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HomeMy WebLinkAboutPermit File BLD-2017-0439 3926 Rock Ridge Parkway L® � OG ZZ za11 Ca N'vY 0� Planning, Community, & Economic Development Departr i�ff 4NACORT PO Box 547, Anacortes, WAE'g PH: 360.299.1984 \_ 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. I lu Owner Name:Chuck and Deandra Jarrett Site Address:3926 Rock Ridge Parkway,Anacortes,WA 98221 Prepared By:Jason Sterling,Strandberg Construction Inc. The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for El These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices(BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits p Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. p Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. A high visability construction fence will be installed at the North,West,and south lot boundary. This will be installed prior to beginning construction. BMP to be monitored daily and repaired as needed. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access ❑r Limit construction vehicle access and exit to one route, if possible. ❑✓ Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs,to minimize tracking onto roads. ❑p Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑p If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary(ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. ❑p Conduct street washing only after sediment is removed in accordance with the above bullet. ❑p Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Per BMP C105 a Stabilized Construction Entrance will be installed.Vehicle traffic to the construction site will be limited to one route. Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. O Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). O If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Not applicable to this project. There are no storm-water swales or retention facilities to control. ELEMENT 4: Install Sediment Controls ❑p Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑p Construct sediment control BMPs (sediment ponds,traps,filters, etc.) as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑✓ Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑p Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. p Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑p Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑p Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Per BMP C233 a silt fence will be installed on the lower section of the lot boundaries per the site plan. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. ELEMENT 5: Stabilize Soils ❑� Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to:temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM),the early application of gravel base early on areas to be paved, and dust control. ❑✓ Control stormwater volume and velocity within the site to minimize soil erosion. ❑✓ Control stormwater discharges, including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑✓ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1—Sept 30): 7 days o During the wet season (Oct 1—Apr 30): 2 days p Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑✓ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 0 Minimize the amount of soil exposed during construction activity. 0 Minimize the disturbance of steep slopes. ❑✓ Minimize soil compaction and, unless infeasible, preserve topsoil. Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion.Applicable BMPs include, but are not limited to:temporary and permanent seeding,sodding,mulching,plastic covering,erosion control fabrics and matting, soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved, and dust control. Install plastic covering per BMP C123 on Soils Stockpiles.BMP to be monitored daily and repaired as needed. ELEMENT 6: Protect Slopes ❑✓ Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces(Ex:track walking). Page 3 of 8 March, 2017 ElDivert off-site stormwater(run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑✓ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition.Alternatively,the 10-year, 1-hour flow rate predicted/indicated 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. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. ElPlace excavated material on the uphill side of trenches, consistent with safety and space considerations. p Place check dams at regular intervals within constructed channels that are cut down a slope. ❑✓ Consider soil types and its potential for erosion. ❑✓ Stabilize soils on slopes, as specified in Element 5. CI BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,but are not limited to, reducing continuous length of slope with terracing and diversions,reducing slope steepness,and roughening slope surfaces (for example,track walking).To be installed as soon as grading for home site is established and slopes are present at the site. BMP to be monitored daily and repaired as needed. ELEMENT 7: Protect Drain Inlets ❑✓ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. El Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). O Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ElKeep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑✓ Inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. BMP to be monitored daily and repaired as needed. Page 4 of 8 March, 2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels,swales,or streams. ELEMENT 9: Control Pollutants ❑✓ Design, install, implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. El Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ElProvide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. El Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ElDischarge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application, or to the sanitary sewer,with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ElApply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ElUse BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 ❑p Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑� Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑� Woody debris may be chopped and spread on site. ❑p Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention.measures,such as drip pans. ❑✓ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation/concrete installation. BMP to be monitored daily and repaired as needed. ELEMENT 10: Control De-Watering ❑ Discharge foundation,vault, and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water,such as well-point ground water,to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. No dewatering will occur during the construction of this site. ELEMENT 11: Maintain BMPs 11 Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. 0 Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑✓ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑✓ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on Pg. 250. I] Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. O Inspection and monitoring—Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. CI Maintain, update, and implement the SWPPP. DI Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). O From Oct 1 through Apr 30, clearing,grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. 0 The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. el7 zz/ze' r7 A nt S nature Date Page 8 of 8 March, 2017 ANACORTES PUBLIC WORKS DEPARTMENT srcY °�G Steven Lange, Project Manager � P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 Is w E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 `9 COWS' Memo Date:August 22,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#1 for 3926 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted site plan for 3926 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on August 23, 2017. • 08-22-17: Submittal to Public Works Engineering • 08-23-17: Public Works review and memo back to Building Department The following comments are provided: • Site Plan does not include the existing frontage improvements. There is curb, gutter and sidewalk, along with a landscape zone and Type 3 driveway entrance. • Site Plan should identify all easements of record. In this case, soon to be of record. rq® < • Water •• Wastewater •• Streets •• Storm Drainage •• Engineering •• Solid Waste ® _'® • Transportation•Equipment • Capital Projects • Development Services qp/p ANACORTES PUBLIC WORKS DEPARTMENT Oti1Y ofi Steven Lange, Project Manager 9 - P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 I I*9 ki1 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 40016 Memo Date: October 3, 2017 To: Paul Ingalls, Plans Examiner From: Steven Lange 'A__e_l__ Subject:Site Plan Review#2 for 3926 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted site plan for 3926 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on October 3, 2017. • 08-22-17: Submittal to Public Works Engineering • 08-23-17: Public Works review and memo back to Building Department. • 10-03-17: Submittal to Public Works Engineering, dated 09-27-17. • 10-03-17: Public Works review and memo back to Building Department. The following comments are provided: • Based on the submitted site plan, there are no Public Works issues. All items of concern have been addressed. Please issue the building permit when it is ready and the Final Plat has been recorded. t�0 A . z q 0 <� j j • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste ® ` ® • Transportation•Equipment • Capital Projects • Development Services q /p 2Q l �' C. Western Washington Phase II Stormwater Permit APPENDIX 7 - Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment.Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction.Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenie barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near-shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contami ts; and vi. eep slopes (2 %or greater) associated with one of the above features. rw Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2—Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include,but are not limited to,the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013,Modified January 16, 2015 Appendix 7-Determining Sediment Damage Potential Page 1 of 3 Western Washington Phase II Municipal Stormwater Permit A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: i. Sheet flow through a vegetated area with dense ground cover ii. Flow through a wetland not included as a sensitive feature iii. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site,the assessment is complete. STEP 3—Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10%or more of the site. If soil testing has been performed on site,the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential(Table of Water Features for step 1.E) When using the county soil survey,the dominant soil type may be in question,particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case,the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. August 1, 2013, Modified January 16, 2015 Appendix 7-Determining Sediment Damage Potential Page 2 of 3 1 estern Washington Phase II Municipal Stormwater Permit Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average , weighted by aerial extent) : Points 2 % or less 0 >2 - 5 % 5 >5 - 10 % 15 > 10 - 15 % 30 > 15 % 50 B . Site Area to be cleared and/or graded : <5 , 000 sq . ft. 0 5 , 000 sq . ft. — 1 acre 30 > 1 acres 50 C . Quantity of cut and/or fill on site : <500 cubic yards 0 500 — 5 , 000 cubic yards 5 >5 , 000 — 10 , 000 cubic yards 10 > 10 , 000 — 20 , 000 cubic yards 25 >20 , 000 cubic yards 40 D . Runoff potential of predominant soils (;Natural Resources Conservation Service) : Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C 20 Hydrologic soil group D 40 E . Erosion Potential of predominant soils (Unified Classification System) : GW, GP , SW , SP soils 0 Dual classifications (GW- GM, GP - GM, GW- GC , GP - GC , SW - SM, SW- SC , SP - SM, SP - SC) 10 GM, GC , SM , SC soils 20 ML, CL, MH, CH soils 40 F . Surface or Groundwater entering site identified and intercepted ' : Yes 0 No 25 G . Depth of cut or height of fill > 10 feet : Yes 25 No 0 H . Clearing and grading will occur in the wet season (October 1 — May 1 ) : Yes 50 No 0 TOTAL POINTS 1 If no surface or groundwater enters site, give 0 points . August 1 , 2013 , Modified January 16, 2015 Appendix 7- Determining Sediment Damage Potential Page 3 of 3 1 741 Marine Drive PHONE Bellingham,WA 98225 360 733_7318 OTe ST 20611-67`h Avenue NE TOLL FREE FAX _ Arlington,WA 98223 888 251_5276 360 733_7418 July 20, 2017 �+ Job No. 17-0022 AUG 2 2 2011 Strandberg Construction, Inc. PO Box 319 CITY OF ANACORTES Anacortes, WA 98221 Attn.: Nels Strandberg Re: Rock Ridge Property, Lots 1 - 8 Geohazards Evaluation Rock Ridge Summit Anacortes, Washington Dear Mr. Strandberg, As requested, GeoTest Services (GTS) has visited and conducted a geologic investigation of the subject property located in Anacortes, Washington (Figure 1). The purpose of our investigation was to evaluate risks associated with slope stability and methods for mitigating potential impacts of the site geology for the proposed residential development as well as provide recommendations for residential foundation construction. PROJECT DESCRIPTION GTS understands that residences are proposed for 8 lots (subject area) within the western portion of the proposed Rock Ridge Summit residential development in Anacortes, WA (Figure 2). The 8 lots cover approximately 2.2 acres and exist adjacent to an exposed bedrock cliff face. Each of the 8 lots within the subject area is proposed to contain a residence that will exist above and east of the cliff face. At this time, proposed residence designs have not been provided to GTS. However, GTS understands that the residential foundation will be placed directly on bedrock surfaces and portions of the foundation will exist near sleep, sloped portions of bedrock. GTS anticipates that the residential foundation elements will most likely consist of a conventional, shallow, cast- in-place concrete footing and stem wall construction. The subject area contains geologic hazards, per City of Anacortes Code 17.70.180. Specifically, the subject area contains landslide hazards because site slopes have gradients steeper than eighty percent that may be subject to rock fall during seismic shaking (17.70.190B.5.). As such, a geologic hazards assessment is provided herein. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed and interpreted at the project site at the time of our site visit. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, and our experience in the project vicinity. Page 1 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Surface Conditions A representative from GeoTest visited the 8 lots on June 26, 2017 in order to provide a visual surface evaluation of the site topography and bedrock surfaces and to determine a risk associated with the stability of site slopes. At the time of our site visit, the subject lots were surrounded by Rock Ridge Parkway to the southeast, residentially developed lots to the north, a steep bedrock cliff and residentially developed lots below to its west, and undeveloped and forested land to its south (Figure 2). The surrounding vicinity contained exposed, undulating bedrock surfaces that slope primarily west (Figure 3). Surface features of Lots 1 through 8 are described below. Lots 1, 2 and 3 In general, Lots 1, 2 and 3 exhibited similar surface characteristics. These lots existed within the northern third of the subject area and contained relatively flat topography within their eastern portions and northwest facing slopes within their central and western portions. Slopes within the eastern portions of each of the three lots were between 0 and 19 degrees (0 and 33%) and slopes within the central and western portions of the lots were between 19 and 45 degrees (33 and 100%). Steeply sloped, exposed bedrock existed along the western margin of the three lots. Up to approximately 80-foot tall rock cliffs existed to the west of these lots. The majority of Lots 1, 2 and 3 contained exposed bedrock surfaces; however, a thin cover of graded native soil existed within the eastern half of Lot 1 and the eastern quarter of Lot 3 (Photos 1 and 2). Vegetation within Lots 1, 2 and 3 consisted of scattered madrone and Doug fir, abundant groundcover, where present, and occasional shrubs. There were no signs of surface water or surface water channels on the three lots. Further, there were no signs of unstable slope conditions within the three lots. yam V �1 � ` 4. a 1 � +r ✓*d t w � kt Y � ��' S 1 { cec M b �e '� { _, 'S° At*, ,s `c,' gi f :,'At tf1. i ! 1rx sue,+ 140 s "` r:; Photo 1: Western half of Lot 3. Typical conditions in western portions of Lots 1, 2, and 3. Looking northwest. Page 2 of 14 GeoTest Services , Inc. July 20 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 __ - -- ;* ' 1 4.- ` .^ ' ` 4 tiT ' A S�]k . Alta i.. y t s ti y u t A " i x« 7 I :< J. t ' ;dip, .n ,4 1 J 0. T. i f11 k .., >, • _ }. a ,. � � � - n N. , _ 1. _ F :,1' r . 1 - ♦ - < ' . ..l- �l'{� .' .I l Photo 2 : Eastern portion of Lot 3 . Note graded soil cover. Lots 4, 5, 6, and 7 In general , Lots 4 , 5 , 6 and 7 exhibited similar surface characteristics . These lots existed within the central and southern sections of the subject area and contained shallow , west to northwest facing slopes within their eastern portions and steep , west to northwest facing slopes within central and western portions . Slopes within the eastern and central portions of each of the three lots were between 0 and 12 degrees ( 0 and 21 % ) and slopes within the western portions of the lots were between 12 and 70 degrees ( > 21 % ) . The majority of Lots 4 , 5 , 6 and 7 contained exposed bedrock surfaces along their western margins ( Photo 3 ) . The exposed bedrock surfaces steepened to near vertical bedrock faces of a cliff located just west of the lots . The eastern and central portions of the four lots were covered a veneer of graded soil ( Photo 4 ) . Vegetation existed only within the western margin of Lots 4 , 5 , 6 , and 7 and consisted of a variety of groundcover ( Photo 3 ) . No trees existed within these lots . The central and eastern portions of the lots were cleared of vegetation . There were no signs of surface water or surface water channels on the four lots . Further , there were no signs of unstable slope conditions within the four lots . 4fie 1l " ;Tape mr• . 34 s ' if trn V4 ( 4y} se ` t : i ) lrs< ` 5�Vj ✓ y fSF Js it c" c __ i r �.%: 4. * :454 1 *-. it . 2 " at ii:rne ti I .• L .tl' f . i < ., i ,�1 -C {{yrrt. y YI i di h 4J - 3 J i .9a I J < 1 � J . t tM * . ffegymet ,. .dn." . ' ♦p :(_ . "44 r1 t 1 j , 4. *4- t 1 .4 lab* s:- >M * '�'4 , .f�. ,,1, J1 ,tr. "�1 '�v 1 , " ?)�ft z '. q 0 . M N` } ♦...::: - . _ $t om n'(1...'.' a. - e - . .. . Photo 3 : Western margin of Lots 4, 5 , and 6 . Looking north . Page 3 of 14 GeoTest Services , Inc . July 20 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 ..• , F 4. 1 yf tt14'0I ,g • 4. Y r try. 0. . � 1144 + �v. ) iS a 1.4 Sr I0 gt r` A ¢ .! :vale 4 "Ury • 1- Cifads y 'Art41 ►3II � > Is _ M1 S 7 wf l`. 5 ` a.-.. r • • - Y t • i {�� i' • CC� I\F^^ !I 1 4 - I, - .. 1 ♦ t♦ a / t : I } % o S.r{•i •t ? - + 2 ' t v '�; ' 9 a t ' - I ♦ '.`irty�c r J _ • Ft i! , r f w�I�VY�L•F'27n E � •atr f r x T♦ l tC,• I ?' � ' � lh�i3i. <a�� a- vpl'Yi•' [' Photo 4 : Eastern portion of Lot 5 . Note graded soil cover to native surface contact. Looking east. Lot 8 Lot 8 existed within the southern section of the subject area and contained shallow , west to northwest facing slopes within its eastern and central portions and moderately graded , west facing slopes within the western portion . Slopes within the eastern and central portions of the lot were between 6 and 9 degrees (- 1O and 16 % ) and slopes within the western portion of the lot were approximately 27 degrees ( 51 % ) . The majority of Lot 8 was covered with native vegetation consisting of Douglas fir , cedar , madrone , and a variety of brush ( Photo 5 ) . While dense vegetation existed on Lot 8 , exposed bedrock surfaces were apparent ( Photo 6 ) . There were no signs of surface water or surface water channels on Lot 8 . Further , there were no signs of unstable slope conditions on Lot 8 . Notably , signs of instability , if present on Lot 8 , may be have been masked by dense vegetation cover. 14 1 • �-+. n a 7 Y .i'_ r l • `. r.• ♦ 2 Y 1s ' 1 .. ��css '4"--)4; � � `S` , 1:4: ... . }4 t I • L ck , /ems ,'(y�?;,,�'i♦ ,h r .4A R:f. t/� <t ,1 •}i i , t g, l - , A I. r l� u�4 r I. ,,t • v Y a T �4 w,f , i i -- , '-m1 .c„. 4 • ' F' , �' t!{I'Q. t n �f F�• , • � 1. " .— #-! ra • is. '' J ' i .j i / 'i< •'+ I,,. . 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"' ^ ` i - • r�T•:.f=x•4 - vim- {,i " _¢� 4" ,t) - _ 'i2t i ` f _ s 1 9 • ',�f if �[ ! ,ta$ fra rC IV 1 �uV! 'e Y• ,, t.' I frt . l �d 5 ..'; i4f.ra .. . Ji 2 ' taiti I. YY/''t. •• r l ' F 5 4 ` ,43,4 r.. . r .� 4 V :"< yfi , Ns r• .' -_° r iL 9` �a f jj, M a • ..4• 3L ti.. 4 aY Al.• > #" • aM ' a i T•. L. - �t r f E R 1, ` 3W' t e Z'i t x. •+ i' � ..ss • 1 � ) it` ° ♦ a1i! M+a t. 3< . " Ji., f ':. a rr r Y L )F Ft .' f „„ f l/ •4411 ' 04, , . . ' if?. w�+ 'tl € �f✓'' S d- . yl }' tr 1 D•f • '! ! T V'' ''iY_�__ t Ia J` . r� °� V I �e .i�d t 'y • t)*I , 14, - pr w* f -!t�' / . Z.- . 4ty= 4 t z J t. e ' 1, 1� 'i�,3 tai ash ; ¢.. 1 yf II !J 'rr ' � ` E'' f•1 F. r I al - -> • I r C,tf ' 4 •� ` 1 ' °t ` •{s ! l S� •1a<y i,• Photo 6 : Bedrock surfaces within Lot 6 . A rockfall -drapery mesh system supported by I - beams and cables existed within the western portion of and along the top of the bedrock cliff face within lots 3 , 4 , 5 and 6 ( Photo 7 ; Figure 2 ) . The drapery- mesh appeared to have been constructed to attenuate energy associated with falling rocks from the cliff face and reduce rock fall or topple hazards to the residences located below and to its west . _ §r}� -ry . � „L..- .. 1 ^` .. , t.,tj i ,Ea .: . .. }�y + •- J = �.`LNF->'" t�yi.,,�y � - •I .-... !. L▪l�. t. ,\ _, < 1 . lIT t .�- - .� >j : •"1 fa rr ' y (, '.41 lSyr -air,P• wr a`("1/4 t I �r I {7�, _ Y3"ry} ir�� "T -' „' •i - ''! Irt+1,Alit, '� r. 4 : ,':S - `c 1 �' IS. l �{S + C t, 'r)n ' , '' tk'i <s 44- '44 Tv' 'tall F i �`'i,1 ! ;,� ' [ <- vi 'M' r)N l'i`lily I! r44 • k Y• tr t E ], . �J}. t r .1 >v - '. ` . '1 f rt„ f f - i 5( • - 1 et x ``"-: F qr -1 . si1k110r 1 i'a tr trt ' .. aG ' } {,.1 - -0 ..�, ' I. .441t.I' tmi. >'�. ii • X.. a . 1 ;l•'' l' G " r irl . r �.< e1 r ., M1• ,tli. ° ' . . ar i q i Er ) . t(' • .1 h .�¢ . Y Mt 4 ,. : a b *:yy ..1• , A- 4 '10` f*y ' . lif .,{ -pp :� '� i'' lakt i .1T ' �..t ' t R I {,,.� r}- t V. ;t�• 4 . 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T'iii. /i {t r el, I k' t;, V.F,�yfF ( `41a i �aYtur , '-'' to-, pj4 i f• .e. •Zi 55 :., ; �~ ' ', „ aIc ai . 'ramt ' t , 00. S •, �:tt :;, 4 ` . �d� .• - ; !r '��".'\ T �a Z' 2 S L i h =..' ��°i 4.a, _ i � ,:i `- t a Y ''t:- { L .� i �c 'Ns fit,+ �F.y +eft{ �.tI , s .. • St • i .Af `"'iYYY 4 ; e J t '-O S'. ,� �j, lx? �� . _ �� • i, Ora` S�a !. '.'.y g ,� It ° sy ( t sr„ ��.�1 t _" '. 3 t' S ..9 7 t �, i .?� h(,$ 1' • lf • y � ' � 1 f ti�s� .f iF i rf , . ! k, j • 2, I f .f. r ;. it � � f • 1 ;`' XYt . '� •� : AV,: 4 ' . < 1 t 11 -11 � 7 'i 1 ' i � r f •rif-r' '' 4' k >' -- � ,, , i } \Zr• .. 04t. ' }/ jt Yip '. . t•C''' •`. �. ` IItlAtit VI , an 4.�i'`+ ' iii... rt,- . f - f�.• r i' }. _ e bi, C C .. Photo 7 : Rockfall drapery mesh system along steep slopes in portions of the subject area . Soto G ectflogy Geologic information for the subject area was obtained from the DNR — Washington Interactive Geologic Map , published by the Washington State Department of Natural Resources ( DNR) . According to DNR , the 8 lots are underlain by Jurassic aged intrusive rocks from the Fidalgo ophiolite sequence . The portion of the sequence that is mapped in the subject area consists of part of the dike complex containing granite , diorite , basalt and andesite . vertical igneous intrusive layering is mapped to the south of the subject property . Our site observations were consistent with the mapped geology . Page 5 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit, Anacortes, WA Job No. 17-0022 7 Sdnil Survey According to the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Soil Survey website, soils within Lots 1 through 4 and the western portions of Lots 5 and 6 are mapped as Whistle-Fidalgo-Rock outcrop complex (30 to 65 percent slopes). Soils within Lots 7 and 8 and the eastern portions of Lots 5 and 6 are mapped as Fidalgo-Lithic Xerochrepts-Rock outcrop complex (3 to 30 percent slopes) (Image 1 ). ci.,,.t(„„„ty...„,,,,,VA}hlei,i>n(4Y., t \.. \ r'�. as i J, 1isf+ H p Uait Strew ktret Verona ', 3,A+� t t 4, :r,ty 4 mat ie OW r" Symbol AA}t , . � �, a` 9 35 fskrqu-t :' :t. i.cfdrx.e• 1.2 311,0% , ); R44 4+#tas0 t SRx.3 Ld S T M tt,44st-t-F4 may.fatfi*40;4: 4'6 03 0%, 1t ° t .W to A3 ctrr.ra /t { is ts,telt far Arts,of ttirirtl 1l MO 0% j , , 1 y ' S v f tv ° tirc., _ / iitgo'kt,s,-,04 ' i;e/ ) . ,k‘ti:444t14., '‘V ' ' ' , f Image 1 : Mapped soils within the subject area. NRCS Components that make up the Fidalgo-Lithic Xerochrepts-Rock outcrop complex are typically composed of gravelly ashy loam and sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, and argillitic residuum . The Fidalgo component contains 7e classified erosional soils. The unit has an erosion K factor (susceptibility of a soil to sheet and rill erosion by water) , whole soil, of 0. 15 and a generally low susceptibility to surface erosion. Components that make up the Whistle-Fidalgo-Rock outcrop complex are typically composed of very gravelly ashy loam and very gravelly ashy fine sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, phyllite, and argillitic residuum. Both the Fidalgo and Whistle components contain 7e classified erosional soils. The unit has an erosion K factor of 0. 10 and a generally low susceptibility to surface erosion. Please keep in mind that the erosion K factor, whole soil, accounts for the erosion potential of the soil only, including rock fragments, and does not account for other factors promoting soil loss, such as water sources and topography. Considering that the subject lots predominantly contain exposed bedrock surfaces with a veneer of to no soil cover, it is GTS's opinion that the risk of erosional soils negatively impacting the proposed development is low. Page 6 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Limited Aerial Photo Review We reviewed historical images dating from 1969, 1998, 2005, 2006, 2009, 2011, 2014, 2015 and 2016 in order to determine if there has been any recent significant slope instability on or within the near vicinity of the project site. Based on the aerial photos, the subject area and site vicinity contained native conditions, including tree cover and no signs of slope instability in 1969 (Image 2). The 1998 aerial image showed that portions of the subject area were cleared of mature evergreen trees, from apparent logging activity. In 2006, numerous evergreen trees along the existing roadway were cleared and the early construction stages of Rock Ridge Road existed in the subject area vicinity. Since 2006, the subject area appears to have been left undisturbed and unaltered (Image 3). While vegetation was cleared from portions of the subject area over the reviewed years, there were no signs that vegetation was altered as a result of slope instability. Please consider that exposed bedrock hazards, such as rock topple and rock fall, are difficult to discern from aerial images, due to photo resolution. However, historic photos show no apparent large rock failures. In addition, there were no other signs of slope instability within or adjacent to the subject area. As such, it appears that the general appearance of the site slopes has not changed significantly within the approximately 47 reviewed years. Aerial photos were obtained from Google Earth and Skagit County's interactive mapping service. a ¢ tom. S- :3 .' F .`. �*. ". ..r e r 'S's !Al "A ',4k 4 t L,, 14.,''4 ,, a litea" y ' '': j� . .1 je fi,. - 'fir,.. . W w;, • 'has+ t, , 'C' ' a 1 tV""y 1 ` i ,^,,ffi -w,,,, '" °mow '-`, s \ y y.1 f �4,./7,-` F-: i t ''" M �yy i-:j y�al .; i '4�` cs, ay 4,t, j 4�� � �w +i ,LP� L`L_ �$% 'k� L, � U�M 7 ; �!' �� 51 Rr 44 `,4 1-rW tt .,„ y�„''', ,,, ._,aTX oy a1 . �fr_.,,l..'V ° }.�F. .{tfwr ; ,' ..'�. z's.1 ai h a i*T."A'4 'a'qA'•4 fP'•�5s-"*--7.--[�''It Si" 1*4 4.' ~‘4,*44. ; .n�.r, j ,- ,: ',''_g Alt''' , itlrl.:,.) 1"1-4.titAl, "'!,14*,' - --A -'` ..e.-- '. --‘41k.",.,4 ''%*-! '- 4' .N` r -' 4tekg.e4" ,mow "Pi 't ;I�}3' ,, " :' , „ '' . ..'''''litgilV ' ''s"474'':4. "° 14*' '''..g** ,N 7, _:. .. '., ',! : 4641,, ,fic,,, i.,,,. y�j i7. 4_ f°1 y ' 4' k •a q h;'* Y it k+ 4'"t .� ±ems '�.4q .,b b Y' r�$� t �y� t[, se' '' i vF a 4� ,•, -. -'RT� �? ^Y 4 .. '. 9 V s4'� �'Y'' -Nyge., ,, � ' �F, a c� �(.1 ^ s Image 2: 1969 aerial image of subject area vicinity(circled in orange).Skagit County iMap Page 7 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 4 >K'. d + ,{'4 aw At, { s r ,«. Y,ik4:wc y.5;, 1 M r tt� +4y� t 7,` '. i' shy', ,,. it,,, 'f', ,:i,a. '3- t ,3 .. ,� r +rs p "y ., i+i'r y I' W4 r :" i r f' 4,1 ..A _•V y; r. t 3 '. ft, §� r ,-,. y aye 4S K, i tt j + N l.R ,°,1, Ai LI �"l > ] [S o ::; tt #. ^ v. za' a-t # x . 'i e , ,' .e 4'4'7 ,i jl ,.--,- `> , j a t--4f N { it '447 d .' ) 4t�! -, _ '> ,; ,4 x PI , w �31-4' 0 '' ,t •a1>� " r. /cy53 dv.: ah .: 'rY Naryi # a k , a ' t.ca z t 1 r ne :ai r��-, 1 a�`� ` b t` r y-§ax� Fs ?'t� 1 t o , , {1 : !,yM ��"� y rC li 3 4.: ,c ',1n Y d' r.� *,-, ,r..Ats1's"i:. . { >r u e4*k w w t 1• AR` rpvr kio I. Ft' -. 4. ,. * �.` F:y 'L i "'# car 1 Image 3: 2015 aerial image of subject area vicinity(circled in orange).Skagit County iMap Bare Earth Imagery Review We reviewed bare earth imagery of slopes on and in the near vicinity of the subject area (Figure 3). Based on our review, it does not appear that there is global slope instability in close proximity to the subject property, as observed by tension cracks, hummocky and/or slumped terrain. The majority of the immediate vicinity of the subject area contains bedrock exposures. Any signs of significant bedrock failures were not identified in the bare earth imagery review. The reviewed bare earth imagery does not contain resolution high enough to identify small scale rock topple or fall hazards. As such, the presence of these hazards was not identified using bare earth imagery. No indications of instability were identified on the bare earth imagery. Rock Competency Evaluation GTS assessed rock competency at three exposed bedrock locations within the subject area (Figure 2). Evaluation of bedrock characteristics, a common practice in evaluating rock core samples, was applied to select bedrock exposures. Considering that weathered bedrock often exists on exposed surfaces, GTS assessed clean, fresh bedrock exposures where possible. GTS evaluated hardness, crystal size, weathering, strength, and fractures of bedrock exposures. Rock Hardness Rock hardness was assessed on site using a pocket knife on an unfractured rock specimen. Rock hardness descriptors are as follows: • Soft rock- reserved for plastic material • Friable rock- easily crumbled or reduced to powder by the fingers • Low hardness - can be gouged deeply or carved with a pocket knife Page 8 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • Moderately hard — can be readily scratched by a knife blade, scratch leaves a heavy trace of dust • Hard — can be scratched with difficulty, scratch produces little powder and is faintly visible • Very hard —cannot be scratched by a knife blade On average, our analysis of the bedrock on site is described as having a "moderately hard to hard" rock hardness. Crystal Size Crystal (mineral) size and condition was evaluated to assist in determining the degree to which it may impact the development of rock fractures. Crystal size is described as follows: • Aphanitic — Microcrystalline/Cryptocrystalline — not distinguished by the naked eye • Phaneritic— Fine grained (< 1mm), medium grained (1mm-5mm) • Porphyritic— Coarse grained (> 5mm) On average, the bedrock within the subject property was determined to have medium grained (1mm — 5mm) phaneritic mineral crystals that appeared to be relatively unweathered rather than degraded. Weathering Bedrock weathering is the physical or chemical decomposition and/or disintegration of the mineral constituents of a rock mass by the natural processes of oxidation, reduction, hydration, solution, carbonation or freeze-thaw. GTS anticipates that bedrock weathering within the subject area is primarily caused by oxidation and/or freeze-thaw. The degree to which bedrock is weathered is controlled by permeability. Pre-existing fractures provide avenues for water to penetrate the rock along which the rate of weathering can be accelerated. The degree of discoloration is a reflection of the extent of weathering. Weathering descriptors are as follows: • Fresh —The rock shows no discoloration, loss of strength or any other effect due to weathering • Slightly weathered — the rock is slightly discolored, but not noticeably lower in strength than fresh rock • Moderately Weathered —the rock is discolored and noticeably weakened • Deeply Weathered —the rock is usually discolored and weakened and a two-inch sample can be easily broken • Extremely Weathered — rock is discolored and is entirely changed to a soil but the original fabric of the rock is preserved In general, the exposed portions of the bedrock on site range from being fresh to slightly weathered. Please note that the evaluation of the proposed bedrock upon which select residence foundations are proposed to rest was limited due to the presence of a veneer of soil cover. Page 9 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Strength Rock strength, as evaluated in the field, is subject to interpretation and the response of the unfractured rock specimens to hammer blows including: • Very Strong — an outcrop resists heavy ringing hammer blows and will yield, with difficulty, only dust and small fragments • Strong — an outcrop would withstand a few heavy ringing hammer blows but yields only large fragments. • Moderately Strong — an outcrop would withstand a few firm blows before breaking • Weak—an unfractured outcrop would crumble under light hammer blows • Very Weak—crumbles by rubbing with fingers In general, the exposed portions of the bedrock on site were determined to be strong to very strong based on hammer blows. Fractures The number, orientation and condition of fractures are an important aspect of understanding the rock condition. Fractures tend to reduce the overall mass hardness and strength of the rock. Fractures include joints, shears, faults and other continuous breaks in the rock. Fractures may be: • Clean — no materials fill the fracture • Stained — discoloration or thin coatings of mineral deposits, commonly iron or manganese • Filled — fractures are filled or thickly coated with recognizable material such as carbonates, clay, quartz, or oxides. Width of fractures range from: • Very Wide - >200 mm • Wide—60-200 mm • Moderately Wide —20-60 mm • Moderately Narrow—6-20 mm • Narrow—2-6 mm • Very Narrow- >0-2mm • Tight— 0 mm Spacing of fractures range from: • Crushed — 5 microns to 0.1ft with clay • Intensely Fractured —0.05-0.1 ft without clay • Closely Fractured —0.1-0.5 ft • Moderately Fractured —0.5-1.0 ft • Little Fractured — 1.0-3.0 ft • Massive - >3.0 ft Page 10 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 GTS observed that bedrock fractures at the three test sites consisted of clean and quartz filled fractures. The clean fractures were located on steeper exposed bedrock portions, appeared to be a result of freeze-thaw (mechanical weathering), and were narrow in width. The quartz filled fractures (joints) were located throughout the bedrock exposures, were part of prehistoric bedrock alteration, and narrow in width. Overall, fracture spacing varied from closely fractured to little fractured. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that residential development on the 8 subject lots is feasible and should not negatively impact the site from a geotechnical perspective by decreasing slope stability or increasing erosion potential. Further, we anticipate that development will pose no unreasonable threat to persons or property either on or off site provided the recommendations contained herein are incorporated into the project design. In order to build near the top of the steep slopes, GTS recommends pinning the foundation to suitable, competent bedrock. Geologically Hazardous Areas According to the referenced City of Anacortes Code Chapter 17.70.180 Designation of Geologically Hazardous Areas, geologically hazardous areas include erosion hazard, landslide hazard, seismic hazard, mine hazards, volcanic hazards and other geological events including tsunamis, mass wasting, debris flows, rock fall and differential settlement. It is our understanding that the City of Anacortes has not identified geologically hazardous areas on the subject property. Further, the Skagit County Potential Landslide and Erosion Area map does not indicate that geohazards exist on the property. However, GTS observed that geologically hazardous areas on site consist of landslide hazards because of the presence of slopes having gradients steeper than eighty percent subject to rock fall during seismic shaking. Such conditions existed along the top of the exposed bedrock cliff face within the western portion of the subject area and on Lots 1 through 7. As mentioned previously, no obvious signs of severe instability or evidence of large scale global instability were observed at the time of our site visit. Large scale global instability, consisting of deep-seated rotational failures, can extend down into the subsurface to substantial depths. These failures typically leave geomorphic evidence of their existence on the slope. Typical indicators are head scarps, tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. As such, it is our opinion that large scale landslides are unlikely to occur and affect the proposed development within the subject area. Page 11 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Considering that the proposed development will be located above (on higher ground than) all observed rock fall and topple hazards present within the west portion of the subject area, there is a low risk of such hazards impacting the proposed development. However, we recommend that the proposed residential development and associated foundations be setback at a minimum of 10 feet from the top of the steep slopes in order to reduce hazards associated with rock fall or topple on existing properties located downslope and west of the subject area. The risk of rock fall or topple is further reduced in areas covered with the existing rockfall-drapery mesh system. All necessary precautions should be made to ensure that the risk of rock topple or fall hazards from highly fractured bedrock zones is not increased beyond pre-development conditions. Pull-Out Tests Based on our surface observations, GTS concludes that the site bedrock appears to be suitable for foundation pinning. However, portions of the bedrock that contain closely fractured zones should be avoided for the placement of pinning elements. GTS recommends that anchor (rebar) pull-out tests be conducted in at least 16 locations (2 on each lot) where the foundation will exist near or within the steeper sloped geohazard areas. Pull-out tests should be conducted prior to the placement of foundation elements and should be used for foundation design purposes. These tests are carried out for the purposes of determining the critical embedment length of fully grouted rebar bolts in relation to the minimum required tensile (uplift) strengths for foundation design. In addition, GTS recommends that bedrock surfaces upon which foundation elements will exist be stepped and benched rather than left at native sloped conditions. Erosion Control As discussed above, a veneer of soils exists within the subject area. The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project: • All clearing and grading activities for the future residential construction should incorporate Best Management Practices (BPMs) for erosion control in compliance with current City of Anacortes codes and standards. • We recommend leaving as much of the existing vegetation on site slopes near areas of the proposed improvements as possible. Leaving the existing vegetation and planting additional brush and vegetation on site slopes and in areas disturbed by excavation activities will help maintain near surface slope stability by providing a stable root base within the near surface soils. Removal of vegetation and trees may increase the risk of failure for the surficial soils during periods of wet weather. • Yard waste should not be dumped over the face of site slopes. Yard waste can retain water and cause instability on the slope soils. Page 12 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction. Areas requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control. • Proper drainage controls have a significant effect on erosion. All surface water and any collected drainage water should not be allowed to be concentrated and discharged down the face of site slopes. All collected stormwater should be directed to an appropriate collection system to be discharged within the local stormwater collection system. Based on observations made during our site visit and assuming that the above recommendations are carried out, as well as appropriate maintenance is carried out for the life of the proposed residences, it is our opinion that site slopes do not present a hazard to the planned development. Page 13 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 LIMITATIONS Our conclusions are based on visual observations of surface conditions made during our site visit on June 26, 2017, review of available information and our experience in the area. Our study area included the area of the proposed residential development only, as referenced in this report. Our services have been performed in a manner consistent with that level of professional care and skill exercised by other members of the professional community practicing under similar conditions in the area. No warranty, expressed or implied, is made. Our services have been executed in accordance with generally accepted site evaluation practices in this area at the time the report was prepared. We appreciate the opportunity to be of service to you on this project. If any questions should arise regarding this report, please contact the undersigned. Respectfully Submitted, GeoTest Services, Inc. Wa40PINv t amt. sh,` e G1 Engineering Geologist , 4' �C ngineering Geologis mew/ \0 .�42D e • �n se ° -30Ge 047, \ �,� d deg�odr d Ge I Joshua A Hardesty J Tim Chylla Josh Hardesty, L.E.G, M.Sc. Tim Chylla, L.E. Licensed Engineering Geologist Licensed Engineering Geologist Dated: 7/20/17 Dated: 7/20/17 ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Bare Earth Imagery ASFE- Report Limitations and Guidelines For Its Use(3 pages) REFERENCES DNR, 2017, Washington Interactive Geologic Map. Washington Division of Geology and Earth Resources. Washington State Department of Natural Resources. Skagit County website, iMap. http://www.skagitcounty.net/maps/iMap/ Skagit County website, Potential Landslide and Erosion Areas Map, http://www.skagitcountv.net/GIS/Documents/GeoHazard/t35r1 2.pdf Soil Survey website, Skagit County, WA, prepared by the USDA National Resource Conservation Service. http://websoilsurvey.nres.usda.gov/app/VVebSoilSurvev.aspx Page 14 of 14 k NINIIIIIIIIIMP 1 mi i 1 I AqUatit: r, „ \ , , 3 ,,?eserve , .• i . PSt.„Iftiot 1, 1 A . Samish Island .,,.., ) Inctan Village , Sarnish island ,\.. 1 # i 1 , N k 1 s, L, ' s• Guernes lksbnd 1, -,* ,-- / ."-.." ..,, - PROJECT LOCATION , I qr... 41 -4411 P Anacortes , s, (2e) it 1 k I 4r 4 1 I • • , Bayviey, F r3tortd , _ , 44fAlPitilgo Boy i } , , . • , fAquatif., Alexandr, ,6-'' , 4 ! Beach : , ' ' yj ''IN i : 141' ' -.4 ' ',113: 1 '6, serve , . i t i ,,,:::,' , ,2 , , ,i,„, • )4',--,4 „. vir . „I 4 *, ,--1 4isticf,' i `, 14 s*''''' .1.:: .r."-t ' ";• ! 11* „..1 t,, -fovici rd 3 e t Corner .oft-Aw .., ink?.., er , . ,, . )C; ja ji ' ''' ,3g 4` Stmlik,Beacri ., FidalgO Island .5. ...401 , 61 ' , P ' , tiN 1 /, A A , _ • . , , , Avo• — ... , i P , - ' i.,; I, 4 .44....,.-' , pr -, 1,i -) r,-I -11 c'ffnee °ash '1--;• fo 4.v ...- N MAP REFERENCED FROM ACME MAPPER 2.0 Date: 07-14-17 By: JH Scale: As Shown Project GEOTEST SERVICES, INC. 17-0022 VICINITY MAP 741 Marine Drive Bellingham, WA 98225 STRANDBERG PROPERTY Figure phone: (360) 733-7318 ROCK RIDGE SUMMIT fax: (360) 733-7418 ANACORTES, WASHINGTON . . _ . _ . . - : . - _ - - ,? !x S ‘,t�3i}iM. P$ rwaSil�a._,. S1. c.i:. ....1 _.. J. _ _. .A...., ._ _ _ '_ iT } err • , • ._/ . . st; eex� " . r t t,._ ' t `1ti \ ro • F ' C" 'car ! ` ,�t • • •G re •r": f�F. 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' Z .1 ! ttl Ati&St f41-E46§442\ :4•10.EV?' ( . ( . , , i ,, Ill = GEOHAZARD AREA (SLOPES STEEPER THAN 80% WITH ROCKFALL HAZARDS) REPORT LIMITATIONS AND GUIDELINES FOR ITS USE1 Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one— not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GeOTe5T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ— sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed// by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GeOTe5T additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) oeOTesT l.aluJEVI{E AUG 2 2 2011 CITY OF ANACORTES GEOLOGIC HAZARDS, PRELIMINARY GEOTECHNICAL ENGINEERING AND INITIAL HYDROGEOLOGY REPORT MALO PROJECT ANACORTES, WASHINGTON PREPARED FOR Mr. Anthony Maio PROJECT NO. H96234A OCTOBER 1996 CORPORATE OFFICE 911 Fifth Avenue,Suite 100 ASSOCIATED Kirkland,Washington 98033 EARTH (206)827-7701 FAX (206)827-5424S1 SCIENCES, INC BAINBRIDGE ISLAND OFFICE 179 Madrone Lane North Bainbridge Island,WA 98110 (206)780-9370 FAX(206)780-9438 GEOLOGIC HAZARDS, PRELIMINARY GEO'1'ECHNICAL ENGINEERING AND INITIAL HYDROGEOLOGY REPORT MALO PROJECT ANACORTES, WASHINGTON October 15, 1996 Project No. H96234A I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCT ON This report presents the results of our geologic hazards, geotechnical engineering and initial hydrogeology study for the proposed Malo Project located in Anacortes, Washington. A previous study of the site was prepared by W.D. Purnell & Associates, Inc. dated July 24, 1996 (draft engineering geology, geotechnical engineering, and wetland report). The purpose of this current study was to review the findings from the previous study and provide specific geologic hazard and geotechnical engineering recommendations. In addition, a hydrogeologic study of the site and immediate vicinity was also conducted. • 2.0 SITE DESCRIPTION This report was completed with an understanding of the project based on an undated site and topographic map obtained from Subdivision Management, Inc. and with discussions with Mr. Doug Webb of Subdivision Management, Inc. It is our understanding that current plans call for the construction of 125 single family residential lots on the Malo Property. Plans of the site layout, grading, structural devils, and construction methods were not available at the time of this report. The subject property was situated east of Anacortes Road in the City of Anacortes, Washington. The parcel was irregular in shape and covered roughly 43 acres. Topographically, the property encompassed a portion of a northeast-southwest trending ridge. Slope gradients on the site ranged from approximately 5 to 125 percent, with the steeper slopes being located on the western side of the property. Minor depressions and shallow swales are present across the eastern half of the property. Total elevation change on the site was on the order of 200 feet. Purnell & Associates' July 1996 report indicated that wetlands were present in some of these features. In addition, a small creek was documented on the southeastern corner of the site. This creek appeared to drain towards Cranberry Lake located to the east and northeast of the parcel. 