Storm Water Plan (MR#1 to MR#5) is being reviewed by Kait Nelsen, Planning Department. See site plan for additional notes by the Public Works Department. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • All work within the Public Right-of-Way will require a Right-of-Way Permit. • Provided for the applicants convenience and use as part of the Site Plan: • 30-scale Vicinity Map showing the City owned Utilities and connection locations based on Public Record. • Erosion Control Notes for Residential Construction • WSDOT Standard Detail F-80.10-04, Type 1 Driveway Approach • WSDOT Standard Detail 1-30.15-02, Silt Fence • WSDOT Standard Detail 1-40.20-00, Storm Drain Inlet Protection • WSDOT Standard Detail 1-80.10-02, Misc. Details �`1�v 4cFZ <9-._.\ • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services qpp • __7. 3903 Rock Ridge Parkway ,Anacortes , Washin ton � ;f draftin January 13, 2017 & desig.n-L• LC A : ItM %X SII ICS , o1- 5 ITS= 1 ri-n24._ e1M L3--rat - CltiC -� PROJECT INFORMATION. Jonathan Richards e �('� e.�1 •,���+ �^�, f`� 5105 Stoning erho X l�� , S ' 1 A 1 ` L • Uf • �V - v i : ' / AnacoMs,WmNnalan 90321 • 1 �-y� Pr°� �( h� c-1� '� ' 1 a2 D� � � Y' l it '' ' V� Project Description: New Construction of a Single Family J J ►,J ph 310.311.0132 Residence em l«r•.n ,ro.ww<en . :•.• ^ r� r�F �_ ? o c cc_,lo� • L 3Q jC r XIT L k ,,, 4o • od0 JJ11� ► �� � Building Official: City of Anacortes -/ �_1 VU 1 t�C 1 !-" I !r �( Projoct Desnlpllon: y S New Construction ko l a a Li Building Classiticaiion: Type V-B (UNSPRINKLERED) Slnplo Pamlly Rastdanco � i. C''r/ Q� Zoning: R2 -3ls = 10 - 1 "1 A�ACOR7ES Title Holder. Dan McLean Plan Information: 1 AA1 t-J 1 cell if -- 0 b1 IEsa. . at%I . It AIZJINTh GO N tit e7C•l ci — em Main Floor 1790 SF Upper Floor 1159 SF 'r , '' Total 2949 SF L oC1�,� / ' Coverod Deck 97SF Grl J, = v� 915 SF • , f `` ' I� I` ca S d to41_ Contact: Steve Moehl / John Moehl Lot TS750SF ph 360 941 8877 &ea p5 C -11Cil� ? ."' L � s em steve�Jnewcreationsbuilding.com /� em John@newcreationsbuilding.com R�iti00LOT COVERAGE: LANDSCAPING REQUIREMENTS: Project Location: 3903 Rock Ridge Parkway RESIDENCE AREA 1851 SF M4tlmumlusoshe:boa bo1-1/7cot'per,Minimum Anacortes, Washington 98221 P ll''� e GARAGE AREA 299 SF Shrub ate shoo be Iwo paten, Minimum �� TIGHTLI DOWNSPOUTS AND Ti PORCH/STAIRS AREA 147SF gaundcavosstlatlba one gocnaroqufvoIcnt. Skagit County TOTAL AREA 2297SF Rotor Io AMC Chapterl7,41 and Section 16S0A70 / `O FOOT] '' G DRAINS TO CITY A. les further info. ���� STOr • , SEWER '�� Property ID Number. P125826 r LOTAR.A 9291 SFIS ,.�• Total Required Trans For Coda CompGonco 9 lima / R ��j .•�Feennce LOT COVERAGE 24.7% TroeUst Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of 7 \ ••�' Declduous1mos 9 Phase 1 , Beinga portion of NW 1 /4 of the Clir- / � `. - ySO 1 EM�N� ALDR LOT TESC NOTES: Dogwood (s1 NW 1 /4 Section 26, Township 35 North, CIL CM Provide Driveway �t� �e ��t�( E� x \ [3903] I. EROSION CONTROL TOBE MAINTAINED WITH THE Range 1 East. CO Entrance Of QuarryRock y,� � �Z\ i USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: 0' d r , '\' 1d 5- LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE /� Base Prior To Construction nor DGWD, 14 _, ANCHORED IN A TRENCH RLL1A WITH ONSRE SOIL BUILDING AREA 2270 SF t ] 0 Q ‘ \ s0251` \PP CONCRETE AREA 1732SF Plan Note: Plans Are To Be Reviewed By All V/ p .t, Y i� ' ' iai ~N` l. \p��Oc 2.ALL SPOIL SOILSTOBE HAULED OFF SITE TOTAL CONSTRUCTED AREA 4022SF Subcontractors Prior To Starting m C \, 3.ALLCONSTRUCnONVENICC£nRESTODE (DRUSHt:D tAN0.SCADEDAREA S2e9SF Construction. If Discrepancies Exist Please C ID n i nt � '. \ NOT WASHW FREE OF DEB(US BEFORE LEAVING THE LOT AREA 9291 SF 13 '� -J ••-` '• bt \ .; . \ NOT I Contact The Contractor For Further .>r tn U _� \ ` \,\�i ,�; f `/ N \ El tAH0.SGPLNGPERCENfAGE 56% Information. !• 0 :<,::•, •• Q 4. THE CONTRACTOR SHALL I:EEPOFF-SITESTREETS ,•/ Lp ♦ t•' • i�^,t\ r y / CLEAN AT ALL RMES BY SWEEPING.WASHING OF •_� �i, a �� a ' ' I Porch �! C �• THESE STREETS WILL NOT BE ATIOWED WITHOUT PRIOR ]� _ DGW % /' f R APPROVAL N 0 M / : . �\ ALDR / of 1J a e:��` ` • ` i:1 - - 0 i• / - i 04)%. ". -.>.•;c• .:1•1‘;" t N 110 Li 8 \ . \ ' •��� \ Residence N ? PIC � . �: ,1 . , I� Q c;:tite-C ,� " Ce „ . _...... . •'�,R"ScY ...../ .. �, ; ;:,�.arP olio / ...., ` \ .. • � / \ = on a CD i SS /\ • \AA ,• N. v o a `; ' \ \ • TEMP SOIL ` � is € \ \ e1 STOCKPILE \ \ tryLake Park z Oe rV > • '�1 I Cranberry u \ ;. Garage;‹ AREA \ - - \ • • ' �( / 000 ,\ \ d:: Tt� 7 , Revisions: /• ge G,�� \ \ '� • — / DGWD ? �I1'"n5` Print Date 1/13/17 !I / dJ V� \ U i . . . . ..- , . -: ' _ •/ / 'dam. \ \ 7 ' / ALDR ALDR ►� • '.4. �P�� I� \ \ VI t Indma \ , , / ' /�/' .ftSl ' - � 1 CoverPopo A1.0 C� \ `'� / / l s 3903 Rockrldgo Parkway 1 Site Plan AL0 DGWD OMethow Aviation Foundation Plan ALl OO • > / / Main FlaorFlorning A1.1 G \ • / , o Geroge Dasemont Pion A2.1 /� Site Plan �a 2ndMal Level oot r nD A3.1 •• ---,et- _- . i • Ind Laval floor Plan A3.1 •.\ '•, / ge� DGWD � p� a Level Floor framing A4.1 a S 15 25 \ Ct �,s, IV , r l 1 \ire 1 • N• orth Eat Elevollons Ae .1 Scale: l'a 2D' South i WOOElcvatlons AS2 Q�oQe C r. mlarlkJlnpo 1 • Project Information Vicinity Mop Ns * 2 Vicinity Map• Scale: NTS AlA . 0 a v.\1 ---O7003-35',1 ,,- `�., �� I NV.8.1,� �;� V-305 V-305 3901 L -30k b ✓% sT ss f Cie >G.CP ® ; �: ss 3903 5 ,vAfiV 'G .0' so /'// Ois, s 3905 4 ys s>G 0 0 s,,, G0 r\ \ 3 \ \' 7 \JILINli1 MAP 'Fb< VI022 R Pa.e1-LtA'1 APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application, This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. ❑ Draw the plan to a standard Engineering Scale [1"=10', 1"=20" etc.] • Include the owners name, the parcel ID number, site address, and north arrow. E Show the lot dimensions, and the adjoining street names. Show the location of the existing curb, gutter and sidewalk and the proposed driveway. ❑ Show the location of the required rock construction entrance. E Show all easements, and critical areas such as streams, wetlands and steep slopes. O Show the location, dimensions, and distance to property line of all existing and proposed structures, including drain fields, septic tanks and wells. rl Show the corner elevations of the site,the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. ❑ Show the proposed soil stockpile area. 11 Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion wwales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures. n Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features. Fl Show the connection to the sanitary sewer and the water service connection. r] Show the distance from the front of the building to the nearest fire hydrant. Single Family and Duplex Public Works Submittal Requirements • • \ BROOMED VARIES 318"(IN)EXPANSION JOINT{TYP.) 1 FINISH(TYP.) (SEE CONTRACT PLANS) SEE STANDARD PLAN F-30.10 • I 1� `- I 1 01, CEMENT 1 ' ". MATCH SIDEWALK WIDTH CONCRETE ,` ����\ (SEE CONTRACT) SIDEWALK * ` Iii \\`MATCH SIDEWALK WIDTH J \ (SEE CONTRACT) —" %� 61-Or _ VARIES 61 pll (SEE CONTRACT) _I ml Jr• �`��`, F \ Jr• 3!8"(IN)EXPANSION JOINT(TYP.)- �rer ; BROOMED o L SEE STANDARD PLAN F-30.1Q , �\ FINISH(TYP.) Jrr air iii 1,10 Jrr •j Z tr•r h ttrl � zo Jrr i O Jrr trrl Jlr y1,•�`,`, tUi.t Jr• Jrr IV• Jrr U -`````_```` nrl ,ei ,LWL1 \ .V• JrrJrl I k `—_� Jr r Jrr Jrr --_ \\_ 11 (SEE NOTE 1) 2'-6" 2'-B" CEMENT CONCRETE DRIVEWAY ENTRANCE (SEE NOTE 1) CEMENT CONCRETE BUFFER STRIP('TYP.) ,t 0 cry p.r r(NP - CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER , . 0 (SEE NOTE 3) (SEE NOTE 3) J 11 PLAN VIEW PLAN VIEW Lu DRIVEWAY ENTRANCE �� p t1, TYPE 3 SIDE SLOPE(TYP.) TYPE 4 J cz 11 CIE THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE IWl. m • 0 1/2"(IN)R.(TYP.) MATCH SIDEWALK WIDTH (SEE CONTRACT) _ (SEE CONTRACT) (SEE CONTRACT) DRIVEWAY 1/2"(IN)LIP BETWEEN ROADWAY a to 112"(IN)LIP BETWEEN ROADWAY SEE NOTE 7) a 1!2"(IN)R.(TYP.) GUTTER AND CURB ( �_ CONTRACT)GUTTER ANDCURB{OR SEE to CONTRACT) (O R SEE SIDEWALK i' DRIVEWAY DRIVEWAY (SEE NOTE 7) DRIVEWAY 3!8"(IN)EXPANSION JOINT(TYP.) DEPRESSED RAMP DEPRESSED RAMP SECTION O CURB AND GUTTER ' • SEE STANDARD PLAN F-30.10 CURB AND GUTTER (SEE NOTE 3) (SEE NOTE 3) SECTION 10 - • - 5� T Z.& 1:::0G:gt:11/‘7811:1:::::: C"CEMENT CONCRETE DRIVEWAY ilitillil q, 0-P ENTRANCE TYPE 3"PAY LIMIT "CEMENT CONCRETE DRIVEWAY7 41DRIVEWAY ENTRANCE TYPE 4"PAY LIMIT J (SEE NOTE7} CL.4000 CONCRETE ` DRIVEWAY ,' w PER STANDARD SPEC.8-08.3 �� „, ... et;Scott (SEE NOTE 7) N / fin /r Jul 18 2016 7:07 AM CEMENT CONCRETE `SN`• / CL.4000 CONCRETE0 DRTYPES7IVEWAY 9E2N� T3! &RANCE4 Jrr J PER STANDARD SPEC.8-06.3 STANDARD PLAN F-80.1 0-04 SHEET 2 OF 2 SHEETS ` APPROVED FOR PUBLICATION „rl Carpenter,Jeff ''` ISOMETRIC VIEW ISOMETRIC VIEW �itafteortoa, lfe Ju11620I612:22PM ^.LT �,,,'". I TYPE 3—PAY LIMITS TYPE 4^•PAY LIMITS — STATE DESIGN ENGINEER Washington State Daparimeni of Transpor1aIion DRIVEWAY VARIES(SEE CONTRACT) B1 gaH T4 P.) ENTRANCE SIDEWALK Ow-) • (SEE NOTE 1) �� r NT 3f8":115)�S'CANI3ARD Pit.AN FF-4}44VARIES(SEE CONTRAC @URB(TYF'•)DEMENT CONC.PEDESTRIAN CU E (SEE NOTE q) ( 1EN SPf CIl 11=D iN Ca�4.a2 GaNCE '�. �� CEMENT SIDEWALK NT dis GROOMED see STANDARD PLAN F- FfN{eH tTYTJ r CEMENT CONC.SIDEWALK �� r. roppooliit .,, NI (SEE CONTRACT) , 318"(IN)EXPANSION 5 ANDAIRA MAC�SESEtCONTRAGS)ALK DTH 1 \ (TYP.) PLAN F-34.g4 �-Y- ii- iril—oralait 0 5 DEES OPE('TYP.WAY �C. �~ DRIVEWAY TAPER(TYP.)_6,. PLp�[�}VIEW ETWEEN 1 Li I I I I I I.I il I I.I I.1 I� 2 LlP$GURB \ - -.--- 5 _0' (TYP.} 'TYPE Z R D1110011111111111111.111 ( ROADWAY R CEMET COR{I:E E CU3) AND CURB,0R SEE ........i AND GUTTER full depth CONTRACT PLANS NO DES {t Cor1StTUGt a (SEE CONTRACTl Centerline. CURB AND VIEW CEMENT CONCRETE e driveway width eXo Dint filler aia'ng the driveway arallel (sEE CONTRACT) DEPRESSED PLAN O GURB ASE NOTE 3} ( when th ans(on joints p when a GUTTER(SEE NOTE 3) TYPE expansion joint with 30 (i0•)Construct exp spacing tpa (SEE NOTE.E3) See Standardh rline as Vre required at 15' (ft) maximum �f2"t1 R.(VP.) w a5'MAX. with teed (ft). �T ' : ;. ... VARIES (TYP.) See Sty widths to ,ia for sidewalk details. (SEE NOTE 6) (SEE CONTRACT? GRADE BREAK Standard Plan F-30• e Contract Plans for the e DRIVEWAY RAMP MAX.( See a the U.12Y as' 2. (TYP.) THAN Gutter Shown; DRIVEWAY SIDEWALK GRADE GRADE NOT ROAD GRADS �`.,': :. 3 Curb and specified. See Standard Plan F' (SEE NOTE 7) TYP) SECTION BREAK �� S3REAK ROAD RAMP Curb design p EXPANSION J PLAN OIN F�34.46 r PEDESTRIAN etails. unction boxes s!a"(IN) Gurb e Structures,i entrances. SEEsTANDAN JOIN 'lz • "• drainag {yy of the void P entire leng I Yp). lacing " 1EXPANSION JOINT t14 or other obstructions to fro Stcal ed autathe shall be flush. LEGEND DtRECTtaN n 9f3 (IN) ADI F 34 5 Cere"GRADE•BREAK l lanes EITttER ED 1 pR io A SEE STANDARB o gdlacent surface p ceedl6 feet _ sLOTE 1N TfER REcaMMSND n:4,-Tivi: PEDESTRIAN RAMP SEC TItJI�1 112'tIN)LIT BETWEEN en the tW Uired to all b applying line betwe length is not req s°l,aR Ft A ��/ MAx•) �� , CEMENT CONCRETE ROADWAY GU nERContract Plans). * DESiGN1FdRMWORK( ° C. SIDEWALK(TR.) AND CURB(OR SEE 6. the Pedestrian Rampwn in the back of sidewalk) f$3°l0• FLATTER RECOMMENDED FOR (unless athe1'Wise shown easured from allowed to exceed 7 °I°OR FtA oRK to 3°f°MAX.) ' (SEE CONTRACT) CONTRACT) max.length(m ramp to top of * * D1=540NlFORMW DEPRESSED CURE the 15-foot of the pedestrian bottom of ramp (SEE NOTE t3) (SE8 CONTRACT) AND GUTTER running slope from single constant slopeover a horizontal distance (SEE NOTE 3) Use a sidewalkcti,, � `° ramp to match into the ' �•�1f2'tIN)R. ,�- DRIVEWAY , �yCti (TYP 1 (SEE CONTRACT) ' ', of 15 feet. item does not include driveway. CEMENT CONCRETEPAY LIMITS• shown.Pay TYPE 2" �s�dNA�d limits )11;7 316'(1N)EXPANSIONJOINT 10 T,)- 7. fee Contract Plans. tott ���f Jotter, f�' RAMP STANDARD P PLAN F-3D.M10 C,R�,� rf DRIVEWAYDRIVEWAY SEE STAN /iv, M �7 �OK0q CONTRACTION JOINT tEYP•)"SEE STAN 4' P grill. ,� G�,.70 (5EE NOTE 7) scYlor� r ' / pR1VEWp►� '�� g,FO�fRRA�-jaN yptN7�QVA�Y SPADED a'_4°I�!l1N.OC. A ��� ,�� �.� y �{ Ca 1r / �r$Otf R�`0 A CONCRETE DRIVEWAY EE NO�A ) r n / STANDA�� p�"`�s�EETs ENTRANCE TYPE 1 PAY / (S ,•y It Ak SHEET 1 OF 0 /001111 FOR PUBLICATION CONCRETE APPROVED ct�•s°tt r DRIVEWAY CL•aooa GON 8 as3 9e6 ,°„sxo, a,�,v�+ ,n? (SEE NOTE 7) SPEC. �ia�` Airy . PER STANDARD BTATE0591DT1ENOY1S6Eft ariallan 2. Q ' 1Naehlnpton Stalo DoPorimanl oE?rontP wit CL 4000 CONCRi~T>=`►� '�. r ISOMETRIC�ap It l.1Mt 'S PER STANDARD SPEC.Ei-06,3� \ TYPE 'Lfl9 1 • R NOTES ' 1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it will ser1rice. g 2. The BIGD shall have a built-in high-flow relief system (overflow bypass). • • 3. The retrieval system must allow removal of the BIGD without spilling the s • collected material. " 4. Perform maintenance In accordance with Standard Specification 8-01.3(15). 5°MAX, , • DRAINAGE GRATE TRIM . GRATE FRAME .. I4 _ a 4 DRAINAGE GRATE D -RECTANGULAR GRATE SHOWN RETRIEVAL SYSTEM(TYP.) SEDIMENT AND DEBRIS " 1 ' C OVERFLOW BYPASS _.���/. , d ia_ 1011111110m D `.irS+;!7''`r. d BELOW INLET GRATE DEVICE liq ol/ �� gf�t.- . 'N. • ° ) • FILTERED �,,•.. f.,,. WATER j -eibig i 50 ' BELOW INLET GRATE DEVICE ,,'`4 OVERFLOW BYPASS(TYP.) A 4 A A b A S f ' A L y % STATE OF A n ���i. WASHINGTO N • r U,V21 REGISTERED y ' , N ' , D ' LANDSCAPE ARCH I TECT , A , A , A 1 MARK W..MALJRER SECTION VIEW ISOTI iETRIC VIEW CERTIFICATE NO.000698 I NOTE: 710FIANISNOTAlF9Ar.F1tOVEEFUHO DOW. NOT TO SCALE NENraar W ELECTRONIC DUPLICATE nraoraouut•0fa'hnLIYTHCLHOINEERMO APFrtat'ID FOR PvwlcAUOM Iarer'rOYNER[EArTrIELfHINUNOMNSTATEDEPART- ' AIENrOF TRYWSF0.grATIOhi A COMMYLIE aInW D°paW gUEST• • STORM ©RAM S u KIL A .i ) CPliaN fl-46.2 ©© SHEET 1 OF I SHEET APPROVED FOR PUBLICATION • • Pasco w'akoi 1ch III 0Z-2O-O7 . -- - OTATE OEOIOU ENouIEEA DATE 71.9 Wanhinglan Slat° Dnparhnanl°ITrunaputation r • POST SEE STD. NOTES • I SPEC.8-Of.3{9)A 1. Install the ends of the sift fence to point slightly upslope to prevent mg ON No -�--~- sediment from flowing around the ends of the fence. _____. . 114,fl et T 2. Perfomi maintenance in accordance with Standard Specifications ......1��' . FASTEN GEOTEXTILE TO &0 i.3(9)A and 8-0 f.3(15). +••�44 jl ,"� POST EVERY 6"(IN.)O.C. 3. Splices shall never be placed in low spots or sump locations. If GEOTEXTILE •4+1:'+ splices are located in low or sump areas, the fence may need to be ~— a'1'i'+• reinstalled unless the Project Engineer approves the installation. IY, COMPACTED +444+'+ '' 4. Install silt fencing parallel to mapped contour lines. 111 ♦/ fig O NATIVE SOIL 10144'1' g ry 1114.+4444+4 ,+'ti ...441'1'1'1 ♦ 111 4g �I'i+�+���%%►'1 SELF-LOCKING TIE-NYLON 818(MIN.GRADE), • F(,O� `- `. $ 1/0i41/i'•4'4114'i Al 120#MIN.TENSILE STRENGTH,UV STABILIZED � .�'- 1�,�4,.i......11+1 t `.` ��1i�%I�/�r�++1•1�1• v. il` SEE NOTE 1 c.i:1 s /..' rill / BURY GEOTEXTILE .. 1 cc> p, IN TRENCH , 5, /� �i ti, / /// "� Z4 j:•- N ® "/i1 Y // /.'1 Y ;/ / /" LQ1 L 1`IY^ y� il il /: a �E .i1a' .- — Q " •:7; .. ' nNOTE ',.------ -- ®ei> •t�Y;r wri•:,,' i.411iPrii.IX :rr;�;,DURING EXCAVATION,MINIMIZE DISTURBING THE GROUND t ;;r�••t:;•,:;, : ' •..AROUND TRENCH AS MUCH AS IS FEASIBLE,AND SMOOTH =t•: -4:;d„: .: • GEOTEXTILE FOR SILT FENCE-SEE STANDARD SURFACE FOLLOWING EXCAVATION TO AVOID CONCENT- ~'�::,�e:P«•:it:''i �RATING FLOWS.COMPACTION MUST BE ADEQUATE TO � •••;,r�':� r;•• . SPECIFICATION SECTION PREVENT UNDERCUTTING FLOWS. <Q> c+p ? f ,I, 9-33.2(1),TABLE 6 wit•. ::biz:..-" POST /" i mi -WOOD OR STEEL TYPICAL INSTALLATION DETAIL � ._— J (TYPICAL) 1111 T (STEEL POSTS SHOWN) ,v ?..4.•'tY4•:;': "�-.J �' •3- STATE OP �•`.•~ `'•• GI( Q4- FASTEN TO POST ` 1j` �M M� wAsHINGTF •:g.,•,•• ~` ' �L/ V V REGISTERED :t;Ay Fy.?..y,:;.?. �=�1 �� $ A EVERY --\/C- •:;`ri�•,.�'y'.,;r�t9••:' `f• �1 ,t4s, r. 0� � LANDSCAPE ARCHITECT W,-- _ ' ;�.,F*' ANDRA L. SALISBURY -f .r 1f i! / ! • •-i CERTIFICATE NO.000860 _� tic /' •`;., `� /' Qg� FABRIC(GEOTEXTILE) I wore nRsetma+orA eo ENCINEENVGDOCLU -c<e9' (TYPICAL) 1 '�'>•,•. 1 alnvrnurnxerrcrnaro�enupricnm..no?avow.smrasrnerrxo, mAr+n ti .- C� ! j` AP AMI:rFOR Nffi1 ATIOAt maim 41FLL6Ar THE WASNOV irt.W SNATOMNWNr• --S)51N.N.'' Q� TYPICAL SILT FENCE NEWT oFrwwanavrArmrt AcowIxreeoernnlevuFowaracesr. SEE NOTE 1 WITHOUT BACKUP SUPPORT / ISOMETRIC r., / - x., SILT FENCE (STEEL POSTS SHOWN) / STANDARD PLAN 1-30.15-02 SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGH SHEET 1 OF 1 SHEET TOGETHER TO PREVENT SILT LADEN WATER FROM APPROVED FOR PUBLICATION ESCAPING THROUGH THE FENCE AT THE OVERLAP. Pasco Bakotich III 3/22113 SPLICE DETAIL i STATE DESIGN ENGINEER DATE (WOOD POSTS SHOWN) Y Washington State Department al Transportation OUTFLOW CHANNEL IS • CONSTRUCTED BY EXCAVATION r6'-0"MIN. . 0 1'(FT) DEPTH OVERFLOW n z w 1�� COMPACTED NATIVE MATERIAL �� / r_► 41 CONSTRUCTED BY EXCAVATION __ +:�a/ �� ,/ 30'MIN.(TYP.) > 2 M� 2 OR EMBANKMENT Ex1S ROAD = �_1 I i/ / / / ' // c° TING ^. -� +_' 1� / / / z _ --_l.�r��'. / / 2 SEDIMENT TRAP BOTTOM QUARRY SPALLS'1'(FT)DEPTH _ ....,-;;;A: �� / / o SEE STANDARD SPECIFICATION _y� ...- 7 SECTION 9-13.1(6) _ r1s � � 1'(FT) DEPTH OF 3/4" 1 112" / �/ ` r`� mi� ��o COURSE AGGREGATE FOR PROVIDE GEOTEXTILE FOR SEPARATION- / / / / / / / / '�� N PERMEABLE BALLAST(TYP.)•-SEE PORTLAND CEMENT CONCRETE- SEE STANDARD SPECIFICATION / / / / / �� STANDARD SPECIFICATION SEE STANDARD SPECIFICATION SECTION 9-33 / / / / t� SECTION 9-03.9(2) SECTION 9-03.1(4) , / / \ .` ��:::‘ AS REQUIRED-100' F MIN., EXCEPT �'� , SECTION A 0 1' FT. MIN. � � + :_ ( T) DEPTH(TYP.) �: ;� ya�. MAY BE REDUCED TO 50'(FT)MIN. FOR �;k�-���� .:�, SITES WITH LESS THAN ONE ACRE =� ri�'t1 OF EXPOSED SOIL ree ' ���k QUARRY SPALLS- / 1'(FT.)DEPTH PROVIDE FULL WIDTH OF PLACE CONSTRUCTION GEOTEXTILE FOR SOIL INGRESS/EGRESS AREA 114 lit oa 11111411 % STABILIZATION FROM THE EDGE OF THE EXISTING 15'(FT) MINIMUM ��I �I, ' ROADWAY TO THE CONSTRUCTION ENTRANCE, ' OR AS DIRECTED BY THE ENGINEER liri W e I hi I SETTLING � �i,d DISCHARGE TO STABILIZED POND �� HA , CONVEYANCE, OUTLET,OR ISOMETRIC VIEW LEVEL SPREADER f i fill' ll' STABILIZED CONSTRUCTION ENTRANCE �'r t�i.' I STABILIZED CONSTRUCTION ENTRANCE SHALL MEET THE REQUIREMENTS n • OF STANDARD SPECIFICATION SECTION 8-01.3(7). F.ago OUa1��ptf1io(l; OVERFLOW CHANNEL LIMITS OF QUARRY SPALLS-(TYP.) / COARSE COMPOST i I ` - r X I PARTIAL PLAN VIEW OF BERM , � � r rr \ SHOWN LARGER FOR CLARITY - i 1 r SETTLING POND I I 2X- G STATE OF WASHINGTON f ` 5'-0"MAX.HT, REGISTERED BERM OR PARTIAL OR I 4'-0" / LANDSCAPE ARCHITECT COMPLETE EXCAVATION • ! MIN. I X=1'-0"FOR SLOPES 4H:1V OR FLATTER •)"..ARF, m�,ui�;osera_ � 1 X=1'-6"FOR SLOPES STEEPER THAN 4H:1V JULI DEE HARIWIO • I 3 _ 3 LICENSE NO.1422 2'-0"SETTLING DEPTH 1 li.' 1 Dare: 06-21-17 TYPICAL SECTION MISCELLANEOUS :.:.1'-6"SEDIMENT•STORAGE .:.: EROSION CONTROL DETAILS GROUND LINE COMPOST BERM DETAIL STANDARD PLAN I-130.10-02 SHEET 1 OF 1 SHEET LONGITUDINAL SECTION TEMPORARY SILT FENCE APPROVED FOR PUBLICATION NOTE OR COMPOST SOCK Cerpcnter,letT PLACE GEOTEXTILE UNDER THE SPILLWAY AND SIDE SLOPES.PROVIDE A e ,6.e4eret. Pea Jul 1520162:2R PM • CONTINUOUS LAYER BETWEEN THE GRAVEUROCK AND THE NATIVE EARTHEN MATERIAL. "4" STATE DESIGN ENGINEER TEMPORARY SEDIMENT TRAP 1771 Washington State Deparlmenl of TransporlaIIon (3) STREET STANDARDS JULY 2011 1. Cold mix asphalt is used as the temporary asphalt surface layer. 2. A Performance Bond is provided to the City of Anacortes that is the cost of repair(See AMC 12.08) x 150%. 3. The Contractor is responsible for all maintenance and repair during this period. STR-27 CITY-OWNED UNDERGROUND CONDUIT AND VAULT REQUIREMENTS The contactor must obtain a Right-of-Way Permit to install underground conduit in the right-of-way. See AMC Chapter 12.08—Street Excavation Permit Requirement Install 18-30 inches deep within rand parallel to the right-of-way. 4-inch diameter solid wall polyvinyl chloride (PVC) pipe conduit conforming to ASTM D 3034 SDR 35. installation under roads and high-traffic locations, i.e., parking lots, require Schedule 80 PVC pipe. Maximum 500 feet long conduit between junction boxes/vaults. Joints must conform to ASTIUI D 3212 using elastomeric gaskets conforming to ASTM F 477. Conduit ends terminate at Type II junction boxes conforming to WSDOT Standard Plans J-11a. or other approved underground vault equivalent to 466-TA Splicing Vault (Utility Vault Co. (800) 839-3500)with inside dimensions of 3'-51W X 5'-5"L X 6-1%'D. The contractor must submit conduit and vault as-built drawings showing the right-of-way and property corners, offset dimensions, depth of installation, conduit diameter, and size and type of junction box/vault. Mark conduit with detectable orange colored marking tape or wire prominently labeled . "Caution Telephone CATV." STR-28 PROPERTY ACCESS STR-28.1 Driveways Driveway Standards Measured Curb to Curb Minimum to Property Line 8 feet Minimum Between Driveways Set Minimum Tangent Curb Length to 53 feer_=t �,�^ intersection *Maximum Width at Street ( 20 feet )30 feet ResidentialA **Commercial < 250 feet < 125 feet Right Turn Only at Signalized Intersections Arterials Collectors Right-In-Right-Out Only When Safety Warrants * Driveway cuts in sidewalk required ** Unless topography or traffic volumes require wider. CHAPTER 3 STR-15 ANACORTES PUBLIC WORKS DEPARTMENT 087Y:_9.4 Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 10016 Memo Date: March 13,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#2 for 3903 Rock Ridge Boulevard cc: Eric Shjarback, Jim Baldwin The submitted site plan for 3903 Rock Ridge Boulevard was reviewed by the Public Works Engineering Department on March 13, 2017. • 01-30-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department • 03-06-17: Emailed to Public Works via New Creation • 03-13-17: Public Works review and memo back to Planning Department The following comments are provided: • Public Works notes are shown on the site plan that was submitted on 03-06-17. See attached. • The Small Parcel Storm Water Plan (MR#1 to MR#5) is being reviewed by Kait Nelsen, Planning Department. See site plan for additional notes by the Public Works Department. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • All work within the Public Right-of-Way will require a Right-of-Way Permit. =.,,�4cF2 K • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services •p W Erosion Control Notes for Residential Construction — City of Anacortes A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any construction start. B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed. C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that all paved areas are kept clean. No mud is allowed to enter onto City streets. E. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven (7) days in the dry season shall be immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1) week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66— Penalties for Violation. Each day is considered a different violation. LOT COVERAGE: LANDSCAPING REQUIREMENTS: ' ti '' •r3y5u.�r#!r�' RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum d�,afti n F� GARAGE AREA 299 SF Shrub size shall be two gallon. Minimum , fb PORCH/STAIRS AREA 147 SF groundcover shall be one gallon or equivalent. TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 d�� - � for further info. ' LOT AREA 9291 SF 4 Total Required Trees For Code Compliance 9 LOT COVERAGE 24.7% Tree List: Al Deciduous Trees .)Mb 9 Jonathan Richards EROSION BMP NOTES: Dogwood (5) 5105 Sterling Drive Anacortes,Washington 98221 Alder (4) i 1. EROSION CONTROL TO BE MAINTAINED WITH THE ph 360.391.0832 USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: em Jonathan_590hotmall.com LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE - - ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. BUILDING AREA 2290 SF �1 CONCRETE AREA 1732 SF �-l* p►` 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF e Pl• S\DES P�K v Pv�� LOT LANDSCAPEDAREA AREA 92916 SF SF0 V ( V\GE 3.ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED . ----- G SIG * \ERS NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE ` SITE. vR ,,�P Planter: Bark w/ \NG , [ ] LANDSCAPING PERCENTAGE 56% G� Rocks, Shrubs &EX\5� S'$ Planter: Bark w/Trees, 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS �O Flowers / �` Shrubs i yv - CLEAN AT ALL TIMES BY SWEEPING AND SCRAPING " ON A DAILY BASIS. WASHING OF THESE STREETS WILLV W SS. , ,,.�!� *41,AWATER CONNECTION NOT BE ALLOWED WITHOUT PRIOR APPROVAL.DRI E AY ENTRANCE1-1:1i;"711716-4 0 •LDRwADOT F 80.10 04'TYPE 1" �% 'Z�- �, ' ' �` ,` 5.STABILIZATION OF UNCOVERED SOILS SHALL HAVE 0 Provide 16'Wide x 1'DeepeM / i SILT FENCE WSDOT 1-30.15-02 STRAW APPLIED.4"Quarry Spoils As Construcon el09 a -i DGWD 2et'°� ^ ` NEntrance ��� ` N„ �` l• e � \ . WSDOTI-80.10-02 ©- , � Ro ��♦ � , Flagstone Pathsss� .._� / �� ��♦♦ ♦♦ \ �� • In Gravel S� G Fla sto - 4 ♦♦� OSD �. �i/�� "�SFwE� g ��♦ �` \ 4' PERFORATED PIPE ALONG® ;��,'' -/ Q O i � Path r ,�♦♦ ♦♦:v::,, ►�� EAST SIDE OF PROPRERTY } C ti' _� �J •LD S ����� �` ��♦♦ ♦ ♦♦S� N A CONNECT INTO CITY STORM CD 0 0 z [0.0] WD l --so Q(:), / �`o� ♦♦♦♦:�;`I ,:to ',:♦ ♦♦:�. �; road VACANT PARCEL S J INLET PROTECTION ifie '� o iii ♦♦ ♦♦� �•� ��♦ ♦�� ` Planter: Bark w/ IV V CON \`',1*., o •♦ ♦♦ ♦ ♦ !� Shrubs & Flowers y WSDOT 1-40.20-00. Ili�.\ C�°`1�♦ ♦♦�♦♦♦• ♦♦♦ ��° •INIM C .�. i�♦♦♦♦ •♦�� \\'• '�?, G W • Planter: Bark w/Trees, •�♦ Residence ♦ to © Shrubs & Flowers �♦ ♦ \ ..�c. SILT FENCE WSDOT 1-30.15-02 0 \ `+�♦ . ♦�Patio ...___\, ' �.�6r-t‘1.1` : C77..010. f t ♦i �� SILT FENCE WSDOT 130.15 02 \ \ �♦ ��,� 0 ri, • Y \ \ -R. ksr:s.r.1,. 62) A', ,t) U U 0 TIGHTLINE DOWNSPOUTS \ \ �♦ ♦�`♦♦ ♦�� � C AND FOOTING DRAINS TO `c-1i 44♦♦♦♦�� �♦ ♦ TEMP SOIL 0 CITY STORM SEWER �T'1'C \ ,�•�• ♦♦♦� Garage��♦ STOCKPILE \ '' 1-' < tioGsF A` • \ \ •��♦ ��� AREA \ W 6 \ •�•�♦ ��i S hr S / :LW' C��4 � PS \ / DGWD _O� \ 0\ , . CD '�� 'i i►P, \,_ E .�� ) ♦ o ���� R \ Planter: Bar�w�Trees, ALDR j� ALDR �� [20.7] c Planter: Bark w/ Shrubs & Flowers u \ Shrubs & Flowers f o Isi: ,4 © G-� / 40 / SS ` e` DGWD r (Vi) T Site Plan G.,o- 's\ /�„G/ GAP �� fb e� A Revisions: 0I 5 15 ,5 °c,� �,65 LOT 4 DGWD e i3• ga� .. r� rVC51;P # �� �S Print Date 3/2/17 I I x� O (ca �� �ia Dc�7a• ( Scale:,"=20 [3903] QOc �Z in i x 11'1 QM I=.1CC Zc- Si 13.l-a . \ Q 1 KA-C t 'smile►--S kr.Pa._ i E i N Tom _ w ES! Site Plan :4 [16.4] © F C) 5l -i Ft - c . , S 'gam P��� f addendum J 51 , Get s; c�-t 5 � I Is�-u oe s 'T it -t 0 Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT Amil( PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET Mailing Address:P.O. Box 547, Anacortes, WA 98221 `��q` '` Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-1938 Please use this form to submit revisions or additional information to your permit application. Permit/Project#: E-1J-2,013- -00 .c, Date: i)2- I3---- Project Name: Project Address: sga3 Zock,edke r Project Contact:.516,6 r41f2_ Company Name: 1 Crec-Lt p t,i__C Contact Phone:'5 )-qt-((- Contact Email: 9eue_ADA.)ew.6e,h 5„ ,gictt.cow.. Has the permit been issued yet? El/Yes ❑ No �! All revisions must be ei er clouded or highlighted &wet stamped by an architect/engineer (if applicable). Has this been done? Yes 0 No Is the plan revision or additional information, in response to a plan review letter? O s. A copy of the plan review letter with itemized responses to each item is required. No,the revision or additional information is initiated by the applicant, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: l Ii Cl.� w4 2r Tor J&) [oor r1c i 1a��C,,,,� pt�'r'hGr -LkitA5 vii ie,''. 0lilTet ,i4 e[es3t.,tc-" 1' rPc,d y ,I 55k e c I" eh;- L Ai l/ rer46 enn,yr'. wG ,o';1/ Oaf-ftk -r, � u-iftieu7- eo ih ,eer Sql, m� Are you submitting a full replacement (7/Yes r !-r--qH P4fri 0 4oIe1"5 t4 c • , t ft 5. If not,what page#or title is being repla d: J/ Two full sized copies of all revised/additional informatic V" �! // ] No Check the box next to the type of plan, report, or calcu 04 it,f ion can be found. / /-4k, ❑ Site Plan Fri Building Plans 74 ' mQ/4 ❑ Landscape Plan 0 Parking Plan 2- ° e I e �/1 / -/ ,-. O Arborist Report 0 SEPA checklist p h 5 % / O ❑ Geotechnical Report ❑ Storm Drainage i /9jt fj1! N9 T S 574 O Civil Plan 0 Lot Coverage CE '/ ations g ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topographic) / Mechanical Plan L)/ Plumbing Plan 0 Other: Y / 7 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ,' cli p o,, RESIDENTIAL BUILDING PERMIT APPLI, IL t . V 1 `t y � Mailing,Address: P.O. Box 547,Anacortes, WA 9 .�,�R ,s, Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 231 1 `` -" Phone: (360) 293-1901, Fax: (360) 293-1938 iJ CiTY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT3ciC SAD Fork Elaine lai eet,Suite Parcel(s)#: p I Zr c2 jp Subdivision/Lot#: �`-' Project Valuation: $ ,/ APPLICANT:,� &CA Phi 0-crl1 Fax: Address(Street,City, State,Zip): L-Mail Address:, - � �''� SleAtf_ Ot tS ,��• C owt PROPERTY OWNER: Phone: Fax: Dahill Mcleavl 206 —F3H- - R3Z9 Address(Street,City,State,Zip): E-Mail Address: CI-�-rick$1<ai a:)w1a i I.Gen., -Lie—ACT it,ccop P one: Fax: Address(Street,City, State,Zip)q Mail Address: / r� �j(Og f�a� /��t a ca 1 s/ IAA- �1 I , V[a��ec�.�l tze.-�C,DG,,c�c� , c is t..,T NNDINGiCt4k ENC : Phone: Fax: G,�i4 360—Ll22 3 ,53 3�0-70? -9Q/6' Addrds(Street,City,St te,Zip): a ' "� FMail Add ess: igco 114144erria 1 A dtvta an tS 0,4- 9e2Z( Kuituq .5 ��- v11C.co t..i CONTRACT R�* Ph ne:`� Fax: Address(Street,Cty,State,Zip): r q Mail A e / 5(OS 11 L Dc: acaries(I✓A-/1Qzzc .ail i'o 're .,-C-ter,� 1(1 .cowl * Professional Licensee#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes NCB f C Qcg I ti 50c 21Z 2 }- business license prior to doing work in the City. Contact the City's Business License#: E ate: Finance Department at(360)299-1968. 6,02 c,qo 9rc'j if q PROPOSED WORK: 5i isL. �U.,,,,;t(,, Pest tc PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfmished Basement ❑ 1st Floor SQ': 13-qo Garage/Carport SQ': 9/5' 2nd Floor SQ': 1 15a Deck/Covered Porch/Patio SQ': 3,.. Fire Sprinkler: Yes ElNo D// Lot Area SQ': 1 51-50 I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco( csnn. Print Name: It ,' I Owner El Agent (specify):g ( pfY)�A ent s L r 'vl ig Signature: it, Date: 'I)ZI 1 )'\ 17 O''Z Page 1 of 3 rFF C?''`_ CitY of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street 'J Applied date: 01/30/2017 P.O.Box 547 Issue date: < ' 0 Anacortes, WA 98221-0547 \Irt 111:130,CV- Expire date: 07/29/2018 (360) 293-1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: sfr Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Plan Review Deposit —200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 2,958.99 Sewer GFC-Residential 9,206.33 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 13,934.82 Deposits/Receipts: 0.00 Total Due: 13,934.82 Q —I -nm r m A, : rl A --1 'T' M. 0 ri ,-r• 1•-- 1 1 if, r T:% 1. 0., IT, el^ 3.0 f--i ,y •• • ft. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAY6,45~1 R IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMON] I . HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PqO\IPN OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR''N04,!1 HE° GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER:S'TB�TE•.0i4J LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 1,.1 1 11 ea. L • I^} SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ?I t' =j G 1=1 It, N• .TY, o .' City of Anacortes ' Invoice/Permit#: BLD-2017-0050 .. 904 6th Street • Applied date: 01/30/2017 P.O.Box 547 Issue date: 05/03/2017 ` '' C�j' Anacortes, WA 98221-0547 Expire date: 11/03/2018 '_ - (360) 293-1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 #of Bedrooms 4 Building Permit Fee 2,561.75 Lot Area 9291 Plan Review Fee 1,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121.90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 #of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace<=1,000 1 Traffic Impact Fee 900.00 #of Bathtubs 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Dryers 1 Total Calculated: 16,835.55 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #_of_Gas Outlets 5 Total Due: 16,635.55 #of Gas Fireplace 1 #of Gas Piping 1 t 1 —a -0 m o Z, #of Gas Water Heaters 1 m a - ^ n 1-,, #of Water Piping 2 n n R 1,0 1- • #of Hose Bibbs 4 } CD -4 rt #of Kitchen Sinks 1 o z• 14 .�. o a: #of Lavatories 5 0% i o 0 0 a N) s= Ln #of Range Hoods 1 CA x. =I 0 1-1 ;T 1--1 ,t XI 1S, ' #of Showers 1 o " o, m T 1° r r• Sj r• rt #of Slop Sinks 1 7 --4 et, ,-1- ci .~ T #of Ventilation Fans 5 rt, T w #of Water Closets 3 ,� "' co C rn 1 -. f— C. U 4 'i! 1—• Xi Z 1,5 I p LT Cu i 1 f1 1•-. O. ;,h. {T. G. CI 0 1p . C' _i '.. -, r (J1 1_n .t r- cn r. 17) rn c1 0 -`:. C6ty off`' " n 1eoril;e Invoice/Permit #: BLEJ 2017-0050 904 6th Street .` Applied date: 01/30/2017 :� ! y P.O.Box 547 Issue date: Anacortes, WA 98221-0547 Expire date: 11/03/201 ;1' 1$4' (360) 293-1901 z,ate ' . Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License #: NEWCRCB945O5 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 # of Bedrooms 4 Building Permit Fee 2,561 .75 Lot Area 9291 Plan Review Fee 1 ,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121 .90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 # of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace <=1 ,000 1 Traffic Impact Fee 900.00 # of Bathtubs 1 Amendments/modifications 55.00 # of Clothes Dryers 1 Storm Drain GFC-Residential 1 ,550.93 # of Clothes Washers 1 Total Calculated: 16,890.55 # of Dishwashers 1 Deposits/Receipts: 16,835.!:5 #_of Gas Outlets 5 # of Gas Fireplace 1 Total Due: 55.00 # of Gas Piping 1 1:-1 --1 -t, i 1 1--. CI 'n # of Gas Water Heaters 1 s '' r— ,--- 1.-- 'r' r1-1 L"-_- 1_n -.•j -s # of Water Piping 2 :�-: VI 1Z. 1%3 µ --! �• # of Hose Bibbs 4 r, el- � 1 it # of Kitchen Sinks 1 0 117-71 s- ---.1 = t !II.c:. �� C1 � 1_r1 -� # of Lavatories 5 C 0 ri -_. *A) in_ # of Range Hoods 1 ••{_I Z'a• 1--i E-I # of Showers 1 0 .. ,+, rn -. if, �:.. i-.• I. I-•s. ri # of Slop Sinks 1 =+ 2., —I IT.1.0 I-•I # of Ventilation Fans 5 ■a I--I 0 la 1 IV # of Water Closets 3 �,-I t" r-1 13' .:h. ID7 0 E. - ia-i - r.>, I— r ICI I-I 1-'E 01-•.. 1--1 -1 it' I•*••1 0 i_l VI '-, Ci i-r• 1771 --I i_r1 C[_ 0 C it. a Cl =1 1�.-i 1 1:-n '-n 1-, r- =a 1:..n 1_n fr, I— ..G:. p••.' a ■ 0 1—... II 0 0 Ti `Tt ra W• .-•f• 1T Y 4? ': City of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street Applied date: 01/30/2017 ",0001110e P.O.Box 547 Issue date: 10/03/2017 . ' ° • 0 2 Anacortes, WA 98221-0547 rz, Expire date: 11/03/2018 Cr n elk �,x (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY S C3 _ City of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street Applied date: 01/30/2017 . `■ P.O.Box 547 � � , Issue date: 10/03/2017 _ 0: Anacortes, WA 98221-0547 Expire date: 11/03/2018 " " (360) 293 1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 #of Bedrooms 4 Building Permit Fee 2,561.75 Lot Area 9291 Plan Review Fee 1,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121.90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 #of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace<=1,000 1 Traffic Impact Fee 900.00 #of Bathtubs 1 Amendments/modifications 55.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Washers 1 Total Calculated: 16,890.55 #of Dishwashers 1 Deposits/Receipts: 16,890.55 #_of Gas Outlets 5 #of Gas Fireplace 1 Total Due: 0.00 #of Gas Piping 1 #of Gas Water Heaters 1 #of Water Piping 2 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 5 #of Range Hoods 1 #of Showers 1 #of Slop Sinks 1 #of Ventilation Fans 5 #of Water Closets 3 tiz Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT `'_ ., RESIDENTIAL BUILDING PERMIT APPLIc t t • VL, OW 1 i� Mailing4ddress: P.O. Box 547, Anacortes, WA 984 `\/G Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 2017�-.r Phone: (360) 293-1901, Fax: (360) 293-193j k CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT E-Oc Elel,_ et,Suite#); Parcel(s)#: r gZ(, Subdivision/Lot#: Project Valuation: $ APPLICANT. V6 rio(Z Phone: 9if Fax: Address(Street,City,State,Zip): L.-Mail Ve6 e�IW Ge.edr1 s: - iOvcs ge,tAlt am C o PROPS TY O ER: Phone: Fax: . hid Mcealn Zcc -gt . -g32-9 Address(Street,City,State,Zip): E-Mai1,Addr ss: D l-icki cj �J�t i I.L�.y, cpNTACT P R PY_one: Fax: . et7e- raC -q/I Li, -&r377 5(Address_ (Street Ci Sta e Zip):p / GG������ /M_ail Address: �/� � pl , /`titGGm+cSl 7LYJ�1 Vt�IJCG>]ilJQl�xI C Gvtl�c .C.0lt 1 DING ENC : Phone: Fax: 5 i4 t_rktri k. S6©-1422 3653 3140-909 - /6' AddreYs iStreet,City,St te,Zip)• /Mail Address: P400 r�wrerriu i� �c.'�u c�tt:51 O fl2ZZ( �.G�raa c� �t w CD 44 CONTRACT R•* Ph ne: Fax: Aif,0 C� Co 3o-o//- Address(Street,City,State,Zip): Mail As�e 5(o5 t1L& S� roc hsfiJA(tput �G�l ecdl-eG.-r-t@e;, wlel��.coivi * Professional License#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes New C Qcg q Li soc 2/z?/n.- business license prior to doing work in the City. Contact the City's Business License#: Exp.12ate: Finance Department at(360)299-1968. 6702 (AO 9101 1/Li/l/L PROPOSED WORK: � Si v�. te, I lM Pt.I ivtGC� PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ 1st Floor SQ': 13-CCr Garage/Carport SQ': 1/5 2nd Floor SQ': 1 156,1 / Deck/Covered Porch/Patio SQ': co. Fire Sprinkler: Yes El No ❑/ Lot Area SQ': 15 5o I declare under penalty of perjury that the information I have provided on this foiui/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco( esn. //' '� JJ Print Name: Owner ❑ Agent El (specify): CS-`Vl iJ �- r Signature: Date: 'I1V-11 1 � 0`2� Page lof3 ,? _ .. 3903 Rock Ridge Parkway Anacortes Washington r�- ± , g drafting - .-- January 13, 2017 & deslg.rl= �Lc ' 1 y , }. PROJECT INFORMATION: Jonathan Richards 5105 Sterling Drive Anacortes,Washington 9E1221 `" N a Vic ^ Project Description: New Construction of a Single Family ph 360.391.0832 ililig ( 'mow ' 9 Residence em , o,a„_:tarormo,<a, Building Official: City of Anacortes Project Description: J A .( 3 O 201/ New Construction of a ((yn'' lU Building Classification: Type V-B (UNSPRINKLERED) ResidenceSingle Family Li Zoning: R2 CITY OF ANACORTES Title Holder: Dan McLean Plan Information: cell _ _ em Main Floor 1790 SF Upper Floor 1159 SF Total 2949 SF Covered Deck 97 SF - Contact: Steve Moehl / John Moehl Garaget15750SF ---/ ph 360 941 8877 em steve@newcreationsbuilding.com em john@newcreationsbuilding.com >1113/41 �-------. LOT COVERAGE: LANDSCAPING REQUIREMENTS: / � Project Location: 3903 Rock Ridge Parkway0 / / w (1� RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper.Minimum Anacortes, Washington 98221 / ��Y` �^ GARAGE AREA 299 SF Shrub size shall be b o gallon.on or q Skagit Count TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147SF groundcovershallbeonegollonorequivolent. g y Refer to AMC Chapter 17.41 and Section 16.50.070 / � FOOTING DRAINS TO CITY ' TOTAL AREA 22975E for funherinto. / OLI STORM SEWER �� — LOT AREA 9291 SF Property ID Number: P125826 - Total Required Trees For Code Compliance 9 / R Fer G ' �.,� LOT COVERAGE 24.7% Tree Ust ,�s Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of / \� � Deciduous Trees 9 Phase 1 , Beingaportion of NW 1/4 of the a r"" �� LOT 4 TESC NOTES: Dogwood(Sy N Provide Driveway630�\ PS�GM� :-ALDR Alder14) NW 1/4 Section 26, Township 35 North, N �.�re ������ t �-%' [3903] I.EROSION CONTROL TO BE MAINTAINED WITH THE Range 1 East. Entrance Of Quarry Rock net" \ \ USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: O� 2`" , �� >O y' ) LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE Base Prior To Construction ec0? \ DGWD; 2�'• e\ba�K ��sre ANCHORED(NA TRENCH FILLED WITH ONSITESOIL. BUILDING AREA CONCREfEAREA 12290 SF 732SF Plan Note: Plans Are To Be Reviewed By All O .z>::c \�6 2.ALL SPOIL SOILS TO BE HAULED OFF SITE TOTAL CONSTRUCTED AREA 4022 SF Subcontractors Prior To Starting '� `, \C� LANDSCAPED AREA 52695E t71 0 Construction. If Discrepancies Exist Please V/ C ty 0 /•• a / �x 3.ALLCONSTRUCTIONVEHICLETIRESTOBE(BRUSHED LOT AREA 92915E �r J �;�' ' \ y-` ` �t/:,� NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE Contact The Contractor For Further .0 �� / (� �^ r� ",`f' SUE LANDSCAPING PERCENTAGE 56% Information. V o q �: Ih �� :ye•. :\• �u Sj 4,THE CONTRACTOR SHALL KEEP OFF-SITE STREETS j Lp i / {'` / �',' h % CLEAN A7 ALL TIMES 8Y SWEEPING.WASHING OF _ �• \ DGW� i xxs X THESE STREETS WILL NOT 8E ALLOWED WITHOUT PRIOR Ce ` 0 sae ' ,,��� Porch ZA A APPROVAL. W Q im: y IS 0 Residence - ti / /- 00 \ \ �'' \ . :7 �ti I:Gr far�01a , iX /' \ ,may / :, , le( / \ .4 t X./7 ? ` Patio / `\ z. M \ o < .S, t'..%' � TEMP SOIL \ x 1 STOCKPILE11- Cie, i \\• Garage;;%.- AREA �� \ akeaarr. On.„ r+ • Aj '�' �(' /\ Revisions: O r< • 1 \ �\ • ' / : , tti Print Date 7/13/17 ��� Y f — / DGWD K / 0 \ ` / �M \ J �y. ` / / �\ ALDR ) NOR \ /.... / �J -. - / »• - _ — Index: ...--- 2, h St - Cover Page AI.O ' , 3903 Rackrfdge Parkway - - • Site Plan Al 0 • Q.� • / DGWD 0MethowAviation = Foundation Plan A1.1 __, O p. / .- Main Floor Framing A1.1 C. / w G arage Basement Plan A2,1 a t'Q\ /� _ .. _ - = Main level Floor Plan A2.1 /j� Site Plan 9- / ���0� : / Se,OG DGWD Q, 2nd Level Floor Framing AU Roof Plan l Floor Plan A4.1 ( 0 5 15 26 �'¢V. �O `�� 1�. Building Sections A5.1 t North& East Elevations A6.1 Scale:1"=20' South&West Elevations A6.2 tope Q fj EhaMitRnge 2.-..' Project Information Vicinity Map Vicinity Map Al • I Scale: NTS A LI 1 JAN n R 2018 CITY OF ANACORTES 1 Sk ---------- --- ..--------__ .----- --- ------- _---- --- _ -----'- '-'----- t''' 0 Gc ?16'SRs'\4' __--- --- _----- __-- ......---- ...---- --——--— __-- ____---- PK NAIL IN SIDEWALK ---7-- ,---" ----- ----- PEAK \/ '7 y 44)* 't '; 11 5F \ *CP • i PEAK crc ELEV=416.39' •)) AVERAGE ACROSS FRONT / 382.3'+381.1'+383 9'+382.8'+ / 381.7)+381.2'.=2,29376=382.27' / AVERAGE GRADE (3821-2n) +35' MAX HT = 417'—.2” ------- vommonnommimm _ , ic*/\‘' R, -..•1-ER i94, ... . ...... GRAPHIC SCALE la 20 40 _.,1 - I 11 i F I.., t-,,, ( IN EET ) witallaam0 1 inch =20 ft. Roof Peak Elevation HERRIGSTAD ENGINEERING & SURVEYING 3903 Rockridge Parkway, 4320 WHISTLE LAKE ROAD Anacortes ANACORTES, WA 98221 299-8804 Completed January 3, 2018 _ OCT 0 2 2017 1500 College Way,#515 Tim Garrison, P.E. Mount Vernon,WA 98273 Consulting Engineer CITY OF ANACORTES Phone: (360)708-1865 timg@BuildersEngineer.com August 8,2017 Dan McLean 2615 M. Ave. Anacortes,WA 98221 RE: PLACEMENT OF STRUCTURAL FILL AT 3903 ROCK RIDGE PARKWAY, ANACORTES, WA Steve Moehl of New Creations Building Company has asked my opinion on use of structural fill at the subject project.My responses follow: 1. What material we should use to backfill to prep for foundations. Answer: I suggest 2"+/-railroad ballast be used in all locations where overexcavation and structural fill is called for, i.e. under slabs and structures. Overexcavation should extend through spoiled fill material to competent native rock or undisturbed soil. 2. Whether the material should be compacted or not. If it does need to be compacted, at what intervals? Answer: Railroad ballast is a clean angular rock material and does not require compaction. I suggest placing it in 24"maximum lifts and blading it level with an excavator bucket as the fill progresses. 3. Can you address the width of our excavation?I believe that we talked about using a three foot bucket to dig, and that we do not need to dig it wider at the base. Answer: Excavations should be of sufficient width such that the entire footing and/or slab is supported on structural fill;never less than 3-feet wide. Excavation sidewalls may be vertical, or sloped as necessary to remain stable (i.e. not cave in during the work.) Bear in mind that the spoils left in place will likely settle over time but the structural fill will not. This should not cause problems as long as load bearing footings and slabs are fully supported on the structural fill. Structural fill must be laterally supported by earth;or if not laterally supported be side-sloped no steeper than 3:1 (horizontal:vertical.) I of2 Thank you for the opportunity to be of service. Should there be any questions or concerns regarding these matters please do not hesitate to contact me via cell phone or email. pi Sri II r s a,/00 At. 0' r , t Tim K. Garrison,P.E. President OCT 0 2 2011 LIU t CITY OF At'1 G> . ;1r_L r I 2of2 Gtzy o� Anacortes Planning& Community Development Dept. Permit Center 'y9�p8�4 P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 July 28, 2017 Jonathan Richards 5105 Sterling Drive Anacortes, WA 98221 RE: Plan Review notes for the proposed revision to the New Single Family Residence at 3903 Rock Ridge Parkway Please address the following items so I can complete the plan review. 1. Please provide 2 copies of the engineering that addresses the structural changes made from the revision proposed. A few of the changes that need to be addressed are: a. Post pad size has been reduced from the original 3'x 3'x 1' to be 2'x 2'x 1'. b. Rebar in the post pads has been reduced from(3) #5s to (3)#4s. c. Location of opening near the stairs area has changed;therefore, changing the floor diaphragm. Any changes to shear walls imposed by these changes to the house needs to be addressed. d. Posts supporting the 3.125"x 12" GLAM beams is not indicated and neither is the loads imposed by those beams shown clearly how they will be transferred to the foundation clearly indicated on the plans. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 F\\ Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting - • 911 !F ue e April25, 2017 Steve Moehl,New Creations Building 5105 Macbeth Drive ri 70 7 p '7" , Anacortes, Washington 98221 !° �- (360) 941-8877 I ij steve@newcreationsbuilding.com APR 2 6 2011 CITY OF ANACORTES Subject: McLean Site Stormwater Design Characterization 3903 Rock Ridge Parkway Anacortes, Washington 98221 MTC Project No.: 17B070 Dear Mr. Moehl: At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted soil characterization for stormwater design at the above referenced site proposed for residential development of a single-family residence with associated exterior improvements. Site development will reportedly require stormwater design per local municipal regulations for new construction. The primary focus of this study was to perform field explorations to characterize the site subsurface conditions for stormwater design use. MTC understands that the client intends to develop the site, currently a vacant lot, with a single-family home with a footprint of approximately 1,850 square feet. Subsurface characterization was performed at two locations within project site. Test pit TP-1 was excavated near the western corner of the lot in the area of the proposed driveway, and test pit TP-2 was excavated near the southern corner of the lot in the area of the back lawn. Test pits were excavated to approximately 3.3 and 3.5 feet below present grade (BPG)respectively. MTC has performed this soil characterization for stormwater design in general accordance with site characterization guidelines presented in the Washington Department of Ecology 2014 Stormwater Management Manual for Western Washington (SMMWW) as required by City of Anacortes Municipal Code. A summary of MTC's findings, interpretations, and recommendations are provided herein for use in permitting and planning for the proposed development. Site Exploration and Assessment Methodology: On April 11, 2017, an MTC Licensed Geologist visited the site to log soils for characterization with Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: v.'ww_nnt'c-inc-net . Reek Ridge Parkway Storrnwater Characterization Materials Testing&Consulting,Inc. Apui1125,Zen 17B070 respect to stormwater design. Test pits were excavated by the client prior to MTC's arrival to the site. Test pit locations were selected by the client based on the site topography and potential locations of stormwater facilities. Test Pit TP-1 was excavated approximately 15 feet east of the western corner of the lot. Test pit TP-2 was excavated approximately 30 feet northwest and 20 feet northeast of the southern corner of the lot (Figures 2 and 3). Excavator test pits were completed to depths of 3.3 and 3.5 feet BPG, and were terminated by the client. MTC personnel examined and classified the soils encountered in accordance with the Unified Soil Classification System (USCS) and ASTM D2487, and observed for indications of groundwater or water seepage. Grab soil samples were collected from representative soil horizons during test pit excavations in the vicinity of potential facility depths, as depicted on the attached logs. All samples were placed in plastic bags to limit moisture loss, labeled, and transported to MTC's laboratory for storage. Samples will be retained for a minimum of 90 days from the date of collection. Laboratory soil sample analyses were not performed for this investigation. MTC can perform soil sample analyses if necessary and at the request of the client. A location and vicinity map is provided in Figure 1, Appendix Al. An aerial photo showing site conditions and the approximate locations of test pit locations is provided in Figure 2, Appendix A2. A provided site plan of the proposed developments with an overlay of test pit locations is provided in Figure 3, Appendix A3. Attached in Appendix B are photos of the site conditions and explorations in progress. Exploration logs are presented in Appendix C, with a USCS classification chart provided as Figure 4. Site Conditions: The project site is the entire lot with the address of 3903 Rock Ridge Parkway, located within the limits of the City of Anacortes. The vicinity of the project is a low-density residential neighborhood partially developed with occupied homes, in-construction homes, and vacant lots. The Anacortes Airport is approximately a quarter mile to the west and the Cranberry Lake Park is an eighth of a mile to the east. The terrain of Fidalgo Island is characterized by undulating hills of resistant bedrock bordered by upland and lowland areas of glacially derived soils. The project site is located in a foothills area composed of resistant bedrock that makes up part of eastern Fidalgo Island. The entire project site is about 65-feet by 275-feet in size and is currently vacant. To MTC's knowledge, the site has never been developed in the past. Surface condition across the site is typically grassy and flat, though the site slopes downhill towards Rock Ridge Parkway for about 20 feet adjacent to the road. 2 3103 Rack ` Parkway Stannwater Characterization Materials Testiag&Consulting,Inc, A niii4125,20)li7/ 1,7B070 Some bedrock outcrops were observed on the eastern portion of the site (See Photo C). Bedrock consisted of massive, resistant, light gray, igneous rock. Bedrock was also observed outcropped across the intersection with Michigan Avenue to the east of the project site and elsewhere in the vicinity of Rock Ridge Parkway. Subsurface Conditions: Subsurface soil conditions were observed and catalogued from exposed test pit excavations. This section summarizes our general understanding of site soil conditions gained from completing field explorations and laboratory analyses. General soil profiles were varied across the two test locations. General conditions and notable variations are described below. Surface conditions at both test pits were grass with associated topsoil. Topsoil varied across the two test pits. Topsoil at test pit TP-1 consisted of dark brown sandy silt with some angular cobble sized gravel and grass roots. Thickness of the topsoil unit at TP-1 was about 1.0 to 1.8 feet thick and its condition was moist and medium stiff. A uniform appearance in color and consistency of the topsoil at TP-1 to the base of the unit indicates that it may be placed as fill. At TP-2,topsoil consisted of dark brown sandy silt and clay in a moist and soft condition. Topsoil at TP-2 extended to about 0.5 feet depth. Underlying topsoils at test pit TP-1 were angular cobble and boulder sized gravel. Gravel consisted of massive igneous rock appearing to be fractured bedrock rubble (See Photo B). No in-situ bedrock was observed by the test pit termination at 3.3 feet BPG. Soils underlying topsoil at test pit TP-2 consisted of a mixture of sandy silt and clay subsoils. Although subsoils were similar throughout the depth explored at TP-2, soils have been grouped by clay versus silt content and consistency. Extending from about 0.5 feet to 1.5 feet BPG at TP-2 were very stiff, dry to moist, medium to dark gray sandy clay with gravel. From 1.5 to 3.0 feet BPG were very stiff, dry to moist, medium to dark brown sandy silt with gravel and some woody debris and angular cobble sized gravel. From 3.0 feet to the termination depth at 3.5 feet BPG were medium stiff, moist to slightly wet, dark gray sandy clay with gravel. Soils appeared to be native fill soils or had been reworked for initial site grading. No bedrock was encountered at test pit TP-2, however bedrock was exposed at the surface approximately 40 feet to the east. Geologic Literature Review The Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR) indicates that subsurface geology of the project site is mapped as the unit Ji(f)-- Jurassic intrusive rocks. The Jurassic intrusive rocks are described as a heterogeneous complex of 3 3903 Rock Ridge Parkway Storrnwater Characterization Materials Testing&Consulting,Inc. April 25,2017 ll7B070� gabbro, diorite, granite, and other intrusive rocks. Texture is fine-grained through pegmatitic and locally metamorphosed. The NCRS Web Soil Survey maps the entire area of study as the Fidalgo-Lithic Xerocherpts-Rock outcrops complex with 3 to 30 percent slopes. The depositional landform for Fidalgo is hillslopes, and the soils are derived from volcanic ash, and colluvium from glacial drift, argillite, and argillitic residuum. A typical soil profile of Fidalgo consists of gravelly ashy loam to 3 inches,very gravelly ashy fine sandy loam to 25 inches, extremely gravelly loamy sand to 29 inches, and unweathered bedrock below 29 to 33 inches. Depth to the seasonal high water table within Fidalgo commonly ranges from 19 to 36 inches, and the soil is broadly classified in Hydrologic Soil Group C. Capacity of the most limiting layer to transmit water (Ksat) within Fidalgo is moderately high to high, ranging from 0.57 to 1.98 inches per hour. Depth to restrictive conditions is listed as typically 20 to 40 inches to lithic bedrock. The depositional landform for Lithic Xerochrepts is hillslopes, and the soils are derived from glacial drift and residuum from argillite. A typical soil profile of Lithic Xerochrepts consists of gravelly loam to 16 inches and unweathered bedrock below 16 to 20 inches. Depth to the seasonal high water table within Lithic Xerochrepts is commonly greater than 80 inches, and the soil is broadly classified in Hydrologic Soil Group D. Capacity of the most limiting layer to transmit water (Ksat) within Lithic Xerochrepts is moderately high to high, ranging from 0.57 to 1.98 inches per hour. Depth to restrictive conditions is listed as typically 10 to 20 inches to lithic bedrock. Soils observed on the site are somewhat consistent with the NRCS Description of Fidalgo soils and the mapped geology of intrusive rocks. The site appears to consist of bedrock overlain by varying thicknesses of fine grained soils. Near surface soils at the project site observed within test pits are interpreted to be native fill or reworked soils, likely disturbed during initial site preparation activities. Based on the interpretation of cover soils as modified or reworked, water transmission capacities cited from the NRCS Web Soil Survey should not be considered valid. Surface and Subsurface Water Conditions: During MTC's site visit during the early spring,no surface water features were observed on the site in the vicinity of the proposed improvements. MTC did not observe evidence of channelization or erosion from surface water during the site visit, and the ground surface was typically dry to moist. Groundwater seepage was not observed at either test pit nor had either test pit collected with water prior to MTC's arrival. A slight increase in moisture content of soils was noted for clay soils in TP-2 at depths of between about 3.0 and 3.5 feet BPG. The increase in moisture content could be attributed to shallow perched water conditions over a restrictive layer at a depth below the test pit termination depth, however additional exploration would be necessary to confirm these conditions. 4 3943 Rork Ridge Parkway Sternswater Characterization Materials Testing&Consulting,he- Apra 25,.Z0i7 ll1B 17,9 A pervasive groundwater table was not encountered. Groundwater or free water conditions were not observed within any test pit locations to termination depths of 3.3 and 3.5 feet BPG at the time of our site visit. Cursory review of available well data from the project vicinity indicates the regional water table resides at depths well below the realm of scope and concern for this assessment. Based on the season of field work in the early-spring, water levels are expected to represent a seasonally high condition. MTC's scope of investigation did not include observation and determination of seasonal variations, conclusive measurement or monitoring of groundwater elevations at the time of exploration, or determination of groundwater levels past the depths explored. Stormwater Design Feasibility Assessment: Based on our site exploration, it is MTC's opinion that stormwater management through infiltration is infeasible at the project site. The site geology consists of fine grained native fill or reworked soils over bedrock or bedrock rubble. Bedrock was observed to be exposed at the surface on the eastern portion of site,though was not observed within the test pits indicating that cover soils extend to varying thicknesses across the site. Bedrock and disturbed native fine grained soils are not considered to be adequate for stormwater infiltration. Our observations of soil conditions at the site indicate that the site is ineligible for infiltration as a means of stormwater management. 5 may,Rock Ritign Parkway Storozwater Characterization Materials Testing&Consulting,bre.. Asfril 25,.2017 11713070 Closing Remarks: If desired,MTC may be contacted to review proposed site preparation plans and project specifications,to ensure they are consistent with the intent of the observations and recommendations provided herein. In addition, MTC may be contacted for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to earthwork support consulting, subgrade bearing and infiltration verifications, laboratory materials analysis, and special inspections if required. Mr. Moehl,we trust this report presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted; (Wasyry:\\ / 4tri, 3ed Ge°- 04 25-20I7 I Aaron Arthur Fitts Aaron A. Fitts, L.G. Project Geologist Attached: Limitations and Use of this Report L'nendix Al. Location and Vicinity May Appendix A2. Aerial Photo with Test Locations Appendix A3. Site Plan with Test Locations Appendix B. Photos of Site Exploration Appendix C. Exploration Logs 6 3943 Ridge Parkway Steinswater Characterization Materials;')Testing&Consulting,Inc. Avid]25,2 1)117i l'7,I107(i Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard;they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Steve Moehl and his design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Moehl or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Moehl agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 7 ..__ •_______— -- __-_ -.1 :. • • _ _____. .___ _ _ , .____.•___ _... ., . 39A13 Rack Maze Pkiway Stensmaisiter CbaRrac te r f_'.2:2'1_;I 0 ET. Mai; Testing&Cetemeirming, Ine... A p.)i jill 25 2017 t 7M57/0) Appendix Al. Location and Vicinity Map . ...._..,_ ........__ ... ,..... ., . C.th St • 'op Sattle i- rk nacartes . . .- . -- . ,-, • I (.2ot . . ..: .. . . . . • ,, ] . ,.-, ,..10-2L.- -.,,,...•,..-.,-..;.; . ;' - ...,.. -__k_....; __ . :1 ••----- ., --- '.... ,,„„•_..!._ -. -• .: , :. 4.• . , , •..- 1. ' ..', • .,•-• _.,-,,,.: .%. 'Lit--.t .-..-:', - ....,----.--- - _ - v- :-.,,, - • - .., ._,c•• ... v. .. . ,...18. (gt • -'. 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Google Imagery 2017 _, .---414,., • • •- .." :,- •-• .,,_I) , / ' • • • , 1 ReRional and Site I7E-i:1-dt-57 Materials Testing & Consulting, Inc. •Stormwater Characterization FIGURE 777 Chrysler Drive i i 3903 Rock Ridge Parkway Burlington, WA 98226 i 1 Anacortes, WA I 8 3903 Rock Ridge Parkway Stormwater Characterization Materials Testing & Consulting, tue. April 2L 2017 17B070 ,Lp- e n A. n Aerial Photo with `meat Locations T+ T«irq^ . --_ ram";*-'--Zar* •, ,.'..:>.' _. - - _ _ „ _ .,.._. ._ .. - - _. .. , , ,. .r .,,.. .-- - ....- . A 1/20Slal 4 9' 114S [7 r , 1t r 4.: n 4 i • • •e . a� ' I ' 1 • 1 1 6 "''"'1 ,A. s o,,, .S `e'r it 1:04/41 t 4 n• °INN , 4 , . 444 I "4 IIW , N ' r;1 'Ci *WI': V * • t , ...- el.— ; .1 , YAM .: • '` ..+ 1 '[' :P - IC P at' ro , > . 4>„,y�,�,O ark.,°,o!'•y. �,.:.• Y n '„pp,„ • �a �• I w , '. •r.• '+�[T¢�4.4'�:. I'. 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"44. • , b, M,; ,1 1Ya "ref. + �i,. • II + •• �`.•.d 'M ,^•5+`.I Td' '. • > ` � .. ••! v 1 *Ai 1 v>a 4y, • I :NW ,lam $ �i �,, '! f .; ,.. , ,' .w p' ,� i ,,,,,/ I ° s+' Ma Source: Googie Earth 2017 T4�''r Materials Testing Consulting, Inc,Ins Aer� Photo with Test P b l�� ii c:c, �„., 777 Chrysler Drive Stormwater Characterization Modified by MTC: AF Date: 04/13/17 Burlington, WA 982333903loek Ridge Parkway NOT T® SCALE Not for Construction 7• Anacortes, WA 1 9 3903 Rock Ititig@ P trkwily Stormwattw + harnf torimiti®n IVInt@riniN Toting & Consulting! Inert I . April 25, 2917 i7B070 Appendix A3. Site IFlan wi iIoeations ________::,_,,_____ ifi3OSION B.MP NO1E5: NOTE: l UnderMrCk../k VP?ttyst�f ��y�• % U!li!it'S;PU+JIC7 U5©lt1r+ 1•EPOStON COMROL TO BE MAINTAINED,eriTH it-= USE CI A SILT FENCE ALONG THE LOWER GRAVIT'r tre•^rh► ,s melt-c.d.no LIMBS OF CONSTRUCTI N.SILT FENCE IS TO BE j CK✓'n C4!tirry cf ine strt.-et. ANCHORED IN A TRENCH FILLED WON ONSTE SOIL. !'.--' �►l 2.ALL SPOI;SOILS TO BE HAULED OFF SITE- f•EDE4RIANR.�MPONE:+�=NSDEOf -_ •' O W./WAY PER• YFE I•'OESIGI, �3 Co-1 - �ii TOTAL LENGTH OF;AMPNOT ,' Qj /-r'- -� 'EVE 3.ALL COl•+STRLtCT;�'�N vrH1ClE TIRES TO BE 16fiuSHED ,.. RECrUIREc TC)D.CEEO!EFT IN LENGTH. � � - `,.SCR NOT V/ASHEC'i FREE OF DEBRIS BEFORE LEAVING THE ,A SITE, �! • :01:...i.t..r.e.r: Y:; -'" ��Pbxl!c°t:Bark w!1ry�::: a.THE CONTRACTOR SHA:L VEEP C,FF SRE STP.EETS �� �,.� ,/ ry y SI(UL�S=F}�sy ,' ! CLEAN AT ALL'tIMES BY SVi EERiNG AND SvRAPiNr �• i.� o• -..%^• ON A DA;Y BAST5_V.°ASHITIG OF THESE STREETS WILL . ,, n,� 4- ( ") T \;�` WATERCJT.NECTIOLI NOT BE ALLOWED WITHOUT PRIOR APPROVAL. DfiNEWAT ENTRANCE .� -~ 2.'- l F y, `\,. WADOTF. 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C• +1 "y' '' J ., t • rrr���'��°1yy, a` , �]"J[.i �,d ' .. • yI .�.�.. 41 •'.a C,J , pr' - [/ II .1 : �I 4 , YI L•• • O • , + ♦ ~ �I � , '` _ , ' - '9 1'Y '- 0 - • • . �y{ . 1 I�••� (/ t f r flik3 �• , i 1 A� , "', • �i� - r✓ .f o ICI . i T 1• / - I+ •.•. . •tl 'a 'i. • '{.r r�.i •\*VII (i�Vl • • a �J L ,. 1 ' •'�j,'. 3503 Reek Ririe Parkwaiy Starftwater Characterization Materials aterial Tes> ;&Consulaim,he. A S`1i l 25,,2047 h7A 7 ) Apendix C. i loration Logs Unified Soil Classification'ication System Chart Sampler S ai esj l�an Major Divisions I Graph USCS Typical Description �' — iiiStandard Penetration Test SPT p Coarse ° U• Well- raded Gravels, Gravel-Sand Mix- Grained Soils Gravel •'p•. � . GW e �. tures Clean Gravels , ," all Shelby Tube More Than - GP : Poorly-Graded Graver,Gravel=Sand 50%.of .•• G . Mimes Coarse Frac- - Grab or Bulk . tion Retained t '7 ` j GM Silty.Gravels;GraveSand':Siltll�Jixtures 151 -- More T1ran 50% On No,4 b '• •C= California(3.0"O.D.) Retained On Sieve Gravels With Fines n . n Clayeyix Gravels, Grave1.Sand-Clay M No.200 Sieve GC trus I Modified California(2.5"O:D;); n �, � _ • • : . , SW Well-graded Sands,Gravelly Sands Sandi Stratizranhic Contact 'Clean Sands - -'--"-I Distinct Stratigraphie Contact More Than_ . ' SP • Poorly-Graded Sands, Gravelly Sands 50%of i• ; Betweem sail'strata Coarse Frac- - ` GradualChange.Between Soil tionPassing ill SM Silty Sands,Sand-Silt Mixt es Strata j No.4 Sieve �� Approximate:location of Sands With.Fines. - __- - - - stratagraphic change. w:;� '. SC Clayey Sands,Clay Mixtures Fine Grained 1 1 MjL Inorganic Silts,rock Flour, Clayey Silts Groundwater observed-attime of Soils I With Low Plasticity exploration n Silts&Chrys Liquid Liinit Less. i ,' CL Inorganic Clays of Low To Medium exploration, ,g welt or pl level to Than 50 PlasticityMore Than 50% exploration;well,or piezometer Perchedwater observed at time: Passing The OL, Organic Silts.andtOrganic Silty Clays of V of explorationE No.200 Sieve Low Plasticity . I ' MH 'Inorganic Silts ofModerate Plasticity f, Description % 1 Silts &Clays Liquid Limit i ' CH I Inorganic Clays ofHighPlasticity Greater Than 50 ` i I Trace >5; i i Ir, ' ' OH Organic Clays And Silts of Medium to Some 5- :'4t- High Plasticity ' 1 --- -- PT Peat,Humus,Soils with Predominantly With >1 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils 1 DESCRIPTION ' SIEVE ' GRAIN SIZE APPROXIMATE SJZ -- SI%F Density SPT Consistency SPT Biowcount Bioweount_ Boulders > 12" > 12" Larger than a basketball, - Very Loose 0-4 Very Soft I 0-2 i Cobbles I 3- 12" 3- 12" I Fist to basketball L Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3°= Thumb to fist - — — �- Gravel _ -- - - Medium 10-30 Firm 4-8 Fine 1 #4-3/4" 0.19- 0.75" Pea to thumb Dense i -_-- - i : Coarse I #10�-#4' 0.079-0.19" Rock salt.to•pea Dense 30-50 Stiff 8-15 - Very Dense l >50 Very Stiff 15-30 1 Sand Medium #40-#10 0.017- 0.079" Sugar to rock salt aHard >30 1 Fine #200-#40 0.0029-0i017" Flour to Sugar Fines Passing <0.0029" Flour and smaller 1 #200 M tel 3Llls Testing & Consulting, Inc.. USCS Soil Classification Chart traGURE 777 Chrysler Drive Stormwater Characterization Burlington, WA 98233 3903 Rock Ridge Parkway 4 Anacortes, WA 13 _= I Reek Bilge Parkway Stormwater Characterization- Materials Testikg& Consulting,Inc. April 25,20117 1171 l • MATERIALS TESTING&CONSULTING L• 777 Chrysler Drive, Burlington,WA ® C Test CS -_,it -f l GEOTECHNICAL SERVICES, McLean Site Stormwater Bate Started :04/05/2017 3903 Rock Ridge Parkway Bate Completed) :04/05/2017 Anacortes, WA 98221 Sampling'Method :Grab Samples. Location' :16 east of western property corner MTC Project No. 176070 Loggedfly,, :A.Fitts OD ai U � DESCRIPTION ; `45 � � o E IL 2 C7' E 0 - SANDY SILT, some angular cobbles, grass roots, moist, medium stiff. Dark BROVWi . Topsoil Fill - ML-OIL. 1 GRAVEL, angular cobble and boulder sized, fractured bedrock rubble, no in-situ . bedrock, dry, massive. GRAY. F Fractured Bedrock a-- _ = GW,.BR T.D. 3.3' BPG Test pit terminated,prior of MTC arrival. Perched:groundwater not observed. Groundwater table not observed.. 4-1 14, 35(113 Reek Rialge Parkway Sininnnwafter Clinuraetteinaitien 1 r Testing& A;will 25, G. .�y01l 11 ii.:026 MATERIALS TESTING & CONSULTING 2 777 Chrysler Drive, Burlington; WA Log �� es �i ���- GEOTECHNICAL SERVICES. McLean Site Stormwater Date Started :04/05/2017 3903.Rock Ridge Parkway Date Completed :04/05/2017 Anacortes,WA 98221. Sampling Method :Grab Samples • Location, :30'NW,20'NE of southern property,corner MTiG Project No. 17B070 Lagged By, :A.Fitts 0 N N � � N � L , 17) c' ca. DESCRIPTION Q a, r1t a D. 0 faD a SANDY SILT and CLAY, grass roots,,moist;.soft.D.ark:BROWNI. 14AL-flit Topsoil Fill J SANDY CLAY with GRAVEL, dry to moist, very stiff(4.5 twist). Medium to Dark BROWN: Fill 11— GiL 1 SANDY SILTwith GRAVEL, some woody debris, angular gravel to cobble size, dry to moist, very stiff(4.5 tns/sf). Medium to Dark BROWN. Fill 2— MIL 3— SANDY CLAY with GRAVEL, woody debris, moist to slightly wet, medium stiff (011.5-2.0 tns/sf). Dark GRAY. GL T.D. 3.5' BPG Test pit terminated'prior to MTC arrival. Perched groundwater not observed. Groundwater tablenot observed. .. . 4i-- 15 I Q!,— 35'Max Height Restriction I Construction Height To Be Verified By Contractor Not To Exceed 35'Max Height Restriction From Top of Roof Average Natural Grade I a drafting . 4 Extend Roof Line Over Ridge & design LLC • 8'-1 1 1/8" Jonathan Richards 6 12 A atones^Washington 98221 8' Ceiling Z ph 360.391.0832 em ranarlaa_51ellatintem 6'-8' Header Height 1 II // 1■ 1■ V " // // / 1 >/ Project Description: III III /�` ilk 11 /�/l�/��� /// ,/,,' N i 8'-1 1/8" t ' " ' /// // l /// �/ /�• w Construction of a Single Family Residence li Extend Eave Over Door 0'' / re Main Floor ---r— 32'0' 9' Ceiling 1 Plan Information: 8'-0"Header Height ` I Main Floor 1790 SF ./9/ / ' '% /' . �/f/� / - - Upper Floor 1159 SF 6'-8'Header Height / /l// { /�// //' _ i" % f l/ /�/� I Total 2949 SF // / / / �// /i/1 /� /�� Covered Deck 97 SF i 9'-1 1/8' ////// ///l/ _ j// /� Garage 9155E /i /� r /�/ /� / _ - Lot 15750 SF 7 i yAPrfloXirn&eExisiinGrade i >114 Main Floor9'_e"Ceiling - - - - ----- --- -- ----- - -- ---- -- - — 1 \ -- 1 I —— I' I_ _ Average Natural Gradesaii Q In Building Footprint — r r — ——— — j — — a Cl Coll vase ——— — Finished Floor r — ON. South Elevation cr Top of Roof al CC a '—• J 0 2 5 10 N U I I Scale: 1/4"= 1' Ilt •1 a Interior Vaulted Ceiling/Scissor Truss C Pep 11 U �t . a ■ 8'-111/8" Vi Q 1 2 �{ 'I 'I 12 ; V . 1. 1. Ill.111 uu► `Inuunu - O Si II II 11 1 11 itj I�r1 11 II Itl 111.// 8'Ceiling III I rU�// /r I 11 1II 1 6'-8" Header Height Oa— ^ / _ r/% ///// /7 1 ■1 ■I ./ j////� iX Clipped Eave This Side = / _ /� / % I ///! .%/ / ,1 I J/ /7 / IIl II 11 // A , / C en flashing At Corner _ /�/ �/ //�/ 8'-1 1/8 0 //���� /,ram ' E 1z / /. /,/�', a 6 1- J [ - c Is. Main Floor v 9'Ceiling ° en I�I�I 1 %// _ i �' // �/ /� [ 7// //7.o7 , /%I "// // r i ' /j , �/ / 3T 85/8" 8'1Y'Header Height j �� // ` . J' �/j/, ///j/ j t 6 ///, 6'-8'Header Height Revisions: fir /// //� // / // .. // / //// / / / Print Date 1/13/17 j = //// I// ' I / ����`' �' / / �/ /• �// / City Changes 2/6/17 "-`" = /� // j// / ���i. - %/ /�// / // / /// :7,9 ,, � 9-1 I/8, 4i�j //// I-ill" / � 7 // ///// I rit____ 2 Index: Cover Page A1.0 Main Floor Site Plan A1.0 _� °'-6"Ceiling Foundation Plan A1.1 �� Main Floor Framing A1.1 — 5 2011 �_ _ r— I //,i f � ////� �/ / f 1 Garage Basement Plan A2.1 FEB _ _ _ / / // / ., Main Level Floor Plan A2.1 j� 2nd Level floor Plon A3.1 /� /�/ ' 2nd Level Floor Framing A4,1 at Roof Plan A4.1 �� �- - Building Sections A5.1 0_6 North&East Elevations A6.1 CITY OF ANACORTES ) South&West Elevations A6.2 West Elevation South Elevation Finished Floor West Elevation D 2 5 10 Non Structural 6x6 Knee Brace I I Scale: 1/4"= 1' It6 • 1 LOT COVERAGE: LANDSCAPING REQUIREMENTS: drafting ' RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum & GARAGE AREA 299 SF Shrub size shall be two gallon. Minimum design LLC PORCH/STAIRS AREA 147 SF groundcover shall be one gallon or equivalent. TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 r-� r # for further info. i LOT AREA 9291 SF Total Required Trees For Code Compliance 9 Jonathan Richards LOT COVERAGE 24.7% Tree List: ,;�j 5105 Sterling Drive f• Ek3 1 5 2011 \\ Deciduous Trees ) 9 Anacortes,Washington 98221 Dogwood (5) TESC NOTES: Alder (4) ph 360.391.0832 LIU em jonalhan_59(?hohnail.com ��eC,QRTES 1. EROSION CONTROL TO BE MAINTAINED WITH THE CITY OF USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. BUILDING AREA 2290 SF �� CONCRETE AREA 1732 SF ��• 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF 0 C��e TIGHTLINE DOWNSPOUTS AND 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED LANDSCAPED AREA 5269 SF ‘k`O FOOTING DRAINS TO CITY iiiitiNOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE LOT AREA 9291 SF STORM SEWERlik Planter: Bark w/Trees,, SITE. �o� Planter: Bark w/ ,���� Shrubs & FIQWers� LANDSCAPING PERCENTAGE 56% / Rocks, Shrubs & / �,` �/�+ �,� - 4. THE CONTRACTOR SHALL KEEP OFF-SITE STREETSIII .� � �. Flowers 3t� `1 ALDR�� CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ,O .*' THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR Provide Driveway t �� , '►�; \;�t�e `.�'i \� ! ,� APPROVAL. 0 Entrance Of Quarry Rock topet'N wet, �� ' i� G r' 7 Base Prior To Construction Q le �' '� DGWD eiao -�0 N Flagstone �,k 0,-. _ w �e 1" 1� \ O N,� � Flagstone Path CO \ Patgh / w1:� ROS- ��♦♦ ♦♦♦ \fl0 In Gravel W g • 000 e. /-2-4,1- 'c. ) 0) a 4 \ DGWD,;Ij\\, o , ��.� % Porch��♦ ♦♦*i '°moo ,c • ALDR/ l� te� �• ♦♦♦�� /I�♦ •♦�♦O ADO Planter: Bark w/ s �•.' 1 041,♦ ♦♦� ♦ ‘r• l,,� Shrubs & Flowers y V ,• # ‘'''.) W ° Planter: Bark w Trees roc \ & Residence � \ ��� y 0 / Shrubs & Flowers o �� ♦ \ ♦ ♦j�:�;♦� Patio \ � 0 0 <� \ ���♦♦ ♦^♦ ♦♦♦♦� TEMP SOIL \ U gC ��\♦♦�♦♦♦ \j♦ ♦♦♦ STOCKPILE \ Q • O * ♦��♦ Garage♦/, AREA \ �/ Ago \ 4 4 /�� \ \ `ice l/�io \ • `••�• / ` DGW D ° M *8�• / 4''=i� LDR O Planter: Barw reL \ ALDR)\ A• Planter: Bark w/ / es, Shrubs F- Flowers '07 C) Shrubs & Flowers / ,�` ,, N 4oG �= / Pcp `SQ DGWD 1 ° ) / <- ` /4 Site Plan �o- °s 6 /�ac,�. C� , aS I 0 5 15 25 `� `�� LOT 4 DGWD 1� Revisions: I I i �`�e Print Date 2/6/17 Scale:1 =20 [3903] oce Qt Site Plan ►j addendum A1 . O , a, Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT l . C' _ RESIDENTIAL BUILDING PERMIT APPLI, J 0 I( Mailing,Address: P.O. Box 547, Anacortes, WA 9 Nri Office Location: 904 6th Street, Anacortes WA 988.21 <, JAN302017 Phone: (360) 293-1901, Fax: (360) 293-193$Ij J CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT34103 FockS reet,Suite#); Parcel(s)#: P I Zrj QZ(p Subdivisiion/Lot#: Elaine '\w( Project Valuation: $ ,/ APPLICANTS: not t i Pam/o`cr _4 Fax: Address(Street,City,State,Zip): �-Mail e 1 s: - � C51,et e ac.�J a vasgAi''i,,. . cows PROPS TY O ER: Phone: Fax: .1 r,iZ Mc uo Zd6 -gl. 'R3Z'-1 Address(Street,City,State,Zip): E-Mail Addr ss: Ci+r►ckiviCa/ ODJW1A I I. NTACT P R P one: Fax: eve 1{, —qq/— i- Address(Street,.City,State,Zip): Mail Address: 5( ad�oG ► . Afri a cenieSt kA- fell) , vea7`Uec..aCre,L L/L .co1.., i,,FNDING ENC Phone: Fax: Sku 4- I.4,-a�k S60-422 3653 3300-7o? - i 6, Addres(Street,City,St te,Zip): / , wn P-Mail Address: 1W Cpcuc*ierrt t A-i)Ll a col s f 1Jt4�9QZZ( KGitu3 cc7 �7 t,e (.CD 11 kt.w CONTRACT R�* rPUhgno._?� 02 Fax: Address(Street,C'ty,State,Zip): Voaie.1,AN, ICOrt"r_af 5(o5 � � D�h,,,,v, Acam,lcS(OA(11V.Z( l'a— s ,(ieL .COwi Professional License#: Exp.Da7: *All Contractors&Subcontractors must have a valid City of Anacortes NcW L acg'7ti 5:)c /z? business license prior to doing work in the City. Contact the City's Business License#: Exp. ate: Finance Department at(360)299-1968. 6,02 (qo 9ici TIN]g PROPOSED WORK: r � ]� (� (, 5f v4ik. 'C l li 1-Gidt'it/CGe.., PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfmished Basement ❑ 1st Floor SQ': 13-go Garage/Carport SQ': 'j/5' Tad Floor SQ': 1 15't / Deck/Covered Porch/Patio SQ': 3,1... Fire Sprinkler: Yes DI No [/ Lot Area SQ': I S*4"5O I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco es. � n /' ,1 J Print Name: C hX. Owner D Agent ❑ (specify): (S�'Vl 4h! C- r Signature: At, Date: I)zl 1_ 1'' 17 (91.2 Page 1 of 3 ,_ ? ____ 3903 Rock Ridge Parkwayon Anacortes, Washin t i� �, g drafting January 13, 2017 & deslg-n �i_C Y i iY` l!1, r` r 1 F A 3 PROJECT INFORMATION: Jonathan Richards �{ 5105 Sterling Drive Anacortes,Washington 9B221 Project Description: New Construction of a Single Family ph 340.391.0832 Residence em jonou,on_sNtdmoItom Building Official: City of Anacortes Project Description: New Construction of a Building Classification: Type V-B (UNSPRINKLERED) Single Family Residence Zoning: R2 Title Holder: Dan McLean Plan Information: cell em Main Floor 1790 SF Upper Floor 1159 SF 'f Total 2949 SF i ' Covered Deck 97 SF 915 SF Contact: Steve Moehl / John Moehl otrage 15750SF / ---------- ph 360 941 8877 / - em steve@newcreationsbuilding.com em john@newcreationsbuilding.com /•` / LOT COVERAGE: LANDSCAPING REQUIREMENTS: Project Location: 3903 Rock Ridge Parkway / Q R RESIDENCE AREA GARAGE AREA 1851 SF 299 SF Minimum tree sae shall be 1-1/2"caliper.Minimum Shrub size shall be two gallon.Minimum Anacortes, Washington 98221 Skagit Count L7 �'`V TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147SF groundcover shall be one gallon or equivalent. g y TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 / FOOTING DRAINS TO CITY . for further info. / ��� STORM SEWER �� LOT AREA 9291 SF Property ID Number: P125826 r Total Required Trees For Code Compliance 9 / %® I 1..1IIMI ecce LOT COVERAGE 24.7% Tree List: Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of �\F ` ' Dogcidu Deciduous 9 Phase 1 , Being a portion of NW 1/4 of the b55` • SEM�N� I ::ALDR� LOT 4 TESC NOTES: Alder(4) ( ) NW 1/4 Section 26, Township 35 North, N Provide Driveway e \ tt \- �� i.EROSION CONTROL TO BE MAINTAINED WITH THE Range 1 East. CO \'(' \�� ! [3903] USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: Entrance Of QuarryRock yam • ` 1 e``7 10 y LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE Base Prior To Construction ? ° DGWD, DCK „ ANCHORED INA TRENCH FILED WITH CNSrTESOIL. BUILDING AREA 2290SF o \ !" 2p�eip, , \`ss� CONCRETE AREA 1732 SF Plan Note: Plans Are To Be Reviewed By All o ....A-- � i � '..% 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF Subcontractors Prior To Starting j'�� � �• / /Y( v� \CF LANDSCAPED AREA 5269SF Construction. If Discrepancies Exist Please V/ C O ' \ \ ! ! a �, ti N\ 3.ALL CONSTRUCTION VEHICLETIRES TO BE(BRUSHED LOT AREA 9291 SF p -C ...1 �,. ! /t •� NOT WASHED)FREE OF DEBRIS BEFORE IEAVINGTHEContact The Contractor For Further .0 u. i/>:> •/, SITE y V (l �, �-j i- �• \ LANDSCAPING PERCENTAGE 56% Information. "�� i \ �: / % ` !•*`r k '. Q 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS Ce p�� _-•' 1p i / �•' "�.;>;i< X " % CLEANATALLTIMES BYSWEEPING.WASHINGOF C 1 Porch �Y ` �`✓' "� THESESTREEiSWILLNOTBEALLOWEDWITHOUTPRIOR a C ..-A\ ALDR) \\ DGW Q. / / /;. '',/ ; r. A�, APPROVAL. Q S at kkjj iv / Oat /s e-, Residence , x \ v. `,,. � /` 00 \ .:\ ... ;/ Cc,- r PDr;t; .. �'• � / \_ ' \ - ‘;y;. `'-.'' (: Patio / ` ) o 0 -ry. \\ x "'-•., -'y`.;, TEMP SOIL \N _ `° ` ,,, STOCKPILE \ cr� j \ , ( R 1,Yam\ lr Ur.ry. _ Qr \\' \• /, AREA \\ Lae Parr o Garage \ \ a \ \ � .; ,,�.\ \ • sO atlt \ { / Di) Revisions: \ A . ' / �' ci ,,,tri:a PrintDaie 1/13/17 - - 0 N, / eSS) c it . - _ la �� \♦ 7 / / / ALDIy; �\ ALDR J/ �� \ / fr^ c5` ` :1` Index J \ / n $t Cover Page A1.0 \ • / / 3903 Rockrldge Parkway Site Plan A1.0 �Q., p / DGWD OMGI(lOW Aviation = - - Foundation Plan A1.l / ".r Main Floor Framing All a \ \ '. / / Garage Basement Plan A2.1 / - -- Main Level Floor Plan A2.1 /� Site Plan G�� �\ /OG� ri _ 2nd Level Floor Plan A3.1 rho\ / Sesp f?‘ GWD a, 1ndLevelFloorFraming A4.1 I 05 15 25 L'F‘i �O 17j. Roof Plan A4A ns A5.1 c`�e North& East Eng levallons A6.1 Scale:1"=20' South&West Elevations A6.2 4A°pe ci Eiter2kRnge im Project Information Vicinity Map 0 Vicinity Map I Scale:NTS Al • O �, NT II o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTME�N7T 1, cye RESIDENTIAL BUILDING PERMIT APPLI, U 0 1J M ‘.7 Mailing-Address:P.O. Box 547, Anacortes, WA 9 ''' Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 2017 Phone: (360) 293-1901, Fax: (360) 293-1938 1I CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT 1 r ,Sui Parcel(s)#: Z9ZForkie 36 P 1 Z=j QZ.Cp Subddiivisiioon/Lot##: Project Valuation: $ APPLICANT:, ite rmit 3Phone:-' ii— Fax: Address(Street,City,State,Zip): ail Adklrel s s: � Iit° ovtSgje,�t�. C(*APROPERTY OWNER: Phone: Fax: h it.d I' CV al 1 z —Vl9' -q 3 z / Address(Street,City,State,Zip): E-Mai Addr ss: a+-icksi i aDjwtAil.cov, CJIQNTACT,I,TR0971: Phone: Fax: tle-- rIOC No-qgl— — Address(Street,��Ci�tyj,Sta e,Zip)q Mail Address: 5105 asc�oGlDl /�ylGcajeSl G 7 GG 011I , ��eeDiue reca (J31,4 � •oo,..,, ��DII�G Al,��� Phone: Fax: ..l (G 360-C!?2 3653 3(4-7o? -XII(� Addrffs(Street,City,St te,Zip): P-/Mail Address: 1yc0 r�rekerrta I Ave- a col 165 OA q,J2( 1Cutu c�..S "i- 141(.(1J 141 CONTRACT R�* l Ph ne ` / Fax: Me60 c� . — Address(St�reet,City,State,Zip): 1�M,,,a-��lAN 5 ! iGt.! V7: ,�r.��eS"1.0A(1 pz ( . o(i-ca-r;ep lws.co w * Professional License#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes NGW C Q e i 1-I 50c 2 jZ n_ business license prior to doing work in the City. Contact the City's Business License#: Exp. ate: Finance Department at(360)299-1968. 6.02 Glio 9101 l/NI k PROPOSED WORK: PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ 1st Floor SQ': 13-go Garage/Carport SQ': J/5 2nd Floor SQ': 1 151 Deck/Covered Porch/Patio SQ': 3.... Fire Sprinkler: Yes ❑ No C2// Lot Area SQ': 157'5o I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of acortes. Print Name: . Owner ❑ A ent ❑ s eci / 4,('Lc. g ( p fY) �'v� Signature: Date: 'I 1VI F- 1 � 0‘2 Page 1 of 3 ei — 0/7 --- 00 `, $ ' IMPERVIOUS SURFACE AREA Existing Impervious SQ': New Impervious SQ': Total Disturbed Land/Soil SQ': t, Total Proposed: Cut: Fill: I New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: / Furnace: Gas#: X Elec#: Other#: 1 Gas Water Heater: #: \ ( Location(s): 1 L/ Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: X q Laundry#: I / Other: ��6� Range Hood: #: I Location(s): Ic.; 1_c,L - / ?_— Fireplace: Gas#: / Elec#: Other:#: Location(s): t Clothes Dryer:/Duct: Gas#: 1 Elec#: Other:#: Location(s): t (....- Stove/Range/Oven: Gas#: { Elec#: Other:#: Location(s): Range Hood: Location(s): Gas Outlet(s): #: Location(s): Other: #: Location(s): TOTAL PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: fixture Type(new and relocated): Total#: Water Closet(Toilet): gerator water supply(for water/ice dispenser): / Kitchen Sink: I Pr sure Reduction Valve/Pressure Regulator: Utility Sink: / 1. W er Service Line: Tab: jer Piping: i Hand Sink: $ t/'Clot s Washer: ( v Shower: I tric Water Heater: Tank-less? Yes 0 No ❑ Dishwasher: / Bac ow Prevention Device: Hose Bib: -/ TOTAL OUTLETS: TOTAL OUTLETS: 9 )2,e4 C- S Page 2 of 3 C.) Y oA 4:4401110" CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3903 Rockridge Parkway Owner: Daniel Mclean Constructed by: New Creations Building Company LLC Building Permit#: BLD-2017-0050 Date issued: October 3,2017 Use Zone: R-2 Dated: August 17th,2018 Authorizing Official: tQ TIGHTLINE DOWNSPOUTS AND ‘OG FOOTING DRAINS TO CITY OA STORM SEWER TOTAL„„_ O� f J LOT AREA % 1�11 Few l LOT COVERAGE -�b 3 SEMEN ..-ALDR j LOT 4 TESC NOTES: A °ok ert`I‘re � ��,`��� - [3903] 1.EROSION CONTROL TO! UCTION. I �tion f pop �0 �.�.. USE OF A SILT FENCE ALON Q � � 20 S- ---- "\S f ANCHORED LIMITS OF INATRENCH f s. f I ' \��qC 2.ALL SPOIL SOILS TO BE H ✓'✓ �,,.,� J \ 3.ALL CONSTRUCTION VEF NOT WASHED)FREE OF DEI \ /". .. ° tr D ,�""� NIY 2� 4 ///\ h 4.THE CONTRACTOR SHAL G W, !) CLEAN AT ALL TIMES BY Sw �`0i. <yr i / ��� • orch THESE STREETS WILL NOT BE `yam. s . J ' A� APPROVAL. ALDR 1 '''..:Ic._•,_\—i-'\A'c•/.7 4 y Ae . 0 0•\\,. ' �` SS. 6• yam' c,°` - \\�, 1,�! s , e \,0o Sjo\ Residence \ '/ ,. \ \~ \� Patio / \\ o / / \\ TEMP SOIL \ \ STOCKPILE NN `� Garage AREA I \\ ,o \ .a \ \ .50'9- \\ \`N / / i' \ - r r \ i i ll L5 V L5 ....... JAN 3 0 2011 11 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR McLean Residence 3903 Rock Ridge Parkway Anacortes, WA 98221 2015 IBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. L“ri-...',''''x'ittli 1 /6 ' 4 ,StGt SCHEMMER CONSULTING GROUP PLLC . ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING !�• (4P�'j�1"�}�� '� RESIDENTIAL HOME DESIGN '/ONALE n 0.1` I SCHEMMER CONSULTING GROUP PLLC•301 30-r"STREET,SUITE C,ANACORTES,WA.98221 •(360)293-9006 2cl c /&C, /7-oa7 I ZAec.. I ) : IrOrif1tt FcV, & 136AL-7) =2Glg 4o;z PS )--©.6xlslu„.,) oi.-Gx2,1g /289 ?sF lAJ I F /2,g9 06 4-.__3•—) ,ZSgt G-o-v-pev . 2 c>J w) D LFpF r (249 (If-0 -`le' 41 V)tub TD1- or, /2,8°)(zt-Z) = /234 SEt5/-tcc_ ; =. - 0,772 R=6.5 I =l,c) (=1,S Cs =0,6188 . Fri c) Rc9'0-c ; /,3 x 6,c G_ 8.658 Ar-- _ 2//11/t ^ 7,0 _ j72 fr,.DA4A40. c, /,. x 7,46 9,698 - mot-=4_7,= /83 % :4_____Goy. i'AU 30/2= 1 b 3$70 E 48+ 4- < it 1-;:vift= 67o \ v 6/Z lJ 3�-7O I/ 352 2 . 28c5- 14-. Cu :h— 15 370 23 16g3¢ I • s2Z r6) S . 38/Z = $772 110 22 390) 3 <.?> ` 3190 Fu 1a/Z 320 0 d g� 4 30/. o /0 38.7D � 2 3 7 3 �� :\ lc $76,+ 2 s$o =G, 0 5- /290 7 <� ll6ro 3 is 387o+ 25130= (49--o p r513 Lk 4. 4s3$ Is- 3 870-r � g6 -- G 20 323 2 z9o3 / Z2, 877Z+ 37 84 =125 5Z i9 Gqg 5, Q 6 278 2O7S /BIC / 7Oo7 a_ _ __ _ r..._ • �v a�� r Tw4� � a S �itA� � �,u"ictLUz �+ s c+r�tke_° t T COlitki-taiZ E B---± 1 = 22 7Z37 ° ftY ze4 (0 0 ii 7 isz Lc_ 30 70 h ZsBv = Vc ,c) 13 496 4 4 kJ, G- 12., 3870 + zo‘et- = OM ig----- 3 9 � 3 <i> 3s 6o Arfr 14' 24o4 14 • ( -72, / . ts4g .-S (,, to 32.1 / es 5) I Etc K 7-- rz4- aca 48433 t F L. • 22,, 37M /2, _ 315- z Zoe R la . 2-c) 6 4 /2„, / lL . C Q is¢8 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes O 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box © 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (4) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 6\ 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2 3, 4, 8, 9 I or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field 07/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. © 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4"x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3"x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type O Simpson MSTC52 -FLOOR TO FLOOR O Simpson MST48 between floors 3O Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDIORJ 4O Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O Simpson HDU14-SDS2.5 W/SB1x30 $6x6 POST 0 Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST 9O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB" are fabled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Gli CiMCPdC21 JAN30Z011 _, CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR V c can Reslldence 3903 Rock Bodge Parkway Anacortes, WA 98211 201_5 BBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. c � laik �rC!IT,- i,ill, 1 ',o., SCHEMMER CONSULTING GROUP I LLC `�;k M : ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING cif"� ��� � F RESIDENTIAL HOME DESIGN 8 ONAL * , (71` ` / SCHEMMER CONSULTING ..1^1;- PLLC°301 30'"STREET,SUITE C,ANACORTES,WA.98221 °(360)293-9006 2d/ c / 5C , _ / 7-oat / . _ _ .0__ bresecoge . seifxre) ;. "COW lett' 8 /34,7) , zieig hair efil rs otez) = o. 6 tc pc ep4) = 6, 6 x 2r4-8 _ /2. 89 ?SF I-0 tut . c ?.- r.,OF ‘ , / 2 , S9 06 I- S) -...--t _ , ?Seri ed(Ins.ww. Geo- v-rt,teiv . III i ,u,) Dt)fr-frieN, (z559 (444 _ ao 11/ Mob Tx) Hakto r, /2 1 ° 9 0 'Pli -k- %-) c /23 -te4 SEt5ifs-vc ; �� b I Si); -:: o . 772 RCGS I -ezie, o ez- vs 1. Sri = o ,4s ( Cs : o , if8B . Fr„ cb Root? ; 1, s x 6 , C. G .:-.. 8- . G58 Arse. - 2 !/ #/t Ti?), (,) uosit, i. s xs43 ='. 7, osg Ar _ V ; 17244- <— Gaol , �-� MAW . el L 3x 7. �6 C. 9, G 9 8 ; ti— = iZt - /,/ 3 '44 <— Gay . 53 - -- SU� A � \"' ku' Vu `T Tra `uglcDzu I. rWG71t .ke_ K CammorititS (" A v so/2 = 15 3870 g4e+ 7o a . \ tu (5/z. = l5 38io ii 35 2 2 • 3S Vv_.:-6 C ,) so4 " is 3070 23 / 60 s �c � 0 bo wa ezm34 8772 ? % 39 3 . 3' 1O I Ell 38/2 c 3q- 8772 22 - I93 , .0) 3 < - 3 / 90 Fu 3oj2 3cg20 a 414- zo 4 Got) 304 3 g70 70 33 %6 g is‘ ty 87O + 2580 = 64so S /290 7 4 Il bro 3 lc- 3870 + 298p — yg5o 142-14 53S i 4 . 4Q3$ . C 1 - 3 870 t 25-t0 = G,4-97) 20 S13 o 2 1 ii 877Zfl4 = IZS g /-6 G98 St 0 5-ys1 0 .1 ZL `z/ + QZ - --el 0 . i 3i7 5.0 i,c)-0) --i- 4> I -y)_ , c g/ z5_0/ 9 s / S'3'5'lz L) • H -- 2.oi,z +1 4.4 c�s2 <17 s 1G 51 . 4 s =. ,- CALgi Z1 5,W 17> i7. %I- S1 Q- '79 OSsz 4 oL 2.0 Si J L1$ L ..)