3.0 GEOLOGY The geology on the property is based on a visual, geologic reconnaissance of the site performed for this current study and 30 exploration pits completed for the July 1996 report prepared by Purnell & Associates. In general, 3 geologic settings are present on the property overlain by 1/2 to 3 feet of organic silty topsoil. These 3 units were categorized based on age and/or mode of deposition and are described below from oldest to youngest in age. The ridge on which the site is located is cored by bedrock. The bedrock was at relatively shallow depths across the higher elevations on the property. According to Purnell & Associates' reports, the upper surface ranged from less than 1 foot to 7-1/4 feet below ground surface in the exploration pits. In the vicinity of the onsite swales and depressions, the depth to bedrock appeared to deepen beyond the termination depth of the explorations. No evidence of extensive weathering or fracture zones was observed in the bedrock at the time of this study nor in Purnell & Associates' report. Lodgement till mantled much of the upper surface of the bedrock. In Purnell &Associates report, the upper surface of the lodgement till was documented to be 1/2 to 6-1/2 feet below ground surface. Where a lower contact was observed, the lodgement till was 1-3/4 to 5-1/4 feet thick and overlay bedrock. In the remaining exploration pits, the lodgement till extended beyond the termination depth of the explorations. The lodgement till typically consisted of dense, unsorted mixture of sand, gravel, and cobbles in a silt/clay matrix. In some of the exploration pits from the previous study, theupper part of the lodgement till contained a layer of dense sand and gravel. The lodgement till was deposited at the base of an advancing glacier and has been consolidated into a dense condition by the weight of thousands of feet of ice. The overlying dense sand and gravel layer may have been deposited from subglacial streams. Although not observed during our reconnaissance survey, Purnell & Associates report indicated that a loose to medium dense, brown, locally silty sand to sandy gravel and a soft to medium stiff, olive grey to brown, silt with trace gravel and sand was present in areas. The upper surface to these sediments was at ground surface to approximately 3 feet below ground. Based on the exploration logs from the previous report, this material was less than 1/2 to 5 feet thick where a lower contact was observed atop the bedrock or lodgement till. In the remaining pits, these sediments extended below the termination depth of the explorations. Insufficient information is available to determine the exact age of these sediments. However, the siltier material probably represents recent deposits which accumulated within the last 10,000 years by slow moving water within the onsite depressions and swales. The loose to medium dense sand and gravel may have also been deposited by recent stream activity. Alternatively, these sediments may be older in age and accumulated in meltwater streams during the retreat of the Vashon age glacier from the region. 2 4.0 HYDROLOGY The hydrogeology study of the site included a review of water well logs and water rights from the Department of Ecology (DOE). This data was used in conjunction with the findings from our visual reconnaissance and review of the previous study of the site to identify the existing surface and ground water regimes. 4.1 Surface Water No evidence of surface water was observed on the property at the time of our site visit. However, Purnell & Associates reported that a few small wetlands were present across the site. In addition, a northeasterly to easterly flowing creek was documented to bisect the southeastern corner of the property. The onsite wetlands appear to be seasonal features and are recharged by direct rainfall onto the site. The small creek appeared to flow towards Cranberry Lake, located to the north and northeast of the parcel. 4.2 Ground Water Department of Ecology (DOE) water wells logs and rights were obtained for an approximate 1 mile radius of the project site. Representative logs and water rights are included in Appendix A and the approximate locations of these features are illustrated in Figure 1. It should be noted that most of the information obtained from the DOE are prepared by non-geologists and standardized geologic descriptions are commonly not utilized. Hence, any interpretation from this information is considered a rough approximation and is only used to obtain a general overview of regional conditions. Valley Aquifers Based on DOE records, water wells are present to the east and southwest of the site. The nearest well is roughly 3/4 of a mile from the property. The majority of the wells to the east and southeast of the property appeared to produce from an aquifer system within the unconsolidated deposits. These deposits appeared to be confined to the lowland to the east of the onsite ridge. Static water elevations ranged roughly from elevation 170 to 270 with,a northerly ground water flow direction. Recharge to this aquifer was from offsite areas within the lowland, and no direct hydrologic connection with the subject property was evident. A few of the wells in the valley are completed in bedrock. In the Puget Sound region, ground water within bedrock generally accumulates in fracture zones. Because of the random nature of these fractures, recharge and ground water flow within bedrock can be chaotic and unpredictable. Static water elevations within these wells vary, roughly ranging from elevation 270 to 340. Insufficient information is available to conclusively define the direction of ground water flow, and ground water from these wells may be related to localized systems. Due to the distance from the site and the lack of fracturing of the onsite bedrock, the potential of the property providing recharge to this aquifer is extremely low. 3 Sub-Sea Level Aquifer A single well is located to the southwest of the subject property which withdraws water from a sub-sea level aquifer. This well has a static water level of approximately elevation -9. This sub- sea level aquifer system is probably hydrologically connected to the Puget Sound where the aquifer • likely discharges. Based on the distance from the site, there is a low probability that the property provides recharge to this aquifer. Regional Surface Water Rights Only one surface water right was recorded with DOE within the approximate 1 mile radius of the study area. This surface water right is present to the southwest of the property. The water right has its point of diversion from an un-named stream flowing from the north. The drainage basin to this stream is located offsite to the south of the subject property. Due to the distance from the site and the lack of a surface water connection, the subject property is not considered to be hydrologically connected to this water source. Interflow Network Although not observed at the time of our field visit, an interflow network probably develops on . the property during the wetter times of the year. An interflow network forms in a soil which is more permeable than the underlying parent material in which it was derived. On the site, interflow would form where the bedrock and lodgement till is present at shallow depths. Water within the interflow would tend to follow the top of these formations, generally following the ground surface. Where depressions and swales are present, the water would tend to accumulate possibly forming the onsite wetlands. • 4 October 15, 1996 Project No. H96234A IL INITIAL HYDROGEOLOGIC STUDY 5.0 GROUND WATER IMPACTS AND MITIGATIONS The bedrock and lodgement till on the property are relatively impermeable and act as a ground water barrier. Rainfall on the site would tend to remain as surface water or in the shallow interflow network. This water would follow the ground surface and discharge offsite to the north, northwest, and east or into the onsite wetlands. In addition, the onsite bedrock is quite durable, and no evidence of fracture zones were observed which would facilitate the downward percolation of water into aquifers. A study of the regional ground water conditions indicated that the nearest water wells are more than 3/4 of mile away. No surface water on the site appears to contribute to these offsite ground water regimes. Therefore, based on the findings from our preliminary hydrogeologic study, it is our opinion that no impacts to the nearby water wells or water rights are anticipated as a result of the proposed development. With the increase in impervious areas and changes in existing drainage paths, development on the site is anticipated to impact the interfiow network and, subsequently, the onsite surface water features. To maintain recharge, roof and footing drains from the proposed residences should be directed to discharge to these features. 5 October 15, 1996 Project No. H96234A III. PRELIMINARY DESIGN RECOMIYIENDATIONS 6.0 SLOPE STABILITY HAZARDS AND MITIGATIONS No evidence of slope instability was observed on the subject property at the time of our field work. Based on the findings from this study, the site is cored by bedrock. No evidence of extensive weathering or fracture patterns was noted in the bedrock. As such, it is our opinion that under existing conditions the site possess a low risk of slope instability as defined by local geologic and geotechnical engineering standards. It is our further opinion that no slope setback distances for buildings are required provided that any building foundation 15 feet or closer to a 40 percent or steeper slope bears directly on competent, unweathered bedrock. These recommendations are predicated on a geotechnical engineering review of the building plans prior to construction and a footing inspection by a representative of our firm prior to pouring the foundation. To further reduce the risk of slope instability as a result of construction, it is recommended that the drainage and erosion control measures outlined in this report be properly followed. 7.0 SITE PREPARATION Site preparation of planned building and road areas should include the removal of all trees, brush, debris and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Loose sands, soft silts or organic material should be stripped down to the underlying medium dense recent deposits of sand and gravel, dense lodgement till or bedrock. According to Purnell & Associates' July 1996 study, this depth occurred from ground surface to approximately 3 feet below ground surface. The depth to bearing may deepen in the immediate vicinity of the documented onsite wetlands. Based on review of the exploration logs from Purnell & Associates' report, the recent deposits varied in density and may be easily disturbed during excavation. These sediments should be recompacted prior to use as bearing soils. As noted previously, the bedrock on the property is generally non-weathered and lacks fracture zones. It is highly probable that excavation of this material at depths of more than one foot will be extremely difficult. Removal of bedrock during construction for utility trenches, roadway cuts, 6 or other grading will likely either require blasting or the use of specialty ripping/sawing equipment. The non-bedrock units on the site contain a high percentage of fine-grained material which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that bearing soils are not softened. If disturbance occurs, the softened soils should be removed. If necessary, the area can be brought to grade with structural fill. 7.1 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the recent deposits of soft silt and loose to medium dense sand and gravel can be planned at a maximum slope of 1H:1V (Horizontal:Vertical). Temporary cuts into the bedrock or lodgement till should be planned no steeper than 0.5H:1V. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cuts into the dense lodgement till or the recent deposits should be sloped to a 2H:1V inclination or flatter. Steeper cuts should be protected with a rockery or retaining wall. Permanent cuts into competent bedrock may be made up to 0.5H:1V. Bedrock cuts should contain a 5 foot wide bench for every 25 feet of relief. 8.0 STRUCTURAL FILL 8.1 Soil Structural Fill Grading plans had not been determined at the time of this report, although, there is a possibility that structural fill will be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials as discussed in this section. If fill is to be placed on slopes steeper than 5H:1V, the base of the fill should be tied to firm, stable subsoil by appropriate keying and benching which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide and cut into the lower, dense sand or stiff silt. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required for the benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over slopes should be reviewed by our office prior to construction. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to 7 at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an 'engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non- organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts. Where fill will support buildings or other structures, each lift should be compacted to a minimum of 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. Yard fill placed on slopes steeper than 5H:1V should be compacted to a minimum of 90 percent of this standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1 V (Horizontal:Vertical). If insufficient room is available to slope the fill soils to a 2H:1V grade, a suitable retaining structure should be utilized. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. prior to their use in fills. This would require that we have a sample of the material 48 hours in advanu to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. With the exception of the bedrock, the onsite sediments generally contained significant amounts of silt and are considered moisture-sensitive. The non-organic sediments and bedrock would be suitable for use in structural fills provided the optimum moisture content of the soils can be maintained. This may require drying the soils prior to their use in structural fills. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 8 8.2 Rock Structural Fills Depending on grading plans, there is a possibility that excavation of bedrock will occur producing rock fill. If the rock fill will be utilized in structural fills, subgrade preparation and placement of fill on slopes greater than 5H:1 V should proceed as discussed above for soil structural fill. Rock fill lifts should be limited to a maximum of 18 inches with the size of the rocks being limited to a maximum of two-thirds the depth of each lift (i.e. 12 inches). Each rock fill should be compacted to a firm, unyielding condition with a vibratory roller, hoepac, or alternative equipment suitable to the size and scale of filling. As with structural fills composed of soils, a representative from our film should be onsite to observe the placement and compaction of rock fills. 9.0 FOUNDATIONS Spread footings may be used for building support when founded on dense lodgement till, bedrock or recent deposits composed of non-organic, compacted medium dense sand and/or gravel. We recommend that an allowable bearing pressure of 2,000 pounds per square foot (psf) be utilized for design purposes, including both dead and live loads. If higher bearing pressures are needed, a value of 4000 psf may be used in areas where all footings are placed entirely on non-weathered, in-place bedrock. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection; interior footings require only 12 inches burial. All footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above soft, loose, or organic material. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing, rockery, retaining wall or fill body that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded on the approved bearing stratum should be less than 1 inch. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by Associated Earth Sciences, Inc. prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 10.0 EROSION HAZARDS Under existing conditions, the recent silt, sand and gravel deposits, and silty topsoil horizon forming atop the till and bedrock units on the site are highly sensitive to erosion. The lodgement till generally possess a lower risk of erosion; however, these risks may increase under concentrated flows on slopes steeper than 20 percent. The bedrock on the site is resistant to 9 erosion. To reduce the erosion potential and offsite sediment transport during and after construction, the following mitigation measures are recommend: 1) Surface water, either during or after construction, should not be directed onto sloping areas or randomly daylight on the site. All devices used to collect surface runoff should be directed into tightlined systems which discharge into an approved stow' water control facilities. Uncontrolled discharge on slopes will promote erosion. 2) Temporary detention/settling ponds should be installed to provide erosion and sediment transport control during construction. Where possible, it is recommended that these facilities be established outside the permanent storm water areas as significant amounts of sediment transport can be expected to occur during the construction phase of a development which would limit the efficiency of these features. If it is not possible to establish separate, temporary facilities, then all storm water facilities utilized during the construction phase which are also considered permanent should be cleaned of all accumulated sediment after the completion of construction activities. 3) To reduce the amount of sediment transport, check dams should established along roadways during construction. In addition, silt fences should be placed along the lower elevations of disturbed areas. 4) Soils which are to be used around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low stock-piles in flat areas, or the use of silt fences. All proposed fill soils planned for slopes steeper than 5H:1 V, including yard fills, should be benched into the hillside and compacted as recommended under the structural fill section of this report. Associated Earth Sciences, Inc. should be given the opportunity to review grading, drainage and erosion plans prior to construction to assist in identifying potential geologic hazards. 5) Clearing should be limited to the immediate construction area on 40 percent or greater slopes. In addition, as much of the natural vegetation on the slopes as is possible should be left intact. Areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. It may be necessary to cover exposed subgrades with plastic sheeting during inclement weather. 11.0 DRAINAGE CONSIDERATIONS At the site, the upper sands and gravels accept water quite readily and naturally disperse it downslope. The underlying lodgement till and bedrock are relatively impermeable and water will 10 tend to perch atop these stratum. With the exception of the bedrock, traffic across the onsite soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide temporary and/or permanent drainage and subgrade protection as necessary. All retaining and perimeter footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12 inch thick washed gravel blanket provided over the full-height of the wall which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 12.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that Associated Earth Sciences, Inc., perform a geotechnical review of the plans prior to final design completion. In this way, our geologic hazards, earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations and roadways depend on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these.services are desired, please let us know and we will prepare a cost proposal. • 11 We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington c1IIIi:w( WheelerC.P.G.Geologi .R. Lepp, C.P.G. Bruce L. Blyton, P.E. Principal Associate Engineer JAW/Id H96234A.1 • 10/1/96 Id-WPW 12 Associated Earth Sciences, Inc. ►.'; February 11, 2003 ''" Project No. KE03040A Rock Ridge L.L.C. c/o Nelson Development 14205 SE 36th Street, No. 100 Bellevue, Washington 98006 • Attention: Mr.,Wayne.Nelson Subject: Geotechnical Update Rock Ridge South • Anacortes, Washington Dear Mr. Nelson: In accordance with your request, Associated Earth Sciences, Inc. (AESI) has conducted a reconnaissance of the site to assess whether conditions have changed in a manner that may affect the recommendations presented in our October 15, 1996 report entitled Geologic Hazards, Preliminary Geotechnical Engineering and Initial Hydrogeology Report. During our reconnaissance, we observed that a rough cat road had been made that enters the northeastern - portion of the site. This road leads to a small area currently being used as a construction equipment staging area. The remainder of the site remains naturally forested and does noC appear to have been altered significantly since the time of our prevous study. Based on our reconnaissance, it is our opinion that conditions_at the site have not significantly changed since the time of our 1996 study and the recommendations presented in our October 15, 1996_report remain valid. Sincerely. ASSOCIATED EARTH SCIENCES, INC. - Kirkland, Washington • •• cis B,i&44i: cV,t 9 si 4,44 431' ;111 . Att f 4 Tim by T. P tee, P.G.,'P.E.G. � ' ' Project Geologist �• 211103 OT AL St44 4,4t, rl dn- : pay 1 . Gary A. Flowers '.G., P.E.G. Bruce L. Blyton, P.E. 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(-A.* � ,� a • - ✓f �,��:;: • ..• . f• $ zke a jevitZ t •\' •\ 1" 1 # • •' ...• 'i f { ' .\.:t� -..ice•`•• '�';»•. w-•� r • \ �• ) : dittr .... to i di . 1 co (t tto 1 (1111(--- , } ,. f Lite maps =tY� \l.\, .t r`1, •#1 ' J » r•••..... JJJ/• `.\. w •r . .wT • Za iti -tt...-....... , * *, ril It. - at I `1• t , \ • el ) • : .4.4 w �..,✓•R,�'^� y ' *1 J..� f +i'i i ` {S♦ ���III ftee 1i \ I e. * \' � • ; f air ` " « l `e .' " ,. ` ,,,,t„,4 Ii4.6,-...., =�A • ler VIC tilli‘ • • ,t r , sty % k t< • f ' , aR ' 1 ° is L `f si f • rQ. {�' 2 i it ••••• It is/ ..-ttrert",•%,, SO ) di.7 . . • , • ..... . .. 1s • 115 *gat i it st; al. pet 0 tit. 61 litgataiminCtiN 4tt J . ., •• aitat atO ,.... act it •..„. Ott ri•' w'•'4 ,•.. • • r} IT ...1 if v• (' \\ ...1 `'•t• • ,• til liNi Ile it klir CO gild et k lite ,*, • • tIO �, - l . . ..... r C '' fli... .. it ast .... .4.; a , ...... .... ...... a i a # ``i Ls '�.._: ►, .,... ..._ �.� ', ATER liELL R E J R T : tart Card H o . A01999 44 62 STATE OF WASHINGTON eater Right Perult No . //j - , • . o ♦ e . • • e • o o .f . o o 0 g p 0 0 0 0 o O , 0 o a O p c9 0 o . . . . . . . 000 . 0 . 00 . 00 . 0 . . . . . a . • • • • • e a o o O . O p O o - 0 0 0 a a O .. p p 0 0 0 o .. .. . 00 ♦ • O O o a 0 0 c • . • • a 0 0 • �'+�jiiii01;m.4 • 0 0 • • • . • O p a l! o o • O O O py a a . a 0 •+ O • a g 0 0 0 0 0 a q b a - a . a o g O a b O a a 0 o 0 0 0 0 0 0 0 0 0 • a e • • 0 4 D o .} O . • . a 0 0 .0 0 g q o q p w o o O 4 a d e 0 0 0 0 a o p A c d a o) q q • • ( I ) OWNER : Name DEUTSCH ESTATE / DOUG BEARD Address 2699 SCOTTS CREEK RD L E M T , CA 54530 : a " 0 o p o 0 a a 0 n O o e o a . . . . . g q 0 a 'D Q p e 0 a . . . . . . a 0 0 0 0 0 0 0 O V a 0 0 o O o O q O S O .➢ V O O o • a .. a • O p p O a • a • ry p a o O O 0 t 0 0 O 0 g 0 0 0 0 0 0 0 0 q 0 0 0 0 c4 00 0 O c O o o O p 0 O a o 0 0 a © o . 0 0 0 0 0 0 0 ., o 0 a 0 0 0 a . 0 a 0 0 m a . . . . . 0 0 0 0 e a ® a e V) . . . . . . 0 0 0 0 0 0 0 o O O g a 0 a 4 o A o O a A O a 4 0 . . . . . . a o 0 o O a • • a o a a 0 0 e a e a ® g a m 0 tJ O .0 0 0 0 p 0 0 0 0 0 0 0 O O 0 0 g o O o q 0 o 0 0 a q O a a a n a e 0 p 0 c% ( 2 ) LOCATION OF DELL : County SKAGIT a SW 1 / 4 NU I / 4 Sec 24 135 N . , R lE Hil 2a ) STREET ADDRESS OF WELL or nearest address ) 2102 D AVE �- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . p O O . . . . . . . . . . . . . .l a . v o a 0 • O 0 O 0 a 0 a a • o • 0 0 0 . . . . . . . 0 O .h O O O O O d c lJ 0 0 • • O - • O o y��- 0 • e a • O 0 0 0 0 -.J/ a a O O •�,iS O U o �. a s a • 0 0 0 0 0 0 • - a - • - • n 0 0 0 0 • • a a 0 a a - o a ♦ . a • e 0 0 4 a 0 0 0 o a O P o o a a a 0 0 0 0 0 0 • - O • • O O g O O o 4 N O q q o .a o 0 • • O O • . O • a a a n a q a Q •� o O 4 n 0 0 0 4 •� o - ( 3 ) PROPOSED USE : DOMESTIC ' ( 10 ) tJELL LOG n a• . o • a e g e c p a o • • • - a c P o 0 e - o q n o e a a 0 0 a w • a a • • o a e e e 0 o O d O w g o 0 0 a o a o O e o a 4 a g 0 0 0 p 0 0 a • a - a d 0 0 0 e a O g O O .. e a A e o e a • • ♦ a o a • e e - e 0 ♦ a a ♦ a o q 41 a O 0 a g 0 o O O q Q Q O •O .9 O q p g G O d • q p a' q •} y 9 q d 0 O O o is 0 0 0 O Q th K) 0 0 O [3 44 O O O O O O a'! o o O V •J Q o a V • a o 0 d a ( 4 ) TYPE OF WORK ; Owner ' s Number of welt Formation : Describe by color , character , . size of nataria1 ( If more than one ) I and structure , and show , thickness of aquifers and the kind ABANDONED Method : DUG andte nature of the material in each stratum penetrated , !ui th * a . . . . . . . . . . . . . . . a 0 ,, ,. .q a ao0 • e . . . . . . . . aoao - Oooa a ♦ • a • a 0 e a a a0aOao • at least one entry for each change in formation , ( S ) DIMENSIONS : Diameter of well 48 inches .A .' ,SVVVVOC4f4 .Ots` •DC+VVVQl .„„a ,. .. .SCfca . . . _ .. .„. O Oa . . .„ ae . . .. q .� . U� a c. om .9004 QO 0 .O C. 0 omaylq Drilled 48 ft . Depth of completed well 48 ft . { MATERIAL ' FROM TO 0 o O o - ♦ a a • o ♦ K. b g 0 0 0 • - - - - .• • • O o O o • e P 0 0 0 4 +J m a o p 0 0 cj .q q - e f dJ 0 0 a s a a 4 a a e a • a a a o 0 .m 0 a 4 d • 0 0 0 e a o o c q e) a 0 e a a 0 0 ( 6 ) CONSTRUCTION DETAILS : Casing installed : n Dia . frcz ft . to ft . Dia . from ft . to ft % Well was 48 " in diameter to Dia . fron ft . to ft . 48 f in what looked to be . . . . . . . . . . . . . . 4 G Os Ge .a On •? o O .D rJo4Q y to �Y O a . . . . . •a 4e0 0 9 . . . . . O V a O• - .. r O Perforations : NO gray clay with seepage coming Tvoe of perforator used in a scattered area . SIZE of perforations in . by in . perforations frau ft . to ft . perforations frou ft . to ft . We cemented the hole from perforations from ft . to f t . bottom to ground surface Screens : NO after pumping the water out Manufacturer ' s Name Type Model NC . Dram . slot size from ft . to ft . Dias . slot size frog ft . to ft . { f Gravel packed : NO Side of gravel I Gravel placed from ft . to ft . a — aa - o c .a o m d �, a •� — „ c.a . . a - a. - - - a - o cv .. 'a a o 4 .n . . . . . . . . . . . . . . cs • aea o. Surface seal : NO To what depth ? ft . Material used in seal E Did any strata contain unusable water ? NO F? F C E I V E D Type of water Depth of strata ft . E Method of sealing strata off APR 171995 - e a O a pa a a p O O - O 6 m • a a d a Ca .p .1 O - a O b o O e a O O • e e e 9 0 0 O 4 ... b O a O a q1 O y'. ♦ -• a m - p a 4 O - a .• - - • O e . a 0 O a a a a O <) a •p d - A : a a n a a a a e O . a O 0 • g e 4 0 a ••. .3 O O O O U p 6 a - • 7 ( 7 ) PUMP : Manufacturer ' s Name Type H . P . LLr I . vr-. ECuLuu I • .. • O e a - . a 4 .•i O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . a o a c. s 0 0 9 e o a a 0 ( 8 ) WATER LEVELS : Land - surface elevation above mean sea level . . . ft . 1 Static level 3 . ft . below top of well Date 04 / 04 / 95 Artesian Pressure lbso Artesian per square inch Date . water controlled by i Work started 04 / 04/ 95 Completed C oO mO pa -1 ec, at e. . d- a 04 / 04 / 95 4 / 04 / 95 e - - - 4O - - a • • • a • oO - - VO .. . Opoe . O00 .aOo4 . o . o4 . 00OOv a s .8 a ¢ 9 O b O B O a a P o A e • a+ o o .. e 0 YJ 4 P 0 .q c•. o d< e d a > e .a 0 O o 0 0 .a o w o d v. O — o A o 0 q — • a a .n g m o o y r e W m p •. • 0 0 o a A eJ V a • 4 A p o • a o 0 4 w O d p o O O o 0 g O . • O a o 0 Ca .+. : O a. ( 9 ) WELL TESTS : Drawdown is amount water level is lowered below WELL CONSTRUCTOR CERTIFICATION : static level . t I constructed and/ or accept responsibility for con - Was a pump test made . NO If yes , by whom . struction of this well , and its compliance with all Yield : gall in with ft , drawdown after hrs . Washington well construction standards . Materials used and the information reported above are true to my best knowledge and belief . Recovery data ' Time Water Level Tine Water Level Tine ilater Level NAME HAYES DRILLING , INC . ( Person , firs , or corporation ) ( Type or print ) .._ ADDRESS 556 ERSHIC RD . Date of test / / +r , . Bailer test a / m ( n . ft . drawdown after hrs . ( SIGNED ) III! . i AANZE. License No . 762 Air test gal min . w / sten set at ft . for hrs . Artesian flow g . p . n . Date Contractor ' s Temperature of water Was a chenical analysis nade ? NO Registration No . HAYESDI. 10635 Date 04 / 05 / 95 0 . . . . . . . . . . . . . . . . . . . . . . . . . 0 m• .1 p q .) • . 0 0 0 0 0 0 0 - • o a 0 . . . . . . . o O c 0 a . • • .► 0 . . . . .. . . - a a o 0 . . . . . 0 O b 00 . . . . . . . . . . . .• . O o o , q 0 - g o 0 A a 0 o a o g w .. a o 0 0 0 0 0 a. 0 0 . .a P a 0 a 0 a . - e a • O - . . . . . . . . . a 0 • O O 0 .O 0 0 . . 0 0 0 0 0 C . (D O . f•. g O 0 • a O 0 . .O O a 0 O e a a .. .a a s 0 0 0 0 • . 1. O .. !, a a . . . . . O . . - a . a o a e d O a O O .i O .\ q. a .p O O 0 p a O w O a • a e 0 O . a O m a g p P v cw o o O p .. 1 • C_ 4384 Lc' . File Original and First Copy with �rf T T REPORT :�y ica� n :�o 5eco t C pY f colog s COPY ATER �t` ELL 2 6 , Third Copy DrilIer's Copy `? j / STATE OF WASENGTON Permit No. . . . (1) OWNER: Name • Address6 -5-. • 2i,-(1.1..-- ,... , 2 LOCATION OF WELL: County — . .� � ... 9 Sec.. ... T.. N., R...I � Bearing and distance from section or subdivision corner ,� ? (3) PROPOSED USE: Domestic Xj Industrial 0 Municipal ❑ (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by color, character, size of material and structure. dam` show thickness of aquifers and the kind and nature of the material in e stratum penetrated. with at least one entry for each change of format? (4) TYPE OF WORK: ,,wner's number of well I I.f more than one) . . . . MATERIAL j FROM { TO ' New well Method: Dug 0 Bored 0 . - Deepened 0 Cable p Driven 0 •---. --_._- _ . -. .- - . Reconditioned ❑ Rotary 0 Jetted ❑ Af 4,,a2� __‘: •.* (5) DIMENSIONS: Diameter of well inches. Drilled_ 4.L9 ft. Depth of completed well _.. .� ....ft. ,� �� - f (6) CONSTRUCTION DETAILS: �- > � -� - -- Casing installed: " Diam from ft to ft. `� - Threaded ❑ " Diam. from r .., ft. to ft. } il Welded [g 4._ " Dlam. from .._.t I ft. to 42.P.... ft. 13/1.1471,-/Z/,43.0111/ ,,/1 _L 5 •52 Perforations: Yes 0 No _ Type of perforator used ° 44,7 SIZE of perforations in. by in. ....64 _5:2- 6 2 f perforations from ft. to ft. -. x -.jj�� � perforations from ft. to ft. - ''. 7 J 1.. • -. s , : _....,.x a� 1 ,+-'.U/ .. perforations from ft. to ft. I Screen: Yes No r' f t 1 Manufacturer's Name __ ....._ Type-........----..-.............--..... Model No _........... Diam. Slot size from ft. to ............... ft. Diam. Slot size .._.._.M. from ft. to .__. ft., Gravel packed: yes 0No g Size of gravel: - ' Gravel placed from _ ft. to ft. , j Surface seal: Yes rl No 0 i.,7 To what epth? it ft. . --- Material used in seal - -... .. Did any strata contain unusable water? Yes 0 No : • Type of water?.............._.........____ Depth of strata ... Method of sealing strata off • (7) --"")4----, : Manufactu*er` Name_ _..�.S/7 > —._ _ . Type: ............ .../..........__........._.......--..._...... FI.P.. i . • l8) WATER LEVELS' Land-szarface elevation - ; - ll f above mean sea level. .. . ...,�„�I ..ft. Static level ...-- _- ... ft. below top of well Date L.7.C¢ . Artesian pressure ______..............._...Ibs. per square inch Date Artesian water is controlled by _ (Cap, valve, etc.) (9) WELL TESTS: Drawdown below amount atic level water level is - f •- Work started.... .. 192._ Completed .4, :,U 19 Was a pump test made? Yes ❑ No 0 If yes. by whom? , Yield: gal./min. with ft. drawdown after hrs. WELL D LLER'S STATEMENT: { This well was drilled under my jurisdiction and this report .• •• ,• true to the best of my knowledge and belief. • Recovery data (tirr.e taken as zero when pump turned off) (::e1:: �� E"' - � i (Person. firm, or corporation (Type o rint) ifi } Address 7,3,Leits Ja' 1. ' f -_�-• • a Date of test ___ [Signed] ._ ......... .... . - r Bailer test /.. gal./min with........j.�_._._ft. drawdown after 1 hrs. (We riil,a)- • Artesian flow...__. g.p.m. Date _ . Temperature of water................ Was a chemical analysis made? Yes 0 No 0 License No. �- v 2 .t.0l 1' .. Date..._ ...1.2....., 19_1. (tUS;+, AnnITrnNA r. SuF rS rx- Yv mesa RvI File Original and First Copy with WATERWELLr! FOR Department of Ecology Second Copy — Owner's Copy Third Copy — Driller's Copy STATE OF WAS ;Tit,GTON OWNER: 9 T 7p . r Name �Z .X. .S..s ® Addresu l)'7 7 "? (2) LOCATION OF WELL: County ; 'rCa i t 114 44.4?..1,14 Bearing and distance from section or subdivision corner Ke 110 q 7 l S '' 7 Or`i to I.na . Lot 2 . (3) PROPOSED USE: Domestic sr Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by color, characte• show thickness of aquifers and the kini (4' TYPE OF WORK: Owner's number of well stratum penetrated, with at least one (if more than one) . . . . MATERIAL New well Method: Dug 0 Bored 0 Deepened 0 Cable �" Driven 0 y -� __`a _'1C ,Qa l-'r n y e 1 Reconditioned 0 Rotary 0 Jetted Q p� (5) - w� � `�': .-:IQ."::e qr1 3o' San d ( DIMENSIONS: Diameter of well inches. Drilled d ft. Depth of completed well 7 ft. (6) CONSTRUCTION DETAILS: Casing installed: ice? .. Diam. from C ft. to 1 ft. • Threaded 0 " Diam. from ft. to ....._ ft. Welded EF " Diam. from ft. to ft. Perforations: Yes 0 No iyj Type of perforator used SIZE of perforations in by perforations from ft. to ft. _._ perforations from ft. to ft. perforations from -_ ft. to ft. Screens: Yes No 0 Manua s, Name.-,, 0. :fir-... y._ ._....�.__. Type.. �fl.t.ef.� . ...... Model No.._._ __. ..._. Diam. . __ Slot size Diana. ._-- _. Slot size - from ..... _,_. .. ft. to -__ _.. ._ ft_ • Gravel packed: Yes 0 No Size of gravel: ..............__..... _.Gravel placed from __......_.___..............._. ft. to ...._ ..... ft. I Surface seal: Yes iS No 01. To Irliat deptp ._..I.. ..._ ft. - --- Material used in seal ,, 1 c.?--... ...... ..... __ Did any strata contain unusable water? Yes 0 No Type of water?.._...._....._._.___.....__ Depth of strata __________ Method of sealing strata ofir...._..._._........ .. ........w.._.. . —.... __ ._. . r t 7) • : Ma.nufa is Name.... �°�-... •. Type: _- ,�,. Z _.. . ..._.. _....... . H1'.. (8) WATER LEVEES: Land-surface elevation ..,( above mean sea level. .. . _it c1 _ft. Static level ........ S ._ft. below top of well Date....4//-��' Artesian pressure ..-__... __lbs. per square inch Date....w.._. Artesian water is controlled by (Cap, valve. etc.) • (9) WELL TESTS: Drawdown is amount water level is lowered below static level Work started._.. 11.� 1—7 , 19_____. C. Was a pump test made? Yes 0 No 0 If yes, by whom? Yield: gal./mica. with ft. drawdown after hrs WELL DRILLER'S STATEME This well was drilled under my of '° r• true to the best of my knowledge_ Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) 'TNAME �r . Time Water Levet I Time Water Level I Time Water Levet - (Person. firm, or corpor • Address =ur 1 i nT t o n Date of test [Signed ._..j,/ (2 Bailer test S gal./min. with. -:.0 ft. drawdown after hrs. • (Well Artesian flow __......_T _ g.p.m. Date.._.............. Temperature of water Was a chemical analysis made? Yes 0 No License No 2 2.3 02' 73 L File Original and First Copy with WATER '� / °® / } Department of Ecolrst • WELL ;' EPORT Appllcat�n N Second Copy -- Owner's Copy, Gj c ' vi Third Copy— Drillers Copy . .77,1, as_.../Nc\ STATE OF WASEINGTON Permit No. l W ile (I) O • Name.... .-.. .. .-.1.... .. . .. /....V�e• -- .--4..1)(-~t... Address . � _ - i.jQ�r �`'�-°� ta�eet ) LOCATION OF WELL: County CkagIt ';3:;11t — _•:.r t,4 : 1/4 Sec 7r5 T....3 .N., R...IL W .earing and distance from section or subdivision corner - (3) PROPOSED USE: Domestic E9e Industrial 0 Municipal ® (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by color, character, size of material and structure, a show thickness of aquifers and the kind and nature of the material in ec ! ) ��� OF WORK: stratum penetrated, with at teen one entry for each change of formati, • Owner's number of well (if more than one).. .. MATERIAL FROM I TO New well Method: Dug p Bored {] Deepened ❑ Cable X Driven ❑ - 1 / Tf `-C 9( a ep , Reconditioned ❑ Rotary 0 Jetted 0 , 3 (5) S: Diameter of well ?Idles' �s; r ; ': `'�.�;,.�:.`: Drilled_ _- ft. Depth of completed well .. _...ft. •' �:p.,:� '_ • :-,; <.�> �A , P.2./.:.: :' ' •53 A s-- 1 (6) CONSTRUCTION ETA.l o - - Casing installed: _ ---._n _ ft. to _ *'_ ft. " Diam, from Threaded 0 _" Diam from ft. to ______.-.. ft. Welded 0 .__" Diem. from ... ft. to -..-_.__..._. ft. I Perforations: Yes 0 No t Type of perforator used.. SIZE of perforations _. ______. in by in. 1 _______ perforations from ft. to .. ft. ____........____ perforations from ft. to ft. .____._.._._.._. perforations from • ft. to ft. Screens Yes ❑ No Manufacturer's Nance..._... ... . .. .... ...... .__..__. . ._ _ i Type______________________ Model No__...__.. - • Diem. _ r Slot size .._ ___. from ft. to _______ ft. ' Diam. .._._.___.... Slot size _._. from ft. to _ _ ft. • Gravel packed: Yes ❑ No Size of gravel: . .. . Gravel placed from _.-..-__-_.- — ft. to ............__-_. -.-..... ft. Surface Seal: Yes X No To what de th? _ r ft. Material used in seal... .l . 12.L1./. ' Did any strata contain unusable water? Yes 0 No Type of water?. .__._.. _ Depth of strata..... Method of sealing strata off__._ _... ...... (7) PUMP: Manufacturer's Name- 'SEARS Type: _ ::)U. l:�•� _SIHI H P._-1L a_ ... f j (8) WATER LE LS: Land•-surface elevation _.___. r ; J �j above mean sea Ievel.. .. _.ft. Static level '7._ 1? -7-----" __.ft. below top of well Date'=. '... .. 7 ! , Artesian pressure .. ._.__.._... . _.._.Jbs per square inch Date...-__.. _ Artesian water is controlled by.__.._.. `.....___..._... .. ...._.----.----_-•- 1 (Cap, valve. etc.) (9) WELL TESTS: Drawdown is amount water level is -W- lowered below static level Work started . 197.2 Completed_ -2 e.. 192 Was a pump test made? Yes 0 No 0 If yes. by whom? Yield: gal./min. with ft. drawdown after hrs WELL DR-ILLER'S STATEMENT: This well was drilled under my jurisdiction and this report is IS 1/ true to the best of my knowledge and belief. Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) r,evet Time Water Lever NA ..::0 4/a//6/14 o ore -- -.../ r �4 Time Water Le-vet 1 Time Water A (Person. . or co ore on) (Type or print) E Address...L c ,- '.l f 6.. L I ?I-72 ,,, . .:-- e Date of test (Signed]_ d e t 4.4 4.�1----- Bailer test....L gal./min. with__C.__.....ft. drawdown after hrs. _ (Well Driller) • Artesian flow g.p m. Date.... .----•___._..........r.._-_�.___.... 7 - / G. Temperature of water Was a chemical analysis made? Yes 0 No ❑ License No .�.. ---7, - ate.... l , 194 (USE ADDITIONAL SHEETS IF NECESSARY) Fil Department Cr m ent and iogv Copy with WATER WELL REPORT Qepartment r,f Errrlosty Second Copy — Owner's Copy Third Cony — Dnller's Copy STATX OF WASHINGT'ON (1) OWNER: ;game Robert Cameron Addreg .201 -...12t .mac (2) LOCATION OF WELL: County Skagit — NW SW Bearing and distance from section or subdivision corner (3) PROPOSED USE: Domestic Er Industrial 0 MunlcIpal 0 (10) WELL LOG: Irrigation 0 Test Well ❑ Other 0 Formation: Describe by color. charact show thickness of aquifers and the kr stratum penetrated, with at least one (4) TYPE OF WORK: owner's number of well, if more than one) . . . . • MATERIAL New well Method: Dug 0 Bored 0 Deepened 0 Cable E' Driven ❑ ra eI. tic Hard Pall _ . Reconditioned 0 Rotary ❑ Jetted 0 Yell ow .j e y (s DIME iS o s: Grl en Clay ) 1 Diameter of well .,. ... ...... __inches. YDrilled.... ... ft. Depth of completed well C,r... .ft �'l�N �a�r�l AI '�}� _ Fi n A RMWInl Sarld (6) CONSTRUCTION DETAILS: Casing installed: - '• Diam. from ...7 ft. to . O ft. Threaded 0 " Diam from ft. to ft. Welded " Diann. from ft. to ft. Perforations: Yes 0 No Type of perforator used SIZE of perforations in by in. . .. ........ .. perforations from ft. to ft. perforations from ft to ft. perforations from ft to ft. Screens: yes No ❑ I L - Manufacturer's Name.... ... 4/...f r.td 1.t ...e /� �ieelet 11 Type S'..: es I 1-L.1.4?.S., -...._...... Model No Diam. .. Slot size from ft. to ft. i Diann. Slot size from ft. to ft. — Gravel packed: Yes ❑ No Size of gravel: Grr.•el placed from ft. to ft. • -. Surface seal: // yes � No 0 . o wha depth? ..1.._� ... ft. _. -- Mater;;,l used in seal.. ti.ft.a.A. is 0 11. I Did any strata contain unusable water? Yes 0 No y ' Type of water? Depth of strata - • Method of sealing strata off — '-- • (7) PUMP: :v'ianur.icturer-s Name •• - Type: . . .... . H_P - -- ' (8) WATER LEVELS: Lance-surface elevation �— �-7 above mean sea Level. . . . ft. Static level i l� .ft. below top of well Dates "'7.L Artesian pressure . lbs per square inch Date. '� T Artesian water is controlled by.... - (Cap. valve. etc.) (9) WELL TESTS: Drawdown is amount water Ievel is ------- - ---- lowered below static level Work started 5-.__121w78 , 19. Was a pump test made? Yes Y No ❑ If yes, by whom? . .. Yield: gal..min. with ft. drawdown after hrs. WELL DRILLER'S STATEMJ This well was drilled under my - true to the best of my knowledge Recovery data (time taken as zero when pump turned off) (water level • measured from well top to water Ievel) 'rime ricier Level ; Time Water Level. Time Water Levet , NAME---.DAHLMA.N...PUMP...$c...D21.: (Person. firm. or core, Address 15 QU 982' -.X. Date of test [Signed]... Bailer test rf gal./min. with......1.. it. drawdown after 'hrs. (We Artesian flow g.p.rn. Date 222 Temperature of water... .. . .... .Vas a chemical analysis made? Yes 0 ?do 0 Licence No nn 2 0 RECLI Deno g E dA TER WELL REPORT Start Card No . _ STATE OF WASHINGTON Water Right Pe - - Z - - — N — Z r - - y — - = _ r � _ 4 tl V Si O b C o O O. r 6 Y _ S •. e - O m P -J o _ _ _ .. r e e 4 Y T 4 9 — r o cf V V i d .o o .o _ — r r e a7 y P O A d !•J • e aJ ( I ) OWNER : Name LAKERMAN , RURRAN I , Address 14 20TH ST AMACTE5 , -A 98221e •d - - rt w e O v m — b r e -- a o d a as _ s r ... r _ r r q err a rti — rq .. r • e e .... 7 ._ oo _ er ♦ wno mo r. ct r✓ ro yr — rt �. 2 ? LOCATION OF WELL : County SKAGIT e NV 1 / 4 1 / 4 Sec 25 1 35 N1 , f ( 2a ) STREET ADDRESS OF WELL ( or nearest address ) 2204 41ST9 ANTES a e - . . .. . . . . .. . t ( 3 ) PROPCSED USE : DOMESTIC ( 10 ) WELL LOG — f —ter r w.ra+s rrew- a....s.u...ae .c cm ..a._ r..ar..��a�+re.wr�rt.+.►.r r .¢. .moo... ( 4 ) TYPE OF WORK : Owner ' s Number of well t Formation : Describe by color , character ( If more than one ) and structure , and show thickness of aqi NEW WELL Method : ROTARY I and nature of the material in each stra at least one entry for each change in fc 5 ) DIMENSIONS : Diameter of well 137 inches ---A a Drilled 137 ft . Depth 'ut co feted well 137 ft . ' MAMMAL ." _ • _ A� r , r d CONSTRUCTION _( _( _ r�}'y{{ Y(}e{?_ at(��{}y_( _j}_{/�`�(J�� J , _ 1 n Y CLAY & GRAVEL �� 6 ; 1JU �S 1 tU4 f ` 1./1 Z DETAILS :t 3 IL S ! • . T�� . ..�rh , . ., ^ • '' - •r : �•• , . Cast installed : 6 " Dia . from 0 ft . to 132 ft . � . ..: � . � ryw . }. .: : . WELDED a Dia . fra ft . to fto a Dia . fry ft . to ft . Perforations : NO Type of perforator used SICE ofperforations in . t { v a in , r perforations from ft : to ft . perforations from ft . to ft . perforations from ft . to ft , Screens ; YES Manufacturer ' s Name 'e d Accor Type STAINLESS STEEL Model No . Diam . b slot size 10 � _., S4-i„ . i Ordinance 10463 SR Diaa . slot size fro* ft . to ft . Gravel packed : Kil Size of gravel Gravel placed from ft . to ft . Surface seal : YES To what depth ? 18 ft . Material used in seal BENTONITE I t . J Did anystrata contain unusable water ? NO Type o waterfiDepthstrata YP of ft . Method of sealing strata off t t ' (7 ) PLC : Manufacturer ' s Naar _ _ _ _ _ _ _ _ _ _ TypeH . P . - - - .4 cab +- .O .� S � .. - W .Y .9 coca - a %iaP_0 —a� <► O — �Id � _ a -- - -- a - - - - - - - - - -S .Y — y Y � mu .O m .ON .O IC$ .p c9 o M.a a .4 0 — .P o v w.b S— _— —.a .e - .s o— r — — — d — r ..► o +s o — m ca m o cs t ( B ) ATER LEVELS : Land surface elevation t above mean sea level . . . ft . Static Level 105 ft . below top of well Date 07 / 10/72 Artesian Pressure Ibis , per square inch Date F Artesian water controlled by t . a t Work started 07 /09/92 Ccmole . . . . area - - - ► rtrr wwocwv +o c. o a0 . w - +.- . . . . ... . . . . . .ass . . . . - a _ r + - rt S -- - ye - - _ - e _ .r ( 9 ) WELL TESTS : Drawdown is aaount water level is lowered below I WELL CONSTRUCTir CERTIFICATION : static level . I constructed and/or. accept mesponsib Was a pump test 4 . de? If yes by allot ? Y 1 s# ruction of this well , and its cowl Yield . gal . / sin with ft . drasdown after hrs . 2 Washington well construction standard and the information reported above ar t knowledge and belief . Recovery data Time Water Level Tice Water Level Tioe Water Level I NAME DANK PLC & WELL DRILL (Person , firm , or corporation ) ( Ty t ADDRESS y��}�� jy aS/fy/� (` '�y'M rj�s t { O' .:.s A T22 , �'z.-. r+ b I �lGTO Y , 411 Date of test / / t I a Bailer test al / min . 27 ft . drawdown after hrs . � [ SIGNED] !,- _ '� We light : �. ` Air test 5 gal /min .sins w/ stem set at 132 f for a . . ► : Lice 9 i s o 1 hrs . t Artesian flow g . p . m $ Date ; Contractor ' s Temperature of water Was a chetical analysis made? s Registration No . DAHIW123LC Lea -- a — .e • c File Originald Copy with3 /1 NWATER WELL REPORT 7/ Department of and Second Copy -- Owner's Copy Third Copy — Driller's Copy ST ",:_; ''. OF WAS tGTON (1) OWNER: Name ..-. ! f..: '4•1 .. Address ..... �.i .. .... (2) LOCATION OF WELL. County � . � � �..I7.