-3797 , -L1 `5S5ZI 7- 8 LC.4-ZLL8 Z2= L riglif14(7) 1 1 on _ ,,24(n '1)wP6 '' 6').g-eii_ -;m-Ti4forNI L09-4/ T2V1 $/@ SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 0 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field /4\ 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c.field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field 2, 3, 4, 8, 9 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3 4 8 9 or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field /0 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type OSimpson MSTC52 - FLOOR TO FLOOR O2 Simpson MST48 between floors O3 Simpson HDU2-SDS2.5 W/SSTB20 &(2)STUDS OR STHDIORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST 6O Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST 7O Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST 9O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. II @ED Hf iird JAN302311 ij CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR McLean Residence 3903 Rock Ridge Parkway Anacortes, WA 98221 2015 IBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. :,::\-,,,-Ntr,,,<<,(:).r3, 14+.6\-;:,011, ' SCHEMMER CONSULTING GROUP PLLC , 0N. 'A ' ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING °A U";STE9X" '51119, RESIDENTIAL HOME DESIGN v`s` ONAI. 0)- ` / SCHEMMER CONSULTING GROUP PLLC•301 30'"STREET,SUITE C,ANARURTES,WA.99221 •(360)293-9006 SZ9 0 ,. $Y, a/ 25sz/ i782A +ZLa `Z.z T c.obz `z �2 s 00 Q , . O --oLB 5. 31 .uas '. ; 8--5' ".1 0_519 =adz t0L82. . S1 2 alni 0 L 6z/ .S 0--50_ o8sz +oz8l 91 ' 96,;1, • s _q . Q/ °Z o -z/og n ozgz <> i7 -1-8,- (61 oLas --z4I f).3 U S �b�(06g ZL 8 -)7i. -Z/11, `10 S (9��, Z 2' �Z LLB 46s -j�}g n Q 0 I 3o _t1 g91 so 0L? Sl J (i. n,� ca. s1 S2 n 4ti x z6� /1 Q J c4 z/9 b oL 8 OLB� S1 =Z/o 'IV '4,0 --- //i,FSS/ ----z.4-4-4 -k--=--(v 869Z _.--: 9-YZ xS7 ') VW C 4-1 -- . .ki ZC t L ,_v (so'L_V 1.-51e S 7 , 30() Cb q.A I, PE =- A--...of gs9'8 =9'3'1 x z'i In A s'/_C/ cy'I Z c - ZL L'o cL Dr-tx : >>>-W-9s Uzi - WAlf)G8'Z/ , Co- C' gniM �p ?//" 0-4 i--) w2> m() c (mil di • -1)-0-.) -' 9s ' = 441 99) 68'al A Q' ''ri _4s4 6g V = *'izx ,V OWd x 9.©-(c --ik2' Y SW ----- ('-'7/1)51 9 "<"'Y *0411-oi/ ; (2-0-,,i, •7'2-'V7 l Loo-L I 'D v/ 51Q2 i 2&/5- /BC. /7-007 ("FX&z tf- E IS+ 7 =22 8772*.370=12-Ma 1-2. ` /6-4 0 7 0 r is 5,t,70 i.,zs$G CA,0 [3 4% 4 4 A,,,, C 12 3870 4 Za( 7:. 5°)M. IS 3 9 3 <} 3s6z j 14 240,, 4- 14 • (7 2 4g / •<"," S 6 to32 i8 S- _(- ( k 7- (2$ 2s 48 3 f l^ , , 22 3 « 78i /2 = a 36' 2. 20 3g M. lZ _ _20c4. /z--. /22 L. i54 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 4 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 (6) 7/16" Structural Grade II OSB 2 FACE8d Common or 10d Box @ 3" 2 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type OSimpson MSTC52- FLOOR TO FLOOR O2 Simpson MST48 between floors O3 Simpson HDU2-SDS2.5 W/SSTB20 &(2)STUDS OR STHDIORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O6 Simpson HDU14-SDS2.5 W/SB1x30 $6x6 POST 7O Simpson MSTC72 O8 Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST O9 Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB"are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,1a49PM ASCE Seismic Base Shear File=C\Usersladmin\DOCUME-11ENERCA�-1117-007-1.EC6 l- ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 V #- A_h_-06109,.ti@ , . - . I 8 SC EM u_ ti CQ.. SUL ;I G.GROUPWIIIe Residence Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-10, Page 2, Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1,5-2 Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 - 0.4308 g, 1.0 sec response Location : Anacortes.WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa& Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS2/3 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S M1213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor " Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn ": Height from base to highest level = 29.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x) = 0.250 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta "Calculated from Approximate Method selected = 0.250 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds: Short Period Design Spectral Response = 0.772 From Eq.12.8-2, Preliminary Cs = 0.119 " R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.277 " I ":Seismic Importance Factor = 1 From Eq. 12.8-5 &12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum WI below) = 110.85 k Seismic Base Shear V= Cs*W = 13.16 k 5 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,1249PM ASCE Seismic Base Shear File=C:1UsersladminlDOCUME--1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 g-. Lic # _tiara L06-0 216 1 Milk L!tcensee : SCHEMMER CONSUL ; ei G o O _ Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k" :hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi : Height (Wi*HiAk) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 3 31.95 23.25 742.88 0.5057 6.66 6.66 0.00 2 30.55 16.25 496.44 0.3379 4.45 11.11 46.60 1 48.35 4.75 229.65 0.1563 2.06 13.16 174.32 Sum Wi = 110.85 k Sum Wi*Hi = 1,468.97 k-ft Total Base Shear= 13.16 k Base Moment= 236.9 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 3 31.95 6.66 6.66 31.95 6.66 4.93 9.87 6.66 6.66 2 30.55 4.45 11.11 62.50 5.43 4.72 9.43 5.43 5.43 1 48.35 2.06 13.16 110.85 5.74 7.46 14.93 7.46 7.46 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS I *Wpx MAX Req'd Force @ Level 0.40 *S DS I *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi ! SUM(x->n) wi, x= Current level, n =Top Level 6 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,11:59AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW1O 0006 2 6 11rcens-eeK: SCHEMMERCONSULTI :GROUP PLLC Description : Residence Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations : Analytical Values . . . 1609,6.1 (1) : Total Height<=75 ft with (Height!Least Width)<=4 Exposure Category, ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 24.50 ft 1609.6.1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4) : Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1 (5) : Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs, roofs with V: Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig. 27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K C K z et zt WINDWARD WALLS & PARAPETS WALLS PARAPETS psf Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -internal Enclosed Partially Enclosed 0 - 15 ' 0.570 7.60 12.90 1.94 18.55 22.62 22.62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25 ' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30 ' 0.700 9.33 15.84 2.39 22.79 27.78 27.78 40 ' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50 ' 0.810 10.80 18.33 2,76 26.37 32.14 32.14 60 ' 0.850 11,33 19.24 2.90 27.67 33.73 33,73 70 ' 0.890 11.86 20.14 3.03 28.97 35.32 35,32 80 ' 0.930 12.40 21.05 3.17 30.27 36.90 36,90 90 ' 0.960 12,80 21.72 3.27 31.25 38.09 38.09 100 ' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.656 Leeward Wall -10.37 -4.27 -16.88 2.24 Side Wall -13.42 -7.12 -19.73 0.81 Parapet Wall : Leeward Both Directions -17.29 Both Directions -17.29 7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,11:59AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver..6.17.1.16 Lic.#:KW-06009216 Licensee:SC HEMMER CONSULTING GROUP PLLC Description: Residence MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 Item 2 = 0.656 Design Pressure P = 0.00256 VA2 K C et Krt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -13.42 -7.12 -19.73 -0.81 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -22.17 -16.07 -28.67 -9.56 Condition 2 -5.69 0.41 -12.20 6.91 Slope<4:12 (18 deg) Condition 1 -14.85 -8.54 -21.15 -2.24 Condition 2 -1.02 5.08 -7.52 11.59 Slope<5:12 (23 deg) Condition 1 -11.79 -5.69 -18.30 0.81 Condition 2 0.61 6.91 -5.90 13.22 Slope<6:12 (27 deg) Condition 1 -9.56 -3.25 -15.86 3.05 Condition 2 1.22 7.52 -5.08 13.83 Slope<7:12 (30 deg) Condition 1 -7.52 -1.22 -13.83 -5.29 Condition 2 1.42 7.52 -5.08 14.03 Slope<9:12 (37 deg) Condition 1 -5.49 0.81 -11.79 7.12 Condition 2 2.85 8.95 -3.66 15.46 Slope<12:12 (45 deg) 2.85 8.95 -3.66 15.46 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -22.17 -16.07 -28.67 -9.56 Roof& Overhang Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K Cz et Kzt Description Continuity Item Type Elf.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.656 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 V02 K nz et Kzt Description Continuity Item Type Z,Ht.Above Ground Eff.Area Kz Enclosed Partially Level,ft ft 2 Enclosed No Discontinuity Wall Elements,h<=60ft 25 10.00 0.66 +: 20.46 27.01 -22.30 -28.64 11_ / 7 - OC7 S 'gad A s ii\ NT tiopt 7.-- t5Ntz) . : 52 ±f7t • ilii21 , . 11-% WSJ = 25 ( zrL) = 125 �\ t6 l � S� . • _ So t 1Oo . ' �}— • . S' - i VoicS brLa_s___2 , I, 1 (v Lr .40 /( -11 i i i I i Av crirL - _ ___ _ do , ‘ C , - bu. 2 , Itzt 1% a •• -4 ' tic ' 2-- A A tm *az- 6 (Fel t 2) = ao ilzi 1 d RA,5 L., 4:--- 29--- (2X 4- 2) 7-_- i5.-7) -Rii IltiLt r 2004 r2) — 2810i44 . aNt2 tF '4- Z , [ , '7 • zz D A A WDl - 17 N. ) = 225-A71 it MtJz-- ZS ( ?z�= 32 S �\ vh., ,Fs cti, 72. 3,x) 41 . 4 K, 2z .. .11R( 5J25 xiC) , s_ GC (S Z4F - V�; ( * A k (A) IA_= i z . ( 1-{\ _ 84 �� wjcaCVzbo tV\ / ell [CI . eta I/ t 1/45/-- k I . • LuDts= / 2237 e:-- ( 3e4'7( W �kLI. REAc� iuNS � �`� k $S" k G � = `tflC23�2 • - 460 ��� 7 7 I 4 .4 ei Dl D DL. . 53 • W i, : 2pe6 +h2 2 = Zo04A e 72. L , . lM_ , . 627 \2 lU Sa = z�ztZ) - ZS743/ ( . igag4 ) g - L 1 .51 / 2S X (2 / G L g � P/IN) 241F ea Vai /7--oo7 k A . u0D,7 /5-(4) + 220-4'4 • w[.r 612 - 360 1 wsL 2C64)�ZSC /� 4$O'i t . I '° v2.1 8 S1 A • A .31 -• wix^ 12(1X) 7 e/ Wu., 40 OR) 2C.o 171 lzoF4-21 t"L.c. ' +O\ C -/ r ° f4 • I Co1cl2 bFZ_C B9/ .1Ol 1-1-2(to DF *2 "Y iL) FROM A-301/F A. 15(gt-2) +11 4 _3„Z.et 2S(3. +2), 175 zo 4.+-2-) ---- 380* V51125 C S P/F 2+F-V . Ft-66-12 . ., 4)i)4 . /2 ) =5141/ 4)46z4O(9 ) ; 4e � KEG<<ti-DS Fob F2 . R POT10 F . u„Ai /2(8 ). = 96 i t(01 L. =ija) .-= LL,. 1,10- .31 - 1.47D� - 3. X3 x 121/ CD C .2# g,39 c_ . wp #S t•A( EA Juki * SPAP Ls 10,1' z * a � 4LLLS o G i3EASH_ ( 7OO . j !a gaau plemo5 To PET - • WE lary_frw , s I rS /\ A - A) -- ) 201. 4-• 2-) ac 81- Dc: Looya 2 - - Wpie. tows ii 0 7 eg l72 �i . I - (Er C onnr 4= 115—(4.)-2) Is-a-r(te, (Atli` i 125x 1� � 5 GL3 'DEAF 24F —�l , I15- wp� Tor -a= 232 i344 tVisu. = 2S(40, + z) = iaozvi t u tet_ e= ito el f-2) = 018 4 kJ lay = 20 (tea) c eo 411 zo , 5' 7 , .3 ti i\ /\ - 1491Na .71----b 12 (4) :--t'l /6 g 7471 c ' tSge t fr k) LL , -s---- tr) (12,) e: 6.- ort-7( i \,Stitzs- n [ % 5-- Gt3ME- z4F - v4 k ( Co 7 , sic • ----7\ - km -r---• P. (-6 +% 1) st (ft 444 b 17. t Di az- - -I � . ib it. os �. ieR. cgs � �Z • 2 (k)5(ec- 25'( 4 , -N) - /cO 44 6x8 17E�2 P ( � (Ail- code ( ) # = Z404 R �` �6 � 2R?rç3t �I 8t4 , P = gsi t2RBn CS ot jM9 DLL�I , i6s . 7ocs� . 4l ` 1/1/1 2110 Il • 2 In 2 /X8 ii Ccc FTVG: ' tu/ (i) t4 3hte, Eh , co Ay go IS tetx12 IF 414-2 l� Y 11054 - ---1 - 8 Fr tit) AiLLLQ � Fcc� Pocrupc.-15- ( 2 +2) = zcc C BbSMt'). wp , = ( 2 (101) � Grel� w - zo ( 3 /z +2 ) = 3oD V� „-_ 4oCpiz ) " zoo zc (' tZ ) T6VPL LpwS khketets5 wV II Os ) = ) 98 DL : c' okeiss--+ t9gt \ 9Z 7 &S ' t ti = 2aô t- 640 7 84-041.4 Uppot72 : Wp . = 12. (3-1c ledvis , sc.% Ts i-ac-- w uL � WW2) an: G`�a il Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:45PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 �¢ KW-06009216 _ Licensee SC HEMMER CONSULTING GROUP PLLC Description : B-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.052)Lr(0.125)S(0.125) D(0.052)Lr(0.125)S(0.125) DD 0.052) Lr(0.125)S(0.125) i i i i i * $ $ vb ** i r•sa...---.1-4.,,-,-1.---..g, c-- -.msr:..,-.s- --,------ -4-4 6x8 6x8 6x8 Span=8.0 ft Span=8.0 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0520, Lr= 0.1250, S = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0520, Lr= 0.1250, S = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.0520, Lr=0.1250, S = 0.1250 , Tributary Width = 1.0 ft DESIGN SUMMARY l)k: i.C111 @1< 1 Maximum Bending Stress Ratio = 0.309 1 Maximum Shear Stress Ratio = 0.139 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 302.45psi fv : Actual = 28.84 psi FB : Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 7.395ft Span#where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 5219>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.027 in Ratio = 3512>=180 Max Upward Total Deflection -0.000 in Ratio = 46179>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.129 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 765.00 0.26 9.43 162.00 Length =8.0 ft 2 0.129 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 765.00 0.24 9.43 162.00 Length=1.0 ft 3 0.074 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 765.00 0.24 9.43 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 /2 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:25JAN2017,10.45PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 13-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.116 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 850.00 0.26 9.43 180.00 Length=8.0 ft 2 0.116 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 850.00 0.24 9.43 180.00 Length=1.0 ft 3 0.067 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 850.00 0.24 9.43 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.285 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 1062.50 0.79 28.84 225.00 Length=8.0 ft 2 0.285 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 1062.50 0.72 28.84 225.00 Length=1.0 ft 3 0.163 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.75 173.60 1062.50 0.72 28.84 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.309 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 977.50 0.79 28.84 207.00 Length=8.0 ft 2 0.309 0.139 1.15 1.000 1,00 1.00 1.00 1.00 1.00 1.30 302.45 977.50 0.72 28.84 207.00 Length=1.0 ft 3 0.178 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.75 173.60 977.50 0.72 28.84 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.237 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1062.50 0.66 23.99 225.00 Length=8.0 ft 2 0.237 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1062.50 0.60 23.99 225.00 Length=1.0 ft 3 0.136 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1062.50 0.60 23.99 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.257 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 977.50 0.66 23.99 207.00 Length=8.0 ft 2 0.257 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 977.50 0.60 23.99 207.00 Length=1.0 ft 3 0.148 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 977.50 0.60 23.99 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.26 9.43 288.00 Length=8.0 ft 2 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.24 9.43 288.00 Length=1.0 ft 3 0.042 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 1360.00 0.24 9.43 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.26 9.43 288.00 Length=8.0 ft 2 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.24 9.43 288.00 Length=1.0 ft 3 0.042 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 1360.00 0.24 9.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 1 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +D+0.750L+0.7505+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.044 0.020 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.16 5.66 288.00 Length=8.0 ft 2 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.14 5.66 288.00 Length=1.0 ft 3 0.025 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 34.07 1360.00 0.14 5.66 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.16 5.66 288.00 Length=8.0 ft 2 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.14 5.66 288.00 Length=1.0 ft 3 0.025 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 34.07 1360.00 0.14 5.66 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0273 3.563 0.0000 0.000 +D+S+H 2 0.0097 4.437 +D+S+H -0.0007 0.471 3 0.0000 4.437 +D+S+H -0.0003 0.420 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 0.581 1.718 1.513 -0.653 Overall MINimum 0.114 0.337 0.297 -0.128 +D+H 0.190 0.562 0.495 -0.214 +D+L+H 0.190 0.562 0.495 -0.214 /3 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:45PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 - Lice see:SCHEMMER CONSULTING GROUP PLLC Description: B-1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support3 Support4 +D+Lr+H 0.581 1.718 1.513 -0.653 +D+S+H 0.581 1.718 1.513 -0.653 +D+0.750Lr+0.750L+H 0.483 1.429 1.258 -0.543 +D+0.750L+0.7505+H 0.483 1.429 1.258 -0.543 +D+0.60W+H 0.190 0.562 0.495 -0.214 +D+0.70E+H 0.190 0.562 0.495 -0.214 +0+0.750Lr+0.750L+0.450W+H 0.483 1.429 1.258 -0.543 +D+0.750L+0.7505+0.450W41 0.483 1.429 1.258 -0.543 +D+0.750L+0.750S+0.5250E+H 0.483 1.429 1.258 -0.543 +0.60D+0.60W+0.60H 0.114 0.337 0.297 -0.128 +0.60D+0.70E+0.60H 0.114 0.337 0.297 -0.128 D Only 0.190 0.562 0.495 -0.214 Lr Only 0.391 1.156 1.018 -0.439 L Only S Only 0.391 1.156 1.018 -0.439 W Only E Only H Only At Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 4:09PM Wood Beam File=C:1Usersladmin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : B-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 i Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1150 psi E: Modulus of Elasticity Load Combination :iBC 2015 Fb-Compr 1150 psi Ebend-xx 1800ksi Fc-Prll 1800 psi Eminbend -xx 660ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625 psi Wood Grade : No. 1 & Btr Fv 180 psi Ft 750 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.21)Lr(0.28)S(0.351 i $ i i 6x12 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.210, Lr=0.280, S =0.350 , Tributary Width = 1.0 ft DESIGN SUMMARY I -_-. i-o-4 16 (0A< I Maximum Bending Stress Ratio = 0.69a 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 6x12 Section used for this span 6)(12 fb : Actual = 916.36 psi fv : Actual = 64.10 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.110 in Ratio= 1249>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.177 in Ratio = 781 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.332 0.148 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1035.00 1.01 24.04 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.299 0.134 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1150.00 1.01 24.04 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.558 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.10 801.82 1437.50 2.37 56.09 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.693 0.310 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.26 916.36 1322.50 2.70 64.10 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.478 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.94 687.27 1437.50 2.03 48.08 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.585 0.261 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.81 773.18 1322.50 2.28 54.09 207.00 I5- Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,4:09PM Wood Beam File=C:\usersladmin\DOCUME-1\ENERCA-1\17-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTINGMKOM PLLC Description: B-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.187 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1840.00 1.01 24.04 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.187 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1840.00 1.01 24.04 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.374 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.94 687.27 1840.00 2.03 48.08 288.00 +D+0.750L+0.7505+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.420 0.188 1.60 1.000 1.00 1,00 1.00 1.00 1.00 7.81 773.18 1840.00 2.28 54.09 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.420 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.81 773.18 1840.00 2.28 54.09 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.112 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 206.18 1840.00 0.61 14.42 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.112 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 206.18 1840.00 0.61 14.42 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."id'Defl Location in Span +1J+5+H 1 0.1767 5.792 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.220 3.220 Overall MINimum 0.725 0.725 +D+H 1.208 1.208 +D+L+H 1.208 1.208 +D+Lr+H 2.818 2.818 +D+S+H 3.220 3.220 +D+0.750Lr+0.750L+H 2.415 2.415 +0+0.750L+0.7505+H 2.717 2.717 +D+0.60W+H 1.208 1.208 +D-e0.70E+H 1.208 1.208 +D+0.750Lr+0.750L+0.450W+H 2.415 2.415 +D+0.750L+0.7505+0.450W+H 2.717 2.717 +D+0.750L+0.7505+0.5250E+H 2.717 2.717 +0.60D+0.60W+0.60H 0.725 0.725 +0.60D+0.70E+0.60H 0.725 0.725 D Only 1.208 1.208 Lr Only 1.610 1.610 L Only S Only 2.013 2.013 W Only E Only H Only IC Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt,schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 4:11PM Wood Beam File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 L ic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy. 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.225) Lr(0.3)S(0.375) i i i i i 5.125x16.5 Span=22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2250, Lr= 0.30, S =0.3750 kift, Extent= 4.0->> 17.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY 1 14 1-0-1!°1^K 1 Maximum Bending Stress Ratio = 0.604E 1 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 1,613.62 psi fv : Actual = 75.46 psi FB : Allowable = 2,661.08psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.839ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.462 in Ratio = 571 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.767 in Ratio= 343>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.308 0.127 0.90 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 2082.59 1.71 30.25 238.50 +D+L+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.277 0.114 1.00 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 2313.99 1.71 30.25 265.00 +D+Lr+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.491 0.200 1.25 0.964 1.00 1.00 1.00 1.00 1.00 27.50 1,419.07 2892.48 3.74 66.41 331.25 +D+S+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.0 ft 1 0.606 0.248 1.15 0.964 1.00 1.00 1.00 1.00 1.00 31.27 1,613.62 2661.08 4.25 75.46 304.75 +D+0.750Lr+0.750L+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.423 0.173 1.25 0.964 1.00 1.00 1.00 1.00 1.00 23.73 1,224.51 2892.48 3.23 57.37 331.25 /7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,4:11PM File=C:IUsersladmin1DOCUME-11ENERCA-1117-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER+CONSULTING GROUP PLL Description: B-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v +D-r0.750L+0.7505+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.515 0.211 1.15 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 2661.08 3.62 64.15 304,75 +D+0.60W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.173 0.071 1.60 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 3702.38 1.71 30.25 424.00 +D+0.70E+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.173 0.071 1.60 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 3702.38 1.71 30.25 424.00 +D+0.750Lr+0.750L+0.450W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.331 0.135 1.60 0.964 1.00 1.00 1.00 1.00 1.00 23.73 1,224.51 3702.38 3.23 57.37 424.00 +D+0.750L+0.7505+0.450W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.370 0.151 1.60 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 3702.38 3.62 64.15 424.00 +D+0.750L+0.750S+0.5250E+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.370 0.151 1.60 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 3702.38 3.62 64.15 424.00 +0.60D+0.60W+0.60H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.104 0.043 1.60 0.964 1.00 1.00 1.00 1.00 1.00 7.45 384.51 3702.38 1.02 18.15 424.00 +0.60D+0.70E+0.60H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.104 0.043 1.60 0.964 1.00 1.00 1.00 1.00 1.00 7.45 384.51 3702.38 1.02 18.15 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7675 11.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.279 3.924 Overall MINimum 1.038 0.959 +D+H 1.731 1.598 +D+L+H 1.731 1.598 +D+Lr+H 3.769 3.459 +D+S+H 4.279 3.924 +D+0.750Lr+0.750L+H 3.259 2.994 +D+0.750L+0.7505+H 3.642 3.343 +D+0.60W+H 1.731 1.598 +D+0.70E+H 1.731 1.598 +D+0.750Lr+0.750L+0.450W+H 3.259 2.994 +D+0.750L+0.750S+0.450W+H 3.642 3.343 +0+0.750L+0.7505+0.5250E+H 3.642 3.343 +0.60D+0.60W+0.60H 1.038 0.959 +0.60D+0.70E+0.60H 1.038 0.959 D Only 1.731 1.598 Lr Only 2,039 1.861 L Only S Only 2.548 2.327 W Only E Only H Only /8 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 BAN 2017, 6:09PM Wood Beam File=C:IUsersladminlDOCUME-1IENERCA-1117-007-�1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#: KW-06009216 licsens-eextSCITEMMERT ONSULTING GROUP PLLC Description : Reactions @ B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination :IBC 2015 Fb -Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)Lr(0.2)S(0.25) D(0.15)Lr(0.2)S(0.251p(0.15)Lr(0.2)S(0.25) i i i i * i i i i iiiii -7i----- _ , . - 5.125x16.5 5.125x16.5 5.125x16.5 Span =7.0 ft Span=7.0 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 klft, Extent=4.0 -->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 klft, Extent = 4.0 -->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 k/ft, Extent= 0.0 -->> 1.0 ft, Tributary Width = 1,0 ft DESIGN SUMMARY I Ig -4-C1ni ceiy, I Maximum Bending Stress Ratio = 0.025: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 52.85 psi fv : Actual = 10.42 psi FB : Allowable = 2,127.50psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 5.647 ft Span#where maximum occurs = Span # 1 Span#where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.001 in Ratio = 72876>=180 Max Upward Total Deflection -0.001 in Ratio = 42832>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.25 4.52 238.50 Length=7.0 ft 2 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.19 4.52 238.50 Length= 1.0 ft 3 0.003 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1665.00 0.17 4.52 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 /°) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTIN':CIGROWI?-PLLC Description: Reactions @ B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.25 4.52 265.00 Length=7.0 ft 2 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.19 4.52 265.00 Length=1.0 ft 3 0.002 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1850.00 0.17 4.52 265.00 1 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0,52 9.24 331.25 Length=7.0ft 2 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.37 9.24 331.25 Length=1.0 ft 3 0.004 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.50 2312.50 0.37 9.24 331.25 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.59 10.42 304.75 Length=7.0 ft 2 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.42 10.42 304.75 Length=1.0 ft 3 0.005 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.21 10.79 2127.50 0.42 10.42 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.45 8.06 331.25 Length=7.00t 2 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.32 8.06 331.25 Length=1.0 ft 3 0.004 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2312.50 0.32 8.06 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.50 8.94 304.75 Length=7.0 ft 2 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.36 8.94 304.75 Length=1.0 ft 3 0.004 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2127.50 0.36 8.94 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.750Lr+0,750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.45 8.06 424.00 Length=7.0 ft 2 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.32 8.06 424.00 Length=1.0 ft 3 0.003 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2960.00 0.32 8.06 424.00 +D+0.750L+0.750S+0.450W+H . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 , 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+3+H 1 0.0012 3.588 0.0000 0.000 +D+S+H 2 0.0010 4.529 +D+S+H -0.0001 0.529 3 0.0000 4.529 +D+S+H -0.0006 1.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.175 1.591 1.309 Overall MINimum 0.058 0.417 0.320 +D+H 0.096 0.696 0.533 +D+L+H 0.096 0.696 0.533 Zo Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:09PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW O6 Q 1'6 , N13 SCHEMME R:CONSWI IN;G ORQUPJRLLC Description: Reactions @ B-4&B-5 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.159 1.412 1.154 +D+S+H 0.175 1.591 1.309 +Di0.750Lr+0.750L+H 0.143 1.233 0.999 +Di0.750L+0.7505+H 0.155 1.367 1.115 +D+0.60W+H 0.096 0.696 0.533 +D+0.70E+H 0.096 0.696 0.533 +D+0.750Lr+0.750L+0.450W+H 0.143 1.233 0.999 +D+0.750L+0.7505+0.450W+4-I 0.155 1.367 1.115 +D+0.750L+0.7505+0.5250E+H 0.155 1.367 1.115 +0.600+0.60W+0.60H 0.058 0.417 0.320 +0.60D+0.70E+0.60H 0.058 0.417 0.320 D Only 0.096 0.696 0.533 Lr Only 0.063 0.716 0.620 L Only S Only 0.079 0.895 0,776 W Only E Only H Only 2l Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:09PM Wood Beam File=C:1Usersladmin\DOCUME-1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee SCHEMME R CONSULTING GROUP PLLC Description : Reactions @ B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pr!' 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)Lr(0.2)S(0.25) D(0.15)Lr(0.2)S(0.254)(0.15) Lr(0.2))S(0.25) i i i i i i i i i iiiii 5.125x16.5 5.125x16.5 5.125x16.5 Span=7.0 ft Span =7.0 ft Span= 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D =0.150, Lr=0.20, S =0.250 k/ft, Extent=4.0->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.150, Lr=0.20, S =0.250 k/ft, Extent=4.0->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.150, Lr=0.20, S =0.250 k/ft, Extent=0.0->> 1.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY r I LFi io '< 1 Maximum Bending Stress Ratio = 0.025t 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 52.85 psi fv : Actual = 10.42 psi FB : Allowable = 2,127.50psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 5.647ft Span#where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.001 in Ratio = 72876>=180 Max Upward Total Deflection -0.001 in Ratio = 42832>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.25 4.52 238.50 Length=7.0 ft 2 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.19 4.52 238.50 Length = 1.0 ft 3 0.003 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1665.00 0.17 4.52 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 21. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25JAN2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 - ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-00009916 Licensee:SCHEMMER CONSULTING GROUP PLLEG Description: Reactions @ B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C1 Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.25 4.52 265.00 Length=7.0 ft 2 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.19 4.52 265.00 Length=1.0 ft 3 0.002 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1850.00 0.17 4.52 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.52 9.24 331,25 Length=7.0 ft 2 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.37 9.24 331.25 Length=1.0 ft 3 0.004 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.50 2312.50 0.37 9.24 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.59 10.42 304.75 Length=7.0 ft 2 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.42 10.42 304.75 Length=1.0 ft 3 0.005 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.21 10.79 2127.50 0.42 10.42 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.45 8.06 331.25 Length=7.0 ft 2 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41,06 2312.50 0.32 8.06 331.25 Length=1.0 ft 3 0.004 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2312.50 0.32 8.06 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.50 8.94 304.75 Length=7.0 ft 2 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.36 8.94 304.75 Length=1.0 ft 3 0.004 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2127.50 0.36 8.94 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.45 8.06 424.00 Length=7.0 ft 2 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.32 8.06 424.00 Length=1.0 ft 3 0.003 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2960.00 0.32 8.06 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0012 3.588 0.0000 0.000 +D+S+H 2 0.0010 4.529 +D+S+H -0.0001 0.529 3 0.0000 4.529 +D+S+H -0.0006 1.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.175 1.591 1.309 Overall MINimum 0.058 0.417 0.320 +D+H 0.096 0.696 0.533 +D+L+H 0.096 0.696 0.533 23 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP FIME4 Description: Reactions @ 8-4&B-5 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.159 1.412 1.154 +D+S+H 0.175 1.591 1.309 +D+0.750Lr+0.750L+H 0.143 1.233 0.999 +D+0.750L+0.750S+H 0.155 1.367 1.115 +D+0.60W+H 0.096 0.696 0.533 +D+0.70E+H 0.096 0.696 0.533 +D+0.750Lr+0.750L+0.450W+H 0.143 1.233 0.999 +D+0.750L+0.750S+0.450W+H 0.155 1.367 1.115 +D+0.750L+0.7505+0.5250E+H 0.155 1.367 1.115 +0.60D+0.60W+0.60H 0.058 0.417 0.320 +0.60D+0.70E+0.60H 0.058 0.417 0.320 D Only 0.096 0.696 0.533 Lr Only 0.063 0,716 0.620 L Only S Only 0.079 0.895 0.776 W Only E Only H Only 2-11 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 'Printed:25 JAN 2017, 6:21PM Wood beam File=C:\Usersladmin\DOCUME-1IENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#,-.1011W0600.92116 Lice se IEMMEBLCONS_ ULT_ING GROUP PLLC Description : B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.7) Lr(0.72)S(0.9) D(0.7)Lr(0.72) S(0.9) i D(0.134L(0.46) i i 5.125x21 Span=22.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1380, L=0.460 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 0.0 ft Point Load : D = 0.70, Lr= 0.720, S = 0.90 k @ 3.0 ft Point Load : D = 0.70, Lr= 0.720, S =0.90 k @ 19.0 ft DESIGN SUMMARY [ IDAz=ioAl(V I Maximum Bending Stress Ratio = 0.560: 1 Maximum Shear Stress Ratio = 0.341 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 fb : Actual = 1,264.38 psi fv : Actual = 90.41 psi FB : Allowable = 2,258.85 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.000ft Location of maximum on span = 20.314ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.343 in Ratio = 770>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.493 in Ratio = 535>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.186 0.129 0.90 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 2032.96 2.20 30.70 238.50 +D+L+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.560 0.341 1.00 0.941 1.00 1.00 1.00 1.00 1.00 39.69 1,264.38 2258.85 6.49 90.41 265.00 +D+Lr+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.158 0.123 1.25 0.941 1.00 1.00 1.00 1.00 1.00 14.02 446.62 2823.56 2.92 40.73 331.25 +D+S+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.179 0.142 1.15 0.941 1.00 1.00 1.00 1.00 1.00 14.56 463.83 2597.68 3.10 43.24 304.75 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:21PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 LCic.#:K -060 r• . . . • rcensee: MM R CO` I I -el' - Description: B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.388 0.251 1.25 0.941 1.00 1.00 1.00 1.00 1.00 34.35 1,094.35 2823.56 5.96 83.01 331.25 +D+0.750L+0.750S+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.426 0.279 1.15 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 2597.68 6.09 84.89 304.75 +D+0.60W+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.105 0.072 1.60 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 3614.16 2.20 30.70 424.00 +D+0.70E+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.105 0.072 1.60 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 3614.16 2.20 30.70 424.00 +D+0.750Lr+0.750L+0.450W+H 0.941 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=22.0 ft 1 0.303 0.196 1.60 0.941 1.00 1.00 1.00 1.00 1.00 34.35 1,094.35 3614.16 5.96 83.01 424.00 +0+0.750L+0.7505+0.450W+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.306 0.200 1.60 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 3614.16 6.09 84.89 424.00 +D+0.750L+0.7505+0.5250E+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.306 0.200 1,60 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 3614.16 6.09 84.89 424.00 +0.60D+0.60W+0.60H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.063 0.043 1.60 0.941 1.00 1.00 1.00 1.00 1.00 7.12 226.69 3614.16 1.32 18.42 424.00 +0.60D+0.70E+0.60H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.063 0.043 1.60 0.941 1.00 1.00 1.00 1.00 1.00 7.12 226.69 3614.16 1.32 18.42 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4929 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.835 7.535 Overall MINimum 0.720 0.720 +D+H 2.475 2.475 +D+L+H 7.835 7.535 +D+Lr+H 3.195 3.195 +D+S+H 3.375 3.375 +D+0.750Lr+0.750L4l 7.035 6.810 +D+0.750L+0.7505+H 7.170 6.945 +D+0.60W+H 2.475 2.475 +D+0.70E+H 2.475 2.475 +D+0.750Lr+0.750L+0.450W+H 7.035 6.810 +D+0.750L+0.7505+0.450W+H 7.170 6.945 +D+0.750L+0.750S+0.5250E+H 7.170 6.945 +0.60D+0.60W+0.60H 1.485 1.485 +0.60D+0.70E+0.60H 1.485 1.485 D Only 2.475 2.475 Lr Only 0.720 0.720 L Only 5.360 5.060 S Only 0.900 0.900 W Only E Only H Only 26 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:29PM Wood Beam File=C:1Usersladmin\DOCUME-1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee :.SCHEMMER CONSULTING GROUP PLLC Description : B-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,150.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 1,150.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,800.0 psi Eminbend -xx 660.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1 & Btr Fv 180.0 psi Ft 750.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.27)Lr(0.36)S(0.45) i --.- -er._.- 6x10 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, Lr=0.360, S = 0.450 , Tributary Width = 1.0 ft DESIGN SUMMARY I id(=,- 011(01 I Maximum Bending Stress Ratio = 0.484 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 639.68 psi fv : Actual = 56.50 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2429>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.055 in Ratio = 1518>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0,00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1035.00 0.74 21.19 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.209 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1150.00 0.74 21.19 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.389 0.220 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.86 559.72 1437.50 1.72 49.44 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.484 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.41 639.68 1322.50 1.97 56.50 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.334 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1437.50 1.48 42.38 225.00 +D+0.750L+0.7503+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.408 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1322.50 1.66 47.67 207.00 27 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:29PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 ice see:SCHEM_M E R CONSULTING GROUP PLLC Description: B-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.261 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1840.00 1.48 42.38 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0553 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.520 2.520 Overall MINimum 0.567 0.567 +D+H 0.945 0.945 +D+L+H 0.945 0.945 +D+Lr+H 2.205 2.205 +D+S+H 2.520 2.520 +D+0.750Lr+0.750L+H 1.890 1.890 +D+0.750L+0.7505+H 2.126 2.126 +D+0.60W+H 0.945 0.945 +D+0.70E+H 0.945 0.945 +0+0.750Lr+0.750L+0.450W+H 1.890 1.890 +D+0.750L+0.7505+0.450W+H 2.126 2.126 +D+0.750L+0.750S+0.5250E+H 2.126 2.126 +0.60D+0.60W+0.60H 0.567 0.567 +0.60D+0.70E+0.60H 0.567 0.567 D Only 0.945 0.945 Lr Only 1.260 1.260 L Only S Only 1.575 1.575 W Only E Only H Only 28 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:35PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : B-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,150.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,150.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,800.0 psi Eminbend -xx 660.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1 & Btr Fv 180.0 psi Ft 750.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.27)Lr(0.36)S(0.45) i )[=.==-=.. n ..... ... .,......_-_ 6x10 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, Lr=0.360, S = 0.450 , Tributary Width = 1.0 ft DESIGN SUMMARY r Io : Cl , @r < -1 Maximum Bending Stress Ratio = 0.484: 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 639.68 psi fv : Actual = 56.50 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2429>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.055 in Ratio = 1518>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1035.00 0.74 21.19 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.209 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1150.00 0.74 21.19 180.00 +D+Lr4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.389 0.220 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.86 559.72 1437.50 1.72 49.44 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,484 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.41 639.68 1322.50 1.97 56.50 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.334 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1437.50 1.48 42.38 225.00 +D+0.750L+0.7503+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.408 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1322.50 1.66 47.67 207.00 2') Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:35PM File=C:\Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver..6.17.1.16 Lic.#:KW-060092n1 ' m•rwil ensee:SCHEMMER CONSULTING GROUP P IILIF5 Description: a-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C Fly CI Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.261 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1840.00 1.48 42.38 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0553 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.520 2.520 Overall MINimum 0.567 0.567 +D+H 0.945 0.945 +D+L+H 0.945 0.945 +D+Lr+H 2.205 2.205 +D+S+H 2.520 2.520 +D+0.750Lr+0.750L+H 1.890 1.890 +0+0.750L+0.750S+H 2.126 2.126 +D+0.60W+H 0.945 0.945 +D+0.70E+1-I 0.945 0.945 +D+0.750Lr+0.750L+0.450W+H 1.890 1.890 +D+0.750L+0.750S+0.450W+H 2.126 2.126 +D+0.750L+0.7505+0.5250E+H 2.126 2.126 +0.60D+0.60W+0.60H 0.567 0.567 +0.60D+0.70E+0.60H 0.567 0.567 D Only 0.945 0.945 Lr Only 1.260 1.260 L Only S Only 1.575 1.575 W Only E Only H Only 3) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:36PM Wood Beam File=C:IUsers\admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 _ Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.078 L(0.26) i i V i i V - 4x12 Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0780, L= 0.260 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 4.0 ft DESIGN SUMMARY I ii?r_ - wi;1 ion::, j Maximum Bending Stress Ratio = 0.574 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 537.03 psi fv : Actual = 45.19 psi FB : Allowable = 935.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 2150>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.056 in Ratio = 1729>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.121 0.056 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 841.50 0.24 9.11 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.574 0.251 1.00 1.100 1.00 1.00 1.00 1.00 1.00 3.30 537.03 935.00 1.19 45.19 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0 ft 1 0.087 0.040 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1168.75 0.24 9.11 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.094 0.044 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1075.25 0.24 9.11 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.366 0.161 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1168.75 0.95 36.17 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 43( Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,6:36PM Wood Beam File=C:lUsersladminlDOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Vec6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.398 0.175 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1075.25 0.95 36.17 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.068 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1496.00 0.24 9.11 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.068 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1496.00 0.24 9.11 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.041 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 60.85 1496.00 0.14 5.47 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.041 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 60.85 1496.00 0.14 5.47 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0555 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.502 1.502 Overall MINimum 0.187 0.187 +D+H 0.312 0.312 +D+L+H 1.502 1.502 +D+Lr+H 0.312 0.312 +D+S+H 0.312 0.312 +D+0.750Lr+0.750L+H 1.205 1.205 +D+0.750L+0.7505+H 1.205 1.205 +D+0.60W+H 0.312 0.312 +D+0.70E+H 0.312 0.312 +D+0.750Lr+0.750L+0.450W+H 1.205 1.205 +D+0.750L+0.7505+0.450W+1-1 1.205 1205 +D+0.750L+0.7505+0.5250E+H 1.205 1.205 +0.60D+0.60W+0.60H 0.187 0.187 +0.60D+0.70E+0.60H 0.187 0.187 D Only 0.312 0.312 Lr Only L Only 1.190 1.190 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 BAN 2017, 6:46PM Wood Beam File=C:IUsers\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-060092.16 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination 1BC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.192 L(0.64) 6x12 Span=7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.1920, L = 0.640 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 3.750 ft DESIGN SUMMARY ( 'L).= 1-0, (l';<, Maximum Bending Stress Ratio = 0.758: 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 644.10psi fv : Actual = 59.54 psi FB : Allowable = 850.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.542 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 1991 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.058 in Ratio = 1541 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.187 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 765.00 0.57 13.60 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.758 0.331 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.51 644.10 850.00 2.51 59.54 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.135 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1062.50 0.57 13.60 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.146 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142,98 977.50 0.57 13.60 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.488 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1062.50 2.03 48.05 225.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 -Printed:25 JAN 2017,6:46PM Wood Beam File=C:IUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 'lllrcenseefSCHEMMER CONSULTING GROUP PLLC Description: 8-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.531 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 977.50 2.03 48.05 207.00 +13+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.105 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1360.00 0.57 13.60 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.105 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1360.00 0.57 13.60 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +D+0.750L+0.750S+0.450W+1-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.063 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 85.79 1360.00 0.34 8.16 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.063 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 85.79 1360.00 0.34 8.16 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L4I 1 0.0584 3.777 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.320 3.320 Overall MINimum 0.462 0.462 +D+H 0.770 0.770 +D+L+H 3.320 3.320 +D+Lr+H 0.770 0.770 +D+S+H 0.770 0.770 +D+0.750Lr+0.750L+H 2.683 2.683 +D+0.750L+0.7505+H 2.683 2.683 +D+0.60W+H 0.770 0.770 +D+0.70E+H 0.770 0.770 +D+0.750Lr+0.750L+0.450W+H 2.683 2.683 +D+0.750L+0.7505+0.450W+H 2.683 2.683 +D+0.750L+0.7505+0.5250E+H 2.683 2.683 +0.60D+0.60W+0.60H 0.462 0.462 +0.60D+0.70E+0.60H 0.462 0.462 D Only 0.770 0.770 Lr Only L Only 2.550 2.550 S Only W Only E Only H Only i 3.1- Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:22PM Wood Beam File=C:1Users\admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2400 psi E: Modulus of Elasticity Load Combination :IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc- Prll 1650 psi Eminbend -xx 950 ksi Wood Species : DF/DF Fc- Perp 650 psi Ebend-yy 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(o.ob1PLseo.18) TIT i i i + D(0.373)Lr(0.38)S(0.475) + + + + + I ------ - - - et 5.125x15 Span=12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.3730, Lr=0.380, S = 0.4750 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 3.50 ft Uniform Load : D = 0.0540, L=0.180 k/ft, Extent=0.0-->> 7.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY I ISt=; : o,ilfoY�<. I Maximum Bending Stress Ratio = 0.36e 1 Maximum Shear Stress Ratio = 0.283 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 1,011.51 psi fv : Actual = 86.35 psi FB : Allowable = 2,760.00 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 5.956ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.086 in Ratio= 1676>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.163 in Ratio = 885>=1 80 Max Upward Total Deflection 0.000 in Ratio = 0<180 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.221 0.169 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 2160.00 2.06 40.23 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.270 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.38 647.88 2400.00 2.95 57.48 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.302 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.49 904.75 3000.00 3.88 75.62 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.366 0.277 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,011.51 2760.00 4.33 84.47 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 - Printed:25 JAN 2017,7:22PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 6-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN el Cr Gm C t C L M fb F'b V fv F'v Length=12.0 ft 1 0.308 0.241 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.80 923.99 3000.00 4.09 79.71 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.364 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 2760.00 4.43 86.35 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.124 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 3840.00 2.06 40.23 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.124 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 3840.00 2.06 40.23 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.241 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.80 923.99 3840.00 4.09 79.71 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.261 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 3840.00 4.43 86.35 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.261 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 3840.00 4.43 86.35 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.075 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 286.67 3840.00 1.24 24.14 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.075 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 286.67 3840.00 1.24 24.14 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1626 6.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.572 5.298 Overall MINimum 1.105 0.455 +D+H 2.606 2.448 +D+L+H 3.711 2.903 +D+Lr+H 4.886 4.728 +D+S+H 5.456 5.298 +D+0.750Lr+0.750L+H 5.144 4.499 +D+0.750L+0.7505+H 5.572 4.927 +D+0.60W+H 2.606 2.448 +D+0.70E+H 2.606 2.448 +D+0.750Lr+0.750L+0.450W+H 5.144 4.499 +D+0.750L+0.7505+0.450W+H 5.572 4.927 +D+0.750L+0.7505+0.5250E+H 5.572 4.927 +0.60D+0.60W+0.60H 1.563 1.469 +0.60D+0,70E+0.60H 1.563 1.469 D Only 2.606 2.448 Lr Only 2.280 2.280 L Only 1.105 0.455 S Only 2.850 2.850 W Only E Only H Only () Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:32PM File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1963-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : reaction for F2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 1BC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PHI 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.096)L(0.8) i i i $ i 5.125x18 Span=20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0960, L=0.80 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 6.750 ft DESIGN SUMMARY C I°x l-5!(9,1.;,_ I Maximum Bending Stress Ratio = 0.877: 1 Maximum Shear Stress Ratio = 0.492 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb : Actual = 2,030.00 psi fv : Actual = 130.43 psi FB : Allowable = 2,315.91 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.854ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.663 in Ratio = 362>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.756 in Ratio = 317>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fir F'v +D+H 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.121 0.068 0.90 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2084.32 0.99 16.11 238.50 +D+L+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.0 ft 1 0.877 0.492 1.00 0.965 1.00 1.00 1.00 1.00 1.00 46.82 2,030.00 2315.91 8.02 130.43 265.00 +D+Lr+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.087 0.049 1.25 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2894.88 0.99 16.11 331.25 +D+S+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.094 0.053 1.15 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2663.29 0.99 16.11 304.75 +D+0.750Lr+0.750L+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.548 0.307 1.25 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 2894.88 6.26 101.85 331.25 "3-7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,7:32PM File=C:\Usersladmin\DOCUME-1ENERCA-1\17-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PL Description: reaction for F2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.595 0.334 1.15 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 2663.29 6.26 101.85 304.75 +D+0.60W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.068 0.038 1.60 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 3705.45 0.99 16.11 424.00 +D+0.70E+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.068 0.038 1.60 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 3705.45 0.99 16.11 424.00 +D+0.750Lr+0.750L+0.450W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +D+0.750L+0.750S+0.450W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +D+0.750L+0.750S+0.5250E+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +0.60D+0.60W+0.60H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.041 0.023 1.60 0.965 1.00 1.00 1.00 1.00 1.00 3.48 150.88 3705.45 0.59 9.66 424.00 +0.60D+0.70E+0.60H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.041 0.023 1.60 0.965 1.00 1.00 1.00 1.00 1.00 3.48 150.88 3705.45 0.59 9.66 424.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.7565 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.359 9.261 Overall MINimum 0.696 0.696 +D+H 1.160 1.160 +D+L+H 9.359 9.261 . +D+Lr+H 1.160 1.160 +D+S+H 1.160 1.160 • +D+0.750Lr+0.750L+H 7.309 7.236 +D+0.750L+0.750S+H 7.309 7.236 +D+0.60W+H 1.160 1.160 +D+0.70E+H 1.160 1.160 +D+0.750Lr+0.750L+0.450W+H 7.309 7.236 +D+0.750L+0.750S+0.450W+H 7.309 7.236 +D+0.750L+0.750S+0.5250E+H 7.309 7.236 +0.60D+0.60W+0.60H 0.696 0.696 +0.60D+0.70E+0.60H 0.696 0.696 D Only 1.160 1.160 Lr Only L Only 8.199 8.101 S Only W Only E Only H Only t Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footing File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lie.# KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F-2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values f c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel %Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 3 ft Length parallel to Z-Z Axis = 3 ft Z Footing Thickness = 12 in • Pedestal dimensions... -- x px : parallel to X-X Axis = in M pz : parallel to Z-Z Axis _ in Height in l m Q. Rebar Centerline to Edge of Concrete... o at Bottom of footing = 3.0 in Iv rt I I Reinforcing 3'r" w .. Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 -4;til :w�: Reinforcing Bar Size = # 5 �,�; 3.#SBem ; , - 3:N69ara Ili_. , ` , Bandwidth Distribution Check (ACI 15.4.4.2) ..x.,3trM,�w�.,.�E.:Z ; " = z-Z3 �w�.y��:x Direction Requiring Closer Separation n/a # Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.470 9.390 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k ) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,7:43PM General Footing File=C:lUsersladminIDOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-2 DESIGN SUMMARY Ia4,,t; nlL C _ _ 1_ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9253 Soil Bearing 1.388 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1730 Z Flexure(+X) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 Z Flexure(-X) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 X Flexure(+Z) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 X Flexure(-Z) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1577 1-way Shear(+X) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.1577 1-way Shear(-X) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.1577 1-way Shear(+Z) 12.954 psi 82.158 psi +1.20D+1,60L PASS 0.1577 1-way Shear(-Z) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.2982 2-way Punching 48.994 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.3450 0.3450 n/a n/a 0.230 X-X,+D+L 1.50 n/a 0.0 1.388 1.388 n/a n/a 0.925 X-X,+D+0.750L 1.50 n/a 0.0 1.128 1.128 n/a n/a 0.752 X-X,+O.60D 1.50 n/a 0.0 0.2070 0.2070 n/a n/a 0.138 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.3450 0.3450 0.230 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.388 1.388 0.925 Z-Z,+D+0.750L 1.50 0.0 n/a n/a n/a 1.128 1.128 0.752 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2070 0,2070 0.138 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 ine2 in"2 k-ft X-X,+1.40D 0.2573 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 0.2573 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+120D+1.60L 2.099 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L 2.099 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L 0.8074 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L 0.8074 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.2205 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.2205 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0.1654 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0.1654 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 0.2573 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 0.2573 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L 2.099 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L 2.099 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L 0.8074 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L 0.8074 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK 40 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footin File=C:\Users\admin\DOCUME-1\ENERCA-1117-007-1.EC6 I, g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1,16 s ice' ._06009-" 6 - Lt e 1tAullI 3 C0_ - d L'fliac3MizkAW101111, Description : F-2 Z-Z, +1.20D 0.2205 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z, +1,20D 0.2205 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z, +0.90D 0.1654 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK 2-1 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footing File=C:lUsersladmin1D000ME-1\ENERCA--1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Li #LL Fcw:O6 O9216 Lag ?MON.,1611 c0c9t i 1j1i kW(O1 1 L' Description : F-2 Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 itn"2 k-ft Z-Z, +0.90D 0.1654 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @ +X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 1.59 psi 1.59 psi 1.59 psi 1.59 psi 1.59 psi 82.16 psi 0.02 0.00 +1,20D+1.60L 12.95 psi 12.95 psi 12.95 psi 12.95 psi 12.95 psi 82.16 psi 0.16 0.00 +1.20D+0.50L 4.98 psi 4.98 psi 4.98 psi 4.98 psi 4.98 psi 82.16 psi 0.06 0.00 +1.20D 1.36 psi 1.36 psi 1.36 psi 1.36 psi 1.36 psi 82.16 psi 0.02 0.00 +0.90D 1.02 psi 1.02 psi 1.02 psi 1.02 psi 1.02 psi 82.16 psi 0.01 0.00 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 6.01 psi 164.32psi 0.03655 OK +1.20D+1.60L 48.99 psi 164.32psi 0.2982 OK +1.20D+0.50L 18.85 psi 164.32psi 0.1147 OK +1.20D 5.15 psi 164.32 psi 0.03133 OK +0.90D 3.86 psi 164.32psi 0.0235 OK Al--2_ Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 8:57PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.232)Lr(0.j) L(0.28)S(0.1) * i i 1 5.125x16.5 Span= 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2320, Lr=0.80, L = 0.280, S = 0.10 , Tributary Width = 1.0 ft Point Load : L= 0.30k@8.125ft DESIGN SUMMARY I IPATo_jni(o1);;< 1 Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.383 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 1,821 .99psi fv : Actual = 126.96 psi FB : Allowable = 2,981 .45psi Fv : Allowable = 331.25 psi Load Combination +D+0 750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span = 8.125ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.366 in Ratio = 533>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.486 in Ratio = 401 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN CI Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.184 0.117 0.90 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 2146.64 1.57 27.82 238.50 +D+L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.392 0.242 1.00 0.994 1.00 1.00 1.00 1.00 1.00 18.12 934.97 2385.16 3.61 64.06 265.00 +D+Lr+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.590 0.374 1.25 0.994 1.00 1.00 1.00 1.00 1.00 34.06 1,757.79 2981.45 6.98 123.77 331.25 +D+S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.250 ft 1 0.206 0.131 1.15 0.994 1.00 1.00 1.00 1.00 1.00 10.96 565.49 2742.93 2.24 39.82 304.75 +D+0.750Lr+0.750L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.611 0.383 1.25 0.994 1.00 1.00 1.00 1.00 1.00 35.31 1,821.99 2981.45 7.16 126.96 331.25 +D+0.750L+0.750S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 43 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,8:57PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v Length=16.250 ft 1 0.338 0.210 1.15 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 2742.93 3.61 64.00 304.75 +D+0.60W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.066 1.60 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 3816.26 1.57 27.82 424.00 +D+0.70E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.066 1.60 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 3816.26 1.57 27.82 424.00 +D+0.750Lr+0.750L+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.477 0.299 1.60 0.994 1.00 1.00 1.00 1.00 1.00 35.31 1,821.99 3816.26 7.16 126.96 424.00 +D+0.750L+0.7505+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.243 0.151 1.60 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 3816.26 3.61 64.00 424.00 +D+0.750L+0.7505+0.5250E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.243 0.151 1.60 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 3816.26 3.61 64.00 424.00 +0.60D+0.60W+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.062 0.039 1.60 0.994 1.00 1.00 1.00 1.00 1.00 4.59 237.10 3816.26 0.94 16.69 424.00 +0.60D+0.70E+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.062 0,039 1.60 0.994 1.00 1.00 1.00 1.00 1.00 4.59 237.10 3816.26 0.94 16.69 424.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750Lr+0.750L+0.450W+H 1 0.4863 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.579 8.579 Overall MINimum 0.813 0.813 +D+H 1.885 1.885 +D+L+H 4.310 4.310 +D+Lr+H 8.385 8.385 +D+S+H 2.698 2.698 +D+0.750Lr+0.750L+H 8.579 8.579 +D+0.750L+0.7505+H 4.313 4.313 +D+0.60W+H 1.885 1.885 +D+0.70E+H 1.885 1.885 +D+0.750Lr+0.750L+0.450W+H 8.579 8.579 +D+0.750L+0.7505+0.450W+H 4.313 4.313 +D+0.750L+0.7505+0.5250E+H 4.313 4.313 +0.60D+0.60W+0.60H 1.131 1.131 +0.60D+0.70E+0.60H 1.131 1.131 D Only 1.885 1.885 Lr Only 6.500 6.500 L Only 2.425 2.425 S Only 0.813 0.813 W Only E Only H Only 41. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:04PM Wood Beam File=C:Users1admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-14,B-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend -xx 950.0ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F- V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.108 L(0.36) i i i i is - Y = _- _ 7.......- ......._-_-..---- 2 5.125x19.5 Span= 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1080, L=0.360 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 10.250 ft DESIGN SUMMARY I 1° 01,1,91Y,,t Maximum Bending Stress Ratio = 0.421: 1 Maximum Shear Stress Ratio - 0.239 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb : Actual = 965.11 psi fv : Actual = 63.21 psi FB : Allowable = 2,291.78psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.269 in Ratio = 915>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.345 in Ratio = 713>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.102 0.059 0.90 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2062.60 0.94 14.07 238.50 +D+L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.421 0.239 1.00 0.955 1.00 1.00 1.00 1.00 1.00 26.12 965.11 2291.78 4.21 63.21 265.00 +D+Lr+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.073 0.042 1.25 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2864.72 0.94 14.07 331.25 +D+S+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.080 0.046 1.15 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2635.54 0.94 14.07 304.75 +D+0.750Lr+0.750L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.271 0.154 1.25 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 2864.72 3.39 50.93 331.25 +D+0.750L+0.750S+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:04PM File=C:1UsersladminlDOCUME-11ENERCA--1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-14,B-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=20.50 ft 1 0.295 0.167 1.15 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 2635.54 3.39 50.93 304.75 +D+0.60W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.057 0.033 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 3666.84 0.94 14.07 424.00 +D+0.70E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.057 0.033 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 3666.84 0.94 14.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 3666.84 3.39 50.93 424.00 +D+0.750L+0.750S+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 3666.84 3.39 50.93 424.00 +D+0.750L+0.7505+0.5250E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21,01 776.24 3666.84 3.39 50.93 424.00 +0.60D+0.60W+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.034 0.020 1.60 0.955 1.00 1.00 1.00 1.00 1.00 3.40 125.77 3666.84 0.56 8.44 424.00 +0.60D+0.70E+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.034 0.020 1.60 0.955 1.00 1.00 1.00 1.00 1.00 3.40 125.77 3666.84 0.56 8.44 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.3446 10.325 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.947 4.947 Overall MINimum 0,664 0.664 +D+H 1.107 1.107 +D+L+H 4.947 4.947 +D+Lr+H 1.107 1.107 +D+S+H 1.107 1.107 +D+0.750Lr+0.750L+H 3.987 3.987 +D+0.750L+0.7505+H 3.987 3.987 +D+0.60W+H 1.107 1.107 +D+0.70E+H 1.107 1.107 +D+0.750Lr+0.750L+0.450W+H 3.987 3.987 +D+0.750L+0.7505+0.450W+H 3.987 3.987 +D+0.750L+0.7505+0.5250E+H 3.987 3.987 +0.60D+0.60W+0.60H 0.664 0.664 +0.60D+0.70E+0.60H 0.664 0.664 D Only 1.107 1.107 Lr Only L Only 3.840 3.840 S Only W Only E Only H Only 4() Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:14PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-16,B-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1150 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1150 psi Ebend-xx 1800 ksi Fc- Prll 1800 psi Eminbend -xx 660 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625 psi Wood Grade : No. 1 & Btr Fv 180 psi Ft 750 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) i D(0.048)L(6.24)S(0.1) i al • 6x8 Span=7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0480, L= 0.240, S=0.10 , Tributary Width= 1.0 ft Point Load : L=0.30 k @ 3.750 ft DESIGN SUMMARY I IpAr.40jii .I�< I Maximum Bending Stress Ratio = 0.524: 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 602.18psi fv : Actual = 38.42 psi FB : Allowable = 1,150.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.898 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio = 1439>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.072 in Ratio= 1242>=1 80 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.076 0.034 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1035.00 0.15 5.49 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.524 0.213 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.59 602.18 1150.00 1.06 38.42 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50 ft 1 0.055 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1437.50 0.15 5.49 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.183 0.082 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 242.18 1322.50 0.47 16.94 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.328 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.03 471.27 1437.50 0.83 30.19 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 41 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,9:14PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHENIMER CONSULTING GROUP PLLC Description: B-16,B-17 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M tb F'b V fv F'v Length=7.50 ft 1 0.449 0.187 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1322.50 1.07 38.77 207.00 +D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1,00 0.34 78.55 1840.00 0.15 5.49 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.043 0.019 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1840.00 0.15 5.49 288.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.256 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.03 471,27 1840.00 0.83 30.19 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.323 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1840.00 1.07 38.77 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.323 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1840.00 1.07 38.77 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.026 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 47.13 1840.00 0.09 3.30 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.026 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 47.13 1840.00 0.09 3,30 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0724 3.777 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.249 1.249 Overall MINimum 0.108 0.108 +D+H 0.180 0.180 +D+L+H 1.230 1.230 +D+Lr+H 0.180 0.180 +D+S+H 0.555 0.555 +D+0.750Lr+0.750L+H 0.968 0.968 +D+0.750L+0.7505+H 1.249 1.249 +D+0.60W+H 0.180 0.180 +D+0.70E+H 0.180 0.180 +D+0.750Lr+0.750L+0.450W+H 0.968 0.968 +D+0.750L+0.7505+0.450W+H 1.249 1.249 +D+0.750L+0.750S+0.5250E+H 1.249 1.249 +0.60D+0.60W+0.60H 0.108 0.108 +0.60D+0.70E+0.60H 0.108 0.108 D Only 0.180 0.180 Lr Only L Only 1.050 1.050 S Only 0.375 0.375 W Only E Only H Only 48 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:25PM General Footing File=C:\Usersladmin\DOCUME-1\ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F-3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoillConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel %Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than - ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in A Pedestal dimensions... o x px : parallel to X-X Axis = in cv pz: parallel to Z-Z Axis = in m Height in a co Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in n Reinforcing 2' " `.) Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis . _ - Number of Bars = , i� i r -'i ;, :1 iiii: = I _ =- ...... __ Reinforcing Bar Size = # 4 .. 3•R4ean 9-p4eere dill;''± Bandwidth Distribution Check (ACI 15.4.4.2) b - Direction Requiring Closer Separation n/a x-x;-.E Lr ;.L [-[acaonaorngl4+n #Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.920 1.160 2.10 1.160 k OB : Overburden = • ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 49 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:25PM General Footing File=C:IUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description: F-3 DESIGN SUMMARY f _ 115X0Attliil r00a< 1 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6497 Soil Bearing 0.9746 ksf 1.50 ksf +D+0.750L+0.7505 about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09925 Z Flexure(+X) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 Z Flexure(-X) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 X Flexure(+Z) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 X Flexure(-Z) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.1535 1-way Shear(+X) 12.610 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.1450 1-way Shear(-X) 11.909 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.1535 1-way Shear(+Z) 12.610 psi 82.158 psi +1.20D+0,50Lr+1.60L PASS 0.1450 1-way Shear(-Z) 11.909 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2947 2-way Punching 48.422 psi 164.317 psi +1.20D+0.50Lr+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.3633 0.3633 n/a n/a 0.242 X-X,+D+L 1.50 n/a 0.0 0.8883 0,8883 n/a n/a 0,592 X-X,+D+Lr 1.50 n/a 0.0 0.6533 0.6533 n/a n/a 0.436 X-X,+D+S 1.50 n/a 0.0 0.6533 0.6533 n/a n/a 0.436 X-X,+D+0.750Lr+0,750L 1.50 n/a 0.0 0.9746 0.9746 n/a n/a 0.650 X-X,+D+0.750L+0.750S 1.50 n/a 0.0 0.9746 0.9746 n/a n/a 0.650 X-X,+0.60D 1.50 n/a 0.0 0.2180 0.2180 n/a n/a 0.145 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.3633 0.3633 0.242 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 0.8883 0.8883 0.592 Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 0,6533 0.6533 0.436 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 0.6533 0.6533 0.436 Z-Z,+D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 0.9746 0.9746 0.650 Z-Z,+D+0,750L+0.7505 1.50 0.0 n/a n/a n/a 0.9746 0.9746 0.650 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2180 0.2180 0.145 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding • Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gyn.As Actual As Phi*Mn Status k-ft Surface in"2 102 in"2 k-ft X-X,+1.40D 0.1610 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.40D 0.1610 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+1.60L 0.6305 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+1.60L 0.6305 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60L+0.50S 0.6305 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60L+0.50S 0.6305 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr+0.50L 0.5013 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr+0.50L 0.5013 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr 0.370 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr 0.370 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK 50 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:25PM General Footing File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 iei# 't 0600° IG - __ . - Lice _ e _G-f -M u _;-'CONSUL _NG G_ti®'WP I_'Oro, Description : X-X, +1.20D+0.50L+1.605 0.5013 +Z Bottom 0.1728 Min Temp % 0.30 6.353 OK X-X, +1.20D+0.50L+1.60S 0.5013 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X, +1.20D+1.60S 0.370 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK 51 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:25PM General Footing File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-3 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 102 ine2 k-ft X-X,+1.20D+1.60S 0.370 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+0.50L 0,3418 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+0.50L 0.3418 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1,20D+0.50L+0.50S 0.3418 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.50S 0.3418 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.70S 0.3708 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.70S 0.3708 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1035 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1035 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0,1610 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0.1610 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50Lr+1.60L 0.6305 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50Lr+1.60L 0.6305 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60L+0.50S 0.6305 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60L+0.505 0.6305 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60Lr+0.50L 0.5013 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60Lr+0.50L 0.5013 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1,60Lr 0.370 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1,60Lr 0.370 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+1.60S 0.5013 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+1.60S 0.5013 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.370 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.370 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0,50Lr+0.50L 0.3418 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0,50Lr+0.50L 0.3418 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.50S 0.3418 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.50S 0.3418 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.70S 0.3708 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.70S 0.3708 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1035 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1035 +X Bottom 0.1728 Min Temp% 0,30 6.353 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @•Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3,04 psi 3.22 psi 3.04 psi 3.22 psi 3.22 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+1,60L 11.91 psi 12.61 psi 11.91 psi 12.61 psi 12.61 psi 82.16 psi 0.15 0.00 +1.20D+1.60L+0.505 11.91 Psi 12.61 psi 11.91 psi 12.61 psi 12.61 psi 82.16 psi 0.15 0.00 +1.20D+1.60Lr+0.50L 9.47 psi 10.03 psi 9.47 psi 10.03 psi 10.03 psi 82.16 psi 0.12 0.00 +1.20D+1.60Lr 6,99 Psi 7.40 psi 6.99 psi 7.40 psi 7.40 psi 82.16 psi 0.09 0.00 +1.20D+0,50L+1.60S 9.47 Psi 10.03 psi 9.47 psi 10.03 psi 10.03 psi 82.16 psi 0.12 0.00 +1.20D+1.605 6.99 Psi 7.40 psi 6.99 psi 7.40 psi 7.40 psi 82.16 psi 0.09 0.00 +1.20D+0.50Lr+0.50L 6.46 psi 6.84 psi 6.46 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0.00 +1.20D+0.50L+0.505 6.46 psi 6.84 psi 6.46 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0,00 +1.20D+0.50L+0.705 7.00 psi 7.42 psi 7.00 psi 7.42 psi 7.42 psi 82.16 psi 0.09 0,00 +0.90D 1.96 psi 2.07 psi 1.96 psi 2.07 psi 2.07 psi 82.16 psi 0.03 0.00 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 12.37 psi 164.32psi 0.07525 OK +1.20D+0.50Lr+1.60L 48.42 psi 164.32psi 0.2947 OK +1.20D+1.60L+0.50S 48.42 psi 164.32psi 0.2947 OK +1.20D+1.60Lr+0.50L 38.50 psi 164.32psi 0.2343 OK +1.20D+1.60Lr 28.42 psi 164.32psi 0.1729 OK +1.20D+0.50L+1.60S 38.50 psi 164.32psi 0.2343 OK +1.200+1.60S 28.42 psi 164.32psi 0.1729 OK +1.20D+0.50Lr+0.50L 26.25 psi 164.32psi 0.1597 OK +1.20D+0.50L+0.50S 26.25 psi 164.32psi 0.1597 OK +1.20D+0,50L+0.705 28.47 psi 164.32psi 0.1733 OK +0.90D 7.95 psi 164.32 psi 0.04838 OK 5 1 Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:013PM Cantilevered Retaining Wall File=c:\UsersladminlDOCUME-1IENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Criteria Soil Data Calculations per ACI 318.11, ACI 530.11, IBC 2012, Retained Height = 8.00 ft Allow Soil Bearing = 2,400.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0,00 ft Rankine Soil Presure calculation Slope Behind Wall = 0,00 : 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 0.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma = 330.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg &Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 122.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding &Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 705.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 1,265.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.50 OK Wall Material Above"Ht" = Concrete Sliding = 0.74 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,650 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 8.65 in Rebar Placed at = User Spec Soil Pressure 2,208psf OK Design Data @ Toe = fblFB+falFa = 0.902 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 2,397.9 Allowable = 2,400 psf Moment....Actual ft-I= 7,088.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,890 psf Moment Allowable ft-I= 7,859.7 ACI Factored @ Heel = 0 psf Shear Actual psi= 33.3 Footing Shear @ Toe = 24.7 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 15.0 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.00 Sliding Calcs Slab Resists All Sliding ! Lap splice if above in= 23.40 Lateral Sliding Force = 1,913.3 lbs Lap splice if below in= 9.40 Hook embed into footing in= 9.40 Concrete Data fc psi = 2,500.0 Fy psi = Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 SS Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:08PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME-1IENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Footing Dimensions & Strengths Footing Design Results Toe Width = 2.29 ft Toe Heel Heel Width = 1.96 Factored Pressure = 2,890 0 psf Total Footing Width = 4.25 Mu' : Upward = 6,209 0 ft-lb Footing Thickness = 14.00 in Mu' : Downward = 551 1,218 ft-lb Mu: Design = 5,658 1,218 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 24.66 14.98 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 16.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.50 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As % = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in,#5@ 16.50 in, #6@ 23.50 in,#7@ 31.75 in,#8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu <S *Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,540.5 3.06 4,707.1 Soil Over Heel = 1,136.4 3.60 4,094.7 Surcharge over Heel = 372.8 4.58 1,708.6 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 705.0 2.62 1,850.2 Added Lateral Load = *Axial Live Load on Stem = 1,265.0 2.62 3,319.8 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.62 2,099.5 Earth @ Stem Transitions = Total = 1,913.3 O.T.M. = 6,415.7 Footing Weight = 743.6 2.12 1,579.7 Resisting/Overturning Ratio = 1.50 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 4,649.9 lbs Vert. Component = Total = 3,384.9 lbs R.M.= 9,624.1 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 54- Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:12PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME--1\ENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Criteria Soil Data Calculations per ACI 318.11, ACI 530-11, IBC 2012, Retained Height = 8.00 ft Allow Soil Bearing = 2,100.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Rankine Soil Presure calculation Slope Behind Wall = 0.00 : 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 0.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma = 330.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg &Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 122.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding &Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0,00 ft Eccentricity = 0.00 in Used for Sliding &Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 705.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 1,265.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.68 OK Wall Material Above"Ht" = Concrete Sliding = 0.79 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,914 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 8.23 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,092 psf OK fb/FB+fa/Fa = 0.902 Soil Pressure @ Heel = 93 psf OK Total Force @ Section lbs = 2,397.9 Allowable = 2,100 psf Moment....Actual ft-I = 7,088.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,725 psf Moment Allowable ft-I = 7,859.7 ACI Factored @ Heel = 121 psf Shear Actual psi = 33.3 . Footing Shear @ Toe = 23.7 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 17.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 6.00 Sliding Calcs Slab Resists All Sliding ! Lap splice if above in= 23.40 Lateral Sliding Force = 1,913.3 lbs Lap splice if below in= 9.40 Hook embed into footing in= 9.40 Concrete Data fc psi = 2,500.0 Fy psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 55- Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:12PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME-IIENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1,16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Footing Dimensions & Strengths Footing Design Results Toe Width = 2.29 ft Toe Heel Heel Width = 2.21 Factored Pressure = 2,725 121 psf Total Footing Width = 4.50 Mu' : Upward = 5,992 0 ft-lb Footing Thickness = 14.00 in Mu' : Downward = 551 1,736 ft-lb Key Width = 0.00 in Mu: Design 5,441 1,736 ft-lb Actual 1-Way Shear = 23.66 17.87 psi Key Depth = 0.00 in KeyDistance from Toe = 2.00 ft Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 16.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.50 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in,#8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu <S *Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,540.5 3.06 4,707.1 Soil Over Heel = 1,356.4 3.73 5,057.0 Surcharge over Heel = 372.8 4.58 1,708.6 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 705.0 2.62 1,850.2 Added Lateral Load = *Axial Live Load on Stem = 1,265.0 2.62 3,319.8 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.62 2,099.5 Earth @ Stem Transitions = Total = 1,913.3 O.T.M. = 6,415.7 Footing Weight = 787.3 2.25 1,771.1 ResistinglOverturning Ratio = 1.68 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 4,913.7 lbs Vert. Component = Total = 3,648.7 lbs R.M.= 10,777.7 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 50 2x10 DOUG FIR LEDGER, BUILDING PAPER BETWEEN 2x10 AND CONCRETE, 5/8" DIA 2x6 PT PL W/ Y'O AB WEDGE—ALL @ 16" ❑.C. PER LATERAL DESIGN, 48' D.C. MIN j, ! :::. J❑IST, 12' MAX • °wo 4' CONC. SLAB W/ SPAN C2)#5 C❑NT o o FIBERMESH REINF. a°po • NOTE: %/2" DO NOT BACKFILL a UNTIL BASEMENT SLAB • AND FLOOR SHEATHING ARE 8'/, •,/ IN PLACE! , :, / FILTER FABRIC <S ▪ °wo 8'—0' REINF❑RCING: °4 ,og MAX #5@12"❑.C. VERTICAL // pSo #5212"0.C. HORIZ❑NTAL d ' G a V DRAIN ROCK a�,,08 • o�▪ �oo (2)#5 CONT. . s 4" CONC. SLAB W/ o800 oho, 4"0 PERF. DRAIN _INE FIBERMESH REINF. • " • • °a 40o0°)010°w \ ,a D a �j� /I (4)45 CONT. W/#5__ 1" I _ 1„ BAR @ 16.5" O.C. �2 —32 Y 2 22 / 4'-6" 3ASEvENT ETAI \ I \ G WALL NO SCALE 8.in Conc w/#5 @ 12.in o/c • • • • • 8'-0" O-O" • • • • • 3" • V Sliding Restraint • • • 1'-2" • • 3" #5@16.5in @Toe Designer select #5@16.5i 2'-3 1/2" 2'-2 1/2" III horiz. reinf. S ► . 101. @ Heel 4'-6" 1500 E. College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 ConsultingEngineer Phone: (360)708-1865 Iner g timg@BuildersEngineer.com Structural Analysis: New home at 3716 Leeward Lane, Anacortes, WA Client: Stefan Hendricks CCI Job Number: T17050 Building Design: Jim Sykora, Strandberg Date: July 21, 2017 Homes 4 G A R RI: v7rE In4 . 2eaT� CITY OF ANACORTES #trsres0, \iONAL 0/17 INDEX: Design Sketches and Callouts SK_1 —SK8 , CO1 —CO8 Standard Specifications. B--H Calculations. Cl —C30 Total No. of pages excluding cover sheet: 53 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). l _ __ -- • 1,1 I, v. ' 1� V� t 1 cJ1' ~T i ....„ ,\ , I ., 1 L..... L . ..1.... i i t i.,... _, ,,, .. _a... .: _. _ . ... , ....._ ‘.3. ..-• . . .., `._ • l r i K I `� ,, ' v V iice`\ . i V o 'N. a l f ti f.�` • p ' 0 51, � , o' i SJ irk : ,._.: MI- 0 __- _._.. _... __ .._. . -- _— _- •il n )! 1 .1 , - 1 -` '` -1i �. I.c c�i O f ! cs : .j Sl ti.J i I r ` .. _ • ." �-� a-r::.—_. , -LC. L........ .. „ ...,wm .r. e...w+--- e"'- • " :...vim_r.,,...... +.r -. —..........+o...w..�+.•...,...J._�n.,._�r.• t �. _x" r s s - Sa'----... ,.., -v_� —__�,. rwcS -a_,..-^• 1 % a i,r;. 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' • .. , : 1; 1 /, ; i ' 1. I j tC4 I 1, 1 LJ 1 I , v A r1:4- Oa ,911raj' .-a r4ev .,� `t Aj " Div1o"T o-)V,4191op , ILA 1, N. nei2 4�S 5S • ro JL, D I JI ' - I- - -� - - - — — — - - -;_ _ _- - -_ -_ - - - I J -'._n? .mil Nil A4 1 I PLAN AREAS -- — f— - rz� b -- • ► — ®.t/ .,1 o I I MAIN FLOOR 2,116 SQ.FT. J W W ii qIN �5LAB5 rc l I K I I iv z BASEMENT 1 ,67q SQ.FT. o V o v I nil SUSGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL.COMFAG'ED TO 95% RELATIVE COMPACTION. IT 15 STRONGLY RECOMMENDED THAT k ALL 3TRUC.TURAL FILL SE CHECKED SY A GEOTECHNICAL CONSULTANT. v V V ''^� �` I• I +'UNDERSLAB INSULATION: MAY USE XP5 OR EPS RIGID FOAM WITH MIN,25 P51 COMPRESSIVE STRENGTH UNDER SLAB. IF USED, PROVIDE AND UPPER FLOOR 182 SQ.FT, F ° CONCRETE. 1 1 ;INSTALL PER MANUFACTURERS RECOMMENDATIONS. • ------ P. t, X X Jgyggy 4 657 SQ.FT. I . : 3T R ZA~x E GONGREtE r69TptG , SLAB THICKNESS USE 4"MINIMUM TOTAL LIVING AREA: d I ti 1 vi RPBAR•SAGH WAY _ r REINFORCEMENT:USE ANY OF THE FOUL OWING: _ I�'4 I .. I �_. : 1'4••-�2 Y� 3'-1 ---"�.- 4•.9- ....�1'<' a'-5 1'-0' T-1` I ='L' 4'-0- -MINIMUM tt: REBAR AT 24-O C. EACH WAY GEN-EREP IN SLAB. GARAGE --- --- 614 SQ.FT_ I _ �t J L- T - -' � - - I"^"- -i I L.- - L 'I./MELDED INIRF FABRIC,MINIMUM W2.9 X,6 X 6 16 Ga)CENTERED IN SLAB SPLICES OVERLAY o'MIN. I •FISERMESH PER vANUFAC7URER_ RECOMMENDATION I rr x 1t'GGNLFFTF FOOT y`a,, ® I M I .— I t I• HELIX MICRO RESAR•MIN SUBS PER CUBIC YARD. I COVERED ENTRY 18 SQ.FT. - ;,r ' — — — L— �� 14 I CONTROL JOINTS:MAXIMUM RECOMMENDED SPACE=8'O.G EACH WAY. THIS IS A NON STRUCTURAL ITEM AND MAY 3E GHANGEn OR OMITTED 6Y; I yl I ✓ b `ff 4 . 1 COVERED DECK 262 5Q.FT. 1 W I `A4_ lohNEK. I is. + q qC G/� .. L 6%1' 3'4' 4'•9' 2•4"- 4••5' 2'-0- - 10.h. J ;VAPOR BARRIER'USE MINIMUM 6 MIL PLASTIC.VAPOR BARRIER UNDER ANY INTERIOR SLAB. I PATIO - - 1 V J J VC•F r. I 1 I 1 �.__, 3 i 1 m ft; I^ CS -/ _I. 'I ✓ i - . ly. i•.' 13••b• t 2,'-E - �^- :'-b' _ ZS•-0- ,,^,7 ,• __.----- •I' - 'j - --- - - - 1 I ) 1T9 , — --- ---'- --- ���� 77 r, - I 1- - - �, I --- �f 1 t — I , . �.. -`_� , I_ y-0. -'I A " ' V I PATIO SLAB m �' \ „ I I 4 1... Nohl 1 I I ', 65 SG FTzu I al ill an Nl / { .. .� . . `. p• I a, j� I BASEMENT SLAB 4 • � • J • F.Si\ x,�.:-:?`v.•.X;• :.:{.:'C:•7c,:•Vi:Y;!s�k:tix,'::�Y.•'i�`..'V..'.;`yvl;v._.x{ �_ ia d1 1611 SO FT �BUGKOUTFOR 5 4 • ' I i • GARAGE DOOR 21'•E' 9'�' 3'-0' • vI iv • T I - A ► I 1 ,f R, I l 1`� , • • SLOPE GARAGE FLOOR • 1In ir 1 • A4 _ { I 1 GPcAlNLSPAGE VENTILATION Q ~ / r j ce I ( (j I / L-4 - 1 24.x.4.x 24"FOOTINGS • ' GRAlldLSPAGE AREA: 155 5Q.F7. _ L I I 1 H-. -1 r - �- - ` J I ��i Vtl f=31q^4E$hR _COY - 155 f 150= 1.03 SG FT OF VENT IS REQUIRED. I :, ^— I I = I ��� Pb v I ® 14 r }_ - - - -k -� - -b- - - -SLAY?TOP OF FOOTING. . • • USING c x :5 F U•JDA-I✓N V:'4-5 ^VENTS ARE ra -I�- I 1 -- --- •n - J # ' = J �+o i I I wl I I � r + Ir — rtr , I `lc ,. �.W ' siti REQUIRED ONE SLGW'/E`I-I_,T14G OPENING �..L_ 10'_ •v -4 5' 3'--}t l'4•- 3 0'-� -it- I- 4.9' . 2%0' T t-t-. g•d--.�-.._..— 4•-0" ..1.- V-10' -�-0• .-r•2- ..I - 1) SHALL BE INITHI V . .G I F j f a. , I I� 1* 1 .. s, }' I.1. i 1 I _ _.� '@°:T :_- H CORNER OF \ J _ STUDIO SLAB GARAGE THE BUILDINs 15;ec - e:. 1 I t x,r ry �� i�~ A4 _ _ _ I i i I I I �NGR=.E- I' I I I 364 SG FT - - 5b9 5Q FT - ., FINAL LOCATIONS O= FOUNDATION VENTS TO BE w '.� �- - J 4!, fq Foarir+v t-- J • _ I DETERMINED ON SITE 1-I I — I ,,,� 6 / IL J II� , I b+ w / I� . • - i— 2P f'--- I_' IC 4 0Z*, '4.. 6'4 111-- _.L 1.411 t--t'F 3'•11' ' 1%4• T4--I--!�'- o l --•.". re , o _ '{ 1 I o `� 1 i'v'—Y_ 1 •-4�- —� I / I 4 4 I • I G-t r'-J- 0'-4 1/2" O'•3 112 1 Y - • 1 r .— 1 L`J It _ L_ J I =- I � , - ^ (A4 ,f 1-A1-4- I I�GRaYVL5PArE ACCESS _I t,. 1 t• 7`,� W , n I I til j� Q SLOPE GARAGE FLOOR • 1 . T — tf.".�� r 1'= �� I � y) -.- Ac}�i ��� i i• I I — — — _ — 1 . 1• 6 MILL VhQUEEN- 61lI.- ✓15QUEEN- I `, --r i t^ I' • • ` • 1 1 —I_NIP— , 4f/ .1 � � _ I I ; I 'v fi11,,• • 1 • A4 • 4 (/�-4�,` • �,� [—I4 �,t2-- ,' , �__ — t • ^ 1 ✓ i -1_rI I - -. ---- - I • _ _.I Ili i sa xz�'x�n r T ` A4 , 4 1 — -- —— I A414 ` j L_ —J SL�YT TOF O° FOOTING is, • r y • rJ 1 .-, ' — ^ -� F.'TI<, _.L:�^ j . . a . ' , f' ° ' -. 1 i } ��_— L �..— —t — — — — — — r F _ —;- {—. % Yl 5. \.!k�`�, L I 7- = -i I 120 e0 ' • I I- --4- -i•.___ -.- ^µ1 JI- 7 } I - - - , i- - ,5•-0• ��Y.--- . --..�.. _ �.: -- 1 -• t'..\I• _1-�t. - t0'� -+1. .- _j-J' •�• 1'•�-� —' , 1V':•u 112' I I _.—11 • —._� —_—__ 14•�• :tL T ^1.--_ J•V—�..�— ' DECK BEAM sIM, To (2)LAG BOLTS THROUGH BEAM FLANGE (ONE EACH SIDE) AsE. W 12X 26 STEEL I BEAM POWDER COATED FINISH 0 9 FINAL HEIGHT MAY VARY DEFENDING ON GRADES To Co ,t- (4)HEADED ALL THREAD EMBEDDED IN CONCRETE FOOTING. (TWO EACH SIDE) 6° i v 4 CONCRETE FOOTING. SLANT TOP o o - AND TAPER EDGES TO MINIMIZE —1-a 7, ° PROJECTION ABOVE GRADE. e 7. DECK SUPPORT COW MN Shear wall top connection - D1 framing parallel. • Ttu 5S yfe�f �•`?Af1-6FL... : (1c.Tr 1 .•: v14-• • V` A. . 7v-c�sS, U rz t t Q `T 6.1. I • Ail-, • sitary4 .. 51L7 a E 11■d■Iltil ` 1 f c.l G E 1.1 2_6 CEtc.1kI61 OR. git-t2 SQAc.trA 011-tE2 • Shear wall top connection - r>�us � L D2 framing perpendicular. � �� a E f i i • ---' A.,-r 42.E o� girt vtZ Cod i � . c7 r �c >r4 • To is-r 'F f-, AG-s'. 1 1 c,� µ�1� z . 1 i l Ott.-tom _ ,r�'~ 1 • SD wc I S4,acs j 1 • T2uss i3c..U.c.K4-- Ali.. 1 : OTkt62 Fi,u, -r. I ,4 'pace- 1 1 f : . i /flit ' - , t ' 4 TLrt-1 az.. C �►r - st{E) .l1.IC1 AL. 142.E i -- i : 5TdP5, i H_�r- . g. AL-r , 1 I sAwci i,09 : ii qr..,, 4. . - r,,. I :4 icr6-ttN6! . S�LtiGE ; 7-Qj 4 -: ' 77------7"Coirf: 1.-K/61 1; a: j 1 IV `BALL }1E4c , 7'CL s . U q2 _ Oa. •.. A1 uZ- -�C Sbya 157o i { 5 i re.15 f.,a0 i/ I c ...9 5Cw`4: . C,A t-LoLti i I) , ( ) Lower roof connection to • D3 shear wall. LoWSQ-, Re:cc ,a "` II j 3 i r III . . . 4 - A it LE.DEtETZ Lol4 fee: 1 cA u,o r 4 1 ma's Ids': 41 1--T-- .q.• LIJJ VI f ... .2 too . • i. • , 1 i ) Stron Wall SB Stacked i 1 D5 g 1 Condition. ' J z , I- . 4). 1 ) .. Hex num and structu_al I , washers providedi s t 1 t 1 _ , with tv1S;<kit. �\ - `, S.�i. ' 1 `it'1__--'r 1 ; i I ;. NI'ta ra4:iire a iN :s f / I I i i . sr'r. tight fit. 1 / t I/ ti r / } i - [ N - .i 1 1 s. - 1 4 -- i S1r� `J • .1 ` 25H MMSK hoi`.1-'J'.'1f f ;i ! , installs t..ith'r . • - , . t I� ' �,it . . - ' tart .?.'.% min. • - 1- . - • ; ', ''t„}3 r' 1. ir?rl holes.. nails • • Ill_.1 - , J -1-. 1 (f;.il all hai4s�.. I• �. � di a`� i ' •.� r •f s I Align LSL :, r, S _ i. c - 1�,`q i /�-{`� 7 ` bearing block .. r, ' i r ; n !� ` �f P[�` ``'I 1/♦' i" q � "s'.. : with first-my ei /71 panel. 4 '`} nri / ti` 1L., A• 1j 1 4 i , Sea page 9 I fix 9 3 • ?' "` .;1 �; '�(14 ? ��.• �` -Ap-plate connection. ` ,i n 1rt\„ Two-Story Stacked ltili } f ,#! - r4, 7 Connection Details 4k' 1?'.° " - Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typical Shea Wall Callout Symbol This symbol indicates a de icated shear wall or panel, th type pei callout blow. Walls w thout this symbol re not dedicated shear walls - use code-standard construction. V Min length of shear p el, ft.- If" ", construct entir Wall per this callout, with m nimum individual panel lengths indicated on pla . If"NS", means Not a S ear Wall. Build per code m' imum. Sill Bot anchor Stud Top of plate to max Capa- unbrac• Stud Nail Edge Sill Block- Top of wall fram- I spc'g / city, Nails ed Stud mat'l / Field Top plate & ing at wall conn to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. specs) spac'g, in. min. nun. nail'g edges framing i framing in. concrete in. 6/6@24 Con't 10 24 2x4 Sawn 6/12 16 @ Con't sheathing 5/8" j- one, sheathing +blkg or bolt or 7/16" either 12 16 2x6 Sawn 6/12@16 48" lap or A34 H2.5 or 5/8" Titen 1PW 168/ OSB or side, 8d _ 2- 2x4 w/ 8- 2x NA or LTP4 SDWC- 16d @ 6 HD, w/ 3" 72/4 120 plywo- apply 16d at 36" 15600, wshr. Or od directly 16 12 2x6 Sawn 6/12@12 max. See @ 24" MASA or to studs D1 max. See MASAP 22 12 1.75x5.5 LVL 6/12@12 KEi52 490/ 2PW 350 (same) (same) , (same) (same) (same) (same) (same) 4/12@16 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 10 24 2x4 Sawn 5/8" j- bolt or 220/ 1/2" or Sd�for @ 48" lap 5/816d 6 f w/ 3" 72/4 4/4@24 5GW 220 5/8" gyp both 1/2"; 6d 14 16 2x4 Sawn 4/4@16 2- 2x4 w/ 8- 2x NA (same) (same) @HD, i for 5/8" 16d wshr. Or MASA or 16 16 2x6 Sawn MASAP 4 an- Structural Callouts©—Copyright ConstructionCalc,Inc(CCI) 0 PA Per Architect * Structural Item:This item and related connectors shall be per architect/designer. 7 SW Simpson Strong Wall SB-Upper Level Detail * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment and King Studs:Nail 1.75x7.25 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. D7 - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. - At midpoint of SWSB connect top of SWSB to bottom of header with HSLQ37. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection:Connect to 8SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. 8 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height, see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 1.75x5.5 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. a Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB-RT. 9 SW Simpson Strong Wall SB * Strong Wall: Use SWSB18. Width= 18".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. Okay to hang floor joist on SWSB. * Alignment at Window or Door:Nail 2x trimmer to SWSB for header support.Trimmer creates edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8"diameter,extended to footing bottom rebar and use * double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template, SWSB- RT. v 03 11 RD Roof Diaphragm * Shear Capacity: Good for Eh=230 plf-seismic;Eh=322 plf-wind.Max aspect ratio=3:1. * Framing: Trusses or rafters: 2x at 24"OC,max. * Framing Connection at Support: - Where connected to shear wall,connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam,use H2.5,or A34 with screws,or similar,typ. - At ledger,connect per ledger callout. * Sheathing:7/16"min.,OSB or CDX plywood. * Sheathing Layout:Case 1 per IBC 2306.2.(1) * Nailing:Use 8d at 6"edges, 12"field. * Blocking:Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm I©,Sheathing:With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor;either 3/4"species group 1,or 7/8"species group 4.May be OSB or plywood.Good for 130 psf,TL @ L/360 deft. I * Sheathing:With joists at 16"OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick.May be OSB or plywood.Good for 245 psf TL @ L/360 deft. * Sheathing Layout:Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing:Glue,and connect with l Od ring shank nails or#9 screws,at 6"edges, 12"field. * Blocking:not required except at supports(beams)and connections to shear walls below. 14 SW Simpson Strong Wall SB-Upper Level Detail I * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on- D5 SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of - wall. Top Connection:Header beam to extend over entire Strong Wall. _ - Connect outside of SWSB with portal straps SWSB-PS. _ - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection:Connect to 15SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. Goo 15 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection: Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB-RT. 17 HD Alt 1-Holdown-Embedded Strap Type. * Min.Capacity: Good for 2185 lb uplift. * Holdown:Use LSTHD8 for no rim joist condition. - For rim joist condition use LSTHD8RJ. * Nails:Use 16, 16d to full-height stud as follows. * Stud:Use larger of:king stud as spec'd elsewhere;or choice of 2-2x,3x,or 4x. Alt 2-Holdown-Bolt Type Holdown:Use HDU2. * Lags:Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set,use 5/8"diameter SSTB 16,or 5/8"all-thread with nut and 3"washer on embedded end. * Min embedment= 12".If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at bottom of footing. - If rotohammer,use 5/8"Titen HD or all thread&epoxy,with 6"min concrete embedment, centered in stem wall. 18 SW Simpson Strong Wall SB-Upper Level Detail Strong Wall: Use SWSB12. Width= 12".Height,see below. * Height:Bottom plate to bottom of header beam. Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment:Trimmers or king studs optional. SWSB may form edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection: Connect to 19SW below with MSK12 kit. D5 - Slot top plate of wall below as necessary to insert MSK12 holdowns. cos 19 SW Simpson Strong Wall SB-Lower Level ©.Strong Wall: Use SWSB12. Width= 12".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment:Align this SWSB directy below SWSB above.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8" diameter,extended to footing bottom rebar and use * double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB- RT. 20 H Header * Header:use min:2x6,tall dimension vertical in"L"configuration.Or use min.,2-2x6,or 4x6. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4"OC. * Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. * King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 21 H Header MallHeader:use min:2x10,tall dimension vertical in"L"configuration.Or use min.,2-2x8,or 4x8. I . For"L" configuration,connect vertical header member to flat 2x with 16d @ 4"OC. IIITrimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) * King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 22 H Header * Header:use min:2-2x8;or 4x8. * Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: III - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. H Header I *a■Header:use min:2-2x10;or 4x10. Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 25 H Header at Strong Wall SB * Header:Use min.,6.75x10.5 glulam or PSL. * Length: This header to span from exterior wall to exterior wall,approximately 21'. * Bearing: Bear on 7SW-see that callout for connection. G06 26 H Header at Strong Wall SB * Header:Use min.,5x12 glulam or PSL. * Length:This header to span between 8SW's. * Bearing:Bear on 8SW with min.,HUCQ 5.25x11. 27 H Header * Header:Use min.,6x10. * Length:This header to span from exterior wall to exterior wall,approximately 9'. * Bearing:Bear at corners on min., 1 trimmer;or HUC hanger to king stud(s). 28 H Header at Strong Wall SB * Header:Use min.,5x10.5 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 13'. * Bearing:Bear on 14SW-see that callout for connection. - At other end bear two,2x king studs. Connect king studs to header with 2,L50. 29 H Header at Strong Wall SB * Header:Use min.,3x10.5 or 5x9 glulam or PSL. * _Length:This header to span between 15SW and trimmer/king stud,approximately 8.5'. * Bearing:Bear on 15SW with min.,HUCQ - At other end bear on 1,2x trimmer+2 king studs. 30 B Beam Beam:Use min.,4x6. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 31 H Header at Strong Wall SB * Header:Use min.,5x12 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 16'. * Bearing:Bear on 18SW-see that callout for connection. 32 H Header * Header:use min:2-2x8;or 4x8. Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or HUCQ. King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 33 B Beam * Beam:Use min.,3x12 or 5x9 glulam or PSL. * Connection to Post:Use PC,AC,CCQ,HUC,cleats,or similar. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 34 B Beam-Hang on Other Beam's End. * Beam:Use glulam or PSL or LVL,min. 5x10.5. * Connection to Beam:Use HUCQ;or WPU,HWU or GLT w/top flange offset. o7 35 B Beam-Cantilever with Backspan in Framed Wall. * Beam:Use glulam or PSL or LVL,min. 5.125x21. * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. * Sheathing: Shear wall sheathing to be nailed to beam with edge nailing. 36 B Beam-Cantilever with Backspan in Framed Wall. * Beam:Use glulam or PSL or LVL,min.5.125x21. • * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. 37 B Beam-Hang on Other Beam * Beam:Use glulam or PSL or LVL,min. 5x15 or 6.75x13.5. * Connection to Beam:Use HHGU. 38 B Beam • Beam:Use min.,5x10.5 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 39 B Beam * Beam:Use min.,4x8 DF or 1.75x11.8 LVL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min., 1 stud under beam ends. 40 B Beam * Beam:Use min.,5x9 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 41 H Header * Header:use min: 5x12 glulam or PSL. * Trimmer: (a.k.a.,Jack Stud)use min.,2-2x,each end. * King stud:full height bottom plate to top plate,3-2x each end. 42 J Joist Below Fireplace. * Joist:Use min., 1.75 x 11.8 LVL at 16"OC. 43 B Beam * Beam:Use min.,6.75x15 or 5x18 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,4 studs under beam ends. 44 B Beam * Beam:Use min.,2.6 x 11.8 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. Cot 65 L Ledger-Roof Diaphragm Detail * Ledger-Roof Framing Perpendicular:Use 2x or LVL ledger,min height to match rafters. Apply ledger over wall sheathing. * Ledger-Roof Framing Parallel: Ledger may be top chord of truss or last rafter or similar.Ledger to be placed against wall sheathing. * Ledger Connection: If connecting to rim or header,use SDS,or LedgerLOK at max 9"OC. - If connecting to studs,use 2,SDS or LedgerLOK per stud. D3 _ - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. Min end distance of connector to end of ledger or splice= 1".Min edge distance to top or bottom of ledger= - 1.8" * Roof Diaphragm:Connect roof diaphragm to ledger with 8d ring shank or screws at 3"OC. 66 L Ledger-Deck Joists to Rim. * Ledger:Use min.,2x,PT ledger,at least as tall as joists. * Ledger Connection: Connect to rim with SDS or LedgerLOK at max.,9"OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim, 1.5"min. Joist Connection:Connect joist to ledger with U or LU hanger. 71 P Post * Post:Use min.,2 studs or 4x4 under point load above. 71 P Post * Post: Use min., 3 studs or 4x6 under point load above. 75 P Post-Mullion * Post:Use min.,3, 1.75x 7.25 LVLs,or 5.25x7.25 glulam or PSL column. - This post is continuous from bottom plate to upper window header,25H. * Top Connection:Connect to 25H with 2,L70. * Bottom Connection:Connect to bottom plate with 2,L70. 76 P Post-Mullion * Post:Use min.,2, 1.75x 5.5 LVLs,or 3x5.5 glulam or PSL column. - This post is continuous from bottom plate to upper window header,27H. - Stair landing must connect to this post to provide lateral(out of plane)support. * Top Connection:Connect to 27H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 77 P Post-Mullion * Post:Use min.,3,2x6 or 2, 1.75x5.5 LVL. - This post is continuous from bottom plate to upper window header,28H. * Top Connection:Connect to 28H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 5 Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall w/cultured stone dead: 25 O Roof+ceiling dead: 15 psf psf. O Roof snow: 25 psf 0 Interior wall dead: 7 psf O Floor live: 40 psf 0 Seismic Factors: Ss= 1.097, S1=0.436 O Floor dead,carpet,tile,wood: 15 psf 0 Seismic Des Category: "D" O Floor dead, 1.5"gyperete: 27 psf. 0 Wind Exposure `D', 3-sec gust: 120 mph. O Deck live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck dead: 10 psf. 1,500 psf. O Exterior wall dead: 10 psf SINGLE PROJECT: The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- C supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability,active and passive lateral pressures,internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill,it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock,clean the rock free of dirt,moss,debris,or other deleterious substances.Place concrete directly on cleaned rock.Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be'/2"diameter,perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6"of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. 0 For pad footings, use two dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content= 5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. Shotcrete. Concrete for shotcrete shall attain a 28 day strength of f c=3,500 psi. Use materials,apportions, mix methods, application methods, and finishing per ACI 506R, latest edition. All shotcrete application by certified appliers only,using industry-standard equipment. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars (rebar)shall be grade 60(Fy=60 ksi)or better,unless otherwise specified in the Plans.All reinforcing shall be spliced,detailed,bent,and supported in accordance with applicable ACI code. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover.Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer,radar, or similar). i✓ Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers maybe slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads.Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: Material. All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. General Construction:Predrill all nail holes where required to avoid splitting.Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. Beams and Posts.All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns.Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column,connect all plies with glue and 2, 16d at 4"spacing. Glue.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header.Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified in Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts.Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6' wide to 9' wide—use min.,two king studs each end of header. * Opening 9' wide to 16'wide,use min.,three king studs each end of header. F Discontinuous Top Plate.Where wall top plates are cut, omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12"length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16" OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16"larger than the bolt diameter.Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations.In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2"lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofmg members shall be designed by a certified professional engineer.The prefabricated structural roofmg designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing,etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Where called for,use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. STRUCTURAL STEEL: General.All fabrication and erection of Structural Steel shall comply with the requirements of AISC (Ninth Edition). Shop Drawings.CCI recommends that the Contractor or builder submit shop drawings to CCI for review and approval prior to fabrication and erection of the structural steel portions of the project. Such review and approval of shop drawings is beyond CCI's current scope of work. Structural Shape Materials.All structural shapes shall comply with the following standards except where noted otherwise. O Wide flanges: ASTM A992, (Fy=50 ksi.) O Angles,channels,and plates: ASTM A36(Fy=36 ksi)or better. Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion.All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations.Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast, 2—3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer.The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build coating system.Unless otherwise specified by the owner,the final color shall be `primer grey'.Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise specified by the owner,the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. cl 1500 E.College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com LA -(LA u A ww'S . y€E_ -..G-c - G_ I s j-2147 '43, "f es 1 41 Ali , D `-- 33 ( it- 2- ' wJ .l! A- Z • F7-1' f.2S--.°..... II Q/._ 12a - 2 t1 ! .34-5 II II �` 3 C z o II ii [ ,, Ir i Hv� rZ — _ 1, III s.z mot; �17, Z� tz\ 1_ : --- VI III 1 III III Z.i 21- 1 �I ^ Z 0 c 1 OI I� II _ L. -. ZC (ht II 2D L. 1 j. v � � � E � � . �, � � ol �� 0 .Cti . 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Design L «a ds - IBC 205 ASC 740 Se snail( Calculi MOO ns - Per ASCE 7-100 Project Hendricks Job No t17050 Date 7/7/17 Location 3716 Leeward Lane, Anacortes, WA USGS 0.2 Second Response SS = 1.097 % of gravity USGS 1.0 Second Response Si = 0.436 % of gravity No. of stories above ground ley. Two Stories 1 V Site Class Siff Soil Profile, D (Typ.) V Risk Factor Comm'I, Industrial, Residential- Med Hazard, II V Equiv Lateral Force Method Seis importance, IE = 1 .00 Structural System Bearing wall - wood or light steel shear wall v .2 sec response, Ss = 1.097 Ss use for Cs = 1.097 Is structure regular and 5 stories or less? [Yes ® Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.436 Site coef, Fa = 1.061 Redundancy factor, p= 1 Site coef, F„ = 1.564 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 32 ft 0 - Str factor, .Do= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.164 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.682 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, SOS = 0.776 0 - Str factor, no 3.00 Design spectral parameter, SDI = 0.455 Seismic Base Shear, V 0.119 * IA! + Building period coef, °Ts = 0.020 Horizontal Seismic Load Effect, Eh 0.119 * W Approx fundamental period, Ta = 0.269 Vertical Seismic Load Effect, Ev 0.155 * W Upper limit period coef, CO = 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.377 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax = 0.260 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, Cs = 0.119 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.491 D + .7Eh Max diaphragm force, Fpx max = 0.31D Wind Loads Per ASC[ 7 10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Hendricks Job No t17050 Date 7/7/17 Building Wind Exposure Exp D- Up to 600' of B or C + flat, unobstructed or water. Enclosure Classification Enclosed Building (Typical) ki V 3-Sec Gust, Basic 120 mph ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos. Stress increases allowed for wood only. Load Comb Factor 0.6 Roof Pitch 1 2.00 /12 Slope 1 0 = 9.5 deg Roof Pitch 2 1.00 /12 Slope 2 0 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 Hill Shape Topographic Factor Not Applicable ® L/B 0.38 Building Width Perp. To Ridge B = 105 ft h/L 0.75 Building Length Parallel To Ridge L = 40 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) h;n = 30.0 ft 3-Second Gust Power Law Exponent a = 11 .5 Eave Height (ft) heave = 29.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1.162 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = IBC Load Factor for ASD Wind - 1605.3.2 CO = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1 .000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 36.42 psf Wundw ird Wall Pressures Internal Pressure Elev K Intermed. Windward Internal Pressure Value q, Wall 0-15 feet 1.030 19.37 psf 13.17 psf +/- 6.56 psf 15-20 feet 1.083 20.36 psf 13.85 psf 20-25 feet 1.126 21.17 psf 14.39 psf Longitudinal (Parallel To Ridge) 25-30 feet 1.162 21.85 psf 14.86 psf 30-40 feet 1 .222 22.97 psf 15.62 psf Leeward Wall Side Walls 40-50 feet 1.270 23.88 psf 16.24 psf -9.29 psf -13.00 psf 50-60 feet 1.311 24.65 psf 16.76 psf (Outward) (Outward) 60-70 feet 1.347 25.32 psf 17.22 psf Roof Pressures - 70-80 feet 1.378 25.91 psf 17.62 psf Based On Posn. Pressure Down Ridge 0 to h/2 -20.43 psf Transversf7, (Perp. To Ridge) h/2 to h -14.86 psf h to 2h -11.14 psf Leeward Wall Side Walls > 2h -9.29 psf -4.99 psf -13.00 psf (Outward) (Outward) Horiz prof 15.62 psf Slope 1 - 20.6 psf 2.00 / 12 8:4r -13.70 psf -6.73 psf -4.06 psf 14.86 psf 19.8 psf 1. / 41 14.39 psf I +/- 6.56 psf 19.4 psf ego' +l- 6.56 p`sf 13.85 psf j +/- 6.56 psf - /Os. illiEm",-4.99 psf 18.8 psf - •.56 psf 1 i 13.17 psf 4I11118.2 psf showillpik 0' // f1 r //k:\71 e 1 Q5.00 ft /`� l��Y1/ .7// // I S i Roof 1 slope: 2:12 0.17 rads 9.46 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 3.4 psf Press, slope 2, roof, horiz proj: 2.3 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 ConstructionCalc, Inc cs Lateral Load Calculator Job No.: t17050 Job Name: Hendricks By: tkg Architect/Designer: Sykora Date: 7/7/2017 Building: house and gar SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e•hse mid n- hse dn e- w s w s gar e-w gar n-s w Dim 1 41.00 37.00 1320.00 N Dim 2 40.00 17.00 1.00 Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 N Trib Area 1662.6 0.0 637.7 0.0 1338.2 0.0 0.0 0.0 o Dead weight,psf.J 15.0 T 15.0 I 15.0 r 15.0 I 15.0 f 15.0 1 15.0 I 15.0 l Seismic factor.; 0.119 , 0.119 , 0.119 , 0.119 ; 0.119 , 0.119 , 0.119 , 0.119 Calc'd seis load 2967.8 0.0 1138.3 0.0 2388.7 0.0 0.0 0.0 Dim 1 154.00 200.00 152.00 70.00 Dim 2 5.00 10.00 8.00 9.00 To- factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 770.0 0.0 2000.0 0.0 1216.0 0.0 630.0 0.0 w Dead weight,psf.} 10.0 10.0 I 10.0 I 10.0 10.0 F 10.0 10.0 I 10.0 1 Seismic factor.! 0.119 1 0.119 I 0.119 I 0.119 I 0.119 I 0.119 y 0.119 I 0.119 ; Calc'd seis load 916.3 0.0 2380.0 0.0 1447.0 0.0 749.7 0.0 Dim 1 782.00 2200.00 Dim 2 1.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 0.0 0.0 782.0 0.0 0.0 0.0 2200.0 0.0 Dead weight,psf.; 27.0 I 27.0 ; 27.0 I 27.0 1 27.0 I 27.0 i 27.0 I 27.0 1 Seismic factor.[ 0.119 1 0.119 1 0.119 L 0.119 J 0.119 1 0.119 j 0.119 I 0.119 a Calc'd seis load 0.0 0.0 2512.6 0.0 0.0 0.0 7068.6 0.0 Other GLs 3884.1 6030.8 3835.7 6030.8 Seismic Applied V 3884.1 3884.1 6030.8 6030.8 3835.7 3835.7 13849.1 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Dim 1 N • Dim 2 i\i Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 , Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 42.00 38.00 50.00 En Dim 2 7.00 9.00 10.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 294.0 342.0 0.0 500.0 0.0 0.0 0.0 0.0 w Wind psf load 19.8 i 19.8 ' 19.8 ' 19.8 ' 19.8 ' 19.8 ] 19.8 ' 19.8 I � � i L j i � i Calc'd wind load 5821.2 6771.6 0.0 9900.0 0.0 0.0 0.0 0.0 Dim 1 52.00 50.00 28.00 44.00 En Dim 2 10.00 9.00 8.00 12.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 0.0 520.0 0.0 450.0 224.0 528.0 0.0 w Wind psf load; 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , Calc'd wind load 0.0 0.0 9464.0 0.0 8190.0 4076.8 9609.6 0.0 Other GLs 5821.2 6771.6 15285.2 Wind Applied V 5821.2 6771.6 15285.2 16671.6 8190.0 4076.8 24894.8 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Controlling V 5,821 lb 6,772 lb 15,285 lb 16,672 lb 8,190 lb 4,077 lb 24,895 lb 0 lb Controlling Force Type wind wind wind wind wind wind wind - Cc ConstructionCa c, Inc Description: hse up e-w Distribution of Lateral Loads Total V, unfactored 5,821 lb Wind or Seis control? (w or e) wind Building: house and gar Total V, factored 3,493 lb Grids 31,32,33 33.5 34 Percentage V 34% 33% 33% 0% Leftover V/grid 1,188 lb 1,153 lb 1,153 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,493 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 10.0 If 4.0 If 5.5 If 19.5 If 61 plf 1PW 5GW €3.5 12.0 If 12.0 If 96 plf I PW 5GW (SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse up n-s Total V, unfactored 6,772 lb Wind or Seis control? (w or e) wind Total V, factored 4,063 lb Grids 3a 3a.5,3b 3c Percentage V 50% 25% 25% 0% Leftover V/grid 2,031 lb 1,016 lb 1,016 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,063 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 36.0 If 36.0 If 56 plf 1 PW 5GW 5.3 If 9.4 If 14.7 If 69 plf 1 PW 5GW 2.0 If 3.6 If 2.1 If 6.1 If 2.3 If 16.1 If 63 plf 1 PW 5GW Description: hse mid a-w Total V, unfactored '15,285 lb Wind or Seis control? (w or e) wind SWSB at 24/2A good for 1340, reduce V/grid by that amount Total V, factored 9,171 lb SWSBs at 25, see calcs, C2 Grids 23, 24 25 Percentage V 50% 50% 0% Leftover V/grid 3,246 lb 4,586 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,831 lb SumcheckNG Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3.0 If 4.0 If 5.5 If 12.5 If 260 plf 2PW 6GW (all SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse mid n-s Total V, unfactored 16,672 lb Wind or Seis control? (w or e) wind Total V, factored 10,003 lb Grids 2a-2c 2d-2g Percentage V 50% 50% 0% Leftover V/grid 5,001 lb 5,001 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 10,003 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 17.3 If 8.0 If 11.4 If 5.4 If 42.1 If 119 plf 1 PW 6GW 26-24:5 9.4 If 33.0 If 42.4 If 118 plf 1 PW 6GW Description: gar a-w Total V, unfactored 8,'i 90 lb Wind or Seis control? (w or e) wind Total V, factored 4,914 lb Grids 21 22 Percentage V 50% 50% 0% Leftover V/grid 2,457 lb 2,457 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,914 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 2 4.0 If 4.3 If 4.0 If 12.3 If 200 plf 2PW 6GW AB: 3.0 If 19.4 If 22.4 If 110 plf 1 PW 5GW Description: gar n-s Total V, unfactored 4,077 lb Wind or Seis control? (w or e) wind Total V, factored 2,446 lb Grids 2h 2j Percentage V 50% 50% 0% Leftover V/grid 1,223 lb 1,223 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,446 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use SWSB, see C2 0.0 If #DIV/0! #DIV/0! #DIV/O! 25.0 If 25.0 If 49 plf 1 PW 5GW G7 "�` " ProBeam Tim Garrison P.E. CO$ JS RUCTIONCAL.0 f We tin •owrr The 'Width• Indust, v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 20h case 1 Other Info. 7/18/17 4 0.5 1 1.5 2 2.5 4 3 5 Type? Simple span,fully blared • i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft 3.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum • Normal L1360 Rt t/240 V 360 = 0.10 in Total, L/ 240 = 0.15 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.00 ft Add Self Weight? Yes Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? :No . w Increase Roof DL for pitch? Y?s wi Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 Ib/ft - ' Loads Point loads are 1/10 scale 1000 500 - 0 0.5 1 1.5 2 2.5 4 3 5 -500 4x And Smaller(Lumber} Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x8 V Load Duration Live: 1,00 yr j % Overdesign 2 x 10 (4) 2 x 4 Moisture Medium Dry •18% 'j Douglas Fir Larch IF j Repetitive Use? No • Pos Bending 18.5% (2)2 x 5 3 x 6 Press Treated? No,Nat f•t W} i No-2 Ir Flat Use? •No W Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. sao deg F toss •i Fb Pas 1,079 psi Fv 180 psi Shear -1.9% Fb Neg 1,055 psi Fcp 625 psi Span(s) Defl'n 607.4% Allow Pos Mom 1,182 ft-lb 147.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,155 ft-lb E 1,600 ksi Calc'd member FAILS by: -1.9% Allow Shear 1,305 lb El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2,78 plf Condit Of Us*: Load Duration:1.0-Live For 2 x 8 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 6.75 x 15 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf Misc manufacturers W I Load Duration % Overdesign 2.5 x 6 5 x 6 8.75 x 9 Moisture Medium Dry • 18% W I 6.75 x 1S .7.1 A Live: 1.00 w Pos Bending 4974.1% 3 x 6 5.125 x 6 Press Treated? No,Not RT. s I 2&F-vY,DFIDF _ _ V I Neg Bending NA ...... ..... ... .. 3.125 x 6 6.75 x 7.5 Temp Cond. 100 deg F tit less f_l Fb Pos 2,400 psi Fv 265 psi Shear 1244.8% Fb Neg 1,845 psi Fcp 650 psi Span(s) Defl'n 31615.9% Allow Pos Mom 50,621 ft-lb 11898.44 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -38,918 ft-lb E 1,800 ksi Calc'd member OK by: 1244.8% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,330 lb 1,330 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 550 lb 550 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.150 in 0.150 in 0.150 in Max Dn Defl - -0.021 in - - - Allowed 0.150 in 0.150 in 0.150 in ProBeam_v7_0_WC �.©�t' S`7 RUCTlONrowmtCALC ProBeamv6.o Tim Garrison, P.E. mumwi Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 7/18/17 2 4 6 8 4 12 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:t,/360&U2-00 • 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self Weight? Yes-Self weight will be added to applied DI. V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 'P Increase Roof DL for pitch? Yes..., v Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 7.50 ft - 113.4 Ib/ft 187.5 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 113.4 lb/ft 187.5 lb/ft Loads Point loads are 1/10 scale 400 - 300 • 200 - 100 - -1004\ 2 4 6 8 4 1,2 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 plf (2)2 x 10 • Load Duration snow:1.IS s % Overdesign - (4)2 x 8 Moisture ;Medium Dry-18% vli► Douglas Fir-Larch wr. Repetitive Use? No •i Pos Bending 5.4% (2)2 x 10 3 x 12 Press Treated? i NoI. ,Not P.T.• • No.2 • Flat Use? Na ♦ Neg Bending NA (3)2 x 8 4 x 10 Temp Cond. 100 deg F&less' • Fb Pos 1,138 psi Fv 207 psi Shear 148.7% Fb Neg 1,108 psi Fcp 625 psi Span(s)Defl'n 484.0% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -3,949 ft-lb E 1,600 ksi Calc'd member OK by: 5.4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Redid Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,540 lb 1,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 602 lb 602 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.086 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7_0_WC G, /� .•pt Tim Garrison, P.E. Cc s 'RUCTIONCALC ProBeam �� v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h case � Other Info. 7/18/17 1 2 3 4 5 ; Type? Simple span,fully braced • I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normat:E/360&UZ40 • E 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft r Add Self Weight? [yes-Self weight will be added to applied DL • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No '0Increase Roof DL for pitch? YeS _..''i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 - 200 - -200 /�0 1 2 3 4 5 >� 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4 x 8 • Load Duration Snow:1.15 • % Overdesign 2 x 14 (4)2 x 6 Moisture 1 Medium Dry- 18% • ` Douglas Fir-Larch •j Repetitive Use? No • Pos Bending 17.6% (2)2 x 10 3 x 10 Press Treated? No,Not p,T. • No.2 Ir` Flat Use? No • Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. i 100 deg F&less • Fb Pos 1,345 psi Fv 207 psi Shear 79.6% Fb Neg 1,334 psi Fcp 625 psi Span(s) Defl'n 632.4% Allow Pos Mom 3,437 ft-lb 1111.15 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,408 ft-lb E 1,600 ksi Calc'd member OK by: 17.6% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf For 4 x 8 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,949 lb 1,949 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 749 lb 749 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.041 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC Tim Garrison, P.E. CAIS I RUCT11ON ALC PD..Beavin we emp.o�+ras'._T e-?Su.11:O•-An' r}2,j vt.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixit y,if any,not shown) Member I.D. 23h cb Other Info. 7/18/17 1 2 3 4 5 A Type? Simple span.fully braced 179 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !No._ !_. Increase Roof DL for pitch? Yes.....___'!!'_1 Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 8.00 ft 320.0 lb/ft 224.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 320.0 lb/ft 224.0 lb/ft - Loads Point loads are 1/10 scale 600 400 - 200 - O 1 2 3 ' 4 5 A 71 -200 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf i 4 x 10 ®► Load Duration Live:1.00 �'': % Overdesign 2 x 14 (4) 2 x 6 Moisture Medium Dry• 18% v Douglas Fir larch r►J Repetitive Use? No ♦ Pos Bending 80.7% (2) 2 x 10 3 x 10 Press Treated? No,Not PS. ♦ No.2 r Flat Use? No V i Neg Bending NA ..................... (3) 2 x 8 4 x 8 Temp Cond. 100 deg F&less t Fb Pos 1,080 psi Fv 180 psi Shear 134.5% Fb Neg 1,070 psi Fcp 625 psi Span(s) Defl'n 588.0% Allow Pos Mom 4,491 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,452 ft-lb E 1,600 Icsi Calc'd member OK by: 80.7% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live For4x10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,657 lb 1,657 lb - - 0 ft-lb • 0 ft-lb 0 ft-lb 0 ft-lb Min Total 697 lb 697 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.044 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC !f ]t Tim Garrison, P.E. C N- S t'2UCTION ALC l?rroGe�am I t W.* Eett•dVtwr limit blltilet•c:3ifttiisR0,- v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. hdr below tall mulls '2.44 /� Other Info. 7/6/17 2 4 6 8 10 12 14 4 18 Type? Simple span,fully braced v 1 Left Cantilever Wm Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V' 360 = 0.53 in k Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft Add Self Weight? l Yes-Self weight will be added to applied DL IP i Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased /5% Loads From Continuous Member? -Yes •; Increase Roof DL for pitch? YeS Roof Pitch 1 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 27 psf 6.00 ft 276.0 lb/ft 186.3 lb/ft Tot Unif Load 276.0 lb/ft 186.3 lb/ft - Point Loads Measured from left end of member. Member Total Length= 16 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 5.00 ft Point Load 2 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 10.20 ft Loads Point loads are 1/10 scale 600 - 400 - 200 - ir 2 4 6 8 10 12 14 18 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Giulam 5 x 12, 15.3 plf Misc manufacturers ® Load Duration % Overdesign , 2.5 x 16.5 5 x 12 8.75 x 10.5 Moisture Medium Dry- 18% • 5 x 12 ♦ Snow:1.15 • Pos Bending 6.8% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. V '24F-V4.DF/OF • . Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 10o deg F&less w Fb Pos 2,760 psi Fv 305 psi Shear 112.0% Fb Neg 2,060 psi Fcp 650 psi Span(s) Defl'n 6.9% Allow Pos Mom 27,596 ft-lb 1720.00 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -20,596 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.77 in 1.70 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,750 lb 5,513 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,716 lb 2,611 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.748 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC C. 1t ProBeam Tim Garrison, P.E. CC S 'RUCTl4©NCALC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 29h Other Info. 7/18/17 4 1 2 3 4 5 6 7 8 A Type? Simple span.fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft 8.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal 1/360 8/1/240 • f 360 = 0.28 in Total, L/ 240 = 0.43 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i No `'.: Increase Roof DL for pitch? .Yes...___..`'.; Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 18.00 ft - 272.1 lb/ft 450.0 lb/ft Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 280.0 Ib/ft 588.1 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale 1500 l 1000 - 500 - 0 1 2 3 4 5 6 7 8 U 9 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers v i Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 I Moisture Medium Dry-18% •I 15 x 10.5 •: Snow:1.15 •E Pos Bending 103.6% 3 x 10.5 5.125 x 7.5 Press Treated? I No,Not PT. • l 24F-v4,DF/DF • Neg Bending NA ( 3.125 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less IFFb Pos 2,760 psi Fv 305 psi Shear 118.4% Fb Neg 2,103 psi Fcp 650 psi Span(s)Defl'n 256.4% Allow Pos Mom 21,129 ft-lb 1482.34 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -16,101 ft-lb E 1,800 ksi Calc'd member OK by: 103.6% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15•Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,883 lb 4,883 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,556 lb 2,556 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.119 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7_0_W C Tim Garrison, P.E. CCIINS.1RUCp IOINCALC ProBeam We Empower Th v6.0 Important: Notches and connectors not dosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b Other Info. 7/18/17 ' 4 0.5 1 1.5 2 2.5 3 4 Type? Simple span,fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal:L/360&L/240 V , 360 = 0.12 in Total, U 240 = 0.18 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.50 ft Add Self Weight? {Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ... .." Increase Roof DL for pitch? .YeS i Roof Pitch I '0' 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 21.00 ft - 317.5 lb/ft 525.0 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 317.5 lb/ft 525.0 lb/ft Loads Point loads are 1/10 scale 1000 - 500 - 0 0 0.5 1 1.5 2 2.5 3 A 4 -500 _4x And Smaller(Lumber) Calc'd Member Results For 4 x 6 Solutions Using Self Weight of Sawn 4 x 6,4.9 plf 4 x 6 ♦ Load Duration snow 1.15 '4, %Overdesign 2 x 8 (4)2 x 4 Moisture I Medium Dry- 16% V Douglas Fir-Larch I.i Repetitive Use? No V Pos Bending 52.5% (2)2 x 6 3 x 6 Press Treated? ;No,Not P.1. +►► No.2 wv Flat Use? No Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 1100 deg F&less q Fb Pos 1,345 psi Fv 207 psi Shear 79.1 Fb Neg 1,341 psi Fcp 625 psi Span(s) Defl'n 1148.3% Allow Pos Mom 1,978 ft-lb 148.53 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -1,971 ft-lb E 1,600 ksi Calc'd member OK by: 52.5% Allow Shear 2,657 lb El 77,642 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.92 plf For 4 x 6 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 ' Support 2 Support 3 Support 4 Max Total 1,483 lb 1,483 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 564 lb 564 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.175 in 0.175 in 0.175 in Max Dn Defl - -0.014 in - - - Allowed 0.175 in 0.175 in 0.175 in ProBeam_v7_0_WC GI ""`Tim Garrison, P.E. Cdf JS eRUC�TIOIN C As C ProBeam We v6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31h Other Info. 7/18/17 4 2 4 6 8 10 12 4 16 Type? Simple span,fully braced '► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 V 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft I Add Self Weight? i Yes.Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? .Yes---.. '0'i Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 4 40 psf 10 psf 0.00 ft - - Tot Unif Load 280.0 lb/ft 196.0 lb/ft - Loads Point loads are 1/10 scale 600 400 - 200 - 0 4 2 4 6 8 10 12 lih 16 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Mist manufacturers ♦ Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry- 18% ♦i ES x 12 • Live:1.00 .v Pos Bending 99.3% 3 x 15 5.125 x 12 Press Treated? j No,Not PT. IF i 24F-V4,OF/DF • Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. ;100 deg F&less ♦ Fb Pos 2,400 psi Fv 265 psi Shear 208.2% Fb Neg 1,810 psi Fcp 650 psi Span(s)Defl'n 6.8% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -18,102 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,439 lb 3,439 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,479 lb 1,479 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl - -0.328 in - - - Allowed 0.350 in 0.350 in 0.350 in ProBeam_v7_0_WC c.t 5 CAS-) ProBeam Tim Garrison, P.E. We Empower The su5tdln• in.dustr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. typ up fir joist Other Info. 7/18/17 4 2 4 6 8 10 A 12 Type? Simple span,fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.00 ft 11.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 r 600 = 0.22 in Total, L/ 480 = 0.28 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 ft Add Self Weight? ;No Self weight is included In applied DL V' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i.NO.___.-.:I Increase Roof DL for pitch? Ye,S......-_'"'.; Roof Pitch 1 2.0 :12 ' Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 -50 I-Joist Calc'd Brand BCI-Boise Cascade •• Results For 11-7/8" BCI 6000 1.8 Calc'd Member ' 1 t_7/8'BCl 60001.8 V %Overdesign Acceptable Solutions Load Duration Live:1.00 ♦ Pos Bending 203.7% 9-1/2" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: 'Min 1.7S",w/o web stiffner V . Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) v Shear 244.5% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 152.7% 11-7/8" BCI 60 2.0 Allow Neg Mom. 62 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 141.7% Allow Mid Rxn 2,500 lb Calc'd member OK by: 141.7% Self Wt 2.50 plf Controlling criteria is: Bearing Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 486 lb 486 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 200 lb 200 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.275 in 0.275 in 0.275 in Max Dn Defl - -0.034 in - - - Allowed 0.275 in 0.275 in 0.275 in ProBeam_v7_0_WC C.r � Tim Garrison, P.E. CC NS" r' UCTIONCALC''' ProBeam We Empower The Belldin• tndustr v6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 33b Other Info. 7/18/17 m 4 2 4 6 8 10 12 14 Type? Simple span.fully braced ♦i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.50 ft 12.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 gip 360 = 0.42 in Total, L/ 240 = 0.63 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I NO_-__.'' Increase Roof DL for pitch? Y .•.,--,-_ .f Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Tot Unif Load - 243.3 lb/ft .400.0 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - 0 -200 4 2 4 6 8 10 12 A 14 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers rr Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry• 18% 411.1 5 x 10.5 ♦ Snow:1.15 ♦1 Pos Bending 64.7% 3 x 12 5.125 x 9 Press Treated? No,Not P.T. V l 24Fr1/4 OF/OF v Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. 10o deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 159.9% Fb Neg 2,088 psi Fcp 650 psi Span(s)Defl'n 284.8% . Allow Pos Mom 21,129 ft-lb 1482.34 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -15,985 ft-lb E 1,800 ksi Calc'd member OK by: 64.7% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,105 lb 4,105 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,605 lb 1,605 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.625 in 0.625 in 0.625 in Max Dn Defl - -0.162 in - - - Allowed 0.625 in 0.625 in 0,625 in ProBeam_v7_0_WC 17 "' ProBeam Tim Garrison, P.E. C IS-RUCTIONCALC We Empower The BullAin• industr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. low roof joist Other Info. 7/18/17 2 4 6 8 10 12 14 18 Type? Simple span.fully braced r J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/2410 r 1 360 = 0.53 in Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.0 :12 Mem True Len: 16.22 ft r Add Self Weight? No. Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? " No ' 'r'Increase Roof DL for pitch? Yes i Roof Pitch 1 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof I 20 psf 15 psf 25 psf 2.00 ft - 30.4 lb/ft 50.0 lb/ft Tot Unif Load - 30.4 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 - 0 Q 2 4 6 8 10 12 14 4 18 -50 I-Joist Calc'd Brand .BCt-Boise Cascade r• Results For 11-7/8" BCI 6000 1.8 Calc'd Member 11-7/8-BCI 60001.8 'w %Overdesign Acceptable Solutions Load Duration snow:1.t5 r Pos Bending 81.4% 9-1/2"BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75-,w/o web stiffner t' Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) r i Shear 199.4% 9-1/2"BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 422.5% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 82.6% Allow Mid Rxn 2,500 lb Calc'd member OK by: 81.4% Self Wt 2.53 plf Controlling criteria is: Pos Bending Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 643 lb 643 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 243 lb 243 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.052 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC e /D Tim Garrison, P.E. ♦aCd�fS !. ; r, 4?UCTION C RLC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 34b �,tt- Other Info. 7/18/17 4 2 4 6 8 10 12 14 U16 18 Type? Simple span,fully braced • 1 Left Cantilever Span 1 San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:t,/360&L/240 ♦3 360 = 0.52 in Total, L/ 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;-N4___..-,_'' Increase Roof DL for pitch? .Yes.-......W I Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 8.00 ft - 121.7 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 28 psf 2.50 ft 100.0 lb/ft 70.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 100.0 lb/ft 311.7 lb/ft 200.0 Ib/ft Loads Point loads are 1/10 scale 800 600 400 200 0 1 i -200 2 4 6 8 10 12 14 16 1,8 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers V 1Load Duration %Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry- 18% IF i , S x 10.5 V: Live:1.00 r 1 Pos Bending 11.2% 3 x 13.5 5.125 x 10.5 Press Treated? No,Not P.7. rr i 24F AN,DF'DF V Neg Bending NA 3.125 x 13.5 6.75 x 9 Temp Cond. i 100 deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 117.6% Fb Neg 1,812 psi Fcp 650 psi Span(s) Defl'n 21.9% Allow Pos Mom 18,373 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -13,872 ft-lb E 1,800 ksi Calc'd member OK by: 11.2% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,263 lb 4,263 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,519 lb 2,519 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.636 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_W C c- I , C:1t�i5•IRUCT1ONCALC ProBeam Tim Garrison, P.E. Vt. Eat•owar The rundan• Indust, v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 35b Other Info. 7/18/17 Type? Cantilever(s),multiple spans, fixity,or not brawl j 5 10 1� 20 25 Cantilevers? Right Cantilever • Number of Main Spans One Main Span • Fix Left End of Main Span? No.Leave it Pinned • l Fix Right End of Main Span? NA -Right End Is Cantilever • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 5.00 ft 20.50 ft Top of Beam Lateral Support Continuous • Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only w Bottom of Beam, Max Unbraced Length 15.50 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Cade Minimum-NormakL/360&U240 r Live Only, L/ Code Minimum • Nominal•U720 EL L/480 Y. 360 = 0.52 in Total, L/ 240 = 0.78 in 720 = 0.08 in Total, L/ 480 = 0.13 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight'? l 9 Yt,s • Sett weight will be added to applied Dl. • i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NP .. •.. Increase Roof DL for pitch? Yes _ ..T1 Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length =20.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 7,000 lb 3,771 lb 0.50 ft Point Load 5 2,263 lb 2,000 lb 19.00 ft Loads Point loads are 1/10 scale 1000 500 0 i 1 1 5 10 5/- 20 Il5 -500 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Misc manufacturers_ •1 Load Duration % Overdesign I - 5 x 24 8.75 x 19.5 I Moisture Medium Dry 18% • f 5:r25 x 21 1►'j :Snow: 115 • Pos Bending 1190.2% - 5.125 x 24 Press Treated? No,Not P.F. •] 24F•V8, DF/vF • + Neg Bending 354.0% - 6.75 x 21 Temp Cond. 100 deg F&less • j Fb Pos 2,759 psi Fv 305 psi Shear 89.5% Fb Neg 2,557 psi Fcp 650 psi Span(s) Defl'n 982.3% Allow Pos Mom 86,617 ft-lb 13955.22 inA4 Cantilever(s) Defl'n -27.2% V Allow Neg Mom -80,262 ft-lb E 1,800 ksi Calc'd member FAILS by: -27.2% 0 ea- Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 21 3.46 in 2.57 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 11,537 lb 8,565 lb - - 0 ft-lb -9,259 ft-lb 0 ft-lb 0 ft-lb Min Total 3,909 lb 5,362 lb - - 0 ft-lb -17,680 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.016 in - - 0.000 in Allowed 0.775 in 0.775 in 0.775 in 1. �� 4 Max Dn Defl - -0.006 in - - -0.0 Allowed 0.775 in 0.775 in 0.775 in P roB ea m_v7_0_WC Z0 Tim Garrison, P.E. Cd ,� ProBeamS' RLICTloNCALC We Qm.outer the Mullein• %neuter v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports (Note, pitch and fixity, if any,not shown) Member I.D. 36b Other Info. 7/18/17JP Type? Cantilever(s),multiple spans,fixity,or not braced V I 2 4 6 8 10 12 14 16 U 18 Cantilevers? Right Cantilever v► . - . Number of Main Spans One Main Span V Fix Left End of Main Span? No.Leave it I Fix Right End of Main Span? NA • Right End Is Cantilever 'r Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 2.00 ft 19.00 ft Top of Beam Lateral Support Continuous _44P Top of Beam, Max Unbraced Length 0,10 ft Bottom of Beam Lateral Support At Supports Only . . Bottom of Beam, Max Unbraced Length 17.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum• Normal'11360 et Lain w I Live Only, L/ Code Minimum - Norma%:LI/20&U480 V 360 = 0.57 in Total, L/ 240 = 0.85 in 720 = 0.03 in Total, L/ 480 = 0.05 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? Yes. Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !.149. '. Increase Roof DL for pitch? yes _!'; Roof Pitch 1 2.0 :12 Live Dead Snow Trib. Width Live Dead ' Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25,0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 19 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 7,000 lb 3,771 lb 5.00 ft Point Load 5 2,263 lb 2,000 lb 18.50 ft Loads Point loads are 1/10 scale 1000 500 0 . 11 2 .4 6 8 10 12 14 16 U 18 ZrU -500 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Misc manufacturers VI Load Duration % Overdesign - 5 x 24 8.75 x 21 Moisture Medium Dry 18% V I, 5.125 x 21 r I Snow;1,15 V Pos Bending 94.5% 5.125 x 24 Press Treated? No, Not P.T. �i 24F-V8,DF/DF 'j Neg Bending 1054.4% - 6.75 x 22.5 Temp Cond. 100 deg F&less V I Fb Pos 2,688 psi Fv 305 psi Shear 135.6% Fb Neg 2,514 psi Fcp 650 psi Span(s) Defl'n 253.6% Allow Pos Mom 84,373 ft-lb 13955.22 inA4 Cantilever(s) Defl'n -37.9% Allow Neg Mom -78,916 ft-lb E 1,800 ksi Calc'd member FAILS by: -37.9% Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 21 2.79 in 3.05 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,281 lb 10,151 lb - - 0 ft-lb -3,361 ft-lb 0 ft-lb 0 ft-lb Min Total 3,796 lb 5,470 lb - - 0 ft-lb -6,836 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - 0.069 in Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0.240 in - - 0.000 in Allowed 0.850 in 0.850 in 0.850 in ProBeam_v7_0_WC Gzt Tim Garrison, P.E. CCMS- I RUCTION CALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity, p pp if any,not shown) Member I.D. 37b Other Info. 7/18/17 4 2 4 6 8 10 12 14 A16 18 Type? Simple span.fully braced V E Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:U360&L/240 360 = 0.52 in Total, L/ 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;No •.. Increase Roof DL for pitch? Yes...-....._w'.f Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 20.00 ft - 304.1 lb/ft 500.0 lb/ft Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 400.0 lb/ft 694.1 lb/ft 500.0 lb/ft Loads Point loads are 1/10 scale 2000 i 1500 - 1000 - 500 - 0 . -500 ' 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 6.75 x 12 Solutions Using Self Weight of Glulam 6.75 x 12,20.7 plf Misc manufacturers V Load Duration %Overdesign - 5 x 15 8.75 x 12 Moisture Medium Dry- 18% V I ;6.75 x 12 V Snow 1.1S ♦I Pos Bending -12.0% 3 x 19.5 5.125 x 15 Press Treated? i No,Not P.T. V i 24F-V4,OF/OF • Neg Bending NA 3.125 x 19.5 6.75 x 13.5 Temp Cond. ;100 deg F&less r Fb Pos 2,760 psi Fv 305 psi Shear 52.8% Fb Neg 2,099 psi Fcp 650 psi Span(s)Defl'n -6.8% Allow Pos Mom 37,257 ft-lb 1972.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -28,333 ft-lb E 1,800 ksi Calc'd member FAILS by: -12.0% Allow Shear 16,457 lb El 1,749,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 20.71 plf For 6.75 x 12 2.46 in 2.46 in - - Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 10,771 lb 10,771 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 5,540 lb 5,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.828 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC G2v Tim Garrison, P.E. Q jam ti°° ve.oProBeam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 38b Other Info. 7/18/17 2 4 6 8 10 12 d 14 16 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:L/360&L/2410 t 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft r Add Self Weight? i Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? iNo. ..--,' • Increase Roof DL for pitch? Yes y; Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - r Loads Point loads are 1/10 scale 1000 500 0 2 4 6 8 10 12 14 16 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers V Load Duration %Overdesign • 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry-18% V j o S x 10.S v: Live:1.00 V} Pos Bending 16. /a 3 3 x 13.5 5.125 x 10.5 Press Treated? 'No,Not P.T. 'r 24F•v8,DF/DF V Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less ♦' Fb Pos 2,400 psi Fv 265 psi Shear 98.2% Fb Neg 2,359 psi Fcp 650 psi Span(s) Defl'n 13.1% Allow Pos Mom 18,373 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -18,059 ft-lb E 1,800 ksi Calc'd member OK by: 13.1% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,681 lb 4,681 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,981 lb 1,981 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.597 in - - - Allowed 0.675 in 0.675 in 0.675 in ProBeam_v7_0_WC l Gl7 C IS `iZUCTIUN C ALC ProBeam Tim Garrison, P.E. v6.0 i M Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. ' Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 39b Other Info. 7/18/17 4 1 2 3 4 5 6 7 `8' tl Type? Simp'.rspan.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length 1 Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum_Normal: /360&L/240 • 360 = 0.27 in Total, L/ 240 = 0.40 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? yes..Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? r1,.1t._._. T Increase Roof DL for pitch? Y?t.... _ .1.1 Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 3.00 ft 120.0 lb/ft 84.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 120.0 lb/ft 209.2 lb/ft 25.0 lb/ft Loads Point loads are 1/10 scale 400 200 - I l 1 2 3 4 5 6 7 9 -200 - 4x And Smaller(Lumbers Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf '4 x 10 V l Load Duration I Live:too w % Overdesign 1 • 2 x 14 (4) 2 x 6 Moisture i Medium 0/y 111% •: ?Douglas Fir • Repetitive Use? IN? • Pos Bending 66.4% r. (2) 2 x 10 3 x 10 Press Treated? [No.Not Pt • :No.Z • Flat Use? [No • Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. 10G deg F tit less • Fb Pos 1,080 psi Fv 180 psi Shear 187.8% Fb Neg 1,066 psi Fcp 625 psi Span(s) Defl'n 375.0% Allow Pos Mom 4,491 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,436 ft-lb E 1,600 ksi Calc'd member OK by: 66.4% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0•Live For 4 x 10 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand Boisecdscnde • Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Calc'd Member 1.75 x 11.875 2.OE'LB0Q Versat • 2800 VersaLam 1.3125 x 9.51.4E VersaLam Rim - Load Duration Live: 1.00 • % Overdesign 1.75 x 7.25 2.0E 2800 VersaLam - Repetitive Use? '.`No • Pos Bending 255.2% 2.625 x 7.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA 3.5 x 5.5 2.0E 3100 VersaLam - Fb Neg 2,338 psi Fcp 750 psi Shear 192.5% 5.25 x 5.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s) Defl'n 528.1% - - Allow Neg Mom. -8,014 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - Allow Shear 3,948 lb Calc'd member OK by: 192.5% - 1244.21 inA4 Controlling criteria is: Shear - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,350 lb 1,350 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 870 lb 870 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.084 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC 74- �f '^` ProBeam Tim Garrison, P.E. C Tj 1S RUCTIONC�ILC lam v6.a Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. upper landing catwalk Other Info. 7/18/17 i + 5 10 15 24- 15 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:1./360&i./240 I r► 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? !Yes.Self weight will be added to applied DI. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO 'r Increase Roof DL for pitch? Yes IP f Roof Pitch ! 2.0 :12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 4.00 ft 160.0 lb/ft 112.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 160.0 lb/ft 112.0 lb/ft - Loads Point loads are 1/10 scale 300 - 200 100 0 //`` 5 10 15 20-� 25 -100 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers V 1 I Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry• 18% V I i S x 12 V Live:1.00 •f Pos Bending 59.0% 3 x 15 5.125 x 12 Press Treated? 3 No,Not PT. V f 24F-V8,DFfDF • Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. j 100 deg F&Less • Fb Pos 2,400 psi Fv 265 psi Shear 259.9% Fb Neg 2,309 psi Fcp 650 psi " Span(s)Defl'n 16.3% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -23,092 ft-lb E 1,800 ksi Calc'd member OK by: 16.3% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,945 lb 2,945 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,305 lb 1,305 lb - - 0 ft-lb 0 ft-lb • 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl - -0.881 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7_0_WC 6 -1--r :'.'Tim Garrison, P.E. C S3 RUCTION CALL ProBeam We Empower the flultslIn• Zndustr v6.0 i Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 7/18/17 2 4 6 8 10 12 14 A16 18 Type? Simple span.fully braced •I Left Cantilever Span 1, San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal 1,/360&L/240 v 360 = 0.52 in Total, U 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft I Add Self Weight? j Yes•Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No • Increase Roof DL for pitch? Yes v.! Roof Pitch I 2.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.6 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 28 psf 0.00 ft - - Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load - 155.6 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 300 200 - 100 - 0 Ak -100 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers •i Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture Medium Dry-18% V i i S x 12 �►': Live:1.00 V 1 Pos Bending 224.9% 3 x 9 5.125 x 7.5 Press Treated? No,Not P.7. V 24F•V4,OF/OF rr Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond.!100 deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 456.1% Fb Neg 1,804 psi Fcp 650 psi Span(s) Defl'n 352.4% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -18,041 ft-lb E 1,800 ksi Calc'd member OK by: 224.9% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf I Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,906 lb 1,906 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,325 lb 1,325 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.171 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC 4 P.E. Cd JS'1 RUC'1"ION CALL ProBeam Tim Garrison, I We Empower The bulidle• Induetr v6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41h Other Info. 7/18/17 2 4 6 8 10 12 14 16 4 20 Type? Simple span,fully braced • i ' I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&t1240 r s 360 = 0.60 in Total, L/ 240 = 0.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft r Add Self Weight? ;Yes.Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? iNo . Increase Roof DL for pitch? Yes "_I Roof Pitch l 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - -200 4;C' 2 4 6 8 10 12 14 16 4 20 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 pif Misc manufacturers • Load Duration %Overdesign Dry ] ,€S x 12 V: Snow 1 15 ♦I Pos Bending 3.5%2.5 x 18 5 x 12 8.75 x 9 Moisture Medium D 18% • 3 x 16.5 5.125 x 12 Press Treated? ?No,Not PT. V 24F-V4,DF/DF V. Neg Bending NA 3.125 x 15 6.75 x 10.5 Temp Cond. 1100 deg F&less • Fb Pos 2,760 psi Fv 305 psi Shear 105.6% Fb Neg 2,046 psi Fcp 650 psi Span(s)Defl'n 90.9% Allow Pos Mom 27,596 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -20,458 ft-lb E 1,800 ksi Calc'd member OK by: 3.5% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.82 in 1.82 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,928 lb 5,928 lb - - O ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 2,328 lb 2,328 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.471 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam_v7_0_WC C Z7 `f Tim Garrison, P.E. CC S ''•,RUCTION C ALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. flr joist Other Info. 7/18/17 4 2 4 6 8 10 12 14 A 16 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 •i 600 = 0.30 in Total, L/ 480 = 0.38 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? [No Self weight is included In applied OL V' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i Na_.- ...'�. Increase Roof DL for pitch? Yes •i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 50 - 0 4 2 4 6 8 10 12 14 16 -50 I-Joist Calc'd Brand 8CI •• BoiseCascade • Results For 11-7/8" BCI 6000 1.8 Calc'd Member i 11.7/8"80 6000 1.8 V %Overdesign Acceptable Solutions Load Duration Live:1.00 r► Pos Bending 63.3% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stitfner • Neg Bending NA 11-7/8"BCI 6000 1.8 Brng @ Mid-Supports: (No Mid Support) V Shear 152.E/° 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 7.8% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175 lb Bearing 77.2% Allow Mid Rxn 2,500 lb Calc'd member OK by: 7.8% Self Wt 2.50 plf Controlling criteria is: Defl -Span Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 663 lb 663 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 273 lb 273 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl - -0.566 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam_v7_0_WC Tim Garrison, P.E. CC. _ I R S UCTION C ALC ProBeam I v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 43b Other Info. 7/18/17 4 5 10 15 2 Type? Simple span.fully braced r j Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, U Code Minimum-Normal:L/360&L/240 V I 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? No Self weight is included in applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? ,Yes---_-,--+i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 - 0 4 5 10 15 20A 25 -500 Glu Lam Calc'd Member Results For 6.75 x 15 Acceptable Solutions Misc manufacturers •I Load Duration %Overdesign - 5 x 18 8.75 x 15 I Moisture Medium Dry- 18% ♦1 '6,75 x 15v Live:1.00 V I Pos Bending 4.2% 3 x 22.5 5.125 x 18 Press Treated? I No,Not PT. _ v !24F-V4,pF/D>' •. Neg Bending NA 3.125 x 22.5 6.75 x 16.5 Temp Cond. 100 deg f&less ♦ Fb Pos 2,293 psi Fv 265 psi Shear 97.4% Fb Neg 1,768 psi Fcp 650 psi Span(s) Defl'n -0.3% Allow Pos Mom 48,377 ft-lb 11898.44 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -37,290 ft-lb E 1,800 ksi Calc'd member FAILS by: -0.3% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 2.07 in 2.07 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,061 lb 9,061 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,731 lb 3,731 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - I Allowed 1.025 in 1.025 in 1.025 in f.9 5 e Max Dn Defl - -1.028 in - - - -----C'q Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7_0_WC Tim Garrison, P.E. AS RUCTION ALC GP®13"Irua > LTRI vl6 O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 44b Other Info. 7/18/17 4 1 2 3 4 5 6 7 4 Type? Simple span,fully braced '►I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Norma( l/3fi08ct1240 .I f 360 = 0.27 in Total, LI 240 = 0.40 in N/A = 0.00 in Total, LI N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? i Yes•Self weight will be added to applied DL NV Loads: Uniform Loads Over Full Length of Member .... ._. .... .... Loads From Continuous Member? No �' Increase Roof DL for pitch? Yes 'v 1 Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 0 r-7.1 2 3 4 5 6 7 9 -500 Engineered Lumber Calc'd Brand ,Boise Cascade 'r". Results For 2.625 x 11.875 2.0E ' Solutions Using Self Weight of Engrd 2.625 x 11.875 2.0E 2800 VersaLam, 8 plf Calc'd Member ` 2.625 x 11,8752.OE 2800 Versa• 2800 VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration live:1.00 el► : % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? No ♦ Pos Bending 161.5% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,799 psi Fv 285 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam I - Fb Neg 2,706 psi Fcp 750 psi Shear 115.2% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 14,391 ft-lb E 2,000 ksi Span(s)Defl'n 362.2% - - Allow Neg Mom. -13,911 ft-lb El 732,620 ksi Cant(s) Defl'n NA - - Allow Shear 5,923 lb Calc'd member OK by: 115.2% - I - 1366.31 in^4 Controlling criteria is: Shear - - Self Wt 7.97 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,752 lb 2,752 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,152 lb 1,152 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.087 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC G72a `fv Tim Garrison, P.E. CC "XJ R UTION lCiA ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. tall mulls 5 p Other Info. 7/6/17 4 2 4 6 8 10 12 14 16 18 A P Type? Simple span,fully braced ♦t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Roof Moms,No Ceiling;L/180&i/120 • 180 = 1.27 in Total, L/ 120 = 1.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? ;No Self weight is included In applied Dt. V . Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? ves '10 • Increase Roof DL for pitch? _Yes_.-.-.- 'r'j Roof Pitch 1 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 19 psf - 5.50 ft 122.7 lb/ft - Tot Unif Load 122.7 lb/ft - - Loads Point loads are 1/10 scale 150 100 - 50 - 0 , -50 2 4 6 8 10 12 14 16 18 p Engineered Lumber Calc'd Brand Boise Cascade I► Results For 5.25 x 7.25 2.0E 3100 Acceptable Solutions Calc'd Member i 5.25 x 7.25 2.0E 3100 VersaLam V VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration wind/Seis:1.6 • %Overdesign 1.75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? •No v Pos Bending 243.3% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 4,960 psi Fv 456 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 4,882 psi Fcp 750 psi Shear 892.6% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 19,009 ft-lb E 2,000 ksi Span(s)Defl'n 17.4% - - Allow Neg Mom. -18,711 ft-lb El 333,443 ksi Cant(s)Defl'n NA - - Allow Shear 11,571 lb Calc'd member OK by: 17.4% - - 1166.72 inA4 Controlling criteria is: Defl-Span - - Self Wt 9.73 plf Cond's Of Use: Load Duration:1.6-Wind I Seis - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 7.25 2.0E 3100 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,166 lb 1,166 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total - - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.900 in 1.900 in 1.900 in Max Dn Defl - -1.079 in - - - Allowed 1.900 in 1.900 in 1.900 in ProBeam_v7_0_W C I . i i . , it,' 3903 Rock Ridge ParkwayAnacortes, Washin ton g dpprafting January 13, 201 7 Erosion Control Notes for Residential Construction - City of Anacortes & design LLC p � C� QdC� C �'�'ot,S�Y'u� "h' t� 0+ 7 S f , rf S i c � �' I,! A. Erosion Control Best Management Practices shall be in place per the accepted JAN 3 0 2011 04 -4 & (1-3 0 1 44.1) SAPIA.Lfu,re s *AaAi •- Ces,s�uc_f-e J 9� site plan prior to any construction start. l B. The erosion control shall be inspected once a day and modified to meet theJ 2��� Z� C � s201 5-- ( Pe_ d aa�� WGt33�`h� cS CITY OFANAC©RYES surrounding conditions as needed. PROJECT INFORMATION: Jonathan Richards C MN9tj /#_ t C C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage 5105 Sterling Drive C� d Anacortes,Washington 98221 systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. Project Description: New Construction of a Single Family ph 360.391.0832 D. Stabilized construction entrances and roads shall be installed at the beginning of Residence em lonalhan_59®hotmn0.cam construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that all paved areas are Building Official: City of Anacortes Project Description: kept clean. No mud is allowed to enter onto City streets. New Construction of a E. Any soils exposed that will not be disturbed for two (2) days during the wet BuildingClassification: T e V-B UNSPRINKLERED Single Family Residence I season or seven (7) days in the dry season shall be immediately stabilized with yp the approved ESC methods (seeding, mulching, plastic covering, etc.) F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed Zoning: R2 areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1)week of the beginning of the wet season. A sketch map of those areas to be seeded and Title Holder: Dan McLean Plan Information: those areas to remain uncovered shall be submitted to the Project Manager. The cell Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. em Main Floor 1790 SF Upper Floor 1159 SF G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine Total 2949 SF under Chapter 17.66 - Penalties for Violation. Each day is considered a differentCovered rrt. \)re �6 v 1 / violation. Garage Deck 915 SF 97 SF T Contact: Steve Moehl / John Moehl Lot 15750 SF Q GZZ� p �j . laG ph 360 941 8877 � y(( Bj�T em sieve@newcreationsbuilding.com /� kiA' aL/" em john@newcreationsbuilding.com P r ^( "' LOT COVERAGE: LANDSCAPING REQUIREMENTS: / � \ X�' Project Location: 3903 Rock Ridge Parkway / P�* W Ifel RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum Anacortes, Washington 98221 Q GARAGE AREA 299 SF Shrub size shall be two gallon.Minimum Skagit Count G� TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147SF groundcover shall be one gallon or equivalent. g y TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 `O FOOTING DRAINS TO CITY ' for further info. GAR STORM SEWER Mr„1/4ww 141 _ LOT AREA 9291 SF Property ID Number: P125826 IS Total Required Trees For Code Compliance 9 e C 3 LOT COVERAGE 24.7% Tree List. ► Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of / \�Ferc ,� Deciduous Trees lilt 9 Phase 1 , Beinga portion of NW 1 /4 of the 0 it— ' �'" Dogwood (5) p� ENS LOT 4 TESC NOTES: Alder(4) NW 1 /4 Section 26, Township 35 North, Provide Driveway 63 \ g\SEM >. ALDR 1.EROSION CONTROL TO BE MAINTAINED WITH THE Range 1 East. �;�t�� �\�\' [3903] USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: Entrance Of Quarry Rock / cs g \ \0 y' LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE /� Base Prior To Construction viol- DGWD OGK ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. BUILDING AREA 2290 SF Plan Note: Plans Are To Be Reviewed B All V/ C \ r 5e'cb \S f CONCRETE AREA 1732 SF y . C �� 1. � � �/ TOTAL CONSTRUCTED AREA 4022SF Subcontractors Prior StartingTo P®/ L'-1 Mµ�w 20,1/ \6 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. a 'V 4n+ y \ i . \OC`,f. LANDSCAPED AREA 5269 SF ` Construction. If Discrepancies Exist Please C C0 006 I a v 3.ALL CONSTRUCTION VEHICLE TIRES TO BE(BRUSHED .J n_ 1 Yt(✓ O u' \ \ . \ NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE LOT AREA 9291 SF Contact The Contractor For Further y V wfgy��COIn' = w N SITE. Information. �� Q_ (� \ ' LANDSCAPING PERCENTAGE 56% 0 (D \ p 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS / i � / /' , CLEAN AT ALL TIMES BY SWEEPING.WASHING OF �- j� es f -W-- 3/ 9 / 6-Pir i Ck 1.� / :/ THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR T ;/Q at-e4 �"r e f PIS 3/ 600 �q a • DGw a �� Porch , � � n v / V �pt APPROVAL. (31 7 G 1 / /// 3 �/3 } Q ..�� ALDR o`L ����� � � � � � o'�e I S O 8 i \ 0 � \0. \ C �' � AP- A V 4_ ii 0 Q c N1/44 ��"�°�° v v � Residence .• v �, Z 0 A \ At iy ppErFoui- q . 7. v 41t7Po ati / M £ 0 vv � � �> TEMP SOIL Li te ' v � ' < � ®Y STOCKPILE INN v ,; LCranberry at Of) SO boot\ v3 v v Garage v 5 C> nk AO v v x v Nic Revisions: � * f Print Date 1/13/17 a0 N / v e,,, . •• , ,V 3 <<> vv '', / / DGWD ter N / w� -Vt N N �� / / ALDR ALDR I �� \ " �' N / Index: N - / I Cover Page A1.0 Gam, N �� / 3903 Rockridge Parkway Site Plan A1.0 '�Q / OMethow Aviation Foundation Plan Al.l DGWD CITY OF ANACORTES^ / C Main Floor Framing At.l D Garage Basement Plan A2.1 °e \ PLANNING & BUILDING DEPT: Main Level Floor Plan A2.1 SitePlan �� OS N / Q 2nd Level Floor Plan A3.1 f e� / \�`� S APPROVED PLANS 2nd Level Floor Framing A4.1 4p\ ' / Se DGWD A ''''�j Boot Plan A4.1 I 0 5 15 25 <F $ 13• PERMIT#: IS � Li — O I 1 — 09SD Building Sections A5.1 �J �s `p North& East Elevations A6.1 e \i�e ADDRESS: J �t� 3 1�OG k f� r � i K�! South&West Elevations A6.2 Scale: t"=20' Q%O� _ APPROVED BY: e eL ? ' �� SUBJECT TO FIELD INSPECTION. APPROVED PLANS p C�Z1 iht SPALL NOT BE ALTERED WITHOUT AUTHORIZATION. Eltwelckage /O &( Project Information Q (/j� Vicinity Map \ ' `h A1 . 0 T Vicinity Map r' Scale: NTS y ��\ �- 5 1 9 -$ .' - ' I �: SIDING PER ELEVATIONS r 04 A - _ ` FOUNDATION / FLOOR FRAMING NOTES: #15 BUILDING PAPER I `r'' `` ��- `�♦ 1/7'OSB PLYWOOD SHEATHING I ---�i4 ' ` •/ `-` 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 3/4"T&G `� �•-0• 16'0" 12'-0 3'-0 r .` CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE PLYWOOD '-� / / / -f t USE zMAX CONNECTORS AND HOT DIPPED 1 SUBFLOOR r GALVANIZED FASTENERS OR EQUIVALENT , drafting I ' WHEN IN CONTACT WITH TREATED WOOD. ` DRAFTSMAN FOR FURTHER INFORMATION. ALTERNATE: PROVIDE 30# FELT BETWEEN 2 TYPICAL FOOTING THICKNESS TO BE 16"AND A DEPTH OF 8" & design L Lc lar....„........„. RIM JOIST • TREATED WOOD AND METAL CONNECTIONS. zWITH THE TYPICAL FOUNDATION WALL THICKNESS TO BE 8".1(s,8 _ '8 2X6 PRESSURE TREATED SILL 7-10 1/7' 16'-3" 2'-101/2" ' --� SEE DETAILS ON THIS PAGE FOR FURTHER INFORMATION. W/ 1/2"X 10"A.B.'s @ 48"o.C. / / / / `• i� w r W/ 1/4"X 3"X 3"PL WASHERS 1.25"Timbersf►and Rim (Typ) % ' 2'Cantilews`. I ( ( I I I I I I I I I I I I 1 ,_ ,_ - 3. WILL BE EVERY 48 O.C. AND A \ rT �- \ #4 CONT.TOP BAR o ' MINIMUM OF 2 PER WALL. Richards `. ��`� . ANCHOR BOLT PLACEMENT Jonathan I I I I I I I I I I I I I I I I 5105 Sterling Drive ZJ. _ Anacortes,Washington 98221 FLOOR JOISTS -FINISH T I T5.125x16.5.GLAM HdrT - r -� - T - r.-_r 4. 4"CONCRETE SLAB WITH COMPACTED BASE MATERIAL AND b PER PLAN GRADE to I }-- -�_���- - -�-�_� I �,3g \ FF 1 _L_I-J _ 1 _ J _1- L _L J - 1 -°J_ MIL VAPOR BARRIER. OPTIONAL REINFORCEMENT WITH WIRE ph 360.391.0832 W/iJ 80 GATT ° I - r - INSULATION R 1 I I I I I I I I I I I I I I MESH OR REBAR. em Jona6wn_59@hotmall.com 1 I I I I I I I I I I I I I I I #4 VERT. REBAR - ®24'x24 x8'Footing @ 48"o.C. - •• F- l RELATIVELY 2 _ I ° I I I I I I I I I I I I I I I ° 5 5. 4"CONCRETE LANDINGS TO BE 1/8" LOWER THAN THRESHOLD. IMPERMEABLE I Cl) wK3)#4 Rebar ea.way LAYER TOP SOIL { { I I I I I I I I I I I I I I 1 SLOPE AT 1/4"PER FOOT AWAY FROM BUILDING. Project Description: 1111 U ° I 1 1 1 1 I I 1 1 1 1 1 1 1 I 7-2 3/4" 8-0 a New Construction of a _, 'r 6. ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH Single Family Residence io 1• I I 1 1 I I I I e 1 1 1 I I 1 I F3 r CF3 Treated x8 Rim T e a CONCRETE MUST BE PRESSURE TREATED. " = TIGHTLINE STORM I I I I I I I I a I I I I I I I I I tQ l 1 i I 1 I I i1 I \ aril. tr DRAIN I I I I I I I I N I I I I I I 1 -rt_-_ _ 1 °3 1 --®_'�_I I F- I �\ a VAPOR BARRIER v I Treated 6x8 DF#2 8m I I Treated 6x8 DF#2 8m 1 - ss _ DRAINAGE GRAVEL I IIII 5 125x19.5 GLAM" Mil I . 1 . 1 e I I• I• I• I• 1 ; -1 I• I• I• I• I L 7• -j I °' `•' Min Height Foundation Wall 7. CRAWL SPACE TO BE VENTILATED BY FOUNDATION VENTS. PROVIDE { SF PER 150 SF OF AREA (10 MIN. PER {191 SF).VENTS re`\ � y ro '� '� 'L 'ti 'h �' 'h `ti "' 'b 'i '� '� '� ICI I I I- Treated 2x8s•� 16"O.C. I I � I � � -�d,� I I� °I �---•d � I, � MUST BE COVERED WITH 1/4"CORROSION RESISTANT WIRE MESH. r 4"DIA.PERFERATED -- --�-- t T Iy U\ __ '=4. •i3 _ FOUNDATION DRAIN T T T T T T0 T T T T T T T o 1 I I I v I I 1 I I I T I - t - - - -1 - I - 1- 1 LOCATE AWAY FROM ANCHOR BOLTS AND HOLDDOWNS. Plan Information: nn 'i) as I I I I I I I I I I I I 1 3 q I I 11 - E I I I I I I I I I I I I l I I co4. � ' I I u I I I I I ° I I I I I I IMain Floor BOTTOM BARS, 4 / 8 4 1 UNDISTURBED E I I l I I I I I I I I I 1 1 ° Treated 2x8 Ledger L 1 I I I 1 I I J 8. FOLLOW ALL TJI FRAMING DETAILS PER MANUFACTURER. Upper Floor 1159 SF II o ° Ld,- �. -dr I ,I.:�I, - -.� rlr ,I, - --� -I - - 1- -1- -j - -)- Total 2949 SF / t NATURAL SOIL m , 8"Foundation Wall c OR ,g I I I I I I I I I I I I I o (° ' ° , I 1 z` I = I. -` I <` !' Q=d " I ° 's . 7 I { r 1 I 9. FLOOR FRAMING TO HAVE 1/4" BEAD OF CONSTRUCTION U.N.O. a 4 on ret Slap I I I I I - 1 \ I 1- - 1 - 1-- - 1- -I- -F - fi - 1- - 1 T-)- I T 1-1 ° ADHESIVE WHERE ATTACHED TO 3/4"TONGUE AND GROOVE Covered Deck 97 SF in x /Va•or B mer L •N w/ /11'-4"Concrete Footing 1 `� �' I I I I I I -� I I I I I I I I I I I I I I I I I • SUBFLOOR. Garage 915 SF { Foundation Detail Scale: 1"= 1'-0" E I I I I I I I I I I I I I j j \6 I I I I I I I j I I I I I I I u Lot 15750SF Al.l In I I 1 1 1 1 I 1 I 1 I 1 1 1 I I I Al•� I I 11 7/8"TJI I10's 16"O.C. I 1 I I 1 1 1 1 1 c 10. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS in / / ° (BEAM & HEADER ENDS).SOLID BLOCKING TO BE PROVIDED N I I I I I I I 1 I I I I I I j j 1 1 1 I I I I I I I I o 0 125x9.5 d rah) bo I I I I 1 I I I I ( • ABOVE ALL BEARING WALLS & BEAMS INCLUDING DECK BEAMS. r >44 o , T T T T T `,T % T� T T T T T T T I 11 I I 1 I I I I • i 1. ADD AND ALIGN JOISTS TO ACCOMODATE FOR PLUMBING. o I I I I I I` I I I I I I I I I I I rl- Il I I I I I I I o. 0 o ' I I I I I i \ i i i i I I I I - 1 r I I I ®�+I�� I I 1 I I 1 I m 12. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING �. SIDING PER ELEVATIONS a I I I I I Simpson IUS Joist Hangers(Typ) I I I I I I I I L-1 _ -IJ I Point/Column Load I 1 I 1 I v,- { OPTIONAL WALL #15 BUILDING PAPER "vi l •l 1 I I 7-10 1/4" 1 I I I Simpson A844 HOLES AND ANY OPEN AREAS. �-� 1/2"OSB PLYWOOD SHEATHING A ' ' I I I I I 1 I 1 I 38 k38'x12^Footing ( I 1 1 I 1 ( Al 1 INSULATION- A Crawl Access / 1 I I I Ili I w✓(3J#S Rabat ea. way I I I I C I�__, o • I 1 1 1 I 1 1 1 w/Min 24x36 I 1 _ 13. MATERIALS TO MEET THE FOLLOWING GRADES: 2X6 PRESSURE TREATED SILL I I111 I I I I Removable Panel 1 I I I I I Crawl I I I 1 I I I I I 1 HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. �` W/ 1/2"X 12"ANCHOR BOLTS @ 48"O.C. I GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. IS 4"REINFORCED �' I I I 1 I 1 I 1 1 1 1 1 1 1 I I 1 1 I 1 1 1 I 1 1 I 2x4 Bearing Wall I I I I I I �� W/ 1/4"X 3"X 3"PL WASHERS -c - SIM CONCRETE SLAB ems. •o I I I I I I I I I I I I I I I I I I I I I I I I w/Treated Plate I I I r I I I COLUMNS TO BE DF#2 OR HF#2. #4 CONT.TOP BAR, U.N.O. N STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, LI 1 1 1 1 1 I I I I u_ 1_ , j _I.__I_ -1.- 1._ i. _I_d i _i- -1_ 4_ 4- -I- -I- -F - -I-- J ,_ - ig- �� - _4'Max Retaining Wall-J I I I OR SPF. r' . ° FINISH z \ 1 •. � . °.I .° . � .. ° L° _� -° I y__ _ I .L I 1 . n 1° °1 .. � 1 ! 1 I I I ( 1 1 1 1 I I CV ,r : . 4 - - I- - i - j- -i- -i- + rt - 1 1- rt- � - 1 rt - 1 I- -I- - T - j- -I- �f - T - -I- � - 1 N GRADE ON CONSTRUCTION JOINTS: n __ I 8 14. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS ° - . .e q - - „ - . _ •o PROVIDE #4 REBAp r' es••o.c. 8'Retaining Wall' - r4x12 em 1 I .. ° worn 1NDARD HOOK AND 14"MIN. I III 1 1 I I I 1 I I I I I I I 1 I 1 ( 1 1 I I I I 1 I OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: - - Iso - ? INTO STEM WALL (Flush) I_ 1 Il I I I I I I I I I I I I 1o. Typical 1Ix8t C nc Footing 1 1 1 1 I I 1 I CEILINGS R-49 OR R-38 IN SINGLE RAFTERS m 1 I I I I I 1 1 Use Cl)#4 H Mal ebar I a \ EXTERIOR WALLS R-21 "�{ 0I II I I I I I I I I I 1 1 I I I _ #4 VERTICAL REBAR - a - m .. JOIST FLOORING Rf36 3 r ID 0 9 ve TIGHTLINE STORM DRAIN al 1 11 10'-1 3/4: 1 1 1 1 I I 1 1 1 19'-9 1(2" 1 1 I 1 1 1 1 1 I 13'$3/4"I I 1 I @ 48 O.C.. U.N.O. c.t r = o - - - - - A / E CONCRETE FLOOR R 10 (2 FT. AT PERIMETER EDGE) eioNt f t (( I I I I f I I I 1 1 I I f I I I 1 I i I I I I 1 1 "i'�7 I, --�`- �. - i6z8 Conc.Foo#rrg _ e a. ° e y�'1,�•Y DRAINAGE GRADE GRAVEL + " 1p 11 I I 1 1 r 1 -F �-�1 4 _ -•F -J- -I- - 1 - --1- - �--1- - - - w/(2)#4 Horiz.Bar to I 1 1 I i �� CC- ar ro Q 6` II I I I I II 11 I I I 7 1 I I I I provide shear wall I I I , I c 15. REFER TO AND IMPLEMENT ENGINEERING PRIOR TOoe V 4"DIA. PERFERATED iv \t m.I. -•_ anchors torType07 0 o CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE V sn _ - - - - - - - - - - - Foundation Wall f t •' . FOUNDATION DRAIN ,r!'" v S�� �II 1 1 1 1 1 1 Wall w/Type®hold 1 f j --/ ` ( CONSTRUCTION PLANS. •- u l a II I I I I I •I I I I I I I I I I I I I down. I I I I Ja 4, C N II 1 I I I I 1 I I I I I stravri'1 I I I I • 1 1 1'-4"Concrete Footing j '.. C:ii, 4" / s" / 4" / UNDISTURBED NATURAL SOIL ,_ n II I I I I I I I I ; I I 1 I I I I 1 I I I I I I I I I I ,I' in BOTTOM BARS, I / gn U.N.O. /- OR ENGINEERED FILL I WO / _ v II I I I I I I I I I I I I I I I I I I I I I I I I �-Typical Foundation Vents: ``t- -" - 11 I I I I I I r I I I I I I I I I I I I I I I I I I I Space 24"From Comers ,d AwayPRESSURE L I 1 1� From Engineered Comers ng PER PLAN TREATED POST S 0 • _ I I II I I I I 1 1 I I I I I I I I I I I I I I I I I ir' Provide Retaining Banners As Necessary U Foundation/Slab Detail Scale:1" ,' o" Space Anchor I II I I I I I• I I \ ii 1 I I I I I ( I 1 I 1 1 I 1 1 I I I .. SIMPSON AB66 COLUMN G J C 1'� § Opening Around L I I 11 1 j, 1 r I 4'lMax Retaining Wall •1 •1 I I 1 1 , I I I I I 1 I I I 1 FINISH B^ASE OR SIMILAR d - 0 PP \ dr --Jr -"Ur rir `rlr•-di- -sir -dr -�' -III- - 6-'1- -dr- -� - 6- -.Ir -TIT -1 ( 1 I, . b } , i .. 