�f ,.14 •›... ...... Bearing and distance from section or subdivision corner (3) PROPOSED USE: . Domestic X Industrial 0 ;!dunicipai 0 (1O) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by color, charact thaw thickness of aquifers and the ki (4) TYPE OF WORK: Owner's number of well stratum penetrated, with at least on( cif more than one). . . . MATERIAL New well Method: Dug 0 Bored 0 Deepened 0 Cable 0 Driven 0 N._... - — Reconditioned ❑ Rotary Jetted 0 -147-e2:1111 __ (5) DIMENSIONS: Diameter of well C. inches. b i / s Drilled . ft. Depth of completed well. 1.- . ._.....ft. /' AW (6) CONSTRUCTION DETAILS: gir e Casing installed: ...__'° Diam. from Y-2. ft. to ..L.. ft. % Threaded 0 ........_..._. Diem. from ft. to _._.____... ft. .46 i ,�i ,. �� Welded 0 " Diam. from . ft. to ......_..__... ft. MEN •,1...4 ./ O0.if Perforations: Yes 0 No V --� . .,._ 7 .1 Type of perforator used SIZE of perforations ......______......____ in. by in. ) 11`?4, .-.__.. ... perforations from ft to ft. .............____ perforations from ft. to ______ ft. .____......_____ perforations from .._......_____ ft. to ft. Screens: Yes ❑ No -or ,g Manufacturer's Name..._.,.._ _. ____... ._. _ . ...._.............._._. .... .... � TypeDiem. ` -__ _... ...-. .........____........._...... Model No.. ...._._.___ . . _t Slot size from ft. to _... ft. ` if Diem. ._..-......... Slot size ......____ from ft. to ____ ft. Gravel packed: Yes 0 No Size of gravel: ___...._..__................ . ' Gravel placed from _.._..___...._....__....._._ ft. to _....._________...._.. ft. _ ; .. -. -,t..-, Surface seal: yesA No 0 ii, o :• :t 41e. ,? ._ _..___.... ft. Material used in seal. .... . ' -s. !f ............__.._...____.... Did any strata c_oin unusable water? Yes pd No 0 Type of water?._. = • of strata _� { Method of sealing strata off. - _ (7) PUMP: R+ianufac ,° 'a ame___ , !- / ',� 7. ~ Type: _-_.__ _ ...... H.P. _._...... (8) WATER LEVELS:: Land-surface elevation above mean sea level.... _.-......ft. Static level 34 .__....ft. below top of well Date Artesian pressure ._..----•---•--. ....._lbs. per square inch Date..._ Artesian water is controlled by. ..._. __ __...... (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is �.y�- lowered below static level Work started_-. .e .�...34, 19.7 Was a pump test made? Yes ❑ No 0 If yes, by whom? - - Yield: gal./min. with ft. drawdown after hrs WELL DRILLER'S STATEi>r . This well was drilled under my °° .. 1t rt true to the best of my kriowle e Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) 4 Time Water Level {I Time Water Level Time Water Level NAME-.. . . ! fi aaaN:. a'1�♦ or carp, I „if. ! ' . Address ` .` • . 1 Date of test LI ' [Signed] test _el. .gal./rain. with ft. drawdo er_ hrs. Artesian flow...__._ g.p.m. Date .. .. Temperature of water Was a chemical analysis LN0D License No,2-,2-3m6) --/Ailf.--, I USE Annrr fIVA T. CNFFTC rti: irDr'77CD s D V, File Original and First Cr ny with Department of Ecology WATER WELL REPORT Second Copy —Owners Copy Third Copy — Dri)ler's Copy STATE OF WASHINGTON (1) OWNER: Name . „ ! ...L.-_ �, .. . ' '2 Addrese . !.,....1 1.731, C-4124...t. •rs.$- it' (2) LOCATION OF WELL: Cotarxty......... ..ut.-r m ,.›..16'....1/4 ...i.fk..14 sec l Bearing and distance from section or subdivision corner (3) PROPOSED USE: Domestic Industrial 0 Municipal 0 (10) WELL LOG: Irrigation ❑ Test Well 0 Other ❑ Formation: Describe by color, character, sY; show thickness of aquifers and the kind an - (4) TYPE OF WORK: Owner's number of well stratum penetrated, with at least one entr (if more than one) . . . . • MATERIAL New well la Method: Dug 0 Bored 0 k. . Deepened 0 Cable Fj Driven 0 �.�1 1 � •-r,* Reconditioned 0 Rotary 0 Jetted 0 (C 4 e.. `-' i .fit • • � >� ..:•�:.•F. , . (5) DIMENSIONS: Diameter of will 6inches. =:,ed.411,7'^.; "-...�..: `' Drilled... ./.. 7 tt Depth of completed well Ja.7........._it. temr ... '''' •. (6) CONSTRUCTION DETAILS: of0,11Wpi",:577.i'a,'" IA •.. CaCasinginstalled: ... -Dtam. from "/..... ft. to — Threaded 0 " Diann from ft. to ft. Welded Q ..............._" Diam. from ...... .-.. ft. to ft. Perforations: yea ❑ No X Type of perforator used • SIZE of perforations ....-.................._-.-_ in. by in. perforations from ..._. .-.._ ft to ft. perforations from ft. to ft. perforations from ...__—._.._ ft. to ft. Screens: yes ❑ No l Manufacturer's Name. • Type__—_—________.....__-_.._...-._. Model No____________...... • Diana. ................ Slot size _._........._. from . ft. to ............r.. ft. Diam. Slot size from ft. to -_-. ft. Gravel packed: yes 0 No 0 Size of gravel: ............_._. • Gravel placed from ft, to ft. . ' Surface seal: Yes Na 0 To wh t depth? _c=!Z2... ft. . . _ . . Material used in seal.._. Did any strata contain unusable water? Yes ❑ No 0 ` -. . . Type of water?_____—______-_ Depth of strata..-. _. Method of sealing strata off _. . _ _. _._......_._. . ............ (7) PUMP: Manufnt'turer•s Name.._-� �_�-... - ..__.....� -......- I r Type: ...„4 G t ., _4_ - ...._ all (8) WATER LEVELS: �esmean seaelevela... ft. . I � . • Static Level ......__.1.....W.----------------_. -ft. below top of well Dat -•+� 8. Artesian pressure lbs. per square inch Date Artesian water is controlled by...� (Cap, valve, etc.) • (9) WELL TESTS: Drawdown is amount water level is L lowered below static level d._-...Work starteQ..._':'.1.R........_., 19.. .. Corm Was a pump test made? Yes 0 No If yes. by whom? Yield: gal./min. with ft. drawdown after hrs WELL DRILLER'S STATEMEN'] . This well was drilled under my jur -• true to the best of my knowledge and Recovery data (time taken as zero when pump turned off) (water level measured from well top to water Ievel) 'i RDWE Li2. .' 1 Time Water Level 1 Time Water Level. I Time Water Level NAME (Person, firm, or corporate+ Address I J.2/1:74C� .-G J Date of test (Signed] 6 • Bailer test (7 gal./min. with ...ft. drawdown after..../ hrs. (Well D] Artesian flow g.p_rn. Date________-------........__. I Temperature of water Was a chemical analysis made? Yes 0 No 0 License No / 7 Data File Original and First Copy with Department of EcoloirY WATER WELL REPORT Second Copy — Owner's Copy Third Copy — Driller's Copy STATE OF WASEMNGTON — (1) OWNER: Name..... . . Steve. Morris Address . .2215... ..2.41St _St...... Ana( (2) LOCATION OF WELL: County —Skagit -... , ',. .". 1,4 • 1, G 4 - Bearing and distance from section or subdivision corner -----:-- : . . - (3) PROPOSED USE: Domestic (71 Industrial Q Municipal 0 (10) WELL LOG: irrigation a Test Well 0 Other 0 Formation: Describe by color, character, show thickness of aquifers and the kind stratum penetrated, with at least one en 11 (4) TYPE OF WORK: ,)yaner's number of well i t f more than one) MATERIAL . New well A Method: Dug 0 Bored 0 Deepened 0 Cable 0 Driven 0 ___Mop...Soil Reconditioned 0 Rotary Jetted fl Brown 1ay and gravel (5) DIMENSIONS. • . Diameter of well (.:; inches. Si lty ..sand i •7 :4 . Drilled 1.2-6..e'i ft. Depth of completed well .e •-• deve .it Ur• 1:MVatil.ta:Ziaa---..::::'.. .-:•-.:-* ' ' 'Ai '''' '.6 -.4... ' - - ...,,.1pe,*:N-v-Air.i!•-:;••:. (6) CONSTRUCTION DETAILS: 7-..'e-k- '''''.1. .iibleA. 11.i:':'4,fr7:, tr'• Casing installed: ,„,.. / " Din. from C ft. to .././..L... ft. Threaded 0 " Diarn from ft. to ft. Welded 0 " Diara. from ft. to ft. Perforations: Yes 0 Nog Type of perforator used SIZE of perforations in by in, perforations from ft. to ft. . perforations from ft. to ft. — - perforations from ft. to ft. Screens: Yes 0 No rA Manufacturer's Name TYPe Model No Diam. Slot size from ft. to ft. - Diem Slot size from ft. to ......_____ ft. - Gravel packed: yes 0 No ['_ • Size of gravel: • Gravel placed frOm ft. to ft. Surface seal: Yes W No 0 To what depth? ...!-J it. Material used in seal Did any strata contain unusable water? - Yes 0 No (:),_ Type of water?. Depth of strata Method of sealing strata off . -- _. _...m.. . (7) PUMP: Manufacilurer's Name_ /eGe-e-‘ ....( 4 ././ ; ‘_.\ -Type: ............1.1.f.a_ae.-_,_4.. ....f._,.iii,...4,...1.....__._........... M.P.__ ...4.--.....-. .. (8) WATER LEVELS: Land-surfacesea l elevation ft , ' ..{ • e - f.../ - •3 i Static level / ft. below top of well. Date . • Artesian pressure lbs. per square inch Date . .._ Artesian water is controlled by (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is lowered below atic level Work started.........ne.C.4._..4.____ 19..81.. C. Was a pump test made? Yes -.7 No a If yes, by whom?.. Yield: gal./min. with ft. drawdown after hrs. WELL DRILLER'S STA.TEIVIE: This well was drilled under my .. •• ,. - true to the best of my knowledge Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) nine Water Levet 1 Time Water Level. I .i cnoc W“‘er Level NAME ....DAHLMAN. PUMP...AN,D.. I . i (Pet-son. firm, or corpoi ; k Address X P.,..0....33.o.x..422...B111 ! /t i /..... 71. • "%.Date of test / (Signe-di • Bailer teS.t-e -..; gal./min with, ft. drawdown after hrs. (Wei Artesian flow g.p.m. Date ,/. • \ L— -1.-:—..* f Temperature of water Was a chemical analysis made? Yes 0 NoA License No 0222 . 1 File Original and First Copy with Department of Ecology WATE ',, WELL REPO '-T .., Second Copy •— Owner's Copy Third Copy — Driller's Copy ,b STATE OF WASHINGTON p (1) OWNER: Mail: 2b1 `©rmerca.aL Anacortes, Wa Name Ed.. Knudson., .. Address .. 1 . S_ . Just...pas.t.._ 3_ (2) LOCATION OF WELL: County Skagit ._. ._.. .._ Sc`' i .S-4.�-.sa Sec-: Bearing and distance from section or subdivision corner (3) PROPOSED USE: Domestic a„ Industrial ❑ Municipal 0 (10) WELL LOG: Irrigation 0 Test Welt 0 Other 0 Formation: Describe by color, character, sue -� show thickness of aquifers and the kind and (4) TYPE OF WORK: Uwner's number of well stratum penetrated, with at Least ores entry (if more than one). .. . MATERIAL New well Q Method: Dug 0 Bored 0 Deepened [] Cable 0 Driven 0 �__ _ {_Bro3�I - .0 lr' grayR Reconditioned 0C'�• ., .?'°` _J? _�..,,. .. t Rotary CO Jetted {� +� idle gg;AT '. -. (5) DIMENSIONS: Diameter of wellInches. ___• Drilled '7 ft. Depth of completed well 4 ! .ft. (6) CONSTRUCTION DETAILS: Casing installed: ) " Diem. from ........ ._, ft. to ft. Threaded ❑ " Diarn. from ft. to ft. - Welded 0 Diam, from ft, to ft. • Perforations: Yes ❑ No q l Type of perforator used SIZE of perforations in by in. perforations from ft. to ft. - - - perforations from ft to ft. - perforations from ft. to ft. • Screens: Yes 0 No q - Manufacturer's Name l Type ._ Model No _.._....._ Diam. Slot size from ft. to .._...- • ft. Diam. Slot size from ft. to ft_ - Gravel packed: Yes 0 No NI Size of gravel: Gravel placed from ft. to ft. Surface seal: yes n No © To what depth? '.d ft. -- . •---- 1 Material used in seal._ .,.. M&-•U ` ------ Did any strata contain unusable water? Yes 0 No 0 _ _ Type of water? Depth of strata - Method of sealing strata off i (7) PUMP: Manufacturer's Name _ _ Type: H.P _ ' • • (8 WATER LEVELS. Land-surface elevations ! above mean sea level. ft. _ •-i ? Static level _. ft. below top of well Date-1 % s i f Artesian pressure lbs. per square inch Date Artesian water is controlled by •--_ _(Cap, valve, etc.) - _ •� (9) WELL TESTS: Drawdown is amount water Ievel is --- ------- - �,, lowered below static level Work started_..-, ..__.2. I9. ._. coin,„,_ Was a pump test made? Yes • No f If yes, by whom? Yield: gal.i min_ with ft. drawdown after hrs. WELL DRILLER'S STATEMENT: This well was drilled under my juri$dictic •• .• true to the best of my knowledge and belief Recovery data (time taken as zero when pump turned off) (water level • measured from well top to water level) Time .vain, L,.u.i . .nta Water Level ; Time Vr ester Level. NA1 E_. —PU -•-AND-DRILLING- , (?Person, firm, or corporation) AddRs ,4._-B.Q 142.E._alliaiugton4._..98 : ' / ; iDate of test r Bailer 1-4Y `test 3) gal-r'min. with__.. . ft. drawdown after hrs. (Well Driller) Artesian flow g,p_m. Date •j • Temperature at water Was a chemical analysis made? Yes C3 No 9 License No 0222-.._. ._. Date.__.Mayr 'CJC'C A nnti"TrokrA r r•7 r+.•.•-•••• 1 File m rt and First copy with WATER WELL REPORT DeDepartmentnrtt of Ecology Second Copy - Owner's Copy Third Copy - Drtiier's Copy STATE (W WASHINGTON (1) OWNER: Name Robert. Ford Address 4305 "E" Ave (2) LOCATION OF WELL: county Skagit -- td it�01,-4 Sec Bearing and distance from section or subdivision corner (3) PROPOSED USE: Domestic a Industrial p Municipal 0 (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Descrebe by color, character, si show thickness of aquifers and the kind ar '°= stratum penetrated, with at least one entr (4) TYPE OF WORK: Owner's number of well (if more than one). . . . MATERIAL New well ZI Method: Dug 0 Bored (] - Deepened 0 Cable ❑ Driven ❑ Topsoil . . ._ Reconditioned Q Rotary al Jetted 0 Clean gravel & sand - dry _ (5) DIMENSIONS: Diameter of well 6 Inches. Tin clay Clean gravel and sand - d • Drilled__......_305 ft. Depth of completed well 305 it. �� Lit brawn gravel & sand (6) CONSTRUCTION DETAILS: Clean gray gravel & sand Casinginstalled: Brown gravel & sand 6 .' Diam. from +3 ft, to 73 a 5 ft- r ,o. .T,. -.<t 4.ft. . ifv.. •^ 1R ,. :jr.-. .. Threaded 0 __..." Diana. from ft. to _......._...._ ft. „ , €::,` . .._:� ?. - Welded 23 Diem. from ft to it. - 'o c.k . gay Bedrock - black Perforations: Yes 0 No [d k -Bed - �ra� Type of perforator used _Bpdro.ic .e__gray and white • SIZE of perforations in by in. perforations from ............._____ ft. to ft. Bedrock - black perforations from ft. to _. ft. perforations from ft. to ft. Screens: Yes 0 No OS . Manufacturer's Name ...._. . .._..... Type........_____.__________ __.,.-.—_-.......--.... Model No...... Diana. ._^_........._ Slot size ___........ from ft. to _......_.-_ ft. - • Diem, Slot size ...._.......... from ....._..._.... ft. to ..-.._._ ft. Gravel packed: yes 0 No J Size of gravel: _____........._____ Gravel placed from ______.............___ ft. to ._.._..........r.....__-.____.. ft. t Surface seal: Yes lJ No 0 To what depth? ..-.. 1B ft. Material used in seal.. Pud4e•1 ing Clay .- . - . 1 • Did any strata contain unusable water? Yes 0 No 0 Type of water? Depth of strata.... __....__... _ Method of sealing strata off __ _........ ......_..... • (7) PUMP: Manufacturer's Name.-.._...._ ... .. ._ _...... .. . Type: ...._.... i." __.......-_....._......_........-..._...-.. H.P. y - (8) WATER LEVELS' Lance-surface elevation - /� above mean sea level. ft. : Static level 6..0 __.ft below top of well Date--.-__._..___._.._....__ Artesian pressure ._.lbs. per square inch Date-......_ Artesian water is controlled by._____._..._.__....__._.__..._.._...._._.._._._ -" - (Cap, valve, etc.) _ _ (9) WELL .TESTS: Drawdown is amount water level is lowered below static level Work started..-. 19_. Co Was a pump test made? Yes ❑ No X} If yes, by whom? Yield: gal./run. with - ft. drawdown after hrs WELL DRILLER'S STATEMEI° This well was drilled under my j• .. •• true to the best of my knowledge a; Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level)• NAME Hayes Well Dri I �. i Time Water Level l Time Water Level Time Water Level Ckerson. firm, or corpora I Address 13 Colony Rd 4 Date of test _...,t.._L 1 [Signed] �--� Bailer test gal./min. with .it. drawdown after . hrs. (Well Artesian flow... __._......_._ g.pan. bate..y ._._..._.-.�...a __..._.. Temperature of water Was a chemical analysis made? Yes No R License No 762 • D r • File Original and First Copy with • ' {`�� +�' ,DepOOtment of Ecology WATER WELL REPORT Applicatfdlt ,fit Second Copy —Owner's Copy Third Copy-- Driller's Copy J /j - //' 7/(4,-... j STATE OF WAS IGTON Permit No. . . . 27C) I (1) OWNER: Name a LL b e ! J� fel_ Address 3 Q . . 4- cr1 �3'e f' tl'�C�'_ 1 � `) LOCATION OF WELL: county � i ... ........0 c' ..�. � ii� . ..,. _E Pea ,,�P. s T.. ..��.N., R.1�' W r .aring and distance from section or subdivision corne ; N.3` l�I f ko f C� 0 •S k (3) PROPOSED 'USE: Domestic X. Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Well ❑ Other 0 Formation: Describe by color, character, size of maternal and structure, ar, show thickness of aquifers and the kind and nature of the mattrial in eac stratum penetrated. with at least one entry for each o change • (4) TYPE OF WORK: �'wner's number of well 0 1 formatio Rif more than one ... . MATERSA FROM I TO -.; New well .r Method: Dug fir Bored 0 Cva ,'S e �� 4. �G h' v `` Deepened, G Cable ❑ Driven ❑ _ Reconditioned Q Rotary 0 Jetted 0 f l y' d el ` ' , 0 1, C /ea.x <3" i ^ 3 (6) DIMENSIONS: Diameter of well , .. inches. aa _ ,144 4/ Drilled q..92. ft. Depth of completed well "I t .ft. j (6) CONSTRUCTION DETAILS: - Casing installed: .3 (p " Diam. from 'c.? ft. to 114 ` ft. _ -- Threaded 0 " Diem. from ft. to ............... ft. Welded 0 ........_.....," Diam. from ft. to ................ ft. - . Perforations: Yes 0 No 0 j Type of perforator used SIZE of perforations in by in. perforations from ft. to ft. • perforations from ft. to ft. • ........ perforations from ft. to ft. Screens: yes ❑ No 0 Manufacturer's Name____—________.......________.,.............___ Type........_._. ...,,.._..__...._...._.... Model No_____.--- Diam. _____ Slot size ............»., from ft. to ..........--- ft. Dias.. ..-.......__-- Slot size .............._ from ........_.._ ft. to ...._.._.__. ft. Gravel packed: yes tit, No Size of gravel- .f. ? ; Gravel placed from .._......L ft. to _...�__............�._...__ ft. Surface seal: yes vc No 0 To what depth ._...1I__ ft. - . • Material used in seaL....0 d�`1. C '/ �". ,. . ' Did any strata contain unusable water? Yes ❑ No d • Type of water?_.._._._........_._...._. Depth of strata-------.......... ! j Method of sealing strata off • (7) PUMP: Ma ef}�rer's Name ................. .. ........... - . Type: . ... !- '___..._ - _-._..... H.P.."'le' •...... ' (8). WATER LEVELS: Land-surface elevation i -- above mean sea level. r N ..ft. Static level ._._...- .it below top of well Date. . Artesian pressure lbs. per square inch Date....,.. , • Artesian water is controlled by.------......... (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is j ' lowered below static level Work started. / ..__......_._., 19?`i Cornpleted._i7 2 4) 19 f_� Was a pump test made? Yes 0 No 0 If yes, by whom? Yield: gal./min. with ft. drawdown after hrs WELL DRILLER'S STATEMENT: IP PI IP De This well was drilled under my jurisdiction and this report is or " ir " true to the best of my knowledge and belief. Recovery data (time taken as zero when pump turned off) (water level I ''�measured from well top to water level) S ` 1p� ( J ? 7 / ftTime Water Level I Time Water Level Time Water Level NAy1E 4 tafr on) (Person. firm. or corporation) ( or print) ,..4 : 1 1 c r Address 3 L d U'Y ' 1 • Date of test . Bailer test gal./min. with ft. drawdown after hrs. [Signed] ' CV41'.-(-(36CI ^- - (Well Driller) Artesian flow g.p.m. Date._.........._.. �. -. Temperature of water.....__ Was a chemical analysis made? Yes ❑ No ❑ License No ) q 4 Date__ l9 I (USE ADDITIONAL SHEETS rF NECESSARY) . WATER WEIL REPO T Start Car STATE OF AS IMMTON Uater Rig • a • - . e . m. 0 0 e e 4 • b o c. 0 a 0 0 a b e e . . a o Q 4 . 0 0 0 .? o O o a 0 .p O .! o e O a a . a. • M a ® a o a e O V O a 0 0 0 e o . K) a Q b O O O . O a 0 0 0 4 a . e 0 0 a .. • • a - • o 0 O ' a a• ,, o . 4 O a .. a p a „ . O . a a a c O o 0 0 0 0 0 4 a a !? . O a 0 • O el e q a O O b a a m O m o . O O O .O O O .7 O O a a 0 © o . a 0 0 0 4 0 a O O A O a • . Ili OWNER : Nue kUSTEMSENr TED Address 620 35TH ST AU*$1 TES , UA 98221 - O .... ... a d • .. .. a .. a • • • a . e 0 • m O a .. .. ... aa 0 O n 4 p 0 a ♦ • . • p p 4 0 4 d O a . . . . . . . . 0 a o a e m • 0 • e a O a a 0 0 0 0 a 4 b a 0 ♦ a a a a O b a a 0 0 0 o a a • 4 a a e . a ( 2 ) LOCATI 31 WELL : County SKAGIT k* ME 1 / 4 NE 1 / 4 Sec 34 T 35 ( 2a ) STREET : : ESS OF WELL (or nearest ad1 ress1 1134 MARINE Heti SIDE RD a ♦ a o g p e . . 0 . . . . . . . • a 0 0 0 ♦ • • • • • a g a o e • a o o q y • . - . a • . ♦ ♦ a • • • e + a a ., . . . . . • . . . . . . . . . . . . . . . q 0 e O p . • a • .1 . . . . . . . .. - • b . • .. a q •o o • • p . . . . . . : : 0 : : :o -_ • • • ♦ • 4• n o 0 o a o q . O a a 0 .e 4 .s o m • . . . . . . . . . 1 ' ) PROPOS • - -. . E . DOMESTIC ; f t 0 1 R E t t LOG r aa - . JooOegoo + . . a . . . . . o • a 4 . . . . . ass . • • . O Oeq •a s om a fTYPE }, . f : C� per ' � I ve• 1f : : • ! Forgation : Describe by color . char 4. r o t1 � n 1 and s ructur 3 '°�d show y IC eSc - ABANDON .. . DUG - e p .a • o la ♦ 1 .Z • , • ♦ . . - . - s 4 t• 1 t •• RE c : : ) • . . . . . . 4 sfl. • s 17 • i . ♦ - a • • - • . • • - . .7lim. j{6 . Y b a stir• III V • ` ✓ 1 1 ♦ . ; V ♦ w= aREt7p I t4 ) 10 4 • . V . • d • a . • Tpnr N • t la - s • e v m o m o o n . Drilled 42 ft . Depth of canpleted rye A 142 ft . 5 MATERIAL . . rit 3 0 i4 -, , , . . . . . a 0 .> •. e o O .r a s a .P e o sl d a g a .d c. o m a ,,, , ,, V - 0 • - p • .q O f. 4 •G a 4 ♦ • .O g c N O 6 U 6 O 4 v m .- P • O 4. C. O O ( 6 ) CONSTRUCT : L DETAILS : I Casing i t 11ed : Dia • froa f t • to f t • i DEPT. OF Ecot Dia , frQ ft . to ft Dia • frog ft . to f t •. f Top 3 W of tile was r • e • " .0 -“in o o a a e e y. .► . ; andgrade lowered b y rerl of at6 ;4 s : MO Type of perforator used I Stile Perforations , in . by ' n . I Cement installed i) c.fo ' atIons frcA Pt . � 1� ft _ o . - orations from f t , tl, • ¢ t . • . I � lo � n � e sand oerlorations from ft . to rt . • k 0 Screens : 4 Manufacturer } s Name I • Model fo , l Type Out . slot size f roo f a . to ft . ; Dias . slot size frog ft . to ft . I I w o a � a _ e 'Y .• � • .- y e. .n o w. •�,. m .. • e a �. a. • • Gravel tI =_ d $ ed : NO Sire of rave ? I - Gra •ve1 placed f rau ft . to f : e } 1 I Surface seen. : cu whae _ epth et. .. , , _ , Race • i . , sea I1 • sea ' r • s .• ' - r t a L a V 1 1 .. 1 • • o • 1 V J d ♦: ♦ e LJ m o r _ (� Y '� / S Ft o a • ` r �/• t p : Type a Bader • : . ttt kw _ ;. , Ord 1 • . • Ketnoc of sealing strata off _ i 0 - . a a a - e • a _ .► . a e .. e _ ♦ • V . . . . b . . . . . . . . . . . . . . . . . . . . .p P a W e O 4 - a q p • a - a O a • O e a . 0 O .• a a • • • . 1 .. ► • a ♦ 4 0 a O . 4 0 o . a 6 o w e Y 1 7 PUMP : Manufacturer ' s bane T e N • P } . o . . . . . . .I • . . . . . . . . . . . . . . . . . . . . . . . e . • - r - - a 1 a W a e. Q a t a e O a . - y .. o d b a a ! a . . O O 4 6 e I 1 Q ) RATER Lb ibl S : • Land - surface eie aticn - t1 •1 7r - }} Q •. 1, is as ies 8 I t . below o• £� L c of I ,. . ♦ ua t e 03 / 25f J3 1 . . 1 mr Lesiar dressut a lbs • Der sJra1• . .,• '\Gate t 1 f .: r . N V t Artesian water controlled by • , Work started 03 2 93 • . a - a a • . . . . . . . . . . . . . . . . . . . . a 0 0 0 O . - a a .. ? 1 WF , l. T - - Drawdown is amount later lever ' : s lowered below : WELL CONSTRICTOR CERTIFICATION . . _ . tt r L`' • � At 0. ,_ .. tl, - : r - zirr : .+ 34 .� , as ; ^ -- o -► fr a .• a .• .' ,a .. e .. a a . • ! . •• - a rr v _. L .I • J �.d .. _ r e .. . M ' p , a d a : as !...M �q S {j a . s • 9 4 e . .. yy i Li a • V n 10114)ia a pot aso 3a e r ` O ► - pe � t � a :. .. jJ V � 4i 1 ~. � 1 : . dFld Yield : .al , min with ft . ~ 3wbvlit ' after hrs , : Was fancton well construction e t I and the intonation reported at • I 1 knoHledae and belief . aF 1. r - n 40 q r . a -♦ a a y ze i,i a -ever ': .• .. .. P ... • .. '. v~ . •y'• ; ersol . ! r am •11� . •.• ' ADDRESS 556 E '- . it pill WA oats if test j j • li / j '1 a gI' n a t .Qr � • • �► .a tt 1 � 11 : ., ram : - oaa . sin _ • awd : after . , rs . ; STONE i /,L�_ Ali • . _ _ 1N . y . � • - ]1 1 qq JJ G - • i • . .. .. l� t] bi lYy, (� oY ! � L � � � a . . ► ti. • 1 ° 4 e . 1 • Artesian ' ow g . p . s . Date : • ontra ` tor � s Temperature of water Uas a chemical analysis nade ? NO Registration No . HAYESOIIO6 , 5 - . . r - o a a p .. .• ♦ m _ 0 e - a e • a a q u 0 0 m O .* 7 0 o a • a • e a a o p m 4 • e i • o .'f o ♦• • � I Fee Original and First Copy with WATER WELL REPORT Departmentrtmentof Ecology Second Copy Owner's Copy Third Copy -- Drilier's Copy STATE OF WASHINGTON (1) OWNER: same C . J . Pos thumus . ... . ... ...... Address........ ' 104 Havacos t Rc (2) LOCATION OF WELL county Skagit — NE :+ NE ;. Bearing and distance from section or subdivision corner (3) PROPOSED USE: Domestic E Industrial 0 Municipal 0 (10) WELL LOG: Irrigation ❑ Test Well 0 Other 0 Formation: Describe by colof. characti show thickness of aqui/ers and the kir stratum penetrated, with at Least one (4) TYPE OF WORK: owner's number of well 'if more than ones. . . . . MATZRIAL • New well X3 Method: Dug 0 Bored 0 - Deepened 0 Cable ❑ Driven CITOD s o i 1 . Reconditioned 0 RotaryX3 Jetted 0 Tan c lay (5) DIMENSIONS: dray clay & gravel_ • Diameter of well 6 �,inches. Drilled .. .... _. ft. Depth of completed wel1.02L �, Gray rock Softer rock - seepage (6) CONSTRUCTION DETAILS: Hard gray _rock Casing installed: 6 " Diam. from ...17.1.1/2... ft. to ....1..8.' .. ft. . Threaded 0 " Diazn from ft to ft. • Welded 0 " Diam. from ..... ft to ft. Perforations: Yes 0 No i Type of perforator used . SIZE of perforations in. by _ in. perforations from ft. to - ft. ...... .. . . .......... perforations from ft. to ft. . perforations from ft. to ... ft. _ Screens: yes 0 No M i Manufacturer's Name Type ... Model No.......__-___............ . . Diam. ' Slot size _. from ft. to ft. Diam. Slot size from ft. to ft ,' - v ► . i..Gravel packed: Yes 0 No m Size of gravel: . t.J, • Gravel placed from ft. to ft. .. ' Surface seal: Yes Nj No 0 To what depth? 18 ft. Material used in seal Pudde l ing Clay _ • Did any strata contain unusable water? Yes 0 No ig i Type of water? .... Depth of strata.... • Method of sealing strata off • (7) PUMP: Manufacturer's Name Type: .........._.................. ................ HP ($) WATER LEVELS: Land-surface elevation above mean sea level..._ ft. Static level 5 . .... ........ft. below top of well Date 9 1 2$ /80 • • Artesian pressure lbs. per square inch Date. ._ ... . ..... — Artesian water is controlled by... —. - (Cap, valve. etc.) 9 WELL TESTS: Drawdown is amount water level is { ) lowered below static Ievei Work started _.9122 , 1980 Was a pump test made? Yes U Nor If yes, by,whom? . .... . .. ... Yield: gal.;min. with ft_ drawdown after hrs. WELL DRILLER'S STATEM] _�—_..__—._ _ . _ . _ ,. This well was drilled under my •• ,• ., true to the best of my knowledge Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) NAME Hayes Well DriI. T::".' Water Level I Time Water Level I Time Water Level (Person. firm, 4r %.u.p, i I •• Address 1413 Colony Rd ... Date of Lett .... .. Signed ..:: '—`:).:'U air (Signed] Euctr test.. 2 gal./min. with.. ... _ .ft. drawdown after hrs. (We Artesian flow. .. ....... . .... . ... ... ...... ....g.pm. Date 762 Temperature of water . . Was a chemical analysis made? Yes 0 No If License No . I _ _ • 1 rr .• . - •' .1 . .y e • . . • . - • . d . ! . r ' •a• • .. . • el • • ♦ - . . • • - • • ♦ . • 4 . - A. a • � � / 7 V e • • a � . M tf 1 tab 1 DAVE • •J V r • a • 12 Q2' DC7114 S i f A • 1ACFJRT � 1 wA 182 t • - • • m . e e Y . O • e I • o 0 O - O • • • • • O d • • • • ♦ ♦ - - • e • • o o O O O ! a • • b o 4 d e a o O • o o 0 • 4 • O O a •• .* e e ... e • • • a � tad • • „ r • ' Vd1t ; SKlGI NW > E . . -35 o 4 r.. .1 ) I pa ar / • 1aMJ „ EbLi d nearest W ARV eC - } d - • ,, i. 1 el .¢ nC •. e • ` m 1 - • • DOMESTIC . , O S > 1 LOG r d . .. . . . . . • 1 1 1, 1 b b 6 • • • • • .• .. .. my - a O e .J er - . . . . . . O O - •• - - 'a ' . . . . . e • • - _ • _ • • . - . • • U. e a ~ r. ' r" • � j .. : Owner s Nu Der r we ' . bormaticn : 'aDescrice : V oalc .• lore }}yy n A jy ry /Q (� 1 1 , ore cnan one f and structure . It1c � ,ow ch icxi NEW EL6 Met hoc : ROTARY : and nature cP the latierial : ^ 1 . 1 , as6 bne anti./ I 'J1 • •a '- • 1 b • P '• OT we1 T • �1 /- f o -. o00of - - asq ., . o00oc. o - - - - - r - r . e - a m / V11161 di4 : v • 1/ v VI :� p1 : Aad 162 '• ectn of cc oietea weti 1 ' � . AIERIHL - ' . . . . . . . . . .. • ♦ a P 0 a . . . . . . . . . . 4 O a e O a O ea (• an 4 we 4 a W. 0 . . . . . n1 .fa Si . . . . . . e .. _ • .ft _ 4 O .. 1 Topsoil, e• a 'Th ! IRUC 'IL ., " i/' ' + A Z b d . [ P (� A 1 GREEN t }}ROCK Q �Y• Q � Y 1 a 1lZV 1 C • ad i eri r M 1 DA + rom 40 `P r . 1. 1 'd i • 1 E�A77. ®�.7 .s�iM ��yN�r7.i 7r _ .� WELDED 1 b A 3 from lQ Y .1 r-itOROC «i ! �I C1'�}t :-.'�;i.:r'. " - ": `- 1 r v s b V 1 6 • I ,� '�' � 1 -�'+:,'•rf: r- �,,,. ' from a tr R ft . ' 1 GREEN GRAY BEDROCK ..w„ `.. . J� ' ' �/ � � . from b Yd 1 e �} 1 Perforations : Na t n,; : e cf : erforator used ? � y' perforations in ov • , 1 : ii. E of 1 o ell • d li • 1 derrcrations rrom ft . : o " n I cerfol ations •r roa f t . to • * . perforations trot : 1 ' C . ♦ • — . . . . . e o o t o s — s• o m a •a o - - a • ^ - � C jJ� I • s r w •e rl s • f i O • lanutac tuner s Name + ' ICY .• Model No . Jidm . :. i0t Size from Ilow vV pt • • I r. ia2 . slot size frog 1 tO I t . ' . Gravel pacxed . NO Size or gravel 1 gar avel olacea frca ft , to ft . ,I I .• . . .,,• ,.., ,, i • � Irrface e • To what den ti . 10 ft . I -. _ .. L111 seal YES material used in seal PUDDELING CLAY I Did any strata contain unusaole water ? NO 1 ; Yoe CT ' ater '.' off al' strata metnoa VI4w sealing strata off ; n1 . / it , y . . "f 1 m m - 4 - • - •O . . F , L; •_2 s w I - - i PUMP : anofaeturer ' s Name NESTRCL ; Type SUBMERSIBLE ..1 . • . 1 / 2 • . . . . . . .. . . . . . . . . . . . . I .• e P K+ o s a m a O O O O 4 `e O •b '++ m . . . . . a t ., O d e .• a 0 1 I I WATE .2; (. E _ ` S : Lanuwsurfade elevation . •_ j above mean sea level . . . I : . a , , l• • • :l %I 91 ft . oelow too of wet , Date 07 / 10 / 89 . ... Vs.* �l a b e •.• .. a • tee , an Uressure los . per eauare if`: dh U3 ,. a 1 . .- r Lelia A Rater Isom ► gibed ov . wor < starter 07 / 04 / 89 . . . . . . . . . . . . . . . . . . . .. a a o a 0 4 0 o .e • .. C„ • _ - - •• - a . : 3 ; 4EL L " r _ Td . Drawaown ) s amount water ? eves is tcwereci below , WELL CONSTRUCTOR CERTIFICATION : star . .t.. : ° vel . T. constructed and / or accept Ads a pun : est ade Y� ES /� : As , es . Dv whom ` DEAN HAYES . JR • .. trUCCIen of pis well . d , bvAkd tN e � __ al i1 ♦1i � 1 Alto 1Otl f t . .irawaown after . 8 hrs . Washington well construction a . and the iniornat6oapn reocrtap 1 �{ nowiea : e and ; ei ief . I e /Lit � 7 '.. ! '% e : : ime water Le 'iei pi ; a n ,ivrr L2. 'flal • NAME HAYES WELL DRILLING / PUMPS I • [ Person . rim, or : orcor3 t %; DRESS 556 ERSHIG RD . 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II • a 4 • S 1-22278C STAFF01:\VASiiiNG•roN DEI'ARTNIEcNT OF ECOLOGY • ,r CERTJF}LATE OF WATER RIGHT !J \'!• :rU:r . ;I- Vio ti` ::t n `r 0117. :t... u:-:• •tt N L :rt:i • a" a f:!• •t: •n•: �.� , :B-' i,:ftt•g K: .•t;LStJ?? :f. •-J ..:r Oi•, .frf•af•s:1 "t • C,\•.. Crotind g ezter ossur the •rvts:..•t. Chapter Z63. Laws r!a•:..:h::n t'n file I:>45. i+,r1 n^:r•nrimenTs 't•*:t.:rt:''tt, '1 .:A Der rt:t1Cnt .*f F�vt,•�}•.) • CERTIFICATE NUMBER PERMIT MBcn APPLICATION Nw.'RER PRIORITY DATE S I -222 jSC '',1 .7liP St -2.22 73 June 44 , 1)74 NAME CHEZ EY ADDRESS FSTREET, tCITY1 iSTATE) • (ZIP COCEI P. Q. SOX 437 ACIftcortas Vashingtoo 98221 • This is to cer:it'v that the herein named applicant has made proof to the satisf7ctio'z of the Department t,f Ecology . of a right to the use of the public waters of the State of Washington as herein defined, and under and specifically subject to the provisions contained in the Permit issued by the Depart,?lent of Ecology, and that said right to the use of said waters has been perfected in accordance with the laws of 1.'7,- State of Washington, and is hereby con- firmed by the Department of Ecology and entered of record as shown. PUBLIC WATER TO BE APPROPRIATED SOURCE Surface runoff and spy TRIBUTARY CF ;IF SURFACE WATERS) MAXIMUM CUBIC FEET PER SECOND `MAXIMUM GALLONS PER MINUTE MAXIMUM ACRE-FEET PER YEAR 0.01 •! QUANTITY. TYPE OF USE. RIOD OF USE Irrigation (lass than 4 acre) daring 1rrlytat1on season • • • • LOCATION OF DIVERSION/WITHDRAWAL • APPAO I SA OCATION OF DIVER I / IT' D WAL .�j� 0 teat south , .,:0' feet (Wit f'roa north quarter corner of Sec. 34. . 1 LOCATs '�' 41 .DC LEST LEGAL SUBOIVISION) SECT rl 1TOW1IP N.RANGE.kE.eR W.I W.M. W.I�I.A. `COU�t i • • RECORDED PLATTED PROPERTY LOT 'BLOCK OP (GIVE I E OF T OR QDI IO� N) • 25 "�i IieiGi • LEGAL DESCRIPTION OF.PROPERTY WATER TO SE USED ON • Bits 24 , 25 , 26 and ni Lot 27, flat of A.Aaca a asch In Scc. 34, T. 35 H. , R. 1 E. .�y►.�'t` +•'P T tr.r-�,-r` 't. .a' •.jrt.y.ta Ym•T"9 -. .w.-w.•� y-tir . . . _. -..-...rt� - .''.-1? 2•'r R.^•-'ram.�.+..Y . . , .. . _ .-"... - . b ( y,, •.� t , ° • n'1.1`A •>,•° re •:ae rd•,:Jv d , .( . .. J •_ - .!`t r r .. - '. ! - aa�•.. •"•. ••! - n••! ••'^i. - • `•."" "�S:r t •c�.t�•b ' 1' • -L � + 1'_.e >= ' `J " • ssm,& �+i '...•r. ::•; • 'a *.,.rw.:�.., +`v... -r~a.� .� . .L..- __. a-i _ . ...a.•} -a: .• ... .. S. - _. 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' iC '•� � , • W V'L."V`Aat1 •N aO1 snares •I •.O• : .A Ltr. W P t=lcsGq..ara wulJa ��-53f _. Carrr.�.nLYGsL. V0fole tat L'.`.Af• EwAt..-i ►► •al A a AA ...to .1Y OW A•• •a W •s ' •.`a ca's•..A@.. t/% _. ••ep • '. b n - t • • •. • w ' GENERAL NOTES _ . ��°,,,. J. SYKOR,4, GPB D T9-0" 1.ALCDIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. N 19'-6 1? ri•MM _ 13'-11" 1T-6 1? 10'-0" - 1b'-0" ..1•_z.0" �',>. v 1'- - 13'-0" r1'-9" 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O.�q74\f""---?-3--.1-----T T I _ I J. STERLING 1 I ` 1 24"x 24"x b" 36"x 36"x 10" I,- ` ' I m 36"x 36"x 10" m I t I 3.VERIFY HEADER HEIGHTS WITH SUPER. :TING .a , 4 (3)#4 CRETEREBAR FOOTINGHWCONCRETE#4REBAR EACHFAIW (3)#4 REBAR EACONCRETE CH WAY / 4.ALL RI " 1/4+� -'^1�t U.N.O. v #4 REBAR EACH WAY (3)#4 WAY L —— J L — — J /' �{" ��\���� EXTERIOR WALLS ARE 2 x b-1 b O.G.STUDS,UNLESS NOTED OTHERWISE. 0'-9 1/: - -1'21/2" {--3-0" -1 . f----3'-0"----I j 03I06/18 ADDED HOLDOWNS :5 § 4 is f fo N- 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. A �4a ryey�e 9-11-11 a �, or � �o� O s s�F s b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER iL b ,0 5, .P DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR IT — V LOCATIONS. REV. 3-6-1 S _r, . ...„, z _ I 2 2 1 FOUNDATION NOTES Ci.) ems, ems, �` A4 A4 1.ALL FOUNDATION FOOTINGS TO BE 18"BELOW GRADE gp FROST DEPTH. I I 1 6 6 07 ro �i`"ko ���co I I b I I i 'r �S'6r rC316 li o r 1/44I 2.JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN_ S C� 1 I 5 i D I I g I a �`3- �,A '�0 I 3.FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. (1) 1-1(5.1 GRAWLSPAGE VENTILATION ( I I A4 I .; 4 IN t ` _ ''+' Cr $ 4.FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. A4 CRAWLSPAGE AREA: 1,039 50.FT A4 I '� • 13'4" I I 7 � I- t I Loci/150=6.93 SQ.FT.OF VENT IS REQUIRED. I �� E`" " q I I - 5.FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. INIC) o :. _ b"X 16 CONCRETE FOOTING GRAWLSPAGE ACCESS q USING 6 X 16 FOUNDATION VENTS,11 VENTS ARE .� b I 24"X 30"MIN. I 'r REQUIRED. ONE SUCH VENTILATING OPENING _ ;; 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. m 16�_8" =b OF INC) __® N F T OF CORNER SHALL BEWITHIN 3 FEET EACH 4 � Ank 1'1 1? 0'-1 1? A� THE BUILDING. 2015 IRO-R408.1 © A4 �1' 10'-0" �t4 1 x FINAL LOCATIONS OF FOUNDATION VENTS TO BE L _ H 33 DETERMINED ON SITE. IA r — i I ® „ " Y 6'X 16"CONCRETE FOOTING 4 [v 24"x24 x6 1 I I '' I I " C o 1_ 1 L,___ _1 CONCRETE FOOTING = I 18'-8 1/4 A4 7 0 + 11'-7 3/4" I- 7-0"--1 (3)#4 REBAR EACH WAY I I 14 r (ti© 6"X 1W CONCRETE FOOTING T ■ ® t 24"x 24"x 6" 2 _� _ lir CONCRETE FOOTING k �` -- - - - - --- A4 rr��I —� —� { )#4 REBAR EACH WAY I 4 ` 3'-0• i zr x 2e x eff-A J • 24"x 24"x b" z't L_ III "2_ �� VI) ,1, m E c3 O, FOOTING tt CONCRETE FOOTING INTERIOR SLAB AREA _ b -� © ® II (3)#4 REBAR EACH WA r y ■ I Q 993 SO FT I - al 2 A3 b ,L—. —1 L— _i a-4M 1 E. 4LL s -! 15-,1? .� 1 11'-8" 11'-1" 1'-8"•I 1 16'-0 1/2" 1 I t *9 b" 16"CONCRETE FOOTING ,.1* I r —' /t — — — —--1 2 o - ? r —1 A4 a' I ■ 1 1 _ r---i r- -- -- - A4 - -- - �A4�/ - - - - -, A4 m 1 1 .J— ( `y N b' T-10 1? 1�"I 3'IT 1? in 0'81 13'-11 1/2" , ----- 0'-11 V2i" J 1 r 1 ( 15' O _ 6" 16"CONCRETE FOOTING T ® l— i I lb"X 16"CONCRETE FO DTING' I I I I I _Liu ?....'€A) I 51 1 �b \ ,T ji, 7-10" I 10'11" -L4-3"— - 1� b 1.,:gi <0En = i I s REVI 't ? "' {W- co -0 1 _ (5,_1. b .. 1W(ri / oLI o A4 1 A4 4 4 0141 - A4 A4 b _ Q O� 0 to ENTRY SLAB I I COURTYARD SLAB IIC z ,� II 3 .1 2.) (i y- co Iu. < mK I I 142 SO FT ° L�� I 16150 FT 1 - 1--- v °° 14'0", - a 18 0" - 10"-0" L"-t'— —— -_— — — 15.0" 3-0"—i o _ in gl A4/ 6 • ^' •' - 7 60' " b ° 9 , 4 BOARD FORM LU T I t�; i ,_ o 9 - . • 3 , • • p - o•-r DECORATIVE vwLL , v }- • I i • I ` • 7° I..-24.7\ , 6-0"> 3-0" 0-9' 7 DE6ORATWE RETAWII�4 a, b 24"x 24"x 8" rbv = �► LL Z g rNi L- I ;n CONCRETE FOOTING A_'I • (3) �#4 REBAR EACH WAY 1-r 4- f 18'-0" T iN-S" # z o"lij 16'0' �' ---2-0' - 52'-0" 'I Z r_r_ iilui tn Luaa- f `- -, —— ———1 2 ILIV i— SLABS 4 4 v rZ A ' 1 A4 > s'i4 SUBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL, COMPACTED TO 15% RELATIVE COMPACTION. IT IS STRONGLY rZ o RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTECHNICAL CONSULTANT. 1—UNDERSLAB INSULATION: MAY USE XPS OR EPS RIGID FOAM WITH MIN,25 PSI COMPRESSIVE STRENGTH UNDER SLAB. V v 0 1E) r IF USED, PROVIDE AND INSTALL PER MANUFACTURERS RECOMMENDATIONS. LU 1. 1/4)SLAB THICKNESS: USE 4"MINIMUM. 94( > al §. REINFORCEMENT: USE ANY OF THE FOLLOWING: 0 `r cc% -MINIMUM#3 REBAR AT 24"O.G. EACH WAY CENTERED IN SLAB. 1Y VZ 0 -WELDED WIRE FABRIC, MINIMUM 1^12.1 X,6 X b(b Ga.)CENTERED IN SLAB. SPLICES OVERLAY 8"MIN. 0— CZ " 'd. rn - FIBERMESH PER MANUFACTURER S RECOMMENDATION. tr O BUGKOUT FOR -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC YARD. < (n O GARAGE DOOR CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE=8 D.G. EACH WAY. THIS IS A NON STRUCTURAL ITEM AND MAY BE CHANGED OR OMITTED BY OWNER. �j �"7 VAPOR BARRIER: USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. GARCM [ ik..i' ,*j , , -4: :z.. 0**A344 o 4., ,‘,I, .: ,. 0 - 1 1/2"X 10" A.B 48'O .YW 9" i "' iT 1- o X 3" BEARING PLA I* :0ill' $ 5 1 1/2" GYPCRETE F y s g g A4 4 RADIANT FLOOR T�1G .4: w s 28173,METAL FLAM MN6 IIETY"IEEN 9l4" O5B SUBFLO '.� 1-1 oew 0 a°s 3U_YQYQ>ro = GARAGE a ' ..n_-- - - - MIIY�- • IONAL aE&uWa R . 954 SO FT ,Vv�1-SE Ti Yellin', nitil � -S v1. 1 rEi' ; c i o z 1� r: INSULATION a ;Ir# f / j W 4"GONG. SLAB � t �o -RADIANT FLOOR MEAT I _, 1' i (_ 1 . O ago W �'" �� LIi aaz > - R-10 ENTIRE SLAB . - xd EA 4 . EQ'S *SEAL. °�1go 111*"IICI FLOOR. T P rr *_,o0 . I- POOR-r -b MIL VAPOR B/ 4N 8R'ANULAR Fr.L, = 1$ 5Tq ,,a L. — F(2,W ti p :,� 5 MPIION HANGER '4 <W" g rn LSTHOa , o SA DETW EEN NAN6ER r g - a-rE 4s 414 LY k hvg h ° GN i !Q '`% AND STo4Y LL/SILL /e d > 4 - KOIL OR FOOTING -• -': , 0z- Q� si i ? A4 TO $184:TO 1/A4 -� #4 VENT. REBAR 4�'©.G. =i W 4. L5THD8 �= ,{ a; y� p��� 3 r PLAN AREAS n I t. si y T '�� ,: zie 34 I GRAWLrSPACE - a� o A4 �, -- n MAIN FLOOR 2,011 SQ.FT. C) oii< (2)GRAPE 40 #4 1** LL = 'i i! i BASEMENT 1 ,210 SQ.FT. y- ;,>p` ;; ,, H01�Z. REBAR Z ' .. . .;ice:`... \ g, \- , , h f ORAGE / UTILITY 1 5T 233 SQ.FT. OWNER APPROVAL r :<, ° _ ..L b MN..VAPOR BAREI it I ;: - - - TOTAL LIVING AREA: 3,614 5Q-FT'. s :- <' -. ;.� , ,' �2j641�10RZ. '�NT INITIAL: `: ` • I t G PAGE: BUCKOUT FOR ! T' A*RAGE 154 SO.FT. NOTE: JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOY�A1. �4- GARAGE DOOR I COVERED ENTRY 144 SQ.FT. me0 NOTE: FOUNDATION MALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE I �. COVERED DECK 624 SQ.FT. /j ) TYPiGAL: rFOUNPATuoNvALLosLABToJoIsT OF: v L13 I-9 ---- °' + SCALE: Jrl '=1' OVEN DECK 33 5Q.FT. A Al 0 COURTYARD (UNCOVERED 104 s5Q FAT)) 169 SQ.FT. WINDOW SCHEDULE NUMBER 1QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION FLOOFLOOR PLAN NOTES J. SYKORA, GPM) . ? W01 i 1 1 6080 72" 9le,++ PATIO DOOR "PVNO2 1 1 3610 42" 84 " PIG. TEMP. 24 24 X24 EXT.FASCIA SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED _ - .. N NO3 1 1 360 42" $4" PIC. TEMP. BUILT-OUT PIL ER 19 b 1/2 - 13'11" 1l'6 1/2" 10'0" 1G'0" •J r O" IN!VERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA d 24 x 24 EXr.FASCIA r 1 r ...... - -724 x 24 EXT.FASCIA W04 1 1 4080 48" %'+ PIG. TEMP. - { BUILT-OUT�LNtrr I § ( r �DDi[T� PICDCAi� t 1 GNINGACCESSTDEACHSEPARATESLEEPINGAREA. IN NENtCONSTRUCTION, J. STERLING V �Y REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE W05 1 1 3b7O 42" 84" PIG. TEMP. (r-I 6X6 GE TER 12 X6 CENTER BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE '' I DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. �' W06 1 1 10080 120 " 9b" TRI. PANEL PATIO DOOR `�� ABOVE DECK OUTLINE I" k/3) I :, I l, W07 1 1 4080 48" 9b" PIG. TEMP. � • u �--�-r o" -{ H r_O" r o 1/4" = 1' U.N.O. ma 1 1 4080 48" 9b++ PIG. TEMP. L - -L. W09 1 1 4080 48" 96" PIG. TEMP. 2 5HtLF AND HANGING ROD. W10 1 1 4060 48" 72" PIG. W11 1 1 4060 48" 72" PIG. D3106/18 ADDED WINDOWSei W12 1 1 4060 48" 72" PIG. " a 12 DECK 12 �s <„,. m _ - 204 5Q FT m� m ryo� so8 3 BUILT IN SHELVES. a 9 11 1� a 1N13 1 1 2010 24" 84" B. AWN.TEMP. - C° pro n W14 1 1 3050 36" 60 " CASE. a 6" 1s�o" °�" `y� Yy a-6- y A W15 1 1 3050 36" 60 " PIG. - 2'-0" 13'-0" r •" I 4'0" I< 4'0" I 4-0" I• r b" r' 5.0" 5'-0 `1" GABINEt-OWNER/CONTRACTOR TO VERIFY. REV' 3-`�-1`' p'-b• -'442 4060 PIG.- -Y443 4060 PIC.- -W44 4060 PIG.- - 4 W 16 1 1 3050 36" 60 " CASE. _--r_qr--.}. 1-0" I I- T-0" 2w" ( - - --'1 b W1"1 1 1 6080 72" 96'+ PATIO DOOR r - -- ■ -� Irit - - - -+ ---eel T050 5L.--•- -- --YWO 1050 5L.- - - � - - - z . -W4l 5050 5L.- -- - W48 5050 5L.- -+ - � �--- W 1$ 1 1 3670 42" 84" PIG. TEMP. - _. _ _ r • 1 _ EGRESS WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRESS 5.T „ „ I I I 1 o.--i 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO BE 20"WIDE AND 24" W19 1 1 3670 42 84 PIG. TEMP. ,� -- - - - _ z i { so I cs6 cS6 - G�-SY qb 5 :r ll� gee.- -le vie, I I s I so F' IM Q 0 98" 5 4X8 .9bj1 �� HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR.W20 1 1 3670 42" 84" PIG. TEMP. , �� _ ZW21 1 1 3D7D 3b" 84 " 5H. TEMP. ( �� c� eD b 0 I 'I ( _ I BEARING TO s,6 cS�6). - -- - ( 6 WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH R W22 1 1 2660 30" 72" B. ANN. Uhl `yam ;I b r- P05T(2 2x) a a k0 A5 A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LE55. V W23 1 1 3014 36 16 PIG. I I ' I I 13-0- I ' F ��� ��b �1�o I 0 W W24 1 1 3014 36 lb PIG. i I -I ?1 I 4 I I F.A.U.ON 18"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/8"T&G PLYWOOD. W25 1 1 3014 36" 16" PIG. 4 BEARING TO EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE"x'GYP.BD. NO FURNACE BEDROOM # 1 I I �'-0" -I_ T-a' -I- 3 , i\I� I POST�2-2x) I W26 1 1 3014 36 lb PIG. L r- -- -- -YV41 1050 SL -- - - -- Q- 7 SHALL BE INSTALLED IN ANY CONFINED SPACE Y ITH ACCESS ONLY THROUGH A W27 1 1 $080 96" 96" PATIO DOOR 215 5Q FT ( - m I I b BEDROOM,BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN W2$ 1 1 4010 48" 84 " B. AWN. 10'CEILING x ; - - o in I W29 1 1 4010 48" 84 " B. AWN. L *' 96"� - - - - o- - I I FRONT OF FURNACE. W30 1 1 4010 48" 84 " B. AWN. 5 03/06/18 ADDED WINDOW ;" ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE W31 1 1 4026 48" 30" PIG. AND KITCHENETTE I I INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, 711 3 C 1 W32 1 1 4026 48" 30" PIG. BEARING TO I 3'-b 1/2"--�+ -3'0" 3'51 =" I 8 BEARING TO - PO5T(3.2x) Hn I -- •- 3040 GAS - �- STRAPPED f1F PIPE LE55 THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE W33 1 1 4026 48 30 PIG. POST(4-2x) =t STRAPPED WITHIN UPPER 1i3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN BEARING TO T-11 la 3'-91/2" - 4-31/2" 3'A 1/2" a� POST(3-2x)- W34 1 1 3070 36" 84" B. AWN.TEMP. ( I - ¢" W35 1 1 3010 36" 84" B. AWN.TEMP. 5 I _ � U I L.-._ J ink I I % PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&GOLDSHUTOFF aS e) W36 1 1 3010 36" $4" B. ANN.TEMP. our BEARING TO -1 �� - 0 Dw�� ®2 I J --0' + CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL " " TEMP.P. - Le- -' -BEARING YGALL- - -POST(2-241 - �- _ _ _ _ _ --I W37 1 1 3010 36 84 B. AWN. E 1 _-- - - , - - ♦ BEARING TO - - $1 5.5 TOP 0 iDROPPED FLOORPBEAM q COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH Of W3$ 1 1 2070 24" 84" SH. TEMP. -I_ I . - ..... I POST(2-2x) I � rs - I-- THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR ; W39 1 0 7050 84" 60" 5L. - 3fr x4s" ate" 3�0" • 1�" r 3" „ o -i--„ J f i BEARING TO EACH q0 DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF z C BEDROOM # 2 FAMILY ROOM KITCHENETTE/STUDIO PoST(3-2x) W40 1 D 7D5D 84" bD" SL. Lim CLOSET _ SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. A �, _ _ 0 - 112 50 FT 448 50 FT 561 50 FT n ++ 73 5Q FT 2 -- d -N -- �, BEARING TO S - W41 1 0 1050 84 6O SL. �m� 10'CEILING 10'CEILING POST _�) n 10'CEILING r!� MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE S W42 1 0 4060 48" 12 " PIG' _ sHorER ', 0 1 r I `= PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 v+ sHOKE •.r INSTALL RADIANT HEAT ZONE W43 1 0 4060 48" 2 " PIG. L,,,- �, ■ - - -- _ - --'• E A G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENABLE WINDOW W44 1 0 4060 48" 72 " PIG. 3'-0" i _ 'fir BATH r ABOVE T BEARING r - • �) r OC .... OR OPENING INTO THE BUILDING. MINIMUM DUCT'SIZE i5 4 INCHES. DRYER,KITCHEN, W45 1 0 2060 24" 12" B. AWN. °1 Y i 4 �G068�, o I i coxT • ' -------- -- - rx+ I 10 AND BATH FANS TO BE SEPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK <W11111111.11 Ti „ +, $ ai 10'CEILING 10 t•r 286b 1 ABOVE BEARING m 03/06/18 ADDED KITCHENETTE ++ = rii W46, 1 0 3040 36 48 CASE. W47 1 0 5050 60" b0" _5L. I r 8" Q --_-.-__ O '� L r J_ °tT : TO POST(3-2x) v 1 , I PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE 0 0 . 266 b CLOSET T L_ s�oRET • - r 0" r 0" _ r T' 1'6`--- 6' n CONSTRUCTED OF SMOOTHBORE.NONCOMBUSTIBLE MATERIALS. APPROVED FLEXiL W4$ 1 D 5D50 6D" bD" 5L. I_ 22 5Q FT © -� w RISE=7 g116„ „ �� - I = CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAYBE USED IN CONNECTION WITH .ai 1 u o BATH o�, _ - -_ _ r --iazElcn�- - -I �. __ F. = o T I 39 5Q FT 4 I ( '�'" - ® A '�, I DQMESTIG DRYER EXHAUST. HEADER SCHEDULE oA ®A BEARINGYWLL - I _ - v o 4'-11 1/2" b'-21 3'b 9-T' -4'4" BEARING TO U P r RING TO J x 3a'MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. ezeFATH 1'10 1/2" (2-2x) BEARNG TO 4X P�'r(Z �) ?CST POST 11 FRAME Our AGE55 HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/r' MARK SIZE/TYPE FRAMING MARK io ce ij 10 CEILING �� " 1 ,P -- = GARAGES O El) 5Q FT i 1 m< 10' SOFT e?7 f'1. \' HALL I I U �� ..... --- T BE HINGED AND SHALL BE WEA R- TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH END. R-r'WOOD ACCESS COVER IN THE c- U A5 ALT.,MAY USE FG4 FOR 4X OR FG6 FOR bX WALLS. �31/2'X 11 U8•LVL FLOOR BEAM-SOT.) 121 i,P... EARWIG TO 1 u E N -(2)2 X b HF#2 20 H I (BEARING B ABovE) � O5r(„3-2x)- -- - - in' -I- - -I/ KITCHENETTE(ROUGH IN)a 1 I 2-6"- 031Ob118 ADDED BATHROOM I _ STRIPPED OR SEALED TIGHT. CN OR KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. 10o" ` - tt, -PL.TO PL.HIS GREATER THAN 12',USE MIN.,(2)2X EACH END. I I • FREESTANDING TUB k_. I 10'CEILING I PoosTRIG 2x) R-11" `° 4'41 moo'"" -° a 6 -10 i OP 2 C1/8 FLOORDROPPED t AIR HANDRAIL 36 ABOVE STAIR NOSING. ) ■ h 30 8 b GUARDRAIL 36"ABOVE FINISHED FLOOR 5T tr C -4 X 6 HF#2 -PL.TO PL.HT5 LESS THAN 17,OPENINGS WIDER THAN 5',U5E MIN.,(2)2X EACH END. \ n/ ` •80" 1 / -- Ya- - _ ,_r_ f 12 G SHALL NOT PL.TO PL.FITS LESS THAN 12',OPENINGS 5 WIDE AND LESS,USE MIN.,(1)2X EACH END. [[[ --- 111 ... "` • - _ TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH END. --t- - '"� a DROP _ ALLOW A 4 DIAMETER SPHERE TO PASS THROUGH PER I.R.G.SECTION 312.2. X 8 HF#2 N`ALT.,MAY USE FG4 FOR 4X OR FCb FOR bX WALLS. 21 H Q HWH BEARING WALL - 1 = BEARING TO - - INTERMEDIATE RAIL SPACING V i POST(3-2x) 10 t TO HIDE BEAM P �) L O -(2)2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. in - �- - ;' 80" S I I �+ If. u- `� - OR _P . L EIGHT THAN 12',USE A E., )2X EACH END. N BEARING TO I § I 4'-10 1R' r-4"-- +-2-11 1/ �-!i aPRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR -Z `- (j Ti_J 'T r BAT I 1D TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO C 4 X 8 HF#2 PL.TO PL.HIS LESS THAN 12,OPENINGS WIDER THAN 5,USE MIN.,(2)2X EACH END. , $ q APPLIANCES TO BE m> I CLOSET * >v i- c < m -PL.TO PL.HT5 LESS THAN 12',OPENINGS 5'WIDE AND LESS,USE MIN.,(1)2X EACH END. FAU PROVIDED WTH DEDICATED I I w O 0 b `1' m b a a �-s _ O o 13 + NANUFUND&HEARTH SPECS FOR MINIMUM REQUIREMENTS OF NON-GOMBU5T4BLE w O 1� �} TRIMMER:USE(2)2X EACH END 22 H COMBUSTION AIR VENTING OR b 4< ?2 =2 1- - -4'T62 -r SQ _ f o it b SURROUND& MATERIAL. O LT to Ot -4 X 12 HF#2 KING 5TU0:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. SUITABLE EQUIVALENT I I I I // m O in O d -I O -S I- -.al? cv - Q CO V ry OR PL.TO PL.HT5 GREATER THAN 12,USE MIN.,(2)2X EACH END. �- 4-21!r' '1~ -1~ J~ -1~ - - - _ LINEN 4 '4 4 i -6 X 10 HF#2 -PL.TO PL.HT5 LESS THAN 17,OPENINGS WIDER THAN 5,USE MIN.,(2)2X EACH END. x 1°r 1 '� '`- + - O S-IELVE 5 14 GARAGE FLOOR SUFAGES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR MIN D , Z PL.TO PL.H75 LESS THAN lr,OPENINGS 5'WIDE AND LESS,USE MIN.,(1)2X EACH END. m I I o TRIMMER:USE(1)2X EACH END O • • * I u 1/8"PER 17 TOWAARDS MAIN VEHICLE ENTRY DOORWAY OR TOYWRDS FLOOR DRAIN. m A- < LT) K. -(2)2 X 10 HF#2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. S 24 H O - OR -PL.TO PL HT5 GREATER THAN 12',USE MIN.,(2)2X EACH END. - UTILITY g•() t -4 X 10 HF#2 -PL.TO PL HTS LESS THAN 17,OPENINGS WIDER THAN 5',USE MIN.,(2)2X EACH END. N 231 B.Q FT Ia z 15 TEMPERED GLASS PL.TO PL.HT5 LESS THAN 17,OPENINGS 5'WIDE AND LE55,USE MIN.,(1)2X EACH END. 'v 1P CEILING Lai 4 i 14"� of lb-0" 10'o" 15'-0" 3-0"-• 4 CONCRETE SLAB FLooI W Y i®.J i 60 0" 3 F1161 20 MIN.FIRE RATED DOOR. x& it 0 }". D �� / 1/2" SHEETROGK $ I- -J ;* A10 Q S" CONCRETE WALL GENERAL NOTES z L .�. _I �y tV p R-21 INSULATION ba-0" 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. !L • 2 X 4 WALL Q 6" FROM CONCRETE ro" - -_ =1 6� r� - 52-0" ....... IL BUILT OUT ONLY IN FINISHED AREAS L 2.ALLHEADERMATERIALTOBE4x10D.F.#2 U.N.O.uNo IL / NOTE:VERIFY ALL HEADER f , ' LI' r-- ` ------, HEIGHTS WITH SUPERVISOR VV tn 1/2" WEDGE ANCHOR 48" O.G. 3.VERIr1(HEADER HEK�HTS WITH SUPER --I h� - •7 T PLATE P ENERGY CREDIT 1a 8 ' Q I vi 4.ALL EXTERIOR WALLS ARE 2 x b-1 b'O.G.STUDS,UNLESS NOTED OTHERWISE. .� (=Z 2 X BORATE TREATED EFFICIENT BUILDING ENVELOPE ���70„,:111 5.ALL INTERIOR WALLS ARE 2 x 4-1 b"O.G.STUDS,UNLESS NOTED OTHERWISE. . 1 tY -WINDOWS:U=028• .--; - V 11.' OTION -SLAB ON GRADE-RL10 ENTIRE SLAB (Q , b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER w r"_ 62,1440.L DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR O u..t TYPICAL FURRED OUT LOCATIONS. ( ) WAt..L I N BASEMENT m ENERGY CREDIT 2a _ IX Z 1 - AIR LEAKAGE CONTROL&EFFICIENT VENTILATION . -AIR LEAKAGE:3.0 AIR CHANGES PER HOUR FSAMING NOTES SCALE: 3/4" = << -WHOLE HOUSE FAN PER SECTION M15073 1.REFER TV SHEET A4 FOR FOUNDATION NOTES AND DETAILS. V- < m ENERGY CREDIT 3s 2.COORDINATE W/MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS • HIGH EFFCIENCY HVAC EQUIPMENT BLOGKOUTS. L -GAS FIRED,PROPANE,OR OIL FIRED 4 BOILERTYPICAL HEADER FRAMING _ WITH MINIMUM AFUE OR 94%. 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC I i '^ - HEADER LESS THAN 5' HEADER MORE TRANS' WDUA210I14I 6"POST WINDOW Mirror DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO > THE BULDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATIONAND L_ ENERGY CREDIT So INSTALLATION. �LL Z g WOOD EFFICIENT WATER HEATING ji ji , ! ___ o CCL1�VUVV� -GAS FIRED,PROPANE, 4.ALL TRUSS TO TRU55&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. f 1 �P , WITH MINIMUM EF OF 91%. ii� ozooa HEAVER LESS T+MN 9 Ell 1111.1111 'r '1[ �-'�<.-: 5.FLOORSHEATHING TO BE 3/4"GDX OR 05B STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK sLai M I6aoawwOOE Bd'a or EDGES&12"IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF ft S 3 x m (1)r+R6sTuoAror+ a � "'�`� SHEATHING TO BE T/16 O5B OR EQUAL. O F $ TOY YLATE TO eOrrO++PIATE EOrr0M RATE z E w"i)i (1)TRIMlER O x z a Q GARAGE •. / I b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND O o�S W z Hiroo 2 955 5G2 FT BETrEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. t=o F 5 I ■ I 7.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE Li_ , E k t o jr ._ I I (a 11111111.1 r 101111111111 I- �II-I THEREIS A LOAD BEARING WALL ABOVE. Li- oozuo 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. =o Z"v,o L YVINDOYV FLASHING INSTALLATION 9.INSTA1-L HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS ASWELL Z =a <x No_�. • A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. ILIo ci Z a V - - - WOZWW ill STEP # 3 I STEP # 2 STEP # 1 PLAN AREAS GR� m F . ■' 1.0 os�� wni �S' i MAIN FLOOR W :of .: fti O -7 1-Minimum r O 2,091 SQ.FT, lS� s t`~' * t ' .."......„....../..":_____ J'/J BAStMENT 1,290 SQ.FT. ._If F `'� : ''' , 0 "�' STOfRAGE / UTILITY 233 SQ.FT. OWNER APPROVAL A/ - STEP A- TOTAL LIVING AREA: �-INSTALL rnEK HOUSE WRAP 1 3,b14 5Q"FT" INITIAL: ••� ote - I : *I1 ' PAGE: ''�11YAL STEP B- ' ;► lift i GARAGE 954 SQ.FT- =44 INSTALL tYYEK TAPE ' ` / STEP A- ;:t ` .. . Y ` COVERED ENTRY 144 SQ.FT. •� 4l ? 1,1 -� INSTALL?YYEK,A�ItON BELOW J E ;f �,cooi WINDOW SILL COVERED DECK 624 SQ.FT. +�',. I ,�ESQ's �4 < : ' . st < < i STAB- OF: I'SFerl►t„ '`xi`4c tti'' Iv I o I J INSTALL VYGOR ACROSS AMOW SILL OPEN DECK 33 SQ.FT. STEP A-INSTALL WNDONI At 4'VYGOR TAPE --1 STEP C- (COVERED 105 SQ FT) Te,XL'S 4'� 1.-4 • +✓ MEP:EIC FLEX WRAP IN WINDOW CORNERS COURTYARD (UNCOVERED 64 50 FT) 1 b9 SQ.F7. EXTERIOR DETAIL5 J. Y A, CP NOTE:VERIFY ALL HEADED HF-16HTS V41TH SUPERVI R IE OVERALL f — RIDGE PENT J. STERLING 2 BUILDING HT. 1 - 1 ' UPPER PLATE HT.@ s GREAT ROOM VAULT -- - a STANDING SEAM METAL. GREAT ROOMAY*kLL 2 TYPE AND COLOR TO BE DETERMINED. 1!4° = 1' U.N.Q. 2"X 12" FASCIA -17 12 ENC"L0 ED 50FFIT (VENTED) � RE -1 GONTINUOuS ALUMINUM GUTTERS. STANDARD PLATE RTI ---- 4 ° MDI o 13 5 11 '"X" METAL CORNER TRIM & 12Lu 5 L FIBER CEMENT PANEL 510INC7 4 CEDAR LAP 510INC7. INSTALL WITH " EXP05U E. T 3a IO B.AI^tN. 3010 B.NNN. 1 3010 SFI: x X MAIM FLOOR 44'I. ' 2}}`}ckat}vy 14115 FLOORSYSTEM {�t, FIBER CEMENT 51DING (N TALLED PLATE HTWITH i OF EXPOSURE. 3 jatt ,t� I rr.vwNRori q 365" HICH RAILINC7 TO CODE. T L E d Ul""'ll t ti i{a wyt jit c NERCIERS -s it 1 Yy G {tst€i }ttiFFt' `� SCALE. 1/4" fi if f s� ' 1 Q' 5/4 X b DECK PLANKING i 14 !L> _._._. PLAN AREA5 � ee 5/4 COMPOSITE DECK FASCIA MATERIAL tr it L MAIN FLOOR 2,0g1 50.FT. AVC�_O .GRADE � ,}tat �tJt, - 3t }ttt , } �� ,��z�'� 1� OF FOOTPRINT +ttt i t F4t ist tlul(F $,45EMENT 1 ,2g0 SQ.FT. CULTURED STONE. t �'r sAEMEr�r FLOOD TYPE AND COLOR TO BE DETERMINED. t - -. -� ` 14 1/8"FLOORYBTEM 5TORAE 1 UTILITY 233 50-FT. c L5>= c>"PLATE C7 t x _-__. _...... --_ _: •'=i rt t j }e st _il}?sr t st.3 t. M TOTAL LIVING AREA. 1 4 �(2.FT: R0550RO "X" TREATED GLU-LAM BEAM �t r - F .. (� q54 50.FT. i 14 — Y 5 „�� �a +' `fit i 6X b POST- BUILT OUT � on — — I� Ill COVEREDENTRY 144 5 F . ! - LOV4 POINT OF FOOTPRINT 115 STONE COLUMN CAP ! w . COVERED DECK 624 SCE.FT. ' _ I STONE Y-iATER TABLE. ca W OPEN DECK 33 50-FT. "if 43 4 xi COURTYARD (COVERED 105 50 FT) 1 bq 5a.FT. 1�` (UNCOVERED 64 50 FT) 'N' ORTH' tE"LtE0*VAT1u'0*tN- tu pq NOTE: ALL HEAVER, LU Ill A HEI(lV41TH SUPERVIISOR .,. . fOVERALLCS BUILDIN6,HT. UPPER PLATE HT. GREAT ROOM VAULT tu ' ' ui GREAT 3b10 PISLu UPPER 3IN l3ADERS ��„ -'" .� Lu 2 2 KJTCHF-N PLATE HT I as rn STANDARD PLATE FIT. TL +°} 12 gObO PIG, 11 40b0 PIG. 10 4>bp P(G, 4 1 � '� 13i M o TYP.r41Noav4 T�: HEADERS t b`10080TI I.PANELF'ATIO ; 1 6080`PATIO O ; " NORTH ELEVATION DECK ' SGALE: 1/4" 1' 1b 0 CASE. 15 305t3 PIG. 14 0 CASE: g ram-p QO a q 12 zfi 5 3610 DIG. 1 q 3610 PIG: 18 3b It7 PtG. 3 8b1 PIG.: 2 5b?0 PIG. I-- MAIN FLOOR i w�o� # F OR7.G}' a �+� ZZoo q 4060 PIG: 8 4080 PIG. 14t}$0 PIG.( 14 1/8"FLOOR SYSTEM W"10.o i � ��UQa}l 11 < <�w S ' 11 11 a=za ap wpC% 'a vxv psvv >wz xhttop t- 'YF NI NDOY4 ,z i HEA??Ei25 " p s r-' w+--wwC zuJ � z p axLL 4 x� 2a zm F o p e o < 1 5 20 iF4J't V CASE.:. v p 0 6 2 z 8 0 5L. 15050 L. 11050 SL. 01050 SL. 1050 SL, o 0 o w " U.z 11 b080 PATIO DOOF2 40b0 PIG: 3 40b0 PIG. 2 4Li60 PIG.( {� Awo. .cwADE 4 40b0 PIG. t t t 5 a�0-0 1 FP PRINT imp<o goo. BASEMENT FLOOR o 141/8"FLOOR Ys m o 0 4 Q 11 zaz C tLEPACE PLATE 9 o w` 11 ! i � I OVsINER APPROVAL Bill INITIAL: PAGE: mix 1 4# t.. t If t, S L " iF t ,r., LL>I^I POINT OF FOOTPRI�T SOUTH @ MASTER BORM E5T L I N SOUTH ELEVATION DECK SCALE: 1/4" = 1" 5C E: 1/4" = 1' OF: 56 E. 1/4" = 1 'I" " "'KM av J. 5YKORA, GPI3D � RMA`I "' N P 006'QJ "80 C' I N `0 PROJECT 0E" t`:m;IICRIPTIuN 04 ........."i",n, ......... .................. �l��........ U"WiiI E NEY4 51Nc7LE FAMILY "J"'W"N �,'F PROJECT ADDRE55: J. 5TERLIN(5 2 la MEN RE51DENCE Billli 4 511 i'll, ZONIN6 TYPE: R-2 3q26 ROCK RID&E PARKYSIAY, 1/4" 1' U.N.O. ANACORTE5, Y4A q&221 ku ........ E IL ........... PARCEL# P . ......... .... 7, z ALL CON5TRUCTION TO COMPLY Y*41TH LOCAL GODE5 AND 0 ......... ORDINANCE5 AND THE FOLLOKNC : PLAN AR%EA5 - 2015 INTERNATIONAL RE51DENTIAL CODE uj - 2015 Y,4A5HIN6TON 5TATE ENERC7Y CODE MAIN FLOOR 2,0q1 5a.FT !: - 2015 UNIFORM FLUMBINC7 CODE BA5EMENT 1 ,2qO 5a.FT : ................ ,&On soft 5TORAC-7E UTILITY' 253 5a.FT. : t:) 1v1t� MITTAL5 TOTAL LIVIN6 AREA: 3,614 50.FT. ' —--------- ------- 1. MECHANICAL HVAC 5Y5TEM DR.AkNINC c: i 6 ARA&E q54 5a.FT. 2. ELECTRICAL PO�NER 015TRIBUTION DRA1-NINC-75 3. NATURAL 6A5 015TR15UTION DRAV"41NC-75 CFO F-RED ENTRY 144 5a.FT. 4. PLUM51NO DRAIeNIN65 COVERED DECK 624 5(2.FT I 5. ROOF TRU55 PRANINC75 CALGULATION5 6. FLOOR J015T DR.AkNINC75 CALCULATION5 OPEN DECK /Og,5a.FT. 1. LAN05CAPE PLAN5 (COVERED 71 50 FT) COURTYARD 1 bq 5a.FT. (UNCOVERED 95 5a FT) 5. LIC71-ITIN6 PLAN5 q. CABINET 5HOP ORAYqINC75 10. CU5TOM HARDNARE BRACKET 5HOP DRA1NINC75 E 11. FIRE 5PRINKLER (IF APPLICABLE) FIRE AREA: N/A 12. 50LAR PANEL5 (IF APPLICABLE) oti 13. ELEVATOR PERMIT (IF APPLICABLE) ............... . . .......; FIRE ILON REa. N/A 13" C \j C7 0 L/ 0 "' Em"Of I N I N RMATI 'OPNN PROJECT TO HAVE FIRE LL_ UA Q0 U T4. ..... N5TRUCTION, INC. 71 R6 CO 5UILDER: 5TRANDBE 4_5 I-N-5-TALLED. Y­5-T,� EM, P.O. BOX 51 q IN ANACORTE5 V*4A q6221 ca 360-2q3-1431 e, DF-516NER: JIM 5YKORA CP50 - 5TRANDBERC-7 GON5TRUCTION ING. J 4f�­,_\,4 F IHI It K I u I I E F F I I E I I D I IN\ I OE�� JIM@5TRAN05ER6CON5TRUGTION.C,OM Lu c-%'i e_, 1;Z1 ell-4,11 C Of t: ia%N Lo L/ M 1-1 4/. A '00 "RT" NA `52" '1 3q26 RO(WOK "A'KNAY, I go DRAFT5MAN: JA50N 5TERLIN(5 - 5TRANDBER6 CON5TRUCTION INC,:, c4_ (�II u_ JA5ON5@5TRANDBER6CON5TRUC,TION.C,OM A z Lu < z LAN(O"' UT PACHE TAE3' Lt:_ m y I Z05 1 '0 0`N T A B L t":** tu I M C u '0* R 1 007 1 N :1 LU o 1 1 fof C7 11 It T 1`0 L"w 0 M M tEw N T"0* Ou"NTRACT ATE AT 0"6 " ' � - — 90) —------------------ Lu ,pa cwt./VER =)" EET A2 ; E0.310mm"m 0^c LAN L/lEE"nof CAP 01.0w. PLAN < 100% z u A N AT I Ai OUN - —-------- I 00" ETAIL5 A4 F '0""' W aom* AT 10'" N PLAN A5 1:�ilk 5 t: M t: NT "FO'L 0 0� R "F' RAMI L-7 bAE3EME"' NT FLvuR PLAIN ZZll� ------- "'oo. ; @Now U KA 1w Al t L L 0 m R A I rj*j% (C.7 PLAN < Z600. LLI OZ. g 4. "y 0, ACORI ES Mw< Ab 1 MAI @-*LL4*/"%U'#w% R PLA&NjI x IQ:oz PLA w, ul 11"-'a""j, Lu 10"% A*V% DEPT- 01�1:i�OW OZ A111 Loo, F F RA m" I N 6 PLAN w �%'k V O.Z�2 D 4 INLo z�n no: 4- - w 7-o p�z�i dm loop .40 ................... < /'Now 6 t C 0 Poll U I L "m% I 'L %of 0 N Al zo N T I T­ A- z u� w p Dvtn",) tly,, ul o-.- oz C.,O-Z Al 1 c,t, L N 0 1 wazw All 11 11, On -am,f0m f" I,Ull VVI'l Dog w z U Al x I L t"'Ev#A T I NIZ,—� Z'< 0 om 'Oft own% OMM tizO� �(D z ma:0 0 �Z C, Ali 1EXm_"1w@tmw:wRwa% I0K ELEOVATIOIN' E'5" K<zw + oz A r A I N R I N (50 1 N "'o E3At** "0' M "` NT PLAN "00 N c.7 It ONNER APPROVAL ' t"OEN /"'509 1 N Po" "** R I N C'50 1 N F*00"% MAIN P A _'A 5 L N INITIAL: f, F A6 E: A16 5 T ORPU CA"0oo T U R A L F I c`0 Alm 0 1 U`w%N !"05 .No& 'aft 10% &*V% 9. A —1 UKM Al � !:)T Y�ATE 0 R" 5 'm -Ift &oft OF: *JAW*( U I "'O"NAL " A N , L) K 1: Cof 1= r1%, v Alb T PLAN AREA5 J. 5YKORA, CP50 --- --------- MAIN FLOOR 2,0qj 50.FT E -------------------------- ------------------_------- J. 5TERLINC7 5A5EMENT 1 ,2qO 5(2.FT 5TORA&E 1 UTILITY 233 50.FT 1/6" = 1' U.N.O. TOTAL LIVIN67 AREA: 3,b14 50.FT 6ARA&E q54 5a.FT. COVERED ENTRY 144 5a.FT. COVERED DECK 624 5a.FT. z OPEN DECK 33 5a.FT (COVERED 11 50 FT) Uj COURTYARD (UNCOVERED qb 50 FT) 16q 5a.FT. -7EN LA N D 5CA P E C LPEO D M LAV4N AREA ? WA _y 540. 30 CONCRETE DRIVE I �i� .t�I ��i€t� �i�E�;ff2�r�i _i L------------- Qi MULCH - PLANTIN6 BED E 0 S7 ''A N DECK d3 EX15TIN& BEDROCK 4) Kn) U_ UA 7— ly LU n 0) A COURr rARD- c c� x W r — M 10 sq ft < M tu U- 0 C) Z DECIDUOU5 TREE I U_ -4� a 5FR U-1 0 Mop :or DECK LU z 540 CONIFER TREE a X11 rpk f < U gA m DRIVEY4AY lu Uj R. 1 ,P�47sel ft 011o9,5-i�Ai A fyy Ie, C7 LIM 6 LfE A R I N LU GOVERED ENTRY 144 sq ft 41M NO 01 5HRUB5 PLANTIN65 3 ZA P ii ul (Y— "V'", A, MINM D51TY j 4n 16.50.0'70 M ANAWRTE5 MUNIOODE P otal Tt" Units Required. The total number of tree units ,alculafion of the T -v required to be provided by a regulated project or tree conservation permit approval Usted in Se4tion 16.50.100 shall be calculated by dividing gross site g p area, m1nus any public or private street rights-of-way, by one thousand abe the calculation will be the total number of tree units 3 CAR 16.50.120(0). The resu required for the projed, OPproval within the building site. 5 FO &ARA&E LU 70 "Y g o�-.- f APPROACH DETAILS (L LOT 5IZf- -13,232 5F TREE5 REOUIRED: 14 -0. ND 3 M t. , U ID 501L STOCKPILE ii 777-.............. MAX 20' DRIVEI16WY Y41DTH PER STR-26 OF LOT INFORMATION WON EVS, STANDARDS Ck W 0-0.LL LOT 323 .40 ( 3 ac) . ,I Q gin �67, -0 -Z cr 4 1 tu 7 : qZug. 06 535aFT -- z o t7l, 06 Al,-1 61 5 �v eal 5 E0 19 Zj MAX WILVINC7 COVERAOE (35%) 4,631 50.FT 'If 54 02 -4 LU g� AACT %) h0z V','�I 11�r e UAL SUILDIN& COVERAC7E (2q.53 0 J 4t" lu 4311 IMPERVIOU5 AREAIK ROOF OVERHANC75 : 4,4q2 5(2.FT 10 Al� ONNER APPROVAL— t tMPERVIOIU5 VRIVEViA*r & 510EYIALK AREA5 : 1 ,563 .FT. IL I INITIAL: ENE ,00 TOTAL 11MFV ZVI OUSh 5F AREA : 6,355 50.FT. PAC A, _DN PARCEL# F OF: 3q2b R- OCK RIDOE FARKVIAY, ANACORTF-5, YIA C15221 10, ADDRES LOT 2 11 b42 F 3q24 IN, JARRETT OY4NER* GENERAL NOTE5 J. SYKORA, GPBD 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLE55 NOTED OTHERWI5E. 19'-61/2" 13'-11" 17'-6 1/2" 101-0" 161-0' 2-�-HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. I - ,3-0" I — ,'-� J. STERLING 16 r, 24"x 24"x 8" 36"x 36"x 10" m 36"x 56"x 10" ��, a I ` I I I 3.VERIFY►•LEADER HEIGHTS WITH SUPER. 3 CONCRETE FOOTING CONCRETE FOOTING CONCRETE FOOTING (3)#4 REBAR EACH WAY (3)#4 REBAR EACH WAY L — — J (3)#4 REBAR EACH W Q T-9 3'-0. 3'-0"AY � — J 4.ALL EXTERIOR WALLS ARE 2 x b-16"O.G.STUDS,UNLESS NOTED OTHERWISE. 1/4�� ' 1' U.N.O. it 5.1'-2 /2 {-- —'i {-- --{ 2 LL r 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. w q q m Z n, ;n 6.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER a :o DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR — — — — — — — — _— — LOCATIONS. FOUNDATION NOTES r Lz I 2 ( I I 1.ALL FOUNDATION FOOTINGS TO BE 18"BELOW GRADE FR05T DEPTH. � C3 - - - - - - - i _ I o I (— ( Z JOISTS MAY RUN PERPENDICULAR TO DIRECTION 2 D EG ION SHOWN. 111 I r ( I S I I ( A4 A4 3.FOUNDATION WALL HEIGHT5 MAY VARY DEPENDING ON FINAL GRADE. 2 GRAWL5PAGE VENTILATION 2 I I I I A4 I o I I I A4 GRAWL5PAGE AREA: 1,039 5Q.FT. A4 I 13'° ( I ° I ( ( � 4.FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. I I 1,039 1 150=6.93 5Q.FT OF VENT 15 REQUIRED. I I b"X 16' CONCRETE FOOTING I I I GRAWLSPAGE ACCESS I I 4 5.FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. „ s. �,. U51NG 6 X 16 FOUNDATION VENTS, 11 VENTS ARE — — - —i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I 24"X 30"MIN. I I "' I I REQUIRED. ONE SUCH VENTILATING OPENING — m — — 16,$. 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. SHALL BE WITHIN 3 FEET OF EACH CORNER OF m 1�_1 1n- 0'-10 1/2" `*_i THE BUILDING. 20151RC-R408.1 2 2 2 8 3 `e FINAL LOCATIONS OF FOUNDATION VENTS TO BE A4 _ A4 ,0 0" A4 A4 A4 ^ DETERMINED ON SITE. u' F I — — — — — — — 41 —I— :: 24"x 24"x b" b"X 6=CONCRETE FOOTING L— J CONCRETE FOOTING it 4 1W-6 1/4" A4 r-°" 11'-7 3/4" 2-0" -i (3)#4 REBAR EACH WAY I ( ( I n - - - - - - - - - - - - - - - - - - - - - - - - - - - - J I r (n 3 b"X 1�'CONCRETE FOOTING " ® ® I ,N`,�, 24"x 24"x b" 2 r z A4 — — — — — h� CONCRETE FOOTING co - A4 w n I — � t — — — — — �-— —i �)#4 REBAR EACH WAY I I I Z IK —I- - - - - - -" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - —L- - - -I I ■� - - - - - - - - - - — 2a"X2a•x6" � - - - - 24"x24"xb„ —o ��0,�— - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --I— I g GONGRETREAC44 G CONCRETE FOOTING _ —�� INTERIOR 5LAB AREA e 2 1 (3)iM REBAR E�cF+vwY� ( o (3)#4 REBAR EACH WA ® I 1 1 A4 A3 = `" � A3 993 5Q FT A3 w L_ J L_ J 15'-b 1/2" °�� �- 1'-8" — — �,'7" — — — -� — '-8. h°'�" 161-0 112" 1 6" 16"CONCRETE FOOTING I I' — — — — — — — — 1- - - — - - - - - - - - - � I I 2 13 I 6 1 6 x I r—I - - - - - A4 - - - - A4 - - — � A4 mI I I o J - - - - - - — A4 cn b" T-101/2" 1�1" 3'171/2 13'-11 1/2 0'-11 1i21 _ _ I I 6" 16"CONCRETE FOOTING `t ® ®6"X 1b"CONCRETE FO TING`t I I I ( I ( V - - - - - - - -I I-- - - - - - - - - - -� I I I I I —cn o wQ- 6 ,- - - - - - - - — o Z ul m I — — 10" —10'-11" 4'-3" I" A4 I I 1 - - - - - - - - — 1 1 1 W Q x oc m O I o f A4 A4 .-�a A z m v w N ENTRY 5LAB I I GDURTYARD SLAB I I Q z cL IL m �) I I I I 142 5Q FT 169 5Q FT I I ' 1 1 A4 `^ A4 m bo'o" qLu z? BOARD FORM DECORATIVE MML 4 !" 194 r BOARD FORM p W. oa" o DECORATIVE RETAINING ox 5" u— �- Lu CONCRETE,FOOTING Z N (3)#4 REBAR EACH WAY 1T-4" Q WE 52'-0" I— Lu tS� Lu ) � - - - - - - - - - - - - - - - -� - - - — � I � SLABS --� � 0 � I 4 1 4 Q LU A4 A4 A4 I I 5UBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL, COMPACTED TO 95% RELATIVE COMPACTION. IT 15 5TRON6LY (L/ � i 5 I I RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTECHNICAL CONSULTANT. V �/ UNDER5LAB INSULATION: MAY USE XP5 OR EP5 RIGID FOAM WITH MIN, 25 P51 COMPRESSIVE STREN6TH UNDER 5LAB. v I ( Oa A4 IF U5ED, PROVIDE AND IN57ALL PER MANUFACTURER5 RECOMMENDATIONS. LU 0 i � I I 5L AD THICKNESS: USE 4'MINIMUM. � Q v I I Lu D I I '" REINFORCEMENT USE ANY OF THE FOLLOWING: V < -MINIMUM#3 REBAR AT 24"O.G. EACH WAY CENTERED IN SLAB. -WELDED WIRE FABRIC, MINIMUM MA X. b X 6(b Ga.)CENTERED IN SLAB. SPLICES OVERLAY bu MIN. I I m I I - FIBERMESH PER MANUFACTURERS RECOMMENDATION. I I O BUGKOUT FOR I I -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC,YARD. m I I GARAGE DOOR I GONTROL JOINT5: MAXIMUM RECOMMENDED SPACE=W O.G. EACH WAY. TH15 15 A NON STRUCTURAL.ITEM AND MAY BE CHANGED OR OMITTED BY OWNER I ( ( VAPOR BARRIER: USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. 0 w N2"X 10"A.B.4W O.G. K 3' Z, X 3" BEARING PLATE �► ,�► oz I I 5 I I 1 1/2" GYPG1tM FOR °u A4 RADIANT FLOOR HEATING W� � i i I JooW I I I METAL FLASHING BETWEEN Bl4 05B SUBFLOOR � o GARAGE I I �Gnt�a. 8�/g�,7 F-W W co 954 5Q FT 4 GONG. SLAB O11IER 6 MIL VAPOR R•BD INSULATION � � x Z y I ( I I BARRIER ON GRANULAR FILL M.Q 113 N �W� l f 1 o O ' �� U► BUGKOUT FOR I ( 1 117/8"BGI FLOOR JOIST -� r o U Z I I GARAGE DOOR I 8'�GOI�i�iRETE SIMPSON HANGER L � j�' L '� a°y a rn I I o r ': &WRIER BEireEN HANGER �0 � 0 312 s wT>EM,T �1`i LY , Zk6Q= AND STEMK&LZU O I ( ' 4 I WALL OR FOOTING z= og I I ° A4 �, T4M. TO 1/A4 #4 VERT. °L"RI' AR 48"o_G. o i o z I I V N AREA5 j---s I I rn 24"MIN.CIV*I& PAGE -��- W -0 MAIN �zm I i A4 4 n > FLOOR 2,09150.FT. 0 zoo BJ45 -MENT �a (2)GRADE AO!14 °� 1 ,290 SQ.FT. W I ( HORZ. REBN►R c STORAGE /UTILITY 233 SQ.FT. OWNER APPROVAL I I ( I 6 MIL. VAPOR BARRIOR b TOTAL LIVING AREA: 3,04 5Q.F 1. INITIAL: (,2)#4 HORS RIEBLAR GONT PAGE: BUGKOUT FOR GARr44GE 954 SO.FT 4 GARAGE DOOR ( I NOTE: JOISTS MAY-RUN PElII�:'�tDIGULAR TO DIRECTION SHOWN_ COVERED ENTRY 144 SQ.FT. NOTE: FOUNDATKII WALL NEi6*iT'5 MAY VARY DEPENDING ON FINAL GRADE ' COVERED DECK 4 SO.FT. TYI'IC,AL 8 FOUNDATION 1NALL 5LAB TO JOIST_ OPEN DECK 33 SQ.FT.1 SCALE: SW= 1' COURTYARD (UNCOVERED 96 50 T 1 b9 50.FT. _ J. 5YKORA, GPBO 3 BRACED RETAINING NALL - TOP OF YVALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION SIDING MATERIAL SIDING MATERIAL BRACED RETAINING YVALL - TOP OF YVALL IS CONNECTED TO FLOOR DIAPHRAGM R 21 INSULATION 0 1- 1/16 05B 055 0 1/2" 5HEETROCK 1/2" 5HEETROGK NAILS OR 5CREW5 J. 5TERLING 3/4" 5UBFLOOR 3/4" SUBFLOOR 2" OG. 5T660 OPTIONAL 4"SLAB " 3 A B G D E F G V Y�I X Y Z ---- A B G D E F G V Yet X Y Z (GARAGE,PATIO) 1/4" _ 1' U.N.O. ' NAILS IN BLOCKING - - LENGTH FLOOR JOISTS LENGTH zFLOOR JOISTS ' (JOISTS PARRALLEL ONLY) ° tu Q RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING G RETAINED WALL FOOTING FOOTING yyALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING ° a° HEIGHT POSITION .. -A55 TYP.ONLY a q WIDTH HEIGHT THICKNESS SPACING 5PAGING REBAR @ REBAR REBAR TRANSV. CONT. REG IF A>4' OPTIONAL 4"SLAB HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING 5PAGING REBAR @ REBAR REBAR TRANSV. CONT. F 8-�S-� a- BOT.L BEND (GARAGE,PATIO) BOT.L BEND Z � /� SIMPSON HANGER 0' - 4' CENTERED a" bn `n '12 NOT bu $ 24" #4 24" N/A 2 #4 F ° 0� - 4' CENTERED p" n u n NOT `u n n /� ° 1 V V L REQUIRED @ @ ( ) IF JOISTS PARALLEL 1 v b � �� REQUIRED v � @ 24 #4 @ 24 N/A (2) #4 IF JOISTS PARALLEL E � -INSTALL"G"BLOCKING -INSTALL"G"BLOCKING il ~ g 4' 1"_ b' 5'1 24„ 8" 6" 56" 48" b" #4 @ 24" #4 @ 24" #4 @ 24" (2) #4 IN(2)BAYS E z 4' 1"- 6' 5" 24" 8" 6" 56" 48" b" #4 @ 24" #4 @ 24" #4 @ 24" (2) #4 IN(2)BAYS. ° © 4"TIGHTLINE z EXT.WALLS ONLY p -5CREW5 OR NAILS A z^ -SCREWS OR NAILS I W a (n - $' Is 1�" 6" 28" 28" $" #4 @ 16" #4 @ 24" #4 @ 16" (3) #4 5"O.G.THRU SUBFLOOR BELow GRADE = a 6' 1" 8' (�" 32" 10° 6" 28° 28" 8" #4 @ 16" #4 @ 24" #4 @ 16" (3) #4 5"O.G.THRU SUBFLOOR A j Q z l� X � w p X ° 18"MIN. J � 4"TIGHTLINE w all" - 10 8Is 42 10 8 18 18 8 #5 @ 14 #4 @ 24 #5 @ 14 (4) #4 �' �" O EXT.WALLS ONLY z S 1 - 10 S 42 10 a 18 ibis 8 #5 @ 14 #4 @ 24 #5 @ 14 (4) #4 �, BELOW GRADE l ., �, ,. n GRY�lLSPAGE J j ,� ,� ., „ n GRAYVLSPAGE W MIN LAP SPLICE=24" 2- MIN LAP SPLICE=24" w tu Z Y ° Z Y ° B n B GENERAL NOTES: -- -- x GENERAL NOTES: NOTE #1 — NOTE #1 SLAB OR FILL-SEE NOTE#1 SLAB OR FILL-SEE NOTE#1 *COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPACE ° * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN CRAWL5PACE * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO 5LAB 15 NEEDED. D • DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO 5LAB 15 NEEDED. D • DRAIN ROCK 4"PERF. � 6 MILL 4"PERF. YB 5. O *ASSUMED 501L BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED 6 MILL VB (EXT.KN-LS ONLY) ASSUMED SOIL BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) PILL REQUIRED o Z IF NO SLAB V IF NO SLAB V ( .vaALLS ONLY) , * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. 0'-4' NONE C * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF kV/25 PSF MAX SNOW. 0'-4' NONE G Z * REBAR MINIMUM GRADE 60. 5'-6' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5'-6' 12" TOE HEEL �+ * CONCRETE MINIMUM fc 2500 psi �1'S' 1s" *A55UMED SOIL BEARING PRESSURE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi �'-s' 1s" 'A55UMED 501L BEARING PRE55URE: 2,000 PSF **ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR W W ALL CALLOUT. q'- 10, 24" **ANCHOR BOLT SPACING - USE LE55ER OF THIS OR SHEAR ALL CALLOUT. 9'- 10' 241' 2 NOT TO SCALE NOT TO SCALE N i►i " 4 RETAINING W W SIDING MATERIAL W SIDING MATERIAL ALL - ALL HAS FILL ON INSIDE 2 CANT. RETAINING ALL - TOP OF YVALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM E NO FLOOR '1/1 b 055 WITHIN 12" PONY WALL l/16 05B V YV X Y Z 2x6 WALL A B G D E F G V YV X Y Z 2 x b WALL ° A B G D E F G L F LENGTH 4"S LENGTH F b" MIN. UNBALANCED WALL FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING L d ° RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING Q W N FOOTING HEIGHT POSITION HEIGHT POSITION V41DTH HEIGHT THIGKNE55 5PAGING'" 5PAGING REBAR @ REBAR REBAR TRANSV. CONT. ° v ° ° ° o ° WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR @ REBAR REBAR TRAN5V. GONT. Z OC `- W m � BOY-L BEND BOT.L BEND R-10 FOAM 0 X (@ BASEMENT PERIMETER ° r la ' � u �� a SEE NOT n n " E � � u u i SEE NOT u " n Q m � tit #4 24 #4 24 N/A (2) #4 ABOVE GRADE AREAS) 0 - 4 CENTERED REQUIRED ° E J -� z di � 0 - 4 CENTERED Q p 18 6 6 6 #4 @ 24 #4 @ 24 N/A (2) #4 � � o 0 1 S 6 6 5HEARWALL REQUIRED 6 @ @ SHEARWALL _ tu 24"MIN. A I- r F- z to x IL < IIa- (n �I 4' 1" 6' 3" 24„ qn 6n SEE NOT o " " n . = o- � u � „ �� �� "'I' V REQUIRED 6 � @ 18 #4 @ 24 #4 @ 18 � �j SEE Nam' 6" 1#4 @ 18° #q. @ 24'+ ##4 @ 18" (3) #4 O 4"TIGHTLINE = Q SHEARWALL (3) #4 w o 4 1 6 5 24 6 5HEARYVALL REQUIRED 1 � z „ „ = fa n „ u n SEE NOT n n n n = 4 s 6" 36" 1 0" 6" SEE NOT 8�� #5 @ 11" #4 @ 24 #5 @ 11 (4) #4 -a z 6 1 - 8 .7 36 10 6 $ #5 @ 11 #4 @ 24 #5 @ 11 (4) #4 - z V SHE,gRyyALL REQUIRED X -1 p SHEARVVALL REQUIRED i n -1 u- X 18"MIN. q w p� 8" 48" 10 G,�� SEE NOT Gin #5 @ 9" #4 @ 24" #5 @ 9" (4) # 5 iO 8' 1" ' 10' V" 48" 10" S" SEE NOT Sn #5 cI" #4 24" #5 T BELOW GRADE Lu w V 5hfE{� REQUIRED V 2"GLR. 5}{EA�L REQUIRED @ @ @ (4) #5 2"GLR. � SCREENED 2"PVG MIN LAP SPLICE=24" GRAWLSPAGE I � Z WEEP HOLES 6'D.G. v MIN LAP SPLICE-2,r Z L CNI Y O 4"TIGHTLINE Z Y o — +�/ � 18"MIN. Q X �- GENERAL NOTES: Z •° ~ (L B—___,}� 24"MIN.FOR GENERAL NOTES: NOTE #1 -- --- -- ----- B �. - 10 WALL SLAB OR PILL-SEE NOTE#1 uj * * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. TIN IN PAC 11.1 COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER —� � FILL OVER FOD G CRAWLS E * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. j] ° G • DRAIN ROCK • COLUMNS F, G, ARE MAXIMUMS. MAY LE55. WHEN NO SLAB 15 NEEDED. OD • DRAIN ROCK v *A55UMED 501L BEARING PRE55URE: 2,000 PSF 5" O 4"PERF. 6 MILL VB 5" — tu * cl ASSUMED SOIL BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED IF NO SLAB 11, O 4"PERF. ` N * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX 5NOW. C V * MAX LOAD =2 RESIDENTIAL STORIES AND ROOF W/25 P5F MAX SNOW. 0'-4' NONE C V V 17— V * 5'REBAR MINIMUM GRADE 60. -b' 12" TOE HEEL� v 0 REBAR MINIMUM GRADE 60. TOE HEEL 111 CONCRETE MINIMUM fc 2500 psi " * CONCRETE MINIMUM fc 2500 psi *A55UMED 501E BEARING PRESSURE: 2,000 PSF p T-S, 14" *ASSUMED 501L SEARING PRE55URE: 2,000 PSF � � � < ** ANCHOR BOLT SPACING - USE LE55ER OF TH15 OR SHEAR WALL CALLOUT. NOT TO SCALE *`ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR YVALL CALLOUT. 4- 10 24 N z NOT TO SCALE •• 1 1/2" GYPCRETE FOR m RADIANT FLOOR HEATING 3/4" 05B - 12" 50NO-TUBE 6 X b P.T. P05T 11 7/8" BGI JOISTS 2 x WALL a Ozo0j ABUbb POST BASE LU iR 21 INSULATION GARAGE DOOR —1 g W R-30INSULATION _ _ A —' 82 (YW-IERE NEEDED) BUCK OUT FOR GARAGE DOOR '�• `�� A gWoo= ono CONTINUOUS BLOCKING � -- o 4' GONG. SLAB OVER 6 MIL �+• w� ,jam =�F�o (4) GRADE 40#4 REBAR 1/2 X 10 A.B. 48 1/2'SHEETROCK VAPOR BARRIER ON �O y1,,�, L Xa�Ww- 2 X 6 5TUD5 16" O.G. Y41TH VERT. HOOKS O.G. W/3 X 3" GRANULAR FILL ��► �,� G' Q 3==� , TOP PLATE. 0 = BEARING PLATE .' 0 1 DOUBLE _~ � „ A.B. 4S" O.G. W/ ILI (4) GRADE 40#4 REBAR 2 X TREATED PLATE z - 1/2 X 6 - - 131�"Z EACH WAY =� 0 0 3 X 3 BEARING PLATE z 1 _ p2U _O 7a7 oZ O TREATED SOLE PLATE _ - QI —�— - ►t. 8�,s(� _ i2 b" X 16" GONG. FOOTINO (2) -- - - - - - -� � - -- - - - -- sII ICI gr Z z �oZ (�) #4 REBAR GONT. 1 -6 rim%�o GRADE 40 # 4 HORZ. REBAR (2)GRADE 40 8 Z~ G G �o�x N ISTURBED SOIL MAY VARY-PER PLAN " U D 16 #4 0 ��m� 6 MILL VAPOR BARRIOR LL 15 �e9R„ STa��c,'t i u— E AA,s rjps�4 --__ OWNER APPROVAL INITIAL; PAGE: S STRIP FOOTING & PONY YVALL T POST FOOTING 6 THICKENED FOOTING TYPICAL IFOUNDAMON VVJ.L !@ GARAGE DOOR SCALE: 1 " = 1 ' SCALE: 1" = 1 ' 50ALE: 1 " = 1 ' SCALE: 1" = 1' OF: 30 LB FELT OR SUITABLE BARRIER TTO BE USED BETYSIEEN Q-D 8 CA-5 TREATED HALL ER AND &ENEFR*AL NOT ""-5 J. SYK ORA, CPBD 79'0 HILL SEAL DECK FASCIA 5/4'COMP.EXT.MAT. 1.ALL 0104EN51ONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. = 19'-61/2" - 13'-11" - - 1r-61n" 7-0• r • I - I b � 6 x 6 POST TO FOOTING 2.ALL HEADER MATERIAL TO BE 4 x 1 O D.F.#2 U.N.O. 1 J. STERLING I I ABOVE DECK OUTLINE I _ Wx 12"Pr.DECK BEAM 3.VERIFY HEADER HEIGHTS WITH SUPER. 2'-0" ►i F 2' TOP -12 3/4"(SOT.OF DECK JOIST) 2_0" -WRAPPED L� Z 4.ALL EXTERIOR WALLS ARE 2 x 6-16"O.G.STUDS,UNLESS NOTED OTHERWI5E. 1/4�� 1' U•N.O. IV o f 0 4 LL o s I o I s 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. w in I< 8-18-17 z Simpson Strong-Tie -r �- C I 2 x 12 JOISTS 16"O.G. I u b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER IL IT511.88 ° TO BENDTABAND V I -Z I DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR FA*NAILSSTENTEN I local n W - - - - - - - -- - LOCATIONS. 1/2'NAILS WHEN - WEB STIFFENERS 20'-0" D _ ARE NOT USED F OVA MING NOTE5 - - J D b x 1Y P.T.DECK BEAM r I I I " z TOP PLATE HANGER I I TOP�-tz 3/a•(SOT.OF DECK J015T) _ I I 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. -WRAPPED I I I = I I FARING TI I I I 2.COORDINATE W/MECH.8 ELEC.FOR LOCATIONS 8 51ZE5 OF FOUNDATION/SLAB/JO15T5 U) NOT TO SCALE r D ( I E � I r E I r'', O5T(2-�) D I I D BLOGKOUTS. W �� BEARING TO , 11 7/8"BGI 60001.8"I"JOISTS 16"O.G. 11 'UB"BGI 60001.8 T,JOISTS 1 b O.G. 11 l/8"BGI 60001.8"I"J015T5 16'O.G. 12 FD FLOOR DIAPHRAGM I I I 12 FD FLOOR DIAPHRAGM I 4 I 05T'2-2x) 12 FD FLOOR DIAPHRAGM y I 3.FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR SCHEMATIC DESIGN ONLY.MANUFACTURER 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO I ( I - 16 - - - - THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND 1 E B ( I I b INSTALLATION. I I � Floor Joist Blocking per IRC 502.1 ( I q I I I 4.ALL TRU55 TO TRU55 8 TRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. (Seismic Design Categories 01 8 02) I I I I ' BGI Joist I I j ! I I in'. I I 10'o" ( ( g I S.FLOOR SHEATHING TO BE 3/4"GDX OR 05B STURDI-FLOOR TBG,GLUE AND NAIL YVl RING SHANK n Blocking \ I I I I BEARING TO' BEARING TO - - - - - - - A4 - - Ws O W EDGES 8 12"IN THEFIELD.FACE GRAIN PERPENDIGULAR TO SUPPORT5.ROOF D I- e i ° POST(4-2x) POST(3-2x) SHEATHING TO BE 7/16'05B OR EQUAL. EARIN&TO I I I I Po5T(3--2x)- - - - I m 4 6.PROVIDE 50LID BLOCKING IN THE JOIST CAVITY BENEATH ALL P05T LOCATIONS AND X \ I 1'_0 1O" b'-3" e'-9" 3'-91 M'1 ` J I ( I 6- BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR H-IOLDOWN LOCATIONS. ff- e BEARING T 11 -1/8"BGI b000 1.8"1"J015T516"O.G. r m A4 P05r(2-2x FARING TO 12 FD FLOOR DIAPHRAGM \ I B Po5T(2-2x) ' I oo D T PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE _ THERE 15 A LOAD BEARING YVALL ABOVE. o "v W-11 1/2" it 1 1 Posr(3 2x) I 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. J 51MP50N HANGERS - - - - - - - - 51MP50N HANGERS - -BEARING,TO - - - - -51MPSON HANGERS - - - InB'�n9 A 5 s A 5H' P05T(2-2x) A 5 I 9.INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS AS WELL _ A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. g 51MP50N HANGER TYPE5 (WALL OR BEAM) Nailing per local 3._0" - - - - 1 - -"' - - - ABOVE BEARING - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - code provisions ( I A5 POST (3-2x) L- I L_'TTO80PO BEARING,� I ( 4 r- - - - - - - - - - - - - - - - -1 I I MARK TYPE 5IMP50N HANGER MODELS E CONTINUOUS BLOCKING o i j I - - - - - - - - - - - - - - - - I - - - -- - - - - - - - - - - - - --I ° - - - - BEARING WALL - _ _ NOT TO SCALE � i I BEARING TO UP BEARING TO BEARING TO 1. AG/AGE 4. RTC, POST(3-2x) POST(2-2x) I 1 j-POST(2-2x) ( r - - J I 5H 1 POST GAP 2. LGE 5. GGQ ° �} f , v mn I ;7gEA5RNG(3-2x) BEARIN 1 J L 7JLP92T_ m I I I BEARING YV4LL � ° Face Mount - _ - - - - - - - - - - - - - - - - - - � I I I I 5H2 P05TBASES 2.ABA `�BEARING TO BEARING TO '' BEARING YWJ L- - POST(3-2x) P05T(3-Z0 Q 2 Joist hanger in - - --� I-- - I I I I r - _ 4) n BEARING TO _ 3.ABW z w I P05T(2-2x) i - - - - - - - - - - - -. - L- - Ir I I I I z Q m �I d � TRU55 SEISMIC 8� 1. H2.5A d X m HURRICANE TIES 2. H1 w 14 �z En Z = m 1. HGA10 IL 4 IL 3: I ( I SN4 EXP. BEAM SEISMIC n 8 HURRICANE TIES I m , 60'-0" I-JOIST & BEAM 1. ITS 4. BA Lu ® I I I I I (J I SH5 HANGERS 2. MIT/HIT 5. JBA V }: -Versa-Lam or Boise GwLAM Beam: { 3. IU5/MIU Beam uAdth shall exceed ( ( I I Q Z `- 2x specified hanger nail length L - - - - - - - - - - ( �,-0" S� FACE-MOUNT 1. w5 Z LL � CV I I JOIST HANGERS 2.Hu5 - W d3 J015T TO BEAM ,-�_�'-0 - b'.�_��-�" 52'-0 3. Mu5 z _ .Cc G GLULAM BEAM AND ' b r 12 FD FLOOR DIAPHRAGM 1. HU 4. HHGU lLl NOT TO SCALE I r- - - ._ - - - - - - - - - - - - - - - - - - 1 ( •5HEATHING.WITH JOISTS AT 24"OR 19.2"OC, USE MIN.,24 OG RATED, APA 5TURD-I-FLOOR; EITHER 3/4"5PEGIES GROUP 1 SHl DOUBLE-5HEAR 2. HUG (USE OFFSET LU \!) I I I I OR Iffin SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. JOIST HANGERS 3. HUGQ HANGER FOR V v SHEATHING:WITH JOISTS AT 16 OG, USE MIN., 16 OG RATED, APA 5TURD-I-FLOOR, MIN., 19/32 THICK. MAY BE 055 OR EDGE OF DECK) Q LU PLYWOOD. W F- I I I I 'SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) �- -ORIENT SHEETS CONTINUOUS OVER TW0 OR MORE SPANS,WITH THE LONG DIMEN51ON ACROSS SUPPORTS. v •NAILING: GLUE,AND CONNECT WITH 100 RING SHANK NAILS OR#9 5GREW5,AT b" EDGES, 12" FIELD. LU �- V 'BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS(BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. � V SLABS Q LU I I I I on 0� I I I I 5UBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL, COMPACTED TO 95% RELATIVE COMPACTION. IT 15 STRONGLY (L \ m�0> I I I ( RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTECHNIGAL CONSULTANT. I I I UNDERSLAB INSULATION: MAY USE XP5 OR EP5 RIGID FOAM WITH MIN,25 PSI COMPRESSIVE STRENGTH UNDER SLAB. Cn IF USED, PROVIDE AND INSTALL PER MANUFACTURERS RECOMMENDATIONS. SLAB THICXNE55: USE 4" MINIMUM. GA lj I I ( I REINFORCEMENT. USE ANY OF THE FOLLOWING: �C ►' WAS l�► - MINIMUM#3 REBAR.AT 24"O.G. EACH WAY CENTERED IN SLAB. � d� 4 -WELDED WIRE FABRIC, MINIMUM W2A X, b X b(6 Ga.)CENTERED IN SLAB. SPLICES OVERLAY 8" MIN. 1, ,fit► Gi Nail Boise Rimboard ( I I - FIBERME5H PER MANUFACTURERS RECOMMENDATION. irz X 10"A.B. 480 O.G. YW So kr ® ( I I_ - I -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC YARD. X 3" BEARING PLATE to BGI joist I(Ath Bd I ( 1 ( CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE=8'O.G. EACH WAY. THI5 15 A NON STRUCTURAL ITEM AND MAY BE CHANGED 03� nail into each flange. OR OMITTED BY OWNER. 1 1/2" GYPGRETE FOR (1!/ o I I I I VAPOR BARRIER: USE MINIMUM b MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. RADIANT FLOOR HEATING +"- 2 o� 0 I I I METAL FLASHING BETWEEN 3W 05B SUBFLOOR 7 O N o RIMBOARD 4 m I i g I I I 4" GONG. SLAB OVER 6 MIL VAPOR a �j,"_ Q,", q gf E. NOT TO 50ALE I I I I BARRIER ON GRANULAR FILL i��INSULATION t ! ' t� _ ° o �o i �- w < ( ` I 1111/8"BGI FLOOR JasT - o ZW° z 15 f;wt. ca�.cc'x �. LU 1 9z10 ° NWT 8 CON��tE-YV14LL 51MP50N wwsER iIf` � !o=�� I I I ( BARRIER BETY4 N WINGER _ TIE,M,S �`}i L� . z.9?-z AND STEWI+IALUS LL SIDING rnEK HOUSE WRAP ) , Yv"OR K)OTI NG Z o LU si$��g I I I I TO BE fit.TO 1/A4 #4 VERT. "L"RE MR Orr o_O. z AtREAtrJ In 0 g o n d 24 MIN.CRAVAWAGE g DED 2 X BLOCKING FOR DEPTH '1/16 05B SHEATHING „ ` m m ii 1 1/2'GYPGRETE FOR RADIANT FLOOR HEATING I I I I a z z DECK PLANKING FLASHING Fz � ry MAIM FLOOR 2,091 SO.FT. CQ � SIMPSON ZMAX LU5210 t 1 Mir i ir 2 X 12 PT.JOIST 16'O.G. I I i I I (Z)GR `+ 40*4 01 W �o ,. BASEMENT 1,290 50.FT. ~ y= HORZ. REBAR li DTM� STORAGE / UTILITY 233 50.FT. OWNfRAPPROVAL a l FA5TEN2XPTLEDGERWITH I ( b MIL. YAJWR IOR SOLID 2X BLOCKING AT (3)ROWS OF 1/4-X 4 1/Y SD5 I ( I I f LATERAL LOAD CONNECTION SCREWS®16"O.G. `-- - - - - _ O 2 X 10 TREATED DECK LEDGER I ( I I INITIAL: (2)#4 HOI�Z. REBr�R GONT � TOTAL LIVING AREA: 3 614 SQ.FT. PAGE: - GARIAG E 954 SO.FT. SO JOISTS MAY RM PERPENVKAXAR TO DIRECTION SHOM. I I I I NOTE-FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON F1NAL GRADE COVERED ENTRY 144 SO.FT cz DECKHOUSE CONNECTION I i - - - - - - - - - - - - - - - - - - - - - - - COVERED DECK 624 SO.FT. OF. SCALE: 3/4" = 1' a e e � � � ° � _ TYPI CAL AL W FOUNDATION NALL @5LAB TO JOIST- OPEN DECK 'SCALE: 3/4": I' 33 SO.FT. COURTYARD (COVERED qsa 169 5Q.FT� RED b WINDOW SCHEDULE FLOOR PLANTNUMBER QTY FLOOR 512E WIDTH HE16HT DESCRIPTION W01 1 1 60M0 12 " qb " PATIO DOO J. 5YKORA, CF50 W02 1 1 3610 42 " 54 " PIG. TEMP. SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED F ?A X 2q EXS FAscv. W03 1 1 3610 42" 54 " PIG. TEMP. BUILT-OUT PILLAR" 19'-b U2" — 13'-11" _ _ 1T-6 1/2 Vr_o* 161-0" 2'-0' IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA b X b CENTER W04 1 1 4050 4b " 96 " PIG. TEMP. — — — — — — — — — — — — — �T UT14 F ' — xx C GI G ACCESS TO EAUi SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, J. STERLING W05 1 1 3610 4,211 M4 " PIG. TEMP. � 6X6GE R e bXbGENTER BUIItDING V`IIRiNG AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE 3 1 0 0 1 REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE WOb 1 1 100M0 120 " 96 " TRI. PANEL PATIO DOOR I I ABOVE DECK JOUTLINE I`" I L I \ I DETIEGTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. WO7 1 1 40M0 4M " q6 " PIG. TEMP. qcp WOM 1 1 4060 4M " q6 " PIG. TEMP. 2-d' -I 2- I L--0 — J 2 1/4" = 1' U.N.O. o `SHELF AND HANGING ROD. ie W09 1 1 40M0 4M " qb " PIG. TEMP. W10 1 1 4060 4M " 12 " PIG. _ W11 1 1 4060 4M " 12 " PIG. o 12 DECK 12 w W12 1 1 4060 45 " 12 " PIG. _ 204 SQ FT � 3 BUILT IN SHELVES. 8-18-1� z W13 1 1 2010 24 " 54 i B. AWN. TEMP. W 14 1 1 3050 361, 601, GA5E. 2 "--�- 4'-0" �, 6 a•o" �, —a'o"---I--2 6" W15 1 1 3050 3b " 60 " PIG. CABINET— --W42 4060 PIG. W43 4060 PIG. W44 4060 PIG. -OWNER CONTRACTOR TO VERIFY. / W16 1 1 3050 361, 60 .1GA5E. 2•_q" T-0" ;-; T-o" 9" - Z - - - - - - - - - - - - - - - - 1 1 1 60M0 12 " q6 "W1 PATIO DOOR — -W39 7050 5L.-- — — —W401050 SL.- — _ - 7 I 4X6 Q 96" 4 96" 4X6 ®�" — " o EGRESS WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRESS 5.7 W1 M 1 1 3610 42 " M4 " PIG. TEMP. _ _ _ _ ❑� W 1 q 1 1 3610 42 " b4 " PIG. TEMP. I — — — I I in I I v i� I I FilSQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO SE 20"WIDE AND 24" Z N �� cs C. — X1 qb c X1 96' ry csi cs� HIGH. SILL HEIGHT MAXIMUM 44"OFF FLODR. W20 1 1 3610 42 M4 PIG. TEMP. I '6 ,6 I 4X6 ( I 0 W21 1 1 3010 36 " M4 " 5H. TEMP. ro '� ❑ o o I _ I 6ro 6T� - - - - - - - bo o - „ „ R o BEARING TO I R I Rb WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH W22 1 1 2660 30 12 B. AWN. Vh P05T(2_N) I I � Uy Uy I I A5 A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS. W W23 1 1 3014 36 " 161, PIG. I I I I I I BEARING TO V424 1 1 3014 36 " 161. PIG. POST 13 0 m (2-24 w I I 4x6 I I Q I 1 i I F.A.U.ON 18'HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/6"T&G PLYWOOD. W25 1 1 3014 36 " 16 " PIG. o EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE'x"GYP.BD. NO FURNACE W26 1 1 3014 36 " 161, PIG. I I BEDROOM # 1 I 3 0" '+" T-0" W41 7050 5L — - — — — — -- — — — — — — — — — -- aBEDROOM, SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A W21 1 1 MOMO q6 96 PATIO DOOR "QI I 2-15 5Q FT I ( RIII ( ( I BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING 5PAG£IN _ W2M 1 1 4010 46 " M4 " B. AWN. I I 10'CEILING FRONT OF FURNACE. W2q 1 1 4010 4M " M4 " B.AWN. „ d 5 I I I I I t & ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE m W30 1 1 4010 46 M4 B.AWN. I I ❑ f INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES X W31 1 1 4026 4M " 301, PIG. RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, A W32 1 1 4026 4M " 30 " PIG. I y I BEARING TO P �(3 I I — — — — — — — I —I— — — — — — — — — — — — —I— I a END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE I W33 1 1 4026 4M " 3011 PIG. POST(4 STRAPPED WITHIN UPPER 10 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN 2 W34 1 1 3010 36 " M4 " B. AWN. TEMP. BEARING To I T-11 1/2" 3'-91/2" 4'-31/2" 3'-91/2" q I I I o POST(3-zx) EARTHQUAKE. W35 1 1 3010 36 M4 B. AWN. TEMP. 1 I I I 4 PDE DRYER VENT TO EXTERIOR. PROVIDE RECE55ED HOT&GOLDSHUTOFF W36 1 1 3010 36 " M4 " B. AWN. TEMP. X1 RAOVI@ gp" _ BEARING TO _ J' L _ — — — — — — — d J 24r m CONTROL VALVES&WASTE AT WA5HER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL 5.5 x 15 DROPPED FLOOR BEAM —BEARING WALL— —POST(2-2<) COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF W31 1 1 3010 36 " M4 " B. AWN. TEMP. i � — — — — — — — BEARING TO _ ® � � _— -TOP®,z,va" N Q W3M 1 1 2010 24 " M4 " 5H. TEMP. — o o — FO5T(2-24 THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR W3q 1 0 7050 54 " 60 " 5L. - - 3W X 4V —' BEDROOM # 2 FAMILY ROOM p BEARING TO EACH 90-DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF i UNFINISHED BASEMENT POST(5 I I - W40 1 0 1050 M4 " 601, 5L. I n— CLOSET m u► Z ® SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. W41 1 0 1050 M4 " 60 " 5L. 23SaFT — 2 = _ -'" Q,_ - - — - - - 1125QFT - - - - - — - - - - - -44M5QFT- - - - - - - - - - - - - - - - - 6455QFT - - - - I �, —m � — —BEARING TO — N SHOWER 10'CEILING 10'CEILING POST(2-24 m 10'CEILING MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE W42 1 0 4060 4M 12 PIG. W. INSTALL RADIANT HEAT zoN r, I I ( PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 W43 1 0 4060 4M " 12 " PIG. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - °°- - - N s"oKe — -- — — — — — — — — — — — — — — — — — — — — O- — — —I— ( G.F,M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENABLE WINDOW W44 1 0 4060 45 " 12 " PIG. 3'-0 ABOVE BEARING r- -I o a I - P BATH _ TO POST(3-2.) OR OPENING INTO THE BUILDING. MINIMUM DUCT 512E IS 4 INCHES_ DRYER,KITCHEN, W45 1 10 12060 124 " 112 " I B.AWN. I m 5G 5a FT 4 68� o Co m ® 3111 X 11 T/8"WL FLOOR I I AND BATH FANS TO BE 5EPERATELY VENTED TO THE OUT5IDE. INSTALL DUCTWORK m m in 10 CEILING 10 28b8 ❑ 1 ABOVE BEARING a pQ.. p BEAM-WT. 121 1/e- PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE HEADER5GHEDULE •' I �® l - —�_ ¢ �" ODE' TOPoST(3-ac) � I I I CONSTRUCTED NONCOMBUSTIBLE VANDONSILL 0 0 266 0 �? iGL05ET L MATERIALS. APPROVED FLEX `� x I I Ixi CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH EN6INEENS .? I —�N 22 5a FT 2 N MARK SIZE/TYPE FRAMING MARK v i 1 BATH — �id"LEIL1Rb— n — 1 RISE_7 a16" —n a ( `10 fl y, I — — — — RUN= — — _ — — — — — — r+ I I— — n m I I I DOMESTIC DRYER EXHAUST. n 38 Sa FT 4X6 Oi — — — — — — TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH END. O BEARING WALL O A5 ALT.,MAY USE FG4 FOR 4X OR FG6 FOR bX WALLS. 20 1 I _ `4 — — — — — — — — — — — — _J -(2)2 X 6 HF#2 o O Q, 4'-11 112" V-21/2" 3'-b" r 4-l"— .t.4" BEARING TO U B NG TO o BEARING TO ( I r I 2'x 3T MIN.ATTIC ACCESS TO BE ACGE551BLE WITH UNOBSTRUCTED HEADROOM. O KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. z F� 1'-10 1/2" N P05T(1-ac) 4X6 OR PL.TO PL.HTS GREATER THAN 17,USE MIN.,(Z)2X EACH END. 1 7ATH _ 4X8 �a p T(2.N) POST(3-Z>v J FRAME OUT ACE55 HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" O -4 X b HF#2 6 m :y A6 4q 5a FT i i 10 CEILING ,Q HALL PL.TO FL.HT5 LE55 THAN 12',OPENINC75 WIDER THAN 5',USE MIN.,(2)2X EACH END. uS O 'z I 1 I I— — — I J; I ❑ PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- U PL.TO PL.HTS LESS THAN 17 OPENINGS 5'WIDE AND LESS,USE MIN. 1)2X EACH END_ m o 10 G"X 11 1 7 f- 3 1/2"X 11 718'LVL FLOOR BERM-BOT 121 1/8 FARING TO I - O STRIPPED OR SEALED TIGHT. L TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH END. µ I (BEARING WALL ABOVE) 1" aa — — — — — — — — `t- —I— — KITCHENETTE(ROUGH IN) o Iz I I I 05T(3 ac) - - - - -1 - - - - - - - - AS ALT.,MAY USE FC4 FOR 4X OR FC6 FOR 6X V4kLL5. 21 H m EN&SPEC.FLOOR BEAM x O -(2)2 X 8 HF 1I2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. I I FREESTANDING TUB �� ( G d 10'CEILING I POST 0-zo 9'-11" m '"0 1 I TOP 0 121 1/8--DROPPED I I GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. 4X8 OR FL.TO PL.HTS GREATER THAN/7,USE MIN.,(2)2X EACH END. o o 4x(& a VV 1 _ I — — - BEARING YYALL- - _ _ — — — — — - -4 X 8 HF#2 PL.TO PL.HT5 LE55 THAN 12',OPENINGS WIDER THAN 5',USE MIN.,(2)2X EACH END. it _ 12 INTERMEDIATE RAIL SPACING SHALL NOT V PL.TO PL.HTS LE55 THAN 12' OPENINGS 5'WIDE AND LESS USE MIN. 1 2X EACH END. — — — — — — — — — �A - - �8 I ( BEARING TO BEARING TO + ❑ ALLOW A 4"DIAMETER SPHERE TO PA55 THROUGH PER I.R_G.SECTION 312.2. Q BEARING WALL _ 1 _ _ 1 POST(3-7c) POST(3-2x) L TRIMMER USE(2)2X EACH END H I HWH BEARING TO -1" A6 4X8 �� R6 I= I 1 1 m u- �/ (n m 4X12 -4 X 12 HF#2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. OAT l2 �) o PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR Z 111 OR FL.TO FL.HTS GREATER THAN 17,USE MIN.,(2)2X EACH END. I I ❑p GA5 APPLIANCES T vc �'— — — — — — — — — — — -'- — CLOSET I'r b TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO - Q m r X1 -b X 10 HF#2 PL.TO PL.HT5 LESS THAN 17,OPENINGS WIDER THAN V.USE MIN.,(2)2X EACH END. FAU V PROVIDED WITH DEDICATED m o 9 — — it m m 7o O O - 1 MANUFACTURERS SPECS FOR MINIMUM REQUIREMENTS OF NOWCOMBUSTABLE Q ' PL.TO FL.HT5 LE55 THAN 12'.OPENINGS 5'WIDE AND LESS,USE MIN.,(1)2X EACH END. I I COMBUSTION ON AIR Y ENT VENTING OR I I i,I *� *� � n` _� I I ( I � m by ❑ SURROUND W O TRIMMER USE(1)2X EACH END 24 H I I I I ~m+ 1 1 I I L — — — — — — — — —� _ x 5 ROUND&HEARTH MATERIAL. (� z m v z N -(2)2 X 10 HF#2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. 11'-1 1/2" w 4'-10 1/2" J J -I m X1 OR PL.TO FL.HTS GREATER THAN 17,USE MIN.,(2)2X EACH END. m n X HF PL.TO PL.HTS LE55 THAN 12',OPENINGS WIDER THAN 5',USE MIN.,(2)2X EACH END. I I w I I I • I IGARAGE FLOOR SUFACES SHALL BE MIN.4'CONCRETE. SLOPE CONCRETE FLOOR MIN O -4 10 #2 IV PER 12"TOWARD5 MAIN VEHICLE ENTRY DOORWAY � � � < IL m �I HT L THAN 1 ' OPENING5 5'WIDE AND LESS,USE MIN.,2X EACH END. m< �41 Z OR TOWARDS FLOOR DRAIN. -PL.TO PL. 5 E55 Z, �J II UTILITY °� �� I I - - - - - - - - - - - - - -- - - - - - _ p * ( I 231 5Q FT j I W. 14'-0' 18'-0" 10'-0" — —— — — — — 15'-0' — — —— —— — 3�-0" rq5 TEMPERED GIJ55 1/2" 5HEETROCK 10 CEILING �W - Lu — n ( I CONCRETE 5LAB FLOO,�W ly ( m 60'-0" 6" CONCRETE WALL I ( ( I I I 1 b MIN.FIRE RATED DOOR. R-21INSULATION I i I ( L � Q z 2 X 4 WALL 6" FROM CONCRETE ENERAL NOTE5 _ Lu Z IN BUILT OUT ONLY IN FINISHED AREAS I L N d3 I I bo'-0" i.ALL OMlNSIONS AIRE TO FAGS OF STUD UNLESS NOTED OTHERWISE. � � !� � LL DI-Gu ('� V 1/2" YVEDGE ANCHOR 48" O.G. 41 2•ALL HEADER MATERIAL TO SE 4 x 10 D.F.