11�. _J GRADE 7 AA : til 't,......., r ° F. r Min Hei ht 6"Step I I I I I I I I g Ce SOLID BLOCKING OVER ALL BEAMS ' I I 1 1 I 1 1 ( I 1 # I I Foundation Wall o 12"SONOTUBE I Simpson BA Top Flange Joist Hangers Space Anchor 1 1 I I I I I 1 I J " I v . o Bolts Around {- -It- -dr -I:r -tir- rr -rr -rr- -,+- �Tr M Opening \ \ FOOTING PAD a° J_ H ° _ PER PLAN E ,`` )( ( )` 1 1 ` 19 1 Foundation Wall r c V JV\ U U Slope 4" Concrete Slab ' I Space AnchorPROVIDE 2 #4 VERT REBAR y N w/Vapor Barrier _ I Bolts Around cf.y\ \ WITH6'MINHOR.LEGSoI IOpening a I PER PLAN (24"TYP UNO) / CI AND 2: #4 HOOPS .el, MI 2X4 DOUBLE TOP PLATE \ TJI FLOOR JOISTS PER PLAN ' CONNECT TO EACH WITHp5SBATT INSULATION I _ I Revisions: . 5 Sonotube Column Support sale: l"= 1'-0" JOIST WITH 2 16d NAILS -- R-38 ,1,. 1 Print Date 1/13/17 USE HEADERS FOR ACCESS CLEARANCE j' J I c 1.1 MAINTAIN HEADERS MIN FOR CLEARANCE , \ \ 3.1 4"Concrete Patio 2X4 STUDS @ 16"O.C. zMAX (HOT DIPPED GALVANIZED 1. Min Height Foundation Wall POSATIVE BASE CONNECTION 2X4 TREATED PLATE OR POWDER ACTUATED NAILING 2 OR USE PROTECTIVE �X _ ON SILL PLATE 4,F, JOISTS PER PLAN BARRIER AT CONCRETE a ° a " A1.1 8'-0 24'-0 14'U' T 0 Index: (2) #4 CONT. 1 / / I / / / L.I Cover Page A1.0 BOTTOM BARS, U.N.O. i `♦ A 53'-0" FLASHING TO BE INSTALLED Site Plan A1.0 \ a °- ° °- f X / Mir _ PAST JOIST HANGER Foundation Plan Al., r ce\ Main Floor Basementng A1.1 • Main Level Floor Plan A2.1 SYNTHETIC DECKING Garage Plan A2.1 ih- I -- III 't H �� 2nd Level Floor Plan A3.1 "` ` SIMPSON BA TOP FLANGE HANGERS TYPICAL SIDING PER PLAN N Floor Framing GP ���, 2nd Level in A4 1 Roof Plan A4 1 Building Sections A5.1 G . . - 0 �� North 8 East Elevations A6.1 1 r PRESSURE TREATED 2x10 RIPPED /�1►�� ��� ►� tt►Z�Foundation/Main Floor Framing Plan FOR1/2"AIRGAP30# FELT South&West Elevations A6.2 / PER PLAN OR 24" ®� Plan TYPICAL FLOOR FRAMING PER PLAN OVER SILL INBETWEEN TREATED ..a , �1I I'_ WOOD AND HANGER � ' SIMPSON ZMAX JOIST r I 2 5 10Strip Footing DetailScale: 1' _ ,'-0" - �'-'" HANGERS Scale: 1/4"= 1' IIMINITST�T�Tt i -' 1 IS���,W/�, I' (3) l \ 6" TO GARAGE FLOOR ► Foundation Pian , _ _ 11 III , 2X8 DF#2 PRESSURE Main Floor Framing Plan ��111�1�1�111 ,!J -- RIM JOIST TREATED JOISTS @ 16"O.C. 6"MIN.TO FINISHED GRADE 2X8 PRESSURE TREATED `n.I 1/7'AIR GAP - _ TYPICAL FOUNDATION WALL DECK LEDGER JOIST RAISED TO HANG JOISTS C/W 2 ROWS OF 3-5/8" , WHERE APPLICABLE LEDGER LOCK SCREWS @ 17'O.C. _ A STAGGER BETWEEN ROWS 4% All ' ,, 4 Hanging Joists Detail Scale: \. ' t ' R t. Dec k Connection scale: ,"= ,'-o..?: A1.l - A (75) l'0f 3iti: a. FLOOR PLAN NOTES: 4A . A I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO 16'-0 12'-0 3'(T' STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 22'4' j _ / / / CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE . Steps ttp drafting g 6 DESIGNER FOR FURTHER INFORMATION. 1 l I n '-7 1/2" 4'-3" • 4'-3" 4'-3" 4'-71/, To Entry & design LLc 27-0" / / / / / / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) ,l, -- / MUST BE PRESSURE TREATED MATERIAL. USE CORROSION 7-10 1/7' 16-3" 7-10 1/2' � RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE / / / f O ( L I L I I 'T -7:(1 TREATED LUMBER.ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR IL \ \ P 1 P 1 r q r- i \ BETTER WITH 15# BUILDING PAPER.ALL INTERIOR WALLS ARE O _ (2) FRAMED WITH 2X4 STUDS AT 16"O.C.AND SHEATHED WITH 1/2" Jonathan Richards b o \ 5105 Sterling Drive \ \ I Cl) it GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. Anacortes,Washington 98221 r 'T 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 \ CI \ D _ 3 ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em lcnathnn_SM®h"hraLcom i...---Exposed o o. WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A rL Ceiling S a a 4 U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. N Beams = _ d 0��' 4'-4 1/2' 4'-4 1/2' Project Description: \© �'� � S ¢' New Construction of a _ r� gru.+d r ( / / / / 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM n G�w a`0 I` /cy� G/ sjo�tt� Q O WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence a --) FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) Living/Dining /.1\ o ALARMS TO BE PLACE OUTSIDE BEDROOMS. \L/ 36"Picked Guardrail _ /� r- .R ^ 5 t� '��4r Gas 9'Ceiling r" - D n �� L (."1 W�/ Fireplace Hardwood Covered Porch ---- p q P 1 \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND $7 D �� P f u D c G, I 1 .. _ Cratoi d-1 o,, Mr Q 9'Ceiling O o �s BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER / G ;)1,-q a Synthetic Decking a eQ�° € MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: t a & IAA CL •"') 3 4' s 5'-9" 1'-9" 4'-6" \' r 4 OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT Cr (j GS o --- / / -r DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). pYt \ _ © Main Floor 1790 SF n ` L a , Q A B C Upper Floor 1159 SF J�/1 D 0 ^ � �� �, p—q d p—q \ J \ 6. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Total 2949 SF o g i•- - .` �rir' ° (BEAM & HEADER ENDS).SOLID BLOCKING TO BE PROVIDED Main Garage s © \ ' K I © ABOVE ALL BEARING WALLS AND BEAMS.cv Covered Deck 97 SF 9'Ceiling .� ^ Up Garage 915 SF Concrete r Lot 15750 SF c .b.. 3'-6 / 91-0' / 5'-0 1/7' I. Entry `�_ 7. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING / 9'Ceiling HOLES AND ANY OPEN AREAS. Hardwood 0 o O 2'-3" 2' 8" 4'-9 1/2' Master Suite 8. MATERIALS TO MEET THE FOLLOWING GRADES: o co Island Bar / / Carpet Ceiling o HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. rD tGLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. _ in a r —� CO „, COLUMNS TO BE DF#2 OR HF#2. Q / I \ �- to - STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, —®—a ' '"�€- ORSPF. A Crawl Access SI o x° Smoke 41'A--a w/Min 24x36 -�} _ ��la \ I J I Kitchen Desk • 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS 3 Removable Panel tf" ^ (, 4 Hardwood' oo M N .0 Storage ® Detector q F \ _O g Under Ac OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: NIMIlle o ' h 1 4� "" i� 2665 U us rc: :::: S o) w rr- 7' 9" 4'-0"0Up oO �r yi f f ce 0 _ _ _4' MaxRetaini Wall_ u r i 5 �z s; +:e �q \ \ OR 0 8'Retaining Wall I \ 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO o0 J--a RAV 4_1„ 4,-0 Closet 0% p r 1 V��t �i� O 9'Ceiling CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE GuaL ( CONSTRUCTION PLANS. I a • t �� °` Pantry �%' Powder ^ Hexing f / _ � ' carpet P;LPC SO1-i. �i 9'Ceiling 9 Ceiling - ^ Hardwood rn O -' N � �r 0 aHardwood Hardwood "' 0 Solar Bath /�\ .o I Ras glower- Doc TCS+ eQ 3 Air Cttu-v es/14r. '� C a O ® 4-5 J 2 8 I, CO/Smoke Tube 9'Ceiling \ / oCD N—.a I �_.o rnI / 1 'f Detector Tile I C h = - c� I. a ^ 'H3068 1 3068 N (4) 1 7-0 n 4—a•- Crawl ! C�—= et Lteci ( l ff u 2668 - attc c rna I WINDOW SCHEDULE •� .2 7-0' 5'-3 1/2Ni Access - a a .`' / ®Smoke ao ° `s , (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 . C o m " Mud/Laundry h /��� C o Detecto v 0 of E A en ID Size Description Qty 0 0 0 9On ' 'Ceiling �� o ` t� o `` in Tim u �G01rQ0 / 2268 A 6'-4"x1'-0" Picture 1 • Tile Show G -- \ B 1'-4"x 6'-0" Picture 2 0 FTre - Dn Office m C 2'-0"x3'-0" Awning 5 U u o m Stairwell m,2O f / SfabwtsR o 9 Ceiling O D 3'tY'x 6'-0" Single Hun 3• ^ a m 1.7 ^ 414C, co m oRv wAse •_ _�\� g r E 3'-tT'x 6'-0" Picture 1 C b To Above r q ,^YQ�j h Hardwood O a s.1 vg of a- ,c To Garage I n M g g cv Unheated �)- nt m- Unheated 'w s (I m 1 h I 3068' \ G 5'-0"x t'b" Hor zontal Slider 1 \ \/ / 21 \ N �4• 4•_2• \ to n X H 6'-0"x 1'-0" Picture 1 o / / 2'-1 r T b J 3'-0"x 4'-6" Single Hung 1 IX v / 'v K 3'-0"x 4'-0" Casement 2 yre SS E �� 0 ( L 4'-0 x 6'-0" Picture 6 0 111111 ( '1 ( M 2-0'x 2'_0" Awning 7 O H I N 5'-0"x 3'-0" Horizontal Slider 4 Garage Garage � 9° r_3„ c O b 9,_6"Ceiling -r5,'r 00 m 9'-6"Ceiling ft-'-/ - ._ .- -__--- - / I O rig Concrete I Concrete o 3 3 I d I o M Patio o co Revisions: O �Q /1 t - _ 00 gd C Print Date 1/13/17 N \ -\ \ O N \ _i_— \ AP Shourr 14.eao S k1 s)k, ' ce 5.114, 0 led ;Kite. Lto� slAall retie) 05 spill 12 0 3 12-0 3 Or less / Latoe 07 1.00 chi rrs it- / - ---- -- / 1 1/4"DIA. MIN TO 2"DIA.MAX C CONTINUOUS HANDRAIL HOLD DOWNS 8'-CT 24'-0" 14'-a' 7'-0" I Mark* Type Index: A O Simpson MSTC52-FLOOR TO FLOOR I _ A 53'-(Y' / TERMINATE HANDRAIL 5'frill t y� Cover Page A1.0 AT NEWEL POST DOUBLE JOIST �d \ /u Site Plan A1.0 O2 Sittpson MST48 between floors SHEARWALL SCHEDULE u Foundation Plan A1.1 Main Floor Framing AI.1 Garage Basement Plan A2.1 % Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS Mark# Sheathing Nailing Notes U Main Level Floor Plan A2.1 ORSTHD1ORJ z 2nd Level Floor Plan A3.1 2 1 7/i6"Structural Grade II OSB 1 FACE 6d common or tod Box @ c 1,2,6,9 < 1� 2nd Level Floor Framing A4.1 6, O4 Simpson HOUS-SDS2.5 W/SSTB24&(2)STUDS oe O or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field Q ���j�11 ORSTHDI4RJ J 'CC-8 ,F1111111Root Plan A4.1 //I //� 7/16'Stnxtural Grade II OSB 1 FACE 8d Common ar ttb Boz @ 4' 2.3,6,9, U Building Sections A5.1 Iltl 55 Simpson HDUB SDS2.5 W/SSTB28&4x6 POST I o Structu al Grade 11 CDX plywood o,c-panel edges,12'o.c.field COpNorth&East Elevations A6.1 Garage Basement Plan O ll Floor Plan a _ SouthBWestElevoBons A6.2 6 Simpson HDU14-SDS2.5 W/SB1 x30$6x6 POST 7/le"'Structural Grade II OSB 1 FACE 8d Common or 10d Box 3" 2,3,7,9 = t� Plan Plan 0 Of Structural Grade a cox z 0 2 5 10 O7 SilepsmMSTC72 0 2 5 10 plywood o,c.paneledges,l2 o.c.field 10"MIN TREAD HANGERS I J I J ® 7/16"Structural Grade II OSB 1 FACE Bd Common or 10d Box 2" 2,3,4,8.9 5o w or Structural Grade II CDX plywood o,c.panel edges,12'o.c.field 8 Simpson HDU11 -SDS2.5 W/S61x30&6x6 POST °pvt Garage Basement Plan Scale: 1/4"= 1' Scale: 1/4"= 1' 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" ¢ Main Level Floor Plan 99 Simpson STHD14RJ O or Structural Grade a CDX plywood o,c.panel edges,12"o.c.field 2,3.4,8.9 / (3) 2X 12 STRINGERS 10 Simpson STHD14 © 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2.3.4,8,9 4�M1• ► or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field �r . 11 Si*lpson EPB86 O 8d Common or Lod Box @ 2 rn :511:111,119,-,_" 44. 1117 7116"StructuralGrade II OSB2 FACE 2.3,4,8,9I12 Si pson EPB66PHDG orStructural Grade it CDXplywoodo,c.paneledges,12 o.c.field � i2X4 THRUST BLOCK SHEARWALL NOTES:I 1 hold downs pn be used in lieu of these. °.�F ! e; Stair Detail Scale:1"= 1'-0" Stronger1.ALL EXTERIOR WALLS TO BE TYPE O U.N.O. ONAL. A2 . 1 2) See Simpson Wood Construction Connectors book for proper installation. 2.BLOCK ALL PANEL EDGES G I 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING (5 \,..--3) 3x sill requires"SSTBL"hold downs where"SSTB"are tabled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD 4.PROVIDE 3x SILL PLATE unto Al r-runic"n urn nu ter re. 5.OFFSET PANEL EDGES A FLOOR PLAN NOTES: ' I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO /4:44443444.4 STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE -_-- 22'-0" 16'- "/ / 210 k -30 CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE . " / DESIGNER FOR FURTHER INFORMATION. draft' n # 3' 0" 5'-10 1/2" A'-3" 5'-10 1/2' 3'-0' d es ,-----TRUSS PER PLAN / / - - - -/- 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) MUST BE PRESSURE TREATED MATERIAL. USE CORROSION • �ASPHALT SHINGLE ROOFING RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE } r / 30# FELT INTERWOVEN \T/ L L ® TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 • �� 1/2"OSB SHEATHING \ T \ _ _ _ \T/ p q p q /' __ _ __ _ _ _ STUDS AT 16"O.C. AND SHEATHED WITH 1/2 OSB PLYWOOD OR \ FRAMED ETTER WITH WITH 2X4 SITUDINGDS AT IAPER. ALL INTERIOR b" O.C. AND SHEATHEDWALLS WITH 1/2" .\ Jonathan Richards Window Seat VENT BAFFLES BETWEEN TRUSSESo '� 5105 Sterling Drive �W/ 1"MINIMUM AIR GAP F c� GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. Anacortes,Washington 98221 VENTED BLOCKING BETWEEN TRUSSES \ q M 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 C\ • - PLYWOOD EXPOSED SOFFIT _ - ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em Jonathan...08hofmaiLcom o WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A --a„ 2X CEDAR OR U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. "� rn 1 /� - SPRUCE FASCIA Family �` 1 Project Description: 1 ' O Vaulted Ceiling . I" i o Carpet 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM New Construction of a I I \ l) � I \" � O WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single family Residence - ^ Walls Below FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) c ° \ f / Q QQ ALARMS TO BE PLACE OUTSIDE BEDROOMS. PtR ROOF PLAN (Dashed) R-49 BLOWN-IN 'p ," INSULATION 1 it 2 -- \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND Skylight 1 i Skylight II BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER 5B'GYPSUM LID 4'-1 3/4" 4'-1 3/4" 4'-1 3/4" 2'-6 3/4" MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: HURRICANE CLIP PER TRUSS ------ 1 / / / / / OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT SHEARWALL SCHEDULE �/ COI2 C Z DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). Mark# Sheathing Nailing Notes - IC Main Floor 1159 SF O �� �� ��\ / Upper Floor 1159 SF j TYPICAL 4X10 HEADER \ \ \ 6. CERTIFIED PREMANUFACTURED GAS BURNING FIREPLACE WITH Total 2949 SF O7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 - CI or Structural Grade II CDX plywood o,c.panel edges, 12"o c.field N DAMPER AND OUTSIDE COMBUSTION AIR SOURCE DIRECTLY 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2,3,6,9 O Exposed _ CONNECTED TO THE FIREBOX. INSTALL PER MANF. SPECS. Covered Deck 97 SF O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c field 2 3 - Garage 915 SF Beam Lot 15750 SF Above o Open To I M 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS 0 7116"Structural Grade II OSB 1 FACE Sd Common or 10d Box @ 3"or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field z,3,7,s •t' /2 Wall Below p - © I o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED 1 j ® 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2,3,4,8,s 3 o ABOVE ALL BEARING WALLS AND BEAMS. or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field Bedroom 4 Attic _ M Access 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING I >1114 ,� 7/16"Structural Grade II OSB 2 FACE 8d Common o+ 10d Box @ 4" 8' Ceiling O 5 or Structural Grade II CDX plywood o,c.panel edges,12"o.c field 2,3,4,8,9 b Carpet g �' _ M \ HOLES AND ANY OPEN AREAS. W rn \ N ti \ m = 7/16"Structural Grade II OSB 2 FACE 8d Common or 1Dd Box @ 3" 2,3,4,8,9 t Smoke -rn - ''�) _8 m © or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field C Detector in 2 1/2 Wall 9. MATERIALS TO MEET THE FOLLOWING GRADES: O BdCommonorlOdBox 2" „, ® mm HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. 7/16"Structural Grade II OSB 2 FACE Go 2,3,4,8,9 T\ V �o v o - 7 or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field v L' 8 1/2" 3'-5" 4'-9" 3'-2 1/2" I� v , .0 x Hall GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. f / / X 8'CeilingCOLUMNS TO BE DF#2 OR HF#2. ► Cold Air 1' SHEARWALL NOTES: 6068 L Return Carpet STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, 2X6© 16"O.C. BOTRIORTOM WALL - 3x FRAMING AT ABUTTING PNL EDGES RECEIVING EDGE NAILING N O I OR SPF. DOUBLE 2X6 TOP PLATE 2 -' I--t 2468 1.ALL EXTERIOR WALLS TO BE TYPE O U.N.O. rj PT 2X6 BOTTOM PLATE a 3 _� c) W/ 1)2`A.B.:a' 48"O.C. 2.BLOCK ALL PANEL EDGES ^ Closet Shelves LI®n I� \ "' N -- _I 10. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS ID 3.PROVIDE NOMINAL ev I • Via/ Chgse ® CO/Smoke --�, OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: 117/8"TJI FLOOR SYSTEM 4.PROVIDE 3x SILL PLATE ‘ Detector N WITH 3/4"T&G SHEATHING 5.OFFSET PANEL EDGES \ \ \ Bathroom, \ O , CEILINGS R-49 OR R-38 IN SINGLE RAFTERS CL N tr.� 6.PROVIDE v2•n.a.@ 48"O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2)16d @ 8"O.C. ® 8'Ceiling r, e T-5 1/2" 3' 6 4'-b" EXTERIOR WALLS R-21 7.PROVIDE 1/2"A.B.@ 24"O.C.W 1!4"x 3"x 3"PLATE WASHERS Tile H N Dn JOIST FLOORING .Re T �� 3 --- \ I 8.PROVIDE 1l2"A.B.@ 12"O.C.W 1!4"x 3"x 3"PLATE WASHERS. Solar 1 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. 2 O Abe '�-o / / / CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 1) \ HOLD DOWNSirs CJt -_ M ±H\ - 4) o b \ 11. REFS' a • •. . - . . _ __ i_ is - rt. _- Mark# Type \ 7 2468 �� `.668 \2668 A CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE CO 0 OSimpson MSTC52- FLOOR TO FLOOR N N - CONSTRUCTION PLANS. c 0 % Simpson MST48 between floors Smoke Smoke i I+ b Detector M Detector .�, -m T U % Simpson HDU2-SDS2.5 W/SST620& (2)STUDS 4 N fn \ WINDOW SCHEDULE �� j 5/8"GYPSUM LID ,III OR STHDIORJ I J M \ r ; • OSimpson HDUS-SDS2.5 W/SSTB24&(2)STUDS ti Bedroom 3 Bedroom 2 (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 . 0 al I OR SimpsonSTHD14RJ ID Size Description Qty 0 0 • 2 \ © �^ 8'Ceiling 8'Ceiling 3 0 © t OS HDUS-SDS2.5 W/SSTB28&4x6 POST Z3 Carpet r m Carpet A 6'-4"x 1'-0" Picture i A� in ,c , 6% Simpson HDU14-SDS2.5 W/SB1X30$6x6 POST W o ' O O B 1'-4"x S-0" Picture 2 0 r M \ • 7 Simpson MSTC72 I rn. -_il O O (� C 2'-0"x 3'-0" Awning 5 u V gO Simpson HDU11 -SDS2.5 W/S61 G30&6x6 POST ' o I o D 3'-0"x 5'-0" Single Hung 3 ©c\i e'nC SS 0 in E 3'-0"x b'-0" Picture 1 F 1'-6"x 4'-0" Picture 1 Q gO Simpson STHDI4RJLt_ti. 4 \ \ G 5'-0"x 1'-0" Horizontal Slider 1 a 10 Simpson STHD14 Mrpri9,_9„ O 2,_1„ 2'-8" 6'-1 1/ 4N �b'-7" O H 6,_O, x 1,_0" Picture 1 ce /, / 11? J 3-0"x 4-6" Single Hung 1 11 Simpson EP886 War 30'-51/2" / .tK 3-0"x4'-0" Casement 2 Simpson EPB66PHDG - L 4-0"x b 0" Picture 6 12 e o w © E`o M 2-0"x2-0" Awning 7 a 0 2 i N 5'-0"x 3'-0" Horizontal Slider 3 o o I'I = 1) Stronger hold downs can be used in lieu of these. a `e et 2) See Simpson Wood Construction Connectors book for proper installation. u 03/4 - 0 3) 3x sill requires"SSTBL"hold downs where"SSTB"are labled above. F - i -- - .a en w 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD b �' WITH ALLTHREAD AND COUPLER. • m Revisions: i Print Date 1/13/17 #---jp ��'�7/16"O.S.B.SHEATHING INSULATION PER CODE ._ - K %�I 15# BUILDING PAPER -� V \ HARDI-LAP SIDING • 11 7/8"TJI FLOOR SYSTEM WITH 3/4"TAG SHEATHING - • „PerBATTINSULATION 0 8 0 24.0" 14-0 7 0 Index: - `" ft ♦ A 53, , - -- - Cover Page A1.0 I Site Plan A1.0 / - -- SHEATHING Foundation Plan A1.1 i � _ - Main Floor FramingA1.1 1 )ilI 2X6 PRESSURE TREATED SILL w/1/2"x 10"ANCHOR BOLTS @ 48"O.C. NOTE: SIDING Garage Basement Plan A2.1 ' ' 1 ' \ ' ' i ' W/ 1/4"X 3"X 3"PL WASHERS THIS DETAIL IS APPLICABLE Main Level Floor Plan A2.1 I �. WHERE FLOOR JOISTS ARE FLASHING FOR 2nd Level Floor Plan A3.1 ` / ` 2 PARALLEL TO DECK JOISTS. ' WATER TIGHTNESS 2nd Level Floor FramingA4.1 FINISH GRADE r= N .. /i DECKING Roof Pian A4.1 ��� f- + Building Sections A5.1 J - North& Easi Elevations A6.1 U 8' FOUNDATION WALL 2nd Level Floor Plan � �; ,� ��'- z .. w/ (1) #4 HOR.TOP REBAR �� Plan I'III'I s APPROVED JOIST HANGERS South & West Elevations A6.2 #4 VERT. REBAR @ 48"O.C. / 0 2 5 10 2x LEDGER WITH FASTENERS 2"MIN. ry TIGHTLINE STORM DRAIN 1 IN ACCORDANCE WITH TABLE R507.2 16"x8"FOOTING----�,� �- • ►- •'• ,, 2nd Level Floor Plan • W/ (2) #4 HOR.REBAR DRAINAGE GRAVEL Scale: 1/4" = 1 ��� HOLD-DOWN DEVICE MIN 750 LB.CAPACITY sL-r' 1 40 ' FLOOR JOISTS I AT 4 LOCATIONS, EVENLY DISTRIBUTED 4 K " 4 + /-'' Wall Detail #4 VERT./HOOK REBAR " o a e " s w 4� 4"DIA.PERFERATED [1 -\ FOUNDATION DRAIN IR ALONG DECKAND ONE WITHIN WN EACH END OF THE LEDGER. HOLD-DOWN DEVICES "t SHALL FULLY ENGAGE DECK JOIST PER tt, i • t'.. + ` HOLD-DOWN MANUFACTURER. A FULLY THREADED'/e"DIAMETER LAGY tit+ Typical Wall Section Scale: 3/4" = l' SCREW PREDRILLED W/MIN. 3"PENETRATION TO CENTER OF TOP PLATE, STUDS, OR HEADER. S tZc- •:vQ A3 • 1 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm. �h I�] FIGURE R507.2.3(2) O I- (JJ T DECK ATTACHMENT FOR LATERAL LOADS 152 2015 INTERNATIONAL RESIDENTIAL CODE' 4 A ROOF PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE "T` DS• Gable End •DS CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE DRAFTSMAN FOR FURTHER INFORMATION. drafting i ,- - - - 1 i & design LLc I I 2. FOLLOW ALL TRUSS FRAMING DETAILS PER MANUFACTURER. J i 3. ROOF TRUSSES TO BE SHEATHED WITH 7/16" O.S.B. WITH 30# FELT AND CEDAR SHINGLE ROOFING. CEILING LID TO USE 5/8" GYPSUM WALLBOARD. [Scissor Trusses Jonathan Richards 4. PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE 5105 Sterling Drive DS-Chain Anacortes,Washington 98221 12/12 Slop 12/12 Slope -a • SPACE, AND CONTINUOUS RIDGE VENT PER 2015 IRC. TOTAL NET Lo Provide Flashing FREE VENTILATION AREA SHALL NOT BE LESS THAN 1 TO 300 OF c / At Intersection THE AREA OF THE SPACE VENTILATED. m 360.391.0832 � bx8 Bm 61 _ 6x8 Bm ,C em Jonafhan_59�hoimail.com N '----- �' ------- Ci A o ' Gable End1 -6"O.H. (Typ) 5. ALL ROOF PITCHES ARE TO HAVE A 6/12 SLOPE U.N.O. SEE o o o °o DS/ ELEVATIONS. Project Description: N Skylight Skylight 7.; o p I�-� • m NewConstructionofa . . ..... .... . . .. ..... . . . ......... ........ - 6/ 6/ I 6. PROVIDE ATTIC ACCESS THRU 22"X30" MIN OPENING Single Family Residence :, ry No " WITH REMOVABLE PANEL. FRAME WITH 2x12 MEMBERS. ,,,% of a 0 Z. • - - 5.125x 6.5 GLAM - - . - _ a� 03 7. ALL OVERHANGS TO BE 18" FINISHED U.N.O. �---= ------__- __I9----- --- f -\_ p q - _ - p I 1 - 8. MATERIALS TO MEET THE FOLLOWING GRADES: A,,. 'I:*It:, 4, II -a P I HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. Plan Information: I L A GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. AK 1 a 4ii O° COLUMNS TO BE DF#2 OR HF#2. Main Floor 1790 SF A I a 0 oL �a STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Upper Floor 1159 SF a L I C,0 ricket OR SPF. Total 2949 SF G ° To Drain 1'-0"O.H. Covered Deck 97 SF 1.25"Timberstrand Rim (Typ) __ 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Garage 915 SF -; �n 1: Ridge Line w/ Ridge Vent a OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: Lot g 15750 SF 1 - I i 1 1 I 1 I I . 1 II .1 I 0 N o CEILINGS R-49 OR R-38 IN SINGLE RAFTERS w p EXTERIOR WALLS R-21 I I I I N1 _. I o - N JOIST FLOORING R-30 a Q CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) l 1 �° '0 >•% 1 I I (.. I I 1 u , - _ 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO :., L 71 I- - - -1-1 1 CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE 84 5.125x21GLAM ( -' L lT - 1F - - � 1 L t Ll u _ W - W --1.1 _ W - W - W u u u W - u3 I - DS CONSTRUCTION PLANS. II I 1 T T T T T T T T T T T T T T I L - J I • I J �' Ridge Line w/ Ridge Vent -Rid e Line w/ Ridge Vent �� L ' I • ° I , g g 1 1 1 1 1 1 1 1 1 1 1 DS L F - - - - - a Ls us S Solar r-1--1- P `1P 5 _ � OI5.1zsx21GLAM I 1 r - - -L _ _ _ . t1J L- i T �� N W W W W W lJ U IJ W tJ LJ IJ L W u Q' N N d -- Extend Ridge O ' T T T T ^I Ta) g 7--T T T T T T Bs ° ° bx 10 Hdr Over Main a - _ -I � O � 1 L - C 1 - t 1 _ P I r - - _ Body Roof o Ridge Line w/ vl -- r e i 1 TI8 T I 1T0 s @ 1�6" i .. �f �\ d9__ nt 1 I I 1 1 1 i I I oQe V J 1 1 1 1 1 1 [IrL a 1 I 1 1 1 oii • II -0Ce 4x12 Bm 6/12 SlopeQ1 1 T L I b J ) 0 v I I I I III I �,e olle O ill V " E I I 1 I Ili l li Sti°'` a y a • ] 1 11 1 1 1 1 • i 1 E I > a//ALL 1 •rc DS Q 1 I I I F i t J II I v �B2 1 TRUSS PER PLAN 1 II L Ax10 Hdr �� £ I ASPHALT SHINGLE ROOFING Ce 6x12 Bm (Dropped) 1 �-�"- - w m i 30# FELT INTERWOVEN I - _L I _-_ t'_tr`--r-1--_1 __Li17 _ _L -_- I I I t/Bg _ JI _ \ E_ k I 6/12 Slope 6/12 Slope 1/2"O.S.B,SHEATHING T I I I f -� -lli 1 b I 7 0 en 1 I I I I i ii 1 z 01 A4.1 VENT BAFFLES BETWEEN TRUSSES 0 I I I I I I I C 1 -a_ W/ 1"MINIMUM AIR GAP III ' II I I i \` a III l l II 1 II i \ VENTED BLOCKING BETWEEN TRUSSES 1 I I I I 1 1 I I 1 11 . I III 1 I r1 ,11 I at et) II III III i i 11 Ds•11� b ° III 4xlo Hdr II --I+ dr I I Gable End SHEEXPATHING HINGED LON�wEs B11 1 B10 r - �J I I I I 1 I I �� Revisions: -� � I I r - - - - i ill2X8 WW SPRUCE FASCIA I 1 - - - - ( • ill ►3 Print Date 1/13/17 II 1 I I T er 11 I 11 7/8"TJI 110's Q 16"O.C. I I I I II 1 1 I I 1 1 A If/tet J Jr J � 5"CONTINUOUS Pl."--7 1 I I ` - - { )c, ' , 7,0 , , i U \ PERPLAN J L I - + - _ L 1 - u W � - - - J L - - - -n INSULATIOPI PER CODE- M' 2X/ Index: _ Roof Plan ►�li - - - - ----------- J Plan - 2X2 WW TRIM Slte Plan Cover age A1.0 tr I 1.25"Timberstrand Rim (Typ) B1 P 5.125x 15 GLAM I 0 _ 2 5 10 _�I I � 1 Foundation Plan A1.1 - -- --- HURRICANE CUP PER TRUSS �, SIDING PER ELEVATIONS Main Floor Framing Al] 1 I (H2.SA OR SIMILAR) 1 Scale. 1/4" = 1' Garage Basement Plan A2.1 1011�1 Main Level Floor Plan A2.1 L J 2nd Level Floor Plan A3.1 - - 2nd Level Floor Framing A4.1 al II r - - - - ] L - - J11 F Roof Plan A4.1 Roof Truss Connection Scale: 1"= 1'-0" Building Sections A5.1 - - - - -- North 8 East Elevations A6.1 I - South&West Elevations A6.2 ' 2nd Level Floor Framing Roo Plan 11 11 1SCI .., G i ,� A ii 2nd Floor Framing PlanI i �ro % mol Plan b,8 ¢ A4 . 1 0 2 5 10 ''� j ' ' SIMI . , Scale: 1/4" = 1' �� wa„ drafting & design Li i -, Jonathan Richards 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em Jonathan 59@hotmail.com Project Description: New Construction of a — Single Family Residence Plan Information: Top of Roof Main Floor 1790 SF n Upper Floor 1159 SF Total 2949 SF Asphalt Shingle Covered Truss Per Covered Deck 97 SF Manufacturer Garage 915 SF Lot 15750 SF 8'-1 1 1/8' V I Scissor Truss Vaulted Ceiling 8' Ceiling \, C3 Zm t P \ Truss Header 6-8" Header Height s'-1 1/s" Family Room Bedroom 4 Bathroom Bedroom 3 1 # S �4 11 8'-1 1/8" Plate -" Rafter Extension ,1 1 7/8"TJI Floor System TCsil of Roof hne With 3/4 T&G Sheathing Main Floor 1 EL N co 9'Ceiling t 8'-0" Header Height • f Blocking Above c _._ j Header - - __ Exposed Beams Per - --.. Betting Wall ----- — o - b-8" Header Height Per Plan i. ` I 2 9'-1 1/8" 9-1 1,8' Plc-e N Living Room Kitchen Garage 0 te Stairwell a 11 7/8"TJI Floor System ', VI Q (With 3/4"T&G Sheathing /4"Concrete Slab t Main Floor I Sloped Towards Entrance - NISe 0 -6"Ceiling 1 — — y/ _ �L Beam Per Plan 1 0• a 1 )-d Exposed BeamsMaintian 80" CGaragePer Plan Clear Headroom Header i l r _ I 1 ce 9'-6" 9'-6 Plate Garage T- Crawl 6 I O /4"Concrete Slab il + t Finished Floor Sloped Towards Entrance j— t w t' It 2 en ■ Revisions: I Print Date 1/13/17 I f Building Section AA t 0 2 5 10 I I I. Scale: 1/4"= 1' _ Index: Cover Page A1.0 li Site Plan A1.0 t Foundation Plan A1.1 Main Floor Framing A1.1 Garage Basement Plan A2.1 Main Level Floor Plan A2.1 2nd Level Floor Plan A3.1 2nd Level Floor Framing A4.1 Roof Plan A4.1 Building Sections A5.1 I North & East ons A6.1 South &West Elevaaltions A6.2 i r Building Sections J ,5119, A5 1 I fies8/ Nl 'Cyr' , 17 {{ 4 alp f .- Too of Roof draftiing :� Extend Roof Line Over Ridge & design L LC 8'-1 1 1/8" �i. _. Jonathan Richards -- -"- - -- 5105 Sterling Drive ��, 12 --- - -- Anacortes,Washington 98221 -------- _ -- __ _- - ph 360.391.0832 8' Ceiling z - em ionathon_59@hotmail.com 6' 8" Header Height 1 -L 1 ilj_1 __i_ - - -- - ---- �� - - �j/ L`, I IT III Y 7 /� //�/ Project Description. 1, I - - -- - iT // -/ �// �/ Si Fa Residence �� _ _ _ New Construction of a 8'_1 - ,1r1r7- - / /i//� - // / ' / / 9 Y /8 Single mil R T - - _ __ _ - --- - = Extend Eave Over Door - __ --- -- 5,_0„ Main Floor 'r - - ---- -.- Plan information _ 9' Ceiling - 1790 8'-0" Header Height -_ - - -- Main Floor SF _ / / v _ _ _ j// Upper 59 49 SF Total . _ Floor 6'_8" Header Height � / _ - _ / ��/ - -- l ._. j� -__.. ,_... _ -- j / // / - FDeCk 97 SF911/8 _. -- jd%/r/� ii �// 75750 SF/ ,//l >11 Main Floor -- --- - . . C j 9 6 Ceiling I - l \\\\% ____ , _ _ _ __ _ I 0 ea Clow N Finished Floor 1.1 a, . .� �. a. _ O 'South Elevation ? a 0) m a Top of Roof a) 0 2 5 10 V?1- tin..�cL ie�c-1/4 a eu to(A J � L LA a Scale: 1/4" = 1' '-Illik lk -finis. Interior Vaulted Ceiling/Scissor Truss - .� ■ irk12 .1 JA II I 1 111�11► 11 Vf a 82 � , n 1�. ■ � 11 1 II S O 11 " 1 m 1■ ■1 ■I1 U 1� 1 l 11 11 1� 1 11 ll1 1 Ceiling o i4.4I I.tk �// ���// 6-8 Header Height ��r, / /.ClippedEaveThSide / j __ �,/ /�/f ,// �j 1 1 /�/ %// . Flashin At Corner �/�� u Main Floor o 9' Ceiling ot M hl L. li 37'-8 5/8" 8'-0" Header Height o r �/ ///////' %//" //i%/�i�///,%/,/r; /%"/ ' / /r j/ %// % / Revisions: ,j/ ./// j�� //// , //�� j/ 6'-8' Header Height Print Date / _ // / n / / _j� 1/13/17 :///A �% j1 / of•A/i /j/� j /�/ / // j�/.j - __ 7 "A // // M I r-C// / / / / "rll I -5,� I 7 i' Index: l I ,--h , , - Main Floor Cover Page A1.0 .l �� Site Plan A1.0 .' - 9-6'Ceiling_ Foundation Nan A7.1 _-- Main Floo Framing Al 1 _ - -_ -_ .___ - - I Garage Basement P A2.1 r lan p� Main Level Floor Plan A2 1 I _- -- _ :% , /j/„, Y ///� j !� 2nd Level Floor Plan A3.1 _, /-1 - L- ,/, Gi _Gle // r G . 2nd Level Floor Framing A4.1 moo _ - ._ _ Roof Plan A4.1 - Building Sections AS.1 --- - --- 9'-6" North & East Elevations A6.1 South & West Elevations A6.2 _ — _ West Elevation South Elevation r Finished Floor ° - - k_)oc West Elevation /1/9 i_i4,- ' ; - :,'-' - 0 2 5 10 Non Structural 6x6 Knee Brace S4 ' I - ' Scale: 1/4" = 1' .d 0$AL A6 • 1 ... _ at � 4 {1 I Top of Roof draftigg z & design LLc / -----6 Jonathan Richards -- ___—_ 5105 Sterling Drive ___—___ -- ----_ _ __ _ Anacortes,Washington 98221 ph 1. 8 ------'—"'"'---- ___ em jonathan59@hotmail.com --- __ 8' Ceiling — '\ r 6 8 HeaderHeight esc ion j �// j _ ji ! ���. 4 11 iI If ` New Project Description: : // / / pl�1�y■�i �� New Construction of a // //J Single Family Residence 6 \ Plan Information: 12- Main Floor lir - - M Floor J i 9' Ceiling Main oor 1790 SF _� - Upper Floor 1159 SF 8'-0' Header Height Total 2949 SF I// 7/ - - /////� 6'-8 Header Height Covered Deck 97SF -- III Garage 750 Lot 15750— -- 9' 1 1/8„ i, - _ _-_ CI — ,r Main Floor t 1 _.. 9'-6"Ceiling I North Elevation I arse,lispi/s _ , �+� 0 _ 2 5 _10_ N' a 1V --....,,.. •' •pdFloor-._ O C.. \ ,C (1) .ltltum 0 c C Top of Roof yj 0 S �-- L 0 8'-1 1 1/8" C i Ce 4. z 8'Ceiling q M a --- - _ _ I 6'-8"Header Height o CI - 7/7 m _ 22///// 7 -r., oi. - 16 _ a - - ; , : Revisions: 1011.1.111111111.1a 1/13/17 Main Floor 9' Ceiling - 8'-0"Header Height %%/%//%///%////% —I — ——— 6'-8" Header Height IKU - p - t 2/ \.1 - __ -__ _ _ / _ Foundation Plan A7.1 Site Plan Al 0 ---- / / -- Main Floor FramingA7.7 _._.. - - _ - - / / - Garage Basement Plan A2.7 Main Level Floor Plan A2.1 --- -- // 2nd Level Floor Plan A3.1 /// FI 2nd Level Floor Framing A4.1 --__ -- __ Main oor .--- --_ — --+ __- _.. -- � Roo Plan — Build ng ions A5.1 North & East tElevations A6.1 South& West Elevations A6.2 cjdS Ea Elevation \l I East EleNorth vation n 0 2 5 10 e -& ' w;4+ i Scale: 1/4"= 1' A6 . 2 oir le • rimpe, 3903 Rock Ridge ParkwayAnacortes, Washington 'd rafts n March 20, 2017 & des• LLc EROSION CONTROL NOTES FOR RESIDENTIAL LOT COVERAGE: EROSION BMP NOTES: CONSTRUCTION - CITY OF ANACORTES: PROJECT INFORMATION: Jonathan Richards - _ 5105 Sterling Drive RESIDENCE AREA 1851 SF 1. EROSION CONTROL TO BE MAINTAINED WITH THE A Erosion Control Best Management Practices shall be Anacortes,Washington 98221 GARAGE AREA 299 SF USE OF A SILT FENCE ALONG THE LOWER GRAVITY in place per the accepted site plan prior to any Project Description: New Construction of a Single Family ph 360.391.0832 PORCH/STAIRS AREA 147 SF LIMITS OF CONSTRUCTION. SILT FENCE IS TO BE construction start. Residence .. em Jonathan_59@hotmail.com TOTAL AREA 2297 SF ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. -44 B. The erosion control shall be inspected once a day a. S z 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. and modified to meet the surrounding conditions as f.0 `n O Building Official: City of Anacortes Z Description: LOT AREA 9291 SF needed. N Q j t ¢ Q ProjectP 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED LJJ Vr N Q New Construction of a LOT COVERAGE 24.7% NOT WASHED) Building FREE OF DEBRIS BEFORE LEAVING THE C. The storm drain system shall be cleaned daily (Sectioncc w 0 Single Family Residence SITE. 7-07.3). All drainage systems shall be cleaned to the Classification: Type V B (UNSPRINKLERED) Z Z� > _ acceptance of the City of Anacortes prior to Q e cc j accep tance tance of the project. U ,,,f 11 I a F 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS Zoning: R2 Q ci a I- CLEAN AT ALL TIMES BY SWEEPING AND SCRAPING ON A DAILY BASIS. WASHING OF THESE STREETS WILL D. Stabilized construction entrances and roads shall be z m L1J z NOT BE ALLOWED WITHOUT PRIOR APPROVAL. installed at the beginning of construction and Q g g Title Holder: Dan McLean 06 at ` /3 § Plan Information: maintained during the duration of the project. LL Additional measures may be required such as wash cell a. a o 5. STABILIZATION OF UNCOVERED SOILS SHALL HAVE pads to ensure that all paved areas are kept clean. em > Z d i Ni z z STRAW APPLIED. — w Main Floor 1790 SF - No mud is allowed to enter onto City streets. j— — <a Q p r- J J Upper Floor 1201 SF /NOTE: E. Any soils exposed that will not be disturbed for 2 days 0 2 s4d' S > LL w Total 2991 SF LANDSCAPING REQUIREMENTS: Burin the wet season or 7 days the d season shall M a O Underground franchised g v dry Q ii tri w t— O Covered Deck 97SF be immediately stabilized with approved ESC J I-- th > h" 2 Garage 915 SF utilities should use the Minimum tree size shall be 1-1/2" caliper. Minimum methods (seeding, mulching, . w O g p plastic covering, etc.) Contact: Steve Moehl / John Moehl 2 o a m a Lot 15750 SF trenchless method. no Shrub size shall be two gallon. Minimum W a _ groundcover shall be one gallon or equivalent. F. Two weeks prior to the beginning of the wet season ph 360 941 8877 a. ¢ a t N / open cutting Of the Street. Refer to AMC Chapter 17.41 and Section 16.50.070 (Oct 1), all disturbed areas shall be reviewed to em steve@newcreationsbuilding.com for further info. identify which ones can be seeded in preparation for em ohn@newcreationsbuildin .com i the winter rains. Disturbed areas shall be seeded 1 g >114 PEDESTRIAN RAMP ON EACH SIDE OF- \LI Total Required frees For Code Compliance 9 within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those DRIVEWAY PER "TYPE 1" DESIGN. Q c\f\l I - p, t1 Tree List: areas to remain uncovered shall be submitted to the Project Location: 3903 Rock Ridge Parkway TOTAL LENGTH OF RAMP NOT P► S\O Ev I'� !✓ Project Manager. The Project Manager can require Anacortes, Washington 98221 REQUIRED TO EXCEED 15 FT IN LENGTH. to G\ ERI ER S0v\ Dogwood Deciduous )Trees . 9 g p g 3� \ - seeding in additional areas in order to protect surface Skagit County `O r'U� "�' \t`1 P Alder (4) waters, Adjacent properties or drainage facilities. �� Planter: Bark w/ \NG C� r c 8] ROCKS, Shrubs & X\S �� G. Penalties for an Erosion Control violation are subject Property ID Number: P125826 S E Planter: Bark w/ Trees,.., p rtY �OG V��,� LANDSCAPING CALCULATIONS: to a$300 -$1000 fine under Chapter 17.66- Penalties Flowers 2 '�- I► Shrubs & Flowers" for Violation. Each day is considered a different © co� �� BUILDING AREA 2290 SF violation. Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of E E �/ r, CONCRETE AREA 1732SF ^_ SS Uy ��� flow. s'='= ` WATER CONNECTION TOTAL CONSTRUCTED AREA 4022SF Phase 1 , Being a portion of NW 1 /4 of the N O N U NW 1/4 Section 26, Township 35 North, z N DRIVEWAY ENTRANCE `�� -- g0 �,O ��\E • +. ,c_. LDR 1 LANDSCAPED AREA 5269 SF Range 1 East. Q CO WADOT F-80.10-04 "TYPE 1" � ' ,� G F " ,�' �' ���' �� ` \�` ` ,fr� LOT AREA 9291 SF 0 Provide 16' Wide x 1' Deep �/ oPe�y =�'' 1 �Y� _; • N SILT FENCE WSDOT 130.15 02 1'�^ > e. LANDSCAPING PERCENTAGE 56� 4" Quarry Spoils As Construction Qt y p c �%' 2 ,�tb°c Plan Note: Plans Are To Be Reviewed By All _. O Entrance .11PP17-1:Lr ak -G \ CO3, War e i ` \6 Subcontractors Prior To Starting a . oy ' \ \`t Flagstone Path Construction. If Discre ancies Exist Please 1 C W WSDOT 80.10 02 �,� Ram \ In Gravel p 113 •cr� $- /_ cp. �t� \ war ` Information. Contractor For Further e H U ���i &� • '.. SEWER w _ Flagsto � A 0/� 4 PERFORATED PIPE ALONG •- a I�I •�_ C'`' Path • . ,,, : C ,DAsi EAST SIDE OF PROPRERTY f c .„..s • C 1 V SD ,<, �, �.. ONN C _..c„, � v ce/'��j �� SQ � �. o �� �'�.� G� CONNECT INTO CITY STORM 5,e t f S / 4�/� �® vs a �� • O I ist VACANT PARCEL 5- ,Ape--d /7 a'''''s3 ke el ' g `tom+ /� N Q Sj49 �� �` x '� �' ..� Planter: Bark w/ _. �" i f°ital r a i11 Si' 1rt InYllp ' RN nJ - O / ,P 1�t 1 111i 1i L § 1 + / oft !; Shrubs & Flowers P• � U �:�. ��� ,�. ., �� v -- i k „6 t 1y ° �`�i l)11 vJ ih`silt 9`�4r tv 1111 . } ,.,,..' .�,,T z P. �� \\�. \ \ .. Y `' 1ti t�k1k��l ji ti t i„„4„ . i t;: - .:>a Planter: Bark w Trees, �� �� ° • Shrubs & Flowers \ �., x, \� ` ��' r • 14� n�� , „ , i ,1l 1„ ll, . ... ~ �_ Q ti, • Residence ., �� \ �/ \ \ \ `� SILT FENCE WSDOT 1-30.15-02 Oapper Pancf INLET PROTECTION IN DRIVEWAY v y v • et i j ,� -w�° WSDOT 1-40.20-00. \NN V 1--fix® Patio — �� �' 2 CO}y "h \ \ r'"" I Ji rb, �tsilslt,J - '+",o, O SILT FENCE WSDOT 1-30.15-02 0 /'� V .,•, / v v`\ ry _ r . \ • zfl .� .i�i t T� Pay .i s�„ 8 O , \ N / \ TIGHTLINE DOWNSPOUTS \ / \ / , VA ♦ o 1iN 1 si }I ew,w.r ' AND FOOTING DRAINS TO '/s \ TEMP SOIL \ 1 akePak ' T k * o Cranber a, CITY STORM SEWER li i,1: llIt tiVii) rac• y \ \\ Garage I STOCKPILE \ \ oo v x - AREA v �� � J� A,0 `` \ \ \ .` ` Revisions: .O� \ SS /�i �2\r S ` l , �"m Print Date 1/13/17 City 5 (� / anges 2/6/17 • . HOA Changes ges 3/20/17 1j7� \ \ BPS \ , / / / 1`` DGWDSic % � x Floor Changes 6/30/17 L/ �/�\ /1 �r ,�� \ \ ♦, '7° /1� ,. '{`Y1'r l illtll„ ?" ..632iii rii izli r 8y, \ / '� I' ALDR �� \ \ Planter: Bar4 Trees, ALDR �. \ Planter: Bark w/ / [20.7] z� `� mod' 1 Index: Shrubs Flowers IL♦ Cover Page A7.0 ic> Shrubs & Flowers , Site PlanA1.0 / ♦ ♦ itSt i � , r i.Yir t 9G� \ / �/- 1 " ' 3903 Rockrklgeosrkway "' � -/ �` ' Q @t ow Aviation Foundation Plan Al.l \ \y `+ - `+�.T-"` wMain Floor Framing Al.l / / PSS DGWD Garage Basement Plan A2.1 T Slte PhanMain Lvel oFloor rPlann A3.1 J / G� O [7 2nd Level Floor Plan A3.1 e�\ \ / \�4 2nd Level Floor Framing A4.1 o s 15 25 boo �S •e LOT 4 DGWD e �3a Roof Plan A4.1 �- - Building Sections A5.1 �� North & East Elevations A6.1 Scale: 1"= 10' [3903] • South 8 West Elevations A6.2 Q�Ope l 9. co n g • 9terEkRoge Project Information Vicinity Map Pa [ 16.4] T Vicinity Map Al . 0 ' Scale: NTS 1 FLOOR PLAN NOTES: A 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 22'-0" 16'-0" 12'-0" 3'-0" CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE e `r = / / / / DESIGNER FOR FURTHER INFORMATION. d raft 3'-0" 5'-101/2" 4'-3" 5'-101/2" 3'-0" & deS* , Lc TRUSS PER PLAN / / / / / / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) MUST BE PRESSURE TREATED MATERIAL. USE CORROSION ASPHALT SHINGLE ROOFING RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE *** TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 33# FELT INTERWOVEN —IRISS 1/2"OSB SHEATHING _ _ — STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR \ \ \ r _ _ P 9 P I _ -rBETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE r Jonathan Richards Window Seat FRAMED WITH 2X4 STUDS AT 16"O.C. AND SHEATHED WITH 1/2" VENT BAFFLES BETWEEN TRUSSES5105 W/1"MINIMUM AIR GAP i,.� �:� GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. rive Anacortes,Washington 98221 VENTED BLOCKING r -11 BETWEEN TRUSSES \ © © 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em jonathan_.59@hotmall.com PLYWOOD EXPOSED SOFFIT a_ WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A \\_, ` 2X CEDAR OR U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. � SPRUCE FASCIA Family Project Description: 1 N t a?' Vaulted Ceiling New Construction of a Carpet 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM ,n WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence Y•-‘, <1_ii ; Walls Below FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) PER RooF PLAN _ (Dashed) ALARMS TO BE PLACE OUTSIDE BEDROOMS. — is R-49 BLOWN-IN ` us ' INSULATION \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND . 5/8"GYPSUM LID Skylight Skylight r 1 BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER . `" / 4'-5 1/2' / 4'-1 3/4" / 4'-1 3/4" / 4'-1 3/4" /2'-6 3/4" MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: HURRICANE CLIP PER TRUSS OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT 11'-7" 4'-5" DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). / / Main Floor 1790 SF C C C C Upper Floor 1201 SF TYPICAL 4X10 HEADER \ • P� P5\ —q P P-5 6. CERTIFIED PREMANUFACTURED GAS BURNING FIREPLACE WITH Total 2991 SF DAMPER AND OUTSIDE COMBUSTION AIR SOURCE DIRECTLY N Exposed o 97SF o CONNECTED TO THE FIREBOX. INSTALL PER MANF. SPECS. GarageCovered Deck 915 SF Beam M Lot 15750 SF 4 Above o Dn M 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS -- -- O 1 (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED o ABOVE ALL BEARING WALLS AND BEAMS. 2-8„/ ter ' 1/2 W II kl ^ °� Bedroom 4 Attic % 1/ N v 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING Too Access \ \ p 8' Ceiling I \ - HOLES OPENAREAS.LE AND ANY o� _ \ N Carpet •----- old dr Air Chaae 1/2 Wall -_--- 0 - oF t \ —r' 9. MATERIALS TO MEET THE FOLLOWING GRADES: Smoke HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. t tO Detector co Open To ,, a GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. kA 4 ® SI in ^ Below _ ' Closet COLUMNS TO BE DF#2 OR HF#2. F. `2 STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, 2X6© 16"O.C. EXTERIOR WALL�— — \ 5068 Carpet g 4'-9 1/2" OR SPF. DOUBLE 2X6 TOP PLATE / / 60111 PT 2X6 BOTTOM PLATE �� - Closet W/1/2"A.B.Q48"o.C. 11: ,,, - - a 111 }/ 2 4 _ \ 10. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Ln 2468 ----- - --- _" __�� OF THE WSEC. INSULATION VALUES ARE ASFOLLOWS: 0 4- 11 7/8 TJI FLOOR SYSTEM ✓ - / -- _ WITH 3/4"T&G SHEATHING �� \ \ Closet N N CO/Smoke CEILINGS R-49 OR R-38 IN SINGLE RAFTERS a ® Detector a ® 1 / EXTERIOR WALLS R-21 t JOIST FLOORING R-30 N --Smoke CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 11 Detector / \ "'` .r. .�tR -_.-..,t' `..` \ - - I 2468 = 2668��° 2468 ^ / 6'-7" � 4'-11 1/2" 11. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO O ' A / / / / / / °J CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE athroo01)a, —moss.. f 1' smoke of CONSTRUCTION PLANS. � 0 l o iDetector 8' Ceiling ' Tjle ..0 MID /I ', so%r Bedroom 2 y UU / 9 ^ Tube 8' Ceiling WINDOW SCHEDULE •� ` 5/8"GYPSUM LID XBedroom 3 /�/ Carpet M \ ffir 8' Ceiling -a (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 i�� a 0 2468 r Vf \ © Carpet o ID Size Description Qty 0 0 FAN / — I A 7-8"x l'-0" Picture 1 at N �o ! B 2'-0"x 4'-0" Picture 2 0 'L — M C 2'-0"x 3'-0" Awning 5 V in 3 o D 3'-0"x6'-0" Single Hung 3 V 0 Kil K oC E 3'-0"x6'-0" Picture 1 N L Oa F 1'-6"x4'-0" Picture 1 \ \ b d \ b \ G 5'-0"x 1'-6" Horizontal Slider 1 3'-3" M 9'-9" 6'-3" 4'-7 1/2" ITi\I 6'-7" H 6'-0"x l'-0" Picture 1 I / / - - / " / o J 3'-0"x4'-6" Single Hung 1 30'_5 1/2" v K 3'-0"x 4'-0" Casement 2 nal ll. - / / L 4'-0"x 6'-0" Picture 6 o M 2'-0"x 2'-0" Awning 7 c Lo w N 5'-0"x 3'-0" Horizontal Slider 4 il E O o. w G ro U N o M to i (----, 60I Revisions: Print Date , -�� �� '� . City Changes 12/6/17 INSULATION PER CODE 7/16"O.S.B.SHEATHING ' �I —i, 15# BUILDING PAPER \ \ \ X HOA Changes 3/20/17 HARDI-LAP SIDING Floor Changes 6/30/17 i 11 7/8"TJI FLOOR SYSTEM ii WITH 3/4"T&G SHEATHING R-30 BATT INSULATION ti . - \ 8'-0" 24'-0" / 14'-0" 7-0" Index: / / ~� Cover Page A7.0 A 53'-0" Site Plan A1.0 \ \ / -- ----- / Foundation Plan A1.1 S 1 ?S?S?SiS?_S2 S S i I I 1'- 2X6 PRESSURE TREATED SILL " Main Floor Framing A1.1 W/1/2'X 10"ANCHOR BOLTS a@ 48"O.C. iii"V- Garage Basement Plan A2.1 W/ 1/4"X3"X3"PLWASHERS Main Level Floor Plan A2.1 F 2nd Level Floor Plan A3.1 & 2nd Level Floor Framing A4.1 FINISH GRADE �i, �O ' RoofilPlan A4.15 �I(JI Building Sections A5.1 n North& East Elevations A6.1 U _ oe 8''FOUNDATION WALL 1111 - 2nd Level Floor Plan South&West Elevations A6.2 '-` Will) #4 HOR.TOP REBAR - Plan #4 VERT.REBAR©48"O.C. 0 2 5 10 v e TIGHTLINE STORM DRAIN r>. I i .. N 16"x8"FOOTING--- �• _ a-T` ' W/12) #4 HOR. REBAR DRAINAGE GRAVEL Scale: 1/4" = 1' #4 VERT./HOOK REBAR e o o - 2nd Level Floor Plan 4"DIA.PERFERATED - Wdll Detail \ • • • • ���111 FOUNDATION DRAIN Typical Wall Section Scale: 3/4" = l' t A3 . 1 A A FLOOR PLAN NOTES: 1 I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE ' CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE ,•, }. Yy y / $lops Up DESIGNER FOR FURTHER INFORMATION. d rafts 1 3 - �To Entry & des• LC 4'-7 1/2" 4'-3" 4'-3• 4'-3" 4'-7 1/2" "�' 221-0" / / / / - / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) / / MUST BE PRESSURE TREATED MATERIAL. USE CORROSION ` RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE 21-101/2" 16'-3" 2'-10 1/2" _ TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 / / / / L L L L y STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR \ \ P `I P q P q p BETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE FRAMED WITH 2X4 STUDS AT 16"O.C. AND SHEATHED WITH 1/2" Jonathan Richards 0 o GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. 5105 Sterling Drive \ \ ( i �,j .r Aj 1 Anacodes,Washington 98221 r 1 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 \ K i D ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em jonathan_59@hotmall.com Exposed a o WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A n_ Ceiling o R U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. , r" N Beams c _ \ 4'-4 1/2" 3'-3" 4'-4 1/2" Project Description: z7 / / / A 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM New Construction of a 0 En WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence a FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) a 36"Picked Guardrail h O ALARMS TO BE PLACE OUTSIDE BEDROOMS. O Living/Dining q �42"Gas 9' Ceilin N D D Fireplace Hardwood Covered Porch \ P q r y - \ \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND 9' Ceiling b BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER o Synthetic Decking kr MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: o OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT S'-3 3/4" 6'-2 1/4" 4'-6" 9 DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). o \ / / / Main Floor 1790 SF o B A B-ji Upper Floor 1201 SF ob co ^ \ F'—`I l\ 3068 5 ) \ E "C 6. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Total 2991 SF o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED ro L \ K I - 1 ABOVE ALL BEARING WALLS AND BEAMS. Main Garage N Covered Deck 97 SF w 9' Ceiling 0 I -N�5" � Garage 915 SF Concrete = N Entryih Lot 15750 SF c 3'-6,v 9'_0" 4'-61/2" "�� 7. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING - 9' Ceiling / ! / ' Hardwood HOLES AND ANY OPEN AREAS. i - t 2.9 ' 2'-8" 4'-9 1/2" J y bsi / Master Suite 8. MATERIALS TO MEET THE FOLLOWING GRADES: >111 c \ = 9' Ceiling o HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. o --- Island Bar r Carpet o a GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. -o _ 9 6 lase ' Lo COLUMNS TO BE DF#2 OR HF#2. Cill o_ / —^ STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, o- \ OR SPF. N — \ Desk —c� A —ce A Crawl Access \ J l Kitchen '- -o Smoke w/Min 24x36 o Detector 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS o — -0 I 9'Ceiling +- _ Removable Panel Hardwood y a OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: ° c Hood Vent o 4 1 _o o - ` 1 $ CEILINGS R-49 OR R-38 IN SINGLE RAFTERS g ? ce P4'-0" 7'-9" 410" EXTERIOR WALLS R-21IMO Up b n a I::I � U ° m -/ F JOIST FLOORING R-30 ce L A _ _ _4' Max Retaining Wall_ _ J ha v3 Hall C 'I \ \ CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) `? to 1 2668 r + - 3068 2468 P-9 \ • 9'Ceiling 0 II CV \ \ - I A �Hardwooij (V `a `. ` \ j 8' Retaining Wall ( 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO �.__._ P•wder Closet CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE CS • { 9' •eiling Es `--. 9' Ceiling L - Pantry Har• • ood 'v / / Carpet +�� CONSTRUCTION PLANS. _4'-T" 4-0" • w CO/Smoke®e - N z 9' Ceiling u� a ` .► .. . .. solar _ Bath •r— 0 a --,_,� Hardwood j FAN 4'-5" 2'-8' Detector Tube 9' Ceiling q b. _ ' -� b .� / Tile l ) I A - o I Crawl - —4—o - 3068 3068V ! ° en U —� _ �s o - N'I r--- ® Sm a �° l v \ — D ec#pr Attic - WINDOW SCHEDULE •� c T�" 5'-3 1/2" Access N c .°s'o \ g C / ` y w AN (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 a 2 Vf FAN y VTO o\ b ID Size Description Qty I 0 vro Mud/Laundry h R cv3 - 0 9'Ceiling is _ A 7-8"x 1 -0" Picture 1 S _ `7 Tile V \ 2268 Tile Shower G \ B 2-0"x 4'-0" Picture 2 0 Office c Dn C 2'-0"x 3'-0" Awning 5 U a co Stairwell m co 9 FA" N D 3'-0"x6'-0" Single Hun 3 a 0_ N \Kan Stairwell DRY wns 9' Ceiling v o 9 9 V0 io Above 7o Garage LJ Hardwood r 110 n E 3'-0"x 6'-0" Picture 1 C in Unheated N Unheated - M OI I . N N. 3068 — F 1'-6"x 4'-0" Picture 1 Q \ -N iv\ \ Step Dn \ \ \ G 5'-0"x l'-6" Horizontal Slider 1 J 4.2 Ce H 6'-O x 1'-0" Picture 1 / / / 2'-10" 4'-2 \ b / / / J 3'-0"x4'-6" Single Hung kr v K 3'-0"x 4'-0" Casement 2 6068 L 4'-0"x 6'-0" Picture 6 E en \ ( •` \ M 2-0"x 2'-0" Awning 7 0 ❑H N 5'-0"x 3'-0" Horizontal Slider 4 E 0 0 Garage e., op Garage b'-9" 7-3" 9 9 0 9'-6"Ceiling / / / rt;) :N__ 9'-6"Ceiling m m N Concrete Concrete t9 .o b ' i M Patio Q \ _ Revisions: 'opI Print Date 1/13/17 N b d I I City Changes 2/6/17 \ \ \ is „., \ \ \ \ \ X HOA Changes 3/20/17 N Floor Changes 6/30/17 12'-0" 12'-0" / / - - / 1 1/4"DIA.MIN TO 2' DIA.MAX 8'-0„ I / / /24'-0" 14'-0" 7'-0" CONTINUOUS HANDRAIL - Index: I / / TERMINATE HANDRAIL Cover Page A1.0 A A 53'-0" AT NEWEL POST DOUBLE JOIST Site Plan A1.0 / - -- ---"" - -- / Foundation Plan A1.1 Main Floor Framing A1.1 1 Garage Basement Plan A2.1 l U i Main Level Floor Plan A2.1 „ Z l 2nd Level Floor Plan A3.1 - �� 2nd Level Floor Framing A4.1 l�GP o7 e ,IIII� Roof Plan A4.1 7 I North Sections A6.1 East Garage Basement Plan Floor Plan oc, - North & Wes ons A6.1 w South& West Elevations A6.2 2 7 Plan r• Plan 10"MIN TREAD __ 0 2 5 10 0 2 5I�-�� 10 HANGERS _ 1 L 1 1 wi Garage Basement Plan Scale: 1/4"= 1' Scale: 1/4" = 1' 44 4.' < (3) 2X12 STRINGERS Main Level Floor Plan / - 2X4 THRUST BLOCK Stair Detail Scale: 1"= l'-0" A 2 • 1 FOUNDATION / FLOOR FRAMING NOTES: SIDING PER ELEVATIONS -, r #15 BUILDING PAPER A ^-�. �^ _ 1/2"OSB PLYWOOD SHEATHING ^--.- 4 �� `sue `s� 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO _,...,..y• PLYWOOD • " 22'-0" 16'-0" 12'-0" 3'-0" r `-`. STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE , / / / / j USE zMAX CONNECTORS AND HOT DIPPED \s CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE • SUBFLOOR ^ • GALVANIZED FASTENERS OR EQUIVALENT I DRAFTSMAN FOR FURTHER INFORMATION. • d fait• n r WHEN IN CONTACT WITH TREATED WOOD. Q� =8 8 , , 1.25"TIMBERSTRAND LTC des' 1 f "' a RIM JOIST \ ALTERNATE: PROVIDE 30# FELT BETWEEN I 2, TYPICAL FOOTING THICKNESS TO BE 16"AND A DEPTH OF 8" • TREATED WOOD AND METAL CONNECTIONS. WITH THE TYPICAL FOUNDATION WALL THICKNESS TO BE 8". „r TREATEDSILL 2'-101/2"/ 16'-3" /2'-101/2"/ �` ^• SEE DETAILS ON THIS PAGE FOR FURTHER INFORMATION. ^ 2X6 PRESSURE `-' W/ 1/2"X10"A.B.'sa48"O.C. W/ 1/4"X 3'X 3" PL WASHERS 1.25"Timberstrand Rim gyp) ` �� • 2'Canhlever \ �� i `� ' x #4 CONT.TOP BAR I I `__ ' `�_ - 3. ANCHOR BOLT PLACEMENT WILL BE EVERY 48"O.C. AND A \ r \ 9 i I I i MINIMUM OF 2 PER WALL. z _ _ _ _ - - _ _ _ Jonathan Richards N• c - 5.125x 16.5 GLAM Hdr5105 Sterling Drive FLOOR JOISTS - ° - ' _ FINISH \ \ �_ -(1 T T T T T. \ Anacortes,Washington 98221 PER PLAN GRADE o T--------------------I--- 4. 4"CONCRETE SLAB W TH COMPACTED BASE MATERIAL AND 6 W/ R-308ATT , r FS-°1 - L -I- i - J- - L -I- _I - 1 - L -1- _I - -1 - L - NSULATION R I MIL VAPOR BARRIER. OPTIONAL REINFORCEMENT WITH WIRE MESH OR REBAR. ph 360.391.0832 II I I em Jonathan 59ehotmall.com #4 VERT. REBAR - RELATIVELY ^ I I I I I I I I C4 48"O.C. ► Z \ 5. 4"CONCRETE LANDINGS TO BE 1/8" LOWER THAN THRESHOLD. IMPERMEABLE - • I I I I I I I I ± LAYER TOP SOIL A1.1 8'-6 3/4" A 1.1 6,-8„ o SLOPE AT 1/4"PER FOOT AWAY FROM BUILDING. Project Description: -- ° I I I I I I I I n / / / ro �r`�' = I I I I I I I I a I I I I I I ' I � New Construction of a „, a Treated 2x8 Rim - 6. ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH Single Family Residence -sit, = TIGHTLINE STORM 1 I I I I T \ CONCRETE MUST BE PRESSURE TREATED. • +w DRAIN I I 1 1 1 VAPOR BARRIER �' _ 1 , I , I , I I I I I -.-I---_-_-_ • 13�e.----- .1 I •I \� DRAINAGE GRAVEL i i Treated 6x10 DF#2 Bm i 1- Treated 6x10 DF#2 Bm -1 Min Hei ht Foundation Wall 7. CRAWL SPACE TO BE VENTILATED BY FOUNDATION VENTS. xt"oa� = I I 5.125x19.5 GLAM (Flushbo di LiJ di it, di J L ,- g -\ -- - - --------_-_-- Treated 2x8s @ 16"O.C. \ �a \ PROVIDE 1 SF PER 150 SF OF AREA (10 MIN. PER 1191 SF). VENTS m / ` 4" DIA. PERFERATED -- j- I �4 ' I I. l U y FOUNDATION DRAIN T T T T T T T T T T T T T T T = '� ` MUST BE COVERED WITH 1/4"CORROSION RESISTANT WIRE MESH. - r ° I 1 I 1 v 1 I 1 I 11- ° r - t - 1- -1- -1 - t - 1- 1 LOCATE AWAY FROM ANCHOR BOLTS AND HOLDDOWNS. Plan Information: UNDISTURBED C I I I I I I 1 a , II I I 1 ITreated 2x8 Ledger. 1 I I I I I I I I I I I 1 4 , �. I 11 .° I I I I I I I I I , (2) #4 CONT. E 1 1 i I . 1 9 8. FOLLOW ALL TJI FRAMING DETAILS PER MANUFACTURER. Main Floor 1790 SF BOTTOM BARS, / / / NATURAL SOIL 8'Foundation Wall ! a •° 1 4L- -,IT - rlr -ill- -+I. -al - dr -,r -,I,- 4. - r1,--I,J ° L 4 - 4 - I- -I- --I - 4. - I- J - Upper Floor 1201 SF U.N.O. OR ENGINEERED ' .-/ 1 I 1 I I I ° • I- - 4p- -G, I • 1, I . .1: I -• 1 ° p- '1 ° 1 - I I I I I I I 1 ' Total 2991 SF FILL p 4 On ref Slap ° _ _ _ _ _ _ _ 9. FLOOR FRAMING TO HAVE 1/4" BEAD OF CONSTRUCTION 1 1 1 1 I I � . 1 I 1 I 12 rI- f"_-t - 1 -I- -F - fi - f- -I- 1 - t - b -I T E 1 F T El 1 ADHESIVE WHERE ATTACHED TO 3/4"TONGUE AND GROOVE 1 4'Concrete Footing vr/Vapor Brier I "`� �I I 1 I , , 1 1 •� 1 I I 1 1 1 Covered Deck 97SF /1 Foundation Detail °' y i i SUBFLOOR. Scale: i = t .o' E I I I I 1 I 1 I I 1 I I 1 r ° Garage 915 SF I 1 I I 1 I I 1 I I ° Lot 15750 SF \A1.y H I I I I A1.1 I 11 7/8"TJI 110's @ 16"O.C. I I I c 10. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS N I 1 I I I I I I I o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED 5.125xJ19.5 GLAM (Flush u I - _ I I ' -a °J ABOVE ALL BEARING WALLS & BEAMS INCLUDING DECK BEAMS. I ___ 1 1 I --r'- =--=------------. T T T T T ',T T T T T T T T T T I I I j1 I I I I I I I 2 1` 11 1 1 11 1 tp 1 I 1 \I i `• I I I 1 1 I 1 1 �' I 11. ADD AND ALIGN JOISTS TO ACCOMODATE FOR PLUMBING. o ° ` r• Point/Column Load a a 1 1 1 1 - Simpson AB44 �� SIDING PER ELEVATIONS a Simpson IUS Joist Hangers (Typ) " Z° tecl'S#15 BUILDING PAPER I I I I 12. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING OPTIONAL WALL ._-� _ ( 1 INSULATION ��-' 1/2"OSBPLYWOODSHEATHING A I I I T-101/4" I (3J #¢RebarE.W. ' - HOLES AND ANY OPEN AREAS. o -` I I I I I I I I I I I I 17 �I I 3 A11 2X6 PRESSURE TREATED SILL 3 I I I I CrgYYI 13. MATERIALS TO MEET THE FOLLOWING GRADES: �- -. W/ 1/2"X 12"ANCHOR BOLTS G 48"O.C. a Crawl Access Al,� HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. 4" REINFORCED ~ W/ 1/4"X 3"X 3" PL WASHERS I I w/Min 24x36 I 2x4 Bearing Wall GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. CONCRETE SLAB .° i 1 1 1Removable Panel I #4 CONT.TOP BAR, U.N.O. 0 I L - - - fe I I COLUMNS TO BE DF#2 OR HF#2. IIM n- \ \ L 4' Max Retaining Wall_ J \ -.- - - - - - -I- -i• - + - 1 J - - - -h STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, L___ L I I- FINISH ? �? I I I I I w/TreatedPla �r ORSPF. ii- ` • • ° GRADE ON CONSTRUCTION JOINTS: ° P 4 -= _° ,I ° I • I 0 l _ _ _ _ _ -I- - C - t - t- -i- + - t - tom i- t - j - � � - t ' '., CV _P. , Z PROWITHVIDE #4 REB R @ AND 14"MIN. 8' Retaining Wall - r (Flush) - - - - - �\ T T 1 �♦ _ • INTO WALL P I I I ( I I �l Typical16x8 • I I A. • n 1 ' OF ET THE MINIMUM PERSCRIPTIVE REQUIREMENTS -�� 4x12 Bm CATION TO - Concrete Footing THE WSEC. INSULATION VALUES ARE AS FOLLOWS: 4 INSULATION ME 1111 rns•d� I I I i - CEILINGS R-49 OR R-38 IN SINGLERAFTERS #4 VERTICAL REBAR �-"'- 3 °J - II I I I I ;o ) I Use (2) #4 Horizontal Rebar I I I i - ,,: 1 ,:' TIGHTLINE STORM DRAIN m �� I i a JOISRFOLOORING R-30 0 c48"O.C.. U.N.O. F•Lr' II 1 Q II l0'-13/a' I I I I R WALLS R-21 a } \ t - 1 I 1 ( I 19 1I2 I / I J/ - • CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 1 1 I 3' 8 3 4"I DRAINAGE GRADE GRAVEL .4 . a - - \ I- - - - -I 15. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO J U • _ FOUNDATION DRAIN e" N Sao` c I T T T T T T - J I 1 �" Foundation Wall a CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE y V o e CONSTRUCTION PLANS. III II I I I I I (2) #4 CONT. I a II I 1 I I I 1 I ) Cravbi 11-4 Concrete Footing E C UNDISTURBED NATURAL SOIL m _ 9 i_ ,_," Y + - .. rtIX BOTTOM BARS, a / /- / OR ENGINEERED FILL II I I I I M I I I I I U.N.O. II I I - I I 1 I 1 1 . 1 1 , I ^ _I' N 0 a I I I I I I I I I Typical Foundation Vents: 4 I I I I 1° I I I I 1 I I I I 1 I ° I Space 24" From Corners And Away I I From Engineered Reinforcing PRESSURE TREATED POST o • A1.� I I I I I I i I r PER PLAN Illllll� p © Foundation Slab Detail Scale: l"= 1'-0" Provide Retaining Barriers As Necessary 1 Space Anchor I I 11 I I I 1 I 1 I I 1 I I I 1 I I I I V Bolts Around r I SIMPSON AB66 COLUMN V 0 K Opening 4' Retaining Wall - -'� �r - - I - - - - - - - I FINISH BASE OR SIMILAR . L Jr' -Ili- -rIII- LI Ir,-rli- - ' Maxax Re -pi,- --di - II. \ Jr -di -rl, .r -I- j- - t- - h - I � J �� :. , ° ° ° ° ° a ° ° ° 4 ° ° o o d ° I° ° s d ° ° I I ��h . i i. J \ :o GRADE O r r6"Step Up- - I ° r Min Height • ° ° Ce SOLID BLOCKING OVER ALL BEAMS , e I I I Foundation Wall �� Simpson BA Top Flange Joist Hangers Space Anchor I I I 1 I 1 I 1 1 ° 1 12"soNoluBE kr Bolts Around L_ tit -rT �;� - - yr ,- J I ? e 1 Opening �° ° ° ° o ° •° ° ° 1 a \ o 1 CO , T - -MMV13 J \ co �. FOOTING PAD I 8 ),_s?, , �' Foundation Wall I _ PERPLANoO �� _ 4 ' Concrete Slab `? Slope tv w/Vapor Barrier I Space Anchor 1 Bolts Around 4 �- - \ PROVIDE 2 #4 VERT REBAR y Opening A1.1 PER PLAN (24"TYP UNO) WITH 6"MIN HOR. LEGS p b / AND 2#4HOOPS rL 2X4 DOUBLE TOP PLATE TJI FLOOR JOISTS PER PLAN I CONNECT TO EACH WITH R-306ATTINSULATION 0-, Sonotube Column Support JOIST WITH 2 16d NAILS - IRevisions: 1pp Scale: 1"= 1'-0" USE 4X10 HEADERS FOR ACCESS i_ Print Date 1/13/17 MAINTAIN 30X24 MIN FOR CLEARANCE ( 4"Concrete Patio A1.� City Changes 2/6/17 L \ HOA Changes 3/20/17 2X4 STUDS @ 16"O.C. zMAX (HOT DIPPED GALVANIZED r Min Height Foundation Wall Floor Changes 6/30/17 / POSATIVE BASE CONNECTION 2X4 TREATED PLATE OR POWDER ACTUATED NAILING C I OR USE PROTECTIVE -_ ON SILL PLATEBARRIER AT CONCRETE ° ° a n�a a ° - \ 1.1 JOISTS PER PLAN 8'-0" I 24'-0" 14'-0" (2) #4 CONT. / ,( < / / Index: BOTTOM BARS, U.N.O. ' ♦ erig FLASHING TO BE INSTALLED Site Plan A1.0 N A 53'-0" !1 Cover Page A7.0 \ ° ° / PAST JOIST HANGER Foundation Plan A1.1 real '� Main Floor Framing A1.1 ce O SYNTHETIC DECKING Garage Basement Plan A2.1 m- - �� �• r Main2nd Leel Flovel lor or Pllnn A3.1 7 SIMPSON BA TOP FLANGE HANGERSTYPICAL SIDING PER PLAN ' 2nd Level floor Framing A4.1 - - 1, 1�_' fimi_� N Roof Plan A4.1 - IIII=IIII- 11-IIII Foundation/Main Floor Framing Plan ~ PRESSURE TREATED2x10RIPPEpil G��^� Building Sections A5.1 PER PLAN OR 24" ��' I�\I�Tarai ►e►�1' North & East Elevations A6.1 � Plan FOR 1/2"AIRGAP 30# FELT/ / 0 2 5 70 --- TYPICAL FLOOR FRAMING PER PLAN OVER SILL INBETWEEN TREATED li� South &West Elevations A6.2 I �� WOOD AND HANGER �� .411111 )411 HANGER ZMAX JOIST 3 Strip Footing Detail scale: l"= 1'-0'• 1 � �, -" HANGERS �AL Scale: 1/4" = 1' STST�TilidIT I ►�'iill I I I IIIII I Foundation Plan 1 \ 6" TO GARAGE FLOORED �A1.1 - t1III II 2T DF# JOISTS PRESSURE 16"O.C. Main Floor Framing Plan - RIM JOIST 6"MIN.TO FINISHED GRADE 2X8 PRESSURE TREATED 1/2"AIR GAP TYPICAL FOUNDATION WALL DECK LEDGER JOIST I RAISED TO HANG JOISTS C/W 2 ROWS OF 3-5/8"• WHERE APPLICABLE LEDGER LOCK SCREWS C 12"O.C. STAGGER BETWEEN ROWS A Hanging Joists Detail Scale: 1"= 1'-0" 6 Deck Connection Scale: 1"= 1'-0' 1 • 1 , , _ A\„„bly A1.1 4 A ROOF PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO i : -, STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE DS• Gable End •DS CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE p-� r - - - - \ DRAFTSMAN FOR FURTHER INFORMATION. d rafts l n' i r - - _ - - � I & C�2S1 I�C I I I 2. FOLLOW ALL TRUSS FRAMING DETAILS PER MANUFACTURER. ,,_ .. L 3. ROOF TRUSSES TO BE SHEATHED WITH 7/16"O.S.B. WITH 30# FELT AND CEDAR SHINGLE ROOFING. CEILING LID TO USE 5/8" ' GYPSUM WALLBOARD. Scissor Trusses Jonathan Richards 4. PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE 5105 Sterling Drive DS-Chain Anacortes, Washington 98221 12/12 Slope 12/12 Slope _a t SPACE, AND CONTINUOUS RIDGE VENT PER 2015 IRC.TOTAL NET Provide Flashing FREE VENTILATION AREA SHALL NOT BE LESS THAN 1 TO 300 OF ph 3so.39t.o832 6x8 Bm 6x8 Bm �At Intersection THE AREA OF THE SPACE VENTILATED. em jonathan_59@hotmall.com �hotmcll.com :00c1 1'-6"O.H. (Typ) 5. ALLROOFPITCHESARETOHAVEA6/12SLOPEU.N.O. SEE0:8 Q • QQ Gable End DS/ ELEVATIONS. ProjectDesription:N Skylight 3 SkylightN P p q , • -7 1 New Construction of a C C 0 6/12 Slope 6/12 Slope 6. PROVIDE ATTIC ACCESS THRU 22"X30"MIN OPENING Single Family Residence ° v, - WITH REMOVABLE PANEL. FRAME WITH 2x12 MEMBERS. a z. 3 } o - - ` �_ 5.125x16.5 GLAM - - P-cl - _ - - _ 0 7. ALL OVERHANGS TO BE 18" FINISHED U.N.O. di --- ----- 1 - - - - - - - - m m Lu\ 0 o 41 8. MATERIALS TO MEET THE FOLLOWING GRADES: Plan Information: I & & HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. I L a GLAM COLUMNS BEAMSTO TOBE DF#2 BE DF OR SPECIESHF#2.AND HAVE A 24F-V4 RATING. a (1;, Main Floor 1790 SF A I o _. ®1- 4a��e STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Upper Floor 1201 SF ui L ,O OR SPF. Total 2941 SF Cricket To Drain 1'-0"O.H. Covered Deck 97 SF 1.25"Timbersfrand Rim (Typ) t , 1' / 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Garage 915 SF r r _ I I �P F1 p j g P L Z Ridge Line w/ Ridge Vent o - I I Chase o OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: Lot 15750 SF III CEILINGS R-49 OR R-38 IN SINGLE RAFTERS v r - - - 1 ND u_l 1 N _p EXTERIOR WALLS R-21 I• I JOIST FLOORING R-30 a 1 p C CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) I N C. 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO I _ ° V 1_ _ _ 1I _ - 125x21 GLAM I I I l I DS CONSTRUCTION PLANS.ENGINEERING TO SUPERCEDE - CONSTRUCTION. ALL ENG FE 5' I 11 1 W W W W W W W W W W W W W W T IIT T T T T T T T T T T T T T1E1 I II 11 _ - � - _ � • li 1 I Ridge Line w/ Ridge Vent- - - 7 --__ --Ridge Line w/ Ridce Vent - �-d • ❑ ❑ DS 1 a o 1 I 1 �° o� ILu Lll OVIU - - - 1 solar N a O N I u u u 5.u25x2�1 GLAM I I I I I Tube Q LE, j�}_ -----------"-' I Extend Ridge O 9 En- T T T T T T T T T T T T T T 5.125x9 GLAM Hdr I _ s, 1 1 1 I 1 1 Over Main ci a N =__ _ O - L -1- . --_i -L - -H 4 - L -I- - Body Roof Solar T r C 1 1 III 111 I Tube N Ridge Line w/ 1 11 7/8 TM 110's @ 16"o.c. m' I I I r-----Ridce VeI nt a) 0 c I I I I I III / - 0 II • EQI I 1 I I 1 I �I--I j - i 1 _ I -I I I \ / I I 1 I 1 ���� a I I I I I I l -1 T 6/12 Slope -a � 7 1 3.125x12 GLAM I \ / I I I I c II I I I A / I I I L - I J L J L _� _ - _ -_ i N 1 I I I I I I I I I I III J 1 \ ' 1c 1 C 12 IAI II - ' �/SI I o`� I •I I I' S E I 1 1 1 I I I I III 1. ; 4 �e 1S/' \\ I t L 0 tiro O toI I I I I I I 1 11 I• e° I I t. I °4 N V " a 1 I 1 1 1 I 1 I I I u II I - oQ / \\ I I I Z2 (1 DS I II I / \ I I I I • TRUSS PER PLAN Q I 1 1 1 1 1 1 II I 3.125x12GLAM I/ \ I 14x10IHdr 1 ° L m l a ( i i i _ W_1.1 ___ V __ u E ASPHALT SHINGLE ROOFING ilk 6x12 Bra (Dropped) 1 � r, I�q _ 4.I I I 1 fi- L - T �� T T T T T- 'I~�-+ Q r 3 r 3/2"O.S.BNSHEAfOH SHEATHING 1 I I E 6/12SIope a) 6/12Slope 1 1 1-f - T - i- -I I 1 I I 111 I c �� `s 1 1 1 1 I 1 I I I•J 1 1 1 - I N VENT BAFFLES BETWEEN TRUSSES o 1 1 1 1 I 1 I �4.1J �` W/ 1"MINIMUM AIR GAP c I I I I I r I I I I I I 1 1 1 1 I \` VENTED BLOCKING BETWEEN TRUSSES I III 4xlloHdr 1 1 4xloHdr 11 °S4V, I. a ,° l I I -�- _>_ I I �� Gable End ` EXPOSED PLYWOOD d en I 1 L I -, - --3� SHEATHING ON EAVES • I +� I I • ` Revisions: - - - I- - I I I I - - - - J t fi - - -h - fi 1 ` 1 \ 2X8 WW SPRUCE FASCIA Print Date I I I ` It. I} - - - P 1/13/17 I 1 •j I I 4 A anges 2/6/17 HOA C City hanges ges 3/20/17 X I 11 7/8"TJI 110's Q 16"O.C. I I I 1 I I / M TAL GUTTER Floor C S Changes 6/30/17 I I 1 1 1 1 I I I 7r, c METAL GUTTER 8 2, I 1 1 r 11 I 1• I 1o�,K_ I I I I I I I I I I II 1 -1 I I 1 I I PER PLAN / Index: Lrt - t - 1 ` t - r -I- -t - t - 1- -1- 4 - + - - ILA r, u u u u I+ -H - - - Roof Plan NSULATIONPERCODE ------------- Plan 2X2 WW TRIM Site Plan A7.0 Cover Page A1.0 I 1.25"Timberstrand Rim I 5.125x 15 GLAM I (Typ) I I o 2 5 10 Foundation Plan A1.1 1 1 I 1 HURRICANE CLIP PER TRUSS k SIDING PER ELEVATIONS Main Floor Framing A1.1 1 I (H2.5A OR SIMILAR) �i Garage Basement Plan A2.1 1 Scale: 1/4" = 1' Main Level Floor Plan A2.1 ti L - - __ - t 2nd Level Floor Plan A3.1 } - - - - - - - - 2nd Level Floor Framing A4.1 Roof Plan A4.1 ' Sections Roof Truss Connection Scale: l"= 1'-0" North & East Elevations A6.1 1 South&West Elevations A6.2 C .7,.. 2nd Level Floor Framing Roof Plan I I _ II LL r i H d G �4+ 2nd Floor Framing Plan A4 . -- Plan 0 2 5 10 Scale: 1/4" = 1' d r a ft i n & d esc Lc Jonathan Richards 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em jonathan_59@hoimail.com Project Description: New Construction of a Single Family Residence Plan Information: Top of Roof a Main Floor 1790 SF 1 Upper Floor 1201 SF Total 2991 SF �AsphaltShingle Covered Truss Per Covered Deck 97 SF Manufacturer Garage 915 SF Lot 15750 SF 8'-1 1 1/8" Scissor Truss Vaulted Ceiling 8' Ceiling _ �s, 0 z _ WIN Truss Header B $ P f� 6'-8" Header Height IsXs 8'-1 1/8" Family Room Bedroom 4 Closet Bedroom 3 S ---- 8'-1 1/8" Plate Rafter Extension /11 7/8"TJI Floor System ii ii 0 1 of Roof line With 3/4"T&G Sheathing ii ii N Main Floor 1 11 LL n n 00 9' Ceiling ;� aller O% a a 1F---1C- g 8'-0" Header Height i /-' Blotting Above Header Exposed Beams Bearhg Wall 'F'-_. insir 4040 6'-8" Header Height Per Plan Per Plan O 9'-1 1/8" 9'-11/8°Plate "SD Living Room Kitchen Garage ccV N G fr Stairwell W a 11 7/8' TJI Floor System it to With 3/4"T&G Sheathing 4"Concrete Slab ` Main Floor .... Sloped Towards Entrance 9' 6"Ceiling S o ABeam Per Plan i U 0 Exposed Beams Maintian 80" r c Garage Per Plan Clear Headroom I 1 ] 0 Header 9'-6" 9'-6"Plate Garage I— r 1 lit - Crawl O 0 8 4"Concrete Slab E c Sloped Towards Entrance Finished Floor j v Ly ° M 1' 1 d Revisions: Print Date 1/13/17 City Changes 2/6/17 Building Section AA Foo Changes 6/30/17 0 2 5 10 I I Scale: 1/4" = 1' Index: Cover Page A1.0 Site Plan A1.0 Foundation Plan A1.1 Main Floor Framing A1.l Garage Basement Plan A2.1 Main Level Floor Plan A2.1 2nd Level Floor Plan A3.1 2nd Level Floor Framing A4.1 Roof Plan A4,1 Building Sections A5.1 North & East Elevations A6.1 South&West Elevations A6.2 F: Building Sections & H E. R. A5 . 1 I - - 1,- 35'Max Height Restriction I Construction Height To Be Verified By Contractor Not To Exceed 35' Max Height Restriction From Average Natural Grade Top of Roof a dra tln Extend Roof Line Over Ridge 4.7R des•g 1 C 81-111/8" 1 G +_ 12 Jonathan Richards 5105 Sterling Drive _ Anacorfes,Washington 98221 6 - - _._- 8' Ceiling --_-- _ .,, _ ph 360.391.0832 6'-8" Header Height J emJonathan_59@hofmaiLcom ,„/„. vi„ ,// j %% / - /// /j% Project Description: 8'-1 1/8' ////4///j //// // New Construction of a // " Single Family Residence - Extend Eave Over Door .• / / 32-0" Main Floor 9' Ceiling _ Hi Plan Information: 8'-0" Header Height I- / i , //i / Main Floor 1790 SF 1 6'-8" Header Height // / /// �j Total SF 9 �// // /g I Upper Floor 29911 SF // / /// j /� j// // / /'/ Covered Deck 97 SF 9'-1 1/8" // / , /� j /4 L otrage 157915 SF 50SF _ Approximate Exisiting Grade / Main Floor I i - - - - - - - - - - - - - - - - _ _ _ _ _ - - _ _ _ - - - - - _ - - - - - - - - 9' 6"Ceiling J If _ - 4 \ _. I / T _ Average Natural Grade =X_ - __ _ __ O In Building Footprint ..... ISM co — _ - _ Finished Floor _.. ” _ �. O. cy, . . . . , South Elevation , . . . . ° 0 2 5 10a a Top of Roof •- I I - Scale: l/4" = 1' 1■ \ Interior Vaulted Ceiling/Scissor Truss A 11 11 ix a „.,, 12 1. 1 11 11,10 11 PIE* SIN,, 2x6 Spruce Header 2 .1 ■1 ■i Hilt■, "V ■1 ■1 �■ ■ s ■ 1■ 1■ 1■ C1■ 1\ Cedar Shingles On Dormer A 11 ii 11 11 11 11 11 11 ii. 11 . 11 II II II II I J-- "i■ ■ 1■ 1■ 1■ ■ ■ ■ ■ 1■��I. 8' Ceiling 0 < 'Ire 1 1 11�11 I g / 11 I „ / /. II 11 11L �/ / / / ■1 1 //j j jj j% ■1 ■1 ■ ■�■lll� j / / /// / ■ I % j/, // /7: // 6'-8" Header Height / / ■ 1■ 1■ - g Clipped Eave This Side 0:A/ / / / 4 / Flashing Al Corner //// /� // 8'-1 1/8" E t 2x6 Spruce 2 /�% // c 0 Header 5/4x4 Spruce Legs 6 I r d / J a Main Floor L 9' Ceiling 2x8 W/W Fascia it — / , i I , I 37-85/8" 8'-0" Header Height Revisions: /� / / /� b'-8"Header Height Print Date 1/13/17 / / 77f� / / / // / / / g City Changes 2/6/17 Typical Trim -See Detail —i / - / j / / ?�� / �/ j ///// /� / , / j j ////� HOA Changes 3/20/17 11 _ / �4 // / ', ,„.„, i % / // / / / ,/// / / //� Floor r � � � / /� �/ / / / // r / � � Changes 6/30/17 ( / 5/4x6CedarCornerboard -� %'A ' . ___ 1 /�/ %/�//,/ // /„, , ,„,,,,,„ „ ,/ /, ,,,,/,/, /;, 7,// // 9'-1 1/8" / / Nardi Type Lap Siding W/7" Reveal Int Index: I U _ _ _ Cover Page A7.0 „, //„,„„, Site Plan A1.0 2x3Water Spruce 2x10 W/W Belly Band - �I ��=Main Floor Foundation Plan A1,1 p l Water Table Garage Basement Plan A2.1 / //// 1 J i _ ( 9'-6"Ceiling Main Floor Framing A7.1 2x3SpruceWaterTable Apron __ p Finished Grade —� Main Level Floor Plan A2.1 5/4x4 Spruce 2nd Level Floor Plan A3.1 1 II IT — I I 5/4x4 Spruce Apron ) 1 �� % /// / f// e 1 A ///, // 2nd Level Floor Framing A4.1 v-__ p 1 �/ i t j% // /A4 /6M jj / /A //, "/ Roof Plan A4.1 mi _ Building Sections A5.1 �� - North 8 East Elevations A6.1 South&West Elevations A6.2 Door Window Trim Scale: 1"= 1'-0" Section Scale:2"= 1'_0" I f I --1 ./ West Elevation South Elevation Li Finished Floor West Elevation — 7. / 02 - 10 Non Structural 6x6 Knee Brace I I Scale; 1 4 = iA6 . 1 d rafts rl '. k - - & des Top of Roof , Lc 12 6 - 8-11 1/8 Jonathan Richards - - --- - 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em jonathan_59@hotmall.com z 8' Ceiling / ///I / -, , , Lr -7, I-j l 6'-8" Header Height Project Description: ,j/ i/ / /�/ /j n New Construction of a // ////I M ( /17 - - Single Family Residence 8'-1 1/8" 12 6 I Plan Information: Main Floor J IL 9' Ceiling Main Floor 1790 SF - Upper Floor 1201 SF 8'-0" Header Height Total 2991 SF /�/� v / �// / j/j 6'-8" Header Height Covered Deck 97 SF j _ /j //% Garage 915 SF //� // / / Lot 15750 SF i /0 :/// 9'-1 1/8" in II I 0 c c __ Main Floor 9'-6"Ceiling`� North Elevation , _ ` 1 a L C30 2 5 10 — 9'-6" __,.,... ...E....aa .1.067,rwww,:_ ...7.• _ ‘ , .......,. .., . _ at,,, ,, _ . _., .. } e atre a m ' ` "° Scale: 1/4" = 1' 00 h:_ - - - kr _ .r Os Finished Floor v a) o aniewii) _rink w -. _ ,., .. 0) 0 iihib. +rr "0 u CI) C (1) no_ _.. _ _ ____ _. _ . _. _,. ,.. ,. . . , . ., •...— ..„, i , ? ,-.,.. - , 0 * Top of Roof Ce Vf a S i o V " 8' „8" O Q Ce a 8' Ceiling c en 0 - - - - 6'-8" Header Height ? ei/ 7 7 ://, `o "c _ '/ , s 0/ . S 12 1 6 a ii_ 0.) -" - 12 Revisions: 16 Main Floor Print Date 1/13/17 City Changes 2/6/17 9' Ceiling 8'-0" Header Height Floor Changes 6/30/17 // j/j/j//�///j/�/%/% 6'-8" Header Height / / 5,,, // Index:i / /% % �/� 9'-11/8° Cover Page a A7.0 0/� / ////� Site Plan A1.0 // Foundation Plan A1.1 j /�/1 Main Floor Framing A1.1 // / / A2.1 MainGarage Le el Floor Plan A2.1 Z.----- �- /// /// 2nd Level Floor Plan A3.1 - - - _ Main Floor 2nd Level Floor Framing A4.1 Roof Nan A4.1 Building Sections A5.1 North & East Elevations A6.1 South &West Elevations A6.2 East Elevation North Elevation East Elevation 0 2 5 10 r 1 Scale: 1/4" = 1' A6 . 2 „ I in „„„ • i ,,,. ... _____„... H ,B 7 • 'IL',4 ,„ =ro..t..,.I .stou.e.. „,..e;:4.,.4..,1...,4 N,.,.,.5.,:,,...,.,,:- .,;.., A11111%0. IL -..4.<s‘, ScN vi, , ” ' ,g ) .. , 14 ...).. *•a..N.-,.,,l,l1im%si.l..b‘ ,. , ` ■/ ■■ �'N ;� T �� r ,T:a. ,,,,,,,,,I1 V9 1/4.__O 00 Cra . . .4 4el"? E , Z \SiA I Q. X 1\11)rries .4J V Illi gifts 410. :Nit 0 % 111.11%... 1 lli i ., X 0 ItedaliC3,9 Co. n op •c , . . %. .4 a i• irk) 10. 3 04 ti _k 4 %Nib* I . 114 _ 1 VII i i 1 4 'vitae I N CF: 1/4) C I C\f) OF 411.1114.146 IA --10 11 .1Z P i .1/4. -4-iii , a) , ,.,, ,. ...,,,,e a N. ,„, si3 cs .., 0 S t3 ="7..r. InL 11 sice � ^ .,,,__ , , , 1 ...... c,ir4 L , es a) \\,... 4-.13 � J4 4 vi V "� ii; Gam` '� ! `� ( , � ,, UPI u... 3 ili? CSii i c SIM 0: * az .: ,....... \\,.,), . ,..„ , ,_, , 1 4 , .. . C'' (-Ca I", I iin_ i_i ... ,,,,,, ,\,, ,, 4) St -.A 1 \\HIN , 41,4 .- � „...). c,,,\ xLI i ke,) ` ' !7�� i . er, IA 7 sii, ...$ , , 4 , , 3 v) 0 2 1:4,..„) ......zg al . ..., , \\Nti.s. \Z.9%.14 oaii f A 9, 0 2 „His) ,,,..t, A vig, i ,,,„:,, ,, :, - ,.,, ,„..... f, JP „...... 11 ,,,,,, , .... _ eCtii _ -- 0 16=1 .`‘, - - :.• 414 %%SWAN) I t Cl -1 • �� 1IS L L i I J , .......\ji. $7 14 (11' \,,..\ \ „-,.... . ,,,, ntki.....„ . ..., f �� ell . . a, ( Fein) , r i,s.. .; rafts tire' „SI' r• r gplaellr C_____ de3/44.3/43/4.4. .....mc . in:1) "tki3/41%•••Aes 14-0 I T.. \l4lN.'-crN,,t_ 1 Illiii „...., it p, la „h.. irs. _ fit 1 ...., A cob i ['It 01 yr\ i .cill`b@ th c!„ 11 Vl `1 iik ilki°11.4.1%HirniTsialior—• . _____. (I 11 N I J <.: I t p 1 �--R - . • r �J r si < Can% • ' ' • CM II 7-4 t , a I 1 ` La p �� ��� ' a.v I nor iin is Nam CD Leot) La- a yam �9 f I I famea I I mac- 'w-..= iIraq — _ .--_ ....... - _ �_ _ �. _I _ _ ... csit r11 So ' 3903 Rock Anacortes Washin ton g draftln& g January 13, L01 7 Erosion Control Notes for Residential Construction - City of Anacortes design LLC COs s-i-ht4 c fry O'f 7'/�-)5 sik /e Power.; I f.� rf-S r c € 7 A. Erosion Control Best Management Practices shall be in place per the accepted d3 JAN 3 0 2011 04^4 & d-3 0 tfrob SAPIA c,ft-tr e s SAa./{I L- ces,S ir uc l-e J Qu-- site plan prior to any construction start. l B. The erosion control shall be inspected once a day and modified to meet theJ 2a�S �� C j ,2o1S^ U �� o' 2-air WQ3j�`{^� L. surrounding conditions as needed. PROJECT INFORMATION: CITY OFANACORTES Jonathan Richards ing C �9� ,r i C C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage Anacortes,ee Washingtonhe C� d 98221 systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. Project Description: New Construction of a Single Family ph 360.391.0832 ' D. Stabilized construction entrances and roads shall be installed at the beginning of Residence em 7,nanw._590hwman.o«o construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that all paved areas are Building Official: City of Anacortes Project Description: kept clean. No mud is allowed to enter onto City streets. New Construction of a E. Any soils exposed that will not be disturbed for two (2) days during the wet BuildingCIIti T e V B UNSPRINKLERED Single Family Residence season or seven (7) days in the dry season shall be immediately stabilized with aSS CaOn: yp the approved ESC methods (seeding, mulching, plastic covering, etc.) F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed Zoning: R2 areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1)week of the beginning of the wet season. A sketch map of those areas to be seeded and Title Holder: Dan McLean Plan Information: those areas to remain uncovered shall be submitted to the Project Manager. The cell Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. em Main Floor 1790 SF Upper Floor 1159 SF G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine Total 2949 SF under Chapter 17.66 - Penalties for Violation. Each day is considered a differenCovered 97 SF t f/`t \)04,, ,��6v 1 / / violation. Garage Deck 915 SF Q CiZO T Contact: Steve Moehl / John Moehl Lot 15750SF �C t0c ph 360 941 8877 ( Bhl� em steve@newcreationsbuilding.com � bv� em john@newcreationsbuilding.com >111 / P► \ ( ,(O�fa1/4 LOT COVERAGE: LANDSCAPING REQUIREMENTS: Project Location: 3903 Rock Ridge Parkway �'9 W / \ RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum Anacortes, Washington 98221 CI Q GARAGE AREA 299 SF Shrub size shall be two gallon.Minimum Skagit Count / G� TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147 SF groundcover shall be one gallon or equivalent. g y FOOTING DRAINS TO CITY � TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 Q`O � for further info. `_ STORM SEWER MMWf`i IA It- _ LOT AREA 9291 SF Total Required Trees For Code Compliance 9 Property ID Number: P125826 IS Oe C 3 LOT COVERAGE 24.7% Tree List ► Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of ���Fe �= ,` :� Deciduous Trees +�� 9 Phase 1 , Being a portion of NW 1 /4 of the 0 I' N - LOT 4 TESC NOTES: Dogwood (5) N 3�� EMS ..-ALDR Alder(4) NW 1 /4 Section 26, Township 35 North, ClCL. Provide Driveway b' BPS . .- 1.EROSION CONTROL TO BE MAINTAINED WITH THE Range I East. Entrance Of Quarry Rock ��n� �'t����� �/ / [3903] USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: 0 e NO 5- LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE a) C \ Base Prior To Construction tor l DGWD OGK ^ ANCHOREDINATRENCHFILLEDWITHONSITESOIL. BUILDING AREA 2290SF Plan Note: Plans Are To Be Reviewed B All Q 1 i \ Set.. \s•f CONCRETE AREA 1732 SF y .� C �� L. \�/bTOTAL CONSTRUCTED AREA 4022SF Subcontractors Prior To Starting (la f L'-1 Mµww �W I1/ 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. aCD YV W+ ` i • \OCi LANDSCAPED AREA 5269SF Construction. If Discrepancies Exist Please C� �� �,i' �w ��� ♦. V - N ALL CONSTRUCTION VEHICLE TIRES E L ABE (BRUSHED THE LOT AREA 9291 SFSr \ NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE Contact The Contractor For Further rn U wf o 0 N SITE. Information. e� Q- (� �, LANDSCAPING PERCENTAGE 56% Q ger -- 0 \ \ �i �5S 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS / {�.� t p 3, C ' �-' /- (D �� CLEAN AT ALL TIMES BY SWEEPING.WASHING OF � ! f r0'S �i 6OO ' �" ese" �2y 3 i q / Cry( W a DGW •• THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR T ire art4 f i Q / I Porch " � • �••�•�•i APPROVAL. / / / 3 // Q l 0 ALDR i i �e �/ e U �' O N 0r •• .. \ V45 N •i►, v C ct cZ °�°° N Residence v r p, �: - \ N '•� — Copper Pone Patio / 4 C; a M \ �i �, o 0 \ \ '„„ , `\�. TEMP SOIL N \ . ; '`\N ' STOCKPILE \ Cranberry I v N Garage( AREA v \ ' - lzjVet �n �C ADO \ N � <, �. \/ �� Revisions: be N • V • \ Print Date 1/13/17 ; < i DGWD i .—. ,` sec, v v v �� ALDR ALDR �� N ,- �T , Index: N .- ; SI Cover Page A1.0 Ci. N .Z 3903 Rockridge Parkway Site Plan A1.0 74 OMethow Aviation CITY OF ANACORTES Foundation Plan A1.1 g DGWD Plan A2.1 B V ng A1.1 ° N PLANNING & BUILDING DEPT: Garage BasementMain Level Floor Plan A2.1 Site Plan C. �A p 2nd Level Floor Framing A4.1 I c� DGWD Cs �j /APPROV D PLANS Roof can A4.1 0 5 15 25 64 ��•Se �3. PERMIT#: 1S L Li - 2.0 ? 7 - (0S� Building Sections A5.1 I �J p �7 „ North& East Elevations A6.1 �1�,�� ADDRESS: J /D J �.oc k "g/ el K South&West Elevations A6.2 Scale: l"=20' `o9 APPROVED BY: C � ' g i !` e `� Q SUBJECT TO FIELD INSPECTION. APPROVED PLANS p CIZ, kUcLkli SHALL NOT BE ALTERED WITHOUT AUTHORIZATION. graver: age �0iC Project Information 0 ik_ .Q.. d \ Vicinity Map CO .01 / T Vicinity Map •47y wAl . 0 ' Scale: NTS w .,, , #s61119 io, e ' °NAL --44 -♦" i j i -, f- SIDING PER ELEVATIONS r4 A _ FOUNDATION / FLOOR FRAMING NOTES: #15 BUILDING PAPER I �e `�/,' ``• - -�♦ ' 1/T'OSB PLYWOOD SHEATHING ,_--��,r 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 3/FLOOD • 22.-0•, 16'-0" 12'-0" 3'-0" I �� CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE PLYWOOD -� / / / t USE zMAX CONNECTORS AND HOT DIPPED , drafting SUBFLOOR y X GALVANIZED FASTENERS OR EQUIVALENT I DRAFTSMAN FOR FURTHER INFORMATION. 1 WHEN IN CONTACT WITH TREATED WOOD. & design ��c 1.25"TIMBERSTRAND ; ALTERNATE: PROVIDE 30# FELT BETWEEN ; 2. TYPICAL FOOTING THICKNESS TO BE 16"AND A DEPTH OF 8" RIM JOIST % TREATED WOOD AND METAL CONNECTIONS. z WITH THE TYPICAL FOUNDATION WALL THICKNESS TO BE 8". 8 8 8 2X6 PRESSURE TREATED SILL T-10 1/2' 16'-3" 2'-10 1!2' ' �� SEE DETAILS ON THIS PAGE FOR FURTHER INFORMATION. • W/ 1/2'X 10"A.B.'s @ 48"O.C. / / - -f --f `%%eft_ I% „ r W/ 1/4"X 3"X 3"PL WASHERS 1.25"Timbersf►and Rim (Typ) ' 2•Cantileve. ` I • I I I I I I I I I I I I I I 1 • _�'IN _-- \ �z `� �, 3. ANCHOR BOLT PLACEMENT WILL BE EVERY 48"O.C. AND A \ #4 CONT.TOP BAR br I I I I I I I I I I I I I I I MINIMUM OF 2 PER WALL. J o5 Jonathan RichardsDrive - -.- Z \ A os stet s•Washington 98221 FLOOR JOISTS -FINISH \ \ - �1 { 75.125xi6.5 GLAM ff�T - r -� T �. r --- 4 4"CONCRETE SLAB WITH COMPACTED BASE MATERIAL AND PERPLAN - = GRADE Fo I T}-------T---_T-T----T ' - ��3g \ 1 - I -I- J - 1 - _B1$ _I -1- I -I - 1 - L MIL VAPOR BARRIER. OPTIONAL REINFORCEMENT WITH WIRE ph 360.391.0832 W/1b80 BATT ° -- .�--- - I - INSULATION -. II '? 1 1 1 I I I I I I I I 1 I I - MESH OR REBAR. em jonaMan_59®hotmaN.com 1I I I I I I I I I I I I I I #4 VERT.4 REBAR I I 1 1 I I I I I I I I I I I 1 1 W24/(3)#4 8 Fo ea way@ 48"O.C. =_ oting RELATIVELY 2 I 5. 4•"CONCRETE LANDINGS TO BE 1/8" LOWER THAN THRESHOLD. IMPERMEABLE - I I I I I I II I I I I I ILAYER TOP SOIL �Al.l (--i- 1.l o SLOPE AT 1/4"PER FOOT AWAY FROM BUILDING. Project Description: Z I I I I I I I 1 1 1 I I I I I I / T-2 3/4" / 8'-0" a New Construction of a s,r" I I 1 I I I I lei I i i I I I 0 r CF3 6. ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH Single Family Residence r O 1) = CONCRETE MUST BE PRESSURE TREATED. TIGHTLINE STORM ' 1 1 1 I I 1 I I o 1 1 1 1 1 1 1 r ( - -I Treater XS Rim -1 \ ;�;�� ti . I 1 _ 1 I 1 I en _ 1 _I VAPOR BARRIER '��'•Y>• DRAIN I I 1 I I 1 I 1 I I I I I I I -rt_�_ - ��. -H 1 I -o ' '}�L 't \- I Treated 6x8 DF#2 Bm i L • J I Treated 6x8 DF#2 8m•L • J 1 0. 7. CRAWL SPACE TO BE VENTILATED BY FOUNDATION VENTS. rx �� _ DRAINAGE GRAVEL I I I I I $ 125x19.5 GLAM (Flush I I 1 I 1 1 I I I I I I I 7 Min Height Foundahon Wall n"$ewe m di rb rb rb rb lb ill rb rb 2 di rL rL IL rL I,,I \ r t -�! \ \ PROVIDE 1 SF PER 150 SF OF AREA (10 MIN. PER 1191 SF).VENTS _ ' �i 4"DIA.PERFERATED - 1-- --'-- 9 i I I Treated 2x8s c� 16"O.C. I 1 I I _ T -,D --Q, .I °- I °I o P--4 (° - MUST BE COVERED WITH 1/4"CORROSION RESISTANT WIRE MESH. U ___ y' FOUNDATION DRAIN T T T T T T B14 T T T T T T T o I I I v ! I I I I I T{ .° r -1 - . - t- -I- -1 - t - -I LOCATE AWAY FROM ANCHOR BOLTS AND HOLDDOWNS. Plan Information: rh • „ 1 a I I I I I I I I I I 1 I 13 ' 11 I I = I I I I II ° I I I I I I I I � L - 11 C I I I I I I I I I I I I I t o i I r ° I I I I I I I I I 8. FOLLOW ALL TJI FRAMING DETAILS PER MANUFACTURER. Main Floor 1790 SF (2) #4 CONT. 4" 8" 4" UNDISTURBED E �„ I I I I I I I I I I I ao - - - rILTreafed 2.11.8.ledger L j. J ° Upper Floor 1159 SF BOTTOM BARS, ✓ / / / NATURAL SOIL m Foundation Wall c - - ° - - -�- - - Total 2949 SF U.N.O. OR EMG#1 Rr D c I I I I I I °° I eeI I I I I I o' L - _ �-*- I ', I `_ 1 `. )-e 1' e I o 1' °.t- I ° '4 I 1 I I j 7 ( 9. FLOOR FRAMING TO HAVE 1/4" BEAD OF CONSTRUCTION FILL I I I 14 *Tor� eBlmelra� I I I I LEA._ r1- r \ - I- - - -f- i_ ` I- -I- 1 - fi - f- -I T T ` )- I T 1-1 ° ADHESIVE WHERE ATTACHED TO 3/4"TONGUE AND GROOVE• Covered Deck 97 SF N d 11*-4"concrete Footing I `1 1 1 1 1 1 1 -g I la I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 SUBFLOOR. g Foundation Detail scale: ,"= ,'-o' E 1I I I I I I I I I I I I . . 6 I I I I I I I I I I 1111 3 Lot 15750SF Garage 915 SF "i I I I I I I I I I I I I I I I I Ai.l I I 11 7/8•'TJI 110's @.16"O.C. I I 1 I I 1 a 10. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Al.1 N I / % -- (BEAM & HEADER ENDS).SOLID BLOCKING TO BE PROVIDED 1 1 1 1 1 e l l t l l 1 1 1 t rtI I '', l l l l l l l l l l l I l l l l l l o 0 "- I . I l I u �5.125xu9.5 utm lush) i i i i ( I I I I I I I I I I I I I I I I -o ABOVE ALL BEARING WALLS & BEAMS INCLUDING DECK BEAMS. 3 , T T TT T T , � T T T T T TT I I I 1 i i I I i I i i I i I I I i 1. ADD AND ALIGN JOISTS TO ACCOMODATE FOR PLUMBING. o 1 1 1 1 1 i� I I I I I I I i 1 ri- � i i i i i i i i i i i i a s0 - I I I I I i i i i I I I I I - I I I f\I ®��I-4 I I I I I I I I I I I m INSULATION Crawl Access a / -U I Point/Column Load I I I I I I I I �j� 12 HOLES AND ANY OPEN AREAS. LOCATIONS, INCLUDING ^,� a PROVIDE FIRESTOPS AT ALL APPLICABLEI • ,�. -4 SIDING PER ELEVATIONS a Simpson IUS Joist Hangers (Typ) I 1 I 1 u #15 BUILDING PAPER m I I I I I I 1 I I r Simpson Asa OPTIONAL WALL 1/2'OSB PLYWOOD SHEATHING n I I 1 I I I I I I i I I rf I 1 T,10 1/4" 1 I 36-z38'x12•Footing I I 1 I I I 1 I� - �'� ° w/(3)#5 Rebar ea.way �A 1.� o I i ( I I I I I I w/Min 24x36 I I I 1 I 1 1 I I I I I I 3 I I 13. MATERIALS TO MEET THE FOLLOWING GRADES: 2X6 PRESSURE TREATED SILL 1 1 1 1 I I I 1 I I Removable Panel ; i I I I I Crawl I I I I I I I• Al 1 I I HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. W/ 1/2"X 12"ANCHOR BOLTS @ 48"O.C. m i I I I 1 1 I I I I I I I I 1 I 11 1 I I I I I I 1 I I I I I I GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. IS 4"REINFORCED Wl 1/4"X 3"X 3"PL WASHERS .5 2x4 Bearing Wall COLUMNS TO BE DF#2 OR HF#2. SIM CONCRETE SLAB �. 7 ° I I I I I I I I I I I I I I I I I I I I I I I w/Treated Plate I I r I I I #4 CONT.TOP BAR, U.N.O. u- - - - - �- - I STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, oe_ LI 1 1 1 1 1 _ I _4' Retaining wall_ J -1 - - F - I - I- -I- -F - I - I- -- - - OR SPF. N i- l_ 1 4 Lt f I y - _ t MaxM ° I ▪L. y i . 1 Ind I 1 I I I { { I I I I I I I I I - es GRAD ., _ _ _ _ __ _ _ _ _ _ _ _ _ _ „. GRADE ON CONSTRUCTION JOINTS: } \ I ° _ _ II - ° - - - - -� r rt f I- I rt I rt - r T r I T I- -1 - 1 N I- - + I- I -F e PROVIDE #4 REBAp e 4s••0.c. ` ` 8'Retaining Walt' - I- -- r 14. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS - ..z ort NDARD HOOK AND t4' MIN. 4x12 Bm II I 1 I I I a I I I I ( I I I I 1 I I I I I OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: INTO STEM WALL _ (Flush) II I I I I I I I I I I I I Typical 16x8 C�ncret7 Footing I I I 1 I I I 1 CEILINGS R-49 OR R-38 IN SINGLE RAFTERS I I I I I I Use (2)#4 Hori ntal ebar I i EXTERIOR WALLS R-21 ` S a° _ II I I I I I I I I I I I I I I I #4 VERTICAL REBAR 1 TIGHTLINE STORM DRAIN ' I a JOIST FLOORING *so- R.- 3 ir 0 @ 48"O.C.. U.N.O. -- - _ 0 v�4t a 1' _ m II 10'•1 3/4•' I 1 1 1 1 1 1 17-9 1��� ' I I I I I 1 I 1 1 13'-8 3/4"I I I CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) a 5 - in I t_. 1 1 I i1 I I I I I / 1 I I I I i/ CD 0) N � it I i 11 I I I I I I 1e- ° i,'l s• - DRAINAGE GRADE GRAVEL 1 18x6 Conc.Foofing i ,i r Fault fi ° II I I I I I r -I- - - I- -1 - -- I- -1- -- - �- - -I- -I- - - w/(2)#4 Honz.Bar to I I I I '/. to / (� p eQ II I 1 I 1 II i { { I 1 I 1 1 I I provide shear wall I I I c 15. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO = V 0� 1 4"DIA. PERFERATED bi -�� m anchorage for Type 7 a CONSTRUCTION. ALL ENGINEERING TO SUPERCEDEV Vl U ► - FOUNDATION DRAIN v \� I I -I I (- J O FOUndatiOn Wall ': • S II I I I 1 I I Wall w/Type®hold I �__ ;o CONSTRUCTION PLANS. � 0 - sr II I I I I I I I I I I I I down. I I I I aC (2) #4 CONT. II I I I I I I I I I I �rarrN I I I I I I I I I 11' 4"Concrete Footing I • E I I BOTTOM BARS, 4 8 4' O .. el Q UNDISTURBED NATURAL SOIL w �, ` OR ENGINEERED FILL 11 1 1 1 1 I I I I I I I I I I I I I I { I I i I I I I - I 1 U.N.O. / ` / D 11 I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 .. 1 .