#2 U.N.O. z 0- &17NOTE:VERIFY ALL HEADER _ o , 2 X BORATE TREATED PLATE I — ` — — — — — — — — — — — — — — , I HEIGHT5 WITH SUPERVISOR 3.VERIFY HEADER HEIGHTS WITFI SUPER. � �A I v I ( I 4.ALL EXTERIOR WALLS ARE 2 x b-16"O.G.STUDS,UNLESS NOTED OTHERWISE. V V Q ENERGY CREDIT 1a a I I I EFFICIENT BUILDING ENVELOPE 5.ALL INTERIOR WALLS ARE 2 x 4-16"D.G.STUDS,UNLESS NOTED OTHERWISE. ~ r"� V i_ TYPICAL FURRED OUT I I I I -FLOOR: R-WI8 V MALL IN BA5BMBNT I ` I I I -FLOOR:=R-38 INSULATION b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER -SLAB ON GRADE-R-10 ENTIRE SLAB � O 1 I I ( I DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR SCALE. 3/4" = 1' I I I I m ENERGY CREDIT 2a LOCATIONS. O Z I I I AIR LEAKAGE CONTROL&EFFICIENT VENTILATION I I I I -AIR LEAKAGE:3.0 AIR CHANGES PER HOUR FRAMING NOTE5 -WHOLE HOUSE FAN PER SECTION M150"1.3 < m I a I I I 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. I I ENERGY CREDIT 3a 2.COORDINATE Wr MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOIST5 I I HIGH.EFFGIENGY HYAG EQUIPMENT BLOGKOUTS. GAS FIRED,PROPANE,OR OIL FIRED TYPICAL HEADER FRAMING `? BOILER WITH MINIMUM AFUE OR C14%. S.FLOOR J015T OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR 5GHEMATIG i I I HEADER LESS THAN 5' HEADER MORE THAN 7 WINDOW Yrl6r iPOST WNDOW Y'#S'POST DP516N ONLY.MANUFACTURER 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO z THE OLMMING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND L I ENERGY CREDIT 5c INSTALLATION. < 1z, $z o I I EFFICIENT YVATER HEATING o o L< o�wrc U-UO I -GAS FIRED,PROPANE, 4.ALL TRM TO TRUSS&TRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. (1 W I a I WITH MINIMUM EF OF 91%. i� -0. 5.FLOOR SHEATHING TO BE 3/4"GDX OR 059 STURDI-FLOOR T&G,GLUE AND NAIL"RING SHANK *L o zz mw0lLtiwse 8d's 0 WEDGES&12"IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF IF, "'m cn�sswrwa. ofKIMSTum mnm+HER a _ o HMW ewa+ro TOMMTo 5HEATFNNS TO BE 7/16"056 OR EQUAL. O w evrtoNnaaE sarta+ruTE a FROMTO SnAls � TO 6.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND >0 w rumm 0o� m q BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. ' w I'F i I I W!=w 7.PROVIDE BLOCKING BETWEEN I-JO15T5 AT INTERIOR BEARING LOCATIONS WHERE w 3 a I I ( I THERE 15 A LOAD BEARING WALL ABOVE. �a a o$ �&W°o I Q ( I I O ALL CONNECTIONS TO BE SIMPSON OR EQUAL. a W$W o�szo� 3 4 NOTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE cONNECTIONS As WELL z z o� W i N DOIN FLASHING INSTALLATION AIS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. Lu a 11 z» I I I I 5TEP # 3 STEP# STEP # 1 -LAN AREA5 1-9°_8 n e � "�wf0 . (�jl L7 � I I I ( -�� � �?�Z 'a, was 1"Mini am =❑� MAIN FLOOR 2,091 5Q.FT. l� z04 ? z or �► r ,�+'' I I I I ' E BASEMENT 1 ,290 5Q.FT. _ �IIe► I I I ( (�I f STORAGE / UTILITY 233 SO.FT. OWNER APPROVAL - 2"T3 I I I I STEP A- , ', ❑ TOTAL LIVING AREA: • I I I I �-INSTALL TYVEK HOUSE WRAP : T : i 3,614 5Q.FT. INITIAL: GARAAGE PAGE. g�r8�1 I I I I STEP B- >' �I54 SQ.FT INSTALL TYVEK TAPE STEP°A- '�"� I I ( I ,� COVERED ENTRY 144 50.FT. u�Ilrs &W It I I I I I INSTALL TYVEK AFlWW L- -- - - - - - - - - - - - - - - - - - - - - - - - -J I 1 ' sTE>'B GOVIERED DECK 6A. «I,LE1� s �4 a a 624 SQ.FT. OF: - IN VYCORAGRO55 WINDOY�i 26'-0" OPEN DECK 33 5Q.FT. T>✓M,s l+j l.."y . STEP A-INSTALL WINDOW a�YtFGOR TAPE STEP C- (COVERED 11 5Q FT) INSTALL TYVEK FLEX V~IN KNOOW CORNERS GO U IRTYARD (UNCOVERED qb 50 FT) 1 b9 50.FT FELT OR SUITABLE BARRIER T B GENERAL NOTE5 TO BE USED BETWEEN HANGER AND J. SYKORA, GPBD AGG-D&GA-B TREATED SILL 19'-6 1/2" 1/2" 16'-0" 2'-0" 79'-0" 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWI5E. 13'-11" 1T-6 10'-0" SILL SEAL o DECK FASCIA SW COMP.EXT.MAT. _ DECK FASCIA5/4"COMP.EXT.MAT. - - - - - , 2.ALL FIE�RDER MATERIAL TO BE 4 x 10 D.F.#2 U.N.D. J. STERLING 5H1 5H7 5H1 0 WE 0 1 b x b P05T TO FOOTING �° - 5 1/2"x 17 GLB DECK BEAM-TOP j 1221/2" 5 7/2"x 12"GLB DEGK BEAM-TOP 122 1/2 < I 3.VERIFY HEADER HEIGHTS WITH SUPER. WRAPPED 2,_D -WRAPPED ' b x PO51 O FO ING b P TO F NC n a 4.ALL EXTERIOR WALL5 ARE 2 x b-16"O.G.STUDS,UNLE55 NOTED OTHERWISE. 1/4 U.N.O. 2 x 12 JOISTS 16"O.G. s LL q 5.ALL INTERIOR WALLS ARE 2 x 4-1 b"O.G.STUDS,UNLESS NOTED OTHERWISE. Q s I lu � Iv, 8-18-11 z Simpson Strong-Tie ;_ ;= I ( b.PROVIDE BACKING IN ALL 5ATHROOM5 FOR TOWEL BARS,TOILET PAPERQL ITS11.88 DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR 5 AND ETN wmt�oaxt I ( I" - , - - - - LOCATIONS. 1/7 NAILS WHEN WEB STIFFENERS I 5 P5 D ARE NOT USED (zE - - - - - - - - sHb - - -I � I � D �_. ht L z 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. TOP PLATE HANGER I - - - - E E - - - - - - -_ _ _ DECK FASGIA5/4"COMP.EXT MAT. FARING TO - _ i- I 2.COORDINATE W/MECH.&ELEC.FOR LOCATIONS&51ZE5 OF FOUNDATION/SLAB/JOIST5 (n NOT TO SCALE I I I I o 05T(2-2x) ( BLOGKOUTS. W 1 b"x 17 P.T.DECK BEAM BEARING TO P05T(2-2x) 3.FLOOR J015T OR ROOF TRUS51RAFTF-R LAYOUT SHOWN HERE 15 FOR SCHEMATIC § -TOP®122trr-WRAPPED I I I I ,� II I I II I I DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO 11 9/16" I 11 We BGI ,0001.8"1"J015T5 16"O.G. I 2 x 12 JOISTS 16 O.G. THE BUILDING DEPARTMENT FOR APPROVAL PRIOR To THE FABRIGATIONAND co I E I I i ( 12 FD FLOOR DIAPHRAGM I _ INSTALLATION. � 4.ALL TRUSS TO TRU55&TRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. Floor Joist Blocking per IRC 502."f I ( ( I I (seismic Design Categories 01 &02) SIMPSON HANGERS I ( I S.FLOOR SHEATHING TO BE 3/4"COX OR 055 5TURD1-FLOOR T&G,GLUE AND MAIL" SHANK x BGI Joist 11 "1/8"BGI 60001.8"1' JOISTS n 12 FD FLOOR DIAPHRAGM BEARING TO 8ds 0 6"EDGES&12'•IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF Blocking ( ( I SEARING 4-�) - 51MP50H HANGERS P05T(3 2,0 E 5H6 I- - - D SHEATHING TO BE 7/16"OSB OR EG2UAL. POST 1 -y�r 1 G I BEARING TO 5.5 x 15 GLB FLOOR BEAM 1 PoST(3-ac)- 6.PROVIDE SOLID BLOCKING IN THE J015T CAVITY BENEATH ALL P05T LOCATIONS AND L WRAPPED Q 1 I BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. 16•-0 1/2" 31/T X 11 7/8"FLOOR SEAM 1/2 13'-7 1/2" 1 T-177 " I ( ( 17RBEARING TO BEARING T (-' - 5.5 x 15 DROPPED FLOOR BDEAM BEAM - BEARING WALL P05T(2-2x BEARING TO n -TOP E 1 F v: B 'i.PROVIDE BLOCKING BETWEEN[-JOISTS AT INTERIOR BEARING LOCATIONS WHERE -' - - -- POST(2-2x) ® _ THERE IS A LOAD BEARING WALL ABOVE. s I I o BEARING FROM BEARING TO I 5 D B G t SIMPSON HANGERS r0; 4 ABOVE TO BEAM I P05T O-Z0 1 m •' - .ALL CONNECTIONS TO BE SIMPSON OR /DUAL. 8 EQ " 6 Intermediate ni P05T(2 ac) 11 7/8"BGI 6000 1.8"i"JOISTS 16 O. m 9.INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS AS WELL Bearing - - - - - - - - _ - - - - - - - 12 FD FLOOR DIAPHRAGM °o t- - o _ A5 FROM TRU55 OR RAFTER TO BEAM CONNECTIONS. (WALL OR BEAM) Nailing per local ABOVE BEARING code provisions TO P05T(3-zx) r �a >^� I SIMPSON HANGER TYPE5 I (' I I �? m 10 31 rr X 11,ro LVL FLOOR ABOVE BEARING BEAM-SOT.9121 1/B" D oo r L TO P05T(3-2x) O Q o I J - -- - � SIMP50N HANGERS LL o n X� ' � G n MARK TYPE SIMPSON HANGER MODELS CONTINUOUS BLOCKING D -_ - B - - - - - x n i ii o ", 5H, � O^�c I BEARING WALL _ I 4'-0 1l2" 8'-3" 4'-41/2" 11'-1 1/2" � DROPPED AREA Fort 1 1 13 1.AG/AGE 4. RTC, NOT TO SCALE � I BEARING TO BEARING TO RADIANT HEAT PIPE DROP _ m 0'-2 1 a" BEARING TO 2 X 10 JOISTS POST POST(2-2x) 1 P05T(3-2x) ( I ®ib O.G. �, SH1 POST GAP 2. LGE 5. GGQ o I A 5H5 Ir-21/2" I I 3 1l2"X t t 7/B' YL FLOOR BEAM-SOT.®121 1/B_ EARI I6 TO -I 1 - DROPPED R AREA G (BEARING YWLL ABOVE) OAT N-ac) � o_ 1 I DROPPED BEAM . , }f 11 '� 3. PG 4- _ II II 111I - - - - - , EN6.SPEC.FLOORS N $IMP50N HANGERS , ' I.ABU I BEARING TO �!+ p� ®121 1/B"-DROPPED O 51MP50NHANGERS POSTS �)RIN WALL m BEARING TO B BEARIN6T0 A 5H2 POST BASES 2.ABA V Face Mount - - B - - _ 71 11 1 SIMPSON HANGERS Joist hanger - - _ 515 A - PoST(3-zx) POST i L 0 N L n BEARING TO 3 1/2'X 11 11W FLOOR BEAM X o Z w m 4 EARIN6 I rZ 1111 ( 3.ABW u- W In \ POST(2-2x) r- - - - - - - - - - - _ -BOT�1211/8" _ x I� o ( I I - M m i- /� I i II _ 1. H2.5A t- _ ill boon 1.a"I"JOI5T516°o.c. TRUSS SEISMIC 8� d X cn I I I o I ,fl I I 12 FD FLOOR DIAPHRAGM I b gj.}3 2 H1 w 'D >s HANGERS.' v I I - -1 -J I ___ �_ -- HURRICANE TIES Q z m v LU c� <b I I SNGERAS I I I Q O z = w I m SIMP50N HANGE . H 7- Q- < 11- (0 �I 11 7/8"BGI 6000 1.8 T J015T516'O.G. I I A m< R5 GA10 12 FD FLOOR DIAPHRAGM - -- - - - - - EXP. BEAM SEISMIC O II t 1-3,-0'n„ 5 & HURRICANE TIES I I 3 n 1 a'o" 18'0" 10•-0" 15•-0" 1. ITS 4. BA m) I LU - bo'-o II I _ ( (®, I SH5 I-JOIST 8� BEAM 2. MIT/HIT 5.JBA v �= Versa-Lam®or Boise GLULAM Beam: I I Q I m I- -U HANGERS 3. IU5/ MIU Q z Beam width shall exceed I I ( 1. WS Z L (N 2x specified hanger nail length ( L - _ FACE-MOUNT _ � � I ( b0'-0" SFIi JOIST HANGERS 2.HU5 Q' I G"" z 1r'-01/2r 4'-11 10" 6-0" 2'-0" 52'-0" 3. MUS Z JOI„/T TO BEAM SIMPSONHANGER5 o 5;'S A GLULAM BEAM AND 1. HU 4. HHGU to GLU _ _ _ _ _ NOT TO SCALE SH7 DOUBLE-SHEAR 2. HUG (USE OFFSET J � � I JOIST HANGERS 3. HUGQ HANGER FOR v I rL - - - - - - - - - - - - - - - a EDGE OF DEGK) _Q I 12 FO FLOOR DIAPHRAGM �. LU 5HEAT�HING:Y41TH JOISTS AT 24"OR 19.2"OG, USE MIN.,24 OG RATED, APA STURD-I-FLOOR; EITHER 3/4"SPECIES GROUP 1 W �- I OR 1/6 SPECIES GROUP 4. MAY BE 055 OR PLYWOOD. v '"� u I I *5HEATHING:WITH JOISTS AT 16"OG, USE MIN., 16 OC RATED, APA STURD-I-FLOOR, MIN., 1%52"THICK. MAY BE 05B OR L- V Q *SHEATHING;LAYOUT: CASE 1 PER IBC 2306.2.1(1) 13 ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS,WITH THE LONG DIMENSION ACROSS SUPPORTS. V < `NAILING: GLUE,AND CONNECT WITH 100 RING SHANK NAILS OR#q SCREWS,AT b"EDGES, 12" FIELD. V 'z z BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS(BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. (� da Y I I I I in a I �wAS t,r Nail Boise Rimboard I I L - I ;to f to BGI®joist with Sd I I I X o_ 8 8 y gsIQ nail into each flange. I � I I I 1 �^ � �Z.600 OUV! FFFaOW RIMBOARD wWE ul. NOT TO SCALE I I q'-=` �o�179 3'Tzi 1 I I 4 I :r-rs&%s r5N 44 , iL Z� °'ai4� SIDING TYP. I I ( I w o 2 E E CIE a PLAN AREAS IR88 TYVEK HOUSE WRAP I I I I n ADDED 2 X BLOCKING FOR DEPTH 7/16 058 SHEATHING 1 1/7 GYPCRETE FOR FLASHING RADIANT FLOOR HEATING DEGK PLANKING I ~g MAIN FLOOR 2,091 SQ.FT. SIMPSON ZMAX LUS210 2X12PT.JOISTIVO.G. BASEMENT 1 ,290 SOFT. : li DTT2Z I i I ( i STORAGE / UTILITY 233 SO.FT. OWNER APPROVAL I i FASTEN 2X PT LEDGER WITH I SOLID 2X BLOGKING AT (3)ROW5 OF 1/4"X 4 1/7 505 LATERAL LOAD CONNECTION TOTAL LIVING AREA: 3,614 SQ.FT. SCREWS®t b•O.C. I ( INITIAL: 2 X 10 TREATED DECK LEDGER PAGE: GARAGE 954 SO-FT. i I COVERED ENTRY 144 SO.FT. DECKHOUSE CONNECTION I (- - COVERED DECK 624 SO.FT OF: SCALE: 3/4" = 1' - . OPEN DECK 33 SO.FT. 26•.0- COURTYARD (UNCOVERED 985 0 169 SQ.FT. WINDOW 5GHEDULE NUMBER QTY FLOOR 51ZE WIDTH HEIGHT OE5GRIPTION FLIC)OR PLAN NOTE5 W01 1 1 6050 72 " q6 " PATIO DOOR J. 5YKORA, GPBD W02 1 1 3670 42 " 84 " PIG. TEMP. 33•-0" 79-0 101-0" 16 0" 2'0" 5M KE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED W03 1 1 3670 42" 84 " PIG. TEMP. 33'-51n" 1T-61/2" IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA r {O W04 1 1 4080 46 " q6 ,, PIG. TEMP. - ❑ Gry n W05 1 1 3670 42 " 84 " PIG. TEMP. 1JINGAGGE55TOEAGH5£PARATESLEEPINGAREA INNEwGONSTRUGTION, J. 5TERLING 12 12 QUIRED 5MOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE W06 1 1 10050 120 " qb " TRI. PANEL PATIO DOOR OPEN DECK BUILDING WIRING AND SHALL B£EQUIPPED WITHA BATTERY BACKUP. SMOKE 3 W07 1 1 4080 48 " q6 " PIG. TEMP. 106 5Q FT D -TECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. ma 1 1 1 4060 146 " qb " PIG. TEMP. _ _ _ 51/8"X1W&LB-TOP01091/8"-EXF05ED _ _ WOq 1 1 4080 48 „ it q6 " PIG. TEMP. - - - - _ _ -- _ ___ _ _ _ z _ -- -_-- __ _ _ ._ _ _ - - - 2 q q ,� - - - - - -- - - -- - �(— - IELF AND HANGING ROD. I I4rr i U.N.O. W10 1 1 4060 48 72 PIG. 12 W11 1 1 40bO 48 " 72 " PIG. a w z W12 1 1 4060 48 " 72 " PIG. m COVERED B�1LT IN SHELVES. � W13 1 1 2070 24 " 64 " B. AWN. TEMP. m 212 5Q FT 3 8-18-1 1 I I 9'CEILING " . fl'-b" a W14 1 1 3050 36 60 CASE. 2' 4'-0» , I 4'-0" 4'-O" r-6" W15 1 1 3050 361, 601, PIG. o W104060 PIG. W11 4060 PIG. W124060 PIG. W 16 1 1 3050 36 " 60 " CASE. 11, 0'-9 I 0'-3"I I in 1N014080 PIG. M5 4050 PIG. W09 4080 PIG. 0 0'-3" 0'-3'I I F CABINET-OWNER/CONTRACTOR TO VERIFY- 1 -}- b'-0" -}- -r—3'-6" W 17 1 1 6080 72 " qb " PATIO DOOR iL W02 3670 PIG. M3 3670 PIG. BEARING TO B RING ro - - - z P05T(3-2x) W 18 3670 PIG. W19 367fl PIG. W20 3670 PIG. W 18 1 1 3670 42 " 84 " PIG. TEMP. . b�0:no _ P T(3-2x) 4X6 96" 5 4X6 96" 15 5 4X6 I - - - _ EGRESS WINDOWS SHALL HAVE AN OPENABL£SECTION FOR EMERGENCY EGRESS 5.7 W1 q 1 1 3670 42 " 84 " PIG. TEMP. "' 15 15 0 0 -` �_ SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO BE 20"WIDE AND 24" Z -., W20 1 1 3670 42 " 84 " PIG. TEMP. CS'6 i Acs�s 4®�96 4X6 96 15 4X6 96"15 ra II z o w 1q X1 180" X1 180" X1 1 n n cS�6 4X6 9b"15 4 o 96' 5 4X6 Q 96' 5 ydi' = HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. z m 15'-1" (J W21 1 1 3070 36 " 84 " 5H. TEMP. ;m o ° ,n a 'sr Z 1.-M X 5.5 LVL PO5T(2 V 5 X 5.5 LVL POST(2 0 ,a _ o v '� w WHOLE HOUSE FANS 5HALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH V422 1 1 2660 30 " 72 " B. AWN. a o q r- o rl GLB 6 1 G �� m x !!I o I x ,wgi 4X6 TTOP®1091/8" 12 To �4' Oy ( m m 6 AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LE55. Q) W W23 1 1 3014 36 16 PIG. I I ,n 0 < w i? m m w a m O EXPOSED �� �° W24 1 1 3014 36 " 16 " PIG. i I oh y,`° 'n< '" m =}m BEARINGTO BEARINGTD yb POST(3-2x} 5 W25 1 1 3014 36 " 16 " PIG. fO Q " Q 1 4X6 F A U.ON 18'HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/8"T 8 G PLYWOOD. o i_ I O =>~ 0 1' 0 1'-81/2" - 4 - „ EXP05ED FACE AND SIDES TO HAVE 1 LAYER 5/8'TYPE"X"GYP.BD. NO FURNACE "w 2X4 PONY-WALL m 10'-0" ❑ W26 1 1 3014 36 " 16 " PIG. a '®Y ® mb 10060 TRI.PANEL PATIO DOOR r ® DECK o SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCE55 ONLY THROUGH A 10.w 3'-10" I 15 W27 1 1 8080 qb qb '� PATIO DOOR j O® 1 *�+P 80 5Q FT o EDROOM,BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN W28 1 1 4070 48 84 B. AWN. 'm o m m in FRONT OF FURNACE. W2q 1 1 4070 48 " 84 " B. AWN. `mow -" J ' ' ' ' 4X6 MASTER BORM . a\ x1 96" Ia 9'CEILING n „ I . I E) I I eo 211 5Q FT ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE W30 1 1 4070 48 84 B. AWN. x W' I ;o X 4•-11 1/4»— 1 4'-01a'— —V-11 1/4" x "? _ W31 1 1 4026 48 " 30 " PIG. ' ! 1� 9'CEILING o INSTALLED,SMALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRE55URES x W32 1 1 402b 48 " 30 " PIG. n I �4 �1 1 m+ I I i r r 3' 3'0" ---{ -3' ° ei 8 RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, W33 1 1 4026 48 " 30 " PIG. a G TOP 42" 1 30 C E. W15 W50 PIG. W16 3 5o CASE. • s"O�ce(D� END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE 1 1 I w STRAPPED WITHIN UPPER 1r3 AND LOWER 113 TO PREVENT OVERTURNING IN AN EARTHQUAKE. W34 1 1 3070 36 " 84 " B. AWN. TEMP. �11� � 2X4 PONY WALL _ � - - � a' ® m n ' 'm 6 i I m n Ll PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&COLDSHUTOFF W35 1 1 3070 36 84 B. AWN. TEMP. w I 19m 1 19m m I 4X6 96" 471b 96" 4X6 6 W36 1 1 3070 361, 84 " B. AWN. TEMP. D HOOD,MIN.100 GFM ' i; o o ' 13 O� Wo_ I Iwa ( Iwa p0 � N W37 1 1 3070 36 " 84 " B. AWN. TEMP. �.� KI TGH E N \ m W �w DINING ►�w O X (IL 4'-0 1/2" 1'-10" E 9-11 1n" 2 CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL I- Zw m GREAT ROOM 51/z'X12"GLB BEARING TO °� °� 178 5Q FT °� ac a m - TOP 109 11W POST(3-2x) BEARING WALL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF W38 1 1 2070 24 " 84 " 5H. TEMP. 455 5Q FT v w i I s w I Is w 465 5Q FT �- Z 0" -_- - -___ — — — — _ — — — — — — „ THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45 DEGREE BEND AND 5 FEET FOR W3q 1 0 7050 84 " 6009 5L. � 10'CEILING TOP @ 42" n l o IL SLOPED I tot m SLOPED o 0 0 ono v 1 <� T-'r Y+ EACH 90-DEGREE BEND. A MINIMUM 4-INGH DIAMETER EXHAUST DUCT OF z W40 1 0 1050 84 " 60 " 5L. t 2X4 PONY-WALL I I I In CEILING i In CEILING I :o LINEN x Q p __-________ c in SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. n n WALL NICHE I I X O 1 1 X 0 I X O �� z Y W41 1 0 1050 84 60 5L. FOR COUNTER m m m W42 1 0 4060 48 " 72 " PIG. I BEHIND OVEN I I o I I o I I o o _ < _ _ _ — _ _ _ _ — _ _ _ _ _ o ME m m u m u a w CHANIGAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE .. _ 1'-0 w ar W43 1 0 4060 48 " 72 " PIG. I I w 1 1^w o i I^w o )p b m � - zz �^ PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 „ I I I a0 i I$a0 I o►^ T BAR o OFFICE I G E m f HALL o MA5TE R BATH I a G•F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENABLE WINDOW F W44 1 0 4060 48 72 PIG. -o" BEARING TO I<� ART WALL I< I I< <13 BEAM G TO POST(2-2x) I f I 5 I I �- I 1' 2- KINGSTUDS 13S 5Q FT Xl 52 5Q FT °' 76 5Q FT m = OR OPENING INTO THE BUILDING. MINIMUM DUCT 51ZE 15 4 INCHES. DRYER,KITCHEN, m W45 1 0 2060 24 " 72 " B. AWN. POST(3-2>J 6'4" - - - - -b 4" _ 51n'x1r&LB-TOP®1651rr-EXP05ED _ ' 10 0 _, N 1 ——— _ 9'CEILING 1 J 9'CEILING 9'CEILING m AND BATH FANS TO BE SEPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK HEADER SCHEDULE I ( ART NICHE 31/2"X 12"GLB-TOP®109 1/8"-WRAPPED w - - - - - TOWEL WARMER 4X6 �' PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE m m Z I FARING TO BEARING TO ROUGH IN FRAMING l n o O eo CL05ET 12 I o I _ -1� '_ w= I Z ea 05T(4-2x) HEADE FOR BARN DOOR f`2'-0" G4N5TRUGTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX LL n LN iv 14 5O FT L-1 I n I a O i V 4 w ry (3 2x) 80 - - - - GLA55- rN6 IRS .- 5'-0" 2'-2" r -r 5'-5" I � CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH MARK SIZE/TYPE FRAMING MARK v o v 1'-51/2" --�- 'v I ART NICHE I I�31/2'X 12'GLB HDR - - E 10 DROPPED 5HOYVER DOMESTIC DRYER EXHAUST. O TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH END. ° V -(2)2 X 6 HF#2 -AS ALT.,MAY USE FC4 FOR 4X OR FC6 FOR bX WALLS. 20 I"I ____ - o ART WALL B,w� TOILET m SHOWER 22"x 30"MIN.ATTIC ACCESS To BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. � KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. I I o 21 SOFT ii� 31 50 FT 4 OR -PL.TO PL.HTS GREATER THAN 12',USE MIN.,(2)2X EACH END. I ❑ it BEARING TO POST(2-�) X1 (gl 96" FRAME OUT AGE55 HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" O -4 X 6 HF#2 I 5'-7» 6'-31/2 m 5'-8" - PL.TO PL.14TS LESS THAN 12',OPENINGS WIDER THAN 5%USE MIN.,(2)2X EACH END. - 12 2-2x KINGSTUD5 '� �11 PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- r V PL.TO PL.HTS LE55 THAN 12' OPENINGS 5'W1DE AND LE55 USE MIN. 7 2X EACH END. 6'-4' 4'-31/2" 4'-6" 6'4" 6'-71/2"- �v 28 m ,= ry TRIMMER:USE MIN.,(7)2X,OR CONGEALED FLANGE HANGER,EACH END. BEARING WALL ART 1'-0" GALLERY 0'-11 1/2" STRIPPED OR SEALED TIGHT. ►�. (2)2 X 8 HF#2 AS ALT.,MAY USE FG4 FOR 4X OR FGb FOR bX WALLS. 21 H Q -- — 15 5Q FT ii, - ❑ � W27 gp8�PATIO DOOR 3''6" l 2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. m — I 12 8'-0» b'-01 n~ V-3 1 a, 1° S�,T GyARDRAIL 3e ABOVE FIN15HED FLOOR.STAIR HANDRAIL 3W ABOVE STAIR NOSING. 4X8 OR -PL.TO PL.HT5 GREATER THAN 12',USE MIN.,(2)2X EACH END. 4X8 9 2'-2"- 'CEILING I 12 p_0" 1'-0~ __ IN Q -4 X 8 HF#2 PL.TO PL.HTS LESS THAN 12',OPENINGS WIDER THAN 5',USE MIN.,(2)2X EACH END. 611 L IT21 IN- INTERMEDIATE RAIL SPACING SHALL NOT V 15 4X6 @ 9b" 15 4X6 @ 9b" 4X8 „ I 4'-3" &-7 VZ„ 4._8 I I _ a PL.TO PL.HT5 LE55 THAN 12' OPENINGS T WIDE AND LE55 USE MIN. 1 2X EACH END. - r w. TE"P. 11 ALLOV4 A 4"DIAMETER SPHERE TO PA55 THROUGH PER I.R.G.SECTION 312.2. Q L - - - - - - 1 IF I 3'0" LL W S r- N TRIMMER USE(2)2X EACH END I I I in - - - - < m 4X1 -4 X 12 HF#2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. MIN. � 3010 B.AWN.W34 3070 B.AWN. 6080 RISE=7 16"I I T I 5 o I� —, GL05 ET F E-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR z Q m W OR FL.TO FL.HT5 GREATER THAN 12',USE MIN.,(2)2X EACH END. RUN a 1 _. - X1 -b X 10 HF#2 PL.TO PL.HT5 LE55 THAN 12,OPENINGS WIDER THAN T,USE Mik,(2)2X EACH END. 3 PANTRY POWDER o HALL 3'0"--}{ 3'-0" b'-2"- ,� m I I �' m COURTYARD RNARD 5 0 13 IM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO 1'- m 31 50 FT - q o DN b A A 1 ❑ X PL.TO FL.HTS LESS THAN 1Z OPENINGS 5'WIDE AND LESS,USE MIN.,(1)2X EACH END. 48 5Q FT ® ° 10 50 FT fl- a-3" 0-3" -Corp- - }T� I I _ = 1 bq 50 FT 11 q 50 FT o I"ANUFACTUREWS SPECS FOR MINIMUM REQUIREMENTS OF NON-GOMBUSTABLE w < (3 (() r � F' F- .Rd j 4` u► m I I ( m m 54RROUND&HEARTH MATERIAL. U) TRIMMER USE(1)2X EACH END 9'CEILING 1 O 9'CEILING o -� -� d i 9'CEILING Q Z (� 2L� I"I 9'CEILING BEARING TO (2)2 X 10 HF#2 KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. CO SET a d _ - - - - - 1 15 4X6 132' 15 4 132 15 4X6 1 B NG TO 5 1!$"X 12"GLB POST(3-2x} G J O o w X1 OR PL.TO PL.HTS GREATER THAN 12,USE MIN.,(2)2x EACH END. P (3-2x) -TOP®109 1/8'-FJCPo5ED ' RAGE FLOOR SUFAGE5 SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR MIN 4 z = -4 X 10 HF#2 -PL.TO FL.HT5 LE55 THAN 12',OPENINGS WIDER THAN 5',USE MIN.,(2)2X EACH END. I _� p g,, O _' - - - - - _ - - - - - - - 4 96° 4 " 4 4 9 „ 1 1/J�• (� (L p ct� I PL.TO PL.HTS LESS THAN 12,OPENINGS 5 WIDE AND LE55,USE MIN.,(1)2X FAGH END. ., 5 Z COVERED ENTRY - - - - - - - - 4 @ O ❑O O b ❑ PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. 0 0 W334026 PIG. W324026 PIG. W31 4026 PIG. GOY R D 7 5Q� _ _ 144 5Q FT (UNCOVER€D 98 SQ FT)� ( m f - W304070 B.AWN. W294070 B.AWN. W284010 B.AWN. ca 4'-31/2' 4'-11 1/2" r- 0 14'-0" 2'_6"►� —4'-0" 4'0"---�-�- 4'-0" 2'-6" W2b 3014 PIG. W25 3014 PIG. 3014 PIG. YV23 3014 PIG. 15 TEMPERED GLASS m -1 -1 I `V- " 0'-b" 3'0"--I�- -Y-0" V-(r---I}--3'-0" 4X6 ° in 4 1'-1 1/2" 0'-3" '-3" 0'-3" 1'-1 1/2" BEARING TO '� o Lu POST(2-2x) - -_. - -- - _-- - - _ - o 0 16 20 MIN.FIRE RATED DOOR.in / ant'I'7 LAUNDRY lgifr. z - 511WX1rGLB-roP t v8" a �J� C� 0 do o 92 SO FT�' o ;p ExPoseD n BOARD FORM 0 9'CEILING n BIEARI 6 TO 24 X 24 EXT.F�scv. BOARD4 qb' w m p T(bab) BUILT-OUT<�LLARrrr DECORATIVE o DECORATIVE RETAININGENERAL NOTE5 2'0„ bxbGENTER o DECORATIVE RETAINING WALL � � (NV m 1-ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. L�L in j DRYER MASHERTF 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. 0— C� BEARING(3-TO A i' V 3080 :,:. _ 0 5-VERIFY LEADER HEIGHTS WITH SUPER. J •A 11 I r NOTE.VERIFY ALL HEADER 4.ALL EXTERIOR WALLS ARE 2 x b-16"O.G.STUDS,UNLESS NOTED OTHERWISE. W. Q Lu HEIGHTS WITH SUPERVISOR 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. V ENERGY CREDIT 1 a Lu V � EFFICIENT BUILDING ENVELOPE 6.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER n I DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR O L N < v e- -WINDOWS:U=.28 !L.® o m -FLOOR:=R-36 INSULATION LOCATIONS. 6 -SLAB ON GRADE-R-10 ENTIRE 5LAB WE � � z ENERGY CREDIT 2a FRAMING NOTE5 I AIR LEAKAGE CONTROL&EFFICIENT VENTILATION 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. ' m -AIR LEAKAGE:3.0 AIR GRANGES PER HOUR 2.COORDINATE W/MECH.&ELEC.FOR LOCATIONS&51ZE5 OF FOUNDATION/SLAB/JOISTS L- _ — — — _ — — -YWOLE HOUSE FAN PER SECTION M1507.3 BLOGKOUTS 2-0 - iv ENERGY CREDIT 3a TYPICAL HEADER FRAMING 3.FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR SCHEMATIC HIGH EFFGIENGY HVAC EQUIPMENT HEADER LESS THAN 5' HEADER MORE THAN 5' WINDOW WI 6"POST WINDOW WI'3"P05T DESIGN ONLY.MANUFACTURER 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO BEARING TO BEARING TO - -GAS FIRED,PROPANE,OR OIL FIRED THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND QU POST(3-N) — — POST(3�2x)— — — it BOILER WITH MINIMUM AFUE OR 94%. INSTALLATION. w o o� pz �" lZiZp�a U�UO 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. rc ENERGY CREDIT 5� qq ioc�rc EFFICIENT WATER HEATING r1e0uER�Bn"v ,�HOW T,W,q 5.FLOOR SHEATHING TO BE 3/4"GDX OR OSB STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK 3 W 8 oo€ -GAS FIRED,PROPANE, d W o t,)Twr+"E+e CANGG "Amw 8d's®6"EDGES&12"IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF i m WITH MINIMUM EF OF 91%. <,1 a'bgT"°"°°" (mrmSTuos w,rrra.cwsE W rop PLATE To FROM TOP PLATE TO SHEATHING TO BE 7/16"058 OR EQUAL. SOTTOM PwE BOTTOM rLme n w �� 4 � � IM� 6.PROVIDE SOLID BLOCKING IN THE J015T CAVITY BENEATH ALL P05T LOCATIONS AND v GARAGE ®xr Q o m BorranwE wrm"IFL E o_>8 6 q54 5Q FT I lif 6 BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. F Xl O W�wuio 9'CEILING T PROVIDE BLOCKING BETWEEN I-J015T5 AT INTERIOR BEARING LOCATIONS WHERE w 14 I THERE 15 A LOAD BEARING WALL ABOVE. o o Z�0o �Ky�2 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. <°Z b o w�z�f I ,t o330� L Y�tIN DO/ ` FLASHING INSTALLATION 9•INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS A5 WELL ++� 0 a AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. Z'2 Z L5THD8 RE �§i U W m STEP # 3 STEP # 2 STEP # 1 Pal �RcS aL_fl � 4 G LSTHDB Eye ' w�s .�► �� ( ,"wnhlm� MAIN FLOOR 2,0g1 SO.FT" SgR< BASEMENT 1,2g0 50.FT. ,,r I STORAGE / UTILITY 233 SO.FT. OWNER APPROVAL X1 _ STEP A- TOTAL LIVING AREA: M214 5Q.FT" INITIAL: INSTALL TYVEK HOUSE V4RAP S�lB�i 7 I l GARAGE PAGE: R)M ►L I STEP 13- 954 5Q.FT. sus I INSTALL TYVEK TAPE ! sTEPIk- COVERED ENTRY 144 SO.FT. 1 - L- — — — — — — — — ' - ` t i • INSTAL.TYVEK APRON WINDOW SILL COVERED DECK 624 5O.FT. OF: 6A.46, tA&:6F_P' S STEP e- ;�.,., . 7=7- 777�� INSTALL WCOrtAM055Y41HOOM OPEN DECK STEP G- _ ?AMPS �1`i�� . STEP A-INSTALL WINDOW&4'VYCOR TAPE INSTALL TYVEK FLEX WRAP IN WINDOW CORNERS COURTYARD �UNGOEVERED 98 50 FT) 1 bq 50.FT 12 5TANDING SEAM METAL ROOF GENERAL NOTE5 _ /16"5HEATHING J. SYKORA, CP$D 1 1/2 MANUF.TRUSS 2 0' 33'-51n" 11'-61n• 10'9 16'-0" 1.ALL DIME SIONS ARE TO FACE OF STUD UNLE55 NOTED OTHERWISE. ST-5 1n" 7�- 2 X 12 FA5GIA 2 x 10 TAIL q 2 X 12 FASCIA-24"OVERHANG(VENTED) I o b �,� 2.ALL HEADI~R MATERIAL TO SE 4 x 10 D.F.#2 U.N.O. J. 5TE RLI N G - o o b z t 3.VERIFY HEADER HEIGHTS WITH SUPER. a, STRIP PENT -��_ q � w o ENCLOSED SOFFIT I lt „ VENTED BLOCK 5 ve"X 18"GLB-TOP®109 1!8"-EXPOSED Z - - - - - 4.ALL EXTERIOR WALLS ARE 2 x 6-16"O.G.STUDS,UNLE55 NOTED OTHERWISE. /411 = U.N.O. it - - - - - 5H4 - - - - - -- - - - - - :- _ - - - - - -- - -- 5H4 2-0 w LL 12"HEEL PLATE 109118 537 UPSIDE 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. to p o1� P v- A9 I A9 n r o" 2 X 12 F CIA � 3 2 0" 4 0 24"OYE HANG(VENTED) z 5-18-1� a �o N � �; 2 X 12 FASCIA-24"OVERHANG(VENTED) a R 49 INSULATION p 20 " w;o 13'-0" o --{ 2'0" b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER a 5/8"5HEETROCK w 2 X 12 FASCIA-24"OVERHANG(VENTED) 2'-1" -1 z � in q r b 2 X 12 FASCIA-24"OVERHANG(VENTED) DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR ' q iV x o iv 1 LOCATIONS. 1/2"5HEETROCK w b i 'r` SF+3 dsm IoR-21 INSULATION 2 X b WALL it SIMPSON RANGE jpsI 241 5 4 PLATE 1931 5 , ..tu FRAMING NOTES 2 X 10 TRU55 TAIL DETAIL 2 1 8 PLATE®121 1/8 2 ` A9 A9 A9 "' n PLATE @ 1oq 1/8" 12"HEEL 3 z 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. SCALE. 1/Z-1 A9 A9 A9 I A9 w < isi 1. 5.5 LYL r(2 X 5.5 L OST(2 _ I A9 2.COORDINATE WJ MECH.8 ELEC.FOR LOCATIONS 8 SIZES OF FOUNDATION/SLAB/JOIST5 (1�I V I ,",o �- 5 1/8"X 17 GLB VENTILATION NOTCH AIR BAFFLE W/1"GAP I CV x o PLATE BLOGKOUT5. W tV� I �( I � � TOP�1091/8" '� 2 Z Q d 11 n s- BEARING TO 109 3/8" EaCPOSED BEARIN6 TO �' 1 -- O P05T(3-2 4 A9 P05T(3-2x) A9 cc 3.FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT 5HOWN HERE 15 FOR 56HEMATIC Q) STANDING SEAM METAL ROOF MANU.TRU55 4 �W N I 1N nj o o C`V (`�1 4 ♦ 4o tV n) r 0 m DESIGN ONLY.MANUFACTURER SHALLPROYIDE AND SUBMIT ENGINEERED DE516N TO - _ _ _ - THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND ,J16"SHEATHING o ®v i 0 SIMP50N RANGE M L - - - - - - - - VT Lo; o q INSTALLATION. Z X 10 VENTED n m o m s�3 - ^� - j4q- Vm v- 2 X 12 FASCIA OUTLOOKER BLOCK o PLATE 150 11 2' t} MANUFACTURED TRU55E5 24"O.G. kra 4.ALL TRU55TO TRUSS 8 tRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. 2 X NAILER x x I A9 x5TANDING SEAM METAL ROOFUT R-49 INSULATION I m ' m " 11 RO ROOF DIAPHRAGM TYP. 5.FLOOR SHEATHING TO BE 3/4"GDX OR 05B STURDI-FLOOR T8G,GLUE AND NAIL IV RING SHANKSTRIP ENT I I 11 1/8 BGI 6000 1.8 I"JOISTS RAFTERS q w 1I i w n pgp¢ON HANGS I X 8d's 0 6"EDOE5 81Y IN THEFIELD.FAGE GRAIN PERPENDICULAR TO SUPPORTS.ROOF 24"O.G.-5TANDING SEAM ROOF n ENCLOSED SOFFIT BUILT UP MANUFAGTURE17 TRU55E5 24"O.G. i 11 RD ROOF DIAPHRAGM TYP. [a _ 1 �-- I) 5HEATHING fi0 BE 1/16"O5B OR EQUAL. RAKE WALL 5TANDING SEAM METAL ROOF w 13 s 2 X 12 FASCIA-24"OVERHANG(VENTED) m o m o m m 1- r 1 b.PROVIDE 50LID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND ' 11 RD ROOF DIAPHRAGM TYP. w w w Z ,u 8 PLATE 109 1/8-- BETWEEN „ 'VN ON 'Vlu LL1 " 2.0 I ' >o� d >a > A9 N n UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. 0. A9 3'_q" SIMPSON RANGE �+ 5/8"SHEETROGK i=w r w �-w z w I 5 1!2'X 17 GLB BEARING TO I I 7.PROVIDE B $ ' og oC N CV TOP 1091-13 P05T(3-2c) S FARING 1 LOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE 1/2"5HEETROCK o oc o o a 4 °C 2 X b WALL �► (V n LL o k- tV o LL m �- - - A9 - - - tuul5H3 THERE 15 A LOAD BE WALL ABOVE. v' 1 n� n� n� w _aof I z R-21 INSULATION PLATE @ 121 1/8" 1 y x 1 ( 2 1 2 A9 w x o x x o O p v a Q 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. y _AjC "roo 'o " ".. ;cz A9 A9 A9 Iw- 4 6 a x •- ,"o ",O r- N W 11 7/8 BGI 6000 1.8 I JOISTS RAFTERS n= I N Z m 9.INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS A5 WELL n ui 04 w r w zip 24"O.G.-5TANDING SEAM ROOF ' v- v- j A5 FROM TkUS5 OR RAFTER TO BEAM CONNECTIONS. 8 ROOF EAVE DETAIL @ TRUSS RAKE + $o o ♦ o a 10 11 RD ROOF DIAPHRAGM TYP. n ,�� c�i ni ri 2 SCALE:1n 1' n 2'0" -3'0" POS G TO <' PLATE S 4 SH1 I I I I I i I W- v- = q z 5IMP50N HANGER TYPES 1 1/2:12 P05 3-2x) 5H3 __ s•, 1 5 to X 17 GLB-TOP 165117-EXPOSED I ( m _ N 2 tn"X 12"GLB-TOP 10q 1/6"-YVRAPPE - - I OL J 1 NO TO W - FTERS BEARING TO(2-2x) X P05T(4 ) HEADE A9 y MANUF TRU55 I---3'-0" 2'-0" c3-2<� A9 _ _ _ ° MARK TYPE SIMPSON HANGER MODELS 12 1 C4 I 3lax17GLBH I - E STANDING SEAM METAL ROOF � _ _ _ ___ _ _ 9 � _ n 7/1b"SHEATHING qb- A9 w N A9 ( ®MANUFAGTUREDfRu-rs24.O.G. %V 1 1/2 f 13'-11" 5TANDING 5 METAL ROOF MANUFACTURED TRU55E5 24"O.G. 1.AG/AGE 4. RTG rZ AIR BAFFLE W/1"GAP I ( 1 N (V 11 RD ROOF DI P►+RAGM TMP 5TANDING SEAM METAL ROOF d 5H1 P05T GAP 2. LGE 5. GGQ 11 RD ROOF DIAPHRAGM TYP, n R-491NSULATION N `- 1 ao I u- ' _ I I ry - PLATE 0 121 1/8"BEARINGYVALL r i ! I - (vV II X 3. PG ALUM.DRIP EDGE _ - - ^q - - - I 1 "' PLATE®1091/8' 1.ABU is GUTTER 4 X b DF#2 CEILING B I PLATE 1011 1/8" 1 `� CV C4 ; q --- 2 X 10 TAIL - z -5 1 Oq 1/e"-VHRAP ED v �-. 5H2 POST BASES 2.ABA w 10'-9" 4'-91n" 14'-11"---�-I- 11'-6 1n" 2 X 12 FASCIA ? I i I I N (`V _ HEEL VARIES I I it o 3.ABW Z JU m Z MIN.(1-2x Q 1 1. H2.5A Q X �, t STRIP VENT VENTED BLOCK n � g 11/2:12■� 11/2:12♦ \ N n I 11 rZ H ENCLOSED SOFFIT �� 518"SHEETROGK > \ `- I 77 1 1 ♦ ♦ °D ♦ ♦ 2 I TRU55 SEISMIC 8� w Q O m cv 04 ! 5H3 2. H1 O u� - 2-0 1n"SHEETROCK O � - 3 .-= b 1 PLATE 1091/8" 1 BEARING To ! A9 HURRICANE TIES Q J �? Z N 2 X b WALL c�v 1 A9 PLATE @ 147 3/4" EARING TO 5 ub"X 17 GLB A9 = P05T(3 _ O O ' (L I 5H3 P05T(3 2x) _TOP 10q 118' EXP 5H4 - " .. 3 e d T m �) Q o +' ♦ _ _ _ -._ _ _ PLATE @ 10q l/8 28 HEEL A9 1. HGA10 O r-o• 1 12"HEEL 1 EXP. BEAM SEISMIC 1.� o o ! 5H3 5H4 n o .� i n 1'-0�' n o ,. - 1 & HURRICANE TIES 2 X 10 TRU55 TAIL DETAIL g - 3 m m o 0 n OL n PLATE @ 10q 1/8" 12"HEEL A9 0 2 X 12 FASCIA-24"OVERHANG(VENTED) 9 �'' SCALE: 1/2=1' BEARING TO sHa tu 14'-10 1n" n `� 1r V E ) ,r ovERHANG 2 X 12 F IA-24"OVERHANG(VENTED) 1. ITS 4. BR P05T(2-2x) 1 - - _ -_ __ - (VENTED) 5H5 I-JOIST � BEAM 2. MIT/HIT 5. JBA v }- r a' 6'-0" r o• r o 12 °o 51B'X1 GLB-TO ®, va• sH1 0 1•-0, HANGERS EXPOSE O STANDING SEAM METAL ROOF f \ PoMSNT(� ) w 3. IUS/ MIU LL 11/2 -1/16"SHEATHING r-0- 7 a• 1 1/2:12♦ w Qq 1 1/2:12�+�7 A' LuN H OC o 1 2 X 12 FASCIA-24"OVERHANG(vEN ) q FAGE-MOUNT 1. LU5 Z (V AIR BAFFLE"1"GAP j W 1=L "' I "' SH6 2. HU5 c� JOIST HANGERS VENTED BLOCK a/ fl.. ACI o Q- 11 7I8"BGI 6000 1.8 0 1- Q 6'- 2 0" 6'-101 n" 3. MU5 Z RAFTER24"aG. o w POSTT(3�°) GLULAM BEAM AND W �n u- '-101n" 1r-11n• 1a o" 15'-0" 3'0" 1. HU 4. HHGU 2 X 12 FASCIA 2 X 10 TAIL •- - O Oul 3' Z r_D" 5H1 DOUBLE-SHEAR 2. HUG (USE OFFSET 1 "''""` Q Z p y JOIST HANGERS 3. HUG HANGER FOR Q Q V STRIP VENT Z I� w Iw- A9 Z A9 Q EDGE OF DECK) Q w w I I ENCL05ED SOFFIT Z %0 W 2'-0" 5/8"5HEETROCK z 1 1/2:12♦ 1 1/2:12♦ � v V 3/4"WEB 5TIFFNER odic Lu 11 RD ROOF DIAPHRAGM v O R-38 HD INSULATION o Lu �,, N • SHEAR CAPACITY: GOOD FOR EH=230 PLF-SEISMIC; EH=322 PLF-WIND. MAX ASPECT RATIO=3:1. O R-21 INSULATION Lu 1/2"5HEETROCK 2 x b WALL n , ` FRAMING:TRUSSES OR RAFTERS:2X AT 24"OC, MAX. Ott Z Q �► o FRAMING CONNECTION AT SUPPORT: ++�- . v u '� tV ROOF EAVE DETAIL @ V'J015T RAFTER 10 g - WHERE CONNECTED TO SHEAR WALL, CONNECT PER SHEAR WALL CALLOUT-TOP OF WALL. 4 n n - WHERE TRUSSES OR RAFTERS CONNECT TO BEAM, USE H2.5A, OR A34 WITH SCREWS, OR SIMILAR, TYP. < m SCALE: 1n=1' n 1 1/2:12♦ 1 1/2:12♦ r-o" r-a -{ - AT LEDGER, CONNECT PER GALLOUT. ~ I B161NEER5 n lj 9 � SHEATHING:7/1 b" MIN., OSB OR COX PLYWOOD. SHEAR yy� MARK w, ��'► VENTILATION NOTCH AIR BAFFLE W/1"GAP o 5HEATHING LAYOUT: CASE 1 PER IBC 2306.2.0) PER PLAN _ rrAMNGTO 64LSTANDING SEAM METAL ROOF BGIRAFTER A9 NAILING: USE 8D AT 6"EDGE5, 12" FIELD. SCREW OR RING SHANK1/16"SHEATHING R-38 HD INSULATION - - - PER CALLOUTBEARING TO 1!2"x 9•GLB CEIUNG BEAM-BOT.®1091 • i Posrp-2d 2x) BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR WALLS BELOW. R ROOF �'58a A9 r rL0L 2 X 10 3/4 WEB 2 X 12 FASCIA OUTLOOKER 5TIFFNER W�o� TOP CHORD OF TRUSS OR MIN.HEIGHT ii� *`-?a o 3�oz, 2 X NAILER 1 1/2:12•� 1 1/2:12♦ TO MATCH RAFTERS.LEDGER LOK OR Woo �o o VENTED BLOCK o�` w STRIP YE 505 LAC75 PER CALLOUT 64L ENCLOSED SOFFIT / g a w k 2'-O° 5/8"SWEETROGK q `? LEDGER PER GALLOUT �W�O BUILT UP °' 1/2"5HEETROCK 'o m z HION RAKE WALL 2 X 6 WALL R-21 INSULATION THING 3 z g � �'05�� =J V u$i azz Q O IL o. Laic. t�V,E�Q'S 'SE'�1 o h w c`r�1 > LOWER ROOF CONNECTION S ��iL �� L• °z W ���a `� -oz.I ROOF EAVE DETAIL @ "I" JOIST RAFTER Q q scAL(r�,� s :rTEM,S eo�i L'f Saa SCALE:1n=1' _ o W � a 1 1/2:12♦ � � d 1 1/2:12♦ � 5�13 > W o PLAN AREAcS 11 -1/8"BGI 6000 1.8 RAFTER 24"O.G. 5 W W o His o STANDING SEAM METAL ROOF cv IL O MAW o $ w d O ~>v= 12 Q z 0 a MANUF TRUSS 2X4BLOCKINGCONTIN000SBETY�ENTRUSSES. `C MAIN FLOOR 2,Og1 SQ.FT O oo 7/16"SHEATHING N La g v7 L Z STANDING SEAM METAL ROOF ROOF DIAPHRAGM EDGE NAILED TO BLOCK w AIR BAFFLE YVJ 1"GAP 1 1/2 n ] 7/1b"SHEATHING 12 NAIL BLOCK BLOCKING BEHIND SHEATHING BASEM ENT 1 ,290 5O.FT. ' VENTED BLOCK _ X Z to � n AIR BAFFLE W/1"GAP W/16d @ 6 O.G.STAGGERED N ALUM.DRIP EDGE - - HURRICANE TIE _ _ PITCH = 2 X 4 BLOCKING GONTINUOUS STORAGE / UTILITY 233 SOFT. OWNER APPROVAL - - VARIES 7/16"SNEATHING BEHIND TOP CHORD OF TRU55 GUTTER ALUM.DRIP EDGE _ _ -' - �- - 2 X 12 FASCIA 2 X 10-TAIL _ _ - - ROOFING PER PLAN MA L TO STUDS MW t6d TOTAL LIVING AREA: 3,0 4 50.� INITIAL: GUTTER 1).10 TAIL SW SHEETROCK MANUF TRUSS STRIP VENT 3/4"WEB 5TIFFNER 2 X 12 FASCIA T&G CEILING - 2 x 6 BLOCKING CONTINUOUS CGARA<G E 954 5O.FT. FOR SLOPED TRUSS FOR HANGER. ENCLOSED SOFFIT R-38 HD INSULATION 1 1/2:12♦ 1 1/2:12♦ USED SLOPED HANGER W26 OR LU526 TO STUDS YVI(3)16d 2'-0" 1/2"SHEETROGK 5TRIP VENT WRAPrED ROOF BEAM c L PER PLAN BLOCKIN6�8 TM� O COVERED ENTRY 144 SO.FT 2 X 6 WALL 1 2 3 ENCLOSED SOFFIT w/ d 4'O.G.O R-21 INSULATIONtiu A9 A9 2'-0" I COVERED DECK b24 5O.FT. OF: ILL 2b'-0" r-o" 2 X 10 TRUSS TAIL @ BEAM DETAIL MONO TRU55 CONNECTION TO BEARING WALL OPEN DECK 33 50.FT. ROOF EAVE DETAIL @"1"J015T RAFTER o 8 6 SCALE:1n=1' - SCALE:1/2=1' SCALE 1J2=1'1 L ' COURTYARD 169 5Q.FT. (COVERED 71 SQ FT) 2 X 12 FASCIA-24"OVERHANG(VENTED) (UNCOVERED 98 5Q FT) 12 BUILDING SECTION DETAILS J. 5YKORA, CPBD i _i CHIMNEYGHASE 1.5 � -r-4' -, OVERALL 1 --- --— -- ---- ---- BUILDING HT. NOTE:VERIFY ALL HEADER CULTURED STONE. _ _ __ TYPE AND DOLOR 12 UPPER PLATE HT. HEIGHTS WITH SUPERVISOR 2 _— TO BE DETERMINED. 1 5 STANDING SEAM METAL ROOFING. ,J, STERLING GREAT ROOM VAULT 3B _- 12 1 COLOR TO BE DETERMINED. -- GREAT ROOM W YVALL ------- 3 UPPER WINDOW HEADERS --- 1 1.5 _ 12 - 2 X,o7I11 ---- ----- ------ 12 2 X 12 FASCIA 1/4" = 1' U.N.O. it 2 1 Q '1 6 5B 45 -_ tu - - 35 2 1 2 2 X 10 TAIL 2 X 10 TAIL 2 Z ENCLOSED SOFFIT(VENTED) $_���'� _ A 0: (ABOVE)5 118"X 12• EGORATIVE GLB- 1�1 Q `T �/ TOP TOFOLLOw .R-EXPOSED 5 4 ' 5 4 3 � 4 5 3 (B) ENCLOSED SOFFIT(NON-VENTED) 2 X 10 Th►L _ STANDARD PLATE HT. 2 ___ _ PLATE HT. 4 MANUFACTURED TRUSSES 24" O.G. - '� - -- ------' -_ ENG.5PEG.GLB-TOP®IN 11W-WRAPPED 3 8 b T&G PINE 1 6 6 7 'D TYP wINDOYV 51/a•X 12'GLB T&G PINE 511W X 17 GLB-TOP 10911W-EXPOSED CEILING — - - T 8 G PINE n.P MaNDOw (B) 11 7/S" BGI 6000 1.8 -r JOISTS p HEADERS -TOP 109 1/8'-EXPOSED _ 3 1/2"X 12"GLB 5 7!8'X 12•GLB HEADERS RAFTERS 24 O.G. CEILING TOP®lallra•-WRAPPED CEILING 8 8 -TOP®1091/8'-ExPosE _ _-- R-49 INSULATION ('3 o I (B) R58 HD INSULATION co N DECK DINING GALLERY - COVERED ENTRY GARAGE W F= II 1 - 9 9 _ — CULTURED STONE. ❑ TYPE AND COLOR = b 5/8" SHEETROCK TO BE DETERMINED.- _- - IL MAIN FLOOR 16 R-21 INSULATION 447.0'MAIN FLOOR OF GARAGE 141/8"FLOOR SYSTEM 12 11 51MP50N HANGERS 13 13 PLATE HT. 12 14 14 51MP5oNCOME E S! TgD FILL OR UNDISTURBED SOIL COMPAG fED FILL OR UNDISTURBED 501E T&G PINE ? b 6 1 CEILING ® 1/2" SHEETROGK 5 1@"x 12"GLB DECK BEAM 8 8 TYP.WINDOW -TOP @ 1221/27-WRAPPED HEAVERS GABLE RAILING 3b" HIGH TO CODE -- a FINAL DESIGN T.B.D. DECK- BEDROOM #2 HALL o _ 0 5/4"X b" DECK PLANKING zQ 1�1 I - o Q Q m AVG. 0Q6. GIRI�E _ 1 LAN AREA5 g OF FOOTPRINT - 15 16 2 X 12 PT. J015T 16" O.G. 10 BASEMENT FLOOR MAIN FLOOR 2,091 SQ.FT. 14 1/8"FLOOR SYSTEM 12 _ 11 51MMON HANGERS 13 GRAWL5PACE PLATE _ ---- 14 51MFWNHANGERS BASEMENT 1,290 5Q.FT W 2 DECK BEAM RAPPED IN E 12 5/4" COMPOSITE EXT. MATERIAL °v b"x,2•PT DECK SEAM STORAGE UTILITY 233 50.FT. o TOP @-123/4"(50T.or-.IoIS-0 - -WRAPPED GRAWLSPAGE TOTAL LIVING AREA: 3,614 5Q.F1' 13 11 7/8" BGI 6000 1.8 "I"JOISTS 16" O.G. in- COMPACTED FILL OR UNDISTURBED SOIL A U) — - - b MILL VAPOR GARAGE 954 5Q.FT. R-30 INSULATION. - FIBERGLASS BATTS BARRIER OVER SOIL R-38 INSULATION OVER O a EXISTING GRADE COVERED ENTRY 144 5Q.FT. CRAWL OR CANTILEVER. z o m w a IT COVERED DECK 624 5Q.FT t.� 1 DI NT FLOOR FOR Q z p w W RADIANT FLODR HEATING _� _ z , OPEN DECK 33 5Q.FT. to Q z = 4 GONG. SLAB m m .) SCALE: SECTION 'COVERED 7150 FT) 1 b9 50.FT. 1 b (FINISHED AREA SLAB ON GRADE COURTYARD (UNCOVERED q8 50 F r) - R-10 ENTIRE SLAB) BUILDING SECTION 1 v � 12 T-4"�i CHIMNEY GAP O Z OVERALL 1 5 OVERALL LL CULTURED STONE. N BUILDING HT. NOTE:VERIFY ALL HEADER 1 ------_ BUILDING HT. NOTE:VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 2 X 10 rAl TYPE AND COLOR HEIGHTS WITH SUPERVISOR WE UPPER PLATE HT.� -- TO BE DETERMINED. 12 dS GREAT ROOM VAULT 3B 5B 4B 1.5 Z GREAT ROOM W NALL 6 1 12 L Lu UPPER WINDOW HEADERS 8 /a• ,2 2 12 1.5 1 1.5 LU l 1 v 51 X 15'GLB-TOP®tbs 1/r-EXPOSE SB Q 4B X 10 7Al PLATE HT.� _ b 3B 2 GREAT w ROOM 1.5 2 2X,o7A,L W t— VIALL3 8 GREAT ROOM E.WALL 4 5 4 2 x 10 TA 2 v 3 UPPER WINDOW HEADERS 2 X 10 TAIL \ O IL tu \J ' LOWER PLATE HT.@ 2 2 STANDARD PLATE HT 2 2 STANDARD PLATE - GREAT O V GREAT ROOM Y* ALL 3 3 3 8 6 6 8 TGEL CEILING 3 O Lu � Z TYR WINDOW T&G PINE TYP WINDOW WE o HEADERS 7�fP.►"'UNDOW TYP.WINDOW 51l8'X 12'GLB HEADERS HEADERS -TOP 0 l09 118•-EXPOSED CEILING 5 liar X 17 GLB HEADERS n(� TOP 109 1/8"-EXPOSED i/ n _ GREAT ROOM n DECK OFFICE COURTYARD Q 9 4 4 9 9 d3 co l _- 10 15 16 44 �pUV 447.0• MAIN FLOOR - MAIN FLOOR 447.0'MAIN FLOO ILMAIN FLOOR Zsga 14 1/8"FLOOR SYSTEM 13 51MP5oN HANGERS 51MP5oN HANGERS BOARD F RM 141/8"FLOOR SYSTEM 12 11 �"'�ON"A" '� 13 � % COMPACTED FILL OR UNDISTURBED 5o{L DECORATIVE RETAINING WALL 14 13 14 DECORATIVE RETAINING YVALL PLATE HT. 12 14 O o PLATE HT. *7 6 6 3 azo 6'x 1r P.T.DECK BEAM a � 4 Q Q I ENG.5PEG.FLOOR BEAM-SOT.0121 1/8•-DROPPED o w> GJ V U TOP®122112"-WRAPPE a (BEARING WALL ABOVE)TYP,"ND T`(P WINDOW I HEADERS OW �J 0' _I a HEADERS �=�Wy _ � grrco� - � € - W3 BEDROOM #2 STAIR UNFINISHED zoo 0 BASEMENT � ��~�� . z Z=oH AVG. OR6, &PEAor AVG. O I RG. 06 OF FOOTPRINT 15 16 15 16 ••_ "g OF FOOTPRINT S2 BASEMENT FLOOR BASEMENT FLOOR ¢� I mEU00 14 1/8"FLOOR SYSTEM - - m 4 0 141/8"FLOOR SYSTEM 13 13 9 8$ GRAWLSPAGE PLATE 14 51MP5oN HANGERS 14 51MP50N FIANGERs GRAWLSPAGE PLATEsatCOMPACTED FILL OR =o UNDISTURBED 501E CRAI IL51"ACE W GRAWL5PAGE PONY WALL OWNER APPROVAL b MILL VAPOR BARRIER OVER 501L b MILL VAPOR BARRIER OVER 501E INITIAL: EXISTING GRADE EXISTING GRADE - PAGE: COMPACTED FILL OR UNDISTURBED SOIL BUILDING 5EGTION BUILDING 5ECTION OF. 2 SCALE:1/4•=1' SGA z-1w-1' BUILDINC-75ECTION_ 2 BUILDING SECTION 3 OVERALL IL CHIMNEYCHASE BUILDING 5EGTION DETAIL5 J. 5YKORA, CPBD BUILDING HT. NOTE:VERIFY ALL HEADER r HEIGHTS WITH SUPERVISOR J. STERLING UPPER PLATE HT. STANDING SEAM METAL ROOFING. GREAT ROOM VAULT 1 2 2X10TAI 58 4B 5B 2X1oTAI 2 COLOR TO BE DETERMINED. r° a GREAT ROOM NL WALLFTI I I I I I I I I I 1 3B 6 3B 3 UPPER"NDOW HEADE 2 2X1orA,L 48 5B 5B 2 2 X 12 FASCIA 1/4" _ 1' U.N.O. 8 3 nU. b (ABOVE)S 11W X 12"BEARING GLB- 1 1 w (� " n TOP TO FOLLOW RAFTER EXPOSED 2X10TAIL ENCLOSED SOFFIT(VENTED) a 1 (ABovE)s,/e"X,2'DEGORATNE OLD- 4 5 4 5 2 (B) ENCLOSED SOFFIT(NON-VENTED) a- KITCHEN PLATE HT. TOP TO FOLLOW RAFTER-EXPOSED 2 1 (� 8 3 STANDARD PLATE HT. 1/e"X 17 60 TOP�10q,/8•-F-XP05ED®DECK END MANUFACTURED TRUSSES 24" O.G. � Ile"X 12"GLB-TOP®,09 1/e"-EXPOSE 3 8 'I b b 1 [4] (B) 11 718" BGI 6000 1.8"1"JOISTS Tyr.VANDOW s ve"X 12'GLB T&G PINE TYR WINDOW RAFTERS 24"O.G. HEADERS TOP®10q 11w-EXPOSED CEILING HEADERS Z p R-49 INSULATION 0 MA T R B RM (B) R38 HD INSULATION W n KITCHEN DINNING GREAT ROOM ; DECK 5 E O © 5/8 SHEETROCK 15 15 15 10 15 R-21INSULATION 44"1.0' MAIN FLOOR MAIN FLOOR 141/8"FLOOR SYSTEM 13 13 13 11 13 x PLATE HT, 14w 14 14 12 14 nb 1Ll 4jLLL , l 6 6 '1 ; ® 1/2" 5HEETROGK TYPHEADOvi ! ! GABLE RAILING 36" HIGH TO ODE m z E ® FINAL DESIGN T.B.D. cow, � a I losr In BEDROOM #1 BEDROOM #2 FAMILY ROOM UNFINISHED BASEMENT O 5/4"X 6" DECK PLANKING AVG. 02b. 1 1 2 X 12 PT. JOIST 16" O.G. OF FOOTPRINT — 15 15 15 15 �► LL BASEMENT FLOOR I I I 14 1/8"FLOOR SYSTEM 13 13 13 13 DECK BEAM WRAPPED IN o CRAWLSPaCE PLATE 14 14 14 14 2 5/4 COMPOSITE EXT. MATERIAL v 0 3 11 l/8" BGI 6000 1.8 "1" J015T5 16" O.G. N L � o R-30 INSULATION. - FIBERGLA55 BATTS Q 6 MILL VAPOR BARRIER OVER SOIL 6 MILL VAPOR BARRIER OVER 501E 14 R-38 INSULATION OVER (3 o2 —LLLu U- CRAWL OR CANTILEVER. z W- w m EXISTING GRADE Q X v GRADE- COMPACTED FILL OR UNDISTURBED 501E COMPACTED FILL OR UNDISTURBED 501E 1 1/2" GYPCRETE FOR w p p m . 15 RADIANT FLOOR HEATING A z m v z N U' 4 BUILDING SECTION J O o w) SCALE:1/4"-l' d z 4" GONG. SLAB m x o_ < a-, m 1161 (FINISHED AREA SLAB ON GRADE - R-10 ENTIRE SLAB) BUILDING 5ECTION 4 Lu Q �- Z z ua C-4 < v z - (L ki) L, LU aL OVERALL NOTE:VERIFY ALL HEADER BUILDING HT. V Y HEIGHT5 WITH SUPERVI5OR Lu Q 12 12 V < 1 2 � � 1.5 1.5 CV 1 2 x1oTAIL 5B 4B tjg x1oTAIL 2 1 1 2%i0W& W. 2 2 PLATE HT.� m 38 -r 6 6 '� 3B 3 3 GREAT ROOM E.WALL 2 2 X 10 TAIL `T-' GREAT ROOM E.WALL 3 �5 4 �5 4 8 8 4 5 4 5 LWMR WINDOW HEADERS STANDARD PLATE HT. _ - STANDARD PLATE HT. T I 6 6 l _ va"x,r OLD-TOP 109118'-EXPOSE �f b 6 1 TYP.WINDOW T&G PINE 5 1/e"X 12"GLB - _ T&G PINE 1 Trn"NDOW HEADERS 8 S CEILING TOP 0 loq ve"-EXPOSED CEILING 8 $ HEADERS m 23o�Q z CL05ET COURTYARD GREAT ROOM - COVERED ENTRY HAS POWDER PANTRY ZZFFUUK -- - N a F Z Na O� > F�� O Lu 15 16 - - N~ W~ 3,/2"X 11,/e•FLOOR BEAM 16 15 F k i F _ �Cw�O oo$ MAIN FLOOR 44 MAIN FLOOR 7.0' I o U 14 13 COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDISTURBED SOIL 14 13 - 141/8"FLOOR SYSTEM Ro Ro$ W PLATE HT. W w PLAN AREAS , 6 ? _ - 030� 1.0 0 ZO MAIN FLOOR 2,091 5Q.FT. - BASEMENT 1,2g0 50.FT. _ �0 oo UNFINISHED STAIR = - BEDROOM #1 0 ZJ02 STORAGE / UTILITY 233 SO.FT. BASEMENT (n _ TOTAL LIVING AREA: 3,614 5Q.FT. - OWNER APPROVAL AVG.bQb GRAlDE GARAGE g54 SO.FT. 16 16 = 16 OF FOOTPRINT INITIAL: - = BASEMENT FLOOR COVERED ENTRY 144 SO.FT. - - - PAGE: COVERED DECK 624 SO.FT. — - - -- OPEN DECK 33 SQ.FT. BUILDING 5ECTION _ 5GALE:1/4"-1' - - - - GOURTYARD (COVERED 11 5Q FT) 16g SQ.FT. (UNCOVERED q8 SO FT) BUILDINGBECTION 5 EXTERIOR DETAIL5 J. 5YKOfi IL — - = 3 NOTE:VERIFY ALL HEADER OVERALL HT RIDGE VENT �^ ry 12 HEIGHT5 V41TH 5UPERV15OR ! J. 5TERLIN& UPPER PLATE HT. Q _ 3 1.5 GREAT ROOM VAULT ' STANDING SEAM METAL. aw _ e FaREAT ROOM V* WALL TYPE AND COLOR TO BE DETERMINED. 1/4 �- 1 U.N.O. UPPER WINDOW HEADERS `c- t� - - q X 12" FASCIA(METAL YN PPED) 12 ENCL05ED SOFFIT(VENTED) 3 1. 3 - GONTINUOU5 ALUMINUM GUTTE 5. STANDARD PLATE HT. --� TYR WINDOW � 13 HEADERS "X" METAL CORNER TRIM uj 5 90 Boa ao8 r F15ER CEMENT PANEL 51 ING 6Q W�t6lt.in.. _ c3 tT CEDAR LAP 510ING. 22660 B.ANN g IN5TALL Y41TH 4" EXP05U E. 307d B. d7a .AvN. 5 .t'a 1 D MAIN FLooR 4 _.--- h 14 11&"FLOOR SYSTEM 11 — PLATE HT. I NITH 7 OF EXPOSURE. 5 N 36" HIGH RAILING TO CODE. } s TYR WINDOW z HEADERS . J ,fit r Z s ... V/' SCALE: 1/4`" p 1' (}'�/ 5/4" X 6" DECK PLANKING 12 a a l 5/4" COMP051TE DECK FA5CIA MATERIAL - - - -- Lt MAIN FLOOR 2,0g 1 5Q.FT. - - 10 OF FQ0Tt'KINT BASEMENT FLOOR CULTURED STONE. BA5EMENT 1 2gO 5Q.FT. 14 1l8°FLOOR SYSTEM ' 1 TYPE AND COLOR TO BE DETERMINED. 5TORAC7E / UTILITY _ 233 5Q.FT. c SPAc PLATE : ': S L T n ( 0550RO "X" TREATED EATED GLU-LAM BEAM TOTAL LIVING AREA: ,1514 L, FT 6X 6 P05T - BUILT OUT - - COVERED ENTRY 144 5a.FT Z Lu COVERED DECK 624 SQ.FT. 5Tt?NE COLUMN CAP w EXI5TIN6 GRADE Q '� `' ___ STONE YVATER TABLE. zIII: s OPEN DECK 33 S .FT. — tu t ui � 0- ,;) � (UNCOVERED 98 SO FT)COURTYARD 1g 5 .FT. r LIJ -T-N L"? R"'I"H E L E V A T If.9" 'N' I IL �-- L OVERALL NOTE:VERIFY ALL HEADER' SUILDIN6 HT HEIGHT51^tITH 5UPERY15OR I UPPER PLATE HT @ 6REAT ROOM VAULT 3 UPPER Y41NDO ROOM HEAVERS 5b►d PIS. 6✓J ' KITCHEN PLATE HT. � seata�n.�,y�a STANDARD PLATE HT --- ' 12 4060 FIG. 11 406a PIG. 0 4ab0 PIG.' �' ' TYR WINDOW TYP WINDOW HEADERS1?HEAIIERS in I b 100b0 TRI,PANEL PATIO AOOR< 1 b08a PAS iO BOOR' ea ca ILNORTH ELEVATION Q DECK, 5CALE: 1/4" 1' 1b 3050 GA5E. 15 305a PIG. 14 3a50 EASE. a Z r ¢U o°° �-a,° 5 0 361d PIG, 1 G 670 PIG: 1$3610 PIG.; '1� 3`5b7a PIG. 2 367a PIG. ���� MAIN FLOOR - -_ W 0o q 4050 PiG. 8 408d FIG. 7 4080 PIG: MAIN FLOf?R 44�.10' j z Wa.00 i 14 118'FLOOR SYSTEM a K�Z 11 PLATE HT. i oil<Ym zo W.w ?FZW n�ry9 TYR WINDOW ( N V HEADER) o`�F V Z. 11 XW UWO � Q Paz Lu ��Q2LL ga�Uo rys szW°o 12 12 Za�Wo r W o3:¢oo �zo�z 11050 5L. 1 a 1050 51-. 910 0 SL. o_r 0000w zwU—b a I?OOR'�i 4o�a PIG. 43 4aaa FIG. 2 4abd f�IG.' ,�` � AV6 .�� a4 4aea PIG. q,z �U 4 W X N 1( OF FOOTPRINT m N F o Zr�¢ VL[11608d PAT1 � aoox Lu EMENT FLOOR g Q c o W "14 1 lb"FLOOD SYSTEM z=z 11rRAe4L5Fl PLATE z`*0 Lu I 'y OVqNER APPROVAL I INITIAL. PAG E: t } jr4 ,r t r . .c f ., 4,.. _. c ... ter,$, ( Y.a rr s� .. ..., .x- lr'> .',' .,," r.1. 2 f F.xtsT1N6 61RAVE s SOUTH @a MA5TER BORM rw,E5T ELEVATION SOUTH ELEVATION @ DECK 5CALE: 1/4" = 1' SCALE: 1/4" 6 1' SCALE: 1/4" = 1' E"5"I'm P E L E`V AT u EXTERIOR DETAIL5 J. OVERALL I RIDGE VENT J. ETERL.ING BUILDING HT. NOTE:VERIFY ALL HEADER HARDI-PLANlc HEIGHTS KITH 5UPERVI5OR 1.5 rn UPPER PLATE HT. @ GREAT ROOM VAULT 5TANDINC7 SEAM METAL. /� 3 3 TYPE AND COLOR TO BE DETERMINED. GREATROOr+W WA�i LL 1f4 — IJ.N.Q. ' UPPER WINDOW HEADERS 2"X 12" FA5CIA(METAL W PPED) - ENCL05ED 5 FFIT(VENTED) 12 1.5 CONTINUOUS ALUMINUM 6UTTER5. 5TANDARD PLATE HT. _ ® TYR WINDOW "X" METAL CORNER TRIM p HEADER5 LLI N FIBER CEMENT PANEL 510ING ry 66C3{huift-x«, a ® 5 CEDAR LAP 51DING. 70 -5 Ile limINSTALL WITH 4" EXPO5U E, x 5 20-10 SH: MAIN LOO F R x FIBER CEMENT SIDING INSTALLED Ay.4 t t x t t t l n�- } } c „<.}, � ,: t � WITH F 14 1/5 FLOOR 5Y5TEM 7 n f t � t � J S PLATE HT z a S x } F{ Y 1 q\ m � 2 36" HIGH RAILING TO CODE. TYR WINDOW HEADER5 m 'c0 t.Ft J{ul tl t." a 5/4" X 6" DECK PLANKING { 4 �Y ..i;, �— 5/4" COMPOSITE DECK FA50IA MATERIAL MAIN FLOOR :2,oql SOFT L OF FOOTPRINT BASEMENT 2qo SO.FT. 1 � CULTURED STONE. n t TYPE AND COLOR TO BE DETERMINED. BASEMENT FLOOR SCALE: 1/4" = 1` - — --/ �— 14 115"FLOOR SYSTEM 5TORI C7E t UTILITY �' GRAWL5PACE PLATE TOTAL LIVIN Aa ' R O5 ORO "X" TREATED -LAM BEAM Tv w & R GE q54 SO.FT. 6X 6 PO5T - BUILT OUT ` t COVERED ENTRY' 144 ` 0.FT. � � }} { { Y _ � .. t �{ 4} ? C .FT.� STONE COLUMN CAP / F COVERED DECK 15 � rc EXI5TING GRADE _ __! STONE WATER TABLE. a z w T OPEN DECK 33 50.FT � zLu � — _ (L COURTYARD OVERYED � a FT'7160 FT) bq So.FT � %wLlu I t:LEVA'T1(o/% N u- Lu C4 IL OVERALL BUILDING HT. NOTE:VERIFY ALL HEADER ...® HEIGHTS!°jtITH SUPERYIG?R UPPER PLATE HT. Q GREAT ROOM VAULT—+— 2 y GREAT ROOM K UPPER iii HEAVER ' �402b I�IG. ��€t326 PIG: 14a2�sic. 2 050 KITCHEN PLATE HT %Z 7— ILi� 65TANDARD PLATE HT. CC4 TYP.W#Nvok TYR WINDOW p HEAVER5 HEADER5 5 30 f0 B.AY IN. 4": 6 3014 P1 3014 F'I �14 PIG. � 4 PIG: 5 m . 5 � 12 �5050 PATic� a�R �, EAST ELEVATION ENTRY 4 5CALE: 1/4" = 1' U 24 L) 5 �wo ME ®® �z v- 30 4010 S.A!^IN. 9 4010 B.AWN. 5 4010 z IT MAIN FLOOR „ , MAIN FLOOR oaP, } t i �� {F t, t { t< .,.e u t t '. 7 4. a ; ,,, ..,. ,t j.;;{) 4.,�a .. L ttl ,::1 2 Fit'i :l 2N � 141/I� FLaOR5Y5TEM 2 ; F iu,i x,.v{YS >i 2"i� >;.:; 24�}1 4Ct}�:JJ lY tF lfl?} .,, ..., .,,;, '"' 4.,, I—W`'C 4`W PLATE HT <<,' o a- zWU ?� �'(A � =reap Lu cn a w rn�? F.zq za�ag w I=u p TYR WIND: � aQz HEADERSQa�6Uo z?-°a SCALE. 1/ " 1' UQ ZU ZQ `t-Wi t�.�m¢ 'oZWm G1 ZZOgZ t7Wu <p O 00 00000 oalozz gT ou oo ammNO 1 �. F zFza AVG. oao= OF FOOTPRINT o 5A5EMENT FLOOR— zZ02 14 1l 'FLOOR SYSTEM w 10 F ul N U� lc,RAI, LSPACE PLATE OWNER APPROVAL a INITIAL: PAGE: EXI5TING GRADE— OF: J. 5YKORA, CPBD _r J. STERLING 1/4" = 1' U.N.O. I U- f] 5-18-17 Q I 2Pw MEW w 2PW — — 2PW 6r0 6T0 40 �0 I I � �b �b 7 Gh1b Vg^� 2PW 2PW F Vy ti' W W W I 2PW I w I 10'CEILING W w W 1 PW W n 2w � s 1 PW W $ Il s 5 y 10'CEILING 10'CEILING 10'CEILING 9 INSTALL RADIANT HEAT ZONE 1 PW > s W 1uu PLAN AREA5 O 10'CEILING - J 1 Pw u- m v V 10'CEILING I MAIN FLOOR 2,091 5Q.FT. O v BASEMENT 1 ,290 50.FT. o ,O CEILING STpRArGE / UTILITY 233 SQ.FT. 10'CEILING r✓ 5T X W KITCHENETTE(ROUGH IN) � U) 10'CEILING TOTAL LIVING AREA: 3,0 4 50"FT. FREESTANDING TUB O — — _ • • CLOSET GARAGE 954 5Q.FT. z W- m r ,Pw . III o ° ° COVERED ENTRY 144 5Q.FT. Lu �` (3o m W Xi 2: Fi ?c aD o ID ED 1J IIl N N �� € S COVERED DECK 624 50.FT. 5 a o z ° w In 7 >i m �l OPEN DECK 33 SO.FT. VERED 7150 FT) COURTYARD (UNCOVERED 98 SG FT) 169 50.FT. 10'CEILING _ tu CONCRETE SLAB FLOOR ONLY HDU2 HOLD DOWN STHD HOLD DOWN MSTC STRAP 5HEAR 4ALL TOP CONNECTIONS V }- NOT TO SCALE MN*mm-M.b SHEARWALL TOP CONNECTION 5HEARWRLL TOP CONNECTION O r Audw DiumMer % I'3' PARALLEL FRAMING PERPENDICULAR TRUSS Lu IIltuMmuot Above Yle NO SHEATHING 5PLIGE TRUSS OR WAFTER — WE Tend-(Abe.) • o' _ H Q DFIfP • `" at — TwrsoR Q 0 q T1U155 RAFTER I aws 2zts m oR JOIsr ea o • o. c g NO SHEATMINIS V bsA6iw of t 5PL�E M� /� ',/�■ q ORia.50PTIONPM Sbdk" ■ , v .d ^ CEILING °�••e W •d U.S.PAO 6.112.495 � G'S :. - wvc,SWAOPrron SHEATHING SPLICE TRUSS HEEL 1. V• \ O I3ai♦�aallilp�.2,� < y t><� 4i.aa: Lu 2 x k I TRU55.RAFTER ROOF NALIN6 O Vy Ul Two O-e OR JOIST O �/ q .0 ur4 —AsaOPrw" FUJ.Hr-awuc z Admesme ' SET 916 12 r 10 5 6 5 �I ©� MIChWAcdI 9% 12 10 5 9K 10 � SHEATHING L SPLICE OPTION (L ' � AOtlm, TMD 10 10 ! 10 10 10 10 . - F tp5 ,56W OmOr1 �\ SM24 19 1e 16 7t K o \9 M— SST11% 12% 12% 12% 12% 12% 12% ,-See pq.a lwaae6ai Ael.ic for tlAiS qon type. 91�LLaiaala11pa11a11HIpE.aOlaaaEaela a�.p.'r LOWER ROOF CONNECTION allow TO SHEAR WALL TRU55 HEEL p NO SHEATHING SPLICEN873 W NMw9 a(C).r. "` . SHEAR PLAN m r, Min-Ee°e 1C1=1NP tip„ - P ER PLAN arar rrOOPiu..ns i T a�EW 4 '4°' tI♦u.a11q OR RING SFMNK z j z> t ,� Ia-1,P 6 11a LLOUT 8 , WhL _ dlbit2x4 MaZWW4 ROOF fo o ar• Mc r apa re.a.Ya.a V ZC o a C c O�jV0 n•�-SY�ae E.aaiaa '` ORD OF TRUSS OR MIN.HEIGHT u- Z w� I h NYne M M°r °� t CH RAFTERS.LEDGER LOK OR ° — WNI LE1d�e 5 PER GALLOUT 64L. rF 5�THs 5RJCW HZ5z < i�,O 3 gNEIt,WE M25Oft F =5AWG75W0 15WOOPTM O 0 H SIND PER GALLOUT �� o w 0 Min.EApe(C)=11Y �}. 4 t a w Z � J a: p` SHEARVVALL TOP CONNECTION o 'ITSA&I '1'>J164 rw r° PERPENDICULAR JOIST z p .�+. • ieZZ'0 f fi •� W f W w!� JOIST JOIST W/SHEATHING z w 3 a z i �' . W/SHEATHING SPLICE OVER RIM JOIST �' LI, v • 4 han rile O Z U 0 Lu 1—oo" = f � awmwr- SHEArR WAALL TYPE --j // � N�z_j� 1 PY�I — ; ye� JOIbT � 306 ' - Mltr<Rbr�• ,a i JOIST L `z 0�2 MINIMUM LENGTH OF SHEAR PANEL. - _ � �£ ��"� ^�' `-- Z U.1 ` IF " Yet" CONSTRUCT ENTIRE Y�IAtLL PER TH15 CAIILLOUT. - F' OR� SPLICE - � =Zn si 9wa19.. r 5NG/d.VN1 ,5 OPfION SY�ARWLL '6 8 F Z IF N5 MEANS NOT A SHEAR WALL. BUILD PER CODE MINIMUM "01101- W W I.,bO""W 0 z � Z.NU ppO STUD MATERIAL NAIL EDGE/FIELD TOP PLATE SILL PLATE a, BLOCKING AT TOP OF WALIL TOP OF WALL BOTTOM PLATE l l CALLOUT CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD.IZE TOP PLATE GOl TION,9�AT CONNECTION AT TO FRAMING MAX MU05ILL ANCHOR SILL ANCHOR ul w 2 SIDES OF WALL (5EE 5TO STRUC. SPACING O STUD SPLICE STUDS"EDGE UN�S'IJPPORTED WIND/SEISMIC MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN TO CONCRETE MAX.EMBED .PEGS.) SPACING IN INCH MINIMUM �� E>p�g MIN.EMBED FRAMING FRAMING INCHES OWNER APPROVAL 10, 24" 2 X 4 SWN A �112®IV GONT.SHEATIING CONT.SHEATHING 7/16" 055 ONE SIDE. 12' 16" 2 X 6 SAWN b/12®16" 01tA94 OR LTIP4 W/BLOCKING OR 5/8"J-BOLT OR INITIAL: PW 48 LAP YV/ AT gr MAX SEIE H2.5 OR SDWG 5/8"TITEN HD „ APPLY EITHER " " " 165 / 120 OR 7/16 SIDE DIRECTLY 5d 16' 12" 2 X 6 5AlNN 6/12®1Z• (2)2X 4 (g) bd NAILS 2X NA WrAL 1%00®24-MAX 16d @ 6 w/3"WASHER 72 /4 PAG E: SEE DETAIL OR MA5A OR PLYWOOD TO STUDS 22' 1211 1.75 X 5.5 LVL bn2 12• D"1 D2 MASAP 10, 16" 2 X 4 SAWN CONT..HEATING CONT.SHEATING 7/161, O53 ONE SIDE. 12' 16" 2 X 6 SAWN M BLOCKING OR 5/8"J-BOLT OR OR A34 OR LTP4 OF: 2PW 48 LAP W! AT 36"MAX 5E1r H2.5 OR SOM 5/8"TITEN HD 490 1350 OR 1/16" APPLY EITHER 5d 4/12 @ 16• (2)2X 4 2X 2X 15600 @ 24"MAX 16d @ 4" Wr 3"WASHER 36" / 4" y� SIDE DIRECTLY 16, 12" 2 X b SAWN (S) 1 bd NAILS DETAIL SEE DETAIL OR MASA OR PLYWOOD TO STUDS 22' MA.AP 1211 1.75 X 5.5 LVL D 1 D2 J. 5YKORA, CPBD r 0 J. STERLING 3 3 d 1/4" = l' U.N.O. it z o w 8-18-17 a a. 2PW W 2Pw 2PW W Ili h1b � U b � ZPw W O 1Pw 1PW w W 1 PW W 1 PW m n w � — — p > ul w w DW J g •�� y 1 PW 1 PW 1 PW W W W 2Pw w s PLAN AREAS CD m I 1 PW u- w MAIN FLOOR 2,091 50.FT. E J V BASEMENT 1 ,290 50.FT. o v STORAGE / UTILITY 233 50.FT. ,ow TOTAL LIVING AREA: 3 614 5Q.FT. ° i 2w tu GARAGE q54 SQ.FT. z a m Lu •, Ck � rZ 1Pw Zw 2Pw ,Pw ,Pw J ZPj„I COVERED ENTRY 144 SO. Lu O p 1-.. W W l W W W Q vb Z [n u Z N .. E�- OVERED SQ.DECK 624 FT. � � o z — m dIL • OPEN DECK 33 SQ.FT. w 1PN' (COVERED -1150 m 169 5Q.FT. COURTYARD ZPw y� (UNCOVERED 98 50 FT) Lu HDU2 HOLD DOWN STHO HOLD DOWN MSTG STRAP SHEAR 4ALL TOP CONNECTIONS NOT TOscALE 0 ON*HDU2-SM.5 SHEAW ALL TOP CONNECTION 5HEAI WALL TOP CONNECTION O Z r � " PARALLEL FRAMING PERPENDICULAR TRUSS N��r W Lu N un1�N mm" NO SHEATHING SPLICE TRUSS OR RAFTER Tom-00 WE N TRUSSOR 1 PW 2PW • _ o Zw w o E TRU55•RAC M 3W5 2215 •• v 1a OR.1015T tu l •- �--- NO SHEATHING LU \V NM SPLICE (INtl2 fat) ' m ,OR N250rTION V Q N fly! --uNG o" N ••d a'd' U.S.PWOM6.11Z495 �* ': o oo ca c3 tseosoPrloN � ifs a SHEATHING SPLICE TRUSS HEEL e+.9..MNru 4 i gxk o o 2 Lu v Bwi 20 o o TRUSS, JOIST .OVP NMLINO Amdw L O V 2Pw �AR '"' "- '�`�' Q t.T.. �s10mON � w A� I SET 9fi 12 10 5: 5 5 Andw ' AT 9% 12 to 5 81i N Qf� SHEATHING L� O• ^.,y -, ti/ OR %THD 10 10 to 10 l0 10 •• v SAGE M7.somo• lur • GEILING t R•F� SB 4 14 19 16 19 1• 19 ♦ ts.ssomoN cn A1WOt SST9t6 12% 12%' 12% 12% 121i 12% • • 1.Sx B#9lor a00ili01W dewiS for ik/nWion tYBe. -• STENNILLRWrWnA�IEYAlM RtAti f• "'�""r"•�""""'� gamp" LOWER ROOF CONNECTION TRUSS HEEL &Nmods TO SHEAR WALL fit 2PW NO SHEATHING SPLICE 1 PW yr W parr SHEAR Y441 r Nia N9t 9a=1%' � FER PLAN A"� FoOOF wu nw ,emu z — — — — - Iq./%' �i• SGFCW OR T SHANK z E z> �,•Q////� �- ` } 4 PER GR ROOF S O ga µ. t r. ; �r2z4 :'� RROOF o o Ut=t t n2�i Rw-ir0 F ty' TOP GFWRD OF TRUSS OR USE LEDG TALL HIM MIN.HEIGHT � U.N. W3W 18 ....a9H��p,•eros •• . TO MATCH RAFTERS. ER LOK OR Iu 1•ii. �v 5D5 LAGS PER GALLDUT 64L IP SNEA HZ5 N2s c9 a¢ Oi " �.use N2s Olt OWW w �` �• S 9uwLtsem 15W OPTION 3 MMoo, STHD So— DGER PER GAuour �� o t t TkoNb f w~2 W °E T z 1 PW L- t '� ' SHEARVIALL TOP CONNECTION v 0 xW>z o W trTsA,S ��i Z-4 . '� A Now D"us PERPENDICULAR JOIST � '-�1 * J015T JOIST W/SHEATHING m 3 m(9 W 'r' ,• W/SHEATHING SPLICE OVER RIM JOIST W OR z + ao0t �'t te.. t zwu SHEAR V4ALL TYPE ��` = —000llmlloo- Lu og=W z� Qp� 1 LU � Ir a J0 5T J015T Z Z K Q5 • _ . 9lia t9Yr �' f 5PUGE"G VAO SHEATHING MINIMUM LENGTH OF SHEAR PANEL. _ 14 � �5 SPLICE �� » L5TMD8 ZPw IF " W" CONSTRUCT ENTIRE Yd�4LL PER THIS CALLOUT. �,:. µnm _ 086WW �TMDB IF "N5" MEANS NOT A SHEAR ViALL. BUILD PER CODE MINIMUM 2}`�` mN'o ooH, z m STUD MATfRML NAIL EDGE i FIELD TOP PLATE SILL pub gLQ(, •AT TOP OF}WALL TOP OF WALL BOTTOM PLATE 1 0 g GALLOUT CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE CONNECT40N AT CONNECTION AT TO FRAMING MAX MUD51LL ANCHOR SILL ANCHOR F z SIDES OF WALL (SEE 5TD5TRIJG. SPACING®STUD SPLICE STUDS"EDGE UNSUTORT® WIND/SEISMIC MINIMUM 5CREW SIZE MAX.FT. MAX.INCHES MINIMUM SF'FG6) SPACING IN N401 MINIMUM MINIMUM ED61E5 PARALLLEL PERPENDICULAR SPACING IN TO CONCRETE MAX SPACING MIN.EMBED FRAMlIING FRAMING INCHES OWNER APPROVAL 10, 2411 2 X 4 blb @ W CONT.5HIFE ATING CONT.SHEATHING 6112®W OR A54 OW LTP4 1/16" OSB ONE SIDE. � n INITIAL: 12 16 2 X 6 b/12®W !^U BLOCKING OR 5/S"J-BOLT OR PW 'LAP YV/ ATl6•MA7g(SEE H2.5 OR 5DWG 5/8"TITEN HD „ APPLY EITHER „ „ „ 168 / 120 OR l/16 Sd (�)2x 4 Zx I11A D>tr� 15600®24•MAX 1 bd @ 6 Iw 3"WASHER l2 /4 PAGE: yy SIDE DIRECTLY 16, 1211 2 X b 6/12 A 17 (8)16d NAILS SEE DETAIL OR MASA OR PLYWOOD TO STUDS 22' 12" 115 X 5.5 LVL 6/12 a 1? D 1 D2 MASAP 10, 1 b" 2 X 4 SAWN CONT.5HI£ATING CONT.5HEATING l/1 b" 055 ONE SIDE. 12' 1 b" 2 X 6 �J'A�N VW BLOCKING OR 5/8"J-BOLT OR OF: 2PW 490 350 OR OR A34 OIR LTP4 4W LAP YV/ AT 86"MA`X SEE H2.5 OR 5DWC 5/8"TITEN HD / ?/16" APPLY EITHER 8d 4112 01W (2)2X 4 2X 2X DETAIL 1%W 0 24"MAX 1 bd @ 4" w/s"YVASHER SIDE DIRECTLY lb, 1211 2 X 6 SAWN (8) l6d NAILS SEE DETAIL OR MASA OR 1 Pw PLYWOOD TO STUDS D 1 D2 MASAP w 22' 1211 115 X 5.5 LVL PREFAB HOOD PRODUCT5 FRAMINCG CONNECTOR5 CONVENTIONAL 1^I000 FRAMING FOUNDATION5 / CONCRETE GENERAL NOTE5 J. 5YKORA, GPBD 171 Prefabricated Trusses: Where shown on the plans,all prefabricated Manufacturer: Simpson brand is specified, however a other Material:All sawn framing lumber•, not including beams posts and columns shall be Spruce Pine Fir, Hem Fir,or GEOTECHNICAL REPORT: GGI 15 NOT AWARE OF A GEOTECHNICAL REPORT FOR THIS PROJECT. GGI BASIS OF DESIGN-APPLICABLE CODES: n p P P P J. STERLING structural roofing members shall be designed a certified nationally recognized brand may be used provided that they are Douglas Fir-Larch, Number 2 or-better, unless otherwise shown.All sawn wood shall have moisture content less than STRONGLY RECOMMENDS THAT A GEOTECHNIGAL REPORT BE PERFORMED BY A QUALIFIED 9 9 �J GEOTEGHNIGAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALYSIS AND GEOTEGHNIGAL GORE.THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE professional engineer. The prefabricated structural roofing designer equivalent in their ability to carry all applied loads in all orientations. 25%. _ ENGINEERING ARE NOT A SPECIALTY OF GGI. GGI DEPENDS ON OTHERS FOR THE PROVISION OF SOILS WITH THE 2015 IBC,. CONSTRUCTION SHALL CONFORM WITH THE shall provide to the Contractor stamped design drawings with MOST REGENT BUILDING CODE ADOPTED BY THE APPROVING 1/4 1' U.N.O. 9 General Construction: Predrill all nail holes to avoid splitting.Connect all wood b the Plans DATA,WHICH INCLUDES BUT 15 NOT LIMITED TO:ALLOWABLE BEARING CAPACITY,LIQUEFACTION appropriate notes showing member sizes,forces, installation Installation:The Contractor shall install all prefabricated items in strict ructon: es were required members per JURI50ICTION. LL manufacturer's recommendations and and applicable building code.Were h Structural Plans do not specifically address a structural element, construct said POTENTIAL,SLOPE STABILITY,ACTIVE AND PASSIVE LATERAL PRESSURES, INTERNAL FRICTION ANGLE, procedures, blocking, bracing,etc. accordance with the lu Q requirements. The load carrying capacity of the prefabricated item element per minimum building wade. AND COHESION. IN THE ABSENCE OF A GEOTECHNICAL REPORT GGI WILL MAKE ASSUMPTIONS LIMITED SCOPE OF CONSULTANTS WORK: z q �J 9 p ty P S-�8-� Engineered Wood-General:These products must be provided, cannot be guaranteed if this provision is not adhered to. Nails and REGARDING 501E PARAMETERS, HOWEVER, GGI TAKES NO RESPONSIBILITY OR LIABILITY FOR FUTURE � m Beams and Posts:All sawn structural beams, headers,and posts shall be Doug Fir Larch No 2 or better, except where SETTLEMENT, OR DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE OF ANY KIND. CONSULTANT.THE CONSULTANT IN RESPONSIBLE CHARGE OF THE stored, and installed in accordance manufacturer's screws which will be exposed to weather shall be galvanized or exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. Glulams, P5Ls, LVLs,etc. STRUCTURAL FILL: "STRUCTURAL FILL"SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., DOING recommendations. Failure to do this may void the warranty and stainless steel. if installation risks cracking.of wood, contact engineer diminish load carrying capacity.Any nationally-recognized brand that for alternate nailing and/or alternate connector. shall be per Prefabricated Wood Products section below. STATE HIGHWAY SPEGIFIGATIONS FOR IMPORTED ROAD BASE OR 5U8 BASE; OR U5E SAND OR OTHER BUSINESS A5 GONSTRUGTIONGALG, INC.,HEREAFTER INDICATED GLEAN GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL.ALL STRUCTURAL FILL MUST BE A5"GGI." meets the below specifications is acceptable. Multiple Ply Members: COMPACTED PER THE FOLLOWING SECTION. z Simpson 5D5 Wood Screws:Where specified, install per Trimmers, Kin Studs, Headers.Where more than one 2x is laced multiple ply king NON-51RUCTUR4L-FILL: "NON-STRUCTURAL FILL" 15 SOIL(NATIVE OR IMPORTED)WITHOUT: ORGANIC SCOPE OF GONSULTANT'S WORK.THE SCOPE OF WORK OF GGI 15 W g p against another and used as a multi � -beam Comaosite Web/Flange Joist Products: The contractor shall manufacturer's recommendations. In general these do not need pilot stud,trimmer,or header, conned all plies with 1bd at 4"OG,staggered. MATERIALS; ROCKS AND LUMPS GREATER THAN 3" IN ANY DIMENSION;TRASH;AND THE LIKE. IF USED A5 LIMITED TO STRUCTURAL ANALY515 OF A NEW SINGLE FAMILY W install the I-Joist products complete with web stiffeners and other holes. However, if wood is old and or very dry pilot holes may be Beams, Columns.Where more than one 2x, or LVL, or L5L is laced against another and used as a multiple RESIDENCE. r recommended required to avoidsplitting. Use len th as specified in Plans but never ,� P ag p ply beam COMPACTED FILL IT MUST BE COMPACTED PER THE FOLLOWING SECTION. � blocking/bracing as shown on the Plans and/o as eco q9 P or column, connect all plies with glue and 2, 1bd at 4 spacing. COMP TI N: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING&INCHES. COMPACT USING GGI TAKES RESPONSIBILITY ONLY FOR ITEMS SPECIFICALLY by the manufacturer. less than required to ensure full strength. Glue:Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use MECHANICAL(VIBRATORY OR IMPACT)METHODS. ADDRESSED IN OUR DRAWINC75 AND CALCULATIONS. Liquid Nails LN-940 or equivalent. Prep and apply per manufacturer's recommendations. IN PAvaV AREAS AND UNDER STRUCTURES, USE STRUCTURAL BAGKFILL COMPACTED TO q5%RELATIVE CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRE55ED HEREIN P5L(Parallel Strand Lumber)and Versa-Lam:Where called for, use Simpson 5D Wood Screws: With most Simpson connectors, COMPACTION. SHALL BE BUILT PER MINIMUM CODE. minimum 2.OE,2,900 psi minimum allowable bending stress. Contractor may use 509 in lieu of 1Od nails, and/or 5010 in lieu of Y%ndo,,and Door Openings: IN NON-PAVED OR NON-FOOTING AREAS USE STRUCTURAL BAGKFILL OR NATIVE BAGKFILL MINUS LOADS: m 16d nails. These are provided in 1-1/2"and 2-1/2"lengths. Use the Header. Use header size shown on Structural Plans. May use larger of same material.All headers shall be installed ROCKS, LUMPS,AND ORGANIC MATTER, COMPACTED TO 92% RELATIVE COMPACTION. LVL(Laminated Veneer Lumber): Where called for, use minimum length necessary for full penetration into the member(s)connected. with their tall dimension vertical. If header is less than 3 inches uAde(I.E.a single 2x or single LVL)use a flat 2x nailed WHERE PIPES ENTER AND EXIT STRUCTURES(DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN/ 1 AE,2,600 psi minimum allowable bending stress. to the bottom of header in an"L" configuration with 16d at 4"max spacing. If no header is specified,the Wallis MANHOLES, ETC.)USE STRUCTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND COMPACT ANALYSIS: assumed non-load bearing and umll top plate may serve as the header. TO q5%RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. L5L(Laminated Strand Lumber):Where called for, use minimum Mu/dp/e Adjacent Openings.Where adjacent door or window openings occur in a wall, headers for each opening shall WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- 0 ROOF LIVE:20 PSF. 1.3E, 1,100 psi minimum allowable bending stress. be individual members with full-height king studs beWeen them. Each header shall use the number of king studs EXCAVATION AND COMPACT PER THE ABOVE. O ROOF + CEILING DEAD: 15 PSF specified in Structural Callouts. FOUND TIONS. FOOTINGS ON 501L:ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED O ROOF 5NOW:25 P5F Glue-Laminated Timbers: Unless otherwise noted, all glu-lam beams Trimmers, aka Jack Studs. Use Size(or larger)per Structural Callouts.Concealed flange hanger of similar bearing EXISTING SOIL OR STRUCTURAL FILL.ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH FOOTINC75 O FLOOR LIVE:40 PSF shall be 24F-V4 OF/OF industrial appearance grade, manufactured by length and capacity may be substituted for trimmer. AND FOUNDATIONS TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF FOOTINGS TO 0 FLOOR DEAD, 1.5"GYPCRETE:2-1 PSF. an AITC approved fabricator. Store and install in accordance with King Studs. Unless otherwise shown on Plans use the following.These must be full-height, bottom plate to top plate, IE BE BELOW LOCALLY PRESCRIBED FR05T ZONE, NOT LE55 THAN 12". O DECK LIVE:40 PSF manufacturer's recommendations. if these span continuously over diaphragm to diaphragm. FOUNVATION5. FOOTINC75 ON ROCK:WHERE FOOTINC75 BEAR ON ROCK, GLEAN THE ROCK FREE OF O DECK DEAD: 10 P5F. one or more interior supports or are cantilevered, use 24F-VS DF/DF. •'Opening less than 6'uide-use min.,one king stud each end of header. DIRT, MOSS, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PLACE CONCRETE DIRECTLY ON GLEANED 0 EXTERIOR WALL DEAD: 10 PSF N If visually exposed to interior living space, use Architectural •'Opening b.1'wide to T wide-use min.,huo king studs each end of header. ROCK.WHERE ROCK 15 SLOPED LESS THAN 3:1 0 B-DEGREES), NO DOWEL5 INTO ROCK ARE NECESSARY. 0 INTERIOR WALL DEAD:'i PSF YVHERE ROCK 15 SLOPED 5:1 (18-DEGREES)OR GREATER USE#4 X 16"LONG DOWEL5 ROTOHAMMERED 0 SEISMIC,FACTORS:55= 1.104, 51=0.438. Appearance Grade. • Opening q.1'wide to 16'wide, use min.,three king studs each end of header. 0 SEISMIC,DES CATEGORY: "D" Discontinuous To P/ate.Where wall to plates are cut, omitted,or otherwise discontinuous at a header,the end of the b" INTO ROCK. ROTOHAMMEREO HOLES TO BE %" DIAMETER, PERPENDICULAR TO FACE OF ROCK NO o p P P O WIND EXPOSURE W,,3-SEC,GUST: 120 MPH.ASSUMED ALLOYVABLE header shall be connected to the remaining top plate beyond with a horizontal G518 strap u�tth minimum 12"length on EPDXY 15 NECESSARY. DOWELS TO BE LOCATED AS FOLLOY45: Pk.urood or 055 Shear Walls:All shear walls shall be positively g 9 SOIL BEARING PRE55URE: 1,500 PSF. connected to horizontal diaphragms or slabs at their tops and nottoms the header and 12" length on the top plate beyond.Strap may be on top, inside,or outside of wall. O FOR CONTINUOUS FOOTINGS, USE DOWEL WITHIN 6"OF ENDS, CORNERS,AND INTERSECTIONS AND T per the Plans and Callouts. all sheathing may be either Oriented AT 48"OG MAX SPACING. DOWELS TO BE CENTERED ON STEMWALL. W SINGLE PROJECT: Strand Board(OSB)or plywood approved for use as lateral-resisting Anchor Bolts: O FOR PAD FOOTINGS, USE TWO DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL 15 TOO „ LONG TO FIT IN FOOTING, USE 90-DEGREE BEND A5 NECESSARY TO PROVIDE 2 COVER AT TOP OF 5hearwra//anchor bolts connecting mud sills, use 5I8 diameter x 8 min embedment at the spacing shown in the Plans THE GALGULATION5, DRAWING5, NOTES, 5PEGIFIGATION5,AND/ a, sheathing by an APA-approved manufacturer. Store and install in FOOTING. 4 0n L but never greater than 60"OG and within 12"of ends and comers,with 3"x 3"x.229"steel washers,wrench fight. OR TABLES PREPARED BY GGI ARE VALID ONLY FOR THE PROJECT lL w u- 0 accordance with the recommendations of APA and IBC for shear SLABS ON GRADE: SUBGRADE BELOW SLABS SHALL BE SIMILAR TO THE ABOVE.A LAYER OF FREE Z W m Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same INDICATED HEREIN.THESE DOCUMENTS ARE NOT VALID,ARE NOT _ p m resisting vertical wall sheathing. DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED APPLICABLE TO AND SHALL NOT BE USED FOR ANY OTHER OL X W spacing may be used in lieu of wet set-see spedficacations in previous section.An alternate to wet-set anchor bolts and W Q m FOR ALL INTERIOR SLABS. PROJECT AT ANY OTHER LOCATION. 'v O O V a washers may be Simpson MA5A or MA5AP at the same spacing specified for wet set anchor bolts. A x rn v N Non shearwall anchorbolts shall be spaced a maximum of 12-inches and within 12-inches of ends and comers and FOOTING DRAINS: FOOTING DRAINS,WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT Q Z 2 w shall be fitted with 2"steel late washers. Use either 1/2"diameter x 8"min embedment wet or 1/2"Titen HO with EXTENDING TO FINISHED GRADE,SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND RETAINING COMPETENT CONSTRUCTION PERSONNEL!SAFETY: �p < m �I P 4" min embedment. YVAL.LS WHICH WILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" PERFORATED Non shearwall anchors may be 0.145"diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16" PIPE ROUTED DOWNGRADIENT TO DAYLIGHT, UNLE55 OTHERWISE SPECIFIED. ONLY COMPETENT PER50NNEL FAMILIAR WITH CONSTRUCTION AND SAFETY PRACTICES GERMANE TO THE PROJECT SHOWN OG, unless otherwise shown. STANDARD CONCRETE: HEREIN SHOULD BE EMPLOYED TO A55EMBLE AND CONSTRUCT LU THE WORK. Pressure Treated Lumber: Use pressure treated lumber in contact with concrete and f or soil,and when directly CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA exposed to weather. Pressure truing chemicals shall be inert,or otherwise non-reactive with metal connectors AND STATE LABOR AND INDUSTRIES STANDARDS.CONTRACTOR 0 (including nails, bolts,framing connectors,etc.)or structural steel members. 5TAN2ARD CONCRETE: CONCRETE FOR FOOTINGS, SLABS,AND WALLS SHALL ATTAIN A MINIMUM 26 ASSUMES FULL RESPONSIBILITY AS TO CONSTRUCTION METHODS LL N In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy,asphaltic- DAY STRENGTH OF F'C=2,500 FBI UNLESS OTHERWISE NOTED ON PLANS. MINIMUM CEMENT CONTENT= USED,SAFETY PROVISIONS EMPLOYED,AND THE FINISHED AS- Z LU r4 treated construction paper behmen wood and concrete. 5 SACKS PER CUBIC,YARD. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45.ALL MATERIALS SHALL BE IN BUILT CONDITION OF THE STRUCTURE AND RELATED SYSTEMS. Q ACCORDANCE WITH AGI 318, LATEST EDITION. MIXING AND PLACING OF ALL CONCRETE TO BE INZ IL Blocking/Bridging: Provide continuous blocking at all bearing locations. Provide full depth bridging or blocking at 8' ACCORDANCE WITH IBC AND ACI 304, LATEST EDITION. MATERIALS AND METHODS: L w OG max. in joist or rafters without continuous pkjuood diaphragm connection on the top. ADMIXTURES: INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH U V Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or FLOWABILITY,AND/OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY OF MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. IT 15 V _Q other concentrated loads through the floor to the supports beneath. THE CONCRETE 15 NOT ADVERSELY AFFECTED. THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL FIELD AIR ENTRAINMENT: PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR PERSONNEL UNDERSTAND AND ADHERE TO THIS. Bolts: Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight condition; use WEATHER. � V standard A301 bolts;for bolts in wood,drill the same diameter hole as the bolt;for bolts in steel drill holes 1/1 b"larger FLY ASH HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE WITH TEMPORARY SUPPORT AND BRACING: ul � O Vv than the bolt diameter. Provide the following minimum edge distances behveen centerline of bolt and all edges of A5TM 6618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT.ANY SUCH CONCRETE SHALL LU bolted wood,and between centerline of multiple bolts: OBTAIN AT LEAST THE STRENGTH AND DURABILITY CHARACTERISTICS A5 STANDARD CONCRETE LISTED GENERAL.PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL W Z YVALLS, ROOFS, BEAMS,COLUMNS,AND FLOORS DURING 5/5 inch diameter bolts ................... 3 inches ABOVE. CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. OL n/ ni 5/4 inch diameter bolts ...................3.15 inches CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- ice- m 1 inch diameter bolts ......................4.15 inches CONCRETE REINFORCING: SUPPORTING DEVIGE5 WITH A QUALIFIED PERSON. CONTRACTOR Minimum distance between edge of bolt and any edge of steel plate(angles,gussets,flanges,webs,etc.)shall be one SHALL BE RESPONSIBLE FOR THE ADEQUACY OF ALL TEMPORARY inch. STRENGTH.SPLICING, BENDING: REINFORCING BARS(REBAR)SHALL BE GRADE 60(FY=bO KSI)OR AND/OR PERMANENT SUPPORT SYSTEMS. Engineer shall specifically approve any bolted connection using less edge distance than shown above. BETTER, UNLESS OTHERWISE SPECIFIED IN THE PLANS.ALL REINFORCING SHALL BE SPLICED, DETAILED, BENT,AND SUPPORTED IN ACCORDANCE WITH APPLICABLE AGI CODE. RETAINING WALLS. DO NOT BAGKFILL AGAINST RETAINING WALLS LN Bolts:All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded WELDED WIRE FABRIC: UNLESS OTHERWISE SPECIFIED,WELDED WIRE FABRIC,(WWF)SHALL BE MA. UNTIL CONCRETE HAS CURED TO AT LEAST 2,500 P51 (OKAY TO USE � a� portion shall be 70%of the unthreaded shank diameter(or alternatively,90%of the root diameter of the threaded 6"Xb"(b GA.),ASTM A-185. SPLICE BY LAPPING ONE MESH+2"ALL SIDES. HIGH EARLY STRENGTH ADMIXTURES OR ADDITIONAL CEMENT IN 8 z 8 a portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. COVER PROVIDE THE FOLLOWING MINIMUM COVER: THE MIX TO ACHIEVE THIS). FOR RETAINING WALLS THAT ARE TO BE FOOTINC75 AND OTHER UNFORMED SURFACES DISTANCE FROM THE BAR TO EARTH FACE...3r CONNECTED AT THEIR TOP TO HORIZONTAL FLOOR OIAPHRAGM5, °3 . FORMED SURFACES IN DIRECT CONTACT WITH EARTH ......2" DO NOT BAGKFILL AGAINST THE RETAINING WALL UNTIL SUCH I'M., SURFACES EXPOSED TO WEATHER........................1-1/2" HORIZONTAL DIAPHRAGM5 ARE IN PLACE AND PROPERLY O yam CONNECTED TO THE RETAINING WALL. � �W SURFACES EXPOSED TO SALT WATER.................... .......3" o�W�& FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLESS OTHERWISE SPECIFIED. W�E 6 �5z BOLTS AND DOWELS IN CURED CONCRETE: W€�W K W3�t�oZ_ v _ aU� W oh GENERAL:THI5 SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE USING LL Q W0 2 �2oZUQ mozm¢ ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT=4-INCHES UNLESS OTHERWISE P�Nws SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE=Sr FROM HOLE CENTERLINE V o§-gg UNLESS OTHERWISE SPECIFIED. LU ggW EA57ING REINFORCING: IT 15 IMPORTANT THAT NO EXISTING REBAR 15 DRILLED OR CUT DURING (� ( �W�N9 ROTOHAMMER OPERATIONS.LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON-DESTRUCTIVE omWi° METHODS(PACHOMETER, RADAR, OR SIMILAR). HMO ER5: USE 30WX.229 W WO" A5HER5 ON ALL OD MUD SILL ANCHOR BOLTS.SUCH WA5HER5 MAY BE W�21 PC �o SLOTTED,WITH PLATE WAAHER UNDER THE NUT A5 ALLOWED BY THE IBG.AT NON-MUD SILL LOCATIONS,SMALLER MSHER5 MAY BE USED.USE A STEEL PLATE OR MALLEABLE IRON WASHER UNDER NUTS AND THE HEADS OF ALL BOLTS THAT CONNECT WOOD. OWNER APPROVAL NON-EPDXY SYSTEMS: USE 51MPWN TITEN HO WHERE SHOWN IN THE PLANS.THESE ANCHORS MAY BE USED TO RESIST TENSION LOADS AND SHEAR LOADS. INSTALL PER MANUFACTURERS INITIAL: RECOMMENDATIONS. PAGE: EPDXY SYSTEMS:FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET44P OR SET HIGH STRENGTH EPDXY,WITH ZING PLATED.A301'ALL-THREAD'BOLTS A5 5HOWN IN THE SKETCHES.FOR DOWELS, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR AS SPECIFIED ON THE PLANS AND CALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY OF: MANUFACTURER'S RECOMMENDATION. OBMP G154: CONCRETE AA5HOUT AREA E BMP 6235: YVATTLE5 Q BMP G105: STABILIZED GON5TRUCTION ENTRANCE / EXIT 0 BHtP T5.13: P05T-CON5TRUCTION SOIL QUALITY AND O J. SYKORA GPBD PURPOSE PURPOSE PURP05E DEPTH PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT PURPOSE AND DEFINITION �- ENTERING SURFACE W WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLE5 ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT SEDIMENT T A FUNCTIONS ds n ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;;S SEDIMENT AND POLLUTANT J. STERLING W CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS W 3 CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE II-4.2.14 a, ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROAD5 OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION W PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND 50D.NOT ONLY ARE THESE IMPORTANT 5TORMYVATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" ' 1' U.N.O. it CONCRETE IS USED A5 A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://WWW.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTM#S£GTIONI) THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, z -IT 15 NOT P0551BLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-51TE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH&MUTH TO PROVIDE VEHICLE ACCESS/PARKING, a -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLDANDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET w 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHWATER MAY BE DISPOSED OF IN A U5£WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN YVA5TE5,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS q q -•� GREATER 5TORMY4ATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF z FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP.IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS a WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR 50ME a GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE At LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS- -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION GAN BE ESTABLISHED. APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFEGTIVENE59 PERIOD OF THE WATTLE:GENERALLY,YVATTLE5 ARE TYPICALLY NOT TO SCALE ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH IS NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING EFFECTIVE FOR ONE TO TWO 5EASON5. SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT MANAGEMENT OF 5TORMWATER FLOW AND WATER QUALITY.501L ORGANIC MATTER GAN BE ATTAINED THROUGH WATER FROM PA551NG BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,GOMPOSTED YVOODY MATERIAL,BI05OLID5,AND FOREST PRODUCT z Lalh and Nagging RESIDUALS.IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE 0 1::D 0 �� on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWI5E,IT 15 IMPORTANT THAT IMPORTED TOPSOILS Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED W -NARROW TRENCHES SHOULD BE DUG AGRO55 THE SLOPE ON CONTOUR t0 A DEPTH OF 3-t0 5-INCHES ON GLAY 501LS INFEASIBLE ON TILL 501L SLOPES GREATER THAN 33 PERCENT. 11 U Berm Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES DESIGN GUIDELINES 10 MRplasfiC fining SHOULD BE DUG TO A DEPTH OF 5-TO'I-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A Varies A 0 p EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, OTHER PORTIONS OF THE SITE WHERE FEASIBLE. N1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. -INSTALL THE YVATTLE5 SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. -501E QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS " Berm SURFACE,INCORPORATED INTO A DRAINAGE FACWTY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT " -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: Q Q -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE I rnim WITH 0 +Dfl A-A AND INTO THE SOIL. 1.A TOPSOIL LAYER A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% 10 mi plastic fining -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INGH REBAR GAN - ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO SA OR MATCHING THE PH OF THE UNDISTURBED SOIL. Plan Notes: �� THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF AL50 BE USED FOR STAKES. 1• Actual� INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE m determined in the field. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING Z •. •. Install driveway SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Type pe�GrBde 2. A coraMe washouit ABOVE THE WATTLE. culvert ifthere is a WHERE FEASIBLE. sign shall be insWled wifAin 10 m of fine roadside ditch presents 4"•Er Quarry 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. Z .00 31n Minimum teary concrete soft STANDARDS spoil 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS washout facility. -Y4ATTLE5 MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, A.THE ORGANIC CONTENT FOR'PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY U51NG COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. THE COMPOST SPECIFICATION FOR BMP TT-30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.95q WITH THE Wood frame Geatextile EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLWS OR MANURE.THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN around entire dl perimeter with two X-4' RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND ri i St 's (12m) LOWLANDS REGION. LL Varies 10 mil B.CALCULATED AMENDMENT RATES MAY BE MET THROWN 115E OF GOMPOSTED MATERIAL MEETING(A.)ABOVE;OR plaslic ': OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT E 15`min. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS,IN WAG 1-13-350-220. U Notes: States( ) Ii! THE RESULTING 501L SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. Straw r�s must be ^r /J/ 1no �of� 12'rt�NltNlm III Ss L IMPLEMENTATION OPTIONS:THE 501L QUALITY DESIGN 6UI -LINES L15TED ABOVE GAN BE MET BY USING ONE OF THE sectkal contours placed along slope roil Perm"agerrcyr_ METH005 LISTED BELOV* ty :3shall abut 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. }' 10 no plastic fining 2 It is recommended that Provide fiill width Two-stacked 1 j of irK 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM � gresshWess Zx12 rough Plan crowned so that runoff CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. wood frarrhe fas# drains off the Pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.5TOGKPILED TOPSOIL MUST W Type"Aba�ve Grade'vAM Wood Planks ALSO,:� AO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- LU NOT TO SCALE APPROVED"RATE OR AT A CUSTOM CALCULATED RATE — 0 cc) 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. W ,d X iL 10'-25 (3�m} j MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE [� m uj u? �`�III' F e 1 - DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. z v C " Figure 11-4.1.7a i % j St btl zz ci Construct' Entrance m y ° z = M W Concrete Washout Area a NAN < Q m �I MAINTENANCE Revised June 2015 Spacinigdepends DEPl1RTM£NT OF Revised June lH 25 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM DEPARTMENT OF ansoi type and f+�-+� hh Sediment,a C(� 1 �fr%y COMPACTION,SUCH AS FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY Please see hftpjAvww soy for copyright r*AM including Permissions, slh�pe steepness tGC L r PfBese shoe hffpjAvww ecf!M'a-9owtqPYripht hbWfor copright notice including pemissions, -PLANT VEGETATION AND MULCH THE AMENDED 50E AREA AFTER INSTALLATION. State of Washington limitation of liabiily,and disciaimer- and native heeds are Stara of Washington brrllaion dia6ily.and disdairrner. captured behind Ate rocs- -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, 0 O STORM DRAIN INLET PROTECTION I-40.�O-VO �'T�RTHANLONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. O �..•BMP G1230: SURFACE ROUGHENING _ Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE 0 BMP C233: SILT PENCE LL LU CN Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment Z IN trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3--5-(75-125mm) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such Q USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE 51�Ih1ENT FROM A GON5TtiUGT10N SITE BY PROVIDING A X as seeding,mulching,or sodding. 8"_10r Die 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDLKANG THE RUNOFF VELOCITIES OF OVERLAND FLOVt SEE FIGURE Z IL CONDITIONS OF USE: (200.250mm) 11-4.2.12 SILT FENCE(P.SK FOR DETAILS ON SILT FENCE CONSTRUCTION. LU It(1 w -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. .n -Slopes with a stable rods face do not require roughening. Live Stake CONDITIONS OF USE J LU V j� SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED A2EA5. Q -Slopes where mowing is planned should not be excessively roughened- y ' SILT FENCE SHALL PREVENT 501L CARRIED BY RUNOFF MTIER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF r aw 1'x 1"make r �1I THE SILT FENCE,BUT SHALL ALLOW THE YWTER TO PASS THROUGH THE FENCE. WE s �r (25 x 25mm) � I SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT 5UB5TANTIAL AMOUNTS ■ \ �' !� NOTE: MWERVAN OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOV4 THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. LU L V O DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE 1N V-SHAPED DITCHES.51LT FENCES DO NOT PROVIDE AN � ear A 1_ Stray rd inetaiation requires the placemerht and sreoufe st�lor`g � � 0 V q� w �� o� of ttw ro0 in a hernch,3"-5'(75-125mm)deep,dug an conlotrr- a ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEM THAN SHEET OR OVERLAND FLOW. ar�rr�rcow O �, +� clot-� s,ISM.��, Runoff must not the allnuved to nm under or around will. NOT TO SCALE a ore.+.awrrMss WEZ .ci " Figure 11-4.2.1 :° �° ..ar.asrav►w cry .larnlsiu.M.fildr�sha116e spiaad �- .'W.6 �. at pest Mr'rrrplas,wire rugs ar t'( �, � �+. �s � raerm e1s n11arlrtrlbric to pa31s .M � ,� � Wattles ,�,� < >� � �- as e ,s�--%i.� Revised Move rher 2015 ZW I jU 0L w�or eg maftnt, -ow- , �_W�. DEPARTMENT OF 9dom ld angthfabricuted ra► � a.�--�•�QML �sea EQLC Y pwase se rnplMawI ercfr wa.gatiataopyrir�NtMrnf fnr copyrigfrt neice inrk,cirhg perm orrs, �4sa�� ism. State of Washington firth Lion of liability,and dsdaimer- e e �. zr Tracking wide Winery up and down . a BMP 6123: PLASTIC COVERING a, ° j�,.,, LL the slope provides grooves that will Grp— 90L ��� ��s� 61.6 catch seed,rainfall,and reduce runoff. �s-s p 1612LOL IM+ x PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND D15TURBED AREAS. wrlortouE 3 oo0 t n o% W, CONDITIONS OF USE: —rr----- - "-----1-r = 90 PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LE55 THAN 30 DAYS, iirirA�n I I 8 mx 1 I X 62 EXCEPT AS STATED BELOW. 4Wia id 1 I W W y PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING GUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY _~ Past spacing rn>y tiN iraaaagd RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN 51X I- w 2'iQ"wood Posts,thte� ; o LL MONTHS)APPLICATIONS. to 8' #� tist0e p or equivalent z Z -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE ,rv'cTANGUL �svvw, Z D o 0 ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. ZZ 002UJ. p -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE d22 m 3: N51 MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY 2"xrby iN Qs.wbe oral+i Z GLEAN WATER AWAY FROM THESE AREAS. Q 9stttttdarda ongi tYtictoW � 06-�a' -TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. ' a SIT 67 rtun -WHILE PLASTIC IS INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND VVV %If Z g o o (15m) (150rnrht} DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD- slier fafilir: O �m E"-�'o -WHENEVER PLASTIC IS USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE 686 3 SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN 2'rrnrt gg o Contour AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX GLEAN RUNOFF FROM A PLASTIC COVERED '"� ?j �rr - 1 t' FurrowsSLOPE WITH DIRTY RUNOFF FROM A PROJECT. ovartorrarMasrnra eaarn.eraw►�annavrce � � �? Maximum 13at�Miltirit - ,.... 1.5'>tidliledMsMa1 2"min � ` ' OWNER APPROVAL Grooves wit catch seed,fertilizef, INITIAL: nudch.rainfall,and decrease runoff- / ~Band► AN ON I V PARK t MAURER Nor TO SCALE 111+otEnitcvlew aee�tentEro eteets 25Q'> posbsiel PAGE: NOT TO SCALE Figure 11-4.1. Surface Roughening by Tracking s FQ= 1 -4 .12 and Contoix Furrows SHWIW,.rrmnrr SK Fence of: DEPARTMENT OF Revised June 2015 All Wowmpmmlm DEPARTMENT OF Revised October2014 E cc a PMeao M alw�Of O LO G Y Please see hftp1Avww_9cy-wjLg0 k pyrigtrthtml for copyright mace inciudrrng permissions, LOGY p �ypow fty��'w hfrrdfor copyright notice inducting permissions. State of Washington limitation of Eiatally,and disOaimer- Sta�a of tiAfatdtinglon irrrit�on d ia6ily,and diedeinar_ ..- .. - ._.... CONCRETE PLAN F-60 ■ 10-04 - CONCRETE DRIVENAYD ST �IDi�D �L1� 10 . 12 03GUMS J. 5YKOR GPSD _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r VARIES(SEE CONTRACT) J. 5TE RL I N G 1 1 I FACE OF CURB I FACE OF CURB 3 VARIES(SEE CONTRACT) FACE OF CURB VARIES 12"TO 24" FACE OF CURB I I BROOMED (SEE NOTE 1) �' VARIES 1 6 1/7 1 6 12" VARIES FROM 6'(IN)'TO 0"(q�- FINISH(TYP.) BROOMED �� c 1" Ur TO 22" 1" MAINTAIN 1H:6V SLOPE - -- 3/8"(IN)EXPANSION JOINT(TYP.) DRIVEWAY 1/4 1 U.N.O. i' 5 1? 1" I VARIES 1"(INj ON SIDE OF CURB ENTRANCE 1"(IN)R (SEE CONTRACT) 1"(IN)R 1 I R ' CEMENT CONE. PEDESTRIAN CURB(TYP.) SEE STANDARD PLAN F-30.10 (SEE NOTE 1) FINISH(TYP.) (WHEN SPECIFIED IN CONTRACT)- MATCH ROADWAY MATCH ROADWAY I 1"(IN)R. I MATCH ROADWAY ! SEE STANDARD PLAN F-10.12 �� (TYP) w SLOPE SLOPE I 12"(IN)R. MATCH ROADWAY I --- SLOPE 3/8"(IN)EXPANSION JOINT SIDEWALK L SLOPE I 12 (IN)R --, TYP.)-•SEE STANDARD CEMENT CONE.SIDEWALK CEMENT CONCRETE i Q z a� ° I ° 12 (IN) ROADWAY 3"(IN)R. ( SIDEWALK U a 12"(IN) ROADWAY PLAN F-30.10 12"(IN)R. D • D ' m 12"(IN)R I (TYP.) J 1F * a ROADVII�►Y R I 0_ ROADWAY ° '. it D � 2 __ MATCH SIDEWALK WIDTH / v ' (SEE CONTRACT) w: • ° •° p , D ' I ° ' - •° 1 - •' ° aD FLUSH Wr111TH GUTTER PAN AT CURB I 1 04 ORAMP ENTRANCE-12"(IN)VERTICAL A (SEE CONTRACT) LIP AT 11117 11 12 I 1'-6" 1 1 1 -6" DRIVEWAY ENTRANCE I z DUAL-FACED CEMENT CONCRETE CEMENT CONCRETE DEPRESSED CURB SECTION 7­7 ' W TRAFFIC CURB AND GUTTER TRAFFIC CURB AND GUTTER AT CURB RAMP$AND PLAN VIEW CEMENT CONCRETE CURB DRIVEWAY I I B CEMENT CONCRETE TAPER(TYP.) DRIVEWAY ENTRANCES 5'-0" 2'-6" TYPE 1 CURB AND GUTTER AND GUTTER(SEE NOTE 3) C DRIVEWAY ENTRANCE L _ - - _ _ _ J NOTES (TYR) (TWrP.) - - - - (SEE NOTE 3) PLAN VIEW SIDE SLOPE(TYP.) 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 15'MAX. (SEE NOTE 6) VARIES 15'MAX.(SEE NOTE 6) expansion joint with 3/8" (in)joint filler along the driveway centerline. 1/2"(IN)LIP BETWEEN GRADE (TYP.) (SEE CONTRACT) (TYP.) See Standard Plan F-30.10. Construct expansion joints parallel ROADWAY GUTTER 1"(IN)R. CEMENT CONCRETE NOTE BREAK GRADE GRADE BREAK with the centerline as required at 15' ft maximum spacing when r AND CURB SEE 12"(IN)R CURB RAMP, LANDING, _ BREAK NOT STEEPER THAN - O p g X D CEMENT CONCRETE OR 1W(IN)R. 1W *1k ** 'v driveway widths exceed 30 (ft). (SEE CONTRACT) (SEE CONTRACT) ' � OR DRIVEWAY CONTRACT PLANS • m ASPHALT CONCRETE 1"(IN} --_ ROAD GRADE ENTRANCE 1. See Standen!Plan F-JO.10 for Curb Expansion and SIDEWALK OR PATH R . ' 2. See Standard Plan F-30.10 for sidewalk details. 1/2"(IN)R. (TYP.) � VARIES FROM _ COntn3dlOr1 JOlrlt cog 8rld Se@ Sti nl .• � • DEPRESSED CURB AND D • 6"(IN)TO Cr(IN) _°_�_: Speclllcadon Sections -04 and 9.04 fir ` ' •. 3. Curb and Gutter shown; see the Contract Plans for the __ - GUTTER(SEE NOTE 3) u ° c c • p . additional requirements. PEDESTRIAN RAMP / 1 PEDESTRIAN RAMP curb design specified. See Standard Plan F-10.12 for -_---..__:._.�~� -�� I LJ . 6" _ fO f Curb Details. a CEMENT CONCRETE �_ 3/g"(IN)EXPANSION JOINT(TYP.)- DRIVEWAY 3M-(IN)PREMOLDED JOINT FILLER SIDEWALK(TYP.) v SECTION OA (%PMEN ADJACENT TO CEMENT 3/8"ON)PREMOLDED SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures,junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP CONCRETE SIDEWALIQ JOINT FILLER 1/2"(IN)LIP BETWEEN or other obstructions in front of driveway entrances. 3/8"(IN)EXPANSION JOINT(TYP.)- o ROADWAY GUTTER 5. Where "GRADE BREAK" is called out, the entire length of the SEE STANDARD PLAN F-30.10 SECTION O Z (SEE CONTRACT) (SEE CONTRACT) AND CURB(OR SEE line between the two adjacent surface planes shall be flush. ZR CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB CONTRACT) LEGEND o AT CURB RAMPS, LANDINGS, 1/2"(IN)R. 6. The Pedestrian Ramp length is not required to exceed15 feet AND DRIVEWAY ENTRANCES (TYP.) '> DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying - - SLOPE IN EITHER DIRECTION (SEE CONTRACT) CL AND GUTTER the 15-foot max. length (measured from back of sidewalk) the 1 5/o OR FLATTER RECOMMENDED FOR Al m (SEE NOTE 3) running slope of the pedestrian ramp is allowed to exceed 8.3%. is - , • . . , . . c 4ATRIc Use a single constant slope from bottom of ramp to top of DESIGN/FORMWORK(2%MAX.) ®T 7.5%OR FLATTER RECOMMENDED FOR C T 1 ,u 4� DRIVEWAY RAMP T P - o m5 to match into the sidewalk over a horizontal distance * * DESIGN/FORMWORK(8.3%MAX.) �q�OF WAS111,1� FACE OF CURB FACE OF CURB FACE OF CURB ��40 '� DRIVEWAY 3/8"(IN)EXPANSIONJOIN (TYP.) (SEE NOTE 6) ,�P To U. VARIES 12"TO 24 �, g J SEE STANDARD PLAN F-30.10 5 = rG FACE OF CURB 4 Aw► w (SEE NOTE 7) 7. Beyond limits shown. Pay item does not include driveway. } VARIES 71/4" w _ "4 o SECTION O See Contract Plans. = = O z�m 1" Ur TO 22" 1" 6 12" "CEMENT CONCRETE DRIVEWAY ,4 V 5 (SEE CONTRACT) 3" 4" z ENTRANCE TYPE 2"PAY LIMITS " 1 12"(IN)R. �O 34363 �� "CEMENT CONCRETE DRIVEWAY 1O CONTRACTION JOINT(TYP.)•-SEE STANDARD PLAN F-30.10 p ,➢ 28680 p 1"(INj R 1"(IN)R. " 5 12" 1 1"(IN)R �� -wI STS1� 1� uW ENTRANCE TYPE 1"PAY LIMITS \ FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE '�tt FCI S TERM �� .- V 12 (IN)R. 1?