� --Typical Foundation Vents: , oi _� ---II I I 4 I I m I I I I I I I I I I I I I I i I I ° I �- Space 24"From Corners ,d Away IS i ti PRESSURE TREATED POSTI From Engineered R Barrierfor ngOFoundation/Slab Detail Scale: 1"= t -o~ II I IAt.l I I I I I I I I I I I I I I I i Provide Retaining Barriers As Necess PER PLAN VoSpace Anchor 1 1 11 I I I 1 I I 1 1 1 1 I 1 1 I I I I I I I I i I I 1 IISIMPSON AB66 COLUMN G d \At.� § pets ening nd ! ! II I ), It 1 4'IMaxRetaining Walli I I I I I 1 I I I I I 1 I I I I I I I I - BASEE /OR SIMILAR �(� ciP� ,Cp01 L�-' - Ir '-Til •-111=,--r�- - - - Ay - dr -r1. -� - dr -.Ir- -r i -I -r t I- I ( I 1 1 I . I. . • rt1. FINISH S w1 k/0-4 ;ZG d ® <\ _ 1 . GRADE - - - ! ° 1I 1 L i _i _ir 4-6"Step Up- - r r -1 rMin Height \ Ce SOLID BLOCKING OVER ALL BEAMS - -- 1 I 1 I I . , III ( FoundaTion Wail _\ I I I I 1 I 1TSONOTUBE Simpson BA Top Flange Joist Hangers `Space Anchor - I iI I I1I I I I I oBolts Around . L >;Y -ui- �.� -tit- ,n- -rr v �,- rr MOpening ° - o j: > ° ° ° °- l° ° ° I -- ° "�� FOOTING PAD = O 11 ', 888 . r Tv1m?ieigfif PER PLAN( )( � "? I Foundation Wall r cUU 4°' Concrete Slab Slope w/Vapor Barrier Space Anchor \ \_ PROVIDE 2 #4 VERT REBAR U w Bolts Around (41.) 4 WITH 6'MIN HOR. LEGS o1►� I Opening o f PER PLAN (24"TYP UNO) / AND 2#4 HOOPS 2X4 DOUBLE TOP PLATE TJI FLOOR JOISTS PER PLAN • CONNECT TO EACH WITH SBATT INSULATION = I Revisions: 5 "\ Sonotube Column Support Scale:1"= 1'-0" JOIST WITH 2 16d NAILS R-31 6 ' I Print Date 1/13/17 USE NT I HEADERS FOR ACCESS J • I 4"Concrete Patio 1.� MAINTAIN 30X24 MIN FOR CLEARANCE \ \ \ -1 2X4 STUDS @ 16"O.C. ► zMAX (HOT DIPPED GALVANIZED r Min Height Foundation Wall OR E BASE CONNECTION 2X4 TREATED PLATE \ Imo/ OR POWDER ACTUATED NAILING 2 OR USE PROTECTIVE \_�,x_L_ ON SILL PLATE X JOISTS PER PLAN a BARRIER AT CONCRETE ° ° . a aa Al.:12 a8'-0" 24'-0 14'-0" 7' Index: (2) #4 CONT. • ° 1 / 'I' I - / / -- / =i Cover Page A1.0 BOTTOM BARS. U.N.O. � e - '', `♦ A 53'(Y' / b a a f FLASHING TO BE INSTALLED Site Plan A ON1.0 - Ia. _ !, Main Floor Framing A1.1 PAST JOIST HANGER Foundation Plan All ix J - f,,_-' SYNTHETIC DECKING Garage Basement Plan A2.1 rokin.4.1 MI 2nd Level floor Plan A3.1 Main Level Floor Plan A2.1 "\_ .` ! I' 1 III - G ► 2nd Level Floor Framing A4J 1 I I I e SIMPSON BA TOP FLANGE HANGERS TYPICAL SIDING PER PLAN still N Roof Pian A4.1 LS.'"11 _ Building Sections A5.1 `4 -_ t North& East Elevations A6.1 � PRESSURE TREATED2x10RIPPED I�\1�����\ ►-r► ►� I Foundation/Main Floor Framing Plan FOR 1/2'AIRGAP30# FELT ----111 South B West Elevations A6.2 -iyillyi f PER PLAN OR 24" / ttttt�� plan TYPICAL FLOOR FRAMING PER PLAN OVER SILL INBETWEEN TREATED 1� I'0 2 5 10 4 WOOD AND HANGER SIMPSON ZMAX JOIST ci) Strip Footing Detail I llScale.l"-1'-0" HANGERS Scale: 1/4"= 1' �T�T�7�7�T�T�1 ► ii -__�� �1 -_\ GARAGE FLOOR ►� Foundation Plan '�1I1I1I1 I1III ., RIM JOIST III , 2X8 DF#2 PRESSURE Main Floor Framing Plan TREATED JOISTS 16"O.C. b"MIN.TO FINISHED GRADE 2X8 PRESSURE TREATED 1/2"AIR GAP . . TYPICAL FOUNDATION WALL DECK LEDGER JOIST C/W 2 ROWS OF 3-5/8" - . RAISED TO HANG JOISTS LEDGER LOCK SCREWS @ 12'O.C. a - •° WHERE APPLICABLE STAGGER BETWEEN ROWS SCAT' L g� �R "^ Deck Connection Sale: 1 = , -o" A 1 •K Hanging Joists Detail Scale: 1"= l'-0" ki. : 1 (7) , ,,,,iii 4. <re FLOOR PLAN NOTES: 4A . A I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO 16'-0 12'-0 3'(T' STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 22'4' j _ / / / CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE . Steps ttp drafting g 6 DESIGNER FOR FURTHER INFORMATION. 1 l I n '-7 1/2" 4'-3" • 4'-3" 4'-3" 4'-71/, To Entry & design LLc 27-0" / / / / / / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) ,l, -- / MUST BE PRESSURE TREATED MATERIAL. USE CORROSION 7-10 1/7' 16-3" 7-10 1/2' � RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE / / / f O ( L I L I I 'T -7:(1 TREATED LUMBER.ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR IL \ \ P 1 P 1 r q r- i \ BETTER WITH 15# BUILDING PAPER.ALL INTERIOR WALLS ARE O _ (2) FRAMED WITH 2X4 STUDS AT 16"O.C.AND SHEATHED WITH 1/2" Jonathan Richards b o \ 5105 Sterling Drive \ \ I Cl) it GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. Anacortes,Washington 98221 r 'T 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 \ CI \ D _ 3 ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em lcnathnn_SM®h"hraLcom i...---Exposed o o. WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A rL Ceiling S a a 4 U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. N Beams = _ d 0��' 4'-4 1/2' 4'-4 1/2' Project Description: \© �'� � S ¢' New Construction of a _ r� gru.+d r ( / / / / 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM n G�w a`0 I` /cy� G/ sjo�tt� Q O WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence a --) FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) Living/Dining /.1\ o ALARMS TO BE PLACE OUTSIDE BEDROOMS. \L/ 36"Picked Guardrail _ /� r- .R ^ 5 t� '��4r Gas 9'Ceiling r" - D n �� L (."1 W�/ Fireplace Hardwood Covered Porch ---- p q P 1 \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND $7 D �� P f u D c G, I 1 .. _ Cratoi d-1 o,, Mr Q 9'Ceiling O o �s BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER / G ;)1,-q a Synthetic Decking a eQ�° € MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: t a & IAA CL •"') 3 4' s 5'-9" 1'-9" 4'-6" \' r 4 OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT Cr (j GS o --- / / -r DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). pYt \ _ © Main Floor 1790 SF n ` L a , Q A B C Upper Floor 1159 SF J�/1 D 0 ^ � �� �, p—q d p—q \ J \ 6. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Total 2949 SF o g i•- - .` �rir' ° (BEAM & HEADER ENDS).SOLID BLOCKING TO BE PROVIDED Main Garage s © \ ' K I © ABOVE ALL BEARING WALLS AND BEAMS.cv Covered Deck 97 SF 9'Ceiling .� ^ Up Garage 915 SF Concrete r Lot 15750 SF c .b.. 3'-6 / 91-0' / 5'-0 1/7' I. Entry `�_ 7. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING / 9'Ceiling HOLES AND ANY OPEN AREAS. Hardwood 0 o O 2'-3" 2' 8" 4'-9 1/2' Master Suite 8. MATERIALS TO MEET THE FOLLOWING GRADES: o co Island Bar / / Carpet Ceiling o HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. rD tGLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. _ in a r —� CO „, COLUMNS TO BE DF#2 OR HF#2. Q / I \ �- to - STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, —®—a ' '"�€- ORSPF. A Crawl Access SI o x° Smoke 41'A--a w/Min 24x36 -�} _ ��la \ I J I Kitchen Desk • 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS 3 Removable Panel tf" ^ (, 4 Hardwood' oo M N .0 Storage ® Detector q F \ _O g Under Ac OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: NIMIlle o ' h 1 4� "" i� 2665 U us rc: :::: S o) w rr- 7' 9" 4'-0"0Up oO �r yi f f ce 0 _ _ _4' MaxRetaini Wall_ u r i 5 �z s; +:e �q \ \ OR 0 8'Retaining Wall I \ 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO o0 J--a RAV 4_1„ 4,-0 Closet 0% p r 1 V��t �i� O 9'Ceiling CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE GuaL ( CONSTRUCTION PLANS. I a • t �� °` Pantry �%' Powder ^ Hexing f / _ � ' carpet P;LPC SO1-i. �i 9'Ceiling 9 Ceiling - ^ Hardwood rn O -' N � �r 0 aHardwood Hardwood "' 0 Solar Bath /�\ .o I Ras glower- Doc TCS+ eQ 3 Air Cttu-v es/14r. '� C a O ® 4-5 J 2 8 I, CO/Smoke Tube 9'Ceiling \ / oCD N—.a I �_.o rnI / 1 'f Detector Tile I C h = - c� I. a ^ 'H3068 1 3068 N (4) 1 7-0 n 4—a•- Crawl ! C�—= et Lteci ( l ff u 2668 - attc c rna I WINDOW SCHEDULE •� .2 7-0' 5'-3 1/2Ni Access - a a .`' / ®Smoke ao ° `s , (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 . C o m " Mud/Laundry h /��� C o Detecto v 0 of E A en ID Size Description Qty 0 0 0 9On ' 'Ceiling �� o ` t� o `` in Tim u �G01rQ0 / 2268 A 6'-4"x1'-0" Picture 1 • Tile Show G -- \ B 1'-4"x 6'-0" Picture 2 0 FTre - Dn Office m C 2'-0"x3'-0" Awning 5 U u o m Stairwell m,2O f / SfabwtsR o 9 Ceiling O D 3'tY'x 6'-0" Single Hun 3• ^ a m 1.7 ^ 414C, co m oRv wAse •_ _�\� g r E 3'-tT'x 6'-0" Picture 1 C b To Above r q ,^YQ�j h Hardwood O a s.1 vg of a- ,c To Garage I n M g g cv Unheated �)- nt m- Unheated 'w s (I m 1 h I 3068' \ G 5'-0"x t'b" Hor zontal Slider 1 \ \/ / 21 \ N �4• 4•_2• \ to n X H 6'-0"x 1'-0" Picture 1 o / / 2'-1 r T b J 3'-0"x 4'-6" Single Hung 1 IX v / 'v K 3'-0"x 4'-0" Casement 2 yre SS E �� 0 ( L 4'-0 x 6'-0" Picture 6 0 111111 ( '1 ( M 2-0'x 2'_0" Awning 7 O H I N 5'-0"x 3'-0" Horizontal Slider 4 Garage Garage � 9° r_3„ c O b 9,_6"Ceiling -r5,'r 00 m 9'-6"Ceiling ft-'-/ - ._ .- -__--- - / I O rig Concrete I Concrete o 3 3 I d I o M Patio o co Revisions: O �Q /1 t - _ 00 gd C Print Date 1/13/17 N \ -\ \ O N \ _i_— \ AP Shourr 14.eao S k1 s)k, ' ce 5.114, 0 led ;Kite. Lto� slAall retie) 05 spill 12 0 3 12-0 3 Or less / Latoe 07 1.00 chi rrs it- / - ---- -- / 1 1/4"DIA. MIN TO 2"DIA.MAX C CONTINUOUS HANDRAIL HOLD DOWNS 8'-CT 24'-0" 14'-a' 7'-0" I Mark* Type Index: A O Simpson MSTC52-FLOOR TO FLOOR I _ A 53'-(Y' / TERMINATE HANDRAIL 5'frill t y� Cover Page A1.0 AT NEWEL POST DOUBLE JOIST �d \ /u Site Plan A1.0 O2 Sittpson MST48 between floors SHEARWALL SCHEDULE u Foundation Plan A1.1 Main Floor Framing AI.1 Garage Basement Plan A2.1 % Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS Mark# Sheathing Nailing Notes U Main Level Floor Plan A2.1 ORSTHD1ORJ z 2nd Level Floor Plan A3.1 2 1 7/i6"Structural Grade II OSB 1 FACE 6d common or tod Box @ c 1,2,6,9 < 1� 2nd Level Floor Framing A4.1 6, O4 Simpson HOUS-SDS2.5 W/SSTB24&(2)STUDS oe O or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field Q ���j�11 ORSTHDI4RJ J 'CC-8 ,F1111111Root Plan A4.1 //I //� 7/16'Stnxtural Grade II OSB 1 FACE 8d Common ar ttb Boz @ 4' 2.3,6,9, U Building Sections A5.1 Iltl 55 Simpson HDUB SDS2.5 W/SSTB28&4x6 POST I o Structu al Grade 11 CDX plywood o,c-panel edges,12'o.c.field COpNorth&East Elevations A6.1 Garage Basement Plan O ll Floor Plan a _ SouthBWestElevoBons A6.2 6 Simpson HDU14-SDS2.5 W/SB1 x30$6x6 POST 7/le"'Structural Grade II OSB 1 FACE 8d Common or 10d Box 3" 2,3,7,9 = t� Plan Plan 0 Of Structural Grade a cox z 0 2 5 10 O7 SilepsmMSTC72 0 2 5 10 plywood o,c.paneledges,l2 o.c.field 10"MIN TREAD HANGERS I J I J ® 7/16"Structural Grade II OSB 1 FACE Bd Common or 10d Box 2" 2,3,4,8.9 5o w or Structural Grade II CDX plywood o,c.panel edges,12'o.c.field 8 Simpson HDU11 -SDS2.5 W/S61x30&6x6 POST °pvt Garage Basement Plan Scale: 1/4"= 1' Scale: 1/4"= 1' 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" ¢ Main Level Floor Plan 99 Simpson STHD14RJ O or Structural Grade a CDX plywood o,c.panel edges,12"o.c.field 2,3.4,8.9 / (3) 2X 12 STRINGERS 10 Simpson STHD14 © 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2.3.4,8,9 4�M1• ► or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field �r . 11 Si*lpson EPB86 O 8d Common or Lod Box @ 2 rn :511:111,119,-,_" 44. 1117 7116"StructuralGrade II OSB2 FACE 2.3,4,8,9I12 Si pson EPB66PHDG orStructural Grade it CDXplywoodo,c.paneledges,12 o.c.field � i2X4 THRUST BLOCK SHEARWALL NOTES:I 1 hold downs pn be used in lieu of these. °.�F ! e; Stair Detail Scale:1"= 1'-0" Stronger1.ALL EXTERIOR WALLS TO BE TYPE O U.N.O. ONAL. A2 . 1 2) See Simpson Wood Construction Connectors book for proper installation. 2.BLOCK ALL PANEL EDGES G I 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING (5 \,..--3) 3x sill requires"SSTBL"hold downs where"SSTB"are tabled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD 4.PROVIDE 3x SILL PLATE unto Al r-runic"n urn nu ter re. 5.OFFSET PANEL EDGES A FLOOR PLAN NOTES: ' I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO /4:44443444.4 STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE -_-- 22'-0" 16'- "/ / 210 k -30 CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE . " / DESIGNER FOR FURTHER INFORMATION. draft' n # 3' 0" 5'-10 1/2" A'-3" 5'-10 1/2' 3'-0' d es ,-----TRUSS PER PLAN / / - - - -/- 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) MUST BE PRESSURE TREATED MATERIAL. USE CORROSION • �ASPHALT SHINGLE ROOFING RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE } r / 30# FELT INTERWOVEN \T/ L L ® TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 • �� 1/2"OSB SHEATHING \ T \ _ _ _ \T/ p q p q /' __ _ __ _ _ _ STUDS AT 16"O.C. AND SHEATHED WITH 1/2 OSB PLYWOOD OR \ FRAMED ETTER WITH WITH 2X4 SITUDINGDS AT IAPER. ALL INTERIOR b" O.C. AND SHEATHEDWALLS WITH 1/2" .\ Jonathan Richards Window Seat VENT BAFFLES BETWEEN TRUSSESo '� 5105 Sterling Drive �W/ 1"MINIMUM AIR GAP F c� GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. Anacortes,Washington 98221 VENTED BLOCKING BETWEEN TRUSSES \ q M 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 C\ • - PLYWOOD EXPOSED SOFFIT _ - ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em Jonathan...08hofmaiLcom o WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A --a„ 2X CEDAR OR U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. "� rn 1 /� - SPRUCE FASCIA Family �` 1 Project Description: 1 ' O Vaulted Ceiling . I" i o Carpet 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM New Construction of a I I \ l) � I \" � O WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single family Residence - ^ Walls Below FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) c ° \ f / Q QQ ALARMS TO BE PLACE OUTSIDE BEDROOMS. PtR ROOF PLAN (Dashed) R-49 BLOWN-IN 'p ," INSULATION 1 it 2 -- \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND Skylight 1 i Skylight II BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER 5B'GYPSUM LID 4'-1 3/4" 4'-1 3/4" 4'-1 3/4" 2'-6 3/4" MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: HURRICANE CLIP PER TRUSS ------ 1 / / / / / OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT SHEARWALL SCHEDULE �/ COI2 C Z DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). Mark# Sheathing Nailing Notes - IC Main Floor 1159 SF O �� �� ��\ / Upper Floor 1159 SF j TYPICAL 4X10 HEADER \ \ \ 6. CERTIFIED PREMANUFACTURED GAS BURNING FIREPLACE WITH Total 2949 SF O7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 - CI or Structural Grade II CDX plywood o,c.panel edges, 12"o c.field N DAMPER AND OUTSIDE COMBUSTION AIR SOURCE DIRECTLY 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2,3,6,9 O Exposed _ CONNECTED TO THE FIREBOX. INSTALL PER MANF. SPECS. Covered Deck 97 SF O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c field 2 3 - Garage 915 SF Beam Lot 15750 SF Above o Open To I M 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS 0 7116"Structural Grade II OSB 1 FACE Sd Common or 10d Box @ 3"or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field z,3,7,s •t' /2 Wall Below p - © I o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED 1 j ® 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2,3,4,8,s 3 o ABOVE ALL BEARING WALLS AND BEAMS. or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field Bedroom 4 Attic _ M Access 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING I >1114 ,� 7/16"Structural Grade II OSB 2 FACE 8d Common o+ 10d Box @ 4" 8' Ceiling O 5 or Structural Grade II CDX plywood o,c.panel edges,12"o.c field 2,3,4,8,9 b Carpet g �' _ M \ HOLES AND ANY OPEN AREAS. W rn \ N ti \ m = 7/16"Structural Grade II OSB 2 FACE 8d Common or 1Dd Box @ 3" 2,3,4,8,9 t Smoke -rn - ''�) _8 m © or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field C Detector in 2 1/2 Wall 9. MATERIALS TO MEET THE FOLLOWING GRADES: O BdCommonorlOdBox 2" „, ® mm HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. 7/16"Structural Grade II OSB 2 FACE Go 2,3,4,8,9 T\ V �o v o - 7 or Structural Grade II CDX plywood o,c.panel edges,12"o.c.field v L' 8 1/2" 3'-5" 4'-9" 3'-2 1/2" I� v , .0 x Hall GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. f / / X 8'CeilingCOLUMNS TO BE DF#2 OR HF#2. ► Cold Air 1' SHEARWALL NOTES: 6068 L Return Carpet STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, 2X6© 16"O.C. BOTRIORTOM WALL - 3x FRAMING AT ABUTTING PNL EDGES RECEIVING EDGE NAILING N O I OR SPF. DOUBLE 2X6 TOP PLATE 2 -' I--t 2468 1.ALL EXTERIOR WALLS TO BE TYPE O U.N.O. rj PT 2X6 BOTTOM PLATE a 3 _� c) W/ 1)2`A.B.:a' 48"O.C. 2.BLOCK ALL PANEL EDGES ^ Closet Shelves LI®n I� \ "' N -- _I 10. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS ID 3.PROVIDE NOMINAL ev I • Via/ Chgse ® CO/Smoke --�, OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: 117/8"TJI FLOOR SYSTEM 4.PROVIDE 3x SILL PLATE ‘ Detector N WITH 3/4"T&G SHEATHING 5.OFFSET PANEL EDGES \ \ \ Bathroom, \ O , CEILINGS R-49 OR R-38 IN SINGLE RAFTERS CL N tr.� 6.PROVIDE v2•n.a.@ 48"O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2)16d @ 8"O.C. ® 8'Ceiling r, e T-5 1/2" 3' 6 4'-b" EXTERIOR WALLS R-21 7.PROVIDE 1/2"A.B.@ 24"O.C.W 1!4"x 3"x 3"PLATE WASHERS Tile H N Dn JOIST FLOORING .Re T �� 3 --- \ I 8.PROVIDE 1l2"A.B.@ 12"O.C.W 1!4"x 3"x 3"PLATE WASHERS. Solar 1 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. 2 O Abe '�-o / / / CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 1) \ HOLD DOWNSirs CJt -_ M ±H\ - 4) o b \ 11. REFS' a • •. . - . . _ __ i_ is - rt. _- Mark# Type \ 7 2468 �� `.668 \2668 A CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE CO 0 OSimpson MSTC52- FLOOR TO FLOOR N N - CONSTRUCTION PLANS. c 0 % Simpson MST48 between floors Smoke Smoke i I+ b Detector M Detector .�, -m T U % Simpson HDU2-SDS2.5 W/SST620& (2)STUDS 4 N fn \ WINDOW SCHEDULE �� j 5/8"GYPSUM LID ,III OR STHDIORJ I J M \ r ; • OSimpson HDUS-SDS2.5 W/SSTB24&(2)STUDS ti Bedroom 3 Bedroom 2 (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 . 0 al I OR SimpsonSTHD14RJ ID Size Description Qty 0 0 • 2 \ © �^ 8'Ceiling 8'Ceiling 3 0 © t OS HDUS-SDS2.5 W/SSTB28&4x6 POST Z3 Carpet r m Carpet A 6'-4"x 1'-0" Picture i A� in ,c , 6% Simpson HDU14-SDS2.5 W/SB1X30$6x6 POST W o ' O O B 1'-4"x S-0" Picture 2 0 r M \ • 7 Simpson MSTC72 I rn. -_il O O (� C 2'-0"x 3'-0" Awning 5 u V gO Simpson HDU11 -SDS2.5 W/S61 G30&6x6 POST ' o I o D 3'-0"x 5'-0" Single Hung 3 ©c\i e'nC SS 0 in E 3'-0"x b'-0" Picture 1 F 1'-6"x 4'-0" Picture 1 Q gO Simpson STHDI4RJLt_ti. 4 \ \ G 5'-0"x 1'-0" Horizontal Slider 1 a 10 Simpson STHD14 Mrpri9,_9„ O 2,_1„ 2'-8" 6'-1 1/ 4N �b'-7" O H 6,_O, x 1,_0" Picture 1 ce /, / 11? J 3-0"x 4-6" Single Hung 1 11 Simpson EP886 War 30'-51/2" / .tK 3-0"x4'-0" Casement 2 Simpson EPB66PHDG - L 4-0"x b 0" Picture 6 12 e o w © E`o M 2-0"x2-0" Awning 7 a 0 2 i N 5'-0"x 3'-0" Horizontal Slider 3 o o I'I = 1) Stronger hold downs can be used in lieu of these. a `e et 2) See Simpson Wood Construction Connectors book for proper installation. u 03/4 - 0 3) 3x sill requires"SSTBL"hold downs where"SSTB"are labled above. F - i -- - .a en w 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD b �' WITH ALLTHREAD AND COUPLER. • m Revisions: i Print Date 1/13/17 #---jp ��'�7/16"O.S.B.SHEATHING INSULATION PER CODE ._ - K %�I 15# BUILDING PAPER -� V \ HARDI-LAP SIDING • 11 7/8"TJI FLOOR SYSTEM WITH 3/4"TAG SHEATHING - • „PerBATTINSULATION 0 8 0 24.0" 14-0 7 0 Index: - `" ft ♦ A 53, , - -- - Cover Page A1.0 I Site Plan A1.0 / - -- SHEATHING Foundation Plan A1.1 i � _ - Main Floor FramingA1.1 1 )ilI 2X6 PRESSURE TREATED SILL w/1/2"x 10"ANCHOR BOLTS @ 48"O.C. NOTE: SIDING Garage Basement Plan A2.1 ' ' 1 ' \ ' ' i ' W/ 1/4"X 3"X 3"PL WASHERS THIS DETAIL IS APPLICABLE Main Level Floor Plan A2.1 I �. WHERE FLOOR JOISTS ARE FLASHING FOR 2nd Level Floor Plan A3.1 ` / ` 2 PARALLEL TO DECK JOISTS. ' WATER TIGHTNESS 2nd Level Floor FramingA4.1 FINISH GRADE r= N .. /i DECKING Roof Pian A4.1 ��� f- + Building Sections A5.1 J - North& Easi Elevations A6.1 U 8' FOUNDATION WALL 2nd Level Floor Plan � �; ,� ��'- z .. w/ (1) #4 HOR.TOP REBAR �� Plan I'III'I s APPROVED JOIST HANGERS South & West Elevations A6.2 #4 VERT. REBAR @ 48"O.C. / 0 2 5 10 2x LEDGER WITH FASTENERS 2"MIN. ry TIGHTLINE STORM DRAIN 1 IN ACCORDANCE WITH TABLE R507.2 16"x8"FOOTING----�,� �- • ►- •'• ,, 2nd Level Floor Plan • W/ (2) #4 HOR.REBAR DRAINAGE GRAVEL Scale: 1/4" = 1 ��� HOLD-DOWN DEVICE MIN 750 LB.CAPACITY sL-r' 1 40 ' FLOOR JOISTS I AT 4 LOCATIONS, EVENLY DISTRIBUTED 4 K " 4 + /-'' Wall Detail #4 VERT./HOOK REBAR " o a e " s w 4� 4"DIA.PERFERATED [1 -\ FOUNDATION DRAIN IR ALONG DECKAND ONE WITHIN WN EACH END OF THE LEDGER. HOLD-DOWN DEVICES "t SHALL FULLY ENGAGE DECK JOIST PER tt, i • t'.. + ` HOLD-DOWN MANUFACTURER. A FULLY THREADED'/e"DIAMETER LAGY tit+ Typical Wall Section Scale: 3/4" = l' SCREW PREDRILLED W/MIN. 3"PENETRATION TO CENTER OF TOP PLATE, STUDS, OR HEADER. S tZc- •:vQ A3 • 1 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm. �h I�] FIGURE R507.2.3(2) O I- (JJ T DECK ATTACHMENT FOR LATERAL LOADS 152 2015 INTERNATIONAL RESIDENTIAL CODE' 4 A ROOF PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE "T` DS• Gable End •DS CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE DRAFTSMAN FOR FURTHER INFORMATION. drafting i ,- - - - 1 i & design LLc I I 2. FOLLOW ALL TRUSS FRAMING DETAILS PER MANUFACTURER. J i 3. ROOF TRUSSES TO BE SHEATHED WITH 7/16" O.S.B. WITH 30# FELT AND CEDAR SHINGLE ROOFING. CEILING LID TO USE 5/8" GYPSUM WALLBOARD. [Scissor Trusses Jonathan Richards 4. PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE 5105 Sterling Drive DS-Chain Anacortes,Washington 98221 12/12 Slop 12/12 Slope -a • SPACE, AND CONTINUOUS RIDGE VENT PER 2015 IRC. TOTAL NET Lo Provide Flashing FREE VENTILATION AREA SHALL NOT BE LESS THAN 1 TO 300 OF c / At Intersection THE AREA OF THE SPACE VENTILATED. m 360.391.0832 � bx8 Bm 61 _ 6x8 Bm ,C em Jonafhan_59�hoimail.com N '----- �' ------- Ci A o ' Gable End1 -6"O.H. (Typ) 5. ALL ROOF PITCHES ARE TO HAVE A 6/12 SLOPE U.N.O. SEE o o o °o DS/ ELEVATIONS. Project Description: N Skylight Skylight 7.; o p I�-� • m NewConstructionofa . . ..... .... . . .. ..... . . . ......... ........ - 6/ 6/ I 6. PROVIDE ATTIC ACCESS THRU 22"X30" MIN OPENING Single Family Residence :, ry No " WITH REMOVABLE PANEL. FRAME WITH 2x12 MEMBERS. ,,,% of a 0 Z. • - - 5.125x 6.5 GLAM - - . - _ a� 03 7. ALL OVERHANGS TO BE 18" FINISHED U.N.O. �---= ------__- __I9----- --- f -\_ p q - _ - p I 1 - 8. MATERIALS TO MEET THE FOLLOWING GRADES: A,,. 'I:*It:, 4, II -a P I HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. Plan Information: I L A GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. AK 1 a 4ii O° COLUMNS TO BE DF#2 OR HF#2. Main Floor 1790 SF A I a 0 oL �a STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Upper Floor 1159 SF a L I C,0 ricket OR SPF. Total 2949 SF G ° To Drain 1'-0"O.H. Covered Deck 97 SF 1.25"Timberstrand Rim (Typ) __ 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Garage 915 SF -; �n 1: Ridge Line w/ Ridge Vent a OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: Lot g 15750 SF 1 - I i 1 1 I 1 I I . 1 II .1 I 0 N o CEILINGS R-49 OR R-38 IN SINGLE RAFTERS w p EXTERIOR WALLS R-21 I I I I N1 _. I o - N JOIST FLOORING R-30 a Q CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) l 1 �° '0 >•% 1 I I (.. I I 1 u , - _ 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO :., L 71 I- - - -1-1 1 CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE 84 5.125x21GLAM ( -' L lT - 1F - - � 1 L t Ll u _ W - W --1.1 _ W - W - W u u u W - u3 I - DS CONSTRUCTION PLANS. II I 1 T T T T T T T T T T T T T T I L - J I • I J �' Ridge Line w/ Ridge Vent -Rid e Line w/ Ridge Vent �� L ' I • ° I , g g 1 1 1 1 1 1 1 1 1 1 1 DS L F - - - - - a Ls us S Solar r-1--1- P `1P 5 _ � OI5.1zsx21GLAM I 1 r - - -L _ _ _ . t1J L- i T �� N W W W W W lJ U IJ W tJ LJ IJ L W u Q' N N d -- Extend Ridge O ' T T T T ^I Ta) g 7--T T T T T T Bs ° ° bx 10 Hdr Over Main a - _ -I � O � 1 L - C 1 - t 1 _ P I r - - _ Body Roof o Ridge Line w/ vl -- r e i 1 TI8 T I 1T0 s @ 1�6" i .. �f �\ d9__ nt 1 I I 1 1 1 i I I oQe V J 1 1 1 1 1 1 [IrL a 1 I 1 1 1 oii • II -0Ce 4x12 Bm 6/12 SlopeQ1 1 T L I b J ) 0 v I I I I III I �,e olle O ill V " E I I 1 I Ili l li Sti°'` a y a • ] 1 11 1 1 1 1 • i 1 E I > a//ALL 1 •rc DS Q 1 I I I F i t J II I v �B2 1 TRUSS PER PLAN 1 II L Ax10 Hdr �� £ I ASPHALT SHINGLE ROOFING Ce 6x12 Bm (Dropped) 1 �-�"- - w m i 30# FELT INTERWOVEN I - _L I _-_ t'_tr`--r-1--_1 __Li17 _ _L -_- I I I t/Bg _ JI _ \ E_ k I 6/12 Slope 6/12 Slope 1/2"O.S.B,SHEATHING T I I I f -� -lli 1 b I 7 0 en 1 I I I I i ii 1 z 01 A4.1 VENT BAFFLES BETWEEN TRUSSES 0 I I I I I I I C 1 -a_ W/ 1"MINIMUM AIR GAP III ' II I I i \` a III l l II 1 II i \ VENTED BLOCKING BETWEEN TRUSSES 1 I I I I 1 1 I I 1 11 . I III 1 I r1 ,11 I at et) II III III i i 11 Ds•11� b ° III 4xlo Hdr II --I+ dr I I Gable End SHEEXPATHING HINGED LON�wEs B11 1 B10 r - �J I I I I 1 I I �� Revisions: -� � I I r - - - - i ill2X8 WW SPRUCE FASCIA I 1 - - - - ( • ill ►3 Print Date 1/13/17 II 1 I I T er 11 I 11 7/8"TJI 110's Q 16"O.C. I I I I II 1 1 I I 1 1 A If/tet J Jr J � 5"CONTINUOUS Pl."--7 1 I I ` - - { )c, ' , 7,0 , , i U \ PERPLAN J L I - + - _ L 1 - u W � - - - J L - - - -n INSULATIOPI PER CODE- M' 2X/ Index: _ Roof Plan ►�li - - - - ----------- J Plan - 2X2 WW TRIM Slte Plan Cover age A1.0 tr I 1.25"Timberstrand Rim (Typ) B1 P 5.125x 15 GLAM I 0 _ 2 5 10 _�I I � 1 Foundation Plan A1.1 - -- --- HURRICANE CUP PER TRUSS �, SIDING PER ELEVATIONS Main Floor Framing Al] 1 I (H2.SA OR SIMILAR) 1 Scale. 1/4" = 1' Garage Basement Plan A2.1 1011�1 Main Level Floor Plan A2.1 L J 2nd Level Floor Plan A3.1 - - 2nd Level Floor Framing A4.1 al II r - - - - ] L - - J11 F Roof Plan A4.1 Roof Truss Connection Scale: 1"= 1'-0" Building Sections A5.1 - - - - -- North 8 East Elevations A6.1 I - South&West Elevations A6.2 ' 2nd Level Floor Framing Roo Plan 11 11 1SCI .., G i ,� A ii 2nd Floor Framing PlanI i �ro % mol Plan b,8 ¢ A4 . 1 0 2 5 10 ''� j ' ' SIMI . , Scale: 1/4" = 1' �� wa„ drafting & design Li i -, Jonathan Richards 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em Jonathan 59@hotmail.com Project Description: New Construction of a — Single Family Residence Plan Information: Top of Roof Main Floor 1790 SF n Upper Floor 1159 SF Total 2949 SF Asphalt Shingle Covered Truss Per Covered Deck 97 SF Manufacturer Garage 915 SF Lot 15750 SF 8'-1 1 1/8' V I Scissor Truss Vaulted Ceiling 8' Ceiling \, C3 Zm t P \ Truss Header 6-8" Header Height s'-1 1/s" Family Room Bedroom 4 Bathroom Bedroom 3 1 # S �4 11 8'-1 1/8" Plate -" Rafter Extension ,1 1 7/8"TJI Floor System TCsil of Roof hne With 3/4 T&G Sheathing Main Floor 1 EL N co 9'Ceiling t 8'-0" Header Height • f Blocking Above c _._ j Header - - __ Exposed Beams Per - --.. Betting Wall ----- — o - b-8" Header Height Per Plan i. ` I 2 9'-1 1/8" 9-1 1,8' Plc-e N Living Room Kitchen Garage 0 te Stairwell a 11 7/8"TJI Floor System ', VI Q (With 3/4"T&G Sheathing /4"Concrete Slab t Main Floor I Sloped Towards Entrance - NISe 0 -6"Ceiling 1 — — y/ _ �L Beam Per Plan 1 0• a 1 )-d Exposed BeamsMaintian 80" CGaragePer Plan Clear Headroom Header i l r _ I 1 ce 9'-6" 9'-6 Plate Garage T- Crawl 6 I O /4"Concrete Slab il + t Finished Floor Sloped Towards Entrance j— t w t' It 2 en ■ Revisions: I Print Date 1/13/17 I f Building Section AA t 0 2 5 10 I I I. Scale: 1/4"= 1' _ Index: Cover Page A1.0 li Site Plan A1.0 t Foundation Plan A1.1 Main Floor Framing A1.1 Garage Basement Plan A2.1 Main Level Floor Plan A2.1 2nd Level Floor Plan A3.1 2nd Level Floor Framing A4.1 Roof Plan A4.1 Building Sections A5.1 I North & East ons A6.1 South &West Elevaaltions A6.2 i r Building Sections J ,5119, A5 1 I fies8/ Nl 'Cyr' , 17 {{ 4 alp f .- Too of Roof draftiing :� Extend Roof Line Over Ridge & design L LC 8'-1 1 1/8" �i. _. Jonathan Richards -- -"- - -- 5105 Sterling Drive ��, 12 --- - -- Anacortes,Washington 98221 -------- _ -- __ _- - ph 360.391.0832 8' Ceiling z - em ionathon_59@hotmail.com 6' 8" Header Height 1 -L 1 ilj_1 __i_ - - -- - ---- �� - - �j/ L`, I IT III Y 7 /� //�/ Project Description. 1, I - - -- - iT // -/ �// �/ Si Fa Residence �� _ _ _ New Construction of a 8'_1 - ,1r1r7- - / /i//� - // / ' / / 9 Y /8 Single mil R T - - _ __ _ - --- - = Extend Eave Over Door - __ --- -- 5,_0„ Main Floor 'r - - ---- -.- Plan information _ 9' Ceiling - 1790 8'-0" Header Height -_ - - -- Main Floor SF _ / / v _ _ _ j// Upper 59 49 SF Total . _ Floor 6'_8" Header Height � / _ - _ / ��/ - -- l ._. j� -__.. ,_... _ -- j / // / - FDeCk 97 SF911/8 _. -- jd%/r/� ii �// 75750 SF/ ,//l >11 Main Floor -- --- - . . C j 9 6 Ceiling I - l \\\\% ____ , _ _ _ __ _ I 0 ea Clow N Finished Floor 1.1 a, . .� �. a. _ O 'South Elevation ? a 0) m a Top of Roof a) 0 2 5 10 V?1- tin..�cL ie�c-1/4 a eu to(A J � L LA a Scale: 1/4" = 1' '-Illik lk -finis. Interior Vaulted Ceiling/Scissor Truss - .� ■ irk12 .1 JA II I 1 111�11► 11 Vf a 82 � , n 1�. ■ � 11 1 II S O 11 " 1 m 1■ ■1 ■I1 U 1� 1 l 11 11 1� 1 11 ll1 1 Ceiling o i4.4I I.tk �// ���// 6-8 Header Height ��r, / /.ClippedEaveThSide / j __ �,/ /�/f ,// �j 1 1 /�/ %// . Flashin At Corner �/�� u Main Floor o 9' Ceiling ot M hl L. li 37'-8 5/8" 8'-0" Header Height o r �/ ///////' %//" //i%/�i�///,%/,/r; /%"/ ' / /r j/ %// % / Revisions: ,j/ ./// j�� //// , //�� j/ 6'-8' Header Height Print Date / _ // / n / / _j� 1/13/17 :///A �% j1 / of•A/i /j/� j /�/ / // j�/.j - __ 7 "A // // M I r-C// / / / / "rll I -5,� I 7 i' Index: l I ,--h , , - Main Floor Cover Page A1.0 .l �� Site Plan A1.0 .' - 9-6'Ceiling_ Foundation Nan A7.1 _-- Main Floo Framing Al 1 _ - -_ -_ .___ - - I Garage Basement P A2.1 r lan p� Main Level Floor Plan A2 1 I _- -- _ :% , /j/„, Y ///� j !� 2nd Level Floor Plan A3.1 _, /-1 - L- ,/, Gi _Gle // r G . 2nd Level Floor Framing A4.1 moo _ - ._ _ Roof Plan A4.1 - Building Sections AS.1 --- - --- 9'-6" North & East Elevations A6.1 South & West Elevations A6.2 _ — _ West Elevation South Elevation r Finished Floor ° - - k_)oc West Elevation /1/9 i_i4,- ' ; - :,'-' - 0 2 5 10 Non Structural 6x6 Knee Brace S4 ' I - ' Scale: 1/4" = 1' .d 0$AL A6 • 1 ... _ at � 4 {1 I Top of Roof draftigg z & design LLc / -----6 Jonathan Richards -- ___—_ 5105 Sterling Drive ___—___ -- ----_ _ __ _ Anacortes,Washington 98221 ph 1. 8 ------'—"'"'---- ___ em jonathan59@hotmail.com --- __ 8' Ceiling — '\ r 6 8 HeaderHeight esc ion j �// j _ ji ! ���. 4 11 iI If ` New Project Description: : // / / pl�1�y■�i �� New Construction of a // //J Single Family Residence 6 \ Plan Information: 12- Main Floor lir - - M Floor J i 9' Ceiling Main oor 1790 SF _� - Upper Floor 1159 SF 8'-0' Header Height Total 2949 SF I// 7/ - - /////� 6'-8 Header Height Covered Deck 97SF -- III Garage 750 Lot 15750— -- 9' 1 1/8„ i, - _ _-_ CI — ,r Main Floor t 1 _.. 9'-6"Ceiling I North Elevation I arse,lispi/s _ , �+� 0 _ 2 5 _10_ N' a 1V --....,,.. •' •pdFloor-._ O C.. \ ,C (1) .ltltum 0 c C Top of Roof yj 0 S �-- L 0 8'-1 1 1/8" C i Ce 4. z 8'Ceiling q M a --- - _ _ I 6'-8"Header Height o CI - 7/7 m _ 22///// 7 -r., oi. - 16 _ a - - ; , : Revisions: 1011.1.111111111.1a 1/13/17 Main Floor 9' Ceiling - 8'-0"Header Height %%/%//%///%////% —I — ——— 6'-8" Header Height IKU - p - t 2/ \.1 - __ -__ _ _ / _ Foundation Plan A7.1 Site Plan Al 0 ---- / / -- Main Floor FramingA7.7 _._.. - - _ - - / / - Garage Basement Plan A2.7 Main Level Floor Plan A2.1 --- -- // 2nd Level Floor Plan A3.1 /// FI 2nd Level Floor Framing A4.1 --__ -- __ Main oor .--- --_ — --+ __- _.. -- � Roo Plan — Build ng ions A5.1 North & East tElevations A6.1 South& West Elevations A6.2 cjdS Ea Elevation \l I East EleNorth vation n 0 2 5 10 e -& ' w;4+ i Scale: 1/4"= 1' A6 . 2 oir le • rimpe, 3903 Rock Ridge ParkwayAnacortes, Washington 'd rafts n March 20, 2017 & des• LLc EROSION CONTROL NOTES FOR RESIDENTIAL LOT COVERAGE: EROSION BMP NOTES: CONSTRUCTION - CITY OF ANACORTES: PROJECT INFORMATION: Jonathan Richards - _ 5105 Sterling Drive RESIDENCE AREA 1851 SF 1. EROSION CONTROL TO BE MAINTAINED WITH THE A Erosion Control Best Management Practices shall be Anacortes,Washington 98221 GARAGE AREA 299 SF USE OF A SILT FENCE ALONG THE LOWER GRAVITY in place per the accepted site plan prior to any Project Description: New Construction of a Single Family ph 360.391.0832 PORCH/STAIRS AREA 147 SF LIMITS OF CONSTRUCTION. SILT FENCE IS TO BE construction start. Residence .. em Jonathan_59@hotmail.com TOTAL AREA 2297 SF ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. -44 B. The erosion control shall be inspected once a day a. S z 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. and modified to meet the surrounding conditions as f.0 `n O Building Official: City of Anacortes Z Description: LOT AREA 9291 SF needed. N Q j t ¢ Q ProjectP 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED LJJ Vr N Q New Construction of a LOT COVERAGE 24.7% NOT WASHED) Building FREE OF DEBRIS BEFORE LEAVING THE C. The storm drain system shall be cleaned daily (Sectioncc w 0 Single Family Residence SITE. 7-07.3). All drainage systems shall be cleaned to the Classification: Type V B (UNSPRINKLERED) Z Z� > _ acceptance of the City of Anacortes prior to Q e cc j accep tance tance of the project. U ,,,f 11 I a F 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS Zoning: R2 Q ci a I- CLEAN AT ALL TIMES BY SWEEPING AND SCRAPING ON A DAILY BASIS. WASHING OF THESE STREETS WILL D. Stabilized construction entrances and roads shall be z m L1J z NOT BE ALLOWED WITHOUT PRIOR APPROVAL. installed at the beginning of construction and Q g g Title Holder: Dan McLean 06 at ` /3 § Plan Information: maintained during the duration of the project. LL Additional measures may be required such as wash cell a. a o 5. STABILIZATION OF UNCOVERED SOILS SHALL HAVE pads to ensure that all paved areas are kept clean. em > Z d i Ni z z STRAW APPLIED. — w Main Floor 1790 SF - No mud is allowed to enter onto City streets. j— — <a Q p r- J J Upper Floor 1201 SF /NOTE: E. Any soils exposed that will not be disturbed for 2 days 0 2 s4d' S > LL w Total 2991 SF LANDSCAPING REQUIREMENTS: Burin the wet season or 7 days the d season shall M a O Underground franchised g v dry Q ii tri w t— O Covered Deck 97SF be immediately stabilized with approved ESC J I-- th > h" 2 Garage 915 SF utilities should use the Minimum tree size shall be 1-1/2" caliper. Minimum methods (seeding, mulching, . w O g p plastic covering, etc.) Contact: Steve Moehl / John Moehl 2 o a m a Lot 15750 SF trenchless method. no Shrub size shall be two gallon. Minimum W a _ groundcover shall be one gallon or equivalent. F. Two weeks prior to the beginning of the wet season ph 360 941 8877 a. ¢ a t N / open cutting Of the Street. Refer to AMC Chapter 17.41 and Section 16.50.070 (Oct 1), all disturbed areas shall be reviewed to em steve@newcreationsbuilding.com for further info. identify which ones can be seeded in preparation for em ohn@newcreationsbuildin .com i the winter rains. Disturbed areas shall be seeded 1 g >114 PEDESTRIAN RAMP ON EACH SIDE OF- \LI Total Required frees For Code Compliance 9 within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those DRIVEWAY PER "TYPE 1" DESIGN. Q c\f\l I - p, t1 Tree List: areas to remain uncovered shall be submitted to the Project Location: 3903 Rock Ridge Parkway TOTAL LENGTH OF RAMP NOT P► S\O Ev I'� !✓ Project Manager. The Project Manager can require Anacortes, Washington 98221 REQUIRED TO EXCEED 15 FT IN LENGTH. to G\ ERI ER S0v\ Dogwood Deciduous )Trees . 9 g p g 3� \ - seeding in additional areas in order to protect surface Skagit County `O r'U� "�' \t`1 P Alder (4) waters, Adjacent properties or drainage facilities. �� Planter: Bark w/ \NG C� r c 8] ROCKS, Shrubs & X\S �� G. Penalties for an Erosion Control violation are subject Property ID Number: P125826 S E Planter: Bark w/ Trees,.., p rtY �OG V��,� LANDSCAPING CALCULATIONS: to a$300 -$1000 fine under Chapter 17.66- Penalties Flowers 2 '�- I► Shrubs & Flowers" for Violation. Each day is considered a different © co� �� BUILDING AREA 2290 SF violation. Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of E E �/ r, CONCRETE AREA 1732SF ^_ SS Uy ��� flow. s'='= ` WATER CONNECTION TOTAL CONSTRUCTED AREA 4022SF Phase 1 , Being a portion of NW 1 /4 of the N O N U NW 1/4 Section 26, Township 35 North, z N DRIVEWAY ENTRANCE `�� -- g0 �,O ��\E • +. ,c_. LDR 1 LANDSCAPED AREA 5269 SF Range 1 East. Q CO WADOT F-80.10-04 "TYPE 1" � ' ,� G F " ,�' �' ���' �� ` \�` ` ,fr� LOT AREA 9291 SF 0 Provide 16' Wide x 1' Deep �/ oPe�y =�'' 1 �Y� _; • N SILT FENCE WSDOT 130.15 02 1'�^ > e. LANDSCAPING PERCENTAGE 56� 4" Quarry Spoils As Construction Qt y p c �%' 2 ,�tb°c Plan Note: Plans Are To Be Reviewed By All _. O Entrance .11PP17-1:Lr ak -G \ CO3, War e i ` \6 Subcontractors Prior To Starting a . oy ' \ \`t Flagstone Path Construction. If Discre ancies Exist Please 1 C W WSDOT 80.10 02 �,� Ram \ In Gravel p 113 •cr� $- /_ cp. �t� \ war ` Information. Contractor For Further e H U ���i &� • '.. SEWER w _ Flagsto � A 0/� 4 PERFORATED PIPE ALONG •- a I�I •�_ C'`' Path • . ,,, : C ,DAsi EAST SIDE OF PROPRERTY f c .„..s • C 1 V SD ,<, �, �.. ONN C _..c„, � v ce/'��j �� SQ � �. o �� �'�.� G� CONNECT INTO CITY STORM 5,e t f S / 4�/� �® vs a �� • O I ist VACANT PARCEL 5- ,Ape--d /7 a'''''s3 ke el ' g `tom+ /� N Q Sj49 �� �` x '� �' ..� Planter: Bark w/ _. �" i f°ital r a i11 Si' 1rt InYllp ' RN nJ - O / ,P 1�t 1 111i 1i L § 1 + / oft !; Shrubs & Flowers P• � U �:�. ��� ,�. ., �� v -- i k „6 t 1y ° �`�i l)11 vJ ih`silt 9`�4r tv 1111 . } ,.,,..' .�,,T z P. �� \\�. \ \ .. Y `' 1ti t�k1k��l ji ti t i„„4„ . i t;: - .:>a Planter: Bark w Trees, �� �� ° • Shrubs & Flowers \ �., x, \� ` ��' r • 14� n�� , „ , i ,1l 1„ ll, . ... ~ �_ Q ti, • Residence ., �� \ �/ \ \ \ `� SILT FENCE WSDOT 1-30.15-02 Oapper Pancf INLET PROTECTION IN DRIVEWAY v y v • et i j ,� -w�° WSDOT 1-40.20-00. \NN V 1--fix® Patio — �� �' 2 CO}y "h \ \ r'"" I Ji rb, �tsilslt,J - '+",o, O SILT FENCE WSDOT 1-30.15-02 0 /'� V .,•, / v v`\ ry _ r . \ • zfl .� .i�i t T� Pay .i s�„ 8 O , \ N / \ TIGHTLINE DOWNSPOUTS \ / \ / , VA ♦ o 1iN 1 si }I ew,w.r ' AND FOOTING DRAINS TO '/s \ TEMP SOIL \ 1 akePak ' T k * o Cranber a, CITY STORM SEWER li i,1: llIt tiVii) rac• y \ \\ Garage I STOCKPILE \ \ oo v x - AREA v �� � J� A,0 `` \ \ \ .` ` Revisions: .O� \ SS /�i �2\r S ` l , �"m Print Date 1/13/17 City 5 (� / anges 2/6/17 • . HOA Changes ges 3/20/17 1j7� \ \ BPS \ , / / / 1`` DGWDSic % � x Floor Changes 6/30/17 L/ �/�\ /1 �r ,�� \ \ ♦, '7° /1� ,. '{`Y1'r l illtll„ ?" ..632iii rii izli r 8y, \ / '� I' ALDR �� \ \ Planter: Bar4 Trees, ALDR �. \ Planter: Bark w/ / [20.7] z� `� mod' 1 Index: Shrubs Flowers IL♦ Cover Page A7.0 ic> Shrubs & Flowers , Site PlanA1.0 / ♦ ♦ itSt i � , r i.Yir t 9G� \ / �/- 1 " ' 3903 Rockrklgeosrkway "' � -/ �` ' Q @t ow Aviation Foundation Plan Al.l \ \y `+ - `+�.T-"` wMain Floor Framing Al.l / / PSS DGWD Garage Basement Plan A2.1 T Slte PhanMain Lvel oFloor rPlann A3.1 J / G� O [7 2nd Level Floor Plan A3.1 e�\ \ / \�4 2nd Level Floor Framing A4.1 o s 15 25 boo �S •e LOT 4 DGWD e �3a Roof Plan A4.1 �- - Building Sections A5.1 �� North & East Elevations A6.1 Scale: 1"= 10' [3903] • South 8 West Elevations A6.2 Q�Ope l 9. co n g • 9terEkRoge Project Information Vicinity Map Pa [ 16.4] T Vicinity Map Al . 0 ' Scale: NTS 1 FLOOR PLAN NOTES: A 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 22'-0" 16'-0" 12'-0" 3'-0" CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE e `r = / / / / DESIGNER FOR FURTHER INFORMATION. d raft 3'-0" 5'-101/2" 4'-3" 5'-101/2" 3'-0" & deS* , Lc TRUSS PER PLAN / / / / / / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) MUST BE PRESSURE TREATED MATERIAL. USE CORROSION ASPHALT SHINGLE ROOFING RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE *** TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 33# FELT INTERWOVEN —IRISS 1/2"OSB SHEATHING _ _ — STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR \ \ \ r _ _ P 9 P I _ -rBETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE r Jonathan Richards Window Seat FRAMED WITH 2X4 STUDS AT 16"O.C. AND SHEATHED WITH 1/2" VENT BAFFLES BETWEEN TRUSSES5105 W/1"MINIMUM AIR GAP i,.� �:� GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. rive Anacortes,Washington 98221 VENTED BLOCKING r -11 BETWEEN TRUSSES \ © © 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em jonathan_.59@hotmall.com PLYWOOD EXPOSED SOFFIT a_ WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A \\_, ` 2X CEDAR OR U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. � SPRUCE FASCIA Family Project Description: 1 N t a?' Vaulted Ceiling New Construction of a Carpet 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM ,n WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence Y•-‘, <1_ii ; Walls Below FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) PER RooF PLAN _ (Dashed) ALARMS TO BE PLACE OUTSIDE BEDROOMS. — is R-49 BLOWN-IN ` us ' INSULATION \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND . 5/8"GYPSUM LID Skylight Skylight r 1 BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER . `" / 4'-5 1/2' / 4'-1 3/4" / 4'-1 3/4" / 4'-1 3/4" /2'-6 3/4" MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: HURRICANE CLIP PER TRUSS OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT 11'-7" 4'-5" DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). / / Main Floor 1790 SF C C C C Upper Floor 1201 SF TYPICAL 4X10 HEADER \ • P� P5\ —q P P-5 6. CERTIFIED PREMANUFACTURED GAS BURNING FIREPLACE WITH Total 2991 SF DAMPER AND OUTSIDE COMBUSTION AIR SOURCE DIRECTLY N Exposed o 97SF o CONNECTED TO THE FIREBOX. INSTALL PER MANF. SPECS. GarageCovered Deck 915 SF Beam M Lot 15750 SF 4 Above o Dn M 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS -- -- O 1 (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED o ABOVE ALL BEARING WALLS AND BEAMS. 2-8„/ ter ' 1/2 W II kl ^ °� Bedroom 4 Attic % 1/ N v 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING Too Access \ \ p 8' Ceiling I \ - HOLES OPENAREAS.LE AND ANY o� _ \ N Carpet •----- old dr Air Chaae 1/2 Wall -_--- 0 - oF t \ —r' 9. MATERIALS TO MEET THE FOLLOWING GRADES: Smoke HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. t tO Detector co Open To ,, a GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. kA 4 ® SI in ^ Below _ ' Closet COLUMNS TO BE DF#2 OR HF#2. F. `2 STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, 2X6© 16"O.C. EXTERIOR WALL�— — \ 5068 Carpet g 4'-9 1/2" OR SPF. DOUBLE 2X6 TOP PLATE / / 60111 PT 2X6 BOTTOM PLATE �� - Closet W/1/2"A.B.Q48"o.C. 11: ,,, - - a 111 }/ 2 4 _ \ 10. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Ln 2468 ----- - --- _" __�� OF THE WSEC. INSULATION VALUES ARE ASFOLLOWS: 0 4- 11 7/8 TJI FLOOR SYSTEM ✓ - / -- _ WITH 3/4"T&G SHEATHING �� \ \ Closet N N CO/Smoke CEILINGS R-49 OR R-38 IN SINGLE RAFTERS a ® Detector a ® 1 / EXTERIOR WALLS R-21 t JOIST FLOORING R-30 N --Smoke CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 11 Detector / \ "'` .r. .�tR -_.-..,t' `..` \ - - I 2468 = 2668��° 2468 ^ / 6'-7" � 4'-11 1/2" 11. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO O ' A / / / / / / °J CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE athroo01)a, —moss.. f 1' smoke of CONSTRUCTION PLANS. � 0 l o iDetector 8' Ceiling ' Tjle ..0 MID /I ', so%r Bedroom 2 y UU / 9 ^ Tube 8' Ceiling WINDOW SCHEDULE •� ` 5/8"GYPSUM LID XBedroom 3 /�/ Carpet M \ ffir 8' Ceiling -a (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 i�� a 0 2468 r Vf \ © Carpet o ID Size Description Qty 0 0 FAN / — I A 7-8"x l'-0" Picture 1 at N �o ! B 2'-0"x 4'-0" Picture 2 0 'L — M C 2'-0"x 3'-0" Awning 5 V in 3 o D 3'-0"x6'-0" Single Hung 3 V 0 Kil K oC E 3'-0"x6'-0" Picture 1 N L Oa F 1'-6"x4'-0" Picture 1 \ \ b d \ b \ G 5'-0"x 1'-6" Horizontal Slider 1 3'-3" M 9'-9" 6'-3" 4'-7 1/2" ITi\I 6'-7" H 6'-0"x l'-0" Picture 1 I / / - - / " / o J 3'-0"x4'-6" Single Hung 1 30'_5 1/2" v K 3'-0"x 4'-0" Casement 2 nal ll. - / / L 4'-0"x 6'-0" Picture 6 o M 2'-0"x 2'-0" Awning 7 c Lo w N 5'-0"x 3'-0" Horizontal Slider 4 il E O o. w G ro U N o M to i (----, 60I Revisions: Print Date , -�� �� '� . City Changes 12/6/17 INSULATION PER CODE 7/16"O.S.B.SHEATHING ' �I —i, 15# BUILDING PAPER \ \ \ X HOA Changes 3/20/17 HARDI-LAP SIDING Floor Changes 6/30/17 i 11 7/8"TJI FLOOR SYSTEM ii WITH 3/4"T&G SHEATHING R-30 BATT INSULATION ti . - \ 8'-0" 24'-0" / 14'-0" 7-0" Index: / / ~� Cover Page A7.0 A 53'-0" Site Plan A1.0 \ \ / -- ----- / Foundation Plan A1.1 S 1 ?S?S?SiS?_S2 S S i I I 1'- 2X6 PRESSURE TREATED SILL " Main Floor Framing A1.1 W/1/2'X 10"ANCHOR BOLTS a@ 48"O.C. iii"V- Garage Basement Plan A2.1 W/ 1/4"X3"X3"PLWASHERS Main Level Floor Plan A2.1 F 2nd Level Floor Plan A3.1 & 2nd Level Floor Framing A4.1 FINISH GRADE �i, �O ' RoofilPlan A4.15 �I(JI Building Sections A5.1 n North& East Elevations A6.1 U _ oe 8''FOUNDATION WALL 1111 - 2nd Level Floor Plan South&West Elevations A6.2 '-` Will) #4 HOR.TOP REBAR - Plan #4 VERT.REBAR©48"O.C. 0 2 5 10 v e TIGHTLINE STORM DRAIN r>. I i .. N 16"x8"FOOTING--- �• _ a-T` ' W/12) #4 HOR. REBAR DRAINAGE GRAVEL Scale: 1/4" = 1' #4 VERT./HOOK REBAR e o o - 2nd Level Floor Plan 4"DIA.PERFERATED - Wdll Detail \ • • • • ���111 FOUNDATION DRAIN Typical Wall Section Scale: 3/4" = l' t A3 . 1 A A FLOOR PLAN NOTES: 1 I 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE ' CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE ,•, }. Yy y / $lops Up DESIGNER FOR FURTHER INFORMATION. d rafts 1 3 - �To Entry & des• LC 4'-7 1/2" 4'-3" 4'-3• 4'-3" 4'-7 1/2" "�' 221-0" / / / / - / 2. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) / / MUST BE PRESSURE TREATED MATERIAL. USE CORROSION ` RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE 21-101/2" 16'-3" 2'-10 1/2" _ TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 / / / / L L L L y STUDS AT 16"O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR \ \ P `I P q P q p BETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE FRAMED WITH 2X4 STUDS AT 16"O.C. AND SHEATHED WITH 1/2" Jonathan Richards 0 o GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. 5105 Sterling Drive \ \ ( i �,j .r Aj 1 Anacodes,Washington 98221 r 1 3. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER ph 360.391.0832 \ K i D ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO em jonathan_59@hotmall.com Exposed a o WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A n_ Ceiling o R U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. , r" N Beams c _ \ 4'-4 1/2" 3'-3" 4'-4 1/2" Project Description: z7 / / / A 4. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM New Construction of a 0 En WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH Single Family Residence a FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) a 36"Picked Guardrail h O ALARMS TO BE PLACE OUTSIDE BEDROOMS. O Living/Dining q �42"Gas 9' Ceilin N D D Fireplace Hardwood Covered Porch \ P q r y - \ \ 5. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND 9' Ceiling b BATHROOM FANS AT MIN OF 50 CFM. FANS TO BE INSTALLED PER o Synthetic Decking kr MANUFACTURERS SPECIFICATIONS AND TO BE VENTED TO THE Plan Information: o OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT S'-3 3/4" 6'-2 1/4" 4'-6" 9 DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). o \ / / / Main Floor 1790 SF o B A B-ji Upper Floor 1201 SF ob co ^ \ F'—`I l\ 3068 5 ) \ E "C 6. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Total 2991 SF o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED ro L \ K I - 1 ABOVE ALL BEARING WALLS AND BEAMS. Main Garage N Covered Deck 97 SF w 9' Ceiling 0 I -N�5" � Garage 915 SF Concrete = N Entryih Lot 15750 SF c 3'-6,v 9'_0" 4'-61/2" "�� 7. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING - 9' Ceiling / ! / ' Hardwood HOLES AND ANY OPEN AREAS. i - t 2.9 ' 2'-8" 4'-9 1/2" J y bsi / Master Suite 8. MATERIALS TO MEET THE FOLLOWING GRADES: >111 c \ = 9' Ceiling o HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. o --- Island Bar r Carpet o a GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. -o _ 9 6 lase ' Lo COLUMNS TO BE DF#2 OR HF#2. Cill o_ / —^ STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, o- \ OR SPF. N — \ Desk —c� A —ce A Crawl Access \ J l Kitchen '- -o Smoke w/Min 24x36 o Detector 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS o — -0 I 9'Ceiling +- _ Removable Panel Hardwood y a OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: ° c Hood Vent o 4 1 _o o - ` 1 $ CEILINGS R-49 OR R-38 IN SINGLE RAFTERS g ? ce P4'-0" 7'-9" 410" EXTERIOR WALLS R-21IMO Up b n a I::I � U ° m -/ F JOIST FLOORING R-30 ce L A _ _ _4' Max Retaining Wall_ _ J ha v3 Hall C 'I \ \ CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) `? to 1 2668 r + - 3068 2468 P-9 \ • 9'Ceiling 0 II CV \ \ - I A �Hardwooij (V `a `. ` \ j 8' Retaining Wall ( 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO �.__._ P•wder Closet CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE CS • { 9' •eiling Es `--. 9' Ceiling L - Pantry Har• • ood 'v / / Carpet +�� CONSTRUCTION PLANS. _4'-T" 4-0" • w CO/Smoke®e - N z 9' Ceiling u� a ` .► .. . .. solar _ Bath •r— 0 a --,_,� Hardwood j FAN 4'-5" 2'-8' Detector Tube 9' Ceiling q b. _ ' -� b .� / Tile l ) I A - o I Crawl - —4—o - 3068 3068V ! ° en U —� _ �s o - N'I r--- ® Sm a �° l v \ — D ec#pr Attic - WINDOW SCHEDULE •� c T�" 5'-3 1/2" Access N c .°s'o \ g C / ` y w AN (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 a 2 Vf FAN y VTO o\ b ID Size Description Qty I 0 vro Mud/Laundry h R cv3 - 0 9'Ceiling is _ A 7-8"x 1 -0" Picture 1 S _ `7 Tile V \ 2268 Tile Shower G \ B 2-0"x 4'-0" Picture 2 0 Office c Dn C 2'-0"x 3'-0" Awning 5 U a co Stairwell m co 9 FA" N D 3'-0"x6'-0" Single Hun 3 a 0_ N \Kan Stairwell DRY wns 9' Ceiling v o 9 9 V0 io Above 7o Garage LJ Hardwood r 110 n E 3'-0"x 6'-0" Picture 1 C in Unheated N Unheated - M OI I . N N. 3068 — F 1'-6"x 4'-0" Picture 1 Q \ -N iv\ \ Step Dn \ \ \ G 5'-0"x l'-6" Horizontal Slider 1 J 4.2 Ce H 6'-O x 1'-0" Picture 1 / / / 2'-10" 4'-2 \ b / / / J 3'-0"x4'-6" Single Hung kr v K 3'-0"x 4'-0" Casement 2 6068 L 4'-0"x 6'-0" Picture 6 E en \ ( •` \ M 2-0"x 2'-0" Awning 7 0 ❑H N 5'-0"x 3'-0" Horizontal Slider 4 E 0 0 Garage e., op Garage b'-9" 7-3" 9 9 0 9'-6"Ceiling / / / rt;) :N__ 9'-6"Ceiling m m N Concrete Concrete t9 .o b ' i M Patio Q \ _ Revisions: 'opI Print Date 1/13/17 N b d I I City Changes 2/6/17 \ \ \ is „., \ \ \ \ \ X HOA Changes 3/20/17 N Floor Changes 6/30/17 12'-0" 12'-0" / / - - / 1 1/4"DIA.MIN TO 2' DIA.MAX 8'-0„ I / / /24'-0" 14'-0" 7'-0" CONTINUOUS HANDRAIL - Index: I / / TERMINATE HANDRAIL Cover Page A1.0 A A 53'-0" AT NEWEL POST DOUBLE JOIST Site Plan A1.0 / - -- ---"" - -- / Foundation Plan A1.1 Main Floor Framing A1.1 1 Garage Basement Plan A2.1 l U i Main Level Floor Plan A2.1 „ Z l 2nd Level Floor Plan A3.1 - �� 2nd Level Floor Framing A4.1 l�GP o7 e ,IIII� Roof Plan A4.1 7 I North Sections A6.1 East Garage Basement Plan Floor Plan oc, - North & Wes ons A6.1 w South& West Elevations A6.2 2 7 Plan r• Plan 10"MIN TREAD __ 0 2 5 10 0 2 5I�-�� 10 HANGERS _ 1 L 1 1 wi Garage Basement Plan Scale: 1/4"= 1' Scale: 1/4" = 1' 44 4.' < (3) 2X12 STRINGERS Main Level Floor Plan / - 2X4 THRUST BLOCK Stair Detail Scale: 1"= l'-0" A 2 • 1 FOUNDATION / FLOOR FRAMING NOTES: SIDING PER ELEVATIONS -, r #15 BUILDING PAPER A ^-�. �^ _ 1/2"OSB PLYWOOD SHEATHING ^--.- 4 �� `sue `s� 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO _,...,..y• PLYWOOD • " 22'-0" 16'-0" 12'-0" 3'-0" r `-`. STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE , / / / / j USE zMAX CONNECTORS AND HOT DIPPED \s CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE • SUBFLOOR ^ • GALVANIZED FASTENERS OR EQUIVALENT I DRAFTSMAN FOR FURTHER INFORMATION. • d fait• n r WHEN IN CONTACT WITH TREATED WOOD. Q� =8 8 , , 1.25"TIMBERSTRAND LTC des' 1 f "' a RIM JOIST \ ALTERNATE: PROVIDE 30# FELT BETWEEN I 2, TYPICAL FOOTING THICKNESS TO BE 16"AND A DEPTH OF 8" • TREATED WOOD AND METAL CONNECTIONS. WITH THE TYPICAL FOUNDATION WALL THICKNESS TO BE 8". „r TREATEDSILL 2'-101/2"/ 16'-3" /2'-101/2"/ �` ^• SEE DETAILS ON THIS PAGE FOR FURTHER INFORMATION. ^ 2X6 PRESSURE `-' W/ 1/2"X10"A.B.'sa48"O.C. W/ 1/4"X 3'X 3" PL WASHERS 1.25"Timberstrand Rim gyp) ` �� • 2'Canhlever \ �� i `� ' x #4 CONT.TOP BAR I I `__ ' `�_ - 3. ANCHOR BOLT PLACEMENT WILL BE EVERY 48"O.C. AND A \ r \ 9 i I I i MINIMUM OF 2 PER WALL. z _ _ _ _ - - _ _ _ Jonathan Richards N• c - 5.125x 16.5 GLAM Hdr5105 Sterling Drive FLOOR JOISTS - ° - ' _ FINISH \ \ �_ -(1 T T T T T. \ Anacortes,Washington 98221 PER PLAN GRADE o T--------------------I--- 4. 4"CONCRETE SLAB W TH COMPACTED BASE MATERIAL AND 6 W/ R-308ATT , r FS-°1 - L -I- i - J- - L -I- _I - 1 - L -1- _I - -1 - L - NSULATION R I MIL VAPOR BARRIER. OPTIONAL REINFORCEMENT WITH WIRE MESH OR REBAR. ph 360.391.0832 II I I em Jonathan 59ehotmall.com #4 VERT. REBAR - RELATIVELY ^ I I I I I I I I C4 48"O.C. ► Z \ 5. 4"CONCRETE LANDINGS TO BE 1/8" LOWER THAN THRESHOLD. IMPERMEABLE - • I I I I I I I I ± LAYER TOP SOIL A1.1 8'-6 3/4" A 1.1 6,-8„ o SLOPE AT 1/4"PER FOOT AWAY FROM BUILDING. Project Description: -- ° I I I I I I I I n / / / ro �r`�' = I I I I I I I I a I I I I I I ' I � New Construction of a „, a Treated 2x8 Rim - 6. ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH Single Family Residence -sit, = TIGHTLINE STORM 1 I I I I T \ CONCRETE MUST BE PRESSURE TREATED. • +w DRAIN I I 1 1 1 VAPOR BARRIER �' _ 1 , I , I , I I I I I -.-I---_-_-_ • 13�e.----- .1 I •I \� DRAINAGE GRAVEL i i Treated 6x10 DF#2 Bm i 1- Treated 6x10 DF#2 Bm -1 Min Hei ht Foundation Wall 7. CRAWL SPACE TO BE VENTILATED BY FOUNDATION VENTS. xt"oa� = I I 5.125x19.5 GLAM (Flushbo di LiJ di it, di J L ,- g -\ -- - - --------_-_-- Treated 2x8s @ 16"O.C. \ �a \ PROVIDE 1 SF PER 150 SF OF AREA (10 MIN. PER 1191 SF). VENTS m / ` 4" DIA. PERFERATED -- j- I �4 ' I I. l U y FOUNDATION DRAIN T T T T T T T T T T T T T T T = '� ` MUST BE COVERED WITH 1/4"CORROSION RESISTANT WIRE MESH. - r ° I 1 I 1 v 1 I 1 I 11- ° r - t - 1- -1- -1 - t - 1- 1 LOCATE AWAY FROM ANCHOR BOLTS AND HOLDDOWNS. Plan Information: UNDISTURBED C I I I I I I 1 a , II I I 1 ITreated 2x8 Ledger. 1 I I I I I I I I I I I 1 4 , �. I 11 .° I I I I I I I I I , (2) #4 CONT. E 1 1 i I . 1 9 8. FOLLOW ALL TJI FRAMING DETAILS PER MANUFACTURER. Main Floor 1790 SF BOTTOM BARS, / / / NATURAL SOIL 8'Foundation Wall ! a •° 1 4L- -,IT - rlr -ill- -+I. -al - dr -,r -,I,- 4. - r1,--I,J ° L 4 - 4 - I- -I- --I - 4. - I- J - Upper Floor 1201 SF U.N.O. OR ENGINEERED ' .-/ 1 I 1 I I I ° • I- - 4p- -G, I • 1, I . .1: I -• 1 ° p- '1 ° 1 - I I I I I I I 1 ' Total 2991 SF FILL p 4 On ref Slap ° _ _ _ _ _ _ _ 9. FLOOR FRAMING TO HAVE 1/4" BEAD OF CONSTRUCTION 1 1 1 1 I I � . 1 I 1 I 12 rI- f"_-t - 1 -I- -F - fi - f- -I- 1 - t - b -I T E 1 F T El 1 ADHESIVE WHERE ATTACHED TO 3/4"TONGUE AND GROOVE 1 4'Concrete Footing vr/Vapor Brier I "`� �I I 1 I , , 1 1 •� 1 I I 1 1 1 Covered Deck 97SF /1 Foundation Detail °' y i i SUBFLOOR. Scale: i = t .o' E I I I I 1 I 1 I I 1 I I 1 r ° Garage 915 SF I 1 I I 1 I I 1 I I ° Lot 15750 SF \A1.y H I I I I A1.1 I 11 7/8"TJI 110's @ 16"O.C. I I I c 10. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS N I 1 I I I I I I I o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED 5.125xJ19.5 GLAM (Flush u I - _ I I ' -a °J ABOVE ALL BEARING WALLS & BEAMS INCLUDING DECK BEAMS. I ___ 1 1 I --r'- =--=------------. T T T T T ',T T T T T T T T T T I I I j1 I I I I I I I 2 1` 11 1 1 11 1 tp 1 I 1 \I i `• I I I 1 1 I 1 1 �' I 11. ADD AND ALIGN JOISTS TO ACCOMODATE FOR PLUMBING. o ° ` r• Point/Column Load a a 1 1 1 1 - Simpson AB44 �� SIDING PER ELEVATIONS a Simpson IUS Joist Hangers (Typ) " Z° tecl'S#15 BUILDING PAPER I I I I 12. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING OPTIONAL WALL ._-� _ ( 1 INSULATION ��-' 1/2"OSBPLYWOODSHEATHING A I I I T-101/4" I (3J #¢RebarE.W. ' - HOLES AND ANY OPEN AREAS. o -` I I I I I I I I I I I I 17 �I I 3 A11 2X6 PRESSURE TREATED SILL 3 I I I I CrgYYI 13. MATERIALS TO MEET THE FOLLOWING GRADES: �- -. W/ 1/2"X 12"ANCHOR BOLTS G 48"O.C. a Crawl Access Al,� HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. 4" REINFORCED ~ W/ 1/4"X 3"X 3" PL WASHERS I I w/Min 24x36 I 2x4 Bearing Wall GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. CONCRETE SLAB .° i 1 1 1Removable Panel I #4 CONT.TOP BAR, U.N.O. 0 I L - - - fe I I COLUMNS TO BE DF#2 OR HF#2. IIM n- \ \ L 4' Max Retaining Wall_ J \ -.- - - - - - -I- -i• - + - 1 J - - - -h STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, L___ L I I- FINISH ? �? I I I I I w/TreatedPla �r ORSPF. ii- ` • • ° GRADE ON CONSTRUCTION JOINTS: ° P 4 -= _° ,I ° I • I 0 l _ _ _ _ _ -I- - C - t - t- -i- + - t - tom i- t - j - � � - t ' '., CV _P. , Z PROWITHVIDE #4 REB R @ AND 14"MIN. 8' Retaining Wall - r (Flush) - - - - - �\ T T 1 �♦ _ • INTO WALL P I I I ( I I �l Typical16x8 • I I A. • n 1 ' OF ET THE MINIMUM PERSCRIPTIVE REQUIREMENTS -�� 4x12 Bm CATION TO - Concrete Footing THE WSEC. INSULATION VALUES ARE AS FOLLOWS: 4 INSULATION ME 1111 rns•d� I I I i - CEILINGS R-49 OR R-38 IN SINGLERAFTERS #4 VERTICAL REBAR �-"'- 3 °J - II I I I I ;o ) I Use (2) #4 Horizontal Rebar I I I i - ,,: 1 ,:' TIGHTLINE STORM DRAIN m �� I i a JOISRFOLOORING R-30 0 c48"O.C.. U.N.O. F•Lr' II 1 Q II l0'-13/a' I I I I R WALLS R-21 a } . \ t - 1 I 1 ( I 19 1I2 I / I J/ - • CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 1 1 I 3' 8 3 4"I DRAINAGE GRADE GRAVEL .4 . a - - \ I- - - - -I 15. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO J U • _ FOUNDATION DRAIN e" N Sao` c I T T T T T T - J I 1 �" Foundation Wall a CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE y V o e CONSTRUCTION PLANS. III II I I I I I (2) #4 CONT. I a II I 1 I I I 1 I ) Cravbi 11-4 Concrete Footing E C UNDISTURBED NATURAL SOIL m _ 9 i_ ,_," Y + - .. rtIX BOTTOM BARS, a / /- / OR ENGINEERED FILL II I I I I M I I I I I U.N.O. II I I - I I 1 I 1 1 . 1 1 , I ^ _I' N 0 a I I I I I I I I I Typical Foundation Vents: 4 I I I I 1° I I I I 1 I I I I 1 I ° I Space 24" From Corners And Away I I From Engineered Reinforcing PRESSURE TREATED POST o • A1.� I I I I I I i I r PER PLAN Illllll� p © Foundation Slab Detail Scale: l"= 1'-0" Provide Retaining Barriers As Necessary 1 Space Anchor I I 11 I I I 1 I 1 I I 1 I I I 1 I I I I V Bolts Around r I SIMPSON AB66 COLUMN V 0 K Opening 4' Retaining Wall - -'� �r - - I - - - - - - - I FINISH BASE OR SIMILAR . L Jr' -Ili- -rIII- LI Ir,-rli- - ' Maxax Re -pi,- --di - II. \ Jr -di -rl, .r -I- j- - t- - h - I � J �� :. , ° ° ° ° ° a ° ° ° 4 ° ° o o d ° I° ° s d ° ° I I ��h . i i. J \ :o GRADE O r r6"Step Up- - I ° r Min Height • ° ° Ce SOLID BLOCKING OVER ALL BEAMS , e I I I Foundation Wall �� Simpson BA Top Flange Joist Hangers Space Anchor I I I 1 I 1 I 1 1 ° 1 12"soNoluBE kr Bolts Around L_ tit -rT �;� - - yr ,- J I ? e 1 Opening �° ° ° ° o ° •° ° ° 1 a \ o 1 CO , T - -MMV13 J \ co �. FOOTING PAD I 8 ),_s?, , �' Foundation Wall I _ PERPLANoO �� _ 4 ' Concrete Slab `? Slope tv w/Vapor Barrier I Space Anchor 1 Bolts Around 4 �- - \ PROVIDE 2 #4 VERT REBAR y Opening A1.1 PER PLAN (24"TYP UNO) WITH 6"MIN HOR. LEGS p b / AND 2#4HOOPS rL 2X4 DOUBLE TOP PLATE TJI FLOOR JOISTS PER PLAN I CONNECT TO EACH WITH R-306ATTINSULATION 0-, Sonotube Column Support JOIST WITH 2 16d NAILS - IRevisions: 1pp Scale: 1"= 1'-0" USE 4X10 HEADERS FOR ACCESS i_ Print Date 1/13/17 MAINTAIN 30X24 MIN FOR CLEARANCE ( 4"Concrete Patio A1.� City Changes 2/6/17 L \ HOA Changes 3/20/17 2X4 STUDS @ 16"O.C. zMAX (HOT DIPPED GALVANIZED r Min Height Foundation Wall Floor Changes 6/30/17 / POSATIVE BASE CONNECTION 2X4 TREATED PLATE OR POWDER ACTUATED NAILING C I OR USE PROTECTIVE -_ ON SILL PLATEBARRIER AT CONCRETE ° ° a n�a a ° - \ 1.1 JOISTS PER PLAN 8'-0" I 24'-0" 14'-0" (2) #4 CONT. / ,( < / / Index: BOTTOM BARS, U.N.O. ' ♦ erig FLASHING TO BE INSTALLED Site Plan A1.0 N A 53'-0" !1 Cover Page A7.0 \ ° ° / PAST JOIST HANGER Foundation Plan A1.1 real '� Main Floor Framing A1.1 ce O SYNTHETIC DECKING Garage Basement Plan A2.1 m- - �� �• r Main2nd Leel Flovel lor or Pllnn A3.1 7 SIMPSON BA TOP FLANGE HANGERSTYPICAL SIDING PER PLAN ' 2nd Level floor Framing A4.1 - - 1, 1�_' fimi_� N Roof Plan A4.1 - IIII=IIII- 11-IIII Foundation/Main Floor Framing Plan ~ PRESSURE TREATED2x10RIPPEpil G��^� Building Sections A5.1 PER PLAN OR 24" ��' I�\I�Tarai ►e►�1' North & East Elevations A6.1 � Plan FOR 1/2"AIRGAP 30# FELT/ / 0 2 5 70 --- TYPICAL FLOOR FRAMING PER PLAN OVER SILL INBETWEEN TREATED li� South &West Elevations A6.2 I �� WOOD AND HANGER �� .411111 )411 HANGER ZMAX JOIST 3 Strip Footing Detail scale: l"= 1'-0'• 1 � �, -" HANGERS �AL Scale: 1/4" = 1' STST�TilidIT I ►�'iill I I I IIIII I Foundation Plan 1 \ 6" TO GARAGE FLOORED �A1.1 - t1III II 2T DF# JOISTS PRESSURE 16"O.C. Main Floor Framing Plan - RIM JOIST 6"MIN.TO FINISHED GRADE 2X8 PRESSURE TREATED 1/2"AIR GAP TYPICAL FOUNDATION WALL DECK LEDGER JOIST I RAISED TO HANG JOISTS C/W 2 ROWS OF 3-5/8"• WHERE APPLICABLE LEDGER LOCK SCREWS C 12"O.C. STAGGER BETWEEN ROWS A Hanging Joists Detail Scale: 1"= 1'-0" 6 Deck Connection Scale: 1"= 1'-0' 1 • 1 , , _ A\„„bly A1.1 4 A ROOF PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO i : -, STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE DS• Gable End •DS CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE p-� r - - - - \ DRAFTSMAN FOR FURTHER INFORMATION. d rafts l n' i r - - _ - - � I & C�2S1 I�C I I I 2. FOLLOW ALL TRUSS FRAMING DETAILS PER MANUFACTURER. ,,_ .. L 3. ROOF TRUSSES TO BE SHEATHED WITH 7/16"O.S.B. WITH 30# FELT AND CEDAR SHINGLE ROOFING. CEILING LID TO USE 5/8" ' GYPSUM WALLBOARD. Scissor Trusses Jonathan Richards 4. PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE 5105 Sterling Drive DS-Chain Anacortes, Washington 98221 12/12 Slope 12/12 Slope _a t SPACE, AND CONTINUOUS RIDGE VENT PER 2015 IRC.TOTAL NET Provide Flashing FREE VENTILATION AREA SHALL NOT BE LESS THAN 1 TO 300 OF ph 3so.39t.o832 6x8 Bm 6x8 Bm �At Intersection THE AREA OF THE SPACE VENTILATED. em jonathan_59@hotmall.com �hotmcll.com :00c1 1'-6"O.H. (Typ) 5. ALLROOFPITCHESARETOHAVEA6/12SLOPEU.N.O. SEE0:8 Q • QQ Gable End DS/ ELEVATIONS. ProjectDesription:N Skylight 3 SkylightN P p q , • -7 1 New Construction of a C C 0 6/12 Slope 6/12 Slope 6. PROVIDE ATTIC ACCESS THRU 22"X30"MIN OPENING Single Family Residence ° v, - WITH REMOVABLE PANEL. FRAME WITH 2x12 MEMBERS. a z. 3 } o - - ` �_ 5.125x16.5 GLAM - - P-cl - _ - - _ 0 7. ALL OVERHANGS TO BE 18" FINISHED U.N.O. di --- ----- 1 - - - - - - - - m m Lu\ 0 o 41 8. MATERIALS TO MEET THE FOLLOWING GRADES: Plan Information: I & & HEADERS TO BE 6X10 HF#2 UNLESS NOTED OTHERWISE. I L a GLAM COLUMNS BEAMSTO TOBE DF#2 BE DF OR SPECIESHF#2.AND HAVE A 24F-V4 RATING. a (1;, Main Floor 1790 SF A I o _. ®1- 4a��e STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Upper Floor 1201 SF ui L ,O OR SPF. Total 2941 SF Cricket To Drain 1'-0"O.H. Covered Deck 97 SF 1.25"Timbersfrand Rim (Typ) t , 1' / 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Garage 915 SF r r _ I I �P F1 p j g P L Z Ridge Line w/ Ridge Vent o - I I Chase o OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: Lot 15750 SF III CEILINGS R-49 OR R-38 IN SINGLE RAFTERS v r - - - 1 ND u_l 1 N _p EXTERIOR WALLS R-21 I• I JOIST FLOORING R-30 a 1 p C CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) I N C. 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO I _ ° V 1_ _ _ 1I _ - 125x21 GLAM I I I l I DS CONSTRUCTION PLANS.ENGINEERING TO SUPERCEDE - CONSTRUCTION. ALL ENG FE 5' I 11 1 W W W W W W W W W W W W W W T IIT T T T T T T T T T T T T T1E1 I II 11 _ - � - _ � • li 1 I Ridge Line w/ Ridge Vent- - - 7 --__ --Ridge Line w/ Ridce Vent - �-d • ❑ ❑ DS 1 a o 1 I 1 �° o� ILu Lll OVIU - - - 1 solar N a O N I u u u 5.u25x2�1 GLAM I I I I I Tube Q LE, j�}_ -----------"-' I Extend Ridge O 9 En- T T T T T T T T T T T T T T 5.125x9 GLAM Hdr I _ s, 1 1 1 I 1 1 Over Main ci a N =__ _ O - L -1- . --_i -L - -H 4 - L -I- - Body Roof Solar T r C 1 1 III 111 I Tube N Ridge Line w/ 1 11 7/8 TM 110's @ 16"o.c. m' I I I r-----Ridce VeI nt a) 0 c I I I I I III / - 0 II • EQI I 1 I I 1 I �I--I j - i 1 _ I -I I I \ / I I 1 I 1 ���� a I I I I I I l -1 T 6/12 Slope -a � 7 1 3.125x12 GLAM I \ / I I I I c II I I I A / I I I L - I J L J L _� _ - _ -_ i N 1 I I I I I I I I I I III J 1 \ ' 1c 1 C 12 IAI II - ' �/SI I o`� I •I I I' S E I 1 1 1 I I I I III 1. ; 4 �e 1S/' \\ I t L 0 tiro O toI I I I I I I 1 11 I• e° I I t. I °4 N V " a 1 I 1 1 1 I 1 I I I u II I - oQ / \\ I I I Z2 (1 DS I II I / \ I I I I • TRUSS PER PLAN Q I 1 1 1 1 1 1 II I 3.125x12GLAM I/ \ I 14x10IHdr 1 ° L m l a ( i i i _ W_1.1 ___ V __ u E ASPHALT SHINGLE ROOFING ilk 6x12 Bra (Dropped) 1 � r, I�q _ 4.I I I 1 fi- L - T �� T T T T T- 'I~�-+ Q r 3 r 3/2"O.S.BNSHEAfOH SHEATHING 1 I I E 6/12SIope a) 6/12Slope 1 1 1-f - T - i- -I I 1 I I 111 I c �� `s 1 1 1 1 I 1 I I I•J 1 1 1 - I N VENT BAFFLES BETWEEN TRUSSES o 1 1 1 1 I 1 I �4.1J �` W/ 1"MINIMUM AIR GAP c I I I I I r I I I I I I 1 1 1 1 I \` VENTED BLOCKING BETWEEN TRUSSES I III 4xlloHdr 1 1 4xloHdr 11 °S4V, I. a ,° l I I -�- _>_ I I �� Gable End ` EXPOSED PLYWOOD d en I 1 L I -, - --3� SHEATHING ON EAVES • I +� I I • ` Revisions: - - - I- - I I I I - - - - J t fi - - -h - fi 1 ` 1 \ 2X8 WW SPRUCE FASCIA Print Date I I I ` It. I} - - - P 1/13/17 I 1 •j I I 4 A anges 2/6/17 HOA C City hanges ges 3/20/17 X I 11 7/8"TJI 110's Q 16"O.C. I I I 1 I I / M TAL GUTTER Floor C S Changes 6/30/17 I I 1 1 1 1 I I I 7r, c METAL GUTTER 8 2, I 1 1 r 11 I 1• I 1o�,K_ I I I I I I I I I I II 1 -1 I I 1 I I PER PLAN / Index: Lrt - t - 1 ` t - r -I- -t - t - 1- -1- 4 - + - - ILA r, u u u u I+ -H - - - Roof Plan NSULATIONPERCODE ------------- Plan 2X2 WW TRIM Site Plan A7.0 Cover Page A1.0 I 1.25"Timberstrand Rim I 5.125x 15 GLAM I (Typ) I I o 2 5 10 Foundation Plan A1.1 1 1 I 1 HURRICANE CLIP PER TRUSS k SIDING PER ELEVATIONS Main Floor Framing A1.1 1 I (H2.5A OR SIMILAR) �i Garage Basement Plan A2.1 1 Scale: 1/4" = 1' Main Level Floor Plan A2.1 ti L - - __ - t 2nd Level Floor Plan A3.1 } - - - - - - - - 2nd Level Floor Framing A4.1 Roof Plan A4.1 ' Sections Roof Truss Connection Scale: l"= 1'-0" North & East Elevations A6.1 1 South&West Elevations A6.2 C .7,.. 2nd Level Floor Framing Roof Plan I I _ II LL r i H d G �4+ 2nd Floor Framing Plan A4 . -- Plan 0 2 5 10 Scale: 1/4" = 1' d r a ft i n & d esc Lc Jonathan Richards 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em jonathan_59@hoimail.com Project Description: New Construction of a Single Family Residence Plan Information: Top of Roof a Main Floor 1790 SF 1 Upper Floor 1201 SF Total 2991 SF �AsphaltShingle Covered Truss Per Covered Deck 97 SF Manufacturer Garage 915 SF Lot 15750 SF 8'-1 1 1/8" Scissor Truss Vaulted Ceiling 8' Ceiling _ �s, 0 z _ WIN Truss Header B $ P f� 6'-8" Header Height IsXs 8'-1 1/8" Family Room Bedroom 4 Closet Bedroom 3 S ---- 8'-1 1/8" Plate Rafter Extension /11 7/8"TJI Floor System ii ii 0 1 of Roof line With 3/4"T&G Sheathing ii ii N Main Floor 1 11 LL n n 00 9' Ceiling ;� aller O% a a 1F---1C- g 8'-0" Header Height i /-' Blotting Above Header Exposed Beams Bearhg Wall 'F'-_. insir 4040 6'-8" Header Height Per Plan Per Plan O 9'-1 1/8" 9'-11/8°Plate "SD Living Room Kitchen Garage ccV N G fr Stairwell W a 11 7/8' TJI Floor System it to With 3/4"T&G Sheathing 4"Concrete Slab ` Main Floor .... Sloped Towards Entrance 9' 6"Ceiling S o ABeam Per Plan i U 0 Exposed Beams Maintian 80" r c Garage Per Plan Clear Headroom I 1 ] 0 Header 9'-6" 9'-6"Plate Garage I— r 1 lit - Crawl O 0 8 4"Concrete Slab E c Sloped Towards Entrance Finished Floor j v Ly ° M 1' 1 d Revisions: Print Date 1/13/17 City Changes 2/6/17 Building Section AA Foo Changes 6/30/17 0 2 5 10 I I Scale: 1/4" = 1' Index: Cover Page A1.0 Site Plan A1.0 Foundation Plan A1.1 Main Floor Framing A1.l Garage Basement Plan A2.1 Main Level Floor Plan A2.1 2nd Level Floor Plan A3.1 2nd Level Floor Framing A4.1 Roof Plan A4,1 Building Sections A5.1 North & East Elevations A6.1 South&West Elevations A6.2 F: Building Sections & H E. R. A5 . 1 I - - 1,- 35'Max Height Restriction I Construction Height To Be Verified By Contractor Not To Exceed 35' Max Height Restriction From Average Natural Grade Top of Roof a dra tln Extend Roof Line Over Ridge 4.7R des•g 1 C 81-111/8" 1 G +_ 12 Jonathan Richards 5105 Sterling Drive _ Anacorfes,Washington 98221 6 - - _._- 8' Ceiling --_-- _ .,, _ ph 360.391.0832 6'-8" Header Height J emJonathan_59@hofmaiLcom ,„/„. vi„ ,// j %% / - /// /j% Project Description: 8'-1 1/8' ////4///j //// // New Construction of a // " Single Family Residence - Extend Eave Over Door .• / / 32-0" Main Floor 9' Ceiling _ Hi Plan Information: 8'-0" Header Height I- / i , //i / Main Floor 1790 SF 1 6'-8" Header Height // / /// �j Total SF 9 �// // /g I Upper Floor 29911 SF // / /// j /� j// // / /'/ Covered Deck 97 SF 9'-1 1/8" // / , /� j /4 L otrage 157915 SF 50SF _ Approximate Exisiting Grade / Main Floor I i - - - - - - - - - - - - - - - - _ _ _ _ _ - - _ _ _ - - - - - _ - - - - - - - - 9' 6"Ceiling J If _ - 4 \ _. I / T _ Average Natural Grade =X_ - __ _ __ O In Building Footprint ..... ISM co — _ - _ Finished Floor _.. ” _ �. O. cy, . . . . , South Elevation , . . . . ° 0 2 5 10a a Top of Roof •- I I - Scale: l/4" = 1' 1■ \ Interior Vaulted Ceiling/Scissor Truss A 11 11 ix a „.,, 12 1. 1 11 11,10 11 PIE* SIN,, 2x6 Spruce Header 2 .1 ■1 ■i Hilt■, "V ■1 ■1 �■ ■ s ■ 1■ 1■ 1■ C1■ 1\ Cedar Shingles On Dormer A 11 ii 11 11 11 11 11 11 ii. 11 . 11 II II II II I J-- "i■ ■ 1■ 1■ 1■ ■ ■ ■ ■ 1■��I. 8' Ceiling 0 < 'Ire 1 1 11�11 I g / 11 I „ / /. II 11 11L �/ / / / ■1 1 //j j jj j% ■1 ■1 ■ ■�■lll� j / / /// / ■ I % j/, // /7: // 6'-8" Header Height / / ■ 1■ 1■ - g Clipped Eave This Side 0:A/ / / / 4 / Flashing Al Corner //// /� // 8'-1 1/8" E t 2x6 Spruce 2 /�% // c 0 Header 5/4x4 Spruce Legs 6 I r d / J a Main Floor L 9' Ceiling 2x8 W/W Fascia it — / , i I , I 37-85/8" 8'-0" Header Height Revisions: /� / / /� b'-8"Header Height Print Date 1/13/17 / / 77f� / / / // / / / g City Changes 2/6/17 Typical Trim -See Detail —i / - / j / / ?�� / �/ j ///// /� / , / j j ////� HOA Changes 3/20/17 11 _ / �4 // / ', ,„.„, i % / // / / / ,/// / / //� Floor r � � � / /� �/ / / / // r / � � Changes 6/30/17 ( / 5/4x6CedarCornerboard -� %'A ' . ___ 1 /�/ %/�//,/ // /„, , ,„,,,,,„ „ ,/ /, ,,,,/,/, /;, 7,// // 9'-1 1/8" / / Nardi Type Lap Siding W/7" Reveal Int Index: I U _ _ _ Cover Page A7.0 „, //„,„„, Site Plan A1.0 2x3Water Spruce 2x10 W/W Belly Band - �I ��=Main Floor Foundation Plan A1,1 p l Water Table Garage Basement Plan A2.1 / //// 1 J i _ ( 9'-6"Ceiling Main Floor Framing A7.1 2x3SpruceWaterTable Apron __ p Finished Grade —� Main Level Floor Plan A2.1 5/4x4 Spruce 2nd Level Floor Plan A3.1 1 II IT — I I 5/4x4 Spruce Apron ) 1 �� % /// / f// e 1 A ///, // 2nd Level Floor Framing A4.1 v-__ p 1 �/ i t j% // /A4 /6M jj / /A //, "/ Roof Plan A4.1 mi _ Building Sections A5.1 �� - North 8 East Elevations A6.1 South&West Elevations A6.2 Door Window Trim Scale: 1"= 1'-0" Section Scale:2"= 1'_0" I f I --1 ./ West Elevation South Elevation Li Finished Floor West Elevation — 7. / 02 - 10 Non Structural 6x6 Knee Brace I I Scale; 1 4 = iA6 . 1 d rafts rl '. k - - & des Top of Roof , Lc 12 6 - 8-11 1/8 Jonathan Richards - - --- - 5105 Sterling Drive Anacortes,Washington 98221 ph 360.391.0832 em jonathan_59@hotmall.com z 8' Ceiling / ///I / -, , , Lr -7, I-j l 6'-8" Header Height Project Description: ,j/ i/ / /�/ /j n New Construction of a // ////I M ( /17 - - Single Family Residence 8'-1 1/8" 12 6 I Plan Information: Main Floor J IL 9' Ceiling Main Floor 1790 SF - Upper Floor 1201 SF 8'-0" Header Height Total 2991 SF /�/� v / �// / j/j 6'-8" Header Height Covered Deck 97 SF j _ /j //% Garage 915 SF //� // / / Lot 15750 SF i /0 :/// 9'-1 1/8" in II I 0 c c __ Main Floor 9'-6"Ceiling`� North Elevation , _ ` 1 a L C30 2 5 10 — 9'-6" __,.,... ...E....aa .1.067,rwww,:_ ...7.• _ ‘ , .......,. .., . _ at,,, ,, _ . _., .. } e atre a m ' ` "° Scale: 1/4" = 1' 00 h:_ - - - kr _ .r Os Finished Floor v a) o aniewii) _rink w -. _ ,., .. 0) 0 iihib. +rr "0 u CI) C (1) no_ _.. _ _ ____ _. _ . _. _,. ,.. ,. . . , . ., •...— ..„, i , ? ,-.,.. - , 0 * Top of Roof Ce Vf a S i o V " 8' „8" O Q Ce a 8' Ceiling c en 0 - - - - 6'-8" Header Height ? ei/ 7 7 ://, `o "c _ '/ , s 0/ . S 12 1 6 a ii_ 0.) -" - 12 Revisions: 16 Main Floor Print Date 1/13/17 City Changes 2/6/17 9' Ceiling 8'-0" Header Height Floor Changes 6/30/17 // j/j/j//�///j/�/%/% 6'-8" Header Height / / 5,,, // Index:i / /% % �/� 9'-11/8° Cover Page a A7.0 0/� / ////� Site Plan A1.0 // Foundation Plan A1.1 j /�/1 Main Floor Framing A1.1 // / / A2.1 MainGarage Le el Floor Plan A2.1 Z.----- �- /// /// 2nd Level Floor Plan A3.1 - - - _ Main Floor 2nd Level Floor Framing A4.1 Roof Nan A4.1 Building Sections A5.1 North & East Elevations A6.1 South &West Elevations A6.2 East Elevation North Elevation East Elevation 0 2 5 10 r 1 Scale: 1/4" = 1' A6 . 2 Construction Stormwater General Permit Stormwater Pollution Prevention Plan (SWPPP) for McLean Residence Prepared for: The Washington State Department of Ecology (Insert Ecology Regional Office Name] Permittee/Owner Developer Operator/ Contractor Dan McLean/Lindsay Newton New Creations Building Co. 3903 Rockridge Pkwy Update as necessary. Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number [Insert Name] [Insert Name] [Insert Name] SWPPP Prepared By Name Organization Contact Phone Number Steve Moehl New Creations Building Co 360-941-8877 SWPPP Preparation Date 5/1/17 Project Construction Dates Activity / Phase Start Date End Date New Construction of a SFR 5/8/17 2/1/18 Table of Contents 1 Project Information 4 1 . 1 Existing Conditions 4 1 . 2 Proposed Construction Activities 4 2 Construction Stormwater Best Management Practices ( BMPs ) 6 2 . 1 The 13 Elements 7 2 . 1 . 1 Element 1 : Preserve Vegetation / Mark Clearing Limits 7 2 . 1 . 2 Element 2 : Establish Construction Access 8 2 . 1 . 3 Element 3 : Control Flow Rates 9 2 . 1 . 4 Element 4 : Install Sediment Controls 10 2 . 1 . 5 Element 5 : Stabilize Soils 11 2 . 1 . 6 Element 6 : Protect Slopes 13 2 . 1 . 7 Element 7 : Protect Drain Inlets 14 2 . 1 . 8 Element 8 : Stabilize Channels and Outlets 15 2 . 1 . 9 Element 9 : Control Pollutants 16 2 . 1 . 10 Element 10 : Control Dewatering 19 2 . 1 . 11 Element 11 : Maintain BMPs 20 2 . 1 . 12 Element 12 : Manage the Project 21 2 . 1 . 13 Element 13 : Protect Low Impact Development ( LID) BMPs 24 3 Pollution Prevention Team 25 4 Monitoring and Sampling Requirements 26 4 . 1 Site Inspection 26 4 . 2 Stormwater Quality Sampling 26 4 . 2 . 1 Turbidity Sampling 26 4 . 2 . 2 pH Sampling 28 5 Discharges to 303 ( d ) or Total Maximum Daily Load (TMDL) Waterbodies 29 5 . 1 303 (d ) Listed Waterbodies 29 5 . 2 TMDL Waterbodies 29 6 Reporting and Record Keeping 30 6 . 1 Record Keeping 30 6 . 1 . 1 Site Log Book 30 6 . 1 . 2 Records Retention 30 6 . 1 . 3 Updating the SWPPP 30 6 . 2 Reporting 31 6 . 2 . 1 Discharge Monitoring Reports 31 6 . 2 . 2 Notification of Noncompliance 31 Page Ii List of Tables Table 1 —Summary of Site Pollutant Constituents 4 Table 2— Pollutants 16 Table 3— pH-Modifying Sources 17 Table 4— Dewatering BMPs 19 Table 5— Management 21 Table 6— BMP Implementation Schedule 22 Table 7—Team Information 25 Table 8—Turbidity Sampling Method 26 Table 9— pH Sampling Method 28 List of Appendices Appendix/Glossary A. Site Map B. BMP Detail C. Correspondence D. Site Inspection Form E. Construction Stormwater General Permit (CSWGP) F. 303(d) List Waterbodies /TMDL Waterbodies Information G. Contaminated Site Information H. Engineering Calculations Page 12 List of Acronyms and Abbreviations Acronym /Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Page 13 1 Project Information Project/Site Name: McLean Residence Street/Location: 3903 Rockridge Pkwy City: Anacortes State: WA Zip code: 98221 Subdivision: Receiving waterbody: 1.1 Existing Conditions Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 0.21 acres Disturbed acreage: None Existing structures: None Landscape Slight slope. Less then 5% topography: Drainage patterns: Property slopes and drains onto Rockridge Pkwy Existing Vegetation: None Critical Areas (wetlands, streams, high erosion None risk, steep or difficult to stabilize slopes): List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: N/A Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. List all known or suspected contaminants associated with this site in Table 1. Include contaminants previously remediated. Table 1 —Summary of Site Pollutant Constituents Constituent Location Depth Concentration (Pollutant) None 1.2 Proposed Construction Activities Description of site development (example: subdivision): Construction of a new SFR Page 14 Description of construction activities (example: site preparation, demolition, excavation): Excavation, Foundation/Flatwork, Framing, Siding, Roofing, Electrical, Plumbing, Heating, Insulation, Drywall, Carpentry, Paint, Flooring, Tile. Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Site has a moderate (less then 5%) slope. The flow onto the property comes from the South and flows North onto Rockridge Pkwy. Description of final stabilization (example: extent of revegetation, paving, landscaping): Driveway to both garages. Landscaping (grass, a few trees, bark, flagstone) Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): Not applicable Page 15 2 Construction Stormwater Best Management Practices (BMPs) Describe the BMPs identified to control pollutants in stormwater discharges. Depending on the site, multiple BMPs for each element may be necessary. For each element identified: • Clearly describe the control measure(s). • Describe the implementation sequence. • Describe the inspection and maintenance procedures for that specific BMP. • Identify the responsible party for maintaining BMPs (if your SWPPP is shared by multiple operators, indicate the operator responsible for each BMP). Categorize each BMP under one of the following elements as listed below: 1. Preserve Vegetation / Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outfalls 9. Control Pollutants 10. Control Dewatering 11. Maintain BMPs 12. Manage the Project 13. Protect Low Impact Development • BMPs must be consistent with the most current approved edition (at the time the CSWGP was issued) of the Stormwater Management Manual for Western Washington (SWMMWW) at sites west of the crest of the Cascade Mountains; the Stormwater Management Manual for Eastern Washington (SWMMEW) for sites east of the crest of the Cascade Mountains; or other Ecology-approved manual. • Note the location of each BMP on your Site Map in Appendix A. • Include the corresponding Ecology source control BMPs and runoff conveyance and treatment BMPs in Appendix B. o SWMMWW Volume II Chapter 4 Sections 4.1 and 4.2— https://fortress.wa.gov/ecy/publications/SummaryPaqes/1410055.html or o SWMMEW Chapter 7 Section 7.3.1 and 7.3.2— http://www.ecy.wa.qov/biblio/0410076.html If it can be justified that a particular element does not apply to the project site, include a written justification in lieu of the BMP description in the text for the appropriate element. Page 16 The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e., hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits Describe the methods (signs, fences, etc,) you will use to protect those areas that should not be disturbed. Describe natural features identified and how each will be protected during construction. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. Describe how natural vegetation and native topsoil will be preserved. List and describe BMPs: There is no vegetation on this site. It has all been cleared. Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Page 17 2.1.2 Element 2: Establish Construction Access Describe how you will minimize dust generation and vehicles tracking sediment off-site. Limit vehicle access to one route, if possible. Recycled concrete used to establish construction ingress or egress may be a stormwater pollutant source that requires treatment prior to discharge. Street sweeping, street cleaning, or wheel wash/tire baths may be necessary if the stabilized construction access is not effective. All wheel wash wastewater shall be controlled on-site and CANNOT be discharged into waters of the State. Install site ingress/egress stabilization BMPs according to BMP C105. Describe how you will clean the affected roadway(s) from sediment which is tracked off-site. List and describe BMPs: We will install a 16' wide by 1' deep construction entrance with 4" quarry spall. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Inspection prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 18 2.1.3 Element 3: Control Flow Rates Describe how you will protect properties and waterways downstream of the project from increased speed and volume of stormwater discharges due to construction activity. Construction of stormwater retention and/or detention facilities must be done as one of the first steps in grading. Assure that detention facilities are functioning properly before constructing site improvements (i.e., impervious surfaces). If applicable, describe how you will protect areas designed for infiltration from siltation during the construction phase. Will you construct stormwater retention and/or detention facilities? ❑ Yes® No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-retention, porous pavement) to control flow during construction? ❑ Yes® No List and describe BMPs: We will construct a silt fence around the property and if necessary install a few barriers using sandbags and straw wattles. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Inspection prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 19 2.1.4 Element 4: Install Sediment Controls Describe how you will minimize sediment discharges from the site. Construct sediment control BMPs as one of the first steps of grading. These BMPs must be functional before other land disturbing activities — especially grading and filling —take place. Describe the BMPs identified to filter sediment prior to it being discharged to an infiltration system or leaving the construction site. Describe how you will direct stormwater for maximum infiltration where feasible. Describe how you will not interfere with the movement of juvenile Salmonids attempting to enter off-channel areas or drainages. Describe how you will respond if sediment controls are ineffective and turbid water is observed discharging from the site. Consider the amount, frequency, intensity and duration of precipitation, soil characteristics, and site characteristics when selecting sediment control BMPs. List and describe BMPs: We will construct a silt fence around the property and if necessary install a few barriers using sandbags and straw wattles. Installation Schedules: Prior to excavation Inspection and Maintenance plan: Prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 110 2.1.5 Element 5: Stabilize Soils Describe how you will stabilize exposed and unworked soils throughout the life of the project (i.e., temporary and permanent seeding, mulching, erosion control fabrics, etc.). Describe how you will stabilize soil stockpiles. 'Describe how you will minimize the amount of soil exposed throughout the life of the project. Describe how you will minimize the disturbance of steep slopes. ,Describe how you will minimize soil compaction. 'Describe how you will stabilize contaminated soil and contaminated soil stockpiles if applicable. Exposed and unworked soils will be stabilized according to the time period set forth for dry and wet seasons, on the west or east sides of the crest of the Cascade Mountains. Select your region's table and delete the others. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season May 1 — September 30 7 days During the Wet Season October 1 —April 30 2 days East of the Cascade Mountains Crest, except the Central Basin* Season Dates Number of Days Soils Can be Left Exposed During the Dry Season July 1 —September 30 10 days During the Wet Season October 1 —June 30 5 days The Central Basin*, East of the Cascade Mountain Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season July 1 —September 30 30 days During the Wet Season October 1 —June 30 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Page 111 Anticipated project dates: Start date: 5/8/17 End date: 2/1/18 Will you construct during the wet season? ® Yes❑ No List and describe BMPs: All disturbed soil will be covered with straw. All soil stockpiles will be tarped. Installation Schedules: Within 2 days of the soil being disturbed. Inspection and Maintenance plan: Within 2 days of soil being disturbed, once a week thereafter. Responsible Staff: Steve Moehl (contractor) Page 112 2.1.6 Element 6: Protect Slopes West of the Cascade Mountains Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area". Describe how you will reduce scouring within constructed channels that are cut down a slope. East of the Cascade Mountain Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. Describe how you will reduce scouring within constructed channels that are cut down a slope. Will steep slopes be present at the site during construction? ❑ Yes® No List and describe BMPs: We don't anticipate any erosion of the slope, but will install sandbag barriers if necessary. Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 113 2.1.7 Element 7: Protect Drain Inlets Describe how you will protect all operable storm drain inlets so that stormwater runoff does not enter the stormwater conveyance system. Describe how you will remove sediment that enters the stormwater conveyance system (Le., filtration, treatment, etc.). Keep in mind inlet protection may function well for coarse sediment but is less effective in filtering finer particles and dissolved constituents. Inlet protection is the last component of a treatment train and protection of drain inlets include additional sediment and erosion control measures. Inlet protection devices will be cleaned (or removed and replaced), when sediment has filled the device by one third (1/3) or as specified by the manufacturer. Inlets will be inspected weekly at a minimum and daily during storm events. List and describe BMPs: We will protect drain inlets using a catch basin filter Installation Schedules: Prior to excavation Inspection and Maintenance plan: Prior to excavation, checking it every week. Responsible Staff: Steve Moehl (contractor) Page 114 2.1.8 Element 8: Stabilize Channels and Outlets Describe how you will prevent downstream erosion where site runoff is to be conveyed in channels, discharged to a stream or, discharged to a natural drainage point. West of the Cascade Mountains Crest On-site conveyance channels must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area". East of the Cascade Mountain Crest On-site conveyance channels must handle the expected peak flow rate from a 6-month, 3-hour storm from the developed condition, referred to as the short duration storm. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 115 2.1.9 Element 9: Control Pollutants The following pollutants are anticipated to be present on-site: Table 2 — Pollutants Pollutant (List pollutants and source, if applicable) Concrete Mortar/Thinset Paint/Stain Describe how you will handle and dispose of all pollutants, including waste materials and demolition debris, in a manner that does not cause contamination of stormwater. Describe how you will cover, contain, and protect from vandalism all chemicals, liquid products, petroleum products, and other polluting materials. Describe how you will manage known contaminants to prevent their discharge with stormwater to waters of the State (i.e., treatment system, off-site disposal). List and describe BMPs: Any concrete work will follow BMP 151 concrete handling. Concrete trucks will be washed offsite. Unused concrete will be returned. Tools will be washed inside of forms. Any pollutants, chemicals, liquid products and materials that have the potential to pose a threat to humans, or the environment will be covered, contained and protected from vandalism and kept under cover in a secure location on-site. Installation Schedules: N/A Inspection and Maintenance plan: Daily Responsible Staff: Steve Moehl (conctractor) Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? ❑ Yes® No If yes, describe spill prevention and control measures in place while conducting maintenance, fueling, and repair of heavy equipment and vehicles. Page 116 If yes, also provide the total volume of fuel on-site and capacity of the secondary containment for each fuel tank. Secondary containment structures shall be impervious. List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Will wheel wash or tire bath system BMPs be used during construction? ❑ Yes❑ No If yes, provide disposal methods for wastewater generated by BMPs. If discharging to the sanitary sewer, include the approval letter from your local sewer district under Correspondence in Appendix C. List and describe BMPs: Wheels will be brushed off with a broom. Installation Schedules: whenever applicable Inspection and Maintenance plan: whenever applicable Responsible Staff: Steve Moehl (contractor) Will pH-modifying sources be present on-site? ❑ Yes® No If yes, check the source(s). Table 3 — pH-Modifying Sources ❑ None ❑ Bulk cement ❑ Cement kiln dust ❑ Fly ash ❑ Other cementitious materials ❑ New concrete washing or curing waters ❑ Waste streams generated from concrete grinding and sawing ❑ Exposed aggregate processes ❑ Dewatering concrete vaults ❑ Concrete pumping and mixer washout waters ❑ Recycled concrete ❑ Recycled concrete stockpiles ❑ Other(i.e., calcium lignosulfate) [please describe: Describe BMPs you will use to prevent pH-modifying sources from contaminating stormwater. List and describe BMPs: N/A Page 117 Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Adjust pH of stormwater if outside the range of 6.5 to 8.5 su. Obtain written approval from Ecology before using chemical treatment with the exception of CO2 or dry ice to modify pH. Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Will uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters? ❑ Yes® No If yes, provide BMPs to contain the wastewater during infiltration. Prior to infiltration, water from water- only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). List and describe BMPs: N/A Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 118 2.1.10 Element 10: Control Dewatering Describe where dewatering will occur, including source of the water to be removed. State clearly if dewatering water is contaminated or has the potential to be contaminated. Water from foundations, vaults, and trenches with characteristics similar to stormwater runoff shall be discharged into a controlled conveyance system before discharging to a sediment trap or sediment pond. Clean dewatering water will not be routed through stormwater sediment ponds. Only clean, non-turbid dewatering water (such as well-point groundwater) may be discharged to systems tributary to, or directly into, surface waters of the State, provided the dewatering flow does not cause erosion or flooding of receiving waters. Describe how you will manage dewatering water to prevent the discharge of contaminants to waters of the State, including dewatering water that has comingled with stormwater (i.e., treatment system, off-site disposal). [Insert text here] Check treatment of disposal option for dewatering water, if applicable: Table 4— Dewatering BMPs ❑ Infiltration ❑ Transport off-site in a vehicle (vacuum truck for legal disposal) ❑ Ecology-approved on-site chemical treatment or other suitable treatment technologies ❑ Sanitary or combined sewer discharge with local sewer district approval (last resort) ❑ Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: No dewatering is anticipated Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Page 119 2.1.11 Element 11: Maintain BMPs This section is a list of permit requirements and does not have to be filled out. All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume 11 of the SWMMWW or Chapter 7 of the SWMMEVV). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Page 120 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Check all the management BMPs that apply at your site: Table 5 — Management ® Design the project to fit the existing topography, soils, and drainage patterns ® Emphasize erosion control rather than sediment control ® Minimize the extent and duration of the area exposed ® Keep runoff velocities low ® Retain sediment on-site ® Thoroughly monitor site and maintain all ESC measures ® Schedule major earthwork during the dry season ❑ Other (please describe) Page 121 Optional: Fill out Table 6 by listing the BMP associated with specific construction activities. Identify the phase of the project (if applicable). To increase awareness of seasonal requirements, indicate if the activity falls within the wet or dry season. Table 6 — BMP Implementation Schedule Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Page 122 Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Page 123 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs Describe LIDs. Describe how you will protect LID facilities from sedimentation, protect soils from compaction, and maintain the infiltration capabilities. Describe how you will clean permeable pavements fouled with sediments. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer's procedures. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Page 124 3 Pollution Prevention Team Table 7 —Team Information Title Name(s) Phone Number Certified Erosion and [Insert Name] [Insert Number] Sediment Control Lead (CESCL) Resident Engineer Emergency Ecology Contact Emergency Permittee/ Dan McLean (owner) 206-817-9324 Owner Contact Non-Emergency Owner Contact Monitoring Personnel Steve Moehl (contractor) 360-941-8877 Ecology Regional Office [Insert Regional Office] [Insert General Number] Page 125 4 Monitoring and Sampling Requirements Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data Create your own Site Inspection Form or use the Construction Stormwater Site Inspection Form found on Ecology's website. http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html File a blank form under Appendix D. The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. 4.1 Site Inspection Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Check the analysis method you will use: Table 8 —Turbidity Sampling Method ❑ Turbidity Meter/Turbidimeter(required for disturbances 5 acres or greater in size) ❑ Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. Page 126 If the discharge's turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region's Environmental Report Tracking System (ERTS) within 24 hours. • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/CRO nerts online.html • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/ERO nerts online.html • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/NWRO nerts online.html • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/SWRO nerts online.html 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. 0 1 - 5 NTU over background turbidity, if background is less than 50 NTU 0 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. Page 127 4.2.2 pH Sampling pH monitoring is required for"Significant concrete work" (i.e., greater than 1000 cubic yards poured concrete over the life of the project). The use of recycled concrete or engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Check the analysis method you will use: Table 9 — pH Sampling Method ❑ pH meter ❑ pH test kit ❑ Wide range pH indicator paper Page 128 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Circle the applicable answer, if necessary: Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? ❑ Yes❑ No List the impairment(s): If yes, discharges must comply with applicable effluent limitations in S8.0 and S8.D of the CSWGP. 5.2 TMDL Waterbodies Waste Load Allocation for CWSGP discharges: Describe the method(s) for TMDL compliance: List and describe BMPs: Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Page 129 6 Reporting and Record Keeping 6.1 Record Keeping This section does not need to be filled out. It is a list of reminders for the permittee. 6.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs 6.1.2 Records Retention Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.0 of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. 6.1.3 Updating the SWPPP The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Page 130 6.2 Reporting 6.2.1 Discharge Monitoring Reports Select and retain applicable paragraph. Cumulative soil disturbance is less than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. Or Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting "No Discharge". The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology's WQWebDMR System. To sign up for WQWebDMR go to: http://www.ecy.wa.gov/programs/wp/permits/paris/webdmr.html 6.2.2 Notification of Noncompliance If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Specific information to be included in the noncompliance report is found in Special Condition S5.F.3 of the CSWGP. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County Page 131 • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City/County of project 4. Sample results 5. Date/Time of call 6. Date /Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. Page 132 Appendix/Glossary A. Site Map The site map must meet the requirements of Special Condition S9.E of the CSWGP B. BMP Detail Insert BMPs specification sheets here. Download BMPs from the Ecology Construction Stormwater website at: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Resources and Guidance to find the links to the Stormwater Manuals. C. Correspondence Ecology EPA Local Government D. Site Inspection Form Create your own or download Ecology's template: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Permit, Forms and Application to find the link to the Construction Stormwater Site Inspection Form. E. Construction Stormwater General Permit (CSWGP) Download the CSWGP: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html F. 303(d) List Waterbodies / TMDL Waterbodies Information Proposed New Discharge to an Impaired Water Body form SWPPP Addendum addressing impairment G. Contaminated Site Information Administrative Order Sanitary Discharge Permit Soil Management Plan Soil and Groundwater Reports Maps and Figures Depicting Contamination H. Engineering Calculations Page 133 ANACORTES PUBLIC WORKS DEPARTMENT OS''Y °� Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 9•j„ w;) E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 /0016 Memo Date: February 27, 2017 To: Paul Ingalls, Plans Examiner cit:2_k_e,......f___ From: Steven Lange Subject: Site Plan Review#1 for 3903 Rock Ridge Boulevard cc: Eric Shjarback, Jim Baldwin The submitted site plan for 3903 Rock Ridge Boulevard was reviewed by the Public Works Engineering Department on February 27, 2017 • 01-30-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department The following comments are provided: • No frontage improvements are required under this proposal. • Use the checklist provided in the SPSWP to ensure most, if not all necessary items are shown on the site plan. • The Small Parcel Storm Water Plan (MR#1 to MR#5) is being reviewed by Kait Nelsen, Planning Department. See site plan for additional notes by the Public Works Department. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • All work within the Public Right-of-Way will require a Right-of-Way Permit. • Provided for the applicants convenience and use as part of the Site Plan: • 30-scale Vicinity Map showing the City owned Utilities and connection locations based on Public Record. • Erosion Control Notes for Residential Construction • WSDOT Standard Detail F-80.10-04, Type 1 Driveway Approach • WSDOT Standard Detail 1-30.15-02, Silt Fence • WSDOT Standard Detail 1-40.20-00, Storm Drain Inlet Protection • WSDOT Standard Detail 1-80.10-02, Misc. Details �`1�v 4cFZ <9-._.\ • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services qpp • __7. 3903 Rock Ridge Parkway ,Anacortes , Washin ton � ;f draftin January 13, 2017 & desig.n-L• LC A : ItM %X SII ICS , o1- 5 ITS= 1 ri-n24._ e1M L3--rat - CltiC -� PROJECT INFORMATION. Jonathan Richards e �('� e.�1 •,���+ �^�, f`� 5105 Stoning erho X l�� , S ' 1 A 1 ` L • Uf • �V - v i : ' / AnacoMs,WmNnalan 90321 • 1 �-y� Pr°� �( h� c-1� '� ' 1 a2 D� � � Y' l it '' ' V� Project Description: New Construction of a Single Family J J ►,J ph 310.311.0132 Residence em l«r•.n ,ro.ww<en . :•.• ^ r� r�F �_ ? o c cc_,lo� • L 3Q jC r XIT L k ,,, 4o • od0 JJ11� ► �� � Building Official: City of Anacortes -/ �_1 VU 1 t�C 1 !-" I !r �( Projoct Desnlpllon: y S New Construction ko l a a Li Building Classiticaiion: Type V-B (UNSPRINKLERED) Slnplo Pamlly Rastdanco � i. C''r/ Q� Zoning: R2 -3ls = 10 - 1 "1 A�ACOR7ES Title Holder. Dan McLean Plan Information: 1 AA1 t-J 1 cell if -- 0 b1 IEsa. . at%I . It AIZJINTh GO N tit e7C•l ci — em Main Floor 1790 SF Upper Floor 1159 SF 'r , '' Total 2949 SF L oC1�,� / ' Coverod Deck 97SF Grl J, = v� 915 SF • , f `` ' I� I` ca S d to41_ Contact: Steve Moehl / John Moehl Lot TS750SF ph 360 941 8877 &ea p5 C -11Cil� ? ."' L � s em steve�Jnewcreationsbuilding.com /� em John@newcreationsbuilding.com R�iti00LOT COVERAGE: LANDSCAPING REQUIREMENTS: Project Location: 3903 Rock Ridge Parkway RESIDENCE AREA 1851 SF M4tlmumlusoshe:boa bo1-1/7cot'per,Minimum Anacortes, Washington 98221 P ll''� e GARAGE AREA 299 SF Shrub ate shoo be Iwo paten, Minimum �� TIGHTLI DOWNSPOUTS AND Ti PORCH/STAIRS AREA 147SF gaundcavosstlatlba one gocnaroqufvoIcnt. Skagit County TOTAL AREA 2297SF Rotor Io AMC Chapterl7,41 and Section 16S0A70 / `O FOOT] '' G DRAINS TO CITY A. les further info. ���� STOr • , SEWER '�� Property ID Number. P125826 r LOTAR.A 9291 SFIS ,.�• Total Required Trans For Coda CompGonco 9 lima / R ��j .•�Feennce LOT COVERAGE 24.7% TroeUst Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of 7 \ ••�' Declduous1mos 9 Phase 1 , Beinga portion of NW 1 /4 of the Clir- / � `. - ySO 1 EM�N� ALDR LOT TESC NOTES: Dogwood (s1 NW 1 /4 Section 26, Township 35 North, CIL CM Provide Driveway �t� �e ��t�( E� x \ [3903] I. EROSION CONTROL TOBE MAINTAINED WITH THE Range 1 East. CO Entrance Of QuarryRock y,� � �Z\ i USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: 0' d r , '\' 1d 5- LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE /� Base Prior To Construction nor DGWD, 14 _, ANCHORED IN A TRENCH RLL1A WITH ONSRE SOIL BUILDING AREA 2270 SF t ] 0 Q ‘ \ s0251` \PP CONCRETE AREA 1732SF Plan Note: Plans Are To Be Reviewed By All V/ p .t, Y i� ' ' iai ~N` l. \p��Oc 2.ALL SPOIL SOILSTOBE HAULED OFF SITE TOTAL CONSTRUCTED AREA 4022SF Subcontractors Prior To Starting m C \, 3.ALLCONSTRUCnONVENICC£nRESTODE (DRUSHt:D tAN0.SCADEDAREA S2e9SF Construction. If Discrepancies Exist Please C ID n i nt � '. \ NOT WASHW FREE OF DEB(US BEFORE LEAVING THE LOT AREA 9291 SF 13 '� -J ••-` '• bt \ .; . \ NOT I Contact The Contractor For Further .>r tn U _� \ ` \,\�i ,�; f `/ N \ El tAH0.SGPLNGPERCENfAGE 56% Information. !• 0 :<,::•, •• Q 4. THE CONTRACTOR SHALL I:EEPOFF-SITESTREETS ,•/ Lp ♦ t•' • i�^,t\ r y / CLEAN AT ALL RMES BY SWEEPING.WASHING OF •_� �i, a �� a ' ' I Porch �! C �• THESE STREETS WILL NOT BE ATIOWED WITHOUT PRIOR ]� _ DGW % /' f R APPROVAL N 0 M / : . �\ ALDR / of 1J a e:��` ` • ` i:1 - - 0 i• / - i 04)%. ". -.>.•;c• .:1•1‘;" t N 110 Li 8 \ . \ ' •��� \ Residence N ? PIC � . �: ,1 . , I� Q c;:tite-C ,� " Ce „ . _...... . •'�,R"ScY ...../ .. �, ; ;:,�.arP olio / ...., ` \ .. • � / \ = on a CD i SS /\ • \AA ,• N. v o a `; ' \ \ • TEMP SOIL ` � is € \ \ e1 STOCKPILE \ \ tryLake Park z Oe rV > • '�1 I Cranberry u \ ;. Garage;‹ AREA \ - - \ • • ' �( / 000 ,\ \ d:: Tt� 7 , Revisions: /• ge G,�� \ \ '� • — / DGWD ? �I1'"n5` Print Date 1/13/17 !I / dJ V� \ U i . . . . ..- , . -: ' _ •/ / 'dam. \ \ 7 ' / ALDR ALDR ►� • '.4. �P�� I� \ \ VI t Indma \ , , / ' /�/' .ftSl ' - � 1 CoverPopo A1.0 C� \ `'� / / l s 3903 Rockrldgo Parkway 1 Site Plan AL0 DGWD OMethow Aviation Foundation Plan ALl OO • > / / Main FlaorFlorning A1.1 G \ • / , o Geroge Dasemont Pion A2.1 /� Site Plan �a 2ndMal Level oot r nD A3.1 •• ---,et- _- . i • Ind Laval floor Plan A3.1 •.\ '•, / ge� DGWD � p� a Level Floor framing A4.1 a S 15 25 \ Ct �,s, IV , r l 1 \ire 1 • N• orth Eat Elevollons Ae .1 Scale: l'a 2D' South i WOOElcvatlons AS2 Q�oQe C r. mlarlkJlnpo 1 • Project Information Vicinity Mop Ns * 2 Vicinity Map• Scale: NTS AlA . 0 a v.\1 ---O7003-35',1 ,,- `�., �� I NV.8.1,� �;� V-305 V-305 3901 L -30k b ✓% sT ss f Cie >G.CP ® ; �: ss 3903 5 ,vAfiV 'G .0' so /'// Ois, s 3905 4 ys s>G 0 0 s,,, G0 r\ \ 3 \ \' 7 \JILINli1 MAP 'Fb< VI022 R Pa.e1-LtA'1 APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application, This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. ❑ Draw the plan to a standard Engineering Scale [1"=10', 1"=20" etc.] • Include the owners name, the parcel ID number, site address, and north arrow. E Show the lot dimensions, and the adjoining street names. Show the location of the existing curb, gutter and sidewalk and the proposed driveway. ❑ Show the location of the required rock construction entrance. E Show all easements, and critical areas such as streams, wetlands and steep slopes. O Show the location, dimensions, and distance to property line of all existing and proposed structures, including drain fields, septic tanks and wells. rl Show the corner elevations of the site,the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. ❑ Show the proposed soil stockpile area. 11 Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion wwales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures. n Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features. Fl Show the connection to the sanitary sewer and the water service connection. r] Show the distance from the front of the building to the nearest fire hydrant. Single Family and Duplex Public Works Submittal Requirements • • \ BROOMED VARIES 318"(IN)EXPANSION JOINT{TYP.) 1 FINISH(TYP.) (SEE CONTRACT PLANS) SEE STANDARD PLAN F-30.10 • I 1� `- I 1 01, CEMENT 1 ' ". MATCH SIDEWALK WIDTH CONCRETE ,` ����\ (SEE CONTRACT) SIDEWALK * ` Iii \\`MATCH SIDEWALK WIDTH J \ (SEE CONTRACT) —" %� 61-Or _ VARIES 61 pll (SEE CONTRACT) _I ml Jr• �`��`, F \ Jr• 3!8"(IN)EXPANSION JOINT(TYP.)- �rer ; BROOMED o L SEE STANDARD PLAN F-30.1Q , �\ FINISH(TYP.) Jrr air iii 1,10 Jrr •j Z tr•r h ttrl � zo Jrr i O Jrr trrl Jlr y1,•�`,`, tUi.t Jr• Jrr IV• Jrr U -`````_```` nrl ,ei ,LWL1 \ .V• JrrJrl I k `—_� Jr r Jrr Jrr --_ \\_ 11 (SEE NOTE 1) 2'-6" 2'-B" CEMENT CONCRETE DRIVEWAY ENTRANCE (SEE NOTE 1) CEMENT CONCRETE BUFFER STRIP('TYP.) ,t 0 cry p.r r(NP - CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER , . 0 (SEE NOTE 3) (SEE NOTE 3) J 11 PLAN VIEW PLAN VIEW Lu DRIVEWAY ENTRANCE �� p t1, TYPE 3 SIDE SLOPE(TYP.) TYPE 4 J cz 11 CIE THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE IWl. m • 0 1/2"(IN)R.(TYP.) MATCH SIDEWALK WIDTH (SEE CONTRACT) _ (SEE CONTRACT) (SEE CONTRACT) DRIVEWAY 1/2"(IN)LIP BETWEEN ROADWAY a to 112"(IN)LIP BETWEEN ROADWAY SEE NOTE 7) a 1!2"(IN)R.(TYP.) GUTTER AND CURB ( �_ CONTRACT)GUTTER ANDCURB{OR SEE to CONTRACT) (O R SEE SIDEWALK i' DRIVEWAY DRIVEWAY (SEE NOTE 7) DRIVEWAY 3!8"(IN)EXPANSION JOINT(TYP.) DEPRESSED RAMP DEPRESSED RAMP SECTION O CURB AND GUTTER ' • SEE STANDARD PLAN F-30.10 CURB AND GUTTER (SEE NOTE 3) (SEE NOTE 3) SECTION 10 - • - 5� T Z.& 1:::0G:gt:11/‘7811:1:::::: C"CEMENT CONCRETE DRIVEWAY ilitillil q, 0-P ENTRANCE TYPE 3"PAY LIMIT "CEMENT CONCRETE DRIVEWAY7 41DRIVEWAY ENTRANCE TYPE 4"PAY LIMIT J (SEE NOTE7} CL.4000 CONCRETE ` DRIVEWAY ,' w PER STANDARD SPEC.8-08.3 �� „, ... et;Scott (SEE NOTE 7) N / fin /r Jul 18 2016 7:07 AM CEMENT CONCRETE `SN`• / CL.4000 CONCRETE0 DRTYPES7IVEWAY 9E2N� T3! &RANCE4 Jrr J PER STANDARD SPEC.8-06.3 STANDARD PLAN F-80.1 0-04 SHEET 2 OF 2 SHEETS ` APPROVED FOR PUBLICATION „rl Carpenter,Jeff ''` ISOMETRIC VIEW ISOMETRIC VIEW �itafteortoa, lfe Ju11620I612:22PM ^.LT �,,,'". I TYPE 3—PAY LIMITS TYPE 4^•PAY LIMITS — STATE DESIGN ENGINEER Washington State Daparimeni of Transpor1aIion DRIVEWAY VARIES(SEE CONTRACT) B1 gaH T4 P.) ENTRANCE SIDEWALK Ow-) • (SEE NOTE 1) �� r NT 3f8":115)�S'CANI3ARD Pit.AN FF-4}44VARIES(SEE CONTRAC @URB(TYF'•)DEMENT CONC.PEDESTRIAN CU E (SEE NOTE q) ( 1EN SPf CIl 11=D iN Ca�4.a2 GaNCE '�. �� CEMENT SIDEWALK NT dis GROOMED see STANDARD PLAN F- FfN{eH tTYTJ r CEMENT CONC.SIDEWALK �� r. roppooliit .,, NI (SEE CONTRACT) , 318"(IN)EXPANSION 5 ANDAIRA MAC�SESEtCONTRAGS)ALK DTH 1 \ (TYP.) PLAN F-34.g4 �-Y- ii- iril—oralait 0 5 DEES OPE('TYP.WAY �C. �~ DRIVEWAY TAPER(TYP.)_6,. PLp�[�}VIEW ETWEEN 1 Li I I I I I I.I il I I.I I.1 I� 2 LlP$GURB \ - -.--- 5 _0' (TYP.} 'TYPE Z R D1110011111111111111.111 ( ROADWAY R CEMET COR{I:E E CU3) AND CURB,0R SEE ........i AND GUTTER full depth CONTRACT PLANS NO DES {t Cor1StTUGt a (SEE CONTRACTl Centerline. CURB AND VIEW CEMENT CONCRETE e driveway width eXo Dint filler aia'ng the driveway arallel (sEE CONTRACT) DEPRESSED PLAN O GURB ASE NOTE 3} ( when th ans(on joints p when a GUTTER(SEE NOTE 3) TYPE expansion joint with 30 (i0•)Construct exp spacing tpa (SEE NOTE.E3) See Standardh rline as Vre required at 15' (ft) maximum �f2"t1 R.(VP.) w a5'MAX. with teed (ft). �T ' : ;. ... VARIES (TYP.) See Sty widths to ,ia for sidewalk details. (SEE NOTE 6) (SEE CONTRACT? GRADE BREAK Standard Plan F-30• e Contract Plans for the e DRIVEWAY RAMP MAX.( See a the U.12Y as' 2. (TYP.) THAN Gutter Shown; DRIVEWAY SIDEWALK GRADE GRADE NOT ROAD GRADS �`.,': :. 3 Curb and specified. See Standard Plan F' (SEE NOTE 7) TYP) SECTION BREAK �� S3REAK ROAD RAMP Curb design p EXPANSION J PLAN OIN F�34.46 r PEDESTRIAN etails. unction boxes s!a"(IN) Gurb e Structures,i entrances. SEEsTANDAN JOIN 'lz • "• drainag {yy of the void P entire leng I Yp). lacing " 1EXPANSION JOINT t14 or other obstructions to fro Stcal ed autathe shall be flush. LEGEND DtRECTtaN n 9f3 (IN) ADI F 34 5 Cere"GRADE•BREAK l lanes EITttER ED 1 pR io A SEE STANDARB o gdlacent surface p ceedl6 feet _ sLOTE 1N TfER REcaMMSND n:4,-Tivi: PEDESTRIAN RAMP SEC TItJI�1 112'tIN)LIT BETWEEN en the tW Uired to all b applying line betwe length is not req s°l,aR Ft A ��/ MAx•) �� , CEMENT CONCRETE ROADWAY GU nERContract Plans). * DESiGN1FdRMWORK( ° C. SIDEWALK(TR.) AND CURB(OR SEE 6. the Pedestrian Rampwn in the back of sidewalk) f$3°l0• FLATTER RECOMMENDED FOR (unless athe1'Wise shown easured from allowed to exceed 7 °I°OR FtA oRK to 3°f°MAX.) ' (SEE CONTRACT) CONTRACT) max.length(m ramp to top of * * D1=540NlFORMW DEPRESSED CURE the 15-foot of the pedestrian bottom of ramp (SEE NOTE t3) (SE8 CONTRACT) AND GUTTER running slope from single constant slopeover a horizontal distance (SEE NOTE 3) Use a sidewalkcti,, � `° ramp to match into the ' �•�1f2'tIN)R. ,�- DRIVEWAY , �yCti (TYP 1 (SEE CONTRACT) ' ', of 15 feet. item does not include driveway. CEMENT CONCRETEPAY LIMITS• shown.Pay TYPE 2" �s�dNA�d limits )11;7 316'(1N)EXPANSIONJOINT 10 T,)- 7. fee Contract Plans. tott ���f Jotter, f�' RAMP STANDARD P PLAN F-3D.M10 C,R�,� rf DRIVEWAYDRIVEWAY SEE STAN /iv, M �7 �OK0q CONTRACTION JOINT tEYP•)"SEE STAN 4' P grill. ,� G�,.70 (5EE NOTE 7) scYlor� r ' / pR1VEWp►� '�� g,FO�fRRA�-jaN yptN7�QVA�Y SPADED a'_4°I�!l1N.OC. A ��� ,�� �.� y �{ Ca 1r / �r$Otf R�`0 A CONCRETE DRIVEWAY EE NO�A ) r n / STANDA�� p�"`�s�EETs ENTRANCE TYPE 1 PAY / (S ,•y It Ak SHEET 1 OF 0 /001111 FOR PUBLICATION CONCRETE APPROVED ct�•s°tt r DRIVEWAY CL•aooa GON 8 as3 9e6 ,°„sxo, a,�,v�+ ,n? (SEE NOTE 7) SPEC. �ia�` Airy . PER STANDARD BTATE0591DT1ENOY1S6Eft ariallan 2. Q ' 1Naehlnpton Stalo DoPorimanl oE?rontP wit CL 4000 CONCRi~T>=`►� '�. r ISOMETRIC�ap It l.1Mt 'S PER STANDARD SPEC.Ei-06,3� \ TYPE 'Lfl9 1 • R NOTES ' 1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it will ser1rice. g 2. The BIGD shall have a built-in high-flow relief system (overflow bypass). • • 3. The retrieval system must allow removal of the BIGD without spilling the s • collected material. " 4. Perform maintenance In accordance with Standard Specification 8-01.3(15). 5°MAX, , • DRAINAGE GRATE TRIM . GRATE FRAME .. I4 _ a 4 DRAINAGE GRATE D -RECTANGULAR GRATE SHOWN RETRIEVAL SYSTEM(TYP.) SEDIMENT AND DEBRIS " 1 ' C OVERFLOW BYPASS _.���/. , d ia_ 1011111110m D `.irS+;!7''`r. d BELOW INLET GRATE DEVICE liq ol/ �� gf�t.- . 'N. • ° ) • FILTERED �,,•.. f.,,. WATER j -eibig i 50 ' BELOW INLET GRATE DEVICE ,,'`4 OVERFLOW BYPASS(TYP.) A 4 A A b A S f ' A L y % STATE OF A n ���i. WASHINGTO N • r U,V21 REGISTERED y ' , N ' , D ' LANDSCAPE ARCH I TECT , A , A , A 1 MARK W..MALJRER SECTION VIEW ISOTI iETRIC VIEW CERTIFICATE NO.000698 I NOTE: 710FIANISNOTAlF9Ar.F1tOVEEFUHO DOW. NOT TO SCALE NENraar W ELECTRONIC DUPLICATE nraoraouut•0fa'hnLIYTHCLHOINEERMO APFrtat'ID FOR PvwlcAUOM Iarer'rOYNER[EArTrIELfHINUNOMNSTATEDEPART- ' AIENrOF TRYWSF0.grATIOhi A COMMYLIE aInW D°paW gUEST• • STORM ©RAM S u KIL A .i ) CPliaN fl-46.2 ©© SHEET 1 OF I SHEET APPROVED FOR PUBLICATION • • Pasco w'akoi 1ch III 0Z-2O-O7 . -- - OTATE OEOIOU ENouIEEA DATE 71.9 Wanhinglan Slat° Dnparhnanl°ITrunaputation r • POST SEE STD. NOTES • I SPEC.8-Of.3{9)A 1. Install the ends of the sift fence to point slightly upslope to prevent mg ON No -�--~- sediment from flowing around the ends of the fence. _____. . 114,fl et T 2. Perfomi maintenance in accordance with Standard Specifications ......1��' . FASTEN GEOTEXTILE TO &0 i.3(9)A and 8-0 f.3(15). +••�44 jl ,"� POST EVERY 6"(IN.)O.C. 3. Splices shall never be placed in low spots or sump locations. If GEOTEXTILE •4+1:'+ splices are located in low or sump areas, the fence may need to be ~— a'1'i'+• reinstalled unless the Project Engineer approves the installation. IY, COMPACTED +444+'+ '' 4. Install silt fencing parallel to mapped contour lines. 111 ♦/ fig O NATIVE SOIL 10144'1' g ry 1114.+4444+4 ,+'ti ...441'1'1'1 ♦ 111 4g �I'i+�+���%%►'1 SELF-LOCKING TIE-NYLON 818(MIN.GRADE), • F(,O� `- `. $ 1/0i41/i'•4'4114'i Al 120#MIN.TENSILE STRENGTH,UV STABILIZED � .�'- 1�,�4,.i......11+1 t `.` ��1i�%I�/�r�++1•1�1• v. il` SEE NOTE 1 c.i:1 s /..' rill / BURY GEOTEXTILE .. 1 cc> p, IN TRENCH , 5, /� �i ti, / /// "� Z4 j:•- N ® "/i1 Y // /.'1 Y ;/ / /" LQ1 L 1`IY^ y� il il /: a �E .i1a' .- — Q " •:7; .. ' nNOTE ',.------ -- ®ei> •t�Y;r wri•:,,' i.411iPrii.IX :rr;�;,DURING EXCAVATION,MINIMIZE DISTURBING THE GROUND t ;;r�••t:;•,:;, : ' •..AROUND TRENCH AS MUCH AS IS FEASIBLE,AND SMOOTH =t•: -4:;d„: .: • GEOTEXTILE FOR SILT FENCE-SEE STANDARD SURFACE FOLLOWING EXCAVATION TO AVOID CONCENT- ~'�::,�e:P«•:it:''i �RATING FLOWS.COMPACTION MUST BE ADEQUATE TO � •••;,r�':� r;•• . SPECIFICATION SECTION PREVENT UNDERCUTTING FLOWS. <Q> c+p ? f ,I, 9-33.2(1),TABLE 6 wit•. ::biz:..-" POST /" i mi -WOOD OR STEEL TYPICAL INSTALLATION DETAIL � ._— J (TYPICAL) 1111 T (STEEL POSTS SHOWN) ,v ?..4.•'tY4•:;': "�-.J �' •3- STATE OP �•`.•~ `'•• GI( Q4- FASTEN TO POST ` 1j` �M M� wAsHINGTF •:g.,•,•• ~` ' �L/ V V REGISTERED :t;Ay Fy.?..y,:;.?. �=�1 �� $ A EVERY --\/C- •:;`ri�•,.�'y'.,;r�t9••:' `f• �1 ,t4s, r. 0� � LANDSCAPE ARCHITECT W,-- _ ' ;�.,F*' ANDRA L. SALISBURY -f .r 1f i! / ! • •-i CERTIFICATE NO.000860 _� tic /' •`;., `� /' Qg� FABRIC(GEOTEXTILE) I wore nRsetma+orA eo ENCINEENVGDOCLU -c<e9' (TYPICAL) 1 '�'>•,•. 1 alnvrnurnxerrcrnaro�enupricnm..no?avow.smrasrnerrxo, mAr+n ti .- C� ! j` AP AMI:rFOR Nffi1 ATIOAt maim 41FLL6Ar THE WASNOV irt.W SNATOMNWNr• --S)51N.N.'' Q� TYPICAL SILT FENCE NEWT oFrwwanavrArmrt AcowIxreeoernnlevuFowaracesr. SEE NOTE 1 WITHOUT BACKUP SUPPORT / ISOMETRIC r., / - x., SILT FENCE (STEEL POSTS SHOWN) / STANDARD PLAN 1-30.15-02 SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGH SHEET 1 OF 1 SHEET TOGETHER TO PREVENT SILT LADEN WATER FROM APPROVED FOR PUBLICATION ESCAPING THROUGH THE FENCE AT THE OVERLAP. Pasco Bakotich III 3/22113 SPLICE DETAIL i STATE DESIGN ENGINEER DATE (WOOD POSTS SHOWN) Y Washington State Department al Transportation OUTFLOW CHANNEL IS • CONSTRUCTED BY EXCAVATION r6'-0"MIN. . 0 1'(FT) DEPTH OVERFLOW n z w 1�� COMPACTED NATIVE MATERIAL �� / r_► 41 CONSTRUCTED BY EXCAVATION __ +:�a/ �� ,/ 30'MIN.(TYP.) > 2 M� 2 OR EMBANKMENT Ex1S ROAD = �_1 I i/ / / / ' // c° TING ^. -� +_' 1� / / / z _ --_l.�r��'. / / 2 SEDIMENT TRAP BOTTOM QUARRY SPALLS'1'(FT)DEPTH _ ....,-;;;A: �� / / o SEE STANDARD SPECIFICATION _y� ...- 7 SECTION 9-13.1(6) _ r1s � � 1'(FT) DEPTH OF 3/4" 1 112" / �/ ` r`� mi� ��o COURSE AGGREGATE FOR PROVIDE GEOTEXTILE FOR SEPARATION- / / / / / / / / '�� N PERMEABLE BALLAST(TYP.)•-SEE PORTLAND CEMENT CONCRETE- SEE STANDARD SPECIFICATION / / / / / �� STANDARD SPECIFICATION SEE STANDARD SPECIFICATION SECTION 9-33 / / / / t� SECTION 9-03.9(2) SECTION 9-03.1(4) , / / \ .` ��:::‘ AS REQUIRED-100' F MIN., EXCEPT �'� , SECTION A 0 1' FT. MIN. � � + :_ ( T) DEPTH(TYP.) �: ;� ya�. MAY BE REDUCED TO 50'(FT)MIN. FOR �;k�-���� .:�, SITES WITH LESS THAN ONE ACRE =� ri�'t1 OF EXPOSED SOIL ree ' ���k QUARRY SPALLS- / 1'(FT.)DEPTH PROVIDE FULL WIDTH OF PLACE CONSTRUCTION GEOTEXTILE FOR SOIL INGRESS/EGRESS AREA 114 lit oa 11111411 % STABILIZATION FROM THE EDGE OF THE EXISTING 15'(FT) MINIMUM ��I �I, ' ROADWAY TO THE CONSTRUCTION ENTRANCE, ' OR AS DIRECTED BY THE ENGINEER liri W e I hi I SETTLING � �i,d DISCHARGE TO STABILIZED POND �� HA , CONVEYANCE, OUTLET,OR ISOMETRIC VIEW LEVEL SPREADER f i fill' ll' STABILIZED CONSTRUCTION ENTRANCE �'r t�i.' I STABILIZED CONSTRUCTION ENTRANCE SHALL MEET THE REQUIREMENTS n • OF STANDARD SPECIFICATION SECTION 8-01.3(7). F.ago OUa1��ptf1io(l; OVERFLOW CHANNEL LIMITS OF QUARRY SPALLS-(TYP.) / COARSE COMPOST i I ` - r X I PARTIAL PLAN VIEW OF BERM , � � r rr \ SHOWN LARGER FOR CLARITY - i 1 r SETTLING POND I I 2X- G STATE OF WASHINGTON f ` 5'-0"MAX.HT, REGISTERED BERM OR PARTIAL OR I 4'-0" / LANDSCAPE ARCHITECT COMPLETE EXCAVATION • ! MIN. I X=1'-0"FOR SLOPES 4H:1V OR FLATTER •)"..ARF, m�,ui�;osera_ � 1 X=1'-6"FOR SLOPES STEEPER THAN 4H:1V JULI DEE HARIWIO • I 3 _ 3 LICENSE NO.1422 2'-0"SETTLING DEPTH 1 li.' 1 Dare: 06-21-17 TYPICAL SECTION MISCELLANEOUS :.:.1'-6"SEDIMENT•STORAGE .:.: EROSION CONTROL DETAILS GROUND LINE COMPOST BERM DETAIL STANDARD PLAN I-130.10-02 SHEET 1 OF 1 SHEET LONGITUDINAL SECTION TEMPORARY SILT FENCE APPROVED FOR PUBLICATION NOTE OR COMPOST SOCK Cerpcnter,letT PLACE GEOTEXTILE UNDER THE SPILLWAY AND SIDE SLOPES.PROVIDE A e ,6.e4eret. Pea Jul 1520162:2R PM • CONTINUOUS LAYER BETWEEN THE GRAVEUROCK AND THE NATIVE EARTHEN MATERIAL. "4" STATE DESIGN ENGINEER TEMPORARY SEDIMENT TRAP 1771 Washington State Deparlmenl of TransporlaIIon (3) STREET STANDARDS JULY 2011 1. Cold mix asphalt is used as the temporary asphalt surface layer. 2. A Performance Bond is provided to the City of Anacortes that is the cost of repair(See AMC 12.08) x 150%. 3. The Contractor is responsible for all maintenance and repair during this period. STR-27 CITY-OWNED UNDERGROUND CONDUIT AND VAULT REQUIREMENTS The contactor must obtain a Right-of-Way Permit to install underground conduit in the right-of-way. See AMC Chapter 12.08—Street Excavation Permit Requirement Install 18-30 inches deep within rand parallel to the right-of-way. 4-inch diameter solid wall polyvinyl chloride (PVC) pipe conduit conforming to ASTM D 3034 SDR 35. installation under roads and high-traffic locations, i.e., parking lots, require Schedule 80 PVC pipe. Maximum 500 feet long conduit between junction boxes/vaults. Joints must conform to ASTIUI D 3212 using elastomeric gaskets conforming to ASTM F 477. Conduit ends terminate at Type II junction boxes conforming to WSDOT Standard Plans J-11a. or other approved underground vault equivalent to 466-TA Splicing Vault (Utility Vault Co. (800) 839-3500)with inside dimensions of 3'-51W X 5'-5"L X 6-1%'D. The contractor must submit conduit and vault as-built drawings showing the right-of-way and property corners, offset dimensions, depth of installation, conduit diameter, and size and type of junction box/vault. Mark conduit with detectable orange colored marking tape or wire prominently labeled . "Caution Telephone CATV." STR-28 PROPERTY ACCESS STR-28.1 Driveways Driveway Standards Measured Curb to Curb Minimum to Property Line 8 feet Minimum Between Driveways Set Minimum Tangent Curb Length to 53 feer_=t �,�^ intersection *Maximum Width at Street ( 20 feet )30 feet ResidentialA **Commercial < 250 feet < 125 feet Right Turn Only at Signalized Intersections Arterials Collectors Right-In-Right-Out Only When Safety Warrants * Driveway cuts in sidewalk required ** Unless topography or traffic volumes require wider. CHAPTER 3 STR-15 ANACORTES PUBLIC WORKS DEPARTMENT 087Y:_9.4 Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 10016 Memo Date: March 13,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#2 for 3903 Rock Ridge Boulevard cc: Eric Shjarback, Jim Baldwin The submitted site plan for 3903 Rock Ridge Boulevard was reviewed by the Public Works Engineering Department on March 13, 2017. • 01-30-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department • 03-06-17: Emailed to Public Works via New Creation • 03-13-17: Public Works review and memo back to Planning Department The following comments are provided: • Public Works notes are shown on the site plan that was submitted on 03-06-17. See attached. • The Small Parcel Storm Water Plan (MR#1 to MR#5) is being reviewed by Kait Nelsen, Planning Department. See site plan for additional notes by the Public Works Department. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • All work within the Public Right-of-Way will require a Right-of-Way Permit. =.,,�4cF2 K • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services •p W Erosion Control Notes for Residential Construction — City of Anacortes A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any construction start. B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed. C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that all paved areas are kept clean. No mud is allowed to enter onto City streets. E. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven (7) days in the dry season shall be immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1) week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66— Penalties for Violation. Each day is considered a different violation. LOT COVERAGE: LANDSCAPING REQUIREMENTS: ' ti '' •r3y5u.�r#!r�' RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum d�,afti n F� GARAGE AREA 299 SF Shrub size shall be two gallon. Minimum , fb PORCH/STAIRS AREA 147 SF groundcover shall be one gallon or equivalent. TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 d�� - � for further info. ' LOT AREA 9291 SF 4 Total Required Trees For Code Compliance 9 LOT COVERAGE 24.7% Tree List: Al Deciduous Trees .)Mb 9 Jonathan Richards EROSION BMP NOTES: Dogwood (5) 5105 Sterling Drive Anacortes,Washington 98221 Alder (4) i 1. EROSION CONTROL TO BE MAINTAINED WITH THE ph 360.391.0832 USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: em Jonathan_590hotmall.com LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE - - ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. BUILDING AREA 2290 SF �1 CONCRETE AREA 1732 SF �-l* p►` 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF e Pl• S\DES P�K v Pv�� LOT LANDSCAPEDAREA AREA 92916 SF SF0 V ( V\GE 3.ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED . ----- G SIG * \ERS NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE ` SITE. vR ,,�P Planter: Bark w/ \NG , [ ] LANDSCAPING PERCENTAGE 56% G� Rocks, Shrubs &EX\5� S'$ Planter: Bark w/Trees, 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS �O Flowers / �` Shrubs i yv - CLEAN AT ALL TIMES BY SWEEPING AND SCRAPING " ON A DAILY BASIS. WASHING OF THESE STREETS WILLV W SS. , ,,.�!� *41,AWATER CONNECTION NOT BE ALLOWED WITHOUT PRIOR APPROVAL.DRI E AY ENTRANCE1-1:1i;"711716-4 0 •LDRwADOT F 80.10 04'TYPE 1" �% 'Z�- �, ' ' �` ,` 5.STABILIZATION OF UNCOVERED SOILS SHALL HAVE 0 Provide 16'Wide x 1'DeepeM / i SILT FENCE WSDOT 1-30.15-02 STRAW APPLIED.4"Quarry Spoils As Construcon el09 a -i DGWD 2et'°� ^ ` NEntrance ��� ` N„ �` l• e � \ . WSDOTI-80.10-02 ©- , � Ro ��♦ � , Flagstone Pathsss� .._� / �� ��♦♦ ♦♦ \ �� • In Gravel S� G Fla sto - 4 ♦♦� OSD �. �i/�� "�SFwE� g ��♦ �` \ 4' PERFORATED PIPE ALONG® ;��,'' -/ Q O i � Path r ,�♦♦ ♦♦:v::,, ►�� EAST SIDE OF PROPRERTY } C ti' _� �J •LD S ����� �` ��♦♦ ♦ ♦♦S� N A CONNECT INTO CITY STORM CD 0 0 z [0.0] WD l --so Q(:), / �`o� ♦♦♦♦:�;`I ,:to ',:♦ ♦♦:�. �; road VACANT PARCEL S J INLET PROTECTION ifie '� o iii ♦♦ ♦♦� �•� ��♦ ♦�� ` Planter: Bark w/ IV V CON \`',1*., o •♦ ♦♦ ♦ ♦ !� Shrubs & Flowers y WSDOT 1-40.20-00. Ili�.\ C�°`1�♦ ♦♦�♦♦♦• ♦♦♦ ��° •INIM C .�. i�♦♦♦♦ •♦�� \\'• '�?, G W • Planter: Bark w/Trees, •�♦ Residence ♦ to © Shrubs & Flowers �♦ ♦ \ ..�c. SILT FENCE WSDOT 1-30.15-02 0 \ `+�♦ . ♦�Patio ...___\, ' �.�6r-t‘1.1` : C77..010. f t ♦i �� SILT FENCE WSDOT 130.15 02 \ \ �♦ ��,� 0 ri, • Y \ \ -R. ksr:s.r.1,. 62) A', ,t) U U 0 TIGHTLINE DOWNSPOUTS \ \ �♦ ♦�`♦♦ ♦�� � C AND FOOTING DRAINS TO `c-1i 44♦♦♦♦�� �♦ ♦ TEMP SOIL 0 CITY STORM SEWER �T'1'C \ ,�•�• ♦♦♦� Garage��♦ STOCKPILE \ '' 1-' < tioGsF A` • \ \ •��♦ ��� AREA \ W 6 \ •�•�♦ ��i S hr S / :LW' C��4 � PS \ / DGWD _O� \ 0\ , . CD '�� 'i i►P, \,_ E .�� ) ♦ o ���� R \ Planter: Bar�w�Trees, ALDR j� ALDR �� [20.7] c Planter: Bark w/ Shrubs & Flowers u \ Shrubs & Flowers f o Isi: ,4 © G-� / 40 / SS ` e` DGWD r (Vi) T Site Plan G.,o- 's\ /�„G/ GAP �� fb e� A Revisions: 0I 5 15 ,5 °c,� �,65 LOT 4 DGWD e i3• ga� .. r� rVC51;P # �� �S Print Date 3/2/17 I I x� O (ca �� �ia Dc�7a• ( Scale:,"=20 [3903] QOc �Z in i x 11'1 QM I=.1CC Zc- Si 13.l-a . \ Q 1 KA-C t 'smile►--S kr.Pa._ i E i N Tom _ w ES! Site Plan :4 [16.4] © F C) 5l -i Ft - c . , S 'gam P��� f addendum J 51 , Get s; c�-t 5 � I Is�-u oe s 'T it -t 0 Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT Amil( PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET Mailing Address:P.O. Box 547, Anacortes, WA 98221 `��q` '` Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-1938 Please use this form to submit revisions or additional information to your permit application. Permit/Project#: E-1J-2,013- -00 .c, Date: i)2- I3---- Project Name: Project Address: sga3 Zock,edke r Project Contact:.516,6 r41f2_ Company Name: 1 Crec-Lt p t,i__C Contact Phone:'5 )-qt-((- Contact Email: 9eue_ADA.)ew.6e,h 5„ ,gictt.cow.. Has the permit been issued yet? El/Yes ❑ No �! All revisions must be ei er clouded or highlighted &wet stamped by an architect/engineer (if applicable). Has this been done? Yes 0 No Is the plan revision or additional information, in response to a plan review letter? O s. A copy of the plan review letter with itemized responses to each item is required. No,the revision or additional information is initiated by the applicant, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: l Ii Cl.� w4 2r Tor J&) [oor r1c i 1a��C,,,,� pt�'r'hGr -LkitA5 vii ie,''. 0lilTet ,i4 e[es3t.,tc-" 1' rPc,d y ,I 55k e c I" eh;- L Ai l/ rer46 enn,yr'. wG ,o';1/ Oaf-ftk -r, � u-iftieu7- eo ih ,eer Sql, m� Are you submitting a full replacement (7/Yes r !-r--qH P4fri 0 4oIe1"5 t4 c • , t ft 5. If not,what page#or title is being repla d: J/ Two full sized copies of all revised/additional informatic V" �! // ] No Check the box next to the type of plan, report, or calcu 04 it,f ion can be found. / /-4k, ❑ Site Plan Fri Building Plans 74 ' mQ/4 ❑ Landscape Plan 0 Parking Plan 2- ° e I e �/1 / -/ ,-. O Arborist Report 0 SEPA checklist p h 5 % / O ❑ Geotechnical Report ❑ Storm Drainage i /9jt fj1! N9 T S 574 O Civil Plan 0 Lot Coverage CE '/ ations g ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topographic) / Mechanical Plan L)/ Plumbing Plan 0 Other: Y / 7 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ,' cli p o,, RESIDENTIAL BUILDING PERMIT APPLI, IL t . V 1 `t y � Mailing,Address: P.O. Box 547,Anacortes, WA 9 .�,�R ,s, Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 231 1 `` -" Phone: (360) 293-1901, Fax: (360) 293-1938 iJ CiTY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT3ciC SAD Fork Elaine lai eet,Suite Parcel(s)#: p I Zr c2 jp Subdivision/Lot#: �`-' Project Valuation: $ ,/ APPLICANT:,� &CA Phi 0-crl1 Fax: Address(Street,City, State,Zip): L-Mail Address:, - � �''� SleAtf_ Ot tS ,��• C owt PROPERTY OWNER: Phone: Fax: Dahill Mcleavl 206 —F3H- - R3Z9 Address(Street,City,State,Zip): E-Mail Address: CI-�-rick$1<ai a:)w1a i I.Gen., -Lie—ACT it,ccop P one: Fax: Address(Street,City, State,Zip)q Mail Address: / r� �j(Og f�a� /��t a ca 1 s/ IAA- �1 I , V[a��ec�.�l tze.-�C,DG,,c�c� , c is t..,T NNDINGiCt4k ENC : Phone: Fax: G,�i4 360—Ll22 3 ,53 3�0-70? -9Q/6' Addrds(Street,City,St te,Zip): a ' "� FMail Add ess: igco 114144erria 1 A dtvta an tS 0,4- 9e2Z( Kuituq .5 ��- v11C.co t..i CONTRACT R�* Ph ne:`� Fax: Address(Street,Cty,State,Zip): r q Mail A e / 5(OS 11 L Dc: acaries(I✓A-/1Qzzc .ail i'o 're .,-C-ter,� 1(1 .cowl * Professional Licensee#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes NCB f C Qcg I ti 50c 21Z 2 }- business license prior to doing work in the City. Contact the City's Business License#: E ate: Finance Department at(360)299-1968. 6,02 c,qo 9rc'j if q PROPOSED WORK: 5i isL. �U.,,,,;t(,, Pest tc PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfmished Basement ❑ 1st Floor SQ': 13-qo Garage/Carport SQ': 9/5' 2nd Floor SQ': 1 15a Deck/Covered Porch/Patio SQ': 3,.. Fire Sprinkler: Yes ElNo D// Lot Area SQ': 1 51-50 I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco( csnn. Print Name: It ,' I Owner El Agent (specify):g ( pfY)�A ent s L r 'vl ig Signature: it, Date: 'I)ZI 1 )'\ 17 O''Z Page 1 of 3 rFF C?''`_ CitY of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street 'J Applied date: 01/30/2017 P.O.Box 547 Issue date: < ' 0 Anacortes, WA 98221-0547 \Irt 111:130,CV- Expire date: 07/29/2018 (360) 293-1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: sfr Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Plan Review Deposit —200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 2,958.99 Sewer GFC-Residential 9,206.33 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 13,934.82 Deposits/Receipts: 0.00 Total Due: 13,934.82 Q —I -nm r m A, : rl A --1 'T' M. 0 ri ,-r• 1•-- 1 1 if, r T:% 1. 0., IT, el^ 3.0 f--i ,y •• • ft. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAY6,45~1 R IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMON] I . HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PqO\IPN OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR''N04,!1 HE° GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER:S'TB�TE•.0i4J LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 1,.1 1 11 ea. L • I^} SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ?I t' =j G 1=1 It, N• .TY, o .' City of Anacortes ' Invoice/Permit#: BLD-2017-0050 .. 904 6th Street • Applied date: 01/30/2017 P.O.Box 547 Issue date: 05/03/2017 ` '' C�j' Anacortes, WA 98221-0547 Expire date: 11/03/2018 '_ - (360) 293-1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 #of Bedrooms 4 Building Permit Fee 2,561.75 Lot Area 9291 Plan Review Fee 1,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121.90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 #of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace<=1,000 1 Traffic Impact Fee 900.00 #of Bathtubs 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Dryers 1 Total Calculated: 16,835.55 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #_of_Gas Outlets 5 Total Due: 16,635.55 #of Gas Fireplace 1 #of Gas Piping 1 t 1 —a -0 m o Z, #of Gas Water Heaters 1 m a - ^ n 1-,, #of Water Piping 2 n n R 1,0 1- • #of Hose Bibbs 4 } CD -4 rt #of Kitchen Sinks 1 o z• 14 .�. o a: #of Lavatories 5 0% i o 0 0 a N) s= Ln #of Range Hoods 1 CA x. =I 0 1-1 ;T 1--1 ,t XI 1S, ' #of Showers 1 o " o, m T 1° r r• Sj r• rt #of Slop Sinks 1 7 --4 et, ,-1- ci .~ T #of Ventilation Fans 5 rt, T w #of Water Closets 3 ,� "' co C rn 1 -. f— C. U 4 'i! 1—• Xi Z 1,5 I p LT Cu i 1 f1 1•-. O. ;,h. {T. G. CI 0 1p . C' _i '.. -, r (J1 1_n .t r- cn r. 17) rn c1 0 -`:. C6ty off`' " n 1eoril;e Invoice/Permit #: BLEJ 2017-0050 904 6th Street .` Applied date: 01/30/2017 :� ! y P.O.Box 547 Issue date: Anacortes, WA 98221-0547 Expire date: 11/03/201 ;1' 1$4' (360) 293-1901 z,ate ' . Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License #: NEWCRCB945O5 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 # of Bedrooms 4 Building Permit Fee 2,561 .75 Lot Area 9291 Plan Review Fee 1 ,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121 .90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 # of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace <=1 ,000 1 Traffic Impact Fee 900.00 # of Bathtubs 1 Amendments/modifications 55.00 # of Clothes Dryers 1 Storm Drain GFC-Residential 1 ,550.93 # of Clothes Washers 1 Total Calculated: 16,890.55 # of Dishwashers 1 Deposits/Receipts: 16,835.!:5 #_of Gas Outlets 5 # of Gas Fireplace 1 Total Due: 55.00 # of Gas Piping 1 1:-1 --1 -t, i 1 1--. CI 'n # of Gas Water Heaters 1 s '' r— ,--- 1.-- 'r' r1-1 L"-_- 1_n -.•j -s # of Water Piping 2 :�-: VI 1Z. 1%3 µ --! �• # of Hose Bibbs 4 r, el- � 1 it # of Kitchen Sinks 1 0 117-71 s- ---.1 = t !II.c:. �� C1 � 1_r1 -� # of Lavatories 5 C 0 ri -_. *A) in_ # of Range Hoods 1 ••{_I Z'a• 1--i E-I # of Showers 1 0 .. ,+, rn -. if, �:.. i-.• I. I-•s. ri # of Slop Sinks 1 =+ 2., —I IT.1.0 I-•I # of Ventilation Fans 5 ■a I--I 0 la 1 IV # of Water Closets 3 �,-I t" r-1 13' .:h. ID7 0 E. - ia-i - r.>, I— r ICI I-I 1-'E 01-•.. 1--1 -1 it' I•*••1 0 i_l VI '-, Ci i-r• 1771 --I i_r1 C[_ 0 C it. a Cl =1 1�.-i 1 1:-n '-n 1-, r- =a 1:..n 1_n fr, I— ..G:. p••.' a ■ 0 1—... II 0 0 Ti `Tt ra W• .-•f• 1T Y 4? ': City of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street Applied date: 01/30/2017 ",0001110e P.O.Box 547 Issue date: 10/03/2017 . ' ° • 0 2 Anacortes, WA 98221-0547 rz, Expire date: 11/03/2018 Cr n elk �,x (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY S C3 _ City of Anacortes Invoice/Permit#: BLD-2017-0050 904 6th Street Applied date: 01/30/2017 . `■ P.O.Box 547 � � , Issue date: 10/03/2017 _ 0: Anacortes, WA 98221-0547 Expire date: 11/03/2018 " " (360) 293 1901 Job Address: 3903 ROCKRIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221-4515 Project: APN: P125826 Remarks: Construct single-family residence per approved plans Owner: DANIEL MCLEAN Contractor: NEW CREATIONS BUILDING CO. LLC Address: 2615 M AVE Address: 3408 F AVE ANACORTES WA 98221-3853 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 #of Bedrooms 4 Building Permit Fee 2,561.75 Lot Area 9291 Plan Review Fee 1,465.14 2nd Floor Square Footage 1159 Mechanical Permit Fees 121.90 1st Floor Square Footage 1790 Plumbing Permit Fee 160.00 Garage Square Footage 915 State Building Code Fee 4.50 Porch Square Footage 97 Sewer Inspection Fee 50.00 #of Stories 2 Sewer GFC-Residential 9,206.33 Building Valuation 380000 Park Impact Fee 615.00 # Forced Air Furnace<=1,000 1 Traffic Impact Fee 900.00 #of Bathtubs 1 Amendments/modifications 55.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Washers 1 Total Calculated: 16,890.55 #of Dishwashers 1 Deposits/Receipts: 16,890.55 #_of Gas Outlets 5 #of Gas Fireplace 1 Total Due: 0.00 #of Gas Piping 1 #of Gas Water Heaters 1 #of Water Piping 2 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 5 #of Range Hoods 1 #of Showers 1 #of Slop Sinks 1 #of Ventilation Fans 5 #of Water Closets 3 tiz Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT `'_ ., RESIDENTIAL BUILDING PERMIT APPLIc t t • VL, OW 1 i� Mailing4ddress: P.O. Box 547, Anacortes, WA 984 `\/G Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 2017�-.r Phone: (360) 293-1901, Fax: (360) 293-193j k CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT E-Oc Elel,_ et,Suite#); Parcel(s)#: r gZ(, Subdivision/Lot#: Project Valuation: $ APPLICANT. V6 rio(Z Phone: 9if Fax: Address(Street,City,State,Zip): L.-Mail Ve6 e�IW Ge.edr1 s: - iOvcs ge,tAlt am C o PROPS TY O ER: Phone: Fax: . hid Mcealn Zcc -gt . -g32-9 Address(Street,City,State,Zip): E-Mai1,Addr ss: D l-icki cj �J�t i I.L�.y, cpNTACT P R PY_one: Fax: . et7e- raC -q/I Li, -&r377 5(Address_ (Street Ci Sta e Zip):p / GG������ /M_ail Address: �/� � pl , /`titGGm+cSl 7LYJ�1 Vt�IJCG>]ilJQl�xI C Gvtl�c .C.0lt 1 DING ENC : Phone: Fax: 5 i4 t_rktri k. S6©-1422 3653 3140-909 - /6' AddreYs iStreet,City,St te,Zip)• /Mail Address: P400 r�wrerriu i� �c.'�u c�tt:51 O fl2ZZ( �.G�raa c� �t w CD 44 CONTRACT R•* Ph ne: Fax: Aif,0 C� Co 3o-o//- Address(Street,City,State,Zip): Mail As�e 5(o5 t1L& S� roc hsfiJA(tput �G�l ecdl-eG.-r-t@e;, wlel��.coivi * Professional License#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes New C Qcg q Li soc 2/z?/n.- business license prior to doing work in the City. Contact the City's Business License#: Exp.12ate: Finance Department at(360)299-1968. 6702 (AO 9101 1/Li/l/L PROPOSED WORK: � Si v�. te, I lM Pt.I ivtGC� PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ 1st Floor SQ': 13-CCr Garage/Carport SQ': 1/5 2nd Floor SQ': 1 156,1 / Deck/Covered Porch/Patio SQ': co. Fire Sprinkler: Yes El No ❑/ Lot Area SQ': 15 5o I declare under penalty of perjury that the information I have provided on this foiui/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco( esn. //' '� JJ Print Name: Owner ❑ Agent El (specify): CS-`Vl iJ �- r Signature: Date: 'I1V-11 1 � 0`2� Page lof3 ,? _ .. 3903 Rock Ridge Parkway Anacortes Washington r�- ± , g drafting - .-- January 13, 2017 & deslg.rl= �Lc ' 1 y , }. PROJECT INFORMATION: Jonathan Richards 5105 Sterling Drive Anacortes,Washington 9E1221 `" N a Vic ^ Project Description: New Construction of a Single Family ph 360.391.0832 ililig ( 'mow ' 9 Residence em , o,a„_:tarormo,<a, Building Official: City of Anacortes Project Description: J A .( 3 O 201/ New Construction of a ((yn'' lU Building Classification: Type V-B (UNSPRINKLERED) ResidenceSingle Family Li Zoning: R2 CITY OF ANACORTES Title Holder: Dan McLean Plan Information: cell _ _ em Main Floor 1790 SF Upper Floor 1159 SF Total 2949 SF Covered Deck 97 SF - Contact: Steve Moehl / John Moehl Garaget15750SF ---/ ph 360 941 8877 em steve@newcreationsbuilding.com em john@newcreationsbuilding.com >1113/41 �-------. LOT COVERAGE: LANDSCAPING REQUIREMENTS: / � Project Location: 3903 Rock Ridge Parkway0 / / w (1� RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper.Minimum Anacortes, Washington 98221 / ��Y` �^ GARAGE AREA 299 SF Shrub size shall be b o gallon.on or q Skagit Count TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147SF groundcovershallbeonegollonorequivolent. g y Refer to AMC Chapter 17.41 and Section 16.50.070 / � FOOTING DRAINS TO CITY ' TOTAL AREA 22975E for funherinto. / OLI STORM SEWER �� — LOT AREA 9291 SF Property ID Number: P125826 - Total Required Trees For Code Compliance 9 / R Fer G ' �.,� LOT COVERAGE 24.7% Tree Ust ,�s Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of / \� � Deciduous Trees 9 Phase 1 , Beingaportion of NW 1/4 of the a r"" �� LOT 4 TESC NOTES: Dogwood(Sy N Provide Driveway630�\ PS�GM� :-ALDR Alder14) NW 1/4 Section 26, Township 35 North, N �.�re ������ t �-%' [3903] I.EROSION CONTROL TO BE MAINTAINED WITH THE Range 1 East. Entrance Of Quarry Rock net" \ \ USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: O� 2`" , �� >O y' ) LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE Base Prior To Construction ec0? \ DGWD; 2�'• e\ba�K ��sre ANCHORED(NA TRENCH FILLED WITH ONSITESOIL. BUILDING AREA CONCREfEAREA 12290 SF 732SF Plan Note: Plans Are To Be Reviewed By All O .z>::c \�6 2.ALL SPOIL SOILS TO BE HAULED OFF SITE TOTAL CONSTRUCTED AREA 4022 SF Subcontractors Prior To Starting '� `, \C� LANDSCAPED AREA 52695E t71 0 Construction. If Discrepancies Exist Please V/ C ty 0 /•• a / �x 3.ALLCONSTRUCTIONVEHICLETIRESTOBE(BRUSHED LOT AREA 92915E �r J �;�' ' \ y-` ` �t/:,� NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE Contact The Contractor For Further .0 �� / (� �^ r� ",`f' SUE LANDSCAPING PERCENTAGE 56% Information. V o q �: Ih �� :ye•. :\• �u Sj 4,THE CONTRACTOR SHALL KEEP OFF-SITE STREETS j Lp i / {'` / �',' h % CLEAN A7 ALL TIMES 8Y SWEEPING.WASHING OF _ �• \ DGW� i xxs X THESE STREETS WILL NOT 8E ALLOWED WITHOUT PRIOR Ce ` 0 sae ' ,,��� Porch ZA A APPROVAL. W Q im: y IS 0 Residence - ti / /- 00 \ \ �'' \ . :7 �ti I:Gr far�01a , iX /' \ ,may / :, , le( / \ .4 t X./7 ? ` Patio / `\ z. M \ o < .S, t'..%' � TEMP SOIL \ x 1 STOCKPILE11- Cie, i \\• Garage;;%.- AREA �� \ akeaarr. On.„ r+ • Aj '�' �(' /\ Revisions: O r< • 1 \ �\ • ' / : , tti Print Date 7/13/17 ��� Y f — / DGWD K / 0 \ ` / �M \ J �y. ` / / �\ ALDR ) NOR \ /.... / �J -. - / »• - _ — Index: ...--- 2, h St - Cover Page AI.O ' , 3903 Rackrfdge Parkway - - • Site Plan Al 0 • Q.� • / DGWD 0MethowAviation = Foundation Plan A1.1 __, O p. / .- Main Floor Framing A1.1 C. / w G arage Basement Plan A2,1 a t'Q\ /� _ .. _ - = Main level Floor Plan A2.1 /j� Site Plan 9- / ���0� : / Se,OG DGWD Q, 2nd Level Floor Framing AU Roof Plan l Floor Plan A4.1 ( 0 5 15 26 �'¢V. �O `�� 1�. Building Sections A5.1 t North& East Elevations A6.1 Scale:1"=20' South&West Elevations A6.2 tope Q fj EhaMitRnge 2.-..' Project Information Vicinity Map Vicinity Map Al • I Scale: NTS A LI 1 JAN n R 2018 CITY OF ANACORTES 1 Sk ---------- --- ..--------__ .----- --- ------- _---- --- _ -----'- '-'----- t''' 0 Gc ?16'SRs'\4' __--- --- _----- __-- ......---- ...---- --——--— __-- ____---- PK NAIL IN SIDEWALK ---7-- ,---" ----- ----- PEAK \/ '7 y 44)* 't '; 11 5F \ *CP • i PEAK crc ELEV=416.39' •)) AVERAGE ACROSS FRONT / 382.3'+381.1'+383 9'+382.8'+ / 381.7)+381.2'.=2,29376=382.27' / AVERAGE GRADE (3821-2n) +35' MAX HT = 417'—.2” ------- vommonnommimm _ , ic*/\‘' R, -..•1-ER i94, ... . ...... GRAPHIC SCALE la 20 40 _.,1 - I 11 i F I.., t-,,, ( IN EET ) witallaam0 1 inch =20 ft. Roof Peak Elevation HERRIGSTAD ENGINEERING & SURVEYING 3903 Rockridge Parkway, 4320 WHISTLE LAKE ROAD Anacortes ANACORTES, WA 98221 299-8804 Completed January 3, 2018 _ OCT 0 2 2017 1500 College Way,#515 Tim Garrison, P.E. Mount Vernon,WA 98273 Consulting Engineer CITY OF ANACORTES Phone: (360)708-1865 timg@BuildersEngineer.com August 8,2017 Dan McLean 2615 M. Ave. Anacortes,WA 98221 RE: PLACEMENT OF STRUCTURAL FILL AT 3903 ROCK RIDGE PARKWAY, ANACORTES, WA Steve Moehl of New Creations Building Company has asked my opinion on use of structural fill at the subject project.My responses follow: 1. What material we should use to backfill to prep for foundations. Answer: I suggest 2"+/-railroad ballast be used in all locations where overexcavation and structural fill is called for, i.e. under slabs and structures. Overexcavation should extend through spoiled fill material to competent native rock or undisturbed soil. 2. Whether the material should be compacted or not. If it does need to be compacted, at what intervals? Answer: Railroad ballast is a clean angular rock material and does not require compaction. I suggest placing it in 24"maximum lifts and blading it level with an excavator bucket as the fill progresses. 3. Can you address the width of our excavation?I believe that we talked about using a three foot bucket to dig, and that we do not need to dig it wider at the base. Answer: Excavations should be of sufficient width such that the entire footing and/or slab is supported on structural fill;never less than 3-feet wide. Excavation sidewalls may be vertical, or sloped as necessary to remain stable (i.e. not cave in during the work.) Bear in mind that the spoils left in place will likely settle over time but the structural fill will not. This should not cause problems as long as load bearing footings and slabs are fully supported on the structural fill. Structural fill must be laterally supported by earth;or if not laterally supported be side-sloped no steeper than 3:1 (horizontal:vertical.) I of2 Thank you for the opportunity to be of service. Should there be any questions or concerns regarding these matters please do not hesitate to contact me via cell phone or email. pi Sri II r s a,/00 At. 0' r , t Tim K. Garrison,P.E. President OCT 0 2 2011 LIU t CITY OF At'1 G> . ;1r_L r I 2of2 Gtzy o� Anacortes Planning& Community Development Dept. Permit Center 'y9�p8�4 P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 July 28, 2017 Jonathan Richards 5105 Sterling Drive Anacortes, WA 98221 RE: Plan Review notes for the proposed revision to the New Single Family Residence at 3903 Rock Ridge Parkway Please address the following items so I can complete the plan review. 1. Please provide 2 copies of the engineering that addresses the structural changes made from the revision proposed. A few of the changes that need to be addressed are: a. Post pad size has been reduced from the original 3'x 3'x 1' to be 2'x 2'x 1'. b. Rebar in the post pads has been reduced from(3) #5s to (3)#4s. c. Location of opening near the stairs area has changed;therefore, changing the floor diaphragm. Any changes to shear walls imposed by these changes to the house needs to be addressed. d. Posts supporting the 3.125"x 12" GLAM beams is not indicated and neither is the loads imposed by those beams shown clearly how they will be transferred to the foundation clearly indicated on the plans. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 F\\ Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting - • 911 !F ue e April25, 2017 Steve Moehl,New Creations Building 5105 Macbeth Drive ri 70 7 p '7" , Anacortes, Washington 98221 !° �- (360) 941-8877 I ij steve@newcreationsbuilding.com APR 2 6 2011 CITY OF ANACORTES Subject: McLean Site Stormwater Design Characterization 3903 Rock Ridge Parkway Anacortes, Washington 98221 MTC Project No.: 17B070 Dear Mr. Moehl: At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted soil characterization for stormwater design at the above referenced site proposed for residential development of a single-family residence with associated exterior improvements. Site development will reportedly require stormwater design per local municipal regulations for new construction. The primary focus of this study was to perform field explorations to characterize the site subsurface conditions for stormwater design use. MTC understands that the client intends to develop the site, currently a vacant lot, with a single-family home with a footprint of approximately 1,850 square feet. Subsurface characterization was performed at two locations within project site. Test pit TP-1 was excavated near the western corner of the lot in the area of the proposed driveway, and test pit TP-2 was excavated near the southern corner of the lot in the area of the back lawn. Test pits were excavated to approximately 3.3 and 3.5 feet below present grade (BPG)respectively. MTC has performed this soil characterization for stormwater design in general accordance with site characterization guidelines presented in the Washington Department of Ecology 2014 Stormwater Management Manual for Western Washington (SMMWW) as required by City of Anacortes Municipal Code. A summary of MTC's findings, interpretations, and recommendations are provided herein for use in permitting and planning for the proposed development. Site Exploration and Assessment Methodology: On April 11, 2017, an MTC Licensed Geologist visited the site to log soils for characterization with Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: v.'ww_nnt'c-inc-net . Reek Ridge Parkway Storrnwater Characterization Materials Testing&Consulting,Inc. Apui1125,Zen 17B070 respect to stormwater design. Test pits were excavated by the client prior to MTC's arrival to the site. Test pit locations were selected by the client based on the site topography and potential locations of stormwater facilities. Test Pit TP-1 was excavated approximately 15 feet east of the western corner of the lot. Test pit TP-2 was excavated approximately 30 feet northwest and 20 feet northeast of the southern corner of the lot (Figures 2 and 3). Excavator test pits were completed to depths of 3.3 and 3.5 feet BPG, and were terminated by the client. MTC personnel examined and classified the soils encountered in accordance with the Unified Soil Classification System (USCS) and ASTM D2487, and observed for indications of groundwater or water seepage. Grab soil samples were collected from representative soil horizons during test pit excavations in the vicinity of potential facility depths, as depicted on the attached logs. All samples were placed in plastic bags to limit moisture loss, labeled, and transported to MTC's laboratory for storage. Samples will be retained for a minimum of 90 days from the date of collection. Laboratory soil sample analyses were not performed for this investigation. MTC can perform soil sample analyses if necessary and at the request of the client. A location and vicinity map is provided in Figure 1, Appendix Al. An aerial photo showing site conditions and the approximate locations of test pit locations is provided in Figure 2, Appendix A2. A provided site plan of the proposed developments with an overlay of test pit locations is provided in Figure 3, Appendix A3. Attached in Appendix B are photos of the site conditions and explorations in progress. Exploration logs are presented in Appendix C, with a USCS classification chart provided as Figure 4. Site Conditions: The project site is the entire lot with the address of 3903 Rock Ridge Parkway, located within the limits of the City of Anacortes. The vicinity of the project is a low-density residential neighborhood partially developed with occupied homes, in-construction homes, and vacant lots. The Anacortes Airport is approximately a quarter mile to the west and the Cranberry Lake Park is an eighth of a mile to the east. The terrain of Fidalgo Island is characterized by undulating hills of resistant bedrock bordered by upland and lowland areas of glacially derived soils. The project site is located in a foothills area composed of resistant bedrock that makes up part of eastern Fidalgo Island. The entire project site is about 65-feet by 275-feet in size and is currently vacant. To MTC's knowledge, the site has never been developed in the past. Surface condition across the site is typically grassy and flat, though the site slopes downhill towards Rock Ridge Parkway for about 20 feet adjacent to the road. 2 3103 Rack ` Parkway Stannwater Characterization Materials Testiag&Consulting,Inc, A niii4125,20)li7/ 1,7B070 Some bedrock outcrops were observed on the eastern portion of the site (See Photo C). Bedrock consisted of massive, resistant, light gray, igneous rock. Bedrock was also observed outcropped across the intersection with Michigan Avenue to the east of the project site and elsewhere in the vicinity of Rock Ridge Parkway. Subsurface Conditions: Subsurface soil conditions were observed and catalogued from exposed test pit excavations. This section summarizes our general understanding of site soil conditions gained from completing field explorations and laboratory analyses. General soil profiles were varied across the two test locations. General conditions and notable variations are described below. Surface conditions at both test pits were grass with associated topsoil. Topsoil varied across the two test pits. Topsoil at test pit TP-1 consisted of dark brown sandy silt with some angular cobble sized gravel and grass roots. Thickness of the topsoil unit at TP-1 was about 1.0 to 1.8 feet thick and its condition was moist and medium stiff. A uniform appearance in color and consistency of the topsoil at TP-1 to the base of the unit indicates that it may be placed as fill. At TP-2,topsoil consisted of dark brown sandy silt and clay in a moist and soft condition. Topsoil at TP-2 extended to about 0.5 feet depth. Underlying topsoils at test pit TP-1 were angular cobble and boulder sized gravel. Gravel consisted of massive igneous rock appearing to be fractured bedrock rubble (See Photo B). No in-situ bedrock was observed by the test pit termination at 3.3 feet BPG. Soils underlying topsoil at test pit TP-2 consisted of a mixture of sandy silt and clay subsoils. Although subsoils were similar throughout the depth explored at TP-2, soils have been grouped by clay versus silt content and consistency. Extending from about 0.5 feet to 1.5 feet BPG at TP-2 were very stiff, dry to moist, medium to dark gray sandy clay with gravel. From 1.5 to 3.0 feet BPG were very stiff, dry to moist, medium to dark brown sandy silt with gravel and some woody debris and angular cobble sized gravel. From 3.0 feet to the termination depth at 3.5 feet BPG were medium stiff, moist to slightly wet, dark gray sandy clay with gravel. Soils appeared to be native fill soils or had been reworked for initial site grading. No bedrock was encountered at test pit TP-2, however bedrock was exposed at the surface approximately 40 feet to the east. Geologic Literature Review The Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR) indicates that subsurface geology of the project site is mapped as the unit Ji(f)-- Jurassic intrusive rocks. The Jurassic intrusive rocks are described as a heterogeneous complex of 3 3903 Rock Ridge Parkway Storrnwater Characterization Materials Testing&Consulting,Inc. April 25,2017 ll7B070� gabbro, diorite, granite, and other intrusive rocks. Texture is fine-grained through pegmatitic and locally metamorphosed. The NCRS Web Soil Survey maps the entire area of study as the Fidalgo-Lithic Xerocherpts-Rock outcrops complex with 3 to 30 percent slopes. The depositional landform for Fidalgo is hillslopes, and the soils are derived from volcanic ash, and colluvium from glacial drift, argillite, and argillitic residuum. A typical soil profile of Fidalgo consists of gravelly ashy loam to 3 inches,very gravelly ashy fine sandy loam to 25 inches, extremely gravelly loamy sand to 29 inches, and unweathered bedrock below 29 to 33 inches. Depth to the seasonal high water table within Fidalgo commonly ranges from 19 to 36 inches, and the soil is broadly classified in Hydrologic Soil Group C. Capacity of the most limiting layer to transmit water (Ksat) within Fidalgo is moderately high to high, ranging from 0.57 to 1.98 inches per hour. Depth to restrictive conditions is listed as typically 20 to 40 inches to lithic bedrock. The depositional landform for Lithic Xerochrepts is hillslopes, and the soils are derived from glacial drift and residuum from argillite. A typical soil profile of Lithic Xerochrepts consists of gravelly loam to 16 inches and unweathered bedrock below 16 to 20 inches. Depth to the seasonal high water table within Lithic Xerochrepts is commonly greater than 80 inches, and the soil is broadly classified in Hydrologic Soil Group D. Capacity of the most limiting layer to transmit water (Ksat) within Lithic Xerochrepts is moderately high to high, ranging from 0.57 to 1.98 inches per hour. Depth to restrictive conditions is listed as typically 10 to 20 inches to lithic bedrock. Soils observed on the site are somewhat consistent with the NRCS Description of Fidalgo soils and the mapped geology of intrusive rocks. The site appears to consist of bedrock overlain by varying thicknesses of fine grained soils. Near surface soils at the project site observed within test pits are interpreted to be native fill or reworked soils, likely disturbed during initial site preparation activities. Based on the interpretation of cover soils as modified or reworked, water transmission capacities cited from the NRCS Web Soil Survey should not be considered valid. Surface and Subsurface Water Conditions: During MTC's site visit during the early spring,no surface water features were observed on the site in the vicinity of the proposed improvements. MTC did not observe evidence of channelization or erosion from surface water during the site visit, and the ground surface was typically dry to moist. Groundwater seepage was not observed at either test pit nor had either test pit collected with water prior to MTC's arrival. A slight increase in moisture content of soils was noted for clay soils in TP-2 at depths of between about 3.0 and 3.5 feet BPG. The increase in moisture content could be attributed to shallow perched water conditions over a restrictive layer at a depth below the test pit termination depth, however additional exploration would be necessary to confirm these conditions. 4 3943 Rork Ridge Parkway Sternswater Characterization Materials Testing&Consulting,he- Apra 25,.Z0i7 ll1B 17,9 A pervasive groundwater table was not encountered. Groundwater or free water conditions were not observed within any test pit locations to termination depths of 3.3 and 3.5 feet BPG at the time of our site visit. Cursory review of available well data from the project vicinity indicates the regional water table resides at depths well below the realm of scope and concern for this assessment. Based on the season of field work in the early-spring, water levels are expected to represent a seasonally high condition. MTC's scope of investigation did not include observation and determination of seasonal variations, conclusive measurement or monitoring of groundwater elevations at the time of exploration, or determination of groundwater levels past the depths explored. Stormwater Design Feasibility Assessment: Based on our site exploration, it is MTC's opinion that stormwater management through infiltration is infeasible at the project site. The site geology consists of fine grained native fill or reworked soils over bedrock or bedrock rubble. Bedrock was observed to be exposed at the surface on the eastern portion of site,though was not observed within the test pits indicating that cover soils extend to varying thicknesses across the site. Bedrock and disturbed native fine grained soils are not considered to be adequate for stormwater infiltration. Our observations of soil conditions at the site indicate that the site is ineligible for infiltration as a means of stormwater management. 5 may,Rock Ritign Parkway Storozwater Characterization Materials Testing&Consulting,bre.. Asfril 25,.2017 11713070 Closing Remarks: If desired,MTC may be contacted to review proposed site preparation plans and project specifications,to ensure they are consistent with the intent of the observations and recommendations provided herein. In addition, MTC may be contacted for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to earthwork support consulting, subgrade bearing and infiltration verifications, laboratory materials analysis, and special inspections if required. Mr. Moehl,we trust this report presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted; (Wasyry:\\ / 4tri, 3ed Ge°- 04 25-20I7 I Aaron Arthur Fitts Aaron A. Fitts, L.G. Project Geologist Attached: Limitations and Use of this Report L'nendix Al. Location and Vicinity May Appendix A2. Aerial Photo with Test Locations Appendix A3. Site Plan with Test Locations Appendix B. Photos of Site Exploration Appendix C. Exploration Logs 6 3943 Ridge Parkway Steinswater Characterization Materials;')Testing&Consulting,Inc. Avid]25,2 1)117i l'7,I107(i Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard;they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Steve Moehl and his design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Moehl or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Moehl agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 7 ..__ •_______— -- __-_ -.1 :. • • _ _____. .___ _ _ , .____.•___ _... ., . 39A13 Rack Maze Pkiway Stensmaisiter CbaRrac te r f_'.2:2'1_;I 0 ET. Mai; Testing&Cetemeirming, Ine... A p.)i jill 25 2017 t 7M57/0) Appendix Al. Location and Vicinity Map . ...._..,_ ........__ ... ,..... ., . C.th St • 'op Sattle i- rk nacartes . . .- . -- . ,-, • I (.2ot . . ..: .. . . . . • ,, ] . ,.-, ,..10-2L.- -.,,,...•,..-.,-..;.; . ;' - ...,.. -__k_....; __ . :1 ••----- ., --- '.... ,,„„•_..!._ -. -• .: , :. 4.• . , , •..- 1. ' ..', • .,•-• _.,-,,,.: .%. 'Lit--.t .-..-:', - ....,----.--- - _ - v- :-.,,, - • - .., ._,c•• ... v. .. . ,...18. (gt • -'. 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"44. • , b, M,; ,1 1Ya "ref. + �i,. • II + •• �`.•.d 'M ,^•5+`.I Td' '. • > ` � .. ••! v 1 *Ai 1 v>a 4y, • I :NW ,lam $ �i �,, '! f .; ,.. , ,' .w p' ,� i ,,,,,/ I ° s+' Ma Source: Googie Earth 2017 T4�''r Materials Testing Consulting, Inc,Ins Aer� Photo with Test P b l�� ii c:c, �„., 777 Chrysler Drive Stormwater Characterization Modified by MTC: AF Date: 04/13/17 Burlington, WA 982333903loek Ridge Parkway NOT T® SCALE Not for Construction 7• Anacortes, WA 1 9 3903 Rock Ititig@ P trkwily Stormwattw + harnf torimiti®n IVInt@riniN Toting & Consulting! Inert I . April 25, 2917 i7B070 Appendix A3. Site IFlan wi iIoeations ________::,_,,_____ ifi3OSION B.MP NO1E5: NOTE: l UnderMrCk../k VP?ttyst�f ��y�• % U!li!it'S;PU+JIC7 U5©lt1r+ 1•EPOStON COMROL TO BE MAINTAINED,eriTH it-= USE CI A SILT FENCE ALONG THE LOWER GRAVIT'r tre•^rh► ,s melt-c.d.no LIMBS OF CONSTRUCTI N.SILT FENCE IS TO BE j CK✓'n C4!tirry cf ine strt.-et. ANCHORED IN A TRENCH FILLED WON ONSTE SOIL. !'.--' �►l 2.ALL SPOI;SOILS TO BE HAULED OFF SITE- f•EDE4RIANR.�MPONE:+�=NSDEOf -_ •' O W./WAY PER• YFE I•'OESIGI, �3 Co-1 - �ii TOTAL LENGTH OF;AMPNOT ,' Qj /-r'- -� 'EVE 3.ALL COl•+STRLtCT;�'�N vrH1ClE TIRES TO BE 16fiuSHED ,.. RECrUIREc TC)D.CEEO!EFT IN LENGTH. � � - `,.SCR NOT V/ASHEC'i FREE OF DEBRIS BEFORE LEAVING THE ,A SITE, �! • :01:...i.t..r.e.r: Y:; -'" ��Pbxl!c°t:Bark w!1ry�::: a.THE CONTRACTOR SHA:L VEEP C,FF SRE STP.EETS �� �,.� ,/ ry y SI(UL�S=F}�sy ,' ! CLEAN AT ALL'tIMES BY SVi EERiNG AND SvRAPiNr �• i.� o• -..%^• ON A DA;Y BAST5_V.°ASHITIG OF THESE STREETS WILL . ,, n,� 4- ( ") T \;�` WATERCJT.NECTIOLI NOT BE ALLOWED WITHOUT PRIOR APPROVAL. DfiNEWAT ENTRANCE .� -~ 2.'- l F y, `\,. WADOTF. 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C• +1 "y' '' J ., t • rrr���'��°1yy, a` , �]"J[.i �,d ' .. • yI .�.�.. 41 •'.a C,J , pr' - [/ II .1 : �I 4 , YI L•• • O • , + ♦ ~ �I � , '` _ , ' - '9 1'Y '- 0 - • • . �y{ . 1 I�••� (/ t f r flik3 �• , i 1 A� , "', • �i� - r✓ .f o ICI . i T 1• / - I+ •.•. . •tl 'a 'i. • '{.r r�.i •\*VII (i�Vl • • a �J L ,. 1 ' •'�j,'. 3503 Reek Ririe Parkwaiy Starftwater Characterization Materials aterial Tes> ;&Consulaim,he. A S`1i l 25,,2047 h7A 7 ) Apendix C. i loration Logs Unified Soil Classification'ication System Chart Sampler S ai esj l�an Major Divisions I Graph USCS Typical Description �' — iiiStandard Penetration Test SPT p Coarse ° U• Well- raded Gravels, Gravel-Sand Mix- Grained Soils Gravel •'p•. � . GW e �. tures Clean Gravels , ," all Shelby Tube More Than - GP : Poorly-Graded Graver,Gravel=Sand 50%.of .•• G . Mimes Coarse Frac- - Grab or Bulk . tion Retained t '7 ` j GM Silty.Gravels;GraveSand':Siltll�Jixtures 151 -- More T1ran 50% On No,4 b '• •C= California(3.0"O.D.) Retained On Sieve Gravels With Fines n . n Clayeyix Gravels, Grave1.Sand-Clay M No.200 Sieve GC trus I Modified California(2.5"O:D;); n �, � _ • • : . , SW Well-graded Sands,Gravelly Sands Sandi Stratizranhic Contact 'Clean Sands - -'--"-I Distinct Stratigraphie Contact More Than_ . ' SP • Poorly-Graded Sands, Gravelly Sands 50%of i• ; Betweem sail'strata Coarse Frac- - ` GradualChange.Between Soil tionPassing ill SM Silty Sands,Sand-Silt Mixt es Strata j No.4 Sieve �� Approximate:location of Sands With.Fines. - __- - - - stratagraphic change. w:;� '. SC Clayey Sands,Clay Mixtures Fine Grained 1 1 MjL Inorganic Silts,rock Flour, Clayey Silts Groundwater observed-attime of Soils I With Low Plasticity exploration n Silts&Chrys Liquid Liinit Less. i ,' CL Inorganic Clays of Low To Medium exploration, ,g welt or pl level to Than 50 PlasticityMore Than 50% exploration;well,or piezometer Perchedwater observed at time: Passing The OL, Organic Silts.andtOrganic Silty Clays of V of explorationE No.200 Sieve Low Plasticity . I ' MH 'Inorganic Silts ofModerate Plasticity f, Description % 1 Silts &Clays Liquid Limit i ' CH I Inorganic Clays ofHighPlasticity Greater Than 50 ` i I Trace >5; i i Ir, ' ' OH Organic Clays And Silts of Medium to Some 5- :'4t- High Plasticity ' 1 --- -- PT Peat,Humus,Soils with Predominantly With >1 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils 1 DESCRIPTION ' SIEVE ' GRAIN SIZE APPROXIMATE SJZ -- SI%F Density SPT Consistency SPT Biowcount Bioweount_ Boulders > 12" > 12" Larger than a basketball, - Very Loose 0-4 Very Soft I 0-2 i Cobbles I 3- 12" 3- 12" I Fist to basketball L Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3°= Thumb to fist - — — �- Gravel _ -- - - Medium 10-30 Firm 4-8 Fine 1 #4-3/4" 0.19- 0.75" Pea to thumb Dense i -_-- - i : Coarse I #10�-#4' 0.079-0.19" Rock salt.to•pea Dense 30-50 Stiff 8-15 - Very Dense l >50 Very Stiff 15-30 1 Sand Medium #40-#10 0.017- 0.079" Sugar to rock salt aHard >30 1 Fine #200-#40 0.0029-0i017" Flour to Sugar Fines Passing <0.0029" Flour and smaller 1 #200 M tel 3Llls Testing & Consulting, Inc.. USCS Soil Classification Chart traGURE 777 Chrysler Drive Stormwater Characterization Burlington, WA 98233 3903 Rock Ridge Parkway 4 Anacortes, WA 13 _= I Reek Bilge Parkway Stormwater Characterization- Materials Testikg& Consulting,Inc. April 25,20117 1171 l • MATERIALS TESTING&CONSULTING L• 777 Chrysler Drive, Burlington,WA ® C Test CS -_,it -f l GEOTECHNICAL SERVICES, McLean Site Stormwater Bate Started :04/05/2017 3903 Rock Ridge Parkway Bate Completed) :04/05/2017 Anacortes, WA 98221 Sampling'Method :Grab Samples. Location' :16 east of western property corner MTC Project No. 176070 Loggedfly,, :A.Fitts OD ai U � DESCRIPTION ; `45 � � o E IL 2 C7' E 0 - SANDY SILT, some angular cobbles, grass roots, moist, medium stiff. Dark BROVWi . Topsoil Fill - ML-OIL. 1 GRAVEL, angular cobble and boulder sized, fractured bedrock rubble, no in-situ . bedrock, dry, massive. GRAY. F Fractured Bedrock a-- _ = GW,.BR T.D. 3.3' BPG Test pit terminated,prior of MTC arrival. Perched:groundwater not observed. Groundwater table not observed.. 4-1 14, 35(113 Reek Rialge Parkway Sininnnwafter Clinuraetteinaitien 1 r Testing& A;will 25, G. .�y01l 11 ii.:026 MATERIALS TESTING & CONSULTING 2 777 Chrysler Drive, Burlington; WA Log �� es �i ���- GEOTECHNICAL SERVICES. McLean Site Stormwater Date Started :04/05/2017 3903.Rock Ridge Parkway Date Completed :04/05/2017 Anacortes,WA 98221. Sampling Method :Grab Samples • Location, :30'NW,20'NE of southern property,corner MTiG Project No. 17B070 Lagged By, :A.Fitts 0 N N � � N � L , 17) c' ca. DESCRIPTION Q a, r1t a D. 0 faD a SANDY SILT and CLAY, grass roots,,moist;.soft.D.ark:BROWNI. 14AL-flit Topsoil Fill J SANDY CLAY with GRAVEL, dry to moist, very stiff(4.5 twist). Medium to Dark BROWN: Fill 11— GiL 1 SANDY SILTwith GRAVEL, some woody debris, angular gravel to cobble size, dry to moist, very stiff(4.5 tns/sf). Medium to Dark BROWN. Fill 2— MIL 3— SANDY CLAY with GRAVEL, woody debris, moist to slightly wet, medium stiff (011.5-2.0 tns/sf). Dark GRAY. GL T.D. 3.5' BPG Test pit terminated'prior to MTC arrival. Perched groundwater not observed. Groundwater tablenot observed. .. . 4i-- 15 I Q!,— 35'Max Height Restriction I Construction Height To Be Verified By Contractor Not To Exceed 35'Max Height Restriction From Top of Roof Average Natural Grade I a drafting . 4 Extend Roof Line Over Ridge & design LLC • 8'-1 1 1/8" Jonathan Richards 6 12 A atones^Washington 98221 8' Ceiling Z ph 360.391.0832 em ranarlaa_51ellatintem 6'-8' Header Height 1 II // 1■ 1■ V " // // / 1 >/ Project Description: III III /�` ilk 11 /�/l�/��� /// ,/,,' N i 8'-1 1/8" t ' " ' /// // l /// �/ /�• w Construction of a Single Family Residence li Extend Eave Over Door 0'' / re Main Floor ---r— 32'0' 9' Ceiling 1 Plan Information: 8'-0"Header Height ` I Main Floor 1790 SF ./9/ / ' '% /' . �/f/� / - - Upper Floor 1159 SF 6'-8'Header Height / /l// { /�// //' _ i" % f l/ /�/� I Total 2949 SF // / / / �// /i/1 /� /�� Covered Deck 97 SF i 9'-1 1/8' ////// ///l/ _ j// /� Garage 9155E /i /� r /�/ /� / _ - Lot 15750 SF 7 i yAPrfloXirn&eExisiinGrade i >114 Main Floor9'_e"Ceiling - - - - ----- --- -- ----- - -- ---- -- - — 1 \ -- 1 I —— I' I_ _ Average Natural Gradesaii Q In Building Footprint — r r — ——— — j — — a Cl Coll vase ——— — Finished Floor r — ON. South Elevation cr Top of Roof al CC a '—• J 0 2 5 10 N U I I Scale: 1/4"= 1' Ilt •1 a Interior Vaulted Ceiling/Scissor Truss C Pep 11 U �t . a ■ 8'-111/8" Vi Q 1 2 �{ 'I 'I 12 ; V . 1. 1. Ill.111 uu► `Inuunu - O Si II II 11 1 11 itj I�r1 11 II Itl 111.// 8'Ceiling III I rU�// /r I 11 1II 1 6'-8" Header Height Oa— ^ / _ r/% ///// /7 1 ■1 ■I ./ j////� iX Clipped Eave This Side = / _ /� / % I ///! .%/ / ,1 I J/ /7 / IIl II 11 // A , / C en flashing At Corner _ /�/ �/ //�/ 8'-1 1/8 0 //���� /,ram ' E 1z / /. /,/�', a 6 1- J [ - c Is. Main Floor v 9'Ceiling ° en I�I�I 1 %// _ i �' // �/ /� [ 7// //7.o7 , /%I "// // r i ' /j , �/ / 3T 85/8" 8'1Y'Header Height j �� // ` . J' �/j/, ///j/ j t 6 ///, 6'-8'Header Height Revisions: fir /// //� // / // .. // / //// / / / Print Date 1/13/17 j = //// I// ' I / ����`' �' / / �/ /• �// / City Changes 2/6/17 "-`" = /� // j// / ���i. - %/ /�// / // / /// :7,9 ,, � 9-1 I/8, 4i�j //// I-ill" / � 7 // ///// I rit____ 2 Index: Cover Page A1.0 Main Floor Site Plan A1.0 _� °'-6"Ceiling Foundation Plan A1.1 �� Main Floor Framing A1.1 — 5 2011 �_ _ r— I //,i f � ////� �/ / f 1 Garage Basement Plan A2.1 FEB _ _ _ / / // / ., Main Level Floor Plan A2.1 j� 2nd Level floor Plon A3.1 /� /�/ ' 2nd Level Floor Framing A4,1 at Roof Plan A4.1 �� �- - Building Sections A5.1 0_6 North&East Elevations A6.1 CITY OF ANACORTES ) South&West Elevations A6.2 West Elevation South Elevation Finished Floor West Elevation D 2 5 10 Non Structural 6x6 Knee Brace I I Scale: 1/4"= 1' It6 • 1 LOT COVERAGE: LANDSCAPING REQUIREMENTS: drafting ' RESIDENCE AREA 1851 SF Minimum tree size shall be 1-1/2"caliper. Minimum & GARAGE AREA 299 SF Shrub size shall be two gallon. Minimum design LLC PORCH/STAIRS AREA 147 SF groundcover shall be one gallon or equivalent. TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 r-� r # for further info. i LOT AREA 9291 SF Total Required Trees For Code Compliance 9 Jonathan Richards LOT COVERAGE 24.7% Tree List: ,;�j 5105 Sterling Drive f• Ek3 1 5 2011 \\ Deciduous Trees ) 9 Anacortes,Washington 98221 Dogwood (5) TESC NOTES: Alder (4) ph 360.391.0832 LIU em jonalhan_59(?hohnail.com ��eC,QRTES 1. EROSION CONTROL TO BE MAINTAINED WITH THE CITY OF USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. BUILDING AREA 2290 SF �� CONCRETE AREA 1732 SF ��• 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF 0 C��e TIGHTLINE DOWNSPOUTS AND 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED LANDSCAPED AREA 5269 SF ‘k`O FOOTING DRAINS TO CITY iiiitiNOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE LOT AREA 9291 SF STORM SEWERlik Planter: Bark w/Trees,, SITE. �o� Planter: Bark w/ ,���� Shrubs & FIQWers� LANDSCAPING PERCENTAGE 56% / Rocks, Shrubs & / �,` �/�+ �,� - 4. THE CONTRACTOR SHALL KEEP OFF-SITE STREETSIII .� � �. Flowers 3t� `1 ALDR�� CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ,O .*' THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR Provide Driveway t �� , '►�; \;�t�e `.�'i \� ! ,� APPROVAL. 0 Entrance Of Quarry Rock topet'N wet, �� ' i� G r' 7 Base Prior To Construction Q le �' '� DGWD eiao -�0 N Flagstone �,k 0,-. _ w �e 1" 1� \ O N,� � Flagstone Path CO \ Patgh / w1:� ROS- ��♦♦ ♦♦♦ \fl0 In Gravel W g • 000 e. /-2-4,1- 'c. ) 0) a 4 \ DGWD,;Ij\\, o , ��.� % Porch��♦ ♦♦*i '°moo ,c • ALDR/ l� te� �• ♦♦♦�� /I�♦ •♦�♦O ADO Planter: Bark w/ s �•.' 1 041,♦ ♦♦� ♦ ‘r• l,,� Shrubs & Flowers y V ,• # ‘'''.) W ° Planter: Bark w Trees roc \ & Residence � \ ��� y 0 / Shrubs & Flowers o �� ♦ \ ♦ ♦j�:�;♦� Patio \ � 0 0 <� \ ���♦♦ ♦^♦ ♦♦♦♦� TEMP SOIL \ U gC ��\♦♦�♦♦♦ \j♦ ♦♦♦ STOCKPILE \ Q • O * ♦��♦ Garage♦/, AREA \ �/ Ago \ 4 4 /�� \ \ `ice l/�io \ • `••�• / ` DGW D ° M *8�• / 4''=i� LDR O Planter: Barw reL \ ALDR)\ A• Planter: Bark w/ / es, Shrubs F- Flowers '07 C) Shrubs & Flowers / ,�` ,, N 4oG �= / Pcp `SQ DGWD 1 ° ) / <- ` /4 Site Plan �o- °s 6 /�ac,�. C� , aS I 0 5 15 25 `� `�� LOT 4 DGWD 1� Revisions: I I i �`�e Print Date 2/6/17 Scale:1 =20 [3903] oce Qt Site Plan ►j addendum A1 . O , a, Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT l . C' _ RESIDENTIAL BUILDING PERMIT APPLI, J 0 I( Mailing,Address: P.O. Box 547, Anacortes, WA 9 Nri Office Location: 904 6th Street, Anacortes WA 988.21 <, JAN302017 Phone: (360) 293-1901, Fax: (360) 293-193$Ij J CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT34103 FockS reet,Suite#); Parcel(s)#: P I Zrj QZ(p Subdivisiion/Lot#: Elaine '\w( Project Valuation: $ ,/ APPLICANTS: not t i Pam/o`cr _4 Fax: Address(Street,City,State,Zip): �-Mail e 1 s: - � C51,et e ac.�J a vasgAi''i,,. . cows PROPS TY O ER: Phone: Fax: .1 r,iZ Mc uo Zd6 -gl. 'R3Z'-1 Address(Street,City,State,Zip): E-Mail Addr ss: Ci+r►ckiviCa/ ODJW1A I I. NTACT P R P one: Fax: eve 1{, —qq/— i- Address(Street,.City,State,Zip): Mail Address: 5( ad�oG ► . Afri a cenieSt kA- fell) , vea7`Uec..aCre,L L/L .co1.., i,,FNDING ENC Phone: Fax: Sku 4- I.4,-a�k S60-422 3653 3300-7o? - i 6, Addres(Street,City,St te,Zip): / , wn P-Mail Address: 1W Cpcuc*ierrt t A-i)Ll a col s f 1Jt4�9QZZ( KGitu3 cc7 �7 t,e (.CD 11 kt.w CONTRACT R�* rPUhgno._?� 02 Fax: Address(Street,C'ty,State,Zip): Voaie.1,AN, ICOrt"r_af 5(o5 � � D�h,,,,v, Acam,lcS(OA(11V.Z( l'a— s ,(ieL .COwi Professional License#: Exp.Da7: *All Contractors&Subcontractors must have a valid City of Anacortes NcW L acg'7ti 5:)c /z? business license prior to doing work in the City. Contact the City's Business License#: Exp. ate: Finance Department at(360)299-1968. 6,02 (qo 9ici TIN]g PROPOSED WORK: r � ]� (� (, 5f v4ik. 'C l li 1-Gidt'it/CGe.., PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfmished Basement ❑ 1st Floor SQ': 13-go Garage/Carport SQ': 'j/5' Tad Floor SQ': 1 15't / Deck/Covered Porch/Patio SQ': 3,1... Fire Sprinkler: Yes DI No [/ Lot Area SQ': I S*4"5O I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of aco es. � n /' ,1 J Print Name: C hX. Owner D Agent ❑ (specify): (S�'Vl 4h! C- r Signature: At, Date: I)zl 1_ 1'' 17 (91.2 Page 1 of 3 ,_ ? ____ 3903 Rock Ridge Parkwayon Anacortes, Washin t i� �, g drafting January 13, 2017 & deslg-n �i_C Y i iY` l!1, r` r 1 F A 3 PROJECT INFORMATION: Jonathan Richards �{ 5105 Sterling Drive Anacortes,Washington 9B221 Project Description: New Construction of a Single Family ph 340.391.0832 Residence em jonou,on_sNtdmoItom Building Official: City of Anacortes Project Description: New Construction of a Building Classification: Type V-B (UNSPRINKLERED) Single Family Residence Zoning: R2 Title Holder: Dan McLean Plan Information: cell em Main Floor 1790 SF Upper Floor 1159 SF 'f Total 2949 SF i ' Covered Deck 97 SF 915 SF Contact: Steve Moehl / John Moehl otrage 15750SF / ---------- ph 360 941 8877 / - em steve@newcreationsbuilding.com em john@newcreationsbuilding.com /•` / LOT COVERAGE: LANDSCAPING REQUIREMENTS: Project Location: 3903 Rock Ridge Parkway / Q R RESIDENCE AREA GARAGE AREA 1851 SF 299 SF Minimum tree sae shall be 1-1/2"caliper.Minimum Shrub size shall be two gallon.Minimum Anacortes, Washington 98221 Skagit Count L7 �'`V TIGHTLINE DOWNSPOUTS AND PORCH/STAIRS AREA 147SF groundcover shall be one gallon or equivalent. g y TOTAL AREA 2297 SF Refer to AMC Chapter 17.41 and Section 16.50.070 / FOOTING DRAINS TO CITY . for further info. / ��� STORM SEWER �� LOT AREA 9291 SF Property ID Number: P125826 r Total Required Trees For Code Compliance 9 / %® I 1..1IIMI ecce LOT COVERAGE 24.7% Tree List: Legal Description: Rock Ridge South, Phases 1 & 2. Lot 4 of �\F ` ' Dogcidu Deciduous 9 Phase 1 , Being a portion of NW 1/4 of the b55` • SEM�N� I ::ALDR� LOT 4 TESC NOTES: Alder(4) ( ) NW 1/4 Section 26, Township 35 North, N Provide Driveway e \ tt \- �� i.EROSION CONTROL TO BE MAINTAINED WITH THE Range 1 East. CO \'(' \�� ! [3903] USE OF A SILT FENCE ALONG THE LOWER GRAVITY LANDSCAPING CALCULATIONS: Entrance Of QuarryRock yam • ` 1 e``7 10 y LIMITS OF CONSTRUCTION.SILT FENCE IS TO BE Base Prior To Construction ? ° DGWD, DCK „ ANCHORED INA TRENCH FILED WITH CNSrTESOIL. BUILDING AREA 2290SF o \ !" 2p�eip, , \`ss� CONCRETE AREA 1732 SF Plan Note: Plans Are To Be Reviewed By All o ....A-- � i � '..% 2.ALL SPOIL SOILS TO BE HAULED OFF SITE. TOTAL CONSTRUCTED AREA 4022 SF Subcontractors Prior To Starting j'�� � �• / /Y( v� \CF LANDSCAPED AREA 5269SF Construction. If Discrepancies Exist Please V/ C O ' \ \ ! ! a �, ti N\ 3.ALL CONSTRUCTION VEHICLETIRES TO BE(BRUSHED LOT AREA 9291 SF p -C ...1 �,. ! /t •� NOT WASHED)FREE OF DEBRIS BEFORE IEAVINGTHEContact The Contractor For Further .0 u. i/>:> •/, SITE y V (l �, �-j i- �• \ LANDSCAPING PERCENTAGE 56% Information. "�� i \ �: / % ` !•*`r k '. Q 4.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS Ce p�� _-•' 1p i / �•' "�.;>;i< X " % CLEANATALLTIMES BYSWEEPING.WASHINGOF C 1 Porch �Y ` �`✓' "� THESESTREEiSWILLNOTBEALLOWEDWITHOUTPRIOR a C ..-A\ ALDR) \\ DGW Q. / / /;. '',/ ; r. A�, APPROVAL. Q S at kkjj iv / Oat /s e-, Residence , x \ v. `,,. � /` 00 \ .:\ ... ;/ Cc,- r PDr;t; .. �'• � / \_ ' \ - ‘;y;. `'-.'' (: Patio / ` ) o 0 -ry. \\ x "'-•., -'y`.;, TEMP SOIL \N _ `° ` ,,, STOCKPILE \ cr� j \ , ( R 1,Yam\ lr Ur.ry. _ Qr \\' \• /, AREA \\ Lae Parr o Garage \ \ a \ \ � .; ,,�.\ \ • sO atlt \ { / Di) Revisions: \ A . ' / �' ci ,,,tri:a PrintDaie 1/13/17 - - 0 N, / eSS) c it . - _ la �� \♦ 7 / / / ALDIy; �\ ALDR J/ �� \ / fr^ c5` ` :1` Index J \ / n $t Cover Page A1.0 \ • / / 3903 Rockrldge Parkway Site Plan A1.0 �Q., p / DGWD OMGI(lOW Aviation = - - Foundation Plan A1.l / ".r Main Floor Framing All a \ \ '. / / Garage Basement Plan A2.1 / - -- Main Level Floor Plan A2.1 /� Site Plan G�� �\ /OG� ri _ 2nd Level Floor Plan A3.1 rho\ / Sesp f?‘ GWD a, 1ndLevelFloorFraming A4.1 I 05 15 25 L'F‘i �O 17j. Roof Plan A4A ns A5.1 c`�e North& East Eng levallons A6.1 Scale:1"=20' South&West Elevations A6.2 4A°pe ci Eiter2kRnge im Project Information Vicinity Map 0 Vicinity Map I Scale:NTS Al • O �, NT II o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTME�N7T 1, cye RESIDENTIAL BUILDING PERMIT APPLI, U 0 1J M ‘.7 Mailing-Address:P.O. Box 547, Anacortes, WA 9 ''' Office Location: 904 6th Street, Anacortes WA 98821 JAN 3 0 2017 Phone: (360) 293-1901, Fax: (360) 293-1938 1I CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT 1 r ,Sui Parcel(s)#: Z9ZForkie 36 P 1 Z=j QZ.Cp Subddiivisiioon/Lot##: Project Valuation: $ APPLICANT:, ite rmit 3Phone:-' ii— Fax: Address(Street,City,State,Zip): ail Adklrel s s: � Iit° ovtSgje,�t�. C(*APROPERTY OWNER: Phone: Fax: h it.d I' CV al 1 z —Vl9' -q 3 z / Address(Street,City,State,Zip): E-Mai Addr ss: a+-icksi i aDjwtAil.cov, CJIQNTACT,I,TR0971: Phone: Fax: tle-- rIOC No-qgl— — Address(Street,��Ci�tyj,Sta e,Zip)q Mail Address: 5105 asc�oGlDl /�ylGcajeSl G 7 GG 011I , ��eeDiue reca (J31,4 � •oo,..,, ��DII�G Al,��� Phone: Fax: ..l (G 360-C!?2 3653 3(4-7o? -XII(� Addrffs(Street,City,St te,Zip): P-/Mail Address: 1yc0 r�rekerrta I Ave- a col 165 OA q,J2( 1Cutu c�..S "i- 141(.(1J 141 CONTRACT R�* l Ph ne ` / Fax: Me60 c� . — Address(St�reet,City,State,Zip): 1�M,,,a-��lAN 5 ! iGt.! V7: ,�r.��eS"1.0A(1 pz ( . o(i-ca-r;ep lws.co w * Professional License#: Exp.Da All Contractors&Subcontractors must have a valid City of Anacortes NGW C Q e i 1-I 50c 2 jZ n_ business license prior to doing work in the City. Contact the City's Business License#: Exp. ate: Finance Department at(360)299-1968. 6.02 Glio 9101 l/NI k PROPOSED WORK: PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ 1st Floor SQ': 13-go Garage/Carport SQ': J/5 2nd Floor SQ': 1 151 Deck/Covered Porch/Patio SQ': 3.... Fire Sprinkler: Yes ❑ No C2// Lot Area SQ': 157'5o I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of acortes. Print Name: . Owner ❑ A ent ❑ s eci / 4,('Lc. g ( p fY) �'v� Signature: Date: 'I 1VI F- 1 � 0‘2 Page 1 of 3 ei — 0/7 --- 00 `, $ ' IMPERVIOUS SURFACE AREA Existing Impervious SQ': New Impervious SQ': Total Disturbed Land/Soil SQ': t, Total Proposed: Cut: Fill: I New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: / Furnace: Gas#: X Elec#: Other#: 1 Gas Water Heater: #: \ ( Location(s): 1 L/ Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: X q Laundry#: I / Other: ��6� Range Hood: #: I Location(s): Ic.; 1_c,L - / ?_— Fireplace: Gas#: / Elec#: Other:#: Location(s): t Clothes Dryer:/Duct: Gas#: 1 Elec#: Other:#: Location(s): t (....- Stove/Range/Oven: Gas#: { Elec#: Other:#: Location(s): Range Hood: Location(s): Gas Outlet(s): #: Location(s): Other: #: Location(s): TOTAL PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: fixture Type(new and relocated): Total#: Water Closet(Toilet): gerator water supply(for water/ice dispenser): / Kitchen Sink: I Pr sure Reduction Valve/Pressure Regulator: Utility Sink: / 1. W er Service Line: Tab: jer Piping: i Hand Sink: $ t/'Clot s Washer: ( v Shower: I tric Water Heater: Tank-less? Yes 0 No ❑ Dishwasher: / Bac ow Prevention Device: Hose Bib: -/ TOTAL OUTLETS: TOTAL OUTLETS: 9 )2,e4 C- S Page 2 of 3 C.) Y oA 4:4401110" CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3903 Rockridge Parkway Owner: Daniel Mclean Constructed by: New Creations Building Company LLC Building Permit#: BLD-2017-0050 Date issued: October 3,2017 Use Zone: R-2 Dated: August 17th,2018 Authorizing Official: tQ TIGHTLINE DOWNSPOUTS AND ‘OG FOOTING DRAINS TO CITY OA STORM SEWER TOTAL„„_ O� f J LOT AREA % 1�11 Few l LOT COVERAGE -�b 3 SEMEN ..-ALDR j LOT 4 TESC NOTES: A °ok ert`I‘re � ��,`��� - [3903] 1.EROSION CONTROL TO! UCTION. I �tion f pop �0 �.�.. USE OF A SILT FENCE ALON Q � � 20 S- ---- "\S f ANCHORED LIMITS OF INATRENCH f s. f I ' \��qC 2.ALL SPOIL SOILS TO BE H ✓'✓ �,,.,� J \ 3.ALL CONSTRUCTION VEF NOT WASHED)FREE OF DEI \ /". .. ° tr D ,�""� NIY 2� 4 ///\ h 4.THE CONTRACTOR SHAL G W, !) CLEAN AT ALL TIMES BY Sw �`0i. <yr i / ��� • orch THESE STREETS WILL NOT BE `yam. s . J ' A� APPROVAL. ALDR 1 '''..:Ic._•,_\—i-'\A'c•/.7 4 y Ae . 0 0•\\,. ' �` SS. 6• yam' c,°` - \\�, 1,�! s , e \,0o Sjo\ Residence \ '/ ,. \ \~ \� Patio / \\ o / / \\ TEMP SOIL \ \ STOCKPILE NN `� Garage AREA I \\ ,o \ .a \ \ .50'9- \\ \`N / / i' \ - r r \ i i ll L5 V L5 ....... JAN 3 0 2011 11 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR McLean Residence 3903 Rock Ridge Parkway Anacortes, WA 98221 2015 IBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. L“ri-...',''''x'ittli 1 /6 ' 4 ,StGt SCHEMMER CONSULTING GROUP PLLC . ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING !�• (4P�'j�1"�}�� '� RESIDENTIAL HOME DESIGN '/ONALE n 0.1` I SCHEMMER CONSULTING GROUP PLLC•301 30-r"STREET,SUITE C,ANACORTES,WA.98221 •(360)293-9006 2cl c /&C, /7-oa7 I ZAec.. I ) : IrOrif1tt FcV, & 136AL-7) =2Glg 4o;z PS )--©.6xlslu„.,) oi.-Gx2,1g /289 ?sF lAJ I F /2,g9 06 4-.__3•—) ,ZSgt G-o-v-pev . 2 c>J w) D LFpF r (249 (If-0 -`le' 41 V)tub TD1- or, /2,8°)(zt-Z) = /234 SEt5/-tcc_ ; =. - 0,772 R=6.5 I =l,c) (=1,S Cs =0,6188 . Fri c) Rc9'0-c ; /,3 x 6,c G_ 8.658 Ar-- _ 2//11/t ^ 7,0 _ j72 fr,.DA4A40. c, /,. x 7,46 9,698 - mot-=4_7,= /83 % :4_____Goy. i'AU 30/2= 1 b 3$70 E 48+ 4- < it 1-;:vift= 67o \ v 6/Z lJ 3�-7O I/ 352 2 . 28c5- 14-. Cu :h— 15 370 23 16g3¢ I • s2Z r6) S . 38/Z = $772 110 22 390) 3 <.?> ` 3190 Fu 1a/Z 320 0 d g� 4 30/. o /0 38.7D � 2 3 7 3 �� :\ lc $76,+ 2 s$o =G, 0 5- /290 7 <� ll6ro 3 is 387o+ 25130= (49--o p r513 Lk 4. 4s3$ Is- 3 870-r � g6 -- G 20 323 2 z9o3 / Z2, 877Z+ 37 84 =125 5Z i9 Gqg 5, Q 6 278 2O7S /BIC / 7Oo7 a_ _ __ _ r..._ • �v a�� r Tw4� � a S �itA� � �,u"ictLUz �+ s c+r�tke_° t T COlitki-taiZ E B---± 1 = 22 7Z37 ° ftY ze4 (0 0 ii 7 isz Lc_ 30 70 h ZsBv = Vc ,c) 13 496 4 4 kJ, G- 12., 3870 + zo‘et- = OM ig----- 3 9 � 3 <i> 3s 6o Arfr 14' 24o4 14 • ( -72, / . ts4g .-S (,, to 32.1 / es 5) I Etc K 7-- rz4- aca 48433 t F L. • 22,, 37M /2, _ 315- z Zoe R la . 2-c) 6 4 /2„, / lL . C Q is¢8 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes O 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box © 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (4) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 6\ 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2 3, 4, 8, 9 I or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field 07/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. © 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4"x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3"x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type O Simpson MSTC52 -FLOOR TO FLOOR O Simpson MST48 between floors 3O Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDIORJ 4O Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O Simpson HDU14-SDS2.5 W/SB1x30 $6x6 POST 0 Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST 9O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB" are fabled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Gli CiMCPdC21 JAN30Z011 _, CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR V c can Reslldence 3903 Rock Bodge Parkway Anacortes, WA 98211 201_5 BBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. c � laik �rC!IT,- i,ill, 1 ',o., SCHEMMER CONSULTING GROUP I LLC `�;k M : ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING cif"� ��� � F RESIDENTIAL HOME DESIGN 8 ONAL * , (71` ` / SCHEMMER CONSULTING ..1^1;- PLLC°301 30'"STREET,SUITE C,ANACORTES,WA.98221 °(360)293-9006 2d/ c / 5C , _ / 7-oat / . _ _ .0__ bresecoge . seifxre) ;. "COW lett' 8 /34,7) , zieig hair efil rs otez) = o. 6 tc pc ep4) = 6, 6 x 2r4-8 _ /2. 89 ?SF I-0 tut . c ?.- r.,OF ‘ , / 2 , S9 06 I- S) -...--t _ , ?Seri ed(Ins.ww. Geo- v-rt,teiv . III i ,u,) Dt)fr-frieN, (z559 (444 _ ao 11/ Mob Tx) Hakto r, /2 1 ° 9 0 'Pli -k- %-) c /23 -te4 SEt5ifs-vc ; �� b I Si); -:: o . 772 RCGS I -ezie, o ez- vs 1. Sri = o ,4s ( Cs : o , if8B . Fr„ cb Root? ; 1, s x 6 , C. G .:-.. 8- . G58 Arse. - 2 !/ #/t Ti?), (,) uosit, i. s xs43 ='. 7, osg Ar _ V ; 17244- <— Gaol , �-� MAW . el L 3x 7. �6 C. 9, G 9 8 ; ti— = iZt - /,/ 3 '44 <— Gay . 53 - -- SU� A � \"' ku' Vu `T Tra `uglcDzu I. rWG71t .ke_ K CammorititS (" A v so/2 = 15 3870 g4e+ 7o a . \ tu (5/z. = l5 38io ii 35 2 2 • 3S Vv_.:-6 C ,) so4 " is 3070 23 / 60 s �c � 0 bo wa ezm34 8772 ? % 39 3 . 3' 1O I Ell 38/2 c 3q- 8772 22 - I93 , .0) 3 < - 3 / 90 Fu 3oj2 3cg20 a 414- zo 4 Got) 304 3 g70 70 33 %6 g is‘ ty 87O + 2580 = 64so S /290 7 4 Il bro 3 lc- 3870 + 298p — yg5o 142-14 53S i 4 . 4Q3$ . C 1 - 3 870 t 25-t0 = G,4-97) 20 S13 o 2 1 ii 877Zfl4 = IZS g /-6 G98 St 0 5-ys1 0 .1 ZL `z/ + QZ - --el 0 . i 3i7 5.0 i,c)-0) --i- 4> I -y)_ , c g/ z5_0/ 9 s / S'3'5'lz L) • H -- 2.oi,z +1 4.4 c�s2 <17 s 1G 51 . 4 s =. ,- CALgi Z1 5,W 17> i7. %I- S1 Q- '79 OSsz 4 oL 2.0 Si J L1$ L ..)-3797 , -L1 `5S5ZI 7- 8 LC.4-ZLL8 Z2= L riglif14(7) 1 1 on _ ,,24(n '1)wP6 '' 6').g-eii_ -;m-Ti4forNI L09-4/ T2V1 $/@ SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 0 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field /4\ 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c.field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field 2, 3, 4, 8, 9 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3 4 8 9 or Structural Grade II CDX plywood o,c. panel edges, 12"o.c. field /0 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type OSimpson MSTC52 - FLOOR TO FLOOR O2 Simpson MST48 between floors O3 Simpson HDU2-SDS2.5 W/SSTB20 &(2)STUDS OR STHDIORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST 6O Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST 7O Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST 9O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. II @ED Hf iird JAN302311 ij CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR McLean Residence 3903 Rock Ridge Parkway Anacortes, WA 98221 2015 IBC 01/24/2017 17-007 PREPARED BY: James T.Schemmer,P.E. :,::\-,,,-Ntr,,,<<,(:).r3, 14+.6\-;:,011, ' SCHEMMER CONSULTING GROUP PLLC , 0N. 'A ' ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING °A U";STE9X" '51119, RESIDENTIAL HOME DESIGN v`s` ONAI. 0)- ` / SCHEMMER CONSULTING GROUP PLLC•301 30'"STREET,SUITE C,ANARURTES,WA.99221 •(360)293-9006 SZ9 0 ,. $Y, a/ 25sz/ i782A +ZLa `Z.z T c.obz `z �2 s 00 Q , . O --oLB 5. 31 .uas '. ; 8--5' ".1 0_519 =adz t0L82. . S1 2 alni 0 L 6z/ .S 0--50_ o8sz +oz8l 91 ' 96,;1, • s _q . Q/ °Z o -z/og n ozgz <> i7 -1-8,- (61 oLas --z4I f).3 U S �b�(06g ZL 8 -)7i. -Z/11, `10 S (9��, Z 2' �Z LLB 46s -j�}g n Q 0 I 3o _t1 g91 so 0L? Sl J (i. n,� ca. s1 S2 n 4ti x z6� /1 Q J c4 z/9 b oL 8 OLB� S1 =Z/o 'IV '4,0 --- //i,FSS/ ----z.4-4-4 -k--=--(v 869Z _.--: 9-YZ xS7 ') VW C 4-1 -- . .ki ZC t L ,_v (so'L_V 1.-51e S 7 , 30() Cb q.A I, PE =- A--...of gs9'8 =9'3'1 x z'i In A s'/_C/ cy'I Z c - ZL L'o cL Dr-tx : >>>-W-9s Uzi - WAlf)G8'Z/ , Co- C' gniM �p ?//" 0-4 i--) w2> m() c (mil di • -1)-0-.) -' 9s ' = 441 99) 68'al A Q' ''ri _4s4 6g V = *'izx ,V OWd x 9.©-(c --ik2' Y SW ----- ('-'7/1)51 9 "<"'Y *0411-oi/ ; (2-0-,,i, •7'2-'V7 l Loo-L I 'D v/ 51Q2 i 2&/5- /BC. /7-007 ("FX&z tf- E IS+ 7 =22 8772*.370=12-Ma 1-2. ` /6-4 0 7 0 r is 5,t,70 i.,zs$G CA,0 [3 4% 4 4 A,,,, C 12 3870 4 Za( 7:. 5°)M. IS 3 9 3 <} 3s6z j 14 240,, 4- 14 • (7 2 4g / •<"," S 6 to32 i8 S- _(- ( k 7- (2$ 2s 48 3 f l^ , , 22 3 « 78i /2 = a 36' 2. 20 3g M. lZ _ _20c4. /z--. /22 L. i54 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field Q 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 4 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 (6) 7/16" Structural Grade II OSB 2 FACE8d Common or 10d Box @ 3" 2 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. N 3 HOLD DOWNS Mark# Type OSimpson MSTC52- FLOOR TO FLOOR O2 Simpson MST48 between floors O3 Simpson HDU2-SDS2.5 W/SSTB20 &(2)STUDS OR STHDIORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O6 Simpson HDU14-SDS2.5 W/SB1x30 $6x6 POST 7O Simpson MSTC72 O8 Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST O9 Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTBL" hold downs where"SSTB"are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,1a49PM ASCE Seismic Base Shear File=C\Usersladmin\DOCUME-11ENERCA�-1117-007-1.EC6 l- ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 V #- A_h_-06109,.ti@ , . - . I 8 SC EM u_ ti CQ.. SUL ;I G.GROUPWIIIe Residence Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-10, Page 2, Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1,5-2 Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 - 0.4308 g, 1.0 sec response Location : Anacortes.WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa& Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS2/3 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S M1213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor " Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn ": Height from base to highest level = 29.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x) = 0.250 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta "Calculated from Approximate Method selected = 0.250 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds: Short Period Design Spectral Response = 0.772 From Eq.12.8-2, Preliminary Cs = 0.119 " R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.277 " I ":Seismic Importance Factor = 1 From Eq. 12.8-5 &12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum WI below) = 110.85 k Seismic Base Shear V= Cs*W = 13.16 k 5 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,1249PM ASCE Seismic Base Shear File=C:1UsersladminlDOCUME--1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 g-. Lic # _tiara L06-0 216 1 Milk L!tcensee : SCHEMMER CONSUL ; ei G o O _ Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k" :hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi : Height (Wi*HiAk) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 3 31.95 23.25 742.88 0.5057 6.66 6.66 0.00 2 30.55 16.25 496.44 0.3379 4.45 11.11 46.60 1 48.35 4.75 229.65 0.1563 2.06 13.16 174.32 Sum Wi = 110.85 k Sum Wi*Hi = 1,468.97 k-ft Total Base Shear= 13.16 k Base Moment= 236.9 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 3 31.95 6.66 6.66 31.95 6.66 4.93 9.87 6.66 6.66 2 30.55 4.45 11.11 62.50 5.43 4.72 9.43 5.43 5.43 1 48.35 2.06 13.16 110.85 5.74 7.46 14.93 7.46 7.46 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS I *Wpx MAX Req'd Force @ Level 0.40 *S DS I *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi ! SUM(x->n) wi, x= Current level, n =Top Level 6 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,11:59AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW1O 0006 2 6 11rcens-eeK: SCHEMMERCONSULTI :GROUP PLLC Description : Residence Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations : Analytical Values . . . 1609,6.1 (1) : Total Height<=75 ft with (Height!Least Width)<=4 Exposure Category, ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 24.50 ft 1609.6.1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4) : Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1 (5) : Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs, roofs with V: Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig. 27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K C K z et zt WINDWARD WALLS & PARAPETS WALLS PARAPETS psf Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -internal Enclosed Partially Enclosed 0 - 15 ' 0.570 7.60 12.90 1.94 18.55 22.62 22.62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25 ' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30 ' 0.700 9.33 15.84 2.39 22.79 27.78 27.78 40 ' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50 ' 0.810 10.80 18.33 2,76 26.37 32.14 32.14 60 ' 0.850 11,33 19.24 2.90 27.67 33.73 33,73 70 ' 0.890 11.86 20.14 3.03 28.97 35.32 35,32 80 ' 0.930 12.40 21.05 3.17 30.27 36.90 36,90 90 ' 0.960 12,80 21.72 3.27 31.25 38.09 38.09 100 ' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.656 Leeward Wall -10.37 -4.27 -16.88 2.24 Side Wall -13.42 -7.12 -19.73 0.81 Parapet Wall : Leeward Both Directions -17.29 Both Directions -17.29 7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,11:59AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver..6.17.1.16 Lic.#:KW-06009216 Licensee:SC HEMMER CONSULTING GROUP PLLC Description: Residence MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 Item 2 = 0.656 Design Pressure P = 0.00256 VA2 K C et Krt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -13.42 -7.12 -19.73 -0.81 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -22.17 -16.07 -28.67 -9.56 Condition 2 -5.69 0.41 -12.20 6.91 Slope<4:12 (18 deg) Condition 1 -14.85 -8.54 -21.15 -2.24 Condition 2 -1.02 5.08 -7.52 11.59 Slope<5:12 (23 deg) Condition 1 -11.79 -5.69 -18.30 0.81 Condition 2 0.61 6.91 -5.90 13.22 Slope<6:12 (27 deg) Condition 1 -9.56 -3.25 -15.86 3.05 Condition 2 1.22 7.52 -5.08 13.83 Slope<7:12 (30 deg) Condition 1 -7.52 -1.22 -13.83 -5.29 Condition 2 1.42 7.52 -5.08 14.03 Slope<9:12 (37 deg) Condition 1 -5.49 0.81 -11.79 7.12 Condition 2 2.85 8.95 -3.66 15.46 Slope<12:12 (45 deg) 2.85 8.95 -3.66 15.46 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -22.17 -16.07 -28.67 -9.56 Roof& Overhang Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K Cz et Kzt Description Continuity Item Type Elf.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.656 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 V02 K nz et Kzt Description Continuity Item Type Z,Ht.Above Ground Eff.Area Kz Enclosed Partially Level,ft ft 2 Enclosed No Discontinuity Wall Elements,h<=60ft 25 10.00 0.66 +: 20.46 27.01 -22.30 -28.64 11_ / 7 - OC7 S 'gad A s ii\ NT tiopt 7.-- t5Ntz) . : 52 ±f7t • ilii21 , . 11-% WSJ = 25 ( zrL) = 125 �\ t6 l � S� . • _ So t 1Oo . ' �}— • . S' - i VoicS brLa_s___2 , I, 1 (v Lr .40 /( -11 i i i I i Av crirL - _ ___ _ do , ‘ C , - bu. 2 , Itzt 1% a •• -4 ' tic ' 2-- A A tm *az- 6 (Fel t 2) = ao ilzi 1 d RA,5 L., 4:--- 29--- (2X 4- 2) 7-_- i5.-7) -Rii IltiLt r 2004 r2) — 2810i44 . aNt2 tF '4- Z , [ , '7 • zz D A A WDl - 17 N. ) = 225-A71 it MtJz-- ZS ( ?z�= 32 S �\ vh., ,Fs cti, 72. 3,x) 41 . 4 K, 2z .. .11R( 5J25 xiC) , s_ GC (S Z4F - V�; ( * A k (A) IA_= i z . ( 1-{\ _ 84 �� wjcaCVzbo tV\ / ell [CI . eta I/ t 1/45/-- k I . • LuDts= / 2237 e:-- ( 3e4'7( W �kLI. REAc� iuNS � �`� k $S" k G � = `tflC23�2 • - 460 ��� 7 7 I 4 .4 ei Dl D DL. . 53 • W i, : 2pe6 +h2 2 = Zo04A e 72. L , . lM_ , . 627 \2 lU Sa = z�ztZ) - ZS743/ ( . igag4 ) g - L 1 .51 / 2S X (2 / G L g � P/IN) 241F ea Vai /7--oo7 k A . u0D,7 /5-(4) + 220-4'4 • w[.r 612 - 360 1 wsL 2C64)�ZSC /� 4$O'i t . I '° v2.1 8 S1 A • A .31 -• wix^ 12(1X) 7 e/ Wu., 40 OR) 2C.o 171 lzoF4-21 t"L.c. ' +O\ C -/ r ° f4 • I Co1cl2 bFZ_C B9/ .1Ol 1-1-2(to DF *2 "Y iL) FROM A-301/F A. 15(gt-2) +11 4 _3„Z.et 2S(3. +2), 175 zo 4.+-2-) ---- 380* V51125 C S P/F 2+F-V . Ft-66-12 . ., 4)i)4 . /2 ) =5141/ 4)46z4O(9 ) ; 4e � KEG<<ti-DS Fob F2 . R POT10 F . u„Ai /2(8 ). = 96 i t(01 L. =ija) .-= LL,. 1,10- .31 - 1.47D� - 3. X3 x 121/ CD C .2# g,39 c_ . wp #S t•A( EA Juki * SPAP Ls 10,1' z * a � 4LLLS o G i3EASH_ ( 7OO . j !a gaau plemo5 To PET - • WE lary_frw , s I rS /\ A - A) -- ) 201. 4-• 2-) ac 81- Dc: Looya 2 - - Wpie. tows ii 0 7 eg l72 �i . I - (Er C onnr 4= 115—(4.)-2) Is-a-r(te, (Atli` i 125x 1� � 5 GL3 'DEAF 24F —�l , I15- wp� Tor -a= 232 i344 tVisu. = 2S(40, + z) = iaozvi t u tet_ e= ito el f-2) = 018 4 kJ lay = 20 (tea) c eo 411 zo , 5' 7 , .3 ti i\ /\ - 1491Na .71----b 12 (4) :--t'l /6 g 7471 c ' tSge t fr k) LL , -s---- tr) (12,) e: 6.- ort-7( i \,Stitzs- n [ % 5-- Gt3ME- z4F - v4 k ( Co 7 , sic • ----7\ - km -r---• P. (-6 +% 1) st (ft 444 b 17. t Di az- - -I � . ib it. os �. ieR. cgs � �Z • 2 (k)5(ec- 25'( 4 , -N) - /cO 44 6x8 17E�2 P ( � (Ail- code ( ) # = Z404 R �` �6 � 2R?rç3t �I 8t4 , P = gsi t2RBn CS ot jM9 DLL�I , i6s . 7ocs� . 4l ` 1/1/1 2110 Il • 2 In 2 /X8 ii Ccc FTVG: ' tu/ (i) t4 3hte, Eh , co Ay go IS tetx12 IF 414-2 l� Y 11054 - ---1 - 8 Fr tit) AiLLLQ � Fcc� Pocrupc.-15- ( 2 +2) = zcc C BbSMt'). wp , = ( 2 (101) � Grel� w - zo ( 3 /z +2 ) = 3oD V� „-_ 4oCpiz ) " zoo zc (' tZ ) T6VPL LpwS khketets5 wV II Os ) = ) 98 DL : c' okeiss--+ t9gt \ 9Z 7 &S ' t ti = 2aô t- 640 7 84-041.4 Uppot72 : Wp . = 12. (3-1c ledvis , sc.% Ts i-ac-- w uL � WW2) an: G`�a il Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:45PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 �¢ KW-06009216 _ Licensee SC HEMMER CONSULTING GROUP PLLC Description : B-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.052)Lr(0.125)S(0.125) D(0.052)Lr(0.125)S(0.125) DD 0.052) Lr(0.125)S(0.125) i i i i i * $ $ vb ** i r•sa...---.1-4.,,-,-1.---..g, c-- -.msr:..,-.s- --,------ -4-4 6x8 6x8 6x8 Span=8.0 ft Span=8.0 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0520, Lr= 0.1250, S = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0520, Lr= 0.1250, S = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.0520, Lr=0.1250, S = 0.1250 , Tributary Width = 1.0 ft DESIGN SUMMARY l)k: i.C111 @1< 1 Maximum Bending Stress Ratio = 0.309 1 Maximum Shear Stress Ratio = 0.139 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 302.45psi fv : Actual = 28.84 psi FB : Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 7.395ft Span#where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 5219>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.027 in Ratio = 3512>=180 Max Upward Total Deflection -0.000 in Ratio = 46179>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.129 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 765.00 0.26 9.43 162.00 Length =8.0 ft 2 0.129 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 765.00 0.24 9.43 162.00 Length=1.0 ft 3 0.074 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 765.00 0.24 9.43 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 /2 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:25JAN2017,10.45PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 13-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.116 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 850.00 0.26 9.43 180.00 Length=8.0 ft 2 0.116 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 850.00 0.24 9.43 180.00 Length=1.0 ft 3 0.067 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 850.00 0.24 9.43 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.285 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 1062.50 0.79 28.84 225.00 Length=8.0 ft 2 0.285 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 1062.50 0.72 28.84 225.00 Length=1.0 ft 3 0.163 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.75 173.60 1062.50 0.72 28.84 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.309 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.30 302.45 977.50 0.79 28.84 207.00 Length=8.0 ft 2 0.309 0.139 1.15 1.000 1,00 1.00 1.00 1.00 1.00 1.30 302.45 977.50 0.72 28.84 207.00 Length=1.0 ft 3 0.178 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.75 173.60 977.50 0.72 28.84 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.237 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1062.50 0.66 23.99 225.00 Length=8.0 ft 2 0.237 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1062.50 0.60 23.99 225.00 Length=1.0 ft 3 0.136 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1062.50 0.60 23.99 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.257 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 977.50 0.66 23.99 207.00 Length=8.0 ft 2 0.257 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 977.50 0.60 23.99 207.00 Length=1.0 ft 3 0.148 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 977.50 0.60 23.99 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.26 9.43 288.00 Length=8.0 ft 2 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.24 9.43 288.00 Length=1.0 ft 3 0.042 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 1360.00 0.24 9.43 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.26 9.43 288.00 Length=8.0 ft 2 0.073 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 98.93 1360.00 0.24 9.43 288.00 Length=1.0 ft 3 0.042 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 56.78 1360.00 0.24 9.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 1 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +D+0.750L+0.7505+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.66 23.99 288.00 Length=8.0 ft 2 0.185 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 251.57 1360.00 0.60 23.99 288.00 Length=1.0 ft 3 0.106 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 144.40 1360.00 0.60 23.99 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.044 0.020 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.16 5.66 288.00 Length=8.0 ft 2 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.14 5.66 288.00 Length=1.0 ft 3 0.025 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 34.07 1360.00 0.14 5.66 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.16 5.66 288.00 Length=8.0 ft 2 0.044 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 59.36 1360.00 0.14 5.66 288.00 Length=1.0 ft 3 0.025 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 34.07 1360.00 0.14 5.66 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0273 3.563 0.0000 0.000 +D+S+H 2 0.0097 4.437 +D+S+H -0.0007 0.471 3 0.0000 4.437 +D+S+H -0.0003 0.420 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 0.581 1.718 1.513 -0.653 Overall MINimum 0.114 0.337 0.297 -0.128 +D+H 0.190 0.562 0.495 -0.214 +D+L+H 0.190 0.562 0.495 -0.214 /3 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:45PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 - Lice see:SCHEMMER CONSULTING GROUP PLLC Description: B-1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support3 Support4 +D+Lr+H 0.581 1.718 1.513 -0.653 +D+S+H 0.581 1.718 1.513 -0.653 +D+0.750Lr+0.750L+H 0.483 1.429 1.258 -0.543 +D+0.750L+0.7505+H 0.483 1.429 1.258 -0.543 +D+0.60W+H 0.190 0.562 0.495 -0.214 +D+0.70E+H 0.190 0.562 0.495 -0.214 +0+0.750Lr+0.750L+0.450W+H 0.483 1.429 1.258 -0.543 +D+0.750L+0.7505+0.450W41 0.483 1.429 1.258 -0.543 +D+0.750L+0.750S+0.5250E+H 0.483 1.429 1.258 -0.543 +0.60D+0.60W+0.60H 0.114 0.337 0.297 -0.128 +0.60D+0.70E+0.60H 0.114 0.337 0.297 -0.128 D Only 0.190 0.562 0.495 -0.214 Lr Only 0.391 1.156 1.018 -0.439 L Only S Only 0.391 1.156 1.018 -0.439 W Only E Only H Only At Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 4:09PM Wood Beam File=C:1Usersladmin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : B-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 i Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1150 psi E: Modulus of Elasticity Load Combination :iBC 2015 Fb-Compr 1150 psi Ebend-xx 1800ksi Fc-Prll 1800 psi Eminbend -xx 660ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625 psi Wood Grade : No. 1 & Btr Fv 180 psi Ft 750 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.21)Lr(0.28)S(0.351 i $ i i 6x12 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.210, Lr=0.280, S =0.350 , Tributary Width = 1.0 ft DESIGN SUMMARY I -_-. i-o-4 16 (0A< I Maximum Bending Stress Ratio = 0.69a 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 6x12 Section used for this span 6)(12 fb : Actual = 916.36 psi fv : Actual = 64.10 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.110 in Ratio= 1249>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.177 in Ratio = 781 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.332 0.148 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1035.00 1.01 24.04 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.299 0.134 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1150.00 1.01 24.04 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.558 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.10 801.82 1437.50 2.37 56.09 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.693 0.310 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.26 916.36 1322.50 2.70 64.10 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.478 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.94 687.27 1437.50 2.03 48.08 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.585 0.261 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.81 773.18 1322.50 2.28 54.09 207.00 I5- Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,4:09PM Wood Beam File=C:\usersladmin\DOCUME-1\ENERCA-1\17-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTINGMKOM PLLC Description: B-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.187 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1840.00 1.01 24.04 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.187 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 343.64 1840.00 1.01 24.04 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.374 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.94 687.27 1840.00 2.03 48.08 288.00 +D+0.750L+0.7505+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.420 0.188 1.60 1.000 1.00 1,00 1.00 1.00 1.00 7.81 773.18 1840.00 2.28 54.09 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.420 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.81 773.18 1840.00 2.28 54.09 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.112 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 206.18 1840.00 0.61 14.42 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.112 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 206.18 1840.00 0.61 14.42 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."id'Defl Location in Span +1J+5+H 1 0.1767 5.792 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.220 3.220 Overall MINimum 0.725 0.725 +D+H 1.208 1.208 +D+L+H 1.208 1.208 +D+Lr+H 2.818 2.818 +D+S+H 3.220 3.220 +D+0.750Lr+0.750L+H 2.415 2.415 +0+0.750L+0.7505+H 2.717 2.717 +D+0.60W+H 1.208 1.208 +D-e0.70E+H 1.208 1.208 +D+0.750Lr+0.750L+0.450W+H 2.415 2.415 +D+0.750L+0.7505+0.450W+H 2.717 2.717 +D+0.750L+0.7505+0.5250E+H 2.717 2.717 +0.60D+0.60W+0.60H 0.725 0.725 +0.60D+0.70E+0.60H 0.725 0.725 D Only 1.208 1.208 Lr Only 1.610 1.610 L Only S Only 2.013 2.013 W Only E Only H Only IC Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt,schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 4:11PM Wood Beam File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 L ic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy. 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.225) Lr(0.3)S(0.375) i i i i i 5.125x16.5 Span=22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2250, Lr= 0.30, S =0.3750 kift, Extent= 4.0->> 17.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY 1 14 1-0-1!°1^K 1 Maximum Bending Stress Ratio = 0.604E 1 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 1,613.62 psi fv : Actual = 75.46 psi FB : Allowable = 2,661.08psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.839ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.462 in Ratio = 571 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.767 in Ratio= 343>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.308 0.127 0.90 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 2082.59 1.71 30.25 238.50 +D+L+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.277 0.114 1.00 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 2313.99 1.71 30.25 265.00 +D+Lr+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.491 0.200 1.25 0.964 1.00 1.00 1.00 1.00 1.00 27.50 1,419.07 2892.48 3.74 66.41 331.25 +D+S+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.0 ft 1 0.606 0.248 1.15 0.964 1.00 1.00 1.00 1.00 1.00 31.27 1,613.62 2661.08 4.25 75.46 304.75 +D+0.750Lr+0.750L+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.423 0.173 1.25 0.964 1.00 1.00 1.00 1.00 1.00 23.73 1,224.51 2892.48 3.23 57.37 331.25 /7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,4:11PM File=C:IUsersladmin1DOCUME-11ENERCA-1117-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER+CONSULTING GROUP PLL Description: B-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v +D-r0.750L+0.7505+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.515 0.211 1.15 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 2661.08 3.62 64.15 304,75 +D+0.60W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.173 0.071 1.60 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 3702.38 1.71 30.25 424.00 +D+0.70E+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.173 0.071 1.60 0.964 1.00 1.00 1.00 1.00 1.00 12.42 640.85 3702.38 1.71 30.25 424.00 +D+0.750Lr+0.750L+0.450W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.331 0.135 1.60 0.964 1.00 1.00 1.00 1.00 1.00 23.73 1,224.51 3702.38 3.23 57.37 424.00 +D+0.750L+0.7505+0.450W+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.370 0.151 1.60 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 3702.38 3.62 64.15 424.00 +D+0.750L+0.750S+0.5250E+H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.370 0.151 1.60 0.964 1.00 1.00 1.00 1.00 1.00 26.56 1,370.43 3702.38 3.62 64.15 424.00 +0.60D+0.60W+0.60H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.104 0.043 1.60 0.964 1.00 1.00 1.00 1.00 1.00 7.45 384.51 3702.38 1.02 18.15 424.00 +0.60D+0.70E+0.60H 0.964 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.104 0.043 1.60 0.964 1.00 1.00 1.00 1.00 1.00 7.45 384.51 3702.38 1.02 18.15 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7675 11.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.279 3.924 Overall MINimum 1.038 0.959 +D+H 1.731 1.598 +D+L+H 1.731 1.598 +D+Lr+H 3.769 3.459 +D+S+H 4.279 3.924 +D+0.750Lr+0.750L+H 3.259 2.994 +D+0.750L+0.7505+H 3.642 3.343 +D+0.60W+H 1.731 1.598 +D+0.70E+H 1.731 1.598 +D+0.750Lr+0.750L+0.450W+H 3.259 2.994 +D+0.750L+0.750S+0.450W+H 3.642 3.343 +0+0.750L+0.7505+0.5250E+H 3.642 3.343 +0.60D+0.60W+0.60H 1.038 0.959 +0.60D+0.70E+0.60H 1.038 0.959 D Only 1.731 1.598 Lr Only 2,039 1.861 L Only S Only 2.548 2.327 W Only E Only H Only /8 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 BAN 2017, 6:09PM Wood Beam File=C:IUsersladminlDOCUME-1IENERCA-1117-007-�1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#: KW-06009216 licsens-eextSCITEMMERT ONSULTING GROUP PLLC Description : Reactions @ B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination :IBC 2015 Fb -Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)Lr(0.2)S(0.25) D(0.15)Lr(0.2)S(0.251p(0.15)Lr(0.2)S(0.25) i i i i * i i i i iiiii -7i----- _ , . - 5.125x16.5 5.125x16.5 5.125x16.5 Span =7.0 ft Span=7.0 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 klft, Extent=4.0 -->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 klft, Extent = 4.0 -->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.150, Lr= 0.20, S = 0.250 k/ft, Extent= 0.0 -->> 1.0 ft, Tributary Width = 1,0 ft DESIGN SUMMARY I Ig -4-C1ni ceiy, I Maximum Bending Stress Ratio = 0.025: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 52.85 psi fv : Actual = 10.42 psi FB : Allowable = 2,127.50psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 5.647 ft Span#where maximum occurs = Span # 1 Span#where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.001 in Ratio = 72876>=180 Max Upward Total Deflection -0.001 in Ratio = 42832>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.25 4.52 238.50 Length=7.0 ft 2 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.19 4.52 238.50 Length= 1.0 ft 3 0.003 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1665.00 0.17 4.52 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 /°) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTIN':CIGROWI?-PLLC Description: Reactions @ B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.25 4.52 265.00 Length=7.0 ft 2 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.19 4.52 265.00 Length=1.0 ft 3 0.002 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1850.00 0.17 4.52 265.00 1 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0,52 9.24 331.25 Length=7.0ft 2 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.37 9.24 331.25 Length=1.0 ft 3 0.004 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.50 2312.50 0.37 9.24 331.25 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.59 10.42 304.75 Length=7.0 ft 2 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.42 10.42 304.75 Length=1.0 ft 3 0.005 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.21 10.79 2127.50 0.42 10.42 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.45 8.06 331.25 Length=7.00t 2 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.32 8.06 331.25 Length=1.0 ft 3 0.004 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2312.50 0.32 8.06 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.50 8.94 304.75 Length=7.0 ft 2 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.36 8.94 304.75 Length=1.0 ft 3 0.004 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2127.50 0.36 8.94 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.750Lr+0,750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.45 8.06 424.00 Length=7.0 ft 2 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.32 8.06 424.00 Length=1.0 ft 3 0.003 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2960.00 0.32 8.06 424.00 +D+0.750L+0.750S+0.450W+H . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 , 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+3+H 1 0.0012 3.588 0.0000 0.000 +D+S+H 2 0.0010 4.529 +D+S+H -0.0001 0.529 3 0.0000 4.529 +D+S+H -0.0006 1.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.175 1.591 1.309 Overall MINimum 0.058 0.417 0.320 +D+H 0.096 0.696 0.533 +D+L+H 0.096 0.696 0.533 Zo Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:09PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW O6 Q 1'6 , N13 SCHEMME R:CONSWI IN;G ORQUPJRLLC Description: Reactions @ B-4&B-5 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.159 1.412 1.154 +D+S+H 0.175 1.591 1.309 +Di0.750Lr+0.750L+H 0.143 1.233 0.999 +Di0.750L+0.7505+H 0.155 1.367 1.115 +D+0.60W+H 0.096 0.696 0.533 +D+0.70E+H 0.096 0.696 0.533 +D+0.750Lr+0.750L+0.450W+H 0.143 1.233 0.999 +D+0.750L+0.7505+0.450W+4-I 0.155 1.367 1.115 +D+0.750L+0.7505+0.5250E+H 0.155 1.367 1.115 +0.600+0.60W+0.60H 0.058 0.417 0.320 +0.60D+0.70E+0.60H 0.058 0.417 0.320 D Only 0.096 0.696 0.533 Lr Only 0.063 0.716 0.620 L Only S Only 0.079 0.895 0,776 W Only E Only H Only 2l Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:09PM Wood Beam File=C:1Usersladmin\DOCUME-1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee SCHEMME R CONSULTING GROUP PLLC Description : Reactions @ B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pr!' 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)Lr(0.2)S(0.25) D(0.15)Lr(0.2)S(0.254)(0.15) Lr(0.2))S(0.25) i i i i i i i i i iiiii 5.125x16.5 5.125x16.5 5.125x16.5 Span=7.0 ft Span =7.0 ft Span= 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D =0.150, Lr=0.20, S =0.250 k/ft, Extent=4.0->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.150, Lr=0.20, S =0.250 k/ft, Extent=4.0->> 7.0 ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.150, Lr=0.20, S =0.250 k/ft, Extent=0.0->> 1.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY r I LFi io '< 1 Maximum Bending Stress Ratio = 0.025t 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 52.85 psi fv : Actual = 10.42 psi FB : Allowable = 2,127.50psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 5.647ft Span#where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.001 in Ratio = 72876>=180 Max Upward Total Deflection -0.001 in Ratio = 42832>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.25 4.52 238.50 Length=7.0 ft 2 0.014 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1665.00 0.19 4.52 238.50 Length = 1.0 ft 3 0.003 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1665.00 0.17 4.52 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 21. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25JAN2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 - ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-00009916 Licensee:SCHEMMER CONSULTING GROUP PLLEG Description: Reactions @ B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C1 Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.25 4.52 265.00 Length=7.0 ft 2 0.013 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 1850.00 0.19 4.52 265.00 Length=1.0 ft 3 0.002 0.017 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 1850.00 0.17 4.52 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.52 9.24 331,25 Length=7.0 ft 2 0.020 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 46.95 2312.50 0.37 9.24 331.25 Length=1.0 ft 3 0.004 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.50 2312.50 0.37 9.24 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.59 10.42 304.75 Length=7.0 ft 2 0.025 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.02 52.85 2127.50 0.42 10.42 304.75 Length=1.0 ft 3 0.005 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.21 10.79 2127.50 0.42 10.42 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2312.50 0.45 8.06 331.25 Length=7.0 ft 2 0.018 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41,06 2312.50 0.32 8.06 331.25 Length=1.0 ft 3 0.004 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2312.50 0.32 8.06 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.50 8.94 304.75 Length=7.0 ft 2 0.021 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2127.50 0.36 8.94 304.75 Length=1.0 ft 3 0.004 0.029 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2127.50 0.36 8.94 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0 ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.25 4.52 424.00 Length=7.0ft 2 0.008 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 23.37 2960.00 0.19 4.52 424.00 Length=1.0 ft 3 0.001 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.34 2960.00 0.17 4.52 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.45 8.06 424.00 Length=7.0 ft 2 0.014 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 41.06 2960.00 0.32 8.06 424.00 Length=1.0 ft 3 0.003 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 8.21 2960.00 0.32 8.06 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.50 8.94 424.00 Length=7.0 ft 2 0.015 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 45.48 2960.00 0.36 8.94 424.00 Length=1.0 ft 3 0.003 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 9.18 2960.00 0.36 8.94 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.15 2.71 424.00 Length=7.0 ft 2 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 14.02 2960.00 0.11 2.71 424.00 Length=1.0 ft 3 0.001 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 2.61 2960.00 0.10 2.71 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0012 3.588 0.0000 0.000 +D+S+H 2 0.0010 4.529 +D+S+H -0.0001 0.529 3 0.0000 4.529 +D+S+H -0.0006 1.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.175 1.591 1.309 Overall MINimum 0.058 0.417 0.320 +D+H 0.096 0.696 0.533 +D+L+H 0.096 0.696 0.533 23 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,6:09PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP FIME4 Description: Reactions @ 8-4&B-5 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.159 1.412 1.154 +D+S+H 0.175 1.591 1.309 +D+0.750Lr+0.750L+H 0.143 1.233 0.999 +D+0.750L+0.750S+H 0.155 1.367 1.115 +D+0.60W+H 0.096 0.696 0.533 +D+0.70E+H 0.096 0.696 0.533 +D+0.750Lr+0.750L+0.450W+H 0.143 1.233 0.999 +D+0.750L+0.750S+0.450W+H 0.155 1.367 1.115 +D+0.750L+0.7505+0.5250E+H 0.155 1.367 1.115 +0.60D+0.60W+0.60H 0.058 0.417 0.320 +0.60D+0.70E+0.60H 0.058 0.417 0.320 D Only 0.096 0.696 0.533 Lr Only 0.063 0,716 0.620 L Only S Only 0.079 0.895 0.776 W Only E Only H Only 2-11 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 'Printed:25 JAN 2017, 6:21PM Wood beam File=C:\Usersladmin\DOCUME-1IENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#,-.1011W0600.92116 Lice se IEMMEBLCONS_ ULT_ING GROUP PLLC Description : B-4&B-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.7) Lr(0.72)S(0.9) D(0.7)Lr(0.72) S(0.9) i D(0.134L(0.46) i i 5.125x21 Span=22.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1380, L=0.460 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 0.0 ft Point Load : D = 0.70, Lr= 0.720, S = 0.90 k @ 3.0 ft Point Load : D = 0.70, Lr= 0.720, S =0.90 k @ 19.0 ft DESIGN SUMMARY [ IDAz=ioAl(V I Maximum Bending Stress Ratio = 0.560: 1 Maximum Shear Stress Ratio = 0.341 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 fb : Actual = 1,264.38 psi fv : Actual = 90.41 psi FB : Allowable = 2,258.85 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.000ft Location of maximum on span = 20.314ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.343 in Ratio = 770>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.493 in Ratio = 535>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.186 0.129 0.90 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 2032.96 2.20 30.70 238.50 +D+L+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.560 0.341 1.00 0.941 1.00 1.00 1.00 1.00 1.00 39.69 1,264.38 2258.85 6.49 90.41 265.00 +D+Lr+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.158 0.123 1.25 0.941 1.00 1.00 1.00 1.00 1.00 14.02 446.62 2823.56 2.92 40.73 331.25 +D+S+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.179 0.142 1.15 0.941 1.00 1.00 1.00 1.00 1.00 14.56 463.83 2597.68 3.10 43.24 304.75 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:21PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 LCic.#:K -060 r• . . . • rcensee: MM R CO` I I -el' - Description: B-4&B-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.388 0.251 1.25 0.941 1.00 1.00 1.00 1.00 1.00 34.35 1,094.35 2823.56 5.96 83.01 331.25 +D+0.750L+0.750S+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.426 0.279 1.15 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 2597.68 6.09 84.89 304.75 +D+0.60W+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.105 0.072 1.60 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 3614.16 2.20 30.70 424.00 +D+0.70E+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.105 0.072 1.60 0.941 1.00 1.00 1.00 1.00 1.00 11.86 377.81 3614.16 2.20 30.70 424.00 +D+0.750Lr+0.750L+0.450W+H 0.941 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=22.0 ft 1 0.303 0.196 1.60 0.941 1.00 1.00 1.00 1.00 1.00 34.35 1,094.35 3614.16 5.96 83.01 424.00 +0+0.750L+0.7505+0.450W+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.306 0.200 1.60 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 3614.16 6.09 84.89 424.00 +D+0.750L+0.7505+0.5250E+H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.306 0.200 1,60 0.941 1.00 1.00 1.00 1.00 1.00 34.76 1,107.25 3614.16 6.09 84.89 424.00 +0.60D+0.60W+0.60H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.063 0.043 1.60 0.941 1.00 1.00 1.00 1.00 1.00 7.12 226.69 3614.16 1.32 18.42 424.00 +0.60D+0.70E+0.60H 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.063 0.043 1.60 0.941 1.00 1.00 1.00 1.00 1.00 7.12 226.69 3614.16 1.32 18.42 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4929 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.835 7.535 Overall MINimum 0.720 0.720 +D+H 2.475 2.475 +D+L+H 7.835 7.535 +D+Lr+H 3.195 3.195 +D+S+H 3.375 3.375 +D+0.750Lr+0.750L4l 7.035 6.810 +D+0.750L+0.7505+H 7.170 6.945 +D+0.60W+H 2.475 2.475 +D+0.70E+H 2.475 2.475 +D+0.750Lr+0.750L+0.450W+H 7.035 6.810 +D+0.750L+0.7505+0.450W+H 7.170 6.945 +D+0.750L+0.750S+0.5250E+H 7.170 6.945 +0.60D+0.60W+0.60H 1.485 1.485 +0.60D+0.70E+0.60H 1.485 1.485 D Only 2.475 2.475 Lr Only 0.720 0.720 L Only 5.360 5.060 S Only 0.900 0.900 W Only E Only H Only 26 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:29PM Wood Beam File=C:1Usersladmin\DOCUME-1IENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee :.SCHEMMER CONSULTING GROUP PLLC Description : B-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,150.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 1,150.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,800.0 psi Eminbend -xx 660.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1 & Btr Fv 180.0 psi Ft 750.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.27)Lr(0.36)S(0.45) i --.- -er._.- 6x10 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, Lr=0.360, S = 0.450 , Tributary Width = 1.0 ft DESIGN SUMMARY I id(=,- 011(01 I Maximum Bending Stress Ratio = 0.484 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 639.68 psi fv : Actual = 56.50 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2429>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.055 in Ratio = 1518>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0,00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1035.00 0.74 21.19 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.209 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1150.00 0.74 21.19 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.389 0.220 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.86 559.72 1437.50 1.72 49.44 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.484 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.41 639.68 1322.50 1.97 56.50 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.334 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1437.50 1.48 42.38 225.00 +D+0.750L+0.7503+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.408 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1322.50 1.66 47.67 207.00 27 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:29PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 ice see:SCHEM_M E R CONSULTING GROUP PLLC Description: B-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.261 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1840.00 1.48 42.38 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0553 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.520 2.520 Overall MINimum 0.567 0.567 +D+H 0.945 0.945 +D+L+H 0.945 0.945 +D+Lr+H 2.205 2.205 +D+S+H 2.520 2.520 +D+0.750Lr+0.750L+H 1.890 1.890 +D+0.750L+0.7505+H 2.126 2.126 +D+0.60W+H 0.945 0.945 +D+0.70E+H 0.945 0.945 +0+0.750Lr+0.750L+0.450W+H 1.890 1.890 +D+0.750L+0.7505+0.450W+H 2.126 2.126 +D+0.750L+0.750S+0.5250E+H 2.126 2.126 +0.60D+0.60W+0.60H 0.567 0.567 +0.60D+0.70E+0.60H 0.567 0.567 D Only 0.945 0.945 Lr Only 1.260 1.260 L Only S Only 1.575 1.575 W Only E Only H Only 28 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:35PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : B-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,150.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,150.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,800.0 psi Eminbend -xx 660.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1 & Btr Fv 180.0 psi Ft 750.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.27)Lr(0.36)S(0.45) i )[=.==-=.. n ..... ... .,......_-_ 6x10 Span=7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, Lr=0.360, S = 0.450 , Tributary Width = 1.0 ft DESIGN SUMMARY r Io : Cl , @r < -1 Maximum Bending Stress Ratio = 0.484: 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 639.68 psi fv : Actual = 56.50 psi FB : Allowable = 1,322.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2429>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.055 in Ratio = 1518>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1035.00 0.74 21.19 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.209 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1150.00 0.74 21.19 180.00 +D+Lr4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.389 0.220 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.86 559.72 1437.50 1.72 49.44 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,484 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.41 639.68 1322.50 1.97 56.50 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.334 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1437.50 1.48 42.38 225.00 +D+0.750L+0.7503+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.408 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1322.50 1.66 47.67 207.00 2') Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,6:35PM File=C:\Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver..6.17.1.16 Lic.#:KW-060092n1 ' m•rwil ensee:SCHEMMER CONSULTING GROUP P IILIF5 Description: a-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C Fly CI Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.130 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 239.88 1840.00 0.74 21.19 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.261 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.31 479.76 1840.00 1.48 42.38 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.293 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 539.73 1840.00 1.66 47.67 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.93 1840.00 0.44 12.71 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0553 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.520 2.520 Overall MINimum 0.567 0.567 +D+H 0.945 0.945 +D+L+H 0.945 0.945 +D+Lr+H 2.205 2.205 +D+S+H 2.520 2.520 +D+0.750Lr+0.750L+H 1.890 1.890 +0+0.750L+0.750S+H 2.126 2.126 +D+0.60W+H 0.945 0.945 +D+0.70E+1-I 0.945 0.945 +D+0.750Lr+0.750L+0.450W+H 1.890 1.890 +D+0.750L+0.750S+0.450W+H 2.126 2.126 +D+0.750L+0.7505+0.5250E+H 2.126 2.126 +0.60D+0.60W+0.60H 0.567 0.567 +0.60D+0.70E+0.60H 0.567 0.567 D Only 0.945 0.945 Lr Only 1.260 1.260 L Only S Only 1.575 1.575 W Only E Only H Only 3) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 6:36PM Wood Beam File=C:IUsers\admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 _ Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.078 L(0.26) i i V i i V - 4x12 Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0780, L= 0.260 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 4.0 ft DESIGN SUMMARY I ii?r_ - wi;1 ion::, j Maximum Bending Stress Ratio = 0.574 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 537.03 psi fv : Actual = 45.19 psi FB : Allowable = 935.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 2150>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.056 in Ratio = 1729>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.121 0.056 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 841.50 0.24 9.11 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.574 0.251 1.00 1.100 1.00 1.00 1.00 1.00 1.00 3.30 537.03 935.00 1.19 45.19 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0 ft 1 0.087 0.040 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1168.75 0.24 9.11 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.094 0.044 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1075.25 0.24 9.11 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.366 0.161 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1168.75 0.95 36.17 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 43( Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,6:36PM Wood Beam File=C:lUsersladminlDOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Vec6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.398 0.175 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1075.25 0.95 36.17 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.068 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1496.00 0.24 9.11 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.068 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.42 1496.00 0.24 9.11 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.286 0.126 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.63 428.13 1496.00 0.95 36.17 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.041 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 60.85 1496.00 0.14 5.47 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.041 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 60.85 1496.00 0.14 5.47 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0555 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.502 1.502 Overall MINimum 0.187 0.187 +D+H 0.312 0.312 +D+L+H 1.502 1.502 +D+Lr+H 0.312 0.312 +D+S+H 0.312 0.312 +D+0.750Lr+0.750L+H 1.205 1.205 +D+0.750L+0.7505+H 1.205 1.205 +D+0.60W+H 0.312 0.312 +D+0.70E+H 0.312 0.312 +D+0.750Lr+0.750L+0.450W+H 1.205 1.205 +D+0.750L+0.7505+0.450W+1-1 1.205 1205 +D+0.750L+0.7505+0.5250E+H 1.205 1.205 +0.60D+0.60W+0.60H 0.187 0.187 +0.60D+0.70E+0.60H 0.187 0.187 D Only 0.312 0.312 Lr Only L Only 1.190 1.190 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 BAN 2017, 6:46PM Wood Beam File=C:IUsers\admin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-060092.16 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination 1BC 2015 Fb-Compr 850.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.192 L(0.64) 6x12 Span=7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.1920, L = 0.640 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 3.750 ft DESIGN SUMMARY ( 'L).= 1-0, (l';<, Maximum Bending Stress Ratio = 0.758: 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 644.10psi fv : Actual = 59.54 psi FB : Allowable = 850.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.542 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 1991 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.058 in Ratio = 1541 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.187 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 765.00 0.57 13.60 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.758 0.331 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.51 644.10 850.00 2.51 59.54 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.135 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1062.50 0.57 13.60 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.146 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142,98 977.50 0.57 13.60 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.488 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1062.50 2.03 48.05 225.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 -Printed:25 JAN 2017,6:46PM Wood Beam File=C:IUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 'lllrcenseefSCHEMMER CONSULTING GROUP PLLC Description: 8-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.531 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 977.50 2.03 48.05 207.00 +13+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.105 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1360.00 0.57 13.60 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.105 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.98 1360.00 0.57 13.60 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +D+0.750L+0.750S+0.450W+1-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.381 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 518.82 1360.00 2.03 48.05 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.063 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 85.79 1360.00 0.34 8.16 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.063 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 85.79 1360.00 0.34 8.16 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L4I 1 0.0584 3.777 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.320 3.320 Overall MINimum 0.462 0.462 +D+H 0.770 0.770 +D+L+H 3.320 3.320 +D+Lr+H 0.770 0.770 +D+S+H 0.770 0.770 +D+0.750Lr+0.750L+H 2.683 2.683 +D+0.750L+0.7505+H 2.683 2.683 +D+0.60W+H 0.770 0.770 +D+0.70E+H 0.770 0.770 +D+0.750Lr+0.750L+0.450W+H 2.683 2.683 +D+0.750L+0.7505+0.450W+H 2.683 2.683 +D+0.750L+0.7505+0.5250E+H 2.683 2.683 +0.60D+0.60W+0.60H 0.462 0.462 +0.60D+0.70E+0.60H 0.462 0.462 D Only 0.770 0.770 Lr Only L Only 2.550 2.550 S Only W Only E Only H Only i 3.1- Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:22PM Wood Beam File=C:1Users\admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2400 psi E: Modulus of Elasticity Load Combination :IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc- Prll 1650 psi Eminbend -xx 950 ksi Wood Species : DF/DF Fc- Perp 650 psi Ebend-yy 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(o.ob1PLseo.18) TIT i i i + D(0.373)Lr(0.38)S(0.475) + + + + + I ------ - - - et 5.125x15 Span=12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.3730, Lr=0.380, S = 0.4750 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 3.50 ft Uniform Load : D = 0.0540, L=0.180 k/ft, Extent=0.0-->> 7.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY I ISt=; : o,ilfoY�<. I Maximum Bending Stress Ratio = 0.36e 1 Maximum Shear Stress Ratio = 0.283 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 1,011.51 psi fv : Actual = 86.35 psi FB : Allowable = 2,760.00 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 5.956ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.086 in Ratio= 1676>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.163 in Ratio = 885>=1 80 Max Upward Total Deflection 0.000 in Ratio = 0<180 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.221 0.169 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 2160.00 2.06 40.23 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.270 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.38 647.88 2400.00 2.95 57.48 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.302 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.49 904.75 3000.00 3.88 75.62 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.366 0.277 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,011.51 2760.00 4.33 84.47 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 - Printed:25 JAN 2017,7:22PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: 6-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN el Cr Gm C t C L M fb F'b V fv F'v Length=12.0 ft 1 0.308 0.241 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.80 923.99 3000.00 4.09 79.71 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.364 0.283 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 2760.00 4.43 86.35 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.124 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 3840.00 2.06 40.23 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.124 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.65 477.78 3840.00 2.06 40.23 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.241 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.80 923.99 3840.00 4.09 79.71 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.261 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 3840.00 4.43 86.35 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.261 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.08 1,003.86 3840.00 4.43 86.35 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.075 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 286.67 3840.00 1.24 24.14 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.075 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 286.67 3840.00 1.24 24.14 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1626 6.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.572 5.298 Overall MINimum 1.105 0.455 +D+H 2.606 2.448 +D+L+H 3.711 2.903 +D+Lr+H 4.886 4.728 +D+S+H 5.456 5.298 +D+0.750Lr+0.750L+H 5.144 4.499 +D+0.750L+0.7505+H 5.572 4.927 +D+0.60W+H 2.606 2.448 +D+0.70E+H 2.606 2.448 +D+0.750Lr+0.750L+0.450W+H 5.144 4.499 +D+0.750L+0.7505+0.450W+H 5.572 4.927 +D+0.750L+0.7505+0.5250E+H 5.572 4.927 +0.60D+0.60W+0.60H 1.563 1.469 +0.60D+0,70E+0.60H 1.563 1.469 D Only 2.606 2.448 Lr Only 2.280 2.280 L Only 1.105 0.455 S Only 2.850 2.850 W Only E Only H Only () Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:32PM File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1963-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : reaction for F2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 1BC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PHI 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.096)L(0.8) i i i $ i 5.125x18 Span=20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0960, L=0.80 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 6.750 ft DESIGN SUMMARY C I°x l-5!(9,1.;,_ I Maximum Bending Stress Ratio = 0.877: 1 Maximum Shear Stress Ratio = 0.492 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb : Actual = 2,030.00 psi fv : Actual = 130.43 psi FB : Allowable = 2,315.91 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.854ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.663 in Ratio = 362>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.756 in Ratio = 317>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fir F'v +D+H 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.121 0.068 0.90 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2084.32 0.99 16.11 238.50 +D+L+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.0 ft 1 0.877 0.492 1.00 0.965 1.00 1.00 1.00 1.00 1.00 46.82 2,030.00 2315.91 8.02 130.43 265.00 +D+Lr+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.087 0.049 1.25 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2894.88 0.99 16.11 331.25 +D+S+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.094 0.053 1.15 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 2663.29 0.99 16.11 304.75 +D+0.750Lr+0.750L+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.548 0.307 1.25 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 2894.88 6.26 101.85 331.25 "3-7 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,7:32PM File=C:\Usersladmin\DOCUME-1ENERCA-1\17-007-1.EC6 - Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PL Description: reaction for F2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.595 0.334 1.15 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 2663.29 6.26 101.85 304.75 +D+0.60W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.068 0.038 1.60 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 3705.45 0.99 16.11 424.00 +D+0.70E+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.068 0.038 1.60 0.965 1.00 1.00 1.00 1.00 1.00 5.80 251.46 3705.45 0.99 16.11 424.00 +D+0.750Lr+0.750L+0.450W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +D+0.750L+0.750S+0.450W+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +D+0.750L+0.750S+0.5250E+H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Length=20.0 ft 1 0.428 0.240 1.60 0.965 1.00 1.00 1.00 1.00 1.00 36.56 1,585.36 3705.45 6.26 101.85 424.00 +0.60D+0.60W+0.60H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.041 0.023 1.60 0.965 1.00 1.00 1.00 1.00 1.00 3.48 150.88 3705.45 0.59 9.66 424.00 +0.60D+0.70E+0.60H 0.965 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.041 0.023 1.60 0.965 1.00 1.00 1.00 1.00 1.00 3.48 150.88 3705.45 0.59 9.66 424.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.7565 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.359 9.261 Overall MINimum 0.696 0.696 +D+H 1.160 1.160 +D+L+H 9.359 9.261 . +D+Lr+H 1.160 1.160 +D+S+H 1.160 1.160 • +D+0.750Lr+0.750L+H 7.309 7.236 +D+0.750L+0.750S+H 7.309 7.236 +D+0.60W+H 1.160 1.160 +D+0.70E+H 1.160 1.160 +D+0.750Lr+0.750L+0.450W+H 7.309 7.236 +D+0.750L+0.750S+0.450W+H 7.309 7.236 +D+0.750L+0.750S+0.5250E+H 7.309 7.236 +0.60D+0.60W+0.60H 0.696 0.696 +0.60D+0.70E+0.60H 0.696 0.696 D Only 1.160 1.160 Lr Only L Only 8.199 8.101 S Only W Only E Only H Only t Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footing File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lie.# KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F-2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values f c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel %Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 3 ft Length parallel to Z-Z Axis = 3 ft Z Footing Thickness = 12 in • Pedestal dimensions... -- x px : parallel to X-X Axis = in M pz : parallel to Z-Z Axis _ in Height in l m Q. Rebar Centerline to Edge of Concrete... o at Bottom of footing = 3.0 in Iv rt I I Reinforcing 3'r" w .. Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 -4;til :w�: Reinforcing Bar Size = # 5 �,�; 3.#SBem ; , - 3:N69ara Ili_. , ` , Bandwidth Distribution Check (ACI 15.4.4.2) ..x.,3trM,�w�.,.�E.:Z ; " = z-Z3 �w�.y��:x Direction Requiring Closer Separation n/a # Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.470 9.390 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k ) Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,7:43PM General Footing File=C:lUsersladminIDOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-2 DESIGN SUMMARY Ia4,,t; nlL C _ _ 1_ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9253 Soil Bearing 1.388 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1730 Z Flexure(+X) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 Z Flexure(-X) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 X Flexure(+Z) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1730 X Flexure(-Z) 2.099 k-ft 12.131 k-ft +1.20D+1.60L PASS 0.1577 1-way Shear(+X) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.1577 1-way Shear(-X) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.1577 1-way Shear(+Z) 12.954 psi 82.158 psi +1.20D+1,60L PASS 0.1577 1-way Shear(-Z) 12.954 psi 82.158 psi +1.20D+1.60L PASS 0.2982 2-way Punching 48.994 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.3450 0.3450 n/a n/a 0.230 X-X,+D+L 1.50 n/a 0.0 1.388 1.388 n/a n/a 0.925 X-X,+D+0.750L 1.50 n/a 0.0 1.128 1.128 n/a n/a 0.752 X-X,+O.60D 1.50 n/a 0.0 0.2070 0.2070 n/a n/a 0.138 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.3450 0.3450 0.230 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.388 1.388 0.925 Z-Z,+D+0.750L 1.50 0.0 n/a n/a n/a 1.128 1.128 0.752 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2070 0,2070 0.138 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 ine2 in"2 k-ft X-X,+1.40D 0.2573 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 0.2573 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+120D+1.60L 2.099 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L 2.099 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L 0.8074 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L 0.8074 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.2205 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.2205 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0.1654 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0.1654 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 0.2573 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 0.2573 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L 2.099 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L 2.099 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L 0.8074 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L 0.8074 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK 40 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footin File=C:\Users\admin\DOCUME-1\ENERCA-1117-007-1.EC6 I, g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1,16 s ice' ._06009-" 6 - Lt e 1tAullI 3 C0_ - d L'fliac3MizkAW101111, Description : F-2 Z-Z, +1.20D 0.2205 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z, +1,20D 0.2205 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z, +0.90D 0.1654 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK 2-1 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 7:43PM General Footing File=C:lUsersladmin1D000ME-1\ENERCA--1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Li #LL Fcw:O6 O9216 Lag ?MON.,1611 c0c9t i 1j1i kW(O1 1 L' Description : F-2 Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 itn"2 k-ft Z-Z, +0.90D 0.1654 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @ +X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 1.59 psi 1.59 psi 1.59 psi 1.59 psi 1.59 psi 82.16 psi 0.02 0.00 +1,20D+1.60L 12.95 psi 12.95 psi 12.95 psi 12.95 psi 12.95 psi 82.16 psi 0.16 0.00 +1.20D+0.50L 4.98 psi 4.98 psi 4.98 psi 4.98 psi 4.98 psi 82.16 psi 0.06 0.00 +1.20D 1.36 psi 1.36 psi 1.36 psi 1.36 psi 1.36 psi 82.16 psi 0.02 0.00 +0.90D 1.02 psi 1.02 psi 1.02 psi 1.02 psi 1.02 psi 82.16 psi 0.01 0.00 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 6.01 psi 164.32psi 0.03655 OK +1.20D+1.60L 48.99 psi 164.32psi 0.2982 OK +1.20D+0.50L 18.85 psi 164.32psi 0.1147 OK +1.20D 5.15 psi 164.32 psi 0.03133 OK +0.90D 3.86 psi 164.32psi 0.0235 OK Al--2_ Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 8:57PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.232)Lr(0.j) L(0.28)S(0.1) * i i 1 5.125x16.5 Span= 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2320, Lr=0.80, L = 0.280, S = 0.10 , Tributary Width = 1.0 ft Point Load : L= 0.30k@8.125ft DESIGN SUMMARY I IPATo_jni(o1);;< 1 Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.383 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb : Actual = 1,821 .99psi fv : Actual = 126.96 psi FB : Allowable = 2,981 .45psi Fv : Allowable = 331.25 psi Load Combination +D+0 750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span = 8.125ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.366 in Ratio = 533>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.486 in Ratio = 401 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN CI Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.184 0.117 0.90 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 2146.64 1.57 27.82 238.50 +D+L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.392 0.242 1.00 0.994 1.00 1.00 1.00 1.00 1.00 18.12 934.97 2385.16 3.61 64.06 265.00 +D+Lr+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.590 0.374 1.25 0.994 1.00 1.00 1.00 1.00 1.00 34.06 1,757.79 2981.45 6.98 123.77 331.25 +D+S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.250 ft 1 0.206 0.131 1.15 0.994 1.00 1.00 1.00 1.00 1.00 10.96 565.49 2742.93 2.24 39.82 304.75 +D+0.750Lr+0.750L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.611 0.383 1.25 0.994 1.00 1.00 1.00 1.00 1.00 35.31 1,821.99 2981.45 7.16 126.96 331.25 +D+0.750L+0.750S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 43 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,8:57PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v Length=16.250 ft 1 0.338 0.210 1.15 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 2742.93 3.61 64.00 304.75 +D+0.60W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.066 1.60 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 3816.26 1.57 27.82 424.00 +D+0.70E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.066 1.60 0.994 1.00 1.00 1.00 1.00 1.00 7.66 395.16 3816.26 1.57 27.82 424.00 +D+0.750Lr+0.750L+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.477 0.299 1.60 0.994 1.00 1.00 1.00 1.00 1.00 35.31 1,821.99 3816.26 7.16 126.96 424.00 +D+0.750L+0.7505+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.243 0.151 1.60 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 3816.26 3.61 64.00 424.00 +D+0.750L+0.7505+0.5250E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.243 0.151 1.60 0.994 1.00 1.00 1.00 1.00 1.00 17.98 927.77 3816.26 3.61 64.00 424.00 +0.60D+0.60W+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.062 0.039 1.60 0.994 1.00 1.00 1.00 1.00 1.00 4.59 237.10 3816.26 0.94 16.69 424.00 +0.60D+0.70E+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.062 0,039 1.60 0.994 1.00 1.00 1.00 1.00 1.00 4.59 237.10 3816.26 0.94 16.69 424.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750Lr+0.750L+0.450W+H 1 0.4863 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.579 8.579 Overall MINimum 0.813 0.813 +D+H 1.885 1.885 +D+L+H 4.310 4.310 +D+Lr+H 8.385 8.385 +D+S+H 2.698 2.698 +D+0.750Lr+0.750L+H 8.579 8.579 +D+0.750L+0.7505+H 4.313 4.313 +D+0.60W+H 1.885 1.885 +D+0.70E+H 1.885 1.885 +D+0.750Lr+0.750L+0.450W+H 8.579 8.579 +D+0.750L+0.7505+0.450W+H 4.313 4.313 +D+0.750L+0.7505+0.5250E+H 4.313 4.313 +0.60D+0.60W+0.60H 1.131 1.131 +0.60D+0.70E+0.60H 1.131 1.131 D Only 1.885 1.885 Lr Only 6.500 6.500 L Only 2.425 2.425 S Only 0.813 0.813 W Only E Only H Only 41. Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:04PM Wood Beam File=C:Users1admin\DOCUME-11ENERCA-1117-007--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-14,B-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend -xx 950.0ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F- V4 Fv 265.0 psi Eminbend -yy 850.0ksi Ft 1,100.0 psi Density 31 .20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.108 L(0.36) i i i i is - Y = _- _ 7.......- ......._-_-..---- 2 5.125x19.5 Span= 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1080, L=0.360 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 10.250 ft DESIGN SUMMARY I 1° 01,1,91Y,,t Maximum Bending Stress Ratio = 0.421: 1 Maximum Shear Stress Ratio - 0.239 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb : Actual = 965.11 psi fv : Actual = 63.21 psi FB : Allowable = 2,291.78psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.269 in Ratio = 915>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.345 in Ratio = 713>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.102 0.059 0.90 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2062.60 0.94 14.07 238.50 +D+L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.421 0.239 1.00 0.955 1.00 1.00 1.00 1.00 1.00 26.12 965.11 2291.78 4.21 63.21 265.00 +D+Lr+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.073 0.042 1.25 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2864.72 0.94 14.07 331.25 +D+S+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.080 0.046 1.15 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 2635.54 0.94 14.07 304.75 +D+0.750Lr+0.750L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.271 0.154 1.25 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 2864.72 3.39 50.93 331.25 +D+0.750L+0.750S+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:04PM File=C:1UsersladminlDOCUME-11ENERCA--1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-14,B-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=20.50 ft 1 0.295 0.167 1.15 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 2635.54 3.39 50.93 304.75 +D+0.60W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.057 0.033 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 3666.84 0.94 14.07 424.00 +D+0.70E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.057 0.033 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.67 209.61 3666.84 0.94 14.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 3666.84 3.39 50.93 424.00 +D+0.750L+0.750S+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21.01 776.24 3666.84 3.39 50.93 424.00 +D+0.750L+0.7505+0.5250E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.212 0.120 1.60 0.955 1.00 1.00 1.00 1.00 1.00 21,01 776.24 3666.84 3.39 50.93 424.00 +0.60D+0.60W+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.034 0.020 1.60 0.955 1.00 1.00 1.00 1.00 1.00 3.40 125.77 3666.84 0.56 8.44 424.00 +0.60D+0.70E+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.034 0.020 1.60 0.955 1.00 1.00 1.00 1.00 1.00 3.40 125.77 3666.84 0.56 8.44 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.3446 10.325 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.947 4.947 Overall MINimum 0,664 0.664 +D+H 1.107 1.107 +D+L+H 4.947 4.947 +D+Lr+H 1.107 1.107 +D+S+H 1.107 1.107 +D+0.750Lr+0.750L+H 3.987 3.987 +D+0.750L+0.7505+H 3.987 3.987 +D+0.60W+H 1.107 1.107 +D+0.70E+H 1.107 1.107 +D+0.750Lr+0.750L+0.450W+H 3.987 3.987 +D+0.750L+0.7505+0.450W+H 3.987 3.987 +D+0.750L+0.7505+0.5250E+H 3.987 3.987 +0.60D+0.60W+0.60H 0.664 0.664 +0.60D+0.70E+0.60H 0.664 0.664 D Only 1.107 1.107 Lr Only L Only 3.840 3.840 S Only W Only E Only H Only 4() Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:14PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-16,B-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1150 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1150 psi Ebend-xx 1800 ksi Fc- Prll 1800 psi Eminbend -xx 660 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625 psi Wood Grade : No. 1 & Btr Fv 180 psi Ft 750 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) i D(0.048)L(6.24)S(0.1) i al • 6x8 Span=7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0480, L= 0.240, S=0.10 , Tributary Width= 1.0 ft Point Load : L=0.30 k @ 3.750 ft DESIGN SUMMARY I IpAr.40jii .I�< I Maximum Bending Stress Ratio = 0.524: 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 602.18psi fv : Actual = 38.42 psi FB : Allowable = 1,150.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.898 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio = 1439>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.072 in Ratio= 1242>=1 80 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.076 0.034 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1035.00 0.15 5.49 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.524 0.213 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.59 602.18 1150.00 1.06 38.42 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50 ft 1 0.055 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1437.50 0.15 5.49 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.183 0.082 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 242.18 1322.50 0.47 16.94 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.328 0.134 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.03 471.27 1437.50 0.83 30.19 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 41 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN2017,9:14PM File=C:1Usersladmin\DOCUME-11ENERCA-1117-007-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.#:KW-06009216 Licensee:SCHENIMER CONSULTING GROUP PLLC Description: B-16,B-17 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M tb F'b V fv F'v Length=7.50 ft 1 0.449 0.187 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1322.50 1.07 38.77 207.00 +D+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1,00 0.34 78.55 1840.00 0.15 5.49 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.043 0.019 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 78.55 1840.00 0.15 5.49 288.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.256 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.03 471,27 1840.00 0.83 30.19 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.323 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1840.00 1.07 38.77 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.323 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 594.00 1840.00 1.07 38.77 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.026 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 47.13 1840.00 0.09 3.30 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.026 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 47.13 1840.00 0.09 3,30 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0724 3.777 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.249 1.249 Overall MINimum 0.108 0.108 +D+H 0.180 0.180 +D+L+H 1.230 1.230 +D+Lr+H 0.180 0.180 +D+S+H 0.555 0.555 +D+0.750Lr+0.750L+H 0.968 0.968 +D+0.750L+0.7505+H 1.249 1.249 +D+0.60W+H 0.180 0.180 +D+0.70E+H 0.180 0.180 +D+0.750Lr+0.750L+0.450W+H 0.968 0.968 +D+0.750L+0.7505+0.450W+H 1.249 1.249 +D+0.750L+0.750S+0.5250E+H 1.249 1.249 +0.60D+0.60W+0.60H 0.108 0.108 +0.60D+0.70E+0.60H 0.108 0.108 D Only 0.180 0.180 Lr Only L Only 1.050 1.050 S Only 0.375 0.375 W Only E Only H Only 48 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:25PM General Footing File=C:\Usersladmin\DOCUME-1\ENERCA-1117-007-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F-3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoillConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel %Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than - ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in A Pedestal dimensions... o x px : parallel to X-X Axis = in cv pz: parallel to Z-Z Axis = in m Height in a co Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in n Reinforcing 2' " `.) Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis . _ - Number of Bars = , i� i r -'i ;, :1 iiii: = I _ =- ...... __ Reinforcing Bar Size = # 4 .. 