(IN)R. .f's, �G CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN. OC. ss �G ky ZONAL 1' m TONAL �' - ROADWAY D '• ' AY ROADWAY D . . aD ROADWAY ,° ROADWAY Barry, DRIVEWAY Zeller,SLUR 10 • -C D _ 'C ° ' n . May 6 014 3:31 PM (SEE NOTE 7) '"" (SEE 7) - Jul 12 2016 4:26 PM v v D CEMENT CONCRETE o �. V_ 9 • D . • CEMENT CONCRETE CURBS DRIVEWAY ENTRANCE z OC LLl m o D TYPES 4 2 3 A 4 - A m 73 PER STANDARD SPEC.s-os.3 %' STANDARD PLAN F .1 W d O O .. CL 4000 CONCRETE CL.4000 CONCRETE 1 � ' D • • STANDARD PLAN F-1 O■1 Z-03 PER STANDARD SPEC.8.06.3 -80 0-04 Q is U) ' p . 1 3/4" O O W SHEET 1 OF 1 SHEET j SHEET 1 OF 2 SHEETS J Z v Z I` _I APPROVED FOR PUBLICATION APPROVED FOR PUBLICATION < Z = �O �« Pasw / / crux kff tL d, m �I /i-I•,LI Jun 11 2014 125 PM ` j `�"7'-"""' /'OO Jig 15 2016 2:27 PM c DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT `ATE DESIGN ISOMETRIC VIEW / ISOMETRIC VIEW Am STATE DESIGN ENGINEER regilm sa.In g aT� TYPE 1 - PAY LIMITS TYPE 2 PAY LIMITS Washing" eft D*Imr neat of Transportation CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB LU 5TANDARD PLAN F-30 - 10-03 - CONCRETE 510EV�ALK5 ,z� z z u-t V-a' 6' SIDEWALK WE (SEE CONTRACT) FOR SIDE TREATMENT SIDEWALK 81? SEE © 81? FACE OF CURB Z a- 1 -0' 1 -(' SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT) JOINT 51? 1 ROUNDING, 2_0% 1 1? I R. N 1?ON)R(TYP.) � LU � to I (� (M. CURB NOT INCLUDED IN BID ITEM- 1 2 0%MAX -J �- 20%MAX SEE STANDARD PLAN�10.13 • ' D l l - ... •' . 1 • I ROADWAY SEE RAISED EDGE 30'("PREMOLDED SEE CURB FACE DETAIL • ' ~ `••� WE DETAIL-THIS SHEET JONT FILLER WITH RATS®EDGE MONOLITHIC CEMENT CONCRETE LU V 0 roP OF coNc�RETE1 SURFACE� CURB AND 81DEWALK 1" � X O SMEW11LK NOTE X. O (� < r-o• r-o" MIN' (SEE CONTRACT) CURB FACE DETAIL � � � Z 1?(IN)R(TYP.) 1. Four feet of the sidewalk width Shad be the mk*num pedestrian accessible _ (�/ ROUNDING CURB NOT INCLUDED IN BID ITEM - route free of vertical and horizorrt obstructions. ,Access Covers, JOINTS TO INCLUDE KTRANSVERSE CURVE(FULL EXPANSION iF•• m _2.0% 1 2.O%MAX. SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the sidewalk must have slip resistant surfaoes, be flush with surface, and match AJ v 3M'0111 :.'. . :. Wade of the sidewalk PREMOLDED WALL OR BARRIER ,Cj,r• JOINT FILLER ADJACENT TO CURB (STEEP FILL SLOPES) SIDEWALK BROOMED FINISH(TYP.) SIDEWALK 1?(IN)R 0'1 •0' �'. 4"(IN)WIDE,SMOOTH TROWELED LL o a O ALL CUT MIN. (SEE CONTRACT) �� PERIMETER SLOPES D - • '•dam v 1?(IN)R('TYP.) ° '1 C CEMENT ADD GUTTER CURB UFIO" .1 _ W 2 0% 1 CURB NOT INCLUDED IN BID ITEM- NOT INCLUDED IN BID ITEM §ray o ZO%MAX,__ SEE STANDARD PLAN�18.14 FlPR MOLDED d SEE STANDARD PLAN F-10.12 go gj gj r�m {,•.GIs •.,.. �. sn a ZZ ' Z: 0 3W ON)PREMOLDED r / � JOINT FILLER y ADJACENT TO CURB SIDEWALK ADJACENT TO WALL DETAIL E `ram- !r' M�W o UJ BRIDGE OR PEDESTRIAN l ' oa a o J g RAILING 4OZUp CONTRACTION JOINT V '� 2~ BARRIER-SEE SIDEWALK IN SIDEWALK ONLY o 3 c$ CONTRACT PLANS -�,y, , (SEE CONTRACT) - Z Z �Z 1? 4° '4a (7U 37 I LEVEL EXPANSION JOINT ATRI Q m n~ 12"goo R ) CURB AND SIDEWALK 4 C$ $ t 1R"(IN)R. H908. FLUSH , CURB NOT INCLUDED IN BID ITEM- 4� ON �~ 2096 MAX SEE STANDARD PLAN F-10.12 rC' b'� 'a► 0 A < jog ficl� H_1"(IN)R. o • NKMEnmVIEW VERTICAL WALL- 3/8"ON)PREMOU)ED •o SEE DETAIL JOINT FILLER(M.) T AND DETAILINISH .P .p8GIST 4363��� ADJACENT TO CURB AND RAILING OR WALL RATS®EDGE DETAIL ess I S Tg �C4 f ONAL OWNER APPROVAL EXTEND SDE11W1LK TRANSVERSE 3'-Cr MIN. JOINTS TO NCLUDE RAISED EDGE Barry,fid FOR SIDE TREATMENT SIDEWALK BUFFER STRIP / May 6 2014 3:41 PM `� INITIAL: SEE OTHERSmn 71ONS (SEE CONTRACT) (SEE CONTRACT) 31� 1/6"TO im, CEMENT CONCRETE PAGE: 1 2.0%Mac IMP N)R. CURB NOT INCLUDED IN BID ITBA- �� SIDEWALK -� SEE STANDARD PLAN F-10.12 '.° ` .� ° ° � +.' • ' STANDARD PLAN F,30.10-03 • .� o ,Q fl SHEET 1 OF 1 SHEET FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE APPROVED FOR PUBLICATION SURFACE FOR PLANTING-FLUSH IF PAVED i sakofic PREMOLDED , Jun 1120141:25 PM JOINT FILLER MW D�' `� ` law SUITE DESM ENGORM ADJACENT TO BUFFER STRIP UE EXPANSION JOINT © CONTRACTION JOINT jW"'°d*qp°" Sfa1i In p°r- -°F Trumpa tIolio„ P, 6c /` l� r Gr C Per p C Site .Addre � � � q �' Project A J Building Permit # Mill I E " utlding /J/. 4&r44 41 Z A C5 e 0 robF�J k 1 c/ im" Llblir, Works vL 4/ rv � o 7 e ciIIIIIe i � � _ � f r Plamining Nry Firt.t elf a c e � s s Pro III ect Inter- Departmental Plan Review Tracking r 1 Y O PLANNING, COMMUNITY , & ECONOMIC DEVELOPMENT DEPARTMENT PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET Nv k7�m Mailing Address : P. O. Box 547, Anacortes, WA 98221 4 coxx Office Location : 904 6th Street, Anacortes WA 98821 Phone : (360) 2994984, Fax: (360) 2934938 Please use this form to submit revisions or additional information to your, permit application. Permit /Project # : BLD -2017- 0439 Date : 03/ 14/2018 Project Name : Jarrett Project Address : 3926 Rock Ridge Project Contact : Jason Sterling Company Name : Strandberg Construction Contact Phone : 360-293- 7431 Contact Email : Jasons@strandbergconstruction . com Has the permit been issued yet? 0 Yes ❑ No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable) . Has this been done ? ® Yes ❑ No Is the plan revision or additional information , in response to a plan review letter? Yes . A copy of the plan review letter with itemized responses to each item is required . VAR ' El 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 : Customer added added windows and a bathroom on the basement level . This area had previously been unfinished . Are you submitting a full replacement 0 Yes e No If not, what page # or title is being replaced : 316 , 12 Two full sized copies of all revised /additional information is required . Has this been done? N Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found . ❑ Site Plan E1 Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topographic) 0 Mechanical Plan 11 Plumbing Plan 0 Other : 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 : 3926 Rock Ridge Pkwy Owner: Chuck Jarrett & Deandra Bishop Constructed by : Strandberg Construction Building Permit # : BLD -2017 -0439 Date issued : January 4t" , 2018 Use Zone : R2 Dated : December 5th , 2018 Authorizing Official : S4 & S U R E P, INSULATIOV4e P' RODUC "I INSULATION CERTIFICATION CARD Insulation Contractor Name : SUPERIOR INSULATION PRODUCTS Jobsite Contractor: STRANDBERG CONSTRUCTION Jobsite Name : N/A Jobsite Address : 3926 ROCKRIDGE PARKWAY ANACORTES , WA 98221 Ceiling Insulation Manufactures Name : Certainteed Certainteed Insulation Type : Fiberglass Batts Fiberglass Batts R-Value of Insulation : R49 R38 Thickness of Insulation Installed : 13 . 5" 12 " Location of Insulation Installed : Ceiling Area Cathedral Vault Wall Insulation Manufactures Name : Certainteed Insulation Type : Fiberglass Batts R-Value of Insulation : R21 Thickness of Insulation Installed : 5 , 5" Location of Insulation Installed : Exterior Walls Floor Insulation Manufactures Name : Certainteed Insulation Type : Fiberglass Batts R-Value of Insulation : R38 Thickness of Insulation Installed : 12" Location of Insulation Installed : Crawl Space THIS CARD MUST BE POSTED IN A PROMINENT LOCATION AND RETURNED TO THE BUILDING DEPARTMENT BEFORE YOUR FINAL INSPECTION Brata ip Math k SUPERIP833KT Insulation Contractors Signature License # 0702352018 Date 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies CAI Jarrett - 3926 Rock Ridge Parkway, Anacortes, WA 98221 ram. PARCEL# TBD o MAIN FLOOR : 2 ,091 Missing Vertical Glazing Information Z BASEMENT: 1 ,290 N STORAGE / UTILITY: 233 Q rLnA �J V I Conditioned Floor Area 3 ,614 ComponentPerformance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0 .300 116 35 116 32 Overhead Glazing U = 0.500 0 0 0 0 Vertical Glazing U = 0 , 300 542 163 11099 297 Flat/Vaulted Ceilings U = 0, 026 21168 56 2 , 168 57 Wall (above grade) U = 0 .056 3 ,663 205 31106 124 Floors U = 0 .029 13275 37 11275 32 Slab on Grade F = 0. 540 47 25 47 15 Below Grade Wall U = 0. 042 11066 45 10066 36 Below Grade Slab F = 0 .570 Ill 63 ill 27 Target UA Total 629 _ Proposed UA Total 621 Target Credits from Table 406 .2 3 .5 Proposed Credits from 3 ;5 Table 406:2 If the Proposed UA <_ the Target UA, and the Proposed Credits from Table 406 .2 are >_ those required in Section R406 .2 , then the home meets the 2015 WSEC ; Exterior Doors Plan Component _ Door Width Height ID Description _ Ref. U Qt. Feet: Inch Feet Inch Area UA Codel Door Custom 0 ,28 1 3 ° 8 ° 24 - 7 Codel Door Custom 0 ,28 1 3 ° 6 8 20 6 Codel Door V Custom 0 .28 1 3 ° 8 ° 24 7 Codel Door Custom 0 .28 1 6 ° 8 ° 48 13 0 0 , 00 0 0 0 0 , 00 0 0 0 0 .00 01 0 Sum of Area and UA 1 116 32 Overhead Glazing : Plan Component Glazing Width Height ID Description ___: Ref. U Qt, Feet Inch Feet Inch Area UA 0 0 .00 01 0 - - - 0 0 . 00 0 0 0 0 , 00 0 0 0 0 .00 0 0 0 0 .00 0 0 Sum of Area and UA 1 0 0 Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/21 /2017 1 of 4 2015 Washington State Energy Code : UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width : Height ID Description Ref. U Qt.. Feet ln`h Feet . 1"0h . Area ILIA W01 Milgard Montecito - Patio Door 0 0 , 27 1 6 ° 81 0 481 13 W02 Milgard Montecito 0 0 ,27 1 3 6 7 0 25 7 W03 Milgard Montecito _ _1_ 0 0 . 27 1 3 6 7 ° 25 7 W04 Milgard Montecito 1W 0 0 .27 1 4 ° 8 ° 32 9 W05 Milgard Montecito 0 0 .27 1 3 6 7 ° 25 7 W06 Milgard Montecito - Patio Door O 0 . 27 1 10 0 8 ° 80 22 W07 Milgard Montecito 0 0 .27 1 4 0 8 ° 32 9 W08 Milgard Montecito _� 0 0.27 1 4 ° 8 ° 32 9 W09 Milgard Montecito _ O 0 .27 1 4 0 8 0 32 9 W10 Milgard Montecito 0 0 . 27 1 4 ° 6 ° 24 6 W11 Milgard Montecito 0 0 ,27 1 4 ° 6 0 24 6 W12 Milgard Montecito _� _ 0 0 .27 1 4 ° 6 ° 24 6 W13 Milgard Montecito - Bottom Awning _� _ 0 0 , 27 1 2 ° 7 ° 14 4 W14 Milgard Montecito - Casement O 0 .27 1 3 ° 5 ° 15 4 W15 Milgard Montecito 0 0 .27 1 3 ° 5 ° 15 4 WI Milgard Montecito - Casement 0 0 .27 1 3 0 5 0 15 4 W17 Milgard Montecito - Patio Door 0 0 ,27 1 6 ° 8 ° 48 13 W18 Milgard Montecito 0 0 ,27 1 3 6 7 ° 25 7 W19 Milgard Montecito 0 0 , 27 1 3 ° 7 ° 25 7 W20 Milgard Montecito 0 0 ,27 1 3 s 7 ° 25 7 W21 Milgard Montecito _ 0 0 ,27 1 3 ° 7 ° 21 6 W22 Milgard Montecito - Bottom Awning 0 0 ,27 1 2 ° 6 0 15 4 W23 Milgard Montecito 0 0 .27 1 3 0 1 4 4 1 W24 Milgard Montecito qF 0 0 .2711 1 3 ° 11 4 4 1 W25 Milgard Montecito 0 0 , 27 1 3 0 1 4 4 1 W26 Milgard Montecito _� 0 0 ,27 1 3 0 1 4 4 1 W27 Milgard Montecito - Patio Door 0 0 ,27 1 8 0 8 0 64 17 W28 Milgard Montecito - Bottom Awning 0 0 ,27 1 4 0 7 0 28 8 W29 Milgard Montecito - Bottom Awning O 0 ,27 1 4 ° 7 ° 281 8 W30 Milgard Montecito - Bottom Awning 0 0 ,271 1 4 01 71 0 281 8 W31 Milgard Montecito 0 0 ,27 1 4 ° 21 ° 10 3 W32 Milgard Montecito 0 0 ,27 1 4 ° 21 ° 10 3 W33 Milgard Montecito 0 0 ;27 1 4 ° 2 ° 10 3 W34 Milgard Montecito - Bottom Awning O 0 .27 1 3 ° 7 ° 21 6 W35 Milgard Montecito - Bottom Awning 0 0 .27 1 3 ° 7 ° 21 6 W36 Milgard Montecito - Bottom Awning 0 0 .27 1 3 ° 7 ° 21 6 W37 Milgard Montecito - Bottom Awning 0 0 .27 1 3 ° 7 ° 21 6 W38 Milgard Montecito 0 0 .27 1 2 ° 7 ° 14 4 W39 Milgard Montecito 0 0 .27 1 7 ° 5 0 35 9 W40 Milgard Montecito 0 0 . 27 1 7 0 5 ° 35 9 W41 Milgard Montecito 0 0 .27 1 7 ° 5 01 35 9 W42 Milgard Montecito 0 0 .27 1 4 ° 6 ° 24 6 W43 Milgard Montecito 0 0 .27 1 4 0 6 ° 24 6 W44 Milgard Montecito 0 0 .27 1 4 ° 6 0 24 6 W45 Milgard Montecito - Bottom Awning _� O 0 .27 1 2 0 61 ° 12 3 0 0 .00 0 0 0 0 , 00 0 0 0 0 .00 0 0 0 0 .00 0 0 0 0:00 0 0 q 0 0 ,00 1 01 0 - - s 0 0:60 0 0 0 10.00 0 0 0 0,00 0 0 0 0 .001 0 0 Sum of Area and UAI 1 , 099 297 Glazing Area Weighted U 0 . 270 Copyright 2013, WSUEEP10-009 (Version 11) Copled by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/21 /2017 2 of 4 2015 Washington State Energy Code : UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted Ceilings Plan Component Attic ID - - - _Description _ _ Ref. U Area UA Manufactured Trusses Wy R-49 Blown T Custom 0 , 027 - 1 ,4531 39 R-38 Batt insulation W1 Rakers 24" O.C. Custom 0:025 715 18 _ 0 0 ,000 0 0 - 0 ,000 0 Sum of Area and UA 1 2 , 168 57 Walls (Above Grade) Plan Component Wall ID Description _ Ref. U Net Area UA 2x6 Wall With R-21 Insulation Custom 0 ,040 3 , 106 124 - 0 0 ,000 0 - 0 0 , 000 0 0 0 , 000 0 Sum of Area and UA 1 3 , 106 124 Floor (over crawl or exterior) Plan Component floor ID Description Ref. U Area UA R38 vented Joist 16oc 10-3 0,025 1 ,2751 32 0 0, 000 0 0 0. 000 0 - 0 0,000 0 Sum of Area and UA 1 1 ,275 FI 32 Slab on Grade ( less than 2 feet below grade) Plan Component Slab Slab - ID Description Ref. F Length UA R20 Fully insulated Heated V Custom 0 .310 471 15 V 0 0,000 0 - 0 0,000 0 0 0 ,000 0 Sum of Area and UA 1 47 15 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA R21 Foam 3.5' depth V -Custom - 0. 038 44 1 .7 0 , 310 10 - - 3 R21 Foam T depth _ V Custom 0 .034 11022 34 .7 0240 101 24 V 0 0 ,000 0 :0 0 ,000 0 V 0 0 , 000 0 . 0 0 , 000 0 Sum of Area, Length and LIA1 1 , 0661 36.4 1 111 27 Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/21 /2017 3 of 4 2015 Washington State Energy Code : UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) 1a Efficient Building Envelope 1a 0 .5 RI 0 ,5 1b Efficient Building Envelope 1b 1 .0 ❑ 1c Efficient Building Envelope 1c 2 . 0 ❑ 1d Efficient Building Envelope 1d 0 .5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0 .5 0 0 . 5 2b Air Leakage Control and Efficient Ventilation 2b 1 .0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1 ,5 ❑ 3a High Efficiency HVAC 3a 1 .0 1 . 0 3b High Efficiency HVAC 3b 1 :0 ❑ 3c High Efficiency HVAC 3c 1 .5 ❑ 3d High: Efficiency HVAC 3d 1 .0 ❑ 4 High Efficiency HVAC Distribution System 1 .0 ❑ 5a Efficient Water Heating 5a 0 .5 ❑ 5b Efficient Water Heating 5b 1 .0 ❑ 5c Efficient Water Heating 5c 1 .5 1 [f _ 1 ,5 5d Efficient Water heating 5d 0 .5 1 ❑ 6 Renewable Electric Energy 0 :5 kWh FL3L5d Total Credits *Please refer to Table R406 .2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/21 /2017 4 of 4 C I T Y O F A N A C O R T E S A S B U I L T DATE : (�(� ,Z Ole ® SANITARY SEWER CONTRACTOR: ® STORM SEWER LOT ADDRESS : Rock' klAe pK� y PLAT/DIVISION : L4 62� BLOCK : PERMIT NUMBER: 6C-A) ICY C) Q ? q SCALE : �.� TT7 . 1 4 N Vt i LOCATE STREETS ON GRID MAP Perhaps I should have asked this of your department to do instead of going direct to the Fire Marshall. I look forward to someone's response. Thank you A ihNi el Fra4l&k Project Manager z C-wrN �` b err** Mailing address : PO Box 319 Physical address : 2018 R Avenue Anacortes WA 98221 P : (360)-293-7431 x2 F : (360) 299-8660 From : Aimee Frantz Sent: Thursday, March 22 , 2018 1 : 01 PM To : Kennedy, Jack <jackk@cityofanacortes . orR > Cc : Aimee Frantz <Aimee_ @strandbergconstruction . com > Subject : 3926 Rockridge Parkway : re- review Hi Jack- my clients (the Jarrett's) have been waiting for us to upgrade the pump at Rockridge to see if those reports would make a difference in the need for fire suppression for their home. Per Nels, we have proven 2000gpm with 2 hydrants . We realize there are other things to consider when your reviewing but we'd like you to relook at the plans and the need for fire suppression at this location. Should you need more information from me, please let me know. Thank you A 41 Fra*ltk Project Manager Strandberg Cusrahi 1101%A s a IILSIi Mailing address : PO Box 319 Physical address : 2018 R Avenue Anacortes WA 98221 P : (360)-293-7431 x2 F : (360) 2W8660 2 ra,W All r CC Ale a CA '4I C ruv A �� 3 c } Ali ly a CA cy� �r 13 tt A, A, A vie AC4a , C% t ale 11 All A °A + r` ' ` . . e` " '*n a w I- i ' I � �d` Aga` t t 'a eeez + d e ,g < s , ek 3. d , e ,3 �` t , ts�'?- e AIe AA . :r. r a " 9 " ' ' Via' Ste, a 4 rw� r T * � c { t *" t 3 s `� ` {� t 91 pp r Are re ale ap g n - r �a ' ' � ; t; $ rr pCA $,�`Aa , b�rN �y"J,4%�4{ T'� .` Ae- ke- I Ni k a ' _ •• We le yea� e; 'Cra Al CA AV h • _,,4� • z" ,r • • � ACoy rye • • CA N E 4 t a kY � * P � ..x kkk " *+.bow •y ` a - Sr` yQ bn u k. . ' D. i�C� l��� k " CA ra . • M- rmi • D. • � • ° Ace% • • . Orr , • • R • . • ^, r .b • • • • f (( .• . � � � � � � e % �cu ,:.°ter ': • • • • • • • • k — 'Ce.i • • '$' • Yv F le i Kennedy, Jack From : Aimee Frantz < Aimee@strandbergconstruction . com > Sent: Thursday, March 22 , 2018 1 : 20 PM To: Kennedy, Jack Subject: 3926 Rockridge Parkway: re - review Hi Jack- my clients (the Jarrett's) have been waiting for us to upgrade the pump at Rockridge to see if those reports would make a difference in the need for fire suppression for their home. Per Nels , we have proven 2000gpm with 2 hydrants . We realize there are other things to consider when your reviewing but we'd like you to relook at the plans and the need for fire suppression at this location (address is 3926 Rockridge Parkway) . Should you need more information from me, please let me know. A bww ei Fra4l tk Project Manager .. rr� €ueS TIO-NI 1JUME'a' A UPS`ISIO �! Mailing address : PO Box 319 Physical address : 2018 R Avenue Anacortes WA 98221 P : ( 360)=293=7431 x2 F : (360) 299=8660 1 realize there are other things to consider when your reviewing but we'd like you to relook at the plans and the need for fire suppression at this location. Should you need more information from me, please let me know. Thank you AVWIR ei F ra4l&k Project Manager randbet ' L _ Mailing address : PO Box 319 #� Physical address : 2018 R Avenue Anacortes WA 98221 P : (360)-293-7431 x2 F : (360) 299-8660 2 Measamer, Don From: Measamer, Don Sent: Monday, April 02 , 2018 10 :45 AM To: ' Aimee Frantz' ; Ingalls, Paul ; Fyrrce, Groc; Kennedy, Jack Subject: RE : 3926 Rockridge Parkway: re - review Hello Aimee , For a fire area of 5 , 983 , 2 ;000 gpm is required , please provide a copy of the fire flow test for the file . As long as access is good then you shouldn ' t need a fire sprinkler system . We are working on the re - review . Thanks Don Measamer, Director I Planning, Community & Economic Development Department P . O . Box 547 1904 6th Street I Anacortes, WA 98221 360 , 299 . 1942 (work ) don@cityofanacortes . org From : Aimee Frantz [ mailto : Aimee@strandbergconstruction . com ] Sent : Friday, March 30, 2018 3 : 57 PM To : Ingalls, Paul < pauli@cityofanacortes . org>; Fyrrce, Groc <gfyrrce@cityofanacortes . org> Cc : Measamer, Don < don @cityofa nacortes . org> Subject : RE : 3926 Rockridge Parkway : re - review Perhaps I should have asked this of your department to do instead of going direct to the Fire Marshall. I look forward to someone's response. Thank you A I*M,ePi Frat3l Project Manager 1 ZuZrrt Mailing address : PO Box 319 Physical address : 2018 R Avenue Anacortes WA 98221 P : (360)-293-7431 x2 F : (360) 299=8660 From : Aimee Frantz Sent : Thursday, March 22 , 2018 1 : 01 PM To : Kennedy, Jack <jackk@cityofanacortes . grg > Cc : Aimee Frantz < Aimee@strandbergconstruction . com > Subject : 3926 Rockridge Parkway : re - review Hi Jack- my clients (the Jarrett' s) have been waiting for us to upgrade the pump at Rockridge to see if those reports would make a difference in the need for fire suppression for their home. Per Nels , we have proven 2000gpm with 2 hydrants . We 1 Hydrant Flow Test Report Test Date 3/ 12/2018 Test Time 9 : 35 am Location Tested by Rock Ridge summit Roger Sigmen Anacortes WA 98221 Commercaial Fire Protection Inc . 17199 Bennett Rd . Mount Vernon WA 98273 360-848 -9093 Notes Read Hydrant Flow test #2 61 psi static pressure 1750 GPM flow test 22 . 5 psi residual pressure 1 ft hydrant elevation Flow Hydrant (s ) Pitot Outlet Elev Size C Pressure Flow # 1 1 2 1 . 4 7 442 gpm #2 1 2 1 . 4 7 442 gpm #3 1 2 1 . 4 7 501 gpm #4 1 2 1 . 4 9 501 gpm Total 1886 gpm Flow Graph 75 1951 . 2 gpm at 20 psi 60 45 psi 30 15 0 0 500 1000 1500 2000 2500 gpm Created with the free hydrant flow test program from www. igneusinc. com Hydrant Flow Test Report Test Date 3/ 12/2018 Test Time 9 : 35 am Location Tested by Rock Ridge summit Roger Sigmen Anacortes WA 98221 Commercaial Fire Protection Inc . 17199 Bennett Rd . Mount Vernon WA 98273 360- 84&9093 Notes Read Hydrant Flow test # 1 61 psi static pressure 1000 GPM flow test 47 psi residual pressure 1 ft hydrant elevation Flow Hydrant ( s ) Pitot Outlet Elev Size C Pressure Flow # 1 1 2 1 . 4 9 . 1 504 gpm #2 1 2 1 . 4 9 . 1 504 gpm Total 1008 gpm Flow Graph 75 1801 . 8 gpm at 20 psi 60 45 psi 30 15 0 0 500 1000 1500 2000 2500 gpm Created with the free hydrant flow test program from www, igneusinc. com Vle eV L 2 i- €�'§ I^ ti d•.. R .¢ le i t, r L e e c ti r 4 ash a ."„wV , , �* - r ,.�* ee s a IP a s is a 3 � $ T I � . %eVaIke , eV - m r, # �s xi 9 "� A 2 °'' € s gs le; ' z '"r ice: �`- 10 IV I ell 4 Ile I c £ t ' sIlA Is g ' 4 e r VVe IVb IV 1 IN I wk * lee VIR f t `' IV e ell I le ItIN me £ j. d Y=, a K $ e S 3 , g a 2 � Ve Vt VIP I PIT NIN d VV 49 • It ` Y � ek VK In ell IA k 1 � & x s } �. w a ; v y , d u VA e3 " i &: 1�r P� offell , 4u . .CL ,, 155 x ro . . • 5 • . . . . mo • . .• � r` • es 11 • • +,, Gi to VA Ic > D. • �` k _ • • 3I u IV IV on e r i City of Anacortes Invoice/Permit # : BLD-2017 -0439 904 6th Street Applied date : 08/22/2017 P . O . Box 547 Issue date : 01 /04/2018 Anacortes , WA 98221 -0547 Expire date : 07/03/2019 (360) 293- 1901 Job Address : 3926 ROCK RIDGE PKWY Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : Construct new single family residence per approved plans with 644 square feet of unfinished , 1290 finished and 233 utility in the basement. Owner: CHUCK & DEANDRA JARRETT & BISHOP Contractor: STRANDBERG CONSTRUCTION Address : Address : PO BOX 319 ANACORTES WA 98221 -0319 Phone : Phone : (360) 293-7431 License #: STRANC1020CC General Information : Fees : Occupancy Group it-2 Plan Review Fee 11745 ,42 Use Zone R2 Building Permit Fee 27992 , 95 Basement Square Footage 2167 Plan Review Deposit 200 , 00 Lot Area 13232 Mechanical Permit Fees 129 , 15 1st Floor Square Footage 2091 Plumbing Permit Fee 174 , 00 Garage Square Footage 954 State Building Code Fee 4 , 50 Deck Square Footage 108 Sewer Inspection Fee 50 , 00 Porch Square Footage 771 Storm Drain GFC-Residential 11550 , 93 Building Valuation 457000 Sewer GFC- Residential 91206 , 33 # Forced Air Furnace <= 1 , 000 1 Park Impact Fee 615 , 00 # of Bathtubs 1 Traffic Impact Fee 900 , 00 # of Clothes Dryers 1 Total Calculated : 17 , 568 , 28 # of Clothes Washers 1 Deposits/Receipts : 200 . 00 # of Dishwashers 1 # of Gas Fireplace 1 Total Due : 17 , 368 , 28 # of Gas Piping 1 # of Gas Water Heaters 1 # of Water Piping 2 r7 - i -q # of Hose Bibbs 5 ro µ �� �- _ %am # of Kitchen Sinks na , ' # of Lavatories 5 kiwi # of Range Hoods 1 M. 440 - # of Showers 2 % 4, 4, # of Slop Sinks 1 x> % � # of Ventilation Fans 6 V 0 an ui m # of Water Closets 3 ti, . ' m p o ate., C) , tat , . Qfrl 4� ,t u. ice. Y o� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET Mailing Address : P. O. Pox 547, Anacortes, WA 98221 q w Office Location . 904 6th Street, Anacortes WA 98821 Phone : (360) 2994984, Fax: (360) 2934938 Please use this form to submit revisions or additional information to your permit application. Permit /Project # : BLD -2017 -0439 Date : '99 � Of z. 71r o 17 Project Name : Jarrett Project Address : 3926 Rock Ridge Project Contact : Jason Sterling Company Name : Strandberg Construction Contact Phone : 360 -293 -7431 Contact Email : jasons@strandbergconstruction . com Has the permit been issued yet? ❑ Yes N No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable) . Has this been done ? N Yes ❑ No `� y IF Is the plan revision or additional information, in response to a plan review letter? ilaP 2 7 2017 d , El Yes . A copy of the plan review letter with itemized responses to each item is required!. El No, the revision or additional information is initiated by the applicant, designer, or buil T.y OF ANACORTES If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information : Are you submitting a full replacement 0 Yes e No If not, what page # or title is being replaced : 1 -2 Replaced . 10- 13 Edited . Two full sized copies of all revised /additional information is required . Has this been done ? N Yes ❑ No Check the box can be found . 121 Site Plan El Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topographic) 0 Mechanical Plan 0 Plumbing Plan 0 Other : 1 z:itrasndberg DESIGN 2018 RAVE ANACORTES WA September 15 , 2017 Kevin Cricchio d Associate Planner SE [ 42 7 ti y City of Anacortes C"' 1. RE : Building Dept. Review, Building Permit Application : BLD-2017-04391 3926 Rock Ridge Kevin , We have incorporated the addition information you requested . Below is a detailed list of the updates : 1 . The overall height from average original grade is actually showing on the elevations but is labeled "Avg . Low Point of Footprint" . I will change the wording accordingly . 2 . It is understood that the permit will not be approved until the final plat for Phase IV of Rock Ridge is approved . 3 . Geo - hazard setback per updated geotechnical report shown on site plan . Updated site plan and geotechnical report submitted . 4 . The geo-test is not going to observe the construction of the residence . Please let me know if you have any other questions . Jason Sterling Strandberg Design , LLC P . O . Box 319 Anacortes WA 98211 8- 3147 RE : BLD-20 M439 , 3926 Rock Ridge Jason , I ' ve completed my review of the building permit application for 3926 Rock Ridge . These are my requested revisions . 1 . Show average original grade on elevations and how you are complying with the R2 maximum height of 35' above grade . 2 . We cannot issue the building permit until the final plat for Phase IV of Rock Ridge South is approved by City Council . Council hear' s the final plat request on 941- 17 . Assuming city council approves the request, the final plat must record with the county thereafter . Once these items are done, the permit application can be issued assuming all review are complete and copacetic . 3 . On your site plan , show and label the geo - hazard setback per the geotechnical report submitted with the application . 4 . Is Geo-test going to observe the construction of the residence as is suggested in the geotechnical report? Kevin Cricchlo , AICP , WPIT Associate Planner Planning , Community & Economic Development Dept . City of Anacortes P . O . Box 547 904 6th Street Anacortes , WA 98221 360 , 293 , 1937 (work) kevinc@citkofanacortes . ora www . cityofanacortes . ora Gt y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APP TM Mailing Address : P. O. Box 547, Anacortes, WA AV V +ANWo Office Location : 904 6rh Street, Anacortes WA 9 1 , `ICOR, . Phone : (360) 2934901 , Fax: (360) 293 - 193 AUG 2 2 2011 � . CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #) : Parcel(s) # : p 3926 ROCK RIDGE PARKWAY , ANACORTES , WA 98221 s� Subdivision/Lot # : Project Valuation : $ 7127000 S. NHN Rock Ridge Parkway Lot 3 Phase 4 APPLICANT : Phone : 360.293.7431 Fax: Strandberg Construction , Inc Address ( Street, City, State, Zip) : E-Mail Address : 2018 R Ave , Anacortes , WA 98221 PROPERTY OWNER: Phone : Fax: Chuck Jarrett & Deandra Bishop Address ( Street, City, State, Zip) . E-Mail Address : CONTACT PERSON : Phone : 360.293.7431 Fax: Jason Sterling - Strandberg Construction Address ( Street, City, State, Zip) : E-Mail Address : jasons@strandbergconstruction . com 2018 R Ave , Anacortes , WA 98221 LENDING AGENCY : Phone : Fax: Address ( Street, City, State, Zip) : E-Mail Address : CONTRACTOR: * Phone : 360-293-7431 Fax: Strandberg Construction , Inc Address ( Street, City, State, Zip) : E-Mail Address : P . O . Box 319 , Anacortes WA 98221 Professional License # : Exp . Date :02/02/19 *All Contractors & Subcontractors must have a valid City of Anacortes STRANC1020CC business license prior to doing work in the City. Contact the City 's Business License # : Exp . Date : 12/31 /2017 Finance Department at (360) 2994968. 601839950 PROPOSED WORK* New Construction of Single Family Residence PROPOSED NEW SQUARE FOOTAGE * Basement SQ ' : 17290 FB , 644 UB , 233 Utility Finished Basement: 0 Unfinished Basement L, J I " Floor SQ ' : 21091 Garage /Carport SQ ' : 954 2nd Floor SQ ' : Deck/ Covered Porch/ Patio SQ ' : 801 Fire Sprinkler: Yes 0 No ❑ Lot Area SQ ' , 13 ,232 Is construction associated with an accessory dwelling unit? Yes ❑ No 0 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 Anacortes . Print Name : Owner ❑ Agent ❑ ( specify) : Signature : Date : � � Page 1 of 3 � � .� � / 7 IMPERVIOUS SURFACE AREA . Existing Impervious SQ' : 0 New Impervious SQ' : 6 , 355 Total Disturbed Land/Soil SQ ' : 9 , 253 Total Proposed : Cut : Fill : New hard surfaces (pervious & impervious) Land converted from native vegetation to lawn or landscaping SQ ' : Land converted from native vegetation to pasture SQ ' : Equipment Type : Appliance/Equipment Information (new and relocated) : Total # : Furnace : Gas # : 1 Elec # : Other Gas Water Heater : # : 1 Location(s) : Utility 1 Heat Pump : Elec # : Other # : Air Conditioning : Elec # : Other # : Boiler: Gas # : Elec # : Other # : BTUs : Exhaust Fans : Bath # : 5 Laundry #: 1 Other # : 6 f�=' Range Hood : # : 1 Location(s) : Kitchen 1 Fireplace : Gas # : 1 Elec # : Other : # : Location(s) : 1 Clothes Dryer: /Duct : Gas # : Elec # : 1 Other: # : Location(s) : 1 Stove/Range/Oven : Gas # : 1 Elec # : Other : # : Location(s) : 1 Range Hood : Location(s) : Kitchen Gas Outlet(s) : # : 6 Location(s) : BBQ , Dryer, Furnace , Fireplace , Range , Ext , 6 Other: # : Location(s) : TOTAL OUTLETS : PLUMBING FIXTURES . Fixture Type (new and relocated) : Total # : - Fixture Type (new and relocated) : Total # : Water Closet (Toilet) : 3 Refrigerator water supply (for water/ice dispenser) : 1 Kitchen Sink: 1 ressure Reduction Valve/Pressure Regulator : Utility Sink: 1 'W ter Service Line : 1 Tub : 1 ater Piping : 1 Hand Sink : 5 -eothes Washer : 1 Shower: 2 Loo I16etric Water Heater : Tank-less? Yes ❑ No Fzj Dishwasher: 1 B#ckflow Prevention Device : Hose Bib : 5 TOTAL OUTLETS : 19 TOTAL OUTLETS : 4 Page 2 of 3 G`T Y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address : P. O. Box 547, Anacortes, WA 98221 hw� Office Location : 904 6rh Street, Anacortes WA 98821 Phone : (360) 2934901 , Fax: (360) 2934938 Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances . PERMIT TYPE . c O SUBMITTAL REQUIREMENTS : o o ' The number indicates the number of copies for submittal (if applicable) . 0 c n ® C C �. O Residential Building Permit Application 1 1 1 1 1 Site Plan (Drawn to Scale) 2 2 0 2 2 -� Copy of Boundary Survey ✓ ✓ ✓ Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan ( 11 " X 17) 2 2 0 1 1 ® Reduced Floor Plan ( I I " X 17) 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance (shown on plans) ✓ ✓ Complete Stormwater Plan 2 2 0 2 ® 13 Elements SWPPP Checklist 2 2 0 2 © Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 Critical Areas Report (if applicable) 1 1 1 1 Geotechnical Report (if applicable) 1 1 1 1 Plan Review Deposit (due upon submittal) ✓ 1 . Handouts and Standard Details may be found on the City ' s website at www. cityofanacortes . org or can be obtained at City Hall during normal business hours . 2 . Plans, calculation, & reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional . 3 . The Stormwater Plan & Drainage Analysis shall comply with the 2012 Department of Ecology ' s Stormwater Management Manual for Western Washington (as amended in December 2014) . For details on the Complete Stormwater plan, please see the Residential Stormwater Application Checklist. Page 3 of 3 - f City of Anacortes Invoice/Permit # : BLD -2017 -0439 904 6th Street P . O . Box 547 Applied date : 08/22/2017 mom oft Anacortes , WA 98221 -0547 Issue date : `� ; . Expire date : 02/18/2019 (360) 293- 1901 Job Address : 3926 ROCK RIDGE PKWY Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : sfr Owner: CHUCK & DEANDRA JARRETT & BISHOP Contractor: STRANDBERG CONSTRUCTION Address : Address : PO BOX 319 ANACORTES WA 98221 -0319 Phone : Phone : (360) 293-7431 License #: STRANC1020CC General Information : Fees : Plan Review Deposit 200 . 00 State Building Code Fee . 0 Sewer Inspection Fee 50 . 00 Storm Drain GFC- Residential 11550 , 93 Sewer GFC-Residential 91206 , 33 Park Impact Fee 615 . 00 Traffic Impact Fee 900 . 00 Total Calculated : 12 , 526 , 76 Deposits/Receipts : 0 . 00 Total Due : 12 , 526 . 76 V CA - 1 I C 4 Ms C4 fA (.•{ r•h rn 'y' .n ex) rri t u ,. ,, r•� ,:1 I:0 t r., r_ , 03 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAY• , CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCP HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVIGIUS- OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NqT, Tr" E GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION . h•.i I'•.i � t:3 t SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY =' 'f-'' F1 � "-a FOR OFFICE USE ONLY . DATE DATE ROUTED : ROUTED TO : ROUTED : APPROVED BY : APPROVED : ❑ Building Department ❑ Planning Department ❑ Stormwater ❑ Public Works Department ❑ Fire Department ❑ Third Party Review Strandberg DESIGN 2018 RAVE ANACORTES WA September 15, 2017 a SEP 2 7 2017 Steve Lange a �� Project Manager City of Anacortes CITY OF ¢,h1R('® TES RE : Public Works Dept. Review, Building Permit Application : BLD-2017=0439, 3926 Rock Ridge Steve, We have incorporated the addition information you requested . Below is a detailed list of the updates : 1 . Site plan frontage improvements added . 2 . Site plan has recorded all easements of record . Please let me know if you have any other questions . Jason Sterling Strandberg Design , LLC P . O . Box 319 Anacortes WA 98211 ANACORTES PUBLIC WORKS DEPARTMENT Y ° Steven Lange , Project Manager P . O. BOX 547 , ANACORTES , WA 98221 PH(360) 293- 1920 E-MAIL stevel@cityofanacortes ,org FAX(360) 293-1938 Memo Date: August 22, 2017 To: Paul Ingalls, Plans Examiner From : Steven Lange Subject: Site Plan Review #1 for 3926 Rock Ridge Park Way cc: Eric Shjarback , Justin Symonds The submitted site plan for 3926 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on August 23 , 2017 . ® 08-22- 17 : Submittal to Public Works Engineering . 08.23- 17 : Public Works review and memo back to Building Department The following comments are provided : • Site Plan does not include the existing frontage improvements . There is curb , gutter and sidewalk, along with a landscape zone and Type 3 driveway entrance . ® Site Plan should identify all easements of record . In this case , soon to be of record . i • Water • Wastewater • Streets • Storm Drainage s Engineering s Solid Waste s Transportation • Equipment ® Capital Projects i Development Services q��p , Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, September 13 , 2017 6 :26 PM To : 'Jason Sterling ' cc: Nelson, Kait; Kennedy, Jack; Cricchio, Kevin; Ingalls, Paul ; Lange, Steve Subject: 08 - 22 - 17 Review Memo 3926 RR Parkway. pdf Attachments: 08 - 22 - 17 Review Memo 3926 RR Parkway. pdf; Plan Revision & Additional Info Cover Sheet. pdf Hi Jason , Please see Steve ' s attached plan review note for corrections that need to be addressed so that he can finish his plan review . Please see Kevin ' s plan review note below for corrections that need to be addressed so that he can finish his plan review : 8- 31- 17 RE: BLD-2017-0439, 3926 Rock Ridge Jason , I 've completed my review of the building permit application for 3926 Rock Ridge . These are my requested revisions . 1 . Show average original grade on elevations and how you are complying with the R2 maximum height of 35' above grade . 2 . We cannot issue the building permit until the final plat for Phase IV of Rock Ridge South is approved by City Council . Council hear' s the final plat request on 9- 11- 17 . Assuming city council approves the request, the final plat must record with the county thereafter. Once these items are done , the permit application can be issued assuming all review are complete and copacetic . f3 . On your site plan, show and label the geo - hazard setback per the geotechnical report submitted with the application . 4 . Is Geo-test going to observe the construction of the residence as is suggested in the geotechnical report? Kevin Cricchio , AICP , WPIT Associate Planner Planning , Community & Economic Development Dept . City of Anacortes I P . O . Box 547 1 904 6t" Street I Anacortes, WA 98221 360 .293 . 1937 (work) I kevinc@cityo.fanacortes . orq I www . cityofanagp1tes . org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42. 56. All other plan reviews were accepted as submitted . We will still need the deferred submittal for the fire sprinklers and a separate permit applied for when the time comes . PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ti �-� RESIDENTIAL BUILDING PERMIT APPi Is T Mailing Address: P. O. Box 547, Anacortes, WA l5 e o Office Location : 904 6`h Street, Anacortes WA 9 1 Phone : (360) 2934901, Fax: (360) 293493 AUG 7 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #) : Parcel(s) # : p 3926 ROCK RIDGE PARKWAY , ANACORTES , WA 98221 Subdivision/Lot # : Project Valuation : $ 7121000 NHN Rock Ridge Parkway Lot 3 Phase 4 APPLICANT : Phone : 360.293.7431 Fax: Strandberg Construction , Inc Address (Street, City, State, Zip) : E-Mail Address : 2018 R Ave , Anacortes , WA 98221 PROPERTY OWNER: Phone : Fax: Chuck Jarrett & Deandra Bishop Address ( Street, City, State, Zip) : &Mail Address : CONTACT PERSON . Phone : 360.293-7431 Fax: Jason Sterling - Strandberg Construction Address (Street, City, State, Zip) : &Mail Address : jasons@strandbergconstruction . com 2018 R Ave , Anacortes , WA 98221 LENDING AGENCY : Phone : Fax: Address ( Street, City, State, Zip) : E-Mail Address : CONTRACTOR: * Phone : 360-293.7431 Fax: Strandberg Construction , Inc Address ( Street, City, State, Zip) : E-Mail Address : P . O . Box 319 , Anacortes WA 98221 * Professional License # : Exp . Date :02/02/19 All Contractors & Subcontractors must have a valid City of Anacortes STRANC1020CC business license prior to doing workin the City. Contact the City 's Business License # : Exp . Date : 12/31 /2017 Finance Department at (360) 2994968. 601839950 PROPOSED WORK• New Construction of Single Family Residence PROPOSED NEW SQUARE FOOTAGE $ Basement SQ ' : 17290 FBI 644 UB , 233 Utility Finished Basement: ✓❑ Unfinished Basement 0 1 ' Floor SQ ' : 27091 Garage /Carport SQ ' : 954 2nd Floor SQ ' : Deck/ Covered Porch/ Patio SQ ' : 801 Fire Sprinkler: Yes ✓❑ No ❑ Lot Area SQ ' : 13 ,232 Is construction associated with an accessory dwelling unit? Yes ❑ No ✓❑ 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 Anacortes. Print Name : Owner ❑ Agent ❑ (specify) : Signature: Date : � � Page 1 of 3 / / ✓ j r ' /' I/ • CHIEF ARCHITECT X6 / , ' / ;/ /// I ' IV , j , i/ , ;/ i ' 'i / i / , // / i �( J. SYKORA, GPBD i • F _ r 1 , „ i �/ ,e � dd ii / J i Ile IF ded I' I t- -'di ide `j I i i fr I I Fe / / V i i f �,/ i /If / / L 1 _ 20' f ` / l Fe - . �/ t (' i �; j/ � � r � 1 08-21 - 101 I IV Id , led LNDSGPE LEGEND a, Fee e ell did ed We IF it If It I II rIIFel . ll �r�l / F // d / ' j �f 8�IV FT 2 ill IF % ' / 1 / ; � � , / , j l : � LAWN AREA � ` � / [ ' ] w t i de o , � i ed ef . i , 2' _ , , 11 4 %�� ' i --Q ` ' ' ;''` �d % � �IF , \ ' / ` ryI CONCRETE DRIVE : , ell ` / i / I s�; 3g24 30 / , % e e IF i / a 1 el el I xIU led `{ �' die/ �/ �� MULCH - PLANTING BED ff I ]1 'f\ /// // A I I ( ' it , r / I � - 11 ! / r — g I IF F I Ill ele / Ill If � ' �fol / j� i " / ' jt AUG 2 201 w DECK \ _ / , EXISTING BEDROCK Je el Fred, LtifOT 3 de d u, If det " F ANRCO O 1 A i ry See Si� / o i r f CITY O \ "� RTE . j e9. i Ve DECIDUOU5 TREE IF 13 232 5 ,� , ��x. a _ /r / / ' z rc w m a m 5FR / / t i w ° xM m m moo lI p J m U Z ry l / Oda ow .33. /;I. DECK zq%®' ` \� / ; j/ � / m I n: d 3C126 de of 4'`� � i %f ems: / / CONIFER TREE ���N'�/ ( i DRIVEWAY N. S ,i Y ' `� ./ , i / m E 1 ,841 sg ft \`ire \0 j / W CV 7 0 CLEARING LIMIT . �. � ;_ OD S. �, v 5 �\ �C� ] r ' �7� r . r W IL Q Q / d / •/ /i / , / \ le i% / �/�\ T SS r 5HRUB5 / PLANTING5 z U U � ; ; f / II AGK; �/ / s MINIMUM TREE DENSITY id 7f - 51� TFo Ad, ` 3GAR / t / ' / \ / ANAGORTE5 MUNILO°E - 16.50.0T0 w N O ( / l,, . cF GARAGE { Calculation of the Total Tree Units Required . The total number of tree units %� 1 / , / \ required to be provided by a regulated project or tree conservation permit Z y I �� 70, T approval listed in Section 16.50. 100 shall be calculated by dividing gross site �O f , f % s f 501L 5TocKPILe me °^ / area, minus any public or private street rights-of-way, by one thousand Table CV % f `` ``\ _ �� /om / / 16 .50. 120(0). The result of the calculation will be the total number of tree units m f jf % \ ` / �0 / / required for the project approval within the building site. PLAN 1� RE5 t / J ./ fjr / / r e ° ; \ O'sFre K p by ' / ' / / LOT 51ZE : 13 ,232 5F TREES REQUIRED : 14 lu op o J r. zvFPHzJ A MAIN FLOOR 21091 5G . FT. ,% I% �' s� Q TIO = 1° g `" r F ` P% s< E / / LOT INFORMA N v gad Nc V W BA5EMENT 11290 50 . FT. I l j i' ` LOT SIZE 13 , 252 SO . FT. (.43 ac) O Z = S,vF ` w .ao j i j 123s . �� �� u,° CLEARING LIMIT AREA : q ,253 5Q FT o II 0rf I'f.CI[)IIVIFF Ede�l STORAGE / UTILITY 233 SG . FT \ i` ! I - /� 40: 0 1 J _ ft I r (� � �+ / MAX BUILDING COVERAGE (35 %) = 4 , 631 SQ . FT. SIM TOTAL LIVING AREA : 3 , 614 5Q . FT. \�� \ ` , ' ' ) ! = ; y �s o M ;\ I t . ! �' % �j i / / ACTUAL BUILDING COVERAGE (29 .53%) = 31908 SQ . FT. W asD`O i 1 / / l il. ~ a = o GARAGE 954 5G . FT. 1 / / IMPERVIOUS AREA ] i/ ROOF OVERHANGS : 4 ,4c12 5Q . FT. ,_ i COVERED ENTRY 144 SG . FT. L0 II j r d it j'� ' IMPERVIOIUSDRIVEWAY & SIDEWALKAREA5 : 1 , 8635Q . FT. owNER (! l "\ ( / 1 j \� ' `� TOTAL IMPERVIOUS AREA : 6 , 355 SO . FT. APPROVAL dz COVERED DECK 624 5G . FT. _ __ r N. t i _ — \o O F `. 1 / PAGE PARCEL# P OPEN DECK 33 50 . FT. i IL % �, 1if If f � f g2 / ( � 1 ADDRESS : 3926 ROCK RIDGE PARKYWY, ANAGORTES , YYA98221 °F COURTYARD (COVERED 11 50 FT) 16q SG . FT. b ' l I /` ( UNCOVERED 98 5Q FT) \ ( OWNER : JARRETT / Al 1 ' ,j/ / , AeA6MJIFA.INN A" eeNlA Al CHIEF PtV ARCHITECT Xb AAA A,N �� / tom, ( V 4 Ak�A16; I l At IAFIlI .1 4A N 6 A1N I l0i F ee-A,A AI I I A 1 lI eI AAAAA NNeIeNN NA -AAA SN AI A AN AANN lNeAe el AIAA IN ANN ES JA 'A N / �j/ / / f I / � e i / ��m% J . SYKORA, cPBD n / / , � 3 N � % / �, I' l � /' iN �� = MN/Al 11� ' i / !j . / ��/ //,/ i i i / \ 1 „ 20, A /o � / / / �� % A � - - �` DATE 1, li/ 1 / ! / 1 (` [ �� � � �� _ �C/ n �� 05-21 - 1 i . . . . / / ,` /� � / / j / ,�'��� ; ; 1� ,A( ; l i '%i!/// f ,% i J �� LANDSCAPE LEGEND LOT 2 `; LZ \ ` \ LAWN AREA �� 111b42 SF QW / ' �O' ,; / -/ i CONCRETE DRIVE 3g24 j , JJil , S� E 1 j / h \ j �7 � MULCH - PLANTING BED r ' / xYY "lei- 'Ay- J �\ ., ,. ,., • '�'�� , / / / / I [ ( / \ t / of &to /I u A 0 i . ! / :` , . ' /' % ' ( ��z DECK \ \` : , EXI5TING BEDROCK LOT 5yII ® ry / ' / ; j, ` / / � ti�� � � � S P — DECIDUOUS TREE 13 232 5F/ A pm n 5FR \ \ \ A\ CITY OF ;AN"ACO� Q m m S. `\\\\ m O i ry 33 -./ A S�� \ \ \ / Od owl 3 3 92 DECK �6IF \ 0 m I � d a m � _ , / 4 �°PE \ A\ 1� CONIFER TREE } ry ` - _ DRIVEWAY \ \ \' 1 .847sgft A � /' CLEARING L/ DOD 55 ` \ z�I // / I Ago- v / ,- �7 / I�/ \ / \A\ R� O / 1 t / � _ / ��\ C z . SHRUBS / PLANTIN65 w z !/ 0 F / p ) i 1 o / to QC w /:(F �/ /J i / \ ,' ro, SEreAc� � � \� ` / v cr �q SS ` \ \ / /, , \ `�A MINIMUM TREE DENSITY t= w O % % / . "' $14r P% tea 3GAR \. �•�• �° . SS / ' \ / • � ANACORTES MUNICODE - 76.50.0'10 V N p o A 1L / l/ / ` ;' 7O' G cF �a�,, . GARAGE O SEE PAGEAI6 FOR \ Calculation of the Total Tree Units Required. The total number of tree units O I 1 •\`%`. CONCRETE DRIVEWAY !� /�/ APPROACH DETAILS required to be provided by a regulated project or tree conservation permit z /(� , �9R 48 83 `� ( °b / approval listed in Section 16.50. 100 shall be calculated by dividing gross site �p area, minus an ublic or private street ri hts-of-wa b one thousand Table N D S� �, `� SOIL STOCKPILE : , y p p g y, y re g \\ \ y / fff- r+1x20' DRIVEPEW / 16.50. 120(0). The result of the calculation will be the total number of tree units fir] A A F A Ck AN \ '^� ' 'WIDTHPER5TR.2bOF required for the project approval within the building site. m 1 L•/ � � I � F� I � � \,.. \ \ / � . � ED55TANDARDS / . . \ :bib \ 1°,SFregC 4 0 ; /�/ Y / h / / LOT SIZE • 13 232 5F TREES REQUIRED : 14 UJ °°z MAIN FLOOR 2 , Og1 SQ . FT. \ \p ,$ ,m � / —/ 01W'. r ° � � / LOT INFORMATION v '' pd BASEMENT 1 , 2g0 SQ . FT. \ � ' / / Po . LOT SIZE : 13 , 232 50 , FT, ( A5 ac) Q Z $� € STORAGE / UTILITY 233 SQ . FT. "" / "N z g s �3 �/[p "O V. ..` J P t • . � fr= YS / CLEARING LIM T AREA q 253 5Q T `' \ �` /1 / \� / MAX BUILDING COVERAGE (35 %) � 4 , 631 5Q . FT. e ' TOTAL LIVING AtREA : 3 , 614 5Q . FT. ` / �' / ag= ® \ \\ �, i / j ;; �j/ - ._ / / ACTUAL BUILDING COVERAGE (29 .53 %) = 3 , 908 SQ . FT. w „ GARAGE q54 SQ . FT i / ;! ' i H F, I 1 / � % / / / / IMPERVIOUS AREA VW ROOF OVERHANGS : 4 ,4C12 5Q . FT. o g X. _ COVERED ENTRY 144 5Q . FT. f I / / / / ;� /! / /i/ ( \ / / IMPERVIOIU5DRIVEYMtAY & 51DE^IALKAREA5 : 1 , 6635Q . FT. owNER N O � � ' / TOTAL IMPERVIOUS AREA : 6 ,355 SQ . FT. APPRovAL COVERED DECK 624 SQ . FT. _ O1 ' , / , ' �/ PAGE t` i LA PARCEL# P OPEN DECK 33 SQ . FT , / ) I / ,/ � � / � / oF: d ADDRESS . 3926 ROCK RIDGE PARKNWY, ANAGORTES, YL498221 COURTYARD (COVERED 11 5Q FT) 1 bq SQ . FT. 3 — 2 8 " �, ; � � � ' / (UNCOVERED 98 5Q FT) / OWNER : JARRETT toli , i i _ - IF / CT Xb / / , IF , ' i // i/ / // /' / O / let f / I IF JHSYKORAIEF EGPBD / / / / / / a IF IF It N elpy If i / de / / i' / /' 1 = 20' - i /fI If rdre,ed,de ded dede IF / ' / / ;/ " / / j /% % ' �/ I i� OS 21 11 / / j i, 1. / / / / / i / / / let _ / LAND5GA FE LEGEND / / / r % LOT2/ F ? / / / / / n1,I t It LANN AREA N 11 842 S -- Fee dr, ; ir IF If , � . I IF Ie lfl e I, If I ,1Ip 1 II F1 I f Fo fi e1; Fall CONCRETE DRIVE � 30 � o%s s� 3g24 a f 3�TS J/ lIt ded ' - —� / It e-N IF effee j9� / / i" y zx _ MULCH - PLANTING BED /1 / /// didd if 1I It / tr l , I 1 : ,` 1 ,/ / f/ , ; - - — /// f ....ter ll - r , 1 i I l � . i / �/ f / % , / rr r � \� ;` =�1�G 2 2 201 EXISTING BEDROCK 7 r L / / a / If DECK / —� ! r N, in LOTKi 3 FFI / Fr ` / A f CITY O ANA R' a F CO TES / N �F B9If de Iif I . �c - DECIDUOUS TREE Q 13 , 232 s % N vFd dd LLf / 5FR / / z a m - v FI If it it / ` IF. W d X K m m Co 3120 m I � Qdm �I3 PECK �j � / / i , , / I,� � �s<o>_ / -E, \ / CONIFER TREE >- / /1 l� r i / DRIVEWAY \Ss I \ e - I / ' ' /, / ..� 1 �841 sq ft �rs e o? / �,...� w N OL 1 j LIMI f , oOD 55 RC,� 01 ==m�:" / / , Z �/ / /� ' J . , T j lL Q -;'jj� i j/ I T % SHRUBS / PLANTINGS F to I /, , /o \/ - — / LiOF— ' �i, SF a� SS \ MINI 14 / le TB CA / TREE DEN5ITY LU 1 � � MUM 5/( �. P: �J GAR / / \ / ANAGORTES MUNILODE - 16.50.010 w N O 1/ I j ' i F cE. i�% ..- GARAGE � u' , . - F 1. \ Calculation of the Total Tree Units Required. The total number of tree units O ®/� \ / \ Y \ required to be provided by a regulated project or tree conservation permit �, Z ' e y I r oo approval listed in Section 16.50. 100 shall be calculated by dividing gross site % i i ` If SOIL STOCKPILE 14 / h / area, minus any public or private street rights-of-way, by one thousand Table / \ ram\ / 16.50 . 