3•R4ean 9-p4eere dill;''± Bandwidth Distribution Check (ACI 15.4.4.2) b - Direction Requiring Closer Separation n/a x-x;-.E Lr ;.L [-[acaonaorngl4+n #Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.920 1.160 2.10 1.160 k OB : Overburden = • ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 49 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:25PM General Footing File=C:IUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description: F-3 DESIGN SUMMARY f _ 115X0Attliil r00a< 1 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6497 Soil Bearing 0.9746 ksf 1.50 ksf +D+0.750L+0.7505 about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09925 Z Flexure(+X) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 Z Flexure(-X) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 X Flexure(+Z) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.09925 X Flexure(-Z) 0.6305 k-ft 6.353 k-ft +1.20D+0.50Lr+1.60L PASS 0.1535 1-way Shear(+X) 12.610 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.1450 1-way Shear(-X) 11.909 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.1535 1-way Shear(+Z) 12.610 psi 82.158 psi +1.20D+0,50Lr+1.60L PASS 0.1450 1-way Shear(-Z) 11.909 psi 82.158 psi +1.20D+0.50Lr+1.60L PASS 0.2947 2-way Punching 48.422 psi 164.317 psi +1.20D+0.50Lr+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.3633 0.3633 n/a n/a 0.242 X-X,+D+L 1.50 n/a 0.0 0.8883 0,8883 n/a n/a 0,592 X-X,+D+Lr 1.50 n/a 0.0 0.6533 0.6533 n/a n/a 0.436 X-X,+D+S 1.50 n/a 0.0 0.6533 0.6533 n/a n/a 0.436 X-X,+D+0.750Lr+0,750L 1.50 n/a 0.0 0.9746 0.9746 n/a n/a 0.650 X-X,+D+0.750L+0.750S 1.50 n/a 0.0 0.9746 0.9746 n/a n/a 0.650 X-X,+0.60D 1.50 n/a 0.0 0.2180 0.2180 n/a n/a 0.145 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.3633 0.3633 0.242 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 0.8883 0.8883 0.592 Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 0,6533 0.6533 0.436 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 0.6533 0.6533 0.436 Z-Z,+D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 0.9746 0.9746 0.650 Z-Z,+D+0,750L+0.7505 1.50 0.0 n/a n/a n/a 0.9746 0.9746 0.650 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2180 0.2180 0.145 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding • Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gyn.As Actual As Phi*Mn Status k-ft Surface in"2 102 in"2 k-ft X-X,+1.40D 0.1610 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.40D 0.1610 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+1.60L 0.6305 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+1.60L 0.6305 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60L+0.50S 0.6305 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60L+0.50S 0.6305 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr+0.50L 0.5013 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr+0.50L 0.5013 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr 0.370 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+1.60Lr 0.370 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK 50 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave., Suite C Engineer: James T. Schemmer Project ID: 17-007 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017, 9:25PM General Footing File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 iei# 't 0600° IG - __ . - Lice _ e _G-f -M u _;-'CONSUL _NG G_ti®'WP I_'Oro, Description : X-X, +1.20D+0.50L+1.605 0.5013 +Z Bottom 0.1728 Min Temp % 0.30 6.353 OK X-X, +1.20D+0.50L+1.60S 0.5013 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X, +1.20D+1.60S 0.370 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK 51 Schemmer Consulting Group PLLC Project Title: 17-007 McLean 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer Project ID: 17-007 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,9:25PM General Footing File=C:lUsersladmin\DOCUME-11ENERCA-1117-007-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-3 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 102 ine2 k-ft X-X,+1.20D+1.60S 0.370 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+0.50L 0,3418 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50Lr+0.50L 0.3418 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1,20D+0.50L+0.50S 0.3418 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.50S 0.3418 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.70S 0.3708 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+1.20D+0.50L+0.70S 0.3708 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1035 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK X-X,+0.90D 0.1035 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0,1610 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.40D 0.1610 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50Lr+1.60L 0.6305 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50Lr+1.60L 0.6305 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60L+0.50S 0.6305 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60L+0.505 0.6305 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60Lr+0.50L 0.5013 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60Lr+0.50L 0.5013 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1,60Lr 0.370 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1,60Lr 0.370 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+1.60S 0.5013 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+1.60S 0.5013 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.370 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+1.60S 0.370 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0,50Lr+0.50L 0.3418 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0,50Lr+0.50L 0.3418 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.50S 0.3418 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.50S 0.3418 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.70S 0.3708 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+1.20D+0.50L+0.70S 0.3708 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1035 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK Z-Z,+0.90D 0.1035 +X Bottom 0.1728 Min Temp% 0,30 6.353 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @•Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3,04 psi 3.22 psi 3.04 psi 3.22 psi 3.22 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+1,60L 11.91 psi 12.61 psi 11.91 psi 12.61 psi 12.61 psi 82.16 psi 0.15 0.00 +1.20D+1.60L+0.505 11.91 Psi 12.61 psi 11.91 psi 12.61 psi 12.61 psi 82.16 psi 0.15 0.00 +1.20D+1.60Lr+0.50L 9.47 psi 10.03 psi 9.47 psi 10.03 psi 10.03 psi 82.16 psi 0.12 0.00 +1.20D+1.60Lr 6,99 Psi 7.40 psi 6.99 psi 7.40 psi 7.40 psi 82.16 psi 0.09 0.00 +1.20D+0,50L+1.60S 9.47 Psi 10.03 psi 9.47 psi 10.03 psi 10.03 psi 82.16 psi 0.12 0.00 +1.20D+1.605 6.99 Psi 7.40 psi 6.99 psi 7.40 psi 7.40 psi 82.16 psi 0.09 0.00 +1.20D+0.50Lr+0.50L 6.46 psi 6.84 psi 6.46 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0.00 +1.20D+0.50L+0.505 6.46 psi 6.84 psi 6.46 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0,00 +1.20D+0.50L+0.705 7.00 psi 7.42 psi 7.00 psi 7.42 psi 7.42 psi 82.16 psi 0.09 0,00 +0.90D 1.96 psi 2.07 psi 1.96 psi 2.07 psi 2.07 psi 82.16 psi 0.03 0.00 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 12.37 psi 164.32psi 0.07525 OK +1.20D+0.50Lr+1.60L 48.42 psi 164.32psi 0.2947 OK +1.20D+1.60L+0.50S 48.42 psi 164.32psi 0.2947 OK +1.20D+1.60Lr+0.50L 38.50 psi 164.32psi 0.2343 OK +1.20D+1.60Lr 28.42 psi 164.32psi 0.1729 OK +1.20D+0.50L+1.60S 38.50 psi 164.32psi 0.2343 OK +1.200+1.60S 28.42 psi 164.32psi 0.1729 OK +1.20D+0.50Lr+0.50L 26.25 psi 164.32psi 0.1597 OK +1.20D+0.50L+0.50S 26.25 psi 164.32psi 0.1597 OK +1.20D+0,50L+0.705 28.47 psi 164.32psi 0.1733 OK +0.90D 7.95 psi 164.32 psi 0.04838 OK 5 1 Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:013PM Cantilevered Retaining Wall File=c:\UsersladminlDOCUME-1IENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Criteria Soil Data Calculations per ACI 318.11, ACI 530.11, IBC 2012, Retained Height = 8.00 ft Allow Soil Bearing = 2,400.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0,00 ft Rankine Soil Presure calculation Slope Behind Wall = 0,00 : 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 0.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma = 330.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg &Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 122.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding &Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 705.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 1,265.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.50 OK Wall Material Above"Ht" = Concrete Sliding = 0.74 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,650 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 8.65 in Rebar Placed at = User Spec Soil Pressure 2,208psf OK Design Data @ Toe = fblFB+falFa = 0.902 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 2,397.9 Allowable = 2,400 psf Moment....Actual ft-I= 7,088.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,890 psf Moment Allowable ft-I= 7,859.7 ACI Factored @ Heel = 0 psf Shear Actual psi= 33.3 Footing Shear @ Toe = 24.7 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 15.0 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.00 Sliding Calcs Slab Resists All Sliding ! Lap splice if above in= 23.40 Lateral Sliding Force = 1,913.3 lbs Lap splice if below in= 9.40 Hook embed into footing in= 9.40 Concrete Data fc psi = 2,500.0 Fy psi = Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 SS Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:08PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME-1IENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Footing Dimensions & Strengths Footing Design Results Toe Width = 2.29 ft Toe Heel Heel Width = 1.96 Factored Pressure = 2,890 0 psf Total Footing Width = 4.25 Mu' : Upward = 6,209 0 ft-lb Footing Thickness = 14.00 in Mu' : Downward = 551 1,218 ft-lb Mu: Design = 5,658 1,218 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 24.66 14.98 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 16.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.50 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As % = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in,#5@ 16.50 in, #6@ 23.50 in,#7@ 31.75 in,#8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu <S *Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,540.5 3.06 4,707.1 Soil Over Heel = 1,136.4 3.60 4,094.7 Surcharge over Heel = 372.8 4.58 1,708.6 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 705.0 2.62 1,850.2 Added Lateral Load = *Axial Live Load on Stem = 1,265.0 2.62 3,319.8 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.62 2,099.5 Earth @ Stem Transitions = Total = 1,913.3 O.T.M. = 6,415.7 Footing Weight = 743.6 2.12 1,579.7 Resisting/Overturning Ratio = 1.50 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 4,649.9 lbs Vert. Component = Total = 3,384.9 lbs R.M.= 9,624.1 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 54- Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:12PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME--1\ENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Criteria Soil Data Calculations per ACI 318.11, ACI 530-11, IBC 2012, Retained Height = 8.00 ft Allow Soil Bearing = 2,100.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Rankine Soil Presure calculation Slope Behind Wall = 0.00 : 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 0.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma = 330.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg &Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 122.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding &Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0,00 ft Eccentricity = 0.00 in Used for Sliding &Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 705.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 1,265.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.68 OK Wall Material Above"Ht" = Concrete Sliding = 0.79 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,914 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 8.23 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,092 psf OK fb/FB+fa/Fa = 0.902 Soil Pressure @ Heel = 93 psf OK Total Force @ Section lbs = 2,397.9 Allowable = 2,100 psf Moment....Actual ft-I = 7,088.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,725 psf Moment Allowable ft-I = 7,859.7 ACI Factored @ Heel = 121 psf Shear Actual psi = 33.3 . Footing Shear @ Toe = 23.7 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 17.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 6.00 Sliding Calcs Slab Resists All Sliding ! Lap splice if above in= 23.40 Lateral Sliding Force = 1,913.3 lbs Lap splice if below in= 9.40 Hook embed into footing in= 9.40 Concrete Data fc psi = 2,500.0 Fy psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 55- Schemmer Consulting Group PLLC Project Title: Crane Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-104 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:25 JAN 2017,10:12PM Cantilevered Retaining Wall File=c:lUsersladminlDOCUME-IIENERCA-1117-007-2.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1,16 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : 8 Foot Wall Footing Dimensions & Strengths Footing Design Results Toe Width = 2.29 ft Toe Heel Heel Width = 2.21 Factored Pressure = 2,725 121 psf Total Footing Width = 4.50 Mu' : Upward = 5,992 0 ft-lb Footing Thickness = 14.00 in Mu' : Downward = 551 1,736 ft-lb Key Width = 0.00 in Mu: Design 5,441 1,736 ft-lb Actual 1-Way Shear = 23.66 17.87 psi Key Depth = 0.00 in KeyDistance from Toe = 2.00 ft Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 16.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.50 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in,#8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu <S *Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,540.5 3.06 4,707.1 Soil Over Heel = 1,356.4 3.73 5,057.0 Surcharge over Heel = 372.8 4.58 1,708.6 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 705.0 2.62 1,850.2 Added Lateral Load = *Axial Live Load on Stem = 1,265.0 2.62 3,319.8 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.62 2,099.5 Earth @ Stem Transitions = Total = 1,913.3 O.T.M. = 6,415.7 Footing Weight = 787.3 2.25 1,771.1 ResistinglOverturning Ratio = 1.68 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 4,913.7 lbs Vert. Component = Total = 3,648.7 lbs R.M.= 10,777.7 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 50 2x10 DOUG FIR LEDGER, BUILDING PAPER BETWEEN 2x10 AND CONCRETE, 5/8" DIA 2x6 PT PL W/ Y'O AB WEDGE—ALL @ 16" ❑.C. PER LATERAL DESIGN, 48' D.C. MIN j, ! :::. J❑IST, 12' MAX • °wo 4' CONC. SLAB W/ SPAN C2)#5 C❑NT o o FIBERMESH REINF. a°po • NOTE: %/2" DO NOT BACKFILL a UNTIL BASEMENT SLAB • AND FLOOR SHEATHING ARE 8'/, •,/ IN PLACE! , :, / FILTER FABRIC <S ▪ °wo 8'—0' REINF❑RCING: °4 ,og MAX #5@12"❑.C. VERTICAL // pSo #5212"0.C. HORIZ❑NTAL d ' G a V DRAIN ROCK a�,,08 • o�▪ �oo (2)#5 CONT. . s 4" CONC. SLAB W/ o800 oho, 4"0 PERF. DRAIN _INE FIBERMESH REINF. • " • • °a 40o0°)010°w \ ,a D a �j� /I (4)45 CONT. W/#5__ 1" I _ 1„ BAR @ 16.5" O.C. �2 —32 Y 2 22 / 4'-6" 3ASEvENT ETAI \ I \ G WALL NO SCALE 8.in Conc w/#5 @ 12.in o/c • • • • • 8'-0" O-O" • • • • • 3" • V Sliding Restraint • • • 1'-2" • • 3" #5@16.5in @Toe Designer select #5@16.5i 2'-3 1/2" 2'-2 1/2" III horiz. reinf. S ► . 101. @ Heel 4'-6" 1500 E. College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 ConsultingEngineer Phone: (360)708-1865 Iner g timg@BuildersEngineer.com Structural Analysis: New home at 3716 Leeward Lane, Anacortes, WA Client: Stefan Hendricks CCI Job Number: T17050 Building Design: Jim Sykora, Strandberg Date: July 21, 2017 Homes 4 G A R RI: v7rE In4 . 2eaT� CITY OF ANACORTES #trsres0, \iONAL 0/17 INDEX: Design Sketches and Callouts SK_1 —SK8 , CO1 —CO8 Standard Specifications. B--H Calculations. Cl —C30 Total No. of pages excluding cover sheet: 53 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). l _ __ -- • 1,1 I, v. ' 1� V� t 1 cJ1' ~T i ....„ ,\ , I ., 1 L..... L . ..1.... i i t i.,... _, ,,, .. _a... .: _. _ . ... , ....._ ‘.3. ..-• . . .., `._ • l r i K I `� ,, ' v V iice`\ . i V o 'N. a l f ti f.�` • p ' 0 51, � , o' i SJ irk : ,._.: MI- 0 __- _._.. _... __ .._. . -- _— _- •il n )! 1 .1 , - 1 -` '` -1i �. I.c c�i O f ! cs : .j Sl ti.J i I r ` .. _ • ." �-� a-r::.—_. , -LC. L........ .. „ ...,wm .r. e...w+--- e"'- • " :...vim_r.,,...... +.r -. —..........+o...w..�+.•...,...J._�n.,._�r.• t �. _x" r s s - Sa'----... ,.., -v_� —__�,. rwcS -a_,..-^• 1 % a i,r;. 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' • .. , : 1; 1 /, ; i ' 1. I j tC4 I 1, 1 LJ 1 I , v A r1:4- Oa ,911raj' .-a r4ev .,� `t Aj " Div1o"T o-)V,4191op , ILA 1, N. nei2 4�S 5S • ro JL, D I JI ' - I- - -� - - - — — — - - -;_ _ _- - -_ -_ - - - I J -'._n? .mil Nil A4 1 I PLAN AREAS -- — f— - rz� b -- • ► — ®.t/ .,1 o I I MAIN FLOOR 2,116 SQ.FT. J W W ii qIN �5LAB5 rc l I K I I iv z BASEMENT 1 ,67q SQ.FT. o V o v I nil SUSGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL.COMFAG'ED TO 95% RELATIVE COMPACTION. IT 15 STRONGLY RECOMMENDED THAT k ALL 3TRUC.TURAL FILL SE CHECKED SY A GEOTECHNICAL CONSULTANT. v V V ''^� �` I• I +'UNDERSLAB INSULATION: MAY USE XP5 OR EPS RIGID FOAM WITH MIN,25 P51 COMPRESSIVE STRENGTH UNDER SLAB. IF USED, PROVIDE AND UPPER FLOOR 182 SQ.FT, F ° CONCRETE. 1 1 ;INSTALL PER MANUFACTURERS RECOMMENDATIONS. • ------ P. t, X X Jgyggy 4 657 SQ.FT. I . : 3T R ZA~x E GONGREtE r69TptG , SLAB THICKNESS USE 4"MINIMUM TOTAL LIVING AREA: d I ti 1 vi RPBAR•SAGH WAY _ r REINFORCEMENT:USE ANY OF THE FOUL OWING: _ I�'4 I .. I �_. : 1'4••-�2 Y� 3'-1 ---"�.- 4•.9- ....�1'<' a'-5 1'-0' T-1` I ='L' 4'-0- -MINIMUM tt: REBAR AT 24-O C. EACH WAY GEN-EREP IN SLAB. GARAGE --- --- 614 SQ.FT_ I _ �t J L- T - -' � - - I"^"- -i I L.- - L 'I./MELDED INIRF FABRIC,MINIMUM W2.9 X,6 X 6 16 Ga)CENTERED IN SLAB SPLICES OVERLAY o'MIN. I •FISERMESH PER vANUFAC7URER_ RECOMMENDATION I rr x 1t'GGNLFFTF FOOT y`a,, ® I M I .— I t I• HELIX MICRO RESAR•MIN SUBS PER CUBIC YARD. I COVERED ENTRY 18 SQ.FT. - ;,r ' — — — L— �� 14 I CONTROL JOINTS:MAXIMUM RECOMMENDED SPACE=8'O.G EACH WAY. THIS IS A NON STRUCTURAL ITEM AND MAY 3E GHANGEn OR OMITTED 6Y; I yl I ✓ b `ff 4 . 1 COVERED DECK 262 5Q.FT. 1 W I `A4_ lohNEK. I is. + q qC G/� .. L 6%1' 3'4' 4'•9' 2•4"- 4••5' 2'-0- - 10.h. J ;VAPOR BARRIER'USE MINIMUM 6 MIL PLASTIC.VAPOR BARRIER UNDER ANY INTERIOR SLAB. I PATIO - - 1 V J J VC•F r. I 1 I 1 �.__, 3 i 1 m ft; I^ CS -/ _I. 'I ✓ i - . ly. i•.' 13••b• t 2,'-E - �^- :'-b' _ ZS•-0- ,,^,7 ,• __.----- •I' - 'j - --- - - - 1 I ) 1T9 , — --- ---'- --- ���� 77 r, - I 1- - - �, I --- �f 1 t — I , . �.. -`_� , I_ y-0. -'I A " ' V I PATIO SLAB m �' \ „ I I 4 1... Nohl 1 I I ', 65 SG FTzu I al ill an Nl / { .. .� . . `. p• I a, j� I BASEMENT SLAB 4 • � • J • F.Si\ x,�.:-:?`v.•.X;• :.:{.:'C:•7c,:•Vi:Y;!s�k:tix,'::�Y.•'i�`..'V..'.;`yvl;v._.x{ �_ ia d1 1611 SO FT �BUGKOUTFOR 5 4 • ' I i • GARAGE DOOR 21'•E' 9'�' 3'-0' • vI iv • T I - A ► I 1 ,f R, I l 1`� , • • SLOPE GARAGE FLOOR • 1In ir 1 • A4 _ { I 1 GPcAlNLSPAGE VENTILATION Q ~ / r j ce I ( (j I / L-4 - 1 24.x.4.x 24"FOOTINGS • ' GRAlldLSPAGE AREA: 155 5Q.F7. _ L I I 1 H-. -1 r - �- - ` J I ��i Vtl f=31q^4E$hR _COY - 155 f 150= 1.03 SG FT OF VENT IS REQUIRED. I :, ^— I I = I ��� Pb v I ® 14 r }_ - - - -k -� - -b- - - -SLAY?TOP OF FOOTING. . • • USING c x :5 F U•JDA-I✓N V:'4-5 ^VENTS ARE ra -I�- I 1 -- --- •n - J # ' = J �+o i I I wl I I � r + Ir — rtr , I `lc ,. �.W ' siti REQUIRED ONE SLGW'/E`I-I_,T14G OPENING �..L_ 10'_ •v -4 5' 3'--}t l'4•- 3 0'-� -it- I- 4.9' . 2%0' T t-t-. g•d--.�-.._..— 4•-0" ..1.- V-10' -�-0• .-r•2- ..I - 1) SHALL BE INITHI V . .G I F j f a. , I I� 1* 1 .. s, }' I.1. i 1 I _ _.� '@°:T :_- H CORNER OF \ J _ STUDIO SLAB GARAGE THE BUILDINs 15;ec - e:. 1 I t x,r ry �� i�~ A4 _ _ _ I i i I I I �NGR=.E- I' I I I 364 SG FT - - 5b9 5Q FT - ., FINAL LOCATIONS O= FOUNDATION VENTS TO BE w '.� �- - J 4!, fq Foarir+v t-- J • _ I DETERMINED ON SITE 1-I I — I ,,,� 6 / IL J II� , I b+ w / I� . • - i— 2P f'--- I_' IC 4 0Z*, '4.. 6'4 111-- _.L 1.411 t--t'F 3'•11' ' 1%4• T4--I--!�'- o l --•.". re , o _ '{ 1 I o `� 1 i'v'—Y_ 1 •-4�- —� I / I 4 4 I • I G-t r'-J- 0'-4 1/2" O'•3 112 1 Y - • 1 r .— 1 L`J It _ L_ J I =- I � , - ^ (A4 ,f 1-A1-4- I I�GRaYVL5PArE ACCESS _I t,. 1 t• 7`,� W , n I I til j� Q SLOPE GARAGE FLOOR • 1 . T — tf.".�� r 1'= �� I � y) -.- Ac}�i ��� i i• I I — — — _ — 1 . 1• 6 MILL VhQUEEN- 61lI.- ✓15QUEEN- I `, --r i t^ I' • • ` • 1 1 —I_NIP— , 4f/ .1 � � _ I I ; I 'v fi11,,• • 1 • A4 • 4 (/�-4�,` • �,� [—I4 �,t2-- ,' , �__ — t • ^ 1 ✓ i -1_rI I - -. ---- - I • _ _.I Ili i sa xz�'x�n r T ` A4 , 4 1 — -- —— I A414 ` j L_ —J SL�YT TOF O° FOOTING is, • r y • rJ 1 .-, ' — ^ -� F.'TI<, _.L:�^ j . . a . ' , f' ° ' -. 1 i } ��_— L �..— —t — — — — — — r F _ —;- {—. % Yl 5. \.!k�`�, L I 7- = -i I 120 e0 ' • I I- --4- -i•.___ -.- ^µ1 JI- 7 } I - - - , i- - ,5•-0• ��Y.--- . --..�.. _ �.: -- 1 -• t'..\I• _1-�t. - t0'� -+1. .- _j-J' •�• 1'•�-� —' , 1V':•u 112' I I _.—11 • —._� —_—__ 14•�• :tL T ^1.--_ J•V—�..�— ' DECK BEAM sIM, To (2)LAG BOLTS THROUGH BEAM FLANGE (ONE EACH SIDE) AsE. W 12X 26 STEEL I BEAM POWDER COATED FINISH 0 9 FINAL HEIGHT MAY VARY DEFENDING ON GRADES To Co ,t- (4)HEADED ALL THREAD EMBEDDED IN CONCRETE FOOTING. (TWO EACH SIDE) 6° i v 4 CONCRETE FOOTING. SLANT TOP o o - AND TAPER EDGES TO MINIMIZE —1-a 7, ° PROJECTION ABOVE GRADE. e 7. DECK SUPPORT COW MN Shear wall top connection - D1 framing parallel. • Ttu 5S yfe�f �•`?Af1-6FL... : (1c.Tr 1 .•: v14-• • V` A. . 7v-c�sS, U rz t t Q `T 6.1. I • Ail-, • sitary4 .. 51L7 a E 11■d■Iltil ` 1 f c.l G E 1.1 2_6 CEtc.1kI61 OR. git-t2 SQAc.trA 011-tE2 • Shear wall top connection - r>�us � L D2 framing perpendicular. � �� a E f i i • ---' A.,-r 42.E o� girt vtZ Cod i � . c7 r �c >r4 • To is-r 'F f-, AG-s'. 1 1 c,� µ�1� z . 1 i l Ott.-tom _ ,r�'~ 1 • SD wc I S4,acs j 1 • T2uss i3c..U.c.K4-- Ali.. 1 : OTkt62 Fi,u, -r. I ,4 'pace- 1 1 f : . i /flit ' - , t ' 4 TLrt-1 az.. C �►r - st{E) .l1.IC1 AL. 142.E i -- i : 5TdP5, i H_�r- . g. AL-r , 1 I sAwci i,09 : ii qr..,, 4. . - r,,. I :4 icr6-ttN6! . S�LtiGE ; 7-Qj 4 -: ' 77------7"Coirf: 1.-K/61 1; a: j 1 IV `BALL }1E4c , 7'CL s . U q2 _ Oa. •.. A1 uZ- -�C Sbya 157o i { 5 i re.15 f.,a0 i/ I c ...9 5Cw`4: . C,A t-LoLti i I) , ( ) Lower roof connection to • D3 shear wall. LoWSQ-, Re:cc ,a "` II j 3 i r III . . . 4 - A it LE.DEtETZ Lol4 fee: 1 cA u,o r 4 1 ma's Ids': 41 1--T-- .q.• LIJJ VI f ... .2 too . • i. • , 1 i ) Stron Wall SB Stacked i 1 D5 g 1 Condition. ' J z , I- . 4). 1 ) .. Hex num and structu_al I , washers providedi s t 1 t 1 _ , with tv1S;<kit. �\ - `, S.�i. ' 1 `it'1__--'r 1 ; i I ;. NI'ta ra4:iire a iN :s f / I I i i . sr'r. tight fit. 1 / t I/ ti r / } i - [ N - .i 1 1 s. - 1 4 -- i S1r� `J • .1 ` 25H MMSK hoi`.1-'J'.'1f f ;i ! , installs t..ith'r . • - , . t I� ' �,it . . - ' tart .?.'.% min. • - 1- . - • ; ', ''t„}3 r' 1. ir?rl holes.. nails • • Ill_.1 - , J -1-. 1 (f;.il all hai4s�.. I• �. � di a`� i ' •.� r •f s I Align LSL :, r, S _ i. c - 1�,`q i /�-{`� 7 ` bearing block .. r, ' i r ; n !� ` �f P[�` ``'I 1/♦' i" q � "s'.. : with first-my ei /71 panel. 4 '`} nri / ti` 1L., A• 1j 1 4 i , Sea page 9 I fix 9 3 • ?' "` .;1 �; '�(14 ? ��.• �` -Ap-plate connection. ` ,i n 1rt\„ Two-Story Stacked ltili } f ,#! - r4, 7 Connection Details 4k' 1?'.° " - Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typical Shea Wall Callout Symbol This symbol indicates a de icated shear wall or panel, th type pei callout blow. Walls w thout this symbol re not dedicated shear walls - use code-standard construction. V Min length of shear p el, ft.- If" ", construct entir Wall per this callout, with m nimum individual panel lengths indicated on pla . If"NS", means Not a S ear Wall. Build per code m' imum. Sill Bot anchor Stud Top of plate to max Capa- unbrac• Stud Nail Edge Sill Block- Top of wall fram- I spc'g / city, Nails ed Stud mat'l / Field Top plate & ing at wall conn to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. specs) spac'g, in. min. nun. nail'g edges framing i framing in. concrete in. 6/6@24 Con't 10 24 2x4 Sawn 6/12 16 @ Con't sheathing 5/8" j- one, sheathing +blkg or bolt or 7/16" either 12 16 2x6 Sawn 6/12@16 48" lap or A34 H2.5 or 5/8" Titen 1PW 168/ OSB or side, 8d _ 2- 2x4 w/ 8- 2x NA or LTP4 SDWC- 16d @ 6 HD, w/ 3" 72/4 120 plywo- apply 16d at 36" 15600, wshr. Or od directly 16 12 2x6 Sawn 6/12@12 max. See @ 24" MASA or to studs D1 max. See MASAP 22 12 1.75x5.5 LVL 6/12@12 KEi52 490/ 2PW 350 (same) (same) , (same) (same) (same) (same) (same) 4/12@16 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 10 24 2x4 Sawn 5/8" j- bolt or 220/ 1/2" or Sd�for @ 48" lap 5/816d 6 f w/ 3" 72/4 4/4@24 5GW 220 5/8" gyp both 1/2"; 6d 14 16 2x4 Sawn 4/4@16 2- 2x4 w/ 8- 2x NA (same) (same) @HD, i for 5/8" 16d wshr. Or MASA or 16 16 2x6 Sawn MASAP 4 an- Structural Callouts©—Copyright ConstructionCalc,Inc(CCI) 0 PA Per Architect * Structural Item:This item and related connectors shall be per architect/designer. 7 SW Simpson Strong Wall SB-Upper Level Detail * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment and King Studs:Nail 1.75x7.25 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. D7 - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. - At midpoint of SWSB connect top of SWSB to bottom of header with HSLQ37. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection:Connect to 8SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. 8 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height, see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 1.75x5.5 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. a Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB-RT. 9 SW Simpson Strong Wall SB * Strong Wall: Use SWSB18. Width= 18".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. Okay to hang floor joist on SWSB. * Alignment at Window or Door:Nail 2x trimmer to SWSB for header support.Trimmer creates edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8"diameter,extended to footing bottom rebar and use * double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template, SWSB- RT. v 03 11 RD Roof Diaphragm * Shear Capacity: Good for Eh=230 plf-seismic;Eh=322 plf-wind.Max aspect ratio=3:1. * Framing: Trusses or rafters: 2x at 24"OC,max. * Framing Connection at Support: - Where connected to shear wall,connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam,use H2.5,or A34 with screws,or similar,typ. - At ledger,connect per ledger callout. * Sheathing:7/16"min.,OSB or CDX plywood. * Sheathing Layout:Case 1 per IBC 2306.2.(1) * Nailing:Use 8d at 6"edges, 12"field. * Blocking:Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm I©,Sheathing:With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor;either 3/4"species group 1,or 7/8"species group 4.May be OSB or plywood.Good for 130 psf,TL @ L/360 deft. I * Sheathing:With joists at 16"OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick.May be OSB or plywood.Good for 245 psf TL @ L/360 deft. * Sheathing Layout:Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing:Glue,and connect with l Od ring shank nails or#9 screws,at 6"edges, 12"field. * Blocking:not required except at supports(beams)and connections to shear walls below. 14 SW Simpson Strong Wall SB-Upper Level Detail I * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on- D5 SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of - wall. Top Connection:Header beam to extend over entire Strong Wall. _ - Connect outside of SWSB with portal straps SWSB-PS. _ - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection:Connect to 15SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. Goo 15 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection: Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB-RT. 17 HD Alt 1-Holdown-Embedded Strap Type. * Min.Capacity: Good for 2185 lb uplift. * Holdown:Use LSTHD8 for no rim joist condition. - For rim joist condition use LSTHD8RJ. * Nails:Use 16, 16d to full-height stud as follows. * Stud:Use larger of:king stud as spec'd elsewhere;or choice of 2-2x,3x,or 4x. Alt 2-Holdown-Bolt Type Holdown:Use HDU2. * Lags:Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set,use 5/8"diameter SSTB 16,or 5/8"all-thread with nut and 3"washer on embedded end. * Min embedment= 12".If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at bottom of footing. - If rotohammer,use 5/8"Titen HD or all thread&epoxy,with 6"min concrete embedment, centered in stem wall. 18 SW Simpson Strong Wall SB-Upper Level Detail Strong Wall: Use SWSB12. Width= 12".Height,see below. * Height:Bottom plate to bottom of header beam. Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment:Trimmers or king studs optional. SWSB may form edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection: Connect to 19SW below with MSK12 kit. D5 - Slot top plate of wall below as necessary to insert MSK12 holdowns. cos 19 SW Simpson Strong Wall SB-Lower Level ©.Strong Wall: Use SWSB12. Width= 12".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment:Align this SWSB directy below SWSB above.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8" diameter,extended to footing bottom rebar and use * double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB- RT. 20 H Header * Header:use min:2x6,tall dimension vertical in"L"configuration.Or use min.,2-2x6,or 4x6. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4"OC. * Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. * King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 21 H Header MallHeader:use min:2x10,tall dimension vertical in"L"configuration.Or use min.,2-2x8,or 4x8. I . For"L" configuration,connect vertical header member to flat 2x with 16d @ 4"OC. IIITrimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) * King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 22 H Header * Header:use min:2-2x8;or 4x8. * Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: III - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. H Header I *a■Header:use min:2-2x10;or 4x10. Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 25 H Header at Strong Wall SB * Header:Use min.,6.75x10.5 glulam or PSL. * Length: This header to span from exterior wall to exterior wall,approximately 21'. * Bearing: Bear on 7SW-see that callout for connection. G06 26 H Header at Strong Wall SB * Header:Use min.,5x12 glulam or PSL. * Length:This header to span between 8SW's. * Bearing:Bear on 8SW with min.,HUCQ 5.25x11. 27 H Header * Header:Use min.,6x10. * Length:This header to span from exterior wall to exterior wall,approximately 9'. * Bearing:Bear at corners on min., 1 trimmer;or HUC hanger to king stud(s). 28 H Header at Strong Wall SB * Header:Use min.,5x10.5 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 13'. * Bearing:Bear on 14SW-see that callout for connection. - At other end bear two,2x king studs. Connect king studs to header with 2,L50. 29 H Header at Strong Wall SB * Header:Use min.,3x10.5 or 5x9 glulam or PSL. * _Length:This header to span between 15SW and trimmer/king stud,approximately 8.5'. * Bearing:Bear on 15SW with min.,HUCQ - At other end bear on 1,2x trimmer+2 king studs. 30 B Beam Beam:Use min.,4x6. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 31 H Header at Strong Wall SB * Header:Use min.,5x12 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 16'. * Bearing:Bear on 18SW-see that callout for connection. 32 H Header * Header:use min:2-2x8;or 4x8. Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or HUCQ. King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 33 B Beam * Beam:Use min.,3x12 or 5x9 glulam or PSL. * Connection to Post:Use PC,AC,CCQ,HUC,cleats,or similar. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 34 B Beam-Hang on Other Beam's End. * Beam:Use glulam or PSL or LVL,min. 5x10.5. * Connection to Beam:Use HUCQ;or WPU,HWU or GLT w/top flange offset. o7 35 B Beam-Cantilever with Backspan in Framed Wall. * Beam:Use glulam or PSL or LVL,min. 5.125x21. * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. * Sheathing: Shear wall sheathing to be nailed to beam with edge nailing. 36 B Beam-Cantilever with Backspan in Framed Wall. * Beam:Use glulam or PSL or LVL,min.5.125x21. • * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. 37 B Beam-Hang on Other Beam * Beam:Use glulam or PSL or LVL,min. 5x15 or 6.75x13.5. * Connection to Beam:Use HHGU. 38 B Beam • Beam:Use min.,5x10.5 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 39 B Beam * Beam:Use min.,4x8 DF or 1.75x11.8 LVL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min., 1 stud under beam ends. 40 B Beam * Beam:Use min.,5x9 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 41 H Header * Header:use min: 5x12 glulam or PSL. * Trimmer: (a.k.a.,Jack Stud)use min.,2-2x,each end. * King stud:full height bottom plate to top plate,3-2x each end. 42 J Joist Below Fireplace. * Joist:Use min., 1.75 x 11.8 LVL at 16"OC. 43 B Beam * Beam:Use min.,6.75x15 or 5x18 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,4 studs under beam ends. 44 B Beam * Beam:Use min.,2.6 x 11.8 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. Cot 65 L Ledger-Roof Diaphragm Detail * Ledger-Roof Framing Perpendicular:Use 2x or LVL ledger,min height to match rafters. Apply ledger over wall sheathing. * Ledger-Roof Framing Parallel: Ledger may be top chord of truss or last rafter or similar.Ledger to be placed against wall sheathing. * Ledger Connection: If connecting to rim or header,use SDS,or LedgerLOK at max 9"OC. - If connecting to studs,use 2,SDS or LedgerLOK per stud. D3 _ - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. Min end distance of connector to end of ledger or splice= 1".Min edge distance to top or bottom of ledger= - 1.8" * Roof Diaphragm:Connect roof diaphragm to ledger with 8d ring shank or screws at 3"OC. 66 L Ledger-Deck Joists to Rim. * Ledger:Use min.,2x,PT ledger,at least as tall as joists. * Ledger Connection: Connect to rim with SDS or LedgerLOK at max.,9"OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim, 1.5"min. Joist Connection:Connect joist to ledger with U or LU hanger. 71 P Post * Post:Use min.,2 studs or 4x4 under point load above. 71 P Post * Post: Use min., 3 studs or 4x6 under point load above. 75 P Post-Mullion * Post:Use min.,3, 1.75x 7.25 LVLs,or 5.25x7.25 glulam or PSL column. - This post is continuous from bottom plate to upper window header,25H. * Top Connection:Connect to 25H with 2,L70. * Bottom Connection:Connect to bottom plate with 2,L70. 76 P Post-Mullion * Post:Use min.,2, 1.75x 5.5 LVLs,or 3x5.5 glulam or PSL column. - This post is continuous from bottom plate to upper window header,27H. - Stair landing must connect to this post to provide lateral(out of plane)support. * Top Connection:Connect to 27H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 77 P Post-Mullion * Post:Use min.,3,2x6 or 2, 1.75x5.5 LVL. - This post is continuous from bottom plate to upper window header,28H. * Top Connection:Connect to 28H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 5 Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall w/cultured stone dead: 25 O Roof+ceiling dead: 15 psf psf. O Roof snow: 25 psf 0 Interior wall dead: 7 psf O Floor live: 40 psf 0 Seismic Factors: Ss= 1.097, S1=0.436 O Floor dead,carpet,tile,wood: 15 psf 0 Seismic Des Category: "D" O Floor dead, 1.5"gyperete: 27 psf. 0 Wind Exposure `D', 3-sec gust: 120 mph. O Deck live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck dead: 10 psf. 1,500 psf. O Exterior wall dead: 10 psf SINGLE PROJECT: The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- C supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability,active and passive lateral pressures,internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill,it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock,clean the rock free of dirt,moss,debris,or other deleterious substances.Place concrete directly on cleaned rock.Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be'/2"diameter,perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6"of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. 0 For pad footings, use two dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content= 5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. Shotcrete. Concrete for shotcrete shall attain a 28 day strength of f c=3,500 psi. Use materials,apportions, mix methods, application methods, and finishing per ACI 506R, latest edition. All shotcrete application by certified appliers only,using industry-standard equipment. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars (rebar)shall be grade 60(Fy=60 ksi)or better,unless otherwise specified in the Plans.All reinforcing shall be spliced,detailed,bent,and supported in accordance with applicable ACI code. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover.Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer,radar, or similar). i✓ Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers maybe slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads.Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: Material. All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. General Construction:Predrill all nail holes where required to avoid splitting.Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. Beams and Posts.All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns.Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column,connect all plies with glue and 2, 16d at 4"spacing. Glue.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header.Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified in Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts.Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6' wide to 9' wide—use min.,two king studs each end of header. * Opening 9' wide to 16'wide,use min.,three king studs each end of header. F Discontinuous Top Plate.Where wall top plates are cut, omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12"length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16" OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16"larger than the bolt diameter.Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations.In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2"lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofmg members shall be designed by a certified professional engineer.The prefabricated structural roofmg designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing,etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Where called for,use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. STRUCTURAL STEEL: General.All fabrication and erection of Structural Steel shall comply with the requirements of AISC (Ninth Edition). Shop Drawings.CCI recommends that the Contractor or builder submit shop drawings to CCI for review and approval prior to fabrication and erection of the structural steel portions of the project. Such review and approval of shop drawings is beyond CCI's current scope of work. Structural Shape Materials.All structural shapes shall comply with the following standards except where noted otherwise. O Wide flanges: ASTM A992, (Fy=50 ksi.) O Angles,channels,and plates: ASTM A36(Fy=36 ksi)or better. Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion.All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations.Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast, 2—3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer.The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build coating system.Unless otherwise specified by the owner,the final color shall be `primer grey'.Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise specified by the owner,the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. cl 1500 E.College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com LA -(LA u A ww'S . y€E_ -..G-c - G_ I s j-2147 '43, "f es 1 41 Ali , D `-- 33 ( it- 2- ' wJ .l! A- Z • F7-1' f.2S--.°..... II Q/._ 12a - 2 t1 ! .34-5 II II �` 3 C z o II ii [ ,, Ir i Hv� rZ — _ 1, III s.z mot; �17, Z� tz\ 1_ : --- VI III 1 III III Z.i 21- 1 �I ^ Z 0 c 1 OI I� II _ L. -. ZC (ht II 2D L. 1 j. v � � � E � � . �, � � ol �� 0 .Cti . 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Design L «a ds - IBC 205 ASC 740 Se snail( Calculi MOO ns - Per ASCE 7-100 Project Hendricks Job No t17050 Date 7/7/17 Location 3716 Leeward Lane, Anacortes, WA USGS 0.2 Second Response SS = 1.097 % of gravity USGS 1.0 Second Response Si = 0.436 % of gravity No. of stories above ground ley. Two Stories 1 V Site Class Siff Soil Profile, D (Typ.) V Risk Factor Comm'I, Industrial, Residential- Med Hazard, II V Equiv Lateral Force Method Seis importance, IE = 1 .00 Structural System Bearing wall - wood or light steel shear wall v .2 sec response, Ss = 1.097 Ss use for Cs = 1.097 Is structure regular and 5 stories or less? [Yes ® Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.436 Site coef, Fa = 1.061 Redundancy factor, p= 1 Site coef, F„ = 1.564 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 32 ft 0 - Str factor, .Do= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.164 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.682 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, SOS = 0.776 0 - Str factor, no 3.00 Design spectral parameter, SDI = 0.455 Seismic Base Shear, V 0.119 * IA! + Building period coef, °Ts = 0.020 Horizontal Seismic Load Effect, Eh 0.119 * W Approx fundamental period, Ta = 0.269 Vertical Seismic Load Effect, Ev 0.155 * W Upper limit period coef, CO = 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.377 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax = 0.260 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, Cs = 0.119 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.491 D + .7Eh Max diaphragm force, Fpx max = 0.31D Wind Loads Per ASC[ 7 10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Hendricks Job No t17050 Date 7/7/17 Building Wind Exposure Exp D- Up to 600' of B or C + flat, unobstructed or water. Enclosure Classification Enclosed Building (Typical) ki V 3-Sec Gust, Basic 120 mph ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos. Stress increases allowed for wood only. Load Comb Factor 0.6 Roof Pitch 1 2.00 /12 Slope 1 0 = 9.5 deg Roof Pitch 2 1.00 /12 Slope 2 0 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 Hill Shape Topographic Factor Not Applicable ® L/B 0.38 Building Width Perp. To Ridge B = 105 ft h/L 0.75 Building Length Parallel To Ridge L = 40 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) h;n = 30.0 ft 3-Second Gust Power Law Exponent a = 11 .5 Eave Height (ft) heave = 29.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1.162 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = IBC Load Factor for ASD Wind - 1605.3.2 CO = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1 .000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 36.42 psf Wundw ird Wall Pressures Internal Pressure Elev K Intermed. Windward Internal Pressure Value q, Wall 0-15 feet 1.030 19.37 psf 13.17 psf +/- 6.56 psf 15-20 feet 1.083 20.36 psf 13.85 psf 20-25 feet 1.126 21.17 psf 14.39 psf Longitudinal (Parallel To Ridge) 25-30 feet 1.162 21.85 psf 14.86 psf 30-40 feet 1 .222 22.97 psf 15.62 psf Leeward Wall Side Walls 40-50 feet 1.270 23.88 psf 16.24 psf -9.29 psf -13.00 psf 50-60 feet 1.311 24.65 psf 16.76 psf (Outward) (Outward) 60-70 feet 1.347 25.32 psf 17.22 psf Roof Pressures - 70-80 feet 1.378 25.91 psf 17.62 psf Based On Posn. Pressure Down Ridge 0 to h/2 -20.43 psf Transversf7, (Perp. To Ridge) h/2 to h -14.86 psf h to 2h -11.14 psf Leeward Wall Side Walls > 2h -9.29 psf -4.99 psf -13.00 psf (Outward) (Outward) Horiz prof 15.62 psf Slope 1 - 20.6 psf 2.00 / 12 8:4r -13.70 psf -6.73 psf -4.06 psf 14.86 psf 19.8 psf 1. / 41 14.39 psf I +/- 6.56 psf 19.4 psf ego' +l- 6.56 p`sf 13.85 psf j +/- 6.56 psf - /Os. illiEm",-4.99 psf 18.8 psf - •.56 psf 1 i 13.17 psf 4I11118.2 psf showillpik 0' // f1 r //k:\71 e 1 Q5.00 ft /`� l��Y1/ .7// // I S i Roof 1 slope: 2:12 0.17 rads 9.46 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 3.4 psf Press, slope 2, roof, horiz proj: 2.3 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 ConstructionCalc, Inc cs Lateral Load Calculator Job No.: t17050 Job Name: Hendricks By: tkg Architect/Designer: Sykora Date: 7/7/2017 Building: house and gar SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e•hse mid n- hse dn e- w s w s gar e-w gar n-s w Dim 1 41.00 37.00 1320.00 N Dim 2 40.00 17.00 1.00 Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 N Trib Area 1662.6 0.0 637.7 0.0 1338.2 0.0 0.0 0.0 o Dead weight,psf.J 15.0 T 15.0 I 15.0 r 15.0 I 15.0 f 15.0 1 15.0 I 15.0 l Seismic factor.; 0.119 , 0.119 , 0.119 , 0.119 ; 0.119 , 0.119 , 0.119 , 0.119 Calc'd seis load 2967.8 0.0 1138.3 0.0 2388.7 0.0 0.0 0.0 Dim 1 154.00 200.00 152.00 70.00 Dim 2 5.00 10.00 8.00 9.00 To- factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 770.0 0.0 2000.0 0.0 1216.0 0.0 630.0 0.0 w Dead weight,psf.} 10.0 10.0 I 10.0 I 10.0 10.0 F 10.0 10.0 I 10.0 1 Seismic factor.! 0.119 1 0.119 I 0.119 I 0.119 I 0.119 I 0.119 y 0.119 I 0.119 ; Calc'd seis load 916.3 0.0 2380.0 0.0 1447.0 0.0 749.7 0.0 Dim 1 782.00 2200.00 Dim 2 1.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 0.0 0.0 782.0 0.0 0.0 0.0 2200.0 0.0 Dead weight,psf.; 27.0 I 27.0 ; 27.0 I 27.0 1 27.0 I 27.0 i 27.0 I 27.0 1 Seismic factor.[ 0.119 1 0.119 1 0.119 L 0.119 J 0.119 1 0.119 j 0.119 I 0.119 a Calc'd seis load 0.0 0.0 2512.6 0.0 0.0 0.0 7068.6 0.0 Other GLs 3884.1 6030.8 3835.7 6030.8 Seismic Applied V 3884.1 3884.1 6030.8 6030.8 3835.7 3835.7 13849.1 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Dim 1 N • Dim 2 i\i Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 1 3.4 , Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 42.00 38.00 50.00 En Dim 2 7.00 9.00 10.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 294.0 342.0 0.0 500.0 0.0 0.0 0.0 0.0 w Wind psf load 19.8 i 19.8 ' 19.8 ' 19.8 ' 19.8 ' 19.8 ] 19.8 ' 19.8 I � � i L j i � i Calc'd wind load 5821.2 6771.6 0.0 9900.0 0.0 0.0 0.0 0.0 Dim 1 52.00 50.00 28.00 44.00 En Dim 2 10.00 9.00 8.00 12.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 0.0 520.0 0.0 450.0 224.0 528.0 0.0 w Wind psf load; 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , 18.2 , Calc'd wind load 0.0 0.0 9464.0 0.0 8190.0 4076.8 9609.6 0.0 Other GLs 5821.2 6771.6 15285.2 Wind Applied V 5821.2 6771.6 15285.2 16671.6 8190.0 4076.8 24894.8 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Controlling V 5,821 lb 6,772 lb 15,285 lb 16,672 lb 8,190 lb 4,077 lb 24,895 lb 0 lb Controlling Force Type wind wind wind wind wind wind wind - Cc ConstructionCa c, Inc Description: hse up e-w Distribution of Lateral Loads Total V, unfactored 5,821 lb Wind or Seis control? (w or e) wind Building: house and gar Total V, factored 3,493 lb Grids 31,32,33 33.5 34 Percentage V 34% 33% 33% 0% Leftover V/grid 1,188 lb 1,153 lb 1,153 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,493 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 10.0 If 4.0 If 5.5 If 19.5 If 61 plf 1PW 5GW €3.5 12.0 If 12.0 If 96 plf I PW 5GW (SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse up n-s Total V, unfactored 6,772 lb Wind or Seis control? (w or e) wind Total V, factored 4,063 lb Grids 3a 3a.5,3b 3c Percentage V 50% 25% 25% 0% Leftover V/grid 2,031 lb 1,016 lb 1,016 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,063 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 36.0 If 36.0 If 56 plf 1 PW 5GW 5.3 If 9.4 If 14.7 If 69 plf 1 PW 5GW 2.0 If 3.6 If 2.1 If 6.1 If 2.3 If 16.1 If 63 plf 1 PW 5GW Description: hse mid a-w Total V, unfactored '15,285 lb Wind or Seis control? (w or e) wind SWSB at 24/2A good for 1340, reduce V/grid by that amount Total V, factored 9,171 lb SWSBs at 25, see calcs, C2 Grids 23, 24 25 Percentage V 50% 50% 0% Leftover V/grid 3,246 lb 4,586 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,831 lb SumcheckNG Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3.0 If 4.0 If 5.5 If 12.5 If 260 plf 2PW 6GW (all SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse mid n-s Total V, unfactored 16,672 lb Wind or Seis control? (w or e) wind Total V, factored 10,003 lb Grids 2a-2c 2d-2g Percentage V 50% 50% 0% Leftover V/grid 5,001 lb 5,001 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 10,003 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 17.3 If 8.0 If 11.4 If 5.4 If 42.1 If 119 plf 1 PW 6GW 26-24:5 9.4 If 33.0 If 42.4 If 118 plf 1 PW 6GW Description: gar a-w Total V, unfactored 8,'i 90 lb Wind or Seis control? (w or e) wind Total V, factored 4,914 lb Grids 21 22 Percentage V 50% 50% 0% Leftover V/grid 2,457 lb 2,457 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,914 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 2 4.0 If 4.3 If 4.0 If 12.3 If 200 plf 2PW 6GW AB: 3.0 If 19.4 If 22.4 If 110 plf 1 PW 5GW Description: gar n-s Total V, unfactored 4,077 lb Wind or Seis control? (w or e) wind Total V, factored 2,446 lb Grids 2h 2j Percentage V 50% 50% 0% Leftover V/grid 1,223 lb 1,223 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,446 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use SWSB, see C2 0.0 If #DIV/0! #DIV/0! #DIV/O! 25.0 If 25.0 If 49 plf 1 PW 5GW G7 "�` " ProBeam Tim Garrison P.E. CO$ JS RUCTIONCAL.0 f We tin •owrr The 'Width• Indust, v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 20h case 1 Other Info. 7/18/17 4 0.5 1 1.5 2 2.5 4 3 5 Type? Simple span,fully blared • i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft 3.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum • Normal L1360 Rt t/240 V 360 = 0.10 in Total, L/ 240 = 0.15 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.00 ft Add Self Weight? Yes Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? :No . w Increase Roof DL for pitch? Y?s wi Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 Ib/ft - ' Loads Point loads are 1/10 scale 1000 500 - 0 0.5 1 1.5 2 2.5 4 3 5 -500 4x And Smaller(Lumber} Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x8 V Load Duration Live: 1,00 yr j % Overdesign 2 x 10 (4) 2 x 4 Moisture Medium Dry •18% 'j Douglas Fir Larch IF j Repetitive Use? No • Pos Bending 18.5% (2)2 x 5 3 x 6 Press Treated? No,Nat f•t W} i No-2 Ir Flat Use? •No W Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. sao deg F toss •i Fb Pas 1,079 psi Fv 180 psi Shear -1.9% Fb Neg 1,055 psi Fcp 625 psi Span(s) Defl'n 607.4% Allow Pos Mom 1,182 ft-lb 147.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,155 ft-lb E 1,600 ksi Calc'd member FAILS by: -1.9% Allow Shear 1,305 lb El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2,78 plf Condit Of Us*: Load Duration:1.0-Live For 2 x 8 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 6.75 x 15 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf Misc manufacturers W I Load Duration % Overdesign 2.5 x 6 5 x 6 8.75 x 9 Moisture Medium Dry • 18% W I 6.75 x 1S .7.1 A Live: 1.00 w Pos Bending 4974.1% 3 x 6 5.125 x 6 Press Treated? No,Not RT. s I 2&F-vY,DFIDF _ _ V I Neg Bending NA ...... ..... ... .. 3.125 x 6 6.75 x 7.5 Temp Cond. 100 deg F tit less f_l Fb Pos 2,400 psi Fv 265 psi Shear 1244.8% Fb Neg 1,845 psi Fcp 650 psi Span(s) Defl'n 31615.9% Allow Pos Mom 50,621 ft-lb 11898.44 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -38,918 ft-lb E 1,800 ksi Calc'd member OK by: 1244.8% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,330 lb 1,330 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 550 lb 550 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.150 in 0.150 in 0.150 in Max Dn Defl - -0.021 in - - - Allowed 0.150 in 0.150 in 0.150 in ProBeam_v7_0_WC �.©�t' S`7 RUCTlONrowmtCALC ProBeamv6.o Tim Garrison, P.E. mumwi Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 7/18/17 2 4 6 8 4 12 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:t,/360&U2-00 • 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self Weight? Yes-Self weight will be added to applied DI. V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 'P Increase Roof DL for pitch? Yes..., v Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 7.50 ft - 113.4 Ib/ft 187.5 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 113.4 lb/ft 187.5 lb/ft Loads Point loads are 1/10 scale 400 - 300 • 200 - 100 - -1004\ 2 4 6 8 4 1,2 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 plf (2)2 x 10 • Load Duration snow:1.IS s % Overdesign - (4)2 x 8 Moisture ;Medium Dry-18% vli► Douglas Fir-Larch wr. Repetitive Use? No •i Pos Bending 5.4% (2)2 x 10 3 x 12 Press Treated? i NoI. ,Not P.T.• • No.2 • Flat Use? Na ♦ Neg Bending NA (3)2 x 8 4 x 10 Temp Cond. 100 deg F&less' • Fb Pos 1,138 psi Fv 207 psi Shear 148.7% Fb Neg 1,108 psi Fcp 625 psi Span(s)Defl'n 484.0% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -3,949 ft-lb E 1,600 ksi Calc'd member OK by: 5.4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Redid Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,540 lb 1,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 602 lb 602 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.086 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7_0_WC G, /� ••rt Tim Garrison, P.E. Cc s 'RUCTIONCALC ProBeam �� v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h case � Other Info. 7/18/17 1 2 3 4 5 ; Type? Simple span,fully braced • I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normat:E/360&UZ40 • E 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft r Add Self Weight? [yes-Self weight will be added to applied DL • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No '0Increase Roof DL for pitch? YeS _..''i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 - 200 - -200 /�0 1 2 3 4 5 >� 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4 x 8 • Load Duration Snow:1.15 • % Overdesign 2 x 14 (4)2 x 6 Moisture 1 Medium Dry- 18% • ` Douglas Fir-Larch •j Repetitive Use? No • Pos Bending 17.6% (2)2 x 10 3 x 10 Press Treated? No,Not p,T. • No.2 Ir` Flat Use? No • Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. i 100 deg F&less • Fb Pos 1,345 psi Fv 207 psi Shear 79.6% Fb Neg 1,334 psi Fcp 625 psi Span(s) Defl'n 632.4% Allow Pos Mom 3,437 ft-lb 1111.15 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,408 ft-lb E 1,600 ksi Calc'd member OK by: 17.6% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf For 4 x 8 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,949 lb 1,949 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 749 lb 749 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.041 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC Tim Garrison, P.E. CAIS I RUCT11ON ALC PD..Beavin we emp.o�+ras'._T e-?Su.11:O•-An' r}2,j vt.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixit y,if any,not shown) Member I.D. 23h cb Other Info. 7/18/17 1 2 3 4 5 A Type? Simple span.fully braced 179 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !No._ !_. Increase Roof DL for pitch? Yes.....___'!!'_1 Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 8.00 ft 320.0 lb/ft 224.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 320.0 lb/ft 224.0 lb/ft - Loads Point loads are 1/10 scale 600 400 - 200 - O 1 2 3 ' 4 5 A 71 -200 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf i 4 x 10 ®► Load Duration Live:1.00 �'': % Overdesign 2 x 14 (4) 2 x 6 Moisture Medium Dry• 18% v Douglas Fir larch r►J Repetitive Use? No ♦ Pos Bending 80.7% (2) 2 x 10 3 x 10 Press Treated? No,Not PS. ♦ No.2 r Flat Use? No V i Neg Bending NA ..................... (3) 2 x 8 4 x 8 Temp Cond. 100 deg F&less t Fb Pos 1,080 psi Fv 180 psi Shear 134.5% Fb Neg 1,070 psi Fcp 625 psi Span(s) Defl'n 588.0% Allow Pos Mom 4,491 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,452 ft-lb E 1,600 Icsi Calc'd member OK by: 80.7% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live For4x10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,657 lb 1,657 lb - - 0 ft-lb • 0 ft-lb 0 ft-lb 0 ft-lb Min Total 697 lb 697 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.044 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC !f ]t Tim Garrison, P.E. C N- S t'2UCTION ALC l?rroGe�am I t W.* Eett•dVtwr limit blltilet•c:3ifttiisR0,- v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. hdr below tall mulls '2.44 /� Other Info. 7/6/17 2 4 6 8 10 12 14 4 18 Type? Simple span,fully braced v 1 Left Cantilever Wm Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V' 360 = 0.53 in k Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft Add Self Weight? l Yes-Self weight will be added to applied DL IP i Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased /5% Loads From Continuous Member? -Yes •; Increase Roof DL for pitch? YeS Roof Pitch 1 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 27 psf 6.00 ft 276.0 lb/ft 186.3 lb/ft Tot Unif Load 276.0 lb/ft 186.3 lb/ft - Point Loads Measured from left end of member. Member Total Length= 16 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 5.00 ft Point Load 2 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 10.20 ft Loads Point loads are 1/10 scale 600 - 400 - 200 - ir 2 4 6 8 10 12 14 18 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Giulam 5 x 12, 15.3 plf Misc manufacturers ® Load Duration % Overdesign , 2.5 x 16.5 5 x 12 8.75 x 10.5 Moisture Medium Dry- 18% • 5 x 12 ♦ Snow:1.15 • Pos Bending 6.8% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. V '24F-V4.DF/OF • . Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 10o deg F&less w Fb Pos 2,760 psi Fv 305 psi Shear 112.0% Fb Neg 2,060 psi Fcp 650 psi Span(s) Defl'n 6.9% Allow Pos Mom 27,596 ft-lb 1720.00 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -20,596 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.77 in 1.70 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,750 lb 5,513 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,716 lb 2,611 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.748 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC C. 1t ProBeam Tim Garrison, P.E. CC S 'RUCTl4©NCALC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 29h Other Info. 7/18/17 4 1 2 3 4 5 6 7 8 A Type? Simple span.fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft 8.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal 1/360 8/1/240 • f 360 = 0.28 in Total, L/ 240 = 0.43 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i No `'.: Increase Roof DL for pitch? .Yes...___..`'.; Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 18.00 ft - 272.1 lb/ft 450.0 lb/ft Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 280.0 Ib/ft 588.1 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale 1500 l 1000 - 500 - 0 1 2 3 4 5 6 7 8 U 9 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers v i Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 I Moisture Medium Dry-18% •I 15 x 10.5 •: Snow:1.15 •E Pos Bending 103.6% 3 x 10.5 5.125 x 7.5 Press Treated? I No,Not PT. • l 24F-v4,DF/DF • Neg Bending NA ( 3.125 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less IFFb Pos 2,760 psi Fv 305 psi Shear 118.4% Fb Neg 2,103 psi Fcp 650 psi Span(s)Defl'n 256.4% Allow Pos Mom 21,129 ft-lb 1482.34 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -16,101 ft-lb E 1,800 ksi Calc'd member OK by: 103.6% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15•Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,883 lb 4,883 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,556 lb 2,556 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.119 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7_0_W C Tim Garrison, P.E. CCIINS.1RUCp IOINCALC ProBeam We Empower Th v6.0 Important: Notches and connectors not dosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b Other Info. 7/18/17 ' 4 0.5 1 1.5 2 2.5 3 4 Type? Simple span,fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal:L/360&L/240 V , 360 = 0.12 in Total, U 240 = 0.18 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.50 ft Add Self Weight? {Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ... .." Increase Roof DL for pitch? .YeS i Roof Pitch I '0' 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 21.00 ft - 317.5 lb/ft 525.0 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 317.5 lb/ft 525.0 lb/ft Loads Point loads are 1/10 scale 1000 - 500 - 0 0 0.5 1 1.5 2 2.5 3 A 4 -500 _4x And Smaller(Lumber) Calc'd Member Results For 4 x 6 Solutions Using Self Weight of Sawn 4 x 6,4.9 plf 4 x 6 ♦ Load Duration snow 1.15 '4, %Overdesign 2 x 8 (4)2 x 4 Moisture I Medium Dry- 16% V Douglas Fir-Larch I.i Repetitive Use? No V Pos Bending 52.5% (2)2 x 6 3 x 6 Press Treated? ;No,Not P.1. +►► No.2 wv Flat Use? No Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 1100 deg F&less q Fb Pos 1,345 psi Fv 207 psi Shear 79.1 Fb Neg 1,341 psi Fcp 625 psi Span(s) Defl'n 1148.3% Allow Pos Mom 1,978 ft-lb 148.53 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -1,971 ft-lb E 1,600 ksi Calc'd member OK by: 52.5% Allow Shear 2,657 lb El 77,642 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.92 plf For 4 x 6 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 ' Support 2 Support 3 Support 4 Max Total 1,483 lb 1,483 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 564 lb 564 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.175 in 0.175 in 0.175 in Max Dn Defl - -0.014 in - - - Allowed 0.175 in 0.175 in 0.175 in ProBeam_v7_0_WC GI ""`Tim Garrison, P.E. Cdf JS eRUC�TIOIN C As C ProBeam We v6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31h Other Info. 7/18/17 4 2 4 6 8 10 12 4 16 Type? Simple span,fully braced '► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 V 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft I Add Self Weight? i Yes.Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? .Yes---.. '0'i Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 4 40 psf 10 psf 0.00 ft - - Tot Unif Load 280.0 lb/ft 196.0 lb/ft - Loads Point loads are 1/10 scale 600 400 - 200 - 0 4 2 4 6 8 10 12 lih 16 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Mist manufacturers ♦ Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry- 18% ♦i ES x 12 • Live:1.00 .v Pos Bending 99.3% 3 x 15 5.125 x 12 Press Treated? j No,Not PT. IF i 24F-V4,OF/DF • Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. ;100 deg F&less ♦ Fb Pos 2,400 psi Fv 265 psi Shear 208.2% Fb Neg 1,810 psi Fcp 650 psi Span(s)Defl'n 6.8% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -18,102 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,439 lb 3,439 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,479 lb 1,479 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl - -0.328 in - - - Allowed 0.350 in 0.350 in 0.350 in ProBeam_v7_0_WC c.t 5 CAS-) ProBeam Tim Garrison, P.E. We Empower The su5tdln• in.dustr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. typ up fir joist Other Info. 7/18/17 4 2 4 6 8 10 A 12 Type? Simple span,fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.00 ft 11.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 r 600 = 0.22 in Total, L/ 480 = 0.28 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 ft Add Self Weight? ;No Self weight is included In applied DL V' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i.NO.___.-.:I Increase Roof DL for pitch? Ye,S......-_'"'.; Roof Pitch 1 2.0 :12 ' Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 -50 I-Joist Calc'd Brand BCI-Boise Cascade •• Results For 11-7/8" BCI 6000 1.8 Calc'd Member ' 1 t_7/8'BCl 60001.8 V %Overdesign Acceptable Solutions Load Duration Live:1.00 ♦ Pos Bending 203.7% 9-1/2" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: 'Min 1.7S",w/o web stiffner V . Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) v Shear 244.5% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 152.7% 11-7/8" BCI 60 2.0 Allow Neg Mom. 62 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 141.7% Allow Mid Rxn 2,500 lb Calc'd member OK by: 141.7% Self Wt 2.50 plf Controlling criteria is: Bearing Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 486 lb 486 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 200 lb 200 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.275 in 0.275 in 0.275 in Max Dn Defl - -0.034 in - - - Allowed 0.275 in 0.275 in 0.275 in ProBeam_v7_0_WC C.r � Tim Garrison, P.E. CC NS" r' UCTIONCALC''' ProBeam We Empower The Belldin• tndustr v6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 33b Other Info. 7/18/17 m 4 2 4 6 8 10 12 14 Type? Simple span.fully braced ♦i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.50 ft 12.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 gip 360 = 0.42 in Total, L/ 240 = 0.63 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I NO_-__.'' Increase Roof DL for pitch? Y .•.,--,-_ .f Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Tot Unif Load - 243.3 lb/ft .400.0 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - 0 -200 4 2 4 6 8 10 12 A 14 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers rr Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry• 18% 411.1 5 x 10.5 ♦ Snow:1.15 ♦1 Pos Bending 64.7% 3 x 12 5.125 x 9 Press Treated? No,Not P.T. V l 24Fr1/4 OF/OF v Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. 10o deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 159.9% Fb Neg 2,088 psi Fcp 650 psi Span(s)Defl'n 284.8% . Allow Pos Mom 21,129 ft-lb 1482.34 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -15,985 ft-lb E 1,800 ksi Calc'd member OK by: 64.7% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,105 lb 4,105 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,605 lb 1,605 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.625 in 0.625 in 0.625 in Max Dn Defl - -0.162 in - - - Allowed 0.625 in 0.625 in 0,625 in ProBeam_v7_0_WC 17 "' ProBeam Tim Garrison, P.E. C IS-RUCTIONCALC We Empower The BullAin• industr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. low roof joist Other Info. 7/18/17 2 4 6 8 10 12 14 18 Type? Simple span.fully braced r J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/2410 r 1 360 = 0.53 in Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.0 :12 Mem True Len: 16.22 ft r Add Self Weight? No. Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? " No ' 'r'Increase Roof DL for pitch? Yes i Roof Pitch 1 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof I 20 psf 15 psf 25 psf 2.00 ft - 30.4 lb/ft 50.0 lb/ft Tot Unif Load - 30.4 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 - 0 Q 2 4 6 8 10 12 14 4 18 -50 I-Joist Calc'd Brand .BCt-Boise Cascade r• Results For 11-7/8" BCI 6000 1.8 Calc'd Member 11-7/8-BCI 60001.8 'w %Overdesign Acceptable Solutions Load Duration snow:1.t5 r Pos Bending 81.4% 9-1/2"BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75-,w/o web stiffner t' Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) r i Shear 199.4% 9-1/2"BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 422.5% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 82.6% Allow Mid Rxn 2,500 lb Calc'd member OK by: 81.4% Self Wt 2.53 plf Controlling criteria is: Pos Bending Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 643 lb 643 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 243 lb 243 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.052 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC e /D Tim Garrison, P.E. ♦aCd�fS !. ; r, 4?UCTION C RLC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 34b �,tt- Other Info. 7/18/17 4 2 4 6 8 10 12 14 U16 18 Type? Simple span,fully braced • 1 Left Cantilever Span 1 San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:t,/360&L/240 ♦3 360 = 0.52 in Total, L/ 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;-N4___..-,_'' Increase Roof DL for pitch? .Yes.-......W I Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 8.00 ft - 121.7 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 28 psf 2.50 ft 100.0 lb/ft 70.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 100.0 lb/ft 311.7 lb/ft 200.0 Ib/ft Loads Point loads are 1/10 scale 800 600 400 200 0 1 i -200 2 4 6 8 10 12 14 16 1,8 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers V 1Load Duration %Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry- 18% IF i , S x 10.5 V: Live:1.00 r 1 Pos Bending 11.2% 3 x 13.5 5.125 x 10.5 Press Treated? No,Not P.7. rr i 24F AN,DF'DF V Neg Bending NA 3.125 x 13.5 6.75 x 9 Temp Cond. i 100 deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 117.6% Fb Neg 1,812 psi Fcp 650 psi Span(s) Defl'n 21.9% Allow Pos Mom 18,373 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -13,872 ft-lb E 1,800 ksi Calc'd member OK by: 11.2% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,263 lb 4,263 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,519 lb 2,519 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.636 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_W C c- I , C:1t�i5•IRUCT1ONCALC ProBeam Tim Garrison, P.E. Vt. Eat•owar The rundan• Indust, v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 35b Other Info. 7/18/17 Type? Cantilever(s),multiple spans, fixity,or not brawl j 5 10 1� 20 25 Cantilevers? Right Cantilever • Number of Main Spans One Main Span • Fix Left End of Main Span? No.Leave it Pinned • l Fix Right End of Main Span? NA -Right End Is Cantilever • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 5.00 ft 20.50 ft Top of Beam Lateral Support Continuous • Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only w Bottom of Beam, Max Unbraced Length 15.50 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Cade Minimum-NormakL/360&U240 r Live Only, L/ Code Minimum • Nominal•U720 EL L/480 Y. 360 = 0.52 in Total, L/ 240 = 0.78 in 720 = 0.08 in Total, L/ 480 = 0.13 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight'? l 9 Yt,s • Sett weight will be added to applied Dl. • i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NP .. •.. Increase Roof DL for pitch? Yes _ ..T1 Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length =20.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 7,000 lb 3,771 lb 0.50 ft Point Load 5 2,263 lb 2,000 lb 19.00 ft Loads Point loads are 1/10 scale 1000 500 0 i 1 1 5 10 5/- 20 Il5 -500 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Misc manufacturers_ •1 Load Duration % Overdesign I - 5 x 24 8.75 x 19.5 I Moisture Medium Dry 18% • f 5:r25 x 21 1►'j :Snow: 115 • Pos Bending 1190.2% - 5.125 x 24 Press Treated? No,Not P.F. •] 24F•V8, DF/vF • + Neg Bending 354.0% - 6.75 x 21 Temp Cond. 100 deg F&less • j Fb Pos 2,759 psi Fv 305 psi Shear 89.5% Fb Neg 2,557 psi Fcp 650 psi Span(s) Defl'n 982.3% Allow Pos Mom 86,617 ft-lb 13955.22 inA4 Cantilever(s) Defl'n -27.2% V Allow Neg Mom -80,262 ft-lb E 1,800 ksi Calc'd member FAILS by: -27.2% 0 ea- Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 21 3.46 in 2.57 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 11,537 lb 8,565 lb - - 0 ft-lb -9,259 ft-lb 0 ft-lb 0 ft-lb Min Total 3,909 lb 5,362 lb - - 0 ft-lb -17,680 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.016 in - - 0.000 in Allowed 0.775 in 0.775 in 0.775 in 1. �� 4 Max Dn Defl - -0.006 in - - -0.0 Allowed 0.775 in 0.775 in 0.775 in P roB ea m_v7_0_WC Z0 Tim Garrison, P.E. Cd ,� ProBeamS' RLICTloNCALC We Qm.outer the Mullein• %neuter v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports (Note, pitch and fixity, if any,not shown) Member I.D. 36b Other Info. 7/18/17JP Type? Cantilever(s),multiple spans,fixity,or not braced V I 2 4 6 8 10 12 14 16 U 18 Cantilevers? Right Cantilever v► . - . Number of Main Spans One Main Span V Fix Left End of Main Span? No.Leave it I Fix Right End of Main Span? NA • Right End Is Cantilever 'r Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 2.00 ft 19.00 ft Top of Beam Lateral Support Continuous _44P Top of Beam, Max Unbraced Length 0,10 ft Bottom of Beam Lateral Support At Supports Only . . Bottom of Beam, Max Unbraced Length 17.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum• Normal'11360 et Lain w I Live Only, L/ Code Minimum - Norma%:LI/20&U480 V 360 = 0.57 in Total, L/ 240 = 0.85 in 720 = 0.03 in Total, L/ 480 = 0.05 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? Yes. Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !.149. '. Increase Roof DL for pitch? yes _!'; Roof Pitch 1 2.0 :12 Live Dead Snow Trib. Width Live Dead ' Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25,0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 19 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 7,000 lb 3,771 lb 5.00 ft Point Load 5 2,263 lb 2,000 lb 18.50 ft Loads Point loads are 1/10 scale 1000 500 0 . 11 2 .4 6 8 10 12 14 16 U 18 ZrU -500 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Misc manufacturers VI Load Duration % Overdesign - 5 x 24 8.75 x 21 Moisture Medium Dry 18% V I, 5.125 x 21 r I Snow;1,15 V Pos Bending 94.5% 5.125 x 24 Press Treated? No, Not P.T. �i 24F-V8,DF/DF 'j Neg Bending 1054.4% - 6.75 x 22.5 Temp Cond. 100 deg F&less V I Fb Pos 2,688 psi Fv 305 psi Shear 135.6% Fb Neg 2,514 psi Fcp 650 psi Span(s) Defl'n 253.6% Allow Pos Mom 84,373 ft-lb 13955.22 inA4 Cantilever(s) Defl'n -37.9% Allow Neg Mom -78,916 ft-lb E 1,800 ksi Calc'd member FAILS by: -37.9% Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 21 2.79 in 3.05 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,281 lb 10,151 lb - - 0 ft-lb -3,361 ft-lb 0 ft-lb 0 ft-lb Min Total 3,796 lb 5,470 lb - - 0 ft-lb -6,836 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - 0.069 in Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0.240 in - - 0.000 in Allowed 0.850 in 0.850 in 0.850 in ProBeam_v7_0_WC Gzt Tim Garrison, P.E. CCMS- I RUCTION CALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity, p pp if any,not shown) Member I.D. 37b Other Info. 7/18/17 4 2 4 6 8 10 12 14 A16 18 Type? Simple span.fully braced V E Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:U360&L/240 360 = 0.52 in Total, L/ 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;No •.. Increase Roof DL for pitch? Yes...-....._w'.f Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 20.00 ft - 304.1 lb/ft 500.0 lb/ft Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 400.0 lb/ft 694.1 lb/ft 500.0 lb/ft Loads Point loads are 1/10 scale 2000 i 1500 - 1000 - 500 - 0 . -500 ' 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 6.75 x 12 Solutions Using Self Weight of Glulam 6.75 x 12,20.7 plf Misc manufacturers V Load Duration %Overdesign - 5 x 15 8.75 x 12 Moisture Medium Dry- 18% V I ;6.75 x 12 V Snow 1.1S ♦I Pos Bending -12.0% 3 x 19.5 5.125 x 15 Press Treated? i No,Not P.T. V i 24F-V4,OF/OF • Neg Bending NA 3.125 x 19.5 6.75 x 13.5 Temp Cond. ;100 deg F&less r Fb Pos 2,760 psi Fv 305 psi Shear 52.8% Fb Neg 2,099 psi Fcp 650 psi Span(s)Defl'n -6.8% Allow Pos Mom 37,257 ft-lb 1972.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -28,333 ft-lb E 1,800 ksi Calc'd member FAILS by: -12.0% Allow Shear 16,457 lb El 1,749,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 20.71 plf For 6.75 x 12 2.46 in 2.46 in - - Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 10,771 lb 10,771 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 5,540 lb 5,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.828 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC G2v Tim Garrison, P.E. Q jam ti°° ve.oProBeam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 38b Other Info. 7/18/17 2 4 6 8 10 12 d 14 16 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:L/360&L/2410 t 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft r Add Self Weight? i Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? iNo. ..--,' • Increase Roof DL for pitch? Yes y; Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - r Loads Point loads are 1/10 scale 1000 500 0 2 4 6 8 10 12 14 16 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers V Load Duration %Overdesign • 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry-18% V j o S x 10.S v: Live:1.00 V} Pos Bending 16. /a 3 3 x 13.5 5.125 x 10.5 Press Treated? 'No,Not P.T. 'r 24F•v8,DF/DF V Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less ♦' Fb Pos 2,400 psi Fv 265 psi Shear 98.2% Fb Neg 2,359 psi Fcp 650 psi Span(s) Defl'n 13.1% Allow Pos Mom 18,373 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -18,059 ft-lb E 1,800 ksi Calc'd member OK by: 13.1% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,681 lb 4,681 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,981 lb 1,981 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.597 in - - - Allowed 0.675 in 0.675 in 0.675 in ProBeam_v7_0_WC l Gl7 C IS `iZUCTIUN C ALC ProBeam Tim Garrison, P.E. v6.0 i M Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. ' Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 39b Other Info. 7/18/17 4 1 2 3 4 5 6 7 `8' tl Type? Simp'.rspan.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length 1 Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum_Normal: /360&L/240 • 360 = 0.27 in Total, L/ 240 = 0.40 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? yes..Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? r1,.1t._._. T Increase Roof DL for pitch? Y?t.... _ .1.1 Roof Pitch I 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 3.00 ft 120.0 lb/ft 84.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 120.0 lb/ft 209.2 lb/ft 25.0 lb/ft Loads Point loads are 1/10 scale 400 200 - I l 1 2 3 4 5 6 7 9 -200 - 4x And Smaller(Lumbers Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf '4 x 10 V l Load Duration I Live:too w % Overdesign 1 • 2 x 14 (4) 2 x 6 Moisture i Medium 0/y 111% •: ?Douglas Fir • Repetitive Use? IN? • Pos Bending 66.4% r. (2) 2 x 10 3 x 10 Press Treated? [No.Not Pt • :No.Z • Flat Use? [No • Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. 10G deg F tit less • Fb Pos 1,080 psi Fv 180 psi Shear 187.8% Fb Neg 1,066 psi Fcp 625 psi Span(s) Defl'n 375.0% Allow Pos Mom 4,491 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,436 ft-lb E 1,600 ksi Calc'd member OK by: 66.4% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0•Live For 4 x 10 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand Boisecdscnde • Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Calc'd Member 1.75 x 11.875 2.OE'LB0Q Versat • 2800 VersaLam 1.3125 x 9.51.4E VersaLam Rim - Load Duration Live: 1.00 • % Overdesign 1.75 x 7.25 2.0E 2800 VersaLam - Repetitive Use? '.`No • Pos Bending 255.2% 2.625 x 7.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA 3.5 x 5.5 2.0E 3100 VersaLam - Fb Neg 2,338 psi Fcp 750 psi Shear 192.5% 5.25 x 5.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s) Defl'n 528.1% - - Allow Neg Mom. -8,014 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - Allow Shear 3,948 lb Calc'd member OK by: 192.5% - 1244.21 inA4 Controlling criteria is: Shear - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,350 lb 1,350 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 870 lb 870 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.084 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC 74- �f '^` ProBeam Tim Garrison, P.E. C Tj 1S RUCTIONC�ILC lam v6.a Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. upper landing catwalk Other Info. 7/18/17 i + 5 10 15 24- 15 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:1./360&i./240 I r► 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? !Yes.Self weight will be added to applied DI. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO 'r Increase Roof DL for pitch? Yes IP f Roof Pitch ! 2.0 :12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 4.00 ft 160.0 lb/ft 112.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 160.0 lb/ft 112.0 lb/ft - Loads Point loads are 1/10 scale 300 - 200 100 0 //`` 5 10 15 20-� 25 -100 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers V 1 I Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry• 18% V I i S x 12 V Live:1.00 •f Pos Bending 59.0% 3 x 15 5.125 x 12 Press Treated? 3 No,Not PT. V f 24F-V8,DFfDF • Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. j 100 deg F&Less • Fb Pos 2,400 psi Fv 265 psi Shear 259.9% Fb Neg 2,309 psi Fcp 650 psi " Span(s)Defl'n 16.3% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -23,092 ft-lb E 1,800 ksi Calc'd member OK by: 16.3% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,945 lb 2,945 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,305 lb 1,305 lb - - 0 ft-lb 0 ft-lb • 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl - -0.881 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7_0_WC 6 -1--r :'.'Tim Garrison, P.E. C S3 RUCTION CALL ProBeam We Empower the flultslIn• Zndustr v6.0 i Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 7/18/17 2 4 6 8 10 12 14 A16 18 Type? Simple span.fully braced •I Left Cantilever Span 1, San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal 1,/360&L/240 v 360 = 0.52 in Total, U 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft I Add Self Weight? j Yes•Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No • Increase Roof DL for pitch? Yes v.! Roof Pitch I 2.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.6 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 28 psf 0.00 ft - - Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load - 155.6 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 300 200 - 100 - 0 Ak -100 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers •i Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture Medium Dry-18% V i i S x 12 �►': Live:1.00 V 1 Pos Bending 224.9% 3 x 9 5.125 x 7.5 Press Treated? No,Not P.7. V 24F•V4,OF/OF rr Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond.!100 deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 456.1% Fb Neg 1,804 psi Fcp 650 psi Span(s) Defl'n 352.4% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -18,041 ft-lb E 1,800 ksi Calc'd member OK by: 224.9% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf I Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,906 lb 1,906 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,325 lb 1,325 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.171 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC 4 P.E. Cd JS'1 RUC'1"ION CALL ProBeam Tim Garrison, I We Empower The bulidle• Induetr v6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41h Other Info. 7/18/17 2 4 6 8 10 12 14 16 4 20 Type? Simple span,fully braced • i ' I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&t1240 r s 360 = 0.60 in Total, L/ 240 = 0.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft r Add Self Weight? ;Yes.Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? iNo . Increase Roof DL for pitch? Yes "_I Roof Pitch l 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - -200 4;C' 2 4 6 8 10 12 14 16 4 20 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 pif Misc manufacturers • Load Duration %Overdesign Dry ] ,€S x 12 V: Snow 1 15 ♦I Pos Bending 3.5%2.5 x 18 5 x 12 8.75 x 9 Moisture Medium D 18% • 3 x 16.5 5.125 x 12 Press Treated? ?No,Not PT. V 24F-V4,DF/DF V. Neg Bending NA 3.125 x 15 6.75 x 10.5 Temp Cond. 1100 deg F&less • Fb Pos 2,760 psi Fv 305 psi Shear 105.6% Fb Neg 2,046 psi Fcp 650 psi Span(s)Defl'n 90.9% Allow Pos Mom 27,596 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -20,458 ft-lb E 1,800 ksi Calc'd member OK by: 3.5% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.82 in 1.82 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,928 lb 5,928 lb - - O ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 2,328 lb 2,328 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.471 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam_v7_0_WC C Z7 `f Tim Garrison, P.E. CC S ''•,RUCTION C ALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. flr joist Other Info. 7/18/17 4 2 4 6 8 10 12 14 A 16 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 •i 600 = 0.30 in Total, L/ 480 = 0.38 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? [No Self weight is included In applied OL V' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i Na_.- ...'�. Increase Roof DL for pitch? Yes •i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 50 - 0 4 2 4 6 8 10 12 14 16 -50 I-Joist Calc'd Brand 8CI •• BoiseCascade • Results For 11-7/8" BCI 6000 1.8 Calc'd Member i 11.7/8"80 6000 1.8 V %Overdesign Acceptable Solutions Load Duration Live:1.00 r► Pos Bending 63.3% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stitfner • Neg Bending NA 11-7/8"BCI 6000 1.8 Brng @ Mid-Supports: (No Mid Support) V Shear 152.E/° 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 7.8% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175 lb Bearing 77.2% Allow Mid Rxn 2,500 lb Calc'd member OK by: 7.8% Self Wt 2.50 plf Controlling criteria is: Defl -Span Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 663 lb 663 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 273 lb 273 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl - -0.566 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam_v7_0_WC Tim Garrison, P.E. CC. _ I R S UCTION C ALC ProBeam I v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 43b Other Info. 7/18/17 4 5 10 15 2 Type? Simple span.fully braced r j Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, U Code Minimum-Normal:L/360&L/240 V I 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? No Self weight is included in applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? ,Yes---_-,--+i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 - 0 4 5 10 15 20A 25 -500 Glu Lam Calc'd Member Results For 6.75 x 15 Acceptable Solutions Misc manufacturers •I Load Duration %Overdesign - 5 x 18 8.75 x 15 I Moisture Medium Dry- 18% ♦1 '6,75 x 15v Live:1.00 V I Pos Bending 4.2% 3 x 22.5 5.125 x 18 Press Treated? I No,Not PT. _ v !24F-V4,pF/D>' •. Neg Bending NA 3.125 x 22.5 6.75 x 16.5 Temp Cond. 100 deg f&less ♦ Fb Pos 2,293 psi Fv 265 psi Shear 97.4% Fb Neg 1,768 psi Fcp 650 psi Span(s) Defl'n -0.3% Allow Pos Mom 48,377 ft-lb 11898.44 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -37,290 ft-lb E 1,800 ksi Calc'd member FAILS by: -0.3% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 2.07 in 2.07 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,061 lb 9,061 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,731 lb 3,731 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - I Allowed 1.025 in 1.025 in 1.025 in f.9 5 e Max Dn Defl - -1.028 in - - - -----C'q Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7_0_WC Tim Garrison, P.E. AS RUCTION ALC GP®13"Irua > LTRI vl6 O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 44b Other Info. 7/18/17 4 1 2 3 4 5 6 7 4 Type? Simple span,fully braced '►I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Norma( l/3fi08ct1240 .I f 360 = 0.27 in Total, LI 240 = 0.40 in N/A = 0.00 in Total, LI N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? i Yes•Self weight will be added to applied DL NV Loads: Uniform Loads Over Full Length of Member .... ._. .... .... Loads From Continuous Member? No �' Increase Roof DL for pitch? Yes 'v 1 Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 0 r-7.1 2 3 4 5 6 7 9 -500 Engineered Lumber Calc'd Brand ,Boise Cascade 'r". Results For 2.625 x 11.875 2.0E ' Solutions Using Self Weight of Engrd 2.625 x 11.875 2.0E 2800 VersaLam, 8 plf Calc'd Member ` 2.625 x 11,8752.OE 2800 Versa• 2800 VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration live:1.00 el► : % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? No ♦ Pos Bending 161.5% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,799 psi Fv 285 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam I - Fb Neg 2,706 psi Fcp 750 psi Shear 115.2% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 14,391 ft-lb E 2,000 ksi Span(s)Defl'n 362.2% - - Allow Neg Mom. -13,911 ft-lb El 732,620 ksi Cant(s) Defl'n NA - - Allow Shear 5,923 lb Calc'd member OK by: 115.2% - I - 1366.31 in^4 Controlling criteria is: Shear - - Self Wt 7.97 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,752 lb 2,752 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,152 lb 1,152 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.087 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC G72a `fv Tim Garrison, P.E. CC "XJ R UTION lCiA ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. tall mulls 5 p Other Info. 7/6/17 4 2 4 6 8 10 12 14 16 18 A P Type? Simple span,fully braced ♦t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Roof Moms,No Ceiling;L/180&i/120 • 180 = 1.27 in Total, L/ 120 = 1.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? ;No Self weight is included In applied Dt. V . Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? ves '10 • Increase Roof DL for pitch? _Yes_.-.-.- 'r'j Roof Pitch 1 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 19 psf - 5.50 ft 122.7 lb/ft - Tot Unif Load 122.7 lb/ft - - Loads Point loads are 1/10 scale 150 100 - 50 - 0 , -50 2 4 6 8 10 12 14 16 18 p Engineered Lumber Calc'd Brand Boise Cascade I► Results For 5.25 x 7.25 2.0E 3100 Acceptable Solutions Calc'd Member i 5.25 x 7.25 2.0E 3100 VersaLam V VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration wind/Seis:1.6 • %Overdesign 1.75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? •No v Pos Bending 243.3% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 4,960 psi Fv 456 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 4,882 psi Fcp 750 psi Shear 892.6% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 19,009 ft-lb E 2,000 ksi Span(s)Defl'n 17.4% - - Allow Neg Mom. -18,711 ft-lb El 333,443 ksi Cant(s)Defl'n NA - - Allow Shear 11,571 lb Calc'd member OK by: 17.4% - - 1166.72 inA4 Controlling criteria is: Defl-Span - - Self Wt 9.73 plf Cond's Of Use: Load Duration:1.6-Wind I Seis - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 7.25 2.0E 3100 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,166 lb 1,166 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total - - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.900 in 1.900 in 1.900 in Max Dn Defl - -1.079 in - - - Allowed 1.900 in 1.900 in 1.900 in ProBeam_v7_0_W C