120(0), The result of the calculation will be the total number of tree units m fl•` / ` h� ' 0 / / required for the project approval within the building site. PLAN AREAS � , , i ` ' / % ' 610 f SFrepCk/^p ` I yh /' / LOT 51ZE : 13,232 5F TREE5 REQUIRED : 14 W € o° o /// _ ,\ / / -- Q... age : ZneoSddF MAIN FLOOR 2 091 SQ . FT. 5 "If "� Ems ' ; / / / LOT INFORMf�TION v =F d BASEMENT 1 290 SQ . FT. � - �` / D° wZn� �. : q„«., I I j, �' � .-' LOT SIZE : 13, 252 5Q . FT, ( A3 ac) Q z 4e=€ l • a r f� �� I \�3s, _ ��' U) CLEARING LIMIT AREA : q , 253 5Q FT H505 t STORAGE / UTILITY 233 SQ . FT. \\ � , , f 1 � / 208F I ,. / � xze � \ \ I / MAX BUILDING GOVERAGE (35 %) = 4 , 631 5Q . FT. TOTAL LIVING AREA : 3 , 614 5Q . FT. ;` / I �% . `��' >' / 06 on F / BUILDING COVERAGE (2q 53%) 3 q08 SQ FT W mEe ACTUAL 8 / H / 06E ^u GARAGE 954 SQ . FT. i / %/ � ;; /� J / / IMPERVIOUS AREAW/ ROOF OVERHANGS : 4 ,4g2 SQ . FT. 'o COVERED ENTRY 144 SQ . FT. 1 f ' ` / IMPERVIOIU5DRIVEWAY & SIDEYVALKAREA5 : 1 , 5635Q . FT. owNER Ln fIFeffeJ.lII fiI fF I/tFtie ei lrf Fe//ee/I/ff1 10V4 i Iftit ed (I i.\ ( I I I I I.. i i / I ` APPROVAL COVERED DECK 624 SQ . FT ! ! `1 { / / ` / / YY TOTAL IMPERVIOUS AREA : 6 ,355 SQ . FT. NTI � 1 \O 1 O � I ' PAGE ii ;, j�, / PARCEL# P OPEN DECK 33 SQ . FT. % ( ( ( � I � iI ;' / / , / 3q2b , l II : ADDRE55 : 3g26 ROGK RIDGE PARKWAY, ANAGORTE5 , ViAgb221 OF (COVERED 11 50 FT) / - COURTYARD (UNCOVERED 9b50 FT) ` NN / y OWNER : JARRETT CHIEF ARCHITECT Xb DR"gN BY (((('� /y I SYKORA, GP6D D � � U � /�11.F�J/J/ R SCALE 111 = 10' DATE ((' 2 V AUG 2 2 201p ' OS-21 - 17 (A) ll PF °° a fi ,? { ,3' 1,• Tod —IT.61O' ib'd Yd N ABOVE DECK OUTLINE) �r >. 12 n .. uvr Roo CITY OF ANACORTE d�imp � t rd � Z § 12 DECK ? 12 F a 0 I 2w 54 FT 1ea, I W zoo ,3•d z i 424d---hF—ed Td a:bzvc 3 abb> Flc �naa aow•d !1W vc a ,�„ (' � rr rd c § - Q ab" o qbIoIo 096wMWWWWW \77 ewe I CITY O _ lvAcORTES _ b, 4 a I BEDROOM # 1 13•d — — - �— I - a 2T5 SOFT of :, � 1O CEILING � ❑WX, , c � � — � Im I I - - - — § � Y, rA1rs• 4a ,Tr -atm t L I = - �_:a awwwwwo °w oP®°,,gin_ V ,♦ § o Tn I Z JP BEDROOM # 2 a FAMILY ROOM 6 UNFINISHED BASEMENT ry 2 r — n Y Ox.e �_ 11250 FT __ 4485Q FT 6455Gl FT Ammmmme 10 LCEILING 1d CEILINGawwwwwo 00000000 v T a0000000 U 1DGELIN6 — l = n � 1 °� INSTALL RADIANT HEAT ZON• 5Na't — 9i. 'e-� p TH ♦e°a sep_� d � I _ 0 � 11 o q ° LI.OSET T 10 ��Dr�T1 BATHw a :p - 1Cceitm� I� ElmT •H`.m (�`! .: A 1 r ®ri I C b nn 4'dBATNT bm a•-z, U 1 BE s-T' ®awi - rn u al wx•F ass sr NOTO �r No To J I I o T - 1• tb os I § � NrNExE — — I I _ HALL O ,Nil or 1 zwL 1 " "` a>- �12,Sn I rreatwvex lw § Z PN tYl 9 ' 1O LEILINb1,• - 4 ,O -TOPOW-DADP m W 1 ' _. .__ �n. ED bECBRG9 u� m .. ti.,.. -r . x0 K to W 0 FAU � H I I I 1 � ° = " B ❑ LL05Ei b § Q Z O ,r-.-,., h . L A11 N o,m UTILITY s —r — — — — — 2B1SO FT S` II I ud tb o• tC.v I owwwwwo owwwwwo mmmmmmm jU Bd r O LEILIF Hm CONCRETE SLAB FLOOI_o EDP \ l V. CV I � Y I I A� o W JWT\ I- - - J 1L n ll bbd �, w YdFmv�6'd SYd 11•�' ' NOTE: VERIFYALL HEADER z W (vim • (1 11r HEIGNT5 WITH 5UPERVI50R W Q Vj11I 1 - - — I ENEftbYGREDIT amown J EFPIGENT BUILDINb ENVELOPE - WINDOW5: U=OM , 1�, - FLOOR = R-MIN51JATION Lu p -5UDON GRADE - W10 ENTIRE SLAB U N %3 ENE%YCREDIT2s w R p < AIRLE 611CONTROLSEFFILIENTVENTEATION -AIRLEAKAGE: B.O AIR CHAHGES FER HOUR -WHOLE HOU5E FAN PER5E6TIONM1501.3 v I I1 ENeR6Y6REDiT3a \ HIGH EFFLIENGYHVAC EQUIPMENT ('(� - GAS FIRED, PROFANE, OR OIL FIRED ` • - 1 a L WITH MINIMUM AFUE OW% ENER&YLTS PLAN AREAS EFFlLIEWTER £3 GB HEATINb CB2B - bA5 FIRED, PRO PANE, I WRHMINIMUMEFOF91%. ° N § I I I I Ba=gk GARAGE MAIN FLOOR 2 , Og1 5Q . FT. nn— WREN mww 955BaFr I I BASEMENT 1 , 2gO 50 = FT. W sf"goo a�Eg= Ib 5TORAGE / UTILITY 233 50 . FT. � $neaF �ooag TOTAL LIVING AREA : 3 , 614 5Q . FTa z = z zu s ! __ w 01 GARAGE q54 I � I 5Q . FT. 'g I I I I ! COVERED ENTRY 144 56Z = FT. OWNER APPROVAL INITIAL I L - - - - I COVERED DECK 624 5Q . FT. PAGE A; Q OPEN DEGK 33 Sao FT. OF: COURTYARD (COVERED 715FT) 16q SQ . FT. ( UNCOVERED 98 50 FT) CHIEFARCHITECTXS DRAWN BY: J . 5YKORA, GPBD SGALE 1 " = 10' DATE Ir 3 OS-21 - 11 E A10 A10 A70 9"P smuGlur No ABOVE DECK OUTLINE) ji d•-I � zo t za Z - 12 DECK 12 �' 204 50 FT I zs F Pd• . 0deP Td wsa, vzax . rc �w< azo a w Pc —w9TPw6L — ��woln06L. • -: — 4 ® 96' 4 ® 96 ® 96� 9 x I „ ' BEAMMO TO - - Ivzr ® Be § osx'i(z at eI BEDROOM # 1 I _ 275 50 F7 - — 0 v L — J 19LEILINGWas �— o fez; sr'A.a — 9ta 317 a, a L POGT I — — — — �� MIND MIND T Posria.al EL I $ a 1 J BEDROOM # 2 FAMILYROOM ? UNFINISHED BASEMENT o6T "< 3 — � Ox.r 11250 FT 44D 50 FT 'r b 6455f: Fi 4/� 1 IOLLEILING tO LEILING _p°�k ai y Qj G'LEILING �JJ p INSTALL RADIANT HEAT ZON:. e - 1 O ' WIT aIN a ammimmimmN osi(i m c ` , l I b® BBFwu. N°° U o -: I •.e zH1vc 10 � e - „a 1 - PasT61 MINOR s o - Bo%®ixl vn° O =4.. 0nsarl n T "ai 1 n } 10 � 2 BATHr b _ce R.R� L� •i ry — ^ b ®a IT ad•- iffbat srryG Zl mrfa.al a" I AM alz xTc pq} . � �,.., r HALL IxDUExE N _ o+ ..w61 " ozri��br „TsQ " ..eVAT �wua,�wv I �M I i w m a .w v 1P LEILING - V� ` -1 ems„ — =®„c 'N W a m f MIAMI ®,6• — I I I 1 — Po=rr3°al o m o .. IY h �I I G05ET F O Z O _ fi'TTR� •` e N IV A - il )"'m UTILITY MENOMINEE MIA IN 251 5Ct FT = IMENOMINEE /\/ 1PLEILING sm 10'"P �f ./�� ^, LONLRETESUBFL004o 1 /2" 5HEETROGK < \y U z %v�/vv tY A,o A10 lj}/A/j 8" CONCRETE WALL .�. �. N �v R-21 INSULATION 0 Q (� rF 2 X 4 WALL @ 4" FROM CONCRETE z W BUILT OUT ONLY IN FINISHED AREAS NOTE: VERIFYALL HEADER % %/� 01 ZW I NEIGH SOUTH SUPERV 50R _ Q Vu ENERGYENER6Y LREUI� \ �'_4 1/2" WEDGE ANCHOR 48" O.G. w EFFILIENT BUILDING ENVE OPE - -WIGIENTB BUILDING 2X BORATE TREATED PLATE V - FLO0R: NNRWN5ULATIOM _\\/I NI _ F W O - 5MB ON 6RADE - R-10 ENTIRE 51 AS /\\ . 1 U ERGYLREDITb TYPICAL PURRED OUT aAIR LEAKA LO GE NTROL 8 EFFICIENT VENTIMTION -AIRLEAKA&E: B4OAIRLHAN6E5 PER HOUR 1 WALL IN BA5EMENT z - WHOLE HOUSE FAN PERSELTION M15073 ' I I ENERGYLREDITU SCALE ; 5/8" = 1 ' a- HI6H EFFLIENLY NVAL EQUIPMENT - &ASPIRED, PROPANE, OROILFIRED b BOILERWITHMINIMUMAFUEOR94%. PLAN AREAS „ ENERGYLREDIT 5c L , EFFILIENTWATERHEATING , � - GAS FlRED, PROPANE, kau WITH MINIMUM EFOF91%. ^ Co GARAGE ER MAIN FLOOR 200g1 5a * FT. 0 H £-°go 4 I I I" �SSa J :E;B-WE 1 , 2g0 500FT. mae STORAGE / UTILITY 233 5Q . FT. l a l Ile Jim TOTAL LIVING AREA : 3 614 5Q . FT. W NOSH xg3u ® QPH s < e ` I I I I GARAGE q54 SQ . FT. m �_HE i Nate COVERED ENTRY 144 5Q . FT. AOIAINER PPROVAL INITIAL MENOMINEE — _I I COVERED DECK 624 50 . FT. PAGE A;D OPEN DECK 33 50 . FT. OF: GOU RTYARD (UNCOVERED 98 50 FT) 16q 5G2 . FT. Cricchio, Kevin From: Cricchio , Kevin Sent: Thursday, August 31 , 2017 1 : 59 PM To : Fyrrce, Groc; Ingalls, Paul Subject: BLD - 2017 -04391 3926 Rock Ridge 8-31- 17 RE: BL©-2017-0439, ;3926 Rock Ridge Groc, I 've completed my review of the building permit application for 3926 Rock Ridge . These are my requested revisions . 1 . Show average original grade on elevations and how you are complying with the R2 maximum height of 35 ' above grade . 2 . We cannot issue the building permit until the final plat for Phase IV of Rock Ridge South is approved by City Council . Council hear' s the final plat request on 9- 11- 17 . Assuming city council approves the request, the final plat must record with the county thereafter . Once these items are done, the permit application can be issued assuming all review are complete and copacetic . 3 . On your site plan , show and label the geo- hazard setback per the geotechnical report submitted with the application . 4 . Is Geo -test going to observe the construction of the residence as is suggested in the geotechnical report ? Kevin Cricchio , AICP , WPIT I Associate Planner I Planning , Community & Economic Development Dept . City of Anacortes I P . O . Box 547 1 904 6th Street I Anacortes, WA 98221 360 . 293 . 1937 (work) I kevinc@citvofanacortes . orq I www , cltyofanacortes . org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW : DATE : " 1 PERMIT # : SITE ADDRESS : �� �� , PARCEL # : SURVEYED SITE PLAN : . yes no • Does site plan & dimensions match survey yes ❑ no ZONING DISTRICT : • Is the land use permitted in zone yes ❑ no CRITICAL AREAS . • Is any critical areas locate either on th subje roperty or within 300 feet yes ❑ no cA k SHORELINE JURISDICTingio • ❑ yes • Shoreline Environment : Setback from OHWM : • Is the land use permitted in environment ❑ yes ❑ no IMPERVIOUS SURFACE MAXIMUM : -{ MINIMUM SETBACKS : MINIMUM LANDSCAPING : MINIMUM # OF TREES : �� 1 MAX LOT COVERAGE : MAX PERMITTED HEIGHT : OFF-STREET PARKING : EASEMENTS : s 3927 2311 3906 3933 3925 2310 3905 2301 2315 2316 2305 3907 2319 2404 �PA Q� 3909 2311 2403 QP 39,11 O2319 9� 3918 3913 3953 2402 w2405 z w 3917 - 3920 z 0 cD w p 2413 13922 3921 3924 R2 3923 2417 3926 3925 '� 2502 2419 3928 3927 �, 2506 2503 3930 3929 2507 3931 3932 2511 3934 2612 2513 3938 3940 2616 3936 2519 2517 IF IF W , II _ _..q . „ . IF PLAT OF ROCK II� �T _� � ' PHASE 4 NW 1 / 4 , SEC . 26 , TWP 35N , RNG. 1 E , W, M . iIF J i TRACT "A " f / AF 1200701240094 0.87 ACRES PHASIL:l \\\\ AF 1200806300185 NOTES 5.59 ACRES f 40 U �. 1 , SET CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. moo. / i 2. � SET RE-BAR AND RED CAP PLS. #27817, � / 3. Q FOUND EXISTING REBAR AND CAP MARKED AS NOTED. VISITED Y rdo g6 / / / ' 4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION, 4 13,53i SF ry�gCONCRETE MONUMENTS VISITED ON 3FFFFF­22FFFFF2017� Q�tl / 6 . ERROR OFCLOSU E MEETS WASHINGTON STATE SURVEY STANDARDS. IF O �o y 7. SURVEY METHOD: STANDARD FIELD TRAVERSE. IF 8. BASIS OF BEARINGS: PLAT OF ROCK RIDGE SOUTH PHASE 1 & 2, AF 200701240094, I h a \ / 9 . DADDRESSES SHOWN ON PLAT. IF i �4� / �/ / f 10. SEE SHEET 3 , PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK $r ph� REQUIREMENTS . LOT 2 � 4 6 / / \ 11 , BSBL BUILDING SETBACK LINE. N88'4? 46 w 11,842 SF 30 00 Fo S57'121 " E Jr � 451 11371 Up LOT 3 13,232 SF 9 6 _. IF. � / 1 \y�ph 8,T931SF CURVE TABLE *749 FIFs �3r. 4e / a gco�ss y� NUMBER RADIUS ARC LENGTH DELTA ANGLE 9�• � / Q F eF 2s Cl 225.00' 209,67' 53. 23'31' C2 100.00' 136.56' 78414035' 9CCFs \ 1r dhry p"i 4t. C3 250,004 22.66' 5 .11'350 - p � LOT 4 j / !OT 11 sFAs , ��a °�� C4 250,00' 58.50' 13.24'25' h 11, 010 SF h / Fyn , C5 250,00' 58,50' 13.241260 I� / 9,390 SF fYr ` . C6 250.00' 88.46' 20. 16'28' ® I I ® a C7 250aO0" 4,85` 01.06'39' S 88*42*480 E 122.36` 1 Cl S >>4 , 4 h , C8 125.00' 40435' 18.29'34' C9 125.00' 3172' 15.270240 83.50' ' 11 /41. sp. h C10 125.00' 30.00' 13.45104' J C11 125,00' 30.004 13.451040 IF I C12 125,0W 62,00' 88448041' 1 U i LOT 12 TRACT G C14 zoo:oo' 82,29t' z3•zz'39' g LOT 5 $ I I 9,592 SF IF 99 10,542 SF I ® q C15 200*000 15,50' 4.261250 ® I o a C16 75.00' 102.42' 78.141370 I S 88042*480 E 13759' 2 I + ' S 88'4 48" E 12279' 81.00' G7 \ LOT 13 h 1+ 1 , 9,043 SF $'IF CN LOT s \ � 3s 1 al LINE TABLE 10,276 SF \ * \ s NI NUMBER BEARING DISTANCE IF 393 C2 61.60' _ x I Ll N 88042'48' E 4189' L2 N 82.28'52' E 14540' S 88.42'48" £ 117.45IF ' � 94.00' \ �0 \ri L2 L 1 - - IF 51043'58"£� 60.25 ' *13 bM1. tea. 0 `• cri $ LOT 7 h�h11 h1 f- C12 43.89' 10,370 SF 3934 h''� ACCESS AND UTILITY S 6 42'48 E 88.52' EASEMENT FOR LOTS 8 & 9 63.00' NERI?r,IF C�,� LOT 9 ti O V' Of AASN. ' LOT 8 W 11,181 SF � ' $ 13,327 SF ® R OWNER / DEVELOPER LAND SURVEYOR ig ® RR Summitt NW LLC DALE HERRIGSTAD PLS ,2780 a I- - - - - - ` - - - - - - - - P ❑ BOX 319 4320 WHISTLE LAKE ROAD FSS4va 30' ONDI BUFFER SEE PLAT sLL ANACORTES , WA 98221 ANACORTES , WA 98221 CONDITIONS SHEET 2 - BU 360 - 293- 7431 360 - 299 - 8804 89.14'46' W 130.01 ' N 89'14'46' W 80.00' - ` � � lUQOO' PW # 03 - 03 '7 - DEV GRAPHIC SCALE SHEEP 4 O 4 2 : a �A 5c ? n ..- �.� t IN FEFT > OWN BY: DKH . HERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED 1 inch = 50 ft. DATE: JULY 2017 4320 Whistle Lake Road, Anacortes , WA 98221 (360) 299 - 8804 JOB 2015w146 M@MDT AUG � � � 1500 E . College Way #515 Tim K . Garrison , P . E . I Mount Vernon , WA 98273 CITY OF ANACORTES phone : ( 360 ) 70& 1865 Consulting Engineer timg@BuildersEngineer . com Structural Analysis : New Home at Lot 3 , Rock Ridge Parkway (upper division) , Anacortes , WA Client: Charles Jarrett CC[ Job Number: T17056 Building Design , Jim Sykora, Strandberg Date: July 28 , 2017 Design . A �' 2eaT � pop , ..w . INDEX , Design Sketches and Callouts SKI — SK4 , COI — C04 Standard Specifications . B — G Calculations . CI — C31 Total No . of pages excluding cover sheet : 45 Notes, Disclaimers : ConstructionCalc , Inc . (CCI) takes responsibility only for items specifically addressed within this report set . This repot't 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 originaty 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) . ( 1 " LI ILI o, r .Z, k /j' t _ 15 - • LI Ll Cl KF71 T r/ A f Q o > -emu � Y� l 46t �V N . = - - - (OA) i - 5�r '� ( tit ISN . : �DIP � d IN 40 12,t> (a ! I r L �j Vitt � . ! Ita, f tLl L .r J ¢ S 3 -- i --- _ — T r — — # I o {- LL N = o m Iqt­ w = O _ Y aim a mK m a' Z m om Q z ,1 � - -_ I . -L... I - � I o Q � I-- m to a p iO t(1 � , y I I -T.�-' gym \ L - - - -� `- � i xm Q o '^ - w ,n a 'UK pp--- t t I I I I� III ILL ry _ ku O a ❑ lu v S 'Y (fit\ �' 7u `/ � I ! I dLIL. � . n of y O u w w J _ IS E ILLILL / f I I I I i I ; x a m` I\ ry Q i I I I - b . ILL o Y T � ( f I I I ~ > Z I ! I a O I i K H Q I J f IL m I O z = Q f f I ; It Z 71P � a I ILILI, . I _ _ ^ : a — I °C I r J ° w O �l fsf3Z J eJ 15 y I I 7rYF. I ---- -- f r, I J � _ F w j IL 1 - - I I I z wm W - w ± I w z wZ � - a _ -J Z -- --- z , d - 1 ! 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A A SIDA 5LOP5 GARAVE FLOOR _ E C� SLOPE GARAGE FLOOR I -I-.rq.l — 1 u I i 1 s I I I I ` 1 I I I It I II I _' I i I I , I I ' , i � i , � l re i � I i Ted LL- i 1- - - - - - - - - - - d - - - - - - - -- - - - - - - - - - - � r - - - - - - - - - - - - - - - - - - - - - - VI 1 �7 IS L _ J - - - - - - - - �� D1 Shear wall top connection - framing parallel �AF`i'EIL , .oR LrP4 SirFATNnr &aruru 1— G£fL1ASF viL CE c.IttC-1 M�,. ' oTkEE2 $iLAciuZl Jt'•1jE(L i S i Shear wall top connection - Lower roof connection to D2 framing perpendicular. D3 shear wall . i 5G4XEw VA TwSS ®2 TZ uG �io-t +} kkK pE¢ t� AFr£R GAu_ nur Lovr>~� ROOF 2 r Hti.S fl2 CouT HIT i Svwci66rsti0 s tyIEp§a Log / ^.�QU.OtiT ru��sn5 Tp P Ca I fl i Ct(otLD dt2 � , Q� rj rz L�oG52 Gor-t'4 PiL��. Tnt51' W sFLlT&ao Mono truss to shear wall - t� ._ _ D4 perpendicular condition . ` �L? sDwe1 -56do cotittit <%Cta�t s C AAuLouT h (t 7; ;N ..-ISnti-ts�..-Iays I� qLTA Ma�� . _ IF uAt 4R: . Sot iP. . _ BgGu-1>s C� _ _ . �'s � VLA Gc3 2� 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. 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 : Plate to plate heights greater than 12', use min. , 2- 2x each end, or as shown on Plan. N Plate to plate heights 12' and less with openings wider than 5 ', use min. , 2- 2x, each end. Plate to plate heights 12' and less with openings 5' wide and less, use min. , 1 - 2x, each end. 21 H Header * Header: use min: 2x10, tall dimension vertical in "L" configuration. Or use min. , 2- 2x8 , or 4x8 . 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. As alternate, may use FC4 for 2x4 wall, FC6 for 2x6 wall. (FC4 good for 865 lb ., FC6 good for 10101b .) * King Stud : full height bottom plate to top plate: Plate to plate heights greater than 12', use min. , 2- 2x each end, or as shown on Plan. Plate to plate heights 12' and less with openings wider than 5 , use min. , 2- 2x, each end. Plate to plate heights 12' and less with openings 5 ' wide and less, use min. , 1 - 2x, each end. 22 H Header Header: use min: 4x12 or 6x10 . * Trimmer: (a.k. a. , Jack Stud) use min. , 2- 2x each end. * King Stud: full height bottom plate to top plate: - Plate to plate heights greater than 12 use min. , 2- 2x each end, or as shown on Plan. Plate to plate heights 12' and less with openings wider than 5', use min. , 2- 2x, each end. Plate to plate heights 12' and less with openings 5' wide and less, use min. , 1 - 2x, each end. 24 H Header * Header: use min: 2- 2x10; or 4x10 . Trimmer: (a.k. a., Jack Stud) use min. , 1 - 2x, each end. King gtnd:Use—in. I= 2x, each end, full heightbottom plate to-top plate. 30 B Beam - Cantilever with Backspan in Framed Wall. * Beam: Use glulam, min. 5 . 125xl5 . * Bearing. Beam backspan 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. 31 B Beam - Cantilever with Backspan in Framed Wall. Beam : Use glulam, min. 5 . 125x18 . * Bearing. Beam backspan 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. Use TS22 vertical, beam to support post for uplift. As alt may use HUCQ to continuous post. * Sheathing: Shear wall sheathing to be nailed to beam with edge nailing. F U�3 d 32 B Beam - Cantilever with Backspan in Framed Wall. _ * Beam : Use glulam, min. 5 . 125x15 . * Bearing. Beam backspan 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. Use TS22 vertical, beam to support post for uplift. As alt may use HUCQ to continuous post. * Sheathing : Shear wall sheathing to be nailed to beam with edge nailing. 33 B Beam we Hang on Other Beam. Beam : Use glulam, min. Sx12 , continuous. No splice allowed. * Connection to Other Beam 's End: Use upside down HUCQ. * Connection to Other Beam: Use upside down HUCQ, HHGU, or MGU. 34 B Beam * Beam: Use glulam or PSL, min. , 3x10 . 5 or 5x9 * 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. , 3 studs under beam ends. 35 B Beam * Beam: Use glulam or PSL, min. , 5xl2 . * 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. , 3 studs under beam ends . 36 B Beam * Beam: Use min. , 4x6 * 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. , 1 stud under beam ends. 37 J Joist - Add To or Replace Floor Joist * Beam: Use 1 .75xl 1 . 8 LVL. Position under point load from above. May add to or replace one typical floor joist. 38 B Beam Beam : Use min. , 2 . 6x11 . 8 LVL or PSL. Position under bearing wall above. * 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. 39 B Beam * Beam: Use min. , 5x15 glulam or PSL. * Connection to Wall: Min bearing length on top plate, beam pocket, mud sill, etc . = 3 " . At framed wall use min. , 3 studs under beam ends. 40 B Beam * Beam: Use glulam or PSL, min. , 5x 10 . 5 . * 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. , 3 studs under beam ends . a r 664 41 B Beam * Beam : Use glulam or PSL, min. , 5xl5 . * 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. , 3 studs under beam ends . * I I Connection to Other Beam : Use HHGU. 42 B Beam * Beam: Use glulam or PSL, min. , 3x15 or 5xl2 . * 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. , 3 studs under beam ends. 43 B Beam * Beam: Use glulam or PSL, min. , 3x10 . 5 or 5x9. 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 . 64 L Ledger - Roof Diaphragm, Lower Rafters or Regular Trusses to Shear Wall. 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 12 " OC, staggered. - 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 = * I Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3 " OC . 65 L Ledger - Roof Diaphragm, Lower Perpendicular Mono Truss to Shear Wall Detail * Mono Truss Top Chord: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d D4 @ 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) Connect roof diaphragm to continuous blocking with 8d ring shank or screws at 3 " OC. * Mono Truss Bottom Chord: Alternate 1 (shown in detail) : Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, plate, ledger, or blocking.) Alternate 2 (not shown in detail) : Use min. , 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min. , 3 - 16d @ 24" max spacing. 66 L . Ledger - Deck Joists to Rim. Ledger : Use min. , 2x, PT ledger, at least as tall as joists. Ledger Connecion : 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. Joist Connection: Connect joist to ledger with U or LU hanger. 70 P Post - Mullion * Post: Use min. , 2, 1 . 75x 5 . 5 LVLs. - This post is continuous from bottom plate to top plate. Window header to hang on this with HUC . 71 P Post d * Post: Use min. , 2 studs or 4x4 under point load above. * At Pad Footing: Connection at base use PB , AB , ABU, ABW, CBSQ or similar. 72 P Post * Post: Use min. , 3 studs or 4x6 under point load above. * At Pad Footing : Connection at base use PB , AB , ABU, ABW, CBSQ or similar. 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. O Exterior wall dead : 10 psf O Roof + ceiling dead : 15 psf O Interior wall dead: 7 psf O Roof snow : 25 psf O Seismic Factors : Ss= 1 . 104, S1 = 0 .438 . O Floor live : 40 psf O Seismic Des Category : "D" O Floor dead, 1 . 5 " gyperete : 27 psf. O Wind Exposure ` B ' , 3 -sec gust : 120 mph. O Deck live : 40 psf O Assumed allowable soil bearing pressure : O Deck dead: 10 psf. 1 ,500 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- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems . s 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 fixture 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 ( 1 &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 'I/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 . O 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 . r �\ 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. 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 A4 85 . 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 = 44nches 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) . Washers . Use 3 "x3 "x.229" washers on all wood mud sill anchor bolts . Such washers may be 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 . E 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 . i 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 . 1 ' wide to 9 ' wide — use min. , two king studs each end of header. * Opening 9 . 1 ' wide to 16 ' wide, use min . , three king studs each end of header . 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 CS 18 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 724nches and within 124nches 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 14 /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 / Bridiziniz . 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 . s PREFABRICATED WOOD PRODUCTS : Prefabricated Trusses . Where shown on the plans , all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing 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 .OE, 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 glu4am beams shall be 24FN4 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 24FN8 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. � l 1500 E . College Way #515 Tim K . Garrison , P . E . ( w Mount Vernon , WA 98273 Phone : ( 360) 708- 1865 Consulting Engineer timg@BuildersEngineer . com - — , < ' 2 _ A .. _ . .. t IF IL _ T l "v It It `ti � � - DN ✓ : LL � _ .. I( � FDO S(d ,� � V✓r1c-� S l�l S C a� . — w f Cl Structural Design Loads - IBC 2015 & ASCE 7= 10 Seismic Calculations - Per ASCE 7= 10 Project Jarrett Job No t17056 Date 7/24/17 Location Lot 3 , Upper Rock Ridge Parkway, Anacortes, WA USGS 0 .2 Second Response SS = 1 1 . 104 % of gravity USGS 1 . 0 Second Response St = 1 0 .438 % of gravity No , of stories above ground lev . ? Two Stories Site Class I Rock, B • ._....... .._._......._...._......... .. . _ . ......._...._....._._................. _............... _- --_.._ . _ - - - - - __ ._.. Risk Factor Comm'I, Industrial, Residential - Med Hazard, it r' Equiv Lateral Force Method Seis importance , IE = 1 , 00 Structural System Bearing wall - wood or light steel shear wall '► ' .2 sec response , Ss = 1 . 104 . ........... .. ... . .... . .... Ss use for Cs = 1 , 104 Is structure regular and 5 stories or less? Yes • Use Ss= 1 . 5 max for Cs calc 1 sec response , St = 0 . 438 .......... Site coef, Fa = 1 . 000 Redundancy factor, p = 1 Site coef, F = 1 , 000 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 = 33 ft O - Str factor, 00 = 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 . 104 Height Limit (feet) 65 Spectral accel parameter, SMt = 0 ,438 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, SpS = 0 , 736 O - Str factor, 00 3 .00 Design spectral parameter, Spt = 0 , 292 Seismic Base Shear, V 0 . 113 * W I Building period coef, CTs = 0 , 020 Horizontal Seismic Load Effect, Eh 0 . 113 * W Approx fundamental period , Ta = 0 . 275 Vertical Seismic Load Effect, Ev 0 . 147 * W Upper limit period coef, Cu = 1 . 408 Seismic Load Effect E = Eh + - Ev 0. 26D & -0 . 034D Building period , use , T = 0 . 388 LRFD Comb 5 1 . 347D + Eh + . 5L + . 2S Csmax = 0 , 163 LRFD Comb 7 0 . 753D + Eh Csmin = 0 . 010 ASD Comb 5 1 . 103D + . 7Eh Seis response coef, Cs = 0 , 113 ASD Comb 6b 1 . 074D + . 525Eh + . 75L + .75S Min diaphragm force , Fpx min = 0 . 147D ASD Comb 8 0 . 497D + .7Eh Max diaphragm force , Fpx max = 0 . 294D Wind Loads Per ASCE 7= 10 = Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7- 10 , Chapter 27 Project Jarrett Job No t17056 Date 7/24/17 Building Wind Exposure Exp B - Mean roof ht. < 30', wooded or urban for > 1 , 500 ft. • Enclosure Classification Enclosed Building (Typical) • 3-Sec Gust, Basic 120 mph ASCE7- 10 maps , Fig 26 , 51 p247 Method ASD, Basic Combos. Stress increases allowed for wood only. Load Comb Factor 0 . 6 Roof Pitch 1 1 1 . 50 /12 slope 1 0 = 7 . 1 deg Roof Pitch 2 1 . 50 /12 Slope 2 6 = 7 . 1 deg A Mstr - 2012 IBC Loads Calcr 6-&17 7/24/ 17 Hill Shape 12D Escarpment (Bluff) LB 2 . 38 Building Width Perp , To Ridge B = 32 ft h/L 0 . 37 Building Length Parallel To Ridge L = 76 ft Gust Effect Factor G = 0 . 85 Mean Height Of Roof (ft) hin = 28 . 0 ft 3-Second Gust Power Law Exponent = 7 . 0 Eave Height (ft) heave = 23 . 0 ft Normal Ht. OfAtmosp. Bndry Layer zg = 13200 ft Directionality Constant Kd = 0 . 85 Velocity Press. Exposure Coefficient Kh = 0 . 687 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = 100 ft IBC Load Factor for ASD Wind - 1605.3 .2 w = 0 . 60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = 1 , 000 ft Topographic Factor Kzt = 1 .000 Horiz. Distance From Crest To Bldg . Site (ft) x = 25 ft Velocity Pressure @ mean roof ht. qh = 21 . 52 psf Windward Wall Pressures Internal Pressure Intermed , Windward Elev K Value a , Wall Internal Pressure 0-15 feet 0 . 575 10 . 81 psf 7. 35 psf +/- 3 . 87 psf 15-20 feet 0 . 624 11 . 73 psf 7. 98 psf 20-25 feet 0 . 665 12 . 50 psf 8 . 50 psf Longitudinal ( Parallel To Ridge) 25-30 feet 0 . 701 13 . 17 psf 8 . 96 psf 30-40 feet 0 . 761 14. 30 psf 9 . 72 psf Leeward Wall Side Walls 40-50 feet 0 . 811 15 . 24 psf 10 .36 psf .3 . 69 psf 7 .68 psf 50-60 feet 0 . 854 16 . 06 psf 10 . 92 psf (Outward ) (Outward ) 60-70 feet 0 . 892 16. 78 psf 11 . 41 psf Roof Pressures - 70-80 feet 0 . 927 17 .43 psf 11 . 85 psf Based On Posn . Pressure Down Ridge 0 to h/2 488 psf Transverse ( Perp . To Ridge) h/2 to h 488 psf h to 2h -9 .88 psf Leeward Wall Side Walls > 2h -9. 88 psf -5 . 49 psf 7 . 68 psf ( Outward ) (Outward ) Horiz prof 9 . 72 psf Slope 1 - 15.2 psf 1 . 50 / 12 720 - 12.23 psf -9. 19 psf -4 .25 psf 8. 96 psf 14.4 psf t 8 . 50 ps ' +/- 3.87 psf 14.0 psf +/- 3.87 psf 7. 98 psf " "i' ! +/- 3.87 psf -5 .49 psf 13 .5 psf /- 3.87 psf 4 7 . 35 psf 12. 8 psf 0� 32.00 ft I ` Roof 1 slope: 1 . 5 : 12 0 . 12 rads 7 . 13 deg Roof 2 slope : 1 . 5 : 12 0 . 12 rads 7 . 13 deg Press , slope 1 , roof, horiz proj : 2 . 7 psf Press , slope 2 , roof, horiz proj : 2. 7 psf A Mstr - 2012 IBC Loads Calcr 6-6- 17 7/24/ 17 ConstructionCalc , inc Description : up tot e-w Distribution of Lateral Loads Total V, unfactored 'ii , 376 Ib ,Wind or Seis control ? (w or e ) wind Building : house+garage Total V, factored 61826 lb Grids 21 22 , 23 1 24, 25 Percentage V1 50% 1 25% 1 25% 1 1 1 1 1 1 0% Leftover V / grid 3 , 413 lb 1 , 706 lb 1 , 706 lb 0 lb 0 lb 0 Ib 0 lb 0 lb 0 lb 63826 Ib 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 16 . 0 If 17 . 3 If 3 . 5 If 38 . 0 If 74 .8 If 46 plf 1PW 5GW ?: 4.2 1f 3 .0If 4. 0If 11 .2 1f 152 plf 1PW 6GW 8.0 If 7.0 If 8. 0 If 8. 7 If 3. 0 If 6 . 2 If 6 .0 If 46 . 91f 36 plf 1PW 5GW Description : up tot n-s Total V, unfactored F, 0 , 895 lb Wind or Seis control? (w or e ) seismic Total V, factored 7, 626 lb Gridsl 2a 2b, 2c 2d Percentage VI 25% 1 50% 1 25% 1 1 1 1 1 1 0% Leftover V / grid 1 , 907 lb 3 , 813 lb 1 , 907 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7 , 626 lb Sum check OK Min . Min . Grid Pni 1 Pnl 2 Pnl 3 Pnl 4 Pni 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3 . 3 If 2 . 7 If 2 . 5 If 2 . 5 If 11 . 0 If 173 plf 2PW 6GW 3 . 0 If 6. 0 If 2 .5 If 2 . 5 If 3 . 0 If 17 . 0 If 224 plf 2PW 8GW 26 .0 If 26 '0 If 73 plf 1PW 5GW Description : do n-s Total V, unfactored F7, 878 lb Wind or Seis control? (w or e) seisrnic Total V, factored 52515 lb Gridsl A Percentage V 100% 0% Leftover V / grid 5 , 515 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5, 515 lb Sum check OK Min . Min . Grid Pnl 1 Pnl 2 Pni 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 2 . 8 If 2 .8 If 3 .0 If 3 . 0 If 2 . 5 If 2 . 5 If 10. 0 If 16.0 If 42 . 6 If 129 pif 2PW 6GW Uplift Calculator ............................. ............................. ........................................................................................................................................................,.............................:............................., Panell .D . 22 2a a ............................. ............................. .............................i............................;............................<............................ ....................... .................... ......................... Unit lateral load , factored , Eh , plf 152 plf 173 s 129 plf i UpliftRange Panel horiz, length, ft. 4. 2 ft 2. 5 ft 2.5 ft Panel ht. (mom-arm ), ft. 9 .0 ft 14.0 ft 10 .0 ft Add'1 uplift from upper story, Lt. end , lb Add'I uplift from upper story, Rt. end , lb Dead point load at Lt, end , lbs . 500 lb 250 lb 1 ,214 lb Dead point load at Rt. end , lbs. 450 lb 520 lb 11200 lb No. AB's to help keep Lt. end down 2.0 ea . 1 .0 ee . 1 . 0 ea. No . AB's to help keep Rt. end down 2.0 ea. 1 .0 ea . 1 .0 ea. Dead weight UDL , plf 225 pif 260 pif 607 pif Uplift Lt. end , ASD comb 7, 8 -216 lb 1 ,577 lb -394 lb #DIV/0 ! #DIV/0 ! #DIV/0 ! #DIV/0 ! #DIV/0! #DIV/0 ! Uplift Rt. end , ASD , comb 7, 8 -186 lb 11415 lb -385 lb #DIV/0 ! #DIV/01 #DIV/0 ! #DIV/01 #DIV/0! #DIV/0 ! ConstructionCalc , ins C5 Lateral Load Calculator Job No . : t17056 Job Name : Jarrett By: tkg Architect / Designer: Sykora Date : 7/24/2017 Building : I house+garage SEISMIC LOAD CALCULATOR Seismic Factor: 0 . 113 Roof Snow 25 psf Fir Storage ILL L� Gridline : Gridline : Gridline : Gridline : Gridline : Gridline : Gridline : Gridline : up tot a-w up tot n-s do n-s Dim 1 4556 , 00 cv Dim 2 1 . 00 UD Mul factor 1 . 01 1 . 01 1 . 01 1 . 01 1 . 01 1 . 01 1 . 01 1 . 01 Trib Area 4591 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dead weight, psf. ; 15 . 0 1 15 . 0 15 . 0 I 15 . 0 ; 15 . 0 ; 15 . 0 15 . 0 1 15 . 0 •-- --- - -y - -- - ------------�--- ---- - �- - --- - --- Seismic factor. ' 0 . 113 0 . 113 0 . 113 0 . 113 0 . 113 0 . 113 0 . 113 0 . 113 Calc'd seis load 7782 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dim 1 459 . 00 128 . 00 Dim 21 6 . 00 18 . 00 Mul factor 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Trib Area 2754 . 0 0 . 0 2304 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 ---- --..., - --r -- -------r----- - - w Dead weight, psf --- . : 10 . 0 1 10 . 0 I 10 . 0 1 10 . 0 10 . 0 I 10 . 0 1 10 . 0 1 10 . 0 Seismicfactor . ... 1- --------- ----- - - --- - �- --- -- -L--------- - ------- •--- ------- Calc'd seis load 3112 . 0 0 . 0 2603 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dim 1 76. 00 Dim 2 11 . 00 Mul factor 1 . 00 1 .00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 °o Trib Area 0 . 0 0 . 0 836 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dead weight, psf. ; 27. 0 1 27 . 0 27 . 0 1 27 . 0 1 27 . 0 1 27 . 0 1 27 . 0 1 27 . 0 Seismic factor. ) 0 . 113 1 0 . 113 I 0 . 113 1 0.113 0 .113 1 0 . 113 1 0 . 113 1 0 . 113 Calc'd seis load 0 . 0 0 . 0 2550 . E 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Other GLs 10894. 5 2724 . 3 Seismic Applied VI 10894. 5 1 10894. 5 1 7878 . 4 1 0 . 0 1 0 . 0 1 0 . 0 0 . 0 0 . 0 WIND LOAD CALCULATOR Gridline: Gridline : Gridline : Gridline: Gridline: Gridline : Gridline : Gridline : up tot a-w up tot n-s do n-s 0 0 0 0 0 Dim 1 Dim 2 "' 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 ---------------- ------------------ ------------------------------------------------------------------ �° Wind psf load ; 2 . 7 2 . 7 2 . 7 2 . 7 2 . 7 2 . 7 2 . 7 2 . 7 I ' Calc'd wind load 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dim 1 79. 00 Dim 2 10 . 00 n Mul factor 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 X Trib Area 790 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 w - - - -- -- ---� - - --- 14 4- ; - 14 4 - - 14 4 14. 4 14 . 4 - Wind psf load 14A -A-- 14-4 --1 -14 , 4 -- t -- =- - A -1 ----= - ' -- -- -1 -------- 1 Calc'd wind load 11376 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 Dim 1 78 . 00 12 . 00 Dim 2 10 . 00 13 . 00 v Mul factor 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 X Trib Area 0 . 0 780 . 0 156 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 w - - -- - - -- -- ---- --------- --- -- ----- -- ------ - - -- - Wind psf load ; 12 . 8 12 . 8 12 . 8 - 12 .8 -- ; - 12 8 12 .8 12 . 8 12 . 8 Calc'd wind load 0 . 0 9984 . 0 1996 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 .0 Other GLs 2724 . 0 Wind Applied VI 11376 . 0 1 9984 . 0 1 4720 . 8 1 0 . 0 1 0 . 0 0 . 0 0 . 0 0 . 0 Gridline : Gridline : Gridline : Gridline: Gridline : Gridline : Gridline : Gridline : up tot e-w up tot n-s do n-s 0 0 0 0 0 Controlling V 11 , 376 lb 10 , 895 lb 7 , 878 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic seismic - - G� Tim Garrison, P.E. CChtifS ' RUCTIONCAL: ProBeam ttkfS9 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D . 20h Other Info. 7/24/17 0.5 1 1 .5 2 2.5 3 3.5 415 Type? Simple span, fully braced • i _..................._..............................._......._....ma......ma...... _.......... ........._-- - --- - - ------ -- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: l,/360 & 11240 360 = 0. 13 in Total , L/ 240 = 0.20 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: 4.00 ft . .......... _ Add Self Weight? j Yes - Self weight will be added to applied DL V I --_ ---_.._. ___._._ __.,,.,.___am . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i _No m : Increase Roof DL for pitch? _Yes • Roof Pitch 2 .0 12 1 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 11 .00 ft 167.3 lb/ft 275 .0 lb/ft Uniform Ld . 2 40 psf 27 psf Uniform Ld. 5 40 psf 10 psf Tot Unif Load 167.3 lb/ft 275.0 lb/ft Loads Point loads are 1/10 scale 600 400 - 200 0 -200 0 .5 1 1 .5 2 2.5 3 3 .5 45 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 x a ♦ Load Duration Snow. 1 .15 ♦ % Overdesign -- ----r 2 x 8 (4) 2 x 4 Moisture , Medium Dry ta% ♦ Douglas Fir-Larch � } Repetitive Uses No ♦ : Pos Bending 52.7% ....__ (2) 2 x 5 ]4x x 5 Press Treated No, Not PT. ♦ No 2 ♦ ! Flat Use? No ♦ : Neg Bending NA :.._...._...___.__.._.._.__.. ______.-.___-_. _.__.._:.... ...... ...... ot _.. (3) 2 x 4 4 Temp Cond. ; t00deq F & less ♦ ' Fb Pos 1 ,241 psi Fv 207 psi Shear 68 .6% _....... ..__ ._.........._.............%: Fb Neg 1 , 187 psi Fcp 625 psi Span(s) Defl'n 1456.2% Allow Pos Mom 1 ,359 ft-lb 1 47.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -13300 ft-lb E 1 ,600 ksi Calc'd member OK by: 52 .7% Allow Shear 1 ,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2,78 plf Cond's Of Use: Load Duration : 1 .15-Snow For 2 x 8 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 890 Ib 890 Ib 0 ft-lb 0 ft4b 0 ft-Ib 0 ft-Ib Min Total 340 Ib 340 Ib 0 ft-lb 0 ft4b 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.000 in Allowed 0.200 in 0 . 200 in 0.200 in Max On Defl -0 . 013 in - Allowed 0 .200 in 0 .200 in 0 . 200 in PrOBeam_V7_0_W C G7 Tim Garrison, P.E. 'Rl1CTlON� 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 20h case 2 Other Info, 7/28/17 0 .5 1 1 .5 2 2.5 3 3.5 45 Type? Simple_ . __.. ......................_ _ _ span, fully braced • .. ... -... ... _..._...._..... ...- -.. ............_........__.........._ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4,00 ft 4,00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: V360 & L/240 _ _ . • i ...: _ . ..... .. ... .. ... .. ........... ........ ... .... .. ......... — ,............ ........... ..6...... 4.......: 360 0 , 13 in Total , L/ : 240 = 0.20 in N/A 0.00 in Total , L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Main True Len: 4.00 ft Add Self Weight? yes I Self weight will be added to applied DL V .. . . "am. .... ......._._.__.__._. .... __............_.._..._.__.___..: Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No S Increase Roof DL for pitch? Yes V. Roof Pitch 2. 0 : 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf 11 .00 ft 111 .5 lb/ft 275.0 lb/ft Tot Unif Load 111 .5 Ibfft 275.0 lb/ft 01111111 Loads Point loads are 1 /10 scale 600 400 - 200 0 0. 5 1 1 .5 2 2 .5 3 3. 5 45 -200 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 x a rr _ Load Duration Snow. 1 .15 IV : % Overdesign - - -- P(3) 2x4 x 6 (4) 2 x 3 Moisture Medium Dry 18% • Douglas fir tarch ♦ Repetitive Use? No • Pos Bending 74.6% 2 x 4 3 x 5 Press Treated No Not pT • No. 2 • Flat Use? No • Neg Bending NA __ . .. 4 x 4 Temp Cond . 110o deg F & less • Fb Pos 1 ,241 psi Fv 207 psi Shear 92.8 Fb Neg 1 , 187 psi Fcp 625 psi Span(s) Defl 'n 2215.3% Allow Pos Mom 1 ,359 ft-lb 1 47.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -12300 ft-lb E 11600 ksi Calc'd member OK by: 74.6% Allow Shear 1 ,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Su000rt 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration :1 .15-Snow For 2 x 8 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 779 lb 779 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 229 lb 229 lb 0 ft-lb 0 ft4b 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0,000 in - Allowed 0.200 in 0. 200 in 0 .200 in Max Dn Dell -0.009 in Allowed 0,200 in 0 ,200 in 0,200 in ProBeam_v7_0_W C C4 Tim Garrison, P.E. [a S-' RUCTiC7 1 C Prolill li eam 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 tl7056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D . 20h case Other Info, 7/28/17 0.5 1 1 .5 2 2.5 3 3.5 415 Type? Simple span, fully braced '► '•, - ............_..__.-....._........._..........._........._....__..... _....:....... - -- Left Cantilever SDan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4,00 ft 4.00 ft Allowable Deflection , Main Spans Live Only, L/ ,Code Minimum - Normal Ij360 & U240 _ - V ...........................................: - ..............................1.............; ,..........................................., - ,..........................................., 360 0. 13 in Total , L/ ' 240 20 in N/A 0= 0 . .00 in Total , L/ N/A = 0 .00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 4,00 ft Add Self Weight? Yes - Self weight will be added to applied DL ♦-' L_---.._ _...... ....... ... ..._. _ .. . ..... _._ . .-....-::_ .-:: Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? N4 _ . .. ..Z Increase Roof DL for pitch? _yes Roof Pitch 2.. 12 - , Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 27 psf 6.00 ft 240.0 lb/ft 162.0 lb/ft Uniform Ld. 4 40 psf 10 psf 0,00 ft - Tot Unif Load 240.0 lb/ft 162.0 lb/ft Loads Point loads are 1110 scale 600 400 200 0 -200 0 .5 1 1 .5 2 2.5 3 3 .5 45 1 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 _ . . _ . _ . . . 6 . . . - . . _ . _ Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf : 2 x 8 V Load Duration Live: 1 .00 V ; % Overdesign 2 x 8 (4) 2 x 4 Moisture , Medium Dry 18% • Douglas Fir larch Repetitive Use? No • . Pos Bending 46.0% - ...._.. - ------ _.._-.-.. .. . (2) 2 x 5 3 x 5 Press Treated? ' No, Not P.T. • No. 2 Flat Use? No ! Neg Bending NA i. . . __...... ._- (3) 2 x 4 4 x 5 Temp Cond . ' 10adeg F & less 1W Fb Pos 1 ,079 psi Fv 180 psi Shear 61 .2% _..--- Fb Neg 1 ,042 psi Fcp 625 psi Span(s) Defl'n 553.8%0 Allow Pos Mom 1 , 182 fl:4 1 47,63 inA4 Cantilever(s) Defl 'n NA Allow Neg Mom -11141 ft-lb E 1 ,600 ksi Calc'd member OK by: 46 .0% Allow Shear 1 ,305 Ill El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 pif Cond's Of Use: Load Duration:11 .0-Live For 2 x 8 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 810 lb 810 lb 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft4b Min Total 330 lb 330 lb 0 ft4b 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 0,200 in 0.200 in 0,200 in Max Dn Defl -0.031 in Allowed 0,200 in 0 .200 in 0 ,200 in ProBeam_v710_W C C9 ProBeam Tim Garrison, P.E . �� � RUCT N a 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 . .lob t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D . 21 h Other Info. 7/28/17 1 2 3 4 5 6 7 Type? Simple span. fully braced ._......._.........._....._..._..._....___...._..._._ . ....._ . _ --- 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 - Normal! V360 & L/240 ) 360 0.27 in Total , Ll , 240 = 0,40 in N/A - 0.00 in Total , Lls N/A = 0 .00 in :..........................................:. .....................: Pitch if Member Being Designed is Sloped : 0 .0 : 12 Mem True Len: 8.00 fit Add Self Weight? Yes - Self weight will be added to applied DL i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No. . __. .V Increase Roof DL for pitch? ye{._ ..._ T Roof Pitch - 2.0 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf 8.00 ft 81A Ib/ft 200.0Ib/ft Tot Unif Load 81A Ib/ft 200 .0 Ib/ft Loads Point loads are 1/10 scale 300 200 100 0 1 2 3 4 5 6 7 -100 4x And Smaller (Lumber) . ?CL Calc d Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf `— z x 12 V Load Duration Snow m5 ♦ % Overdesign _. ._. 2 x 12 (4) 2 x 5 Moisture ; Medium Dry 18% ♦ Douglas Fir Larch w l Repetitive Uses qNo s► : Pos Bending 19.40/a (2) 2 x 8 3 x 10 Press Treated? No Not PT • No 2 Flat Uses Ncr ♦ Neg Bending NA _-. _-__. --- ...... (3) 2 x 6 4 x 8 Temp Cond . 100 deg F & less ♦ Fb Pos 1 ,034 psi Fv 207 psi Shear 104.0% Fb Neg 715 psi Fcp 625 psi Span(s) Defl 'n 134740% Allow Pos Mom 2,726 ft-lb 1 177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -11884 ft-lb E 1 , 600 ksi Calc'd member OK by: 19.4% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending F q'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plfCond's Of Use: Load Duration : 1 .15-Snow or 2 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 , 142 lb 11142 lb 0 ft-Ib 0 ft4b 0 ft-ib 0 ft-Ib Min Total 342 Ib 342 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft4b 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 On Defl -0 ,028 in Allowed 0. 400 in 0 .400 in 0 .400 in ProBeam_v7_0_W C cct "' Mom ProBeam Tim Garrison, P.E. C(QlN � RUCTtQ�� 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D . 22h Other Info, 7/28/17 1 2 3 4 5 Type? Sim_.......p ._le span, fully braced .._. ..-..._..... _ ......-......... .. .......... ... ..__._.__.... 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. 11360 & 1 /240 • -................I.......1.........MEMO-., ...............................Ed..........I _ ............................................, _ ........................................... 360 - 0.20 in Total , L/ ; 240 - 0 .30 in i N/A 0.00 in Total , L/ N/A = 0 .00 in i...........................................: . . ................I...........................IN :......... ..... ... ..................... .............I............................: 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? iNo_ - Increase Roof DL for pitch? _Yes w I Roof Pitch . ----_2. . 12 ------. Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf 1 .00 ft 10 . 1 lb/ft 25 .0 Ib/ft Tot Unif Load - 10A lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 6 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 15.00 It 8.00 ft - 11800 lb 3,000 lb 2.00 ft Loads Point loads are 1/10 scale 400 300 200 100 0 -100 4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 ... ....... 1. — 1 . Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 4 x 12 • Load Duration Snow: im • % Overdesign ME (4) 2 x 10 Moisture i Medium Dry 18% • Douglas firrt.arch • i Repetitive Use? No V r Pos Bending 7.4% (2) 2 x 14 3 x 16 Press Treated? No, Not PT ♦ Now 2 • Flat Use? No IF Neg Bending NA _._ , . _ ME �(3) 2 x 12 4 x 12 Temp Condo100 deg F & less • Fb Pos 1 , 138 psi Fv 207 psi Shear 62.9% Fb Neg 1 , 125 psi Fcp 625 psi Span(s) Defl'n 1479.1 % Allow Pas Mom 7,003 ft-lb 1 415.28 inN Cantilever(s) Defl'n NA Allow Neg Mom -6,921 ft-lb E 1 ,600 ksi Calc'd member OK by: 7,4% Allow Shear 5,434lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 $UDport 4 Self Wt 10 .07 pIf MENCond's Of Use: Load Duration :1 .15-Snow For 4 x 12 1 .52 in 1 .50 in - ME Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 39336 lb 1 ,736 lb - - 0 ft-Ib 0 ft,N 0 ft-lb 0 ft-Ib Min Total 11261 Ill 661 lb - - 0 ft-lb 0 ftEN 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell or 0.000 in - or - Allowed 0, 300 in 0 .300 in 0.300 in Max Dn Defl - -0 . 019 in - - Allowed 0,300 in 0 .300 in 0 .300 in ProBeam_v7_0_W C i" Tim Garrison, P.E. �.QIVS"'; RUCTiCJEUCrALC ProBeam C 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 22h case 2 Other Info. 7/28/17 _ 1 2 3 4 5 6 7 8 1 Type? Simple span, fully braced ® i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length IdIddIddIdd Lenth of Spans: 9.00 ft 9,00 It Allowable Deflection, Main Spans Live Only, LI !Code Minimwn Nonnat: L/36e & L/240 - 360...............: - 0.30 in Total, L/ 240............... = 0.45 in :,,,,,,,,,,,,...NIA.,.,.,,,,,,,,,,; = 0.00 in Total, LI :: ,,,.,,, N/A 0.00 in.........,....., = Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 9,00 ft Add Self Weight? Yes • Self vmfght wilf be added to applied DL Loads: Uniform Loads Over Full Length of Member r...........---...---1 Loads From Continuous Member? N" --". Increase Roof DL for pitch? YeS Roof Pitch 2.012 t Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 15.00 It - 152 . 1 lb/ft 375.0 lb/it Tot Unif Load - 152A Iblft 375.0lblft Loads Point loads are 1110 scale 600 400 200 0 -200 4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 4x 12 _ -_ � Load Duration ; Snow 1,1s V. I % Overdesign (4) 2 x 8 Moisture Medium Dry - 1&7e V I pougla F r Lawn •] Repetitive Use? ! No • Pos Bending 28.8 (2) 2 x 12 3 x 14 Press Treated? No. Not PIT- V ; No. 2 _ • Flat Use? N V1 Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. 100deg F & tess,' , • Fb Pos 1 ,138 psi Fv 207 psi Shear 124.8% FbNeg 1 ,116 psi Fcp 625 psi Span(s) Defl'n 1149.2% Allow Pos Mom 7,0031t4b 1 41528 W4 Cantfever(s) Defl'n NA Allow Neg Mom 6,8641t-ib E 1 ,600 kill Caled member OK by: 28.8% Allow Shear 5,434 lb EI 66403 kilt Controlling criteria is: Pos Bending Req'd Bearing Support 1 Suoport 2 Support 3 Suopgrt 4 Self Wit 10.07 plt Cond's Of Use: load Duration:1 .15-Snow For 4 x 12 1 ,50 in 1 .50 in - - 6x And Larger (Timber) Cale'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4x 12, 10.1 plf 5 x 10 _ V Load Duration Snow L15 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry tail V 1 Douglas w Larch � '' Repetitive Use? j No • ! Pos Bending 20.9% 8 x 10 14 x 14 Press Treated? No Not PIT. +r wat8 No. 2 V Flat Use? ! No • Neg Bending NA 10 x 10 16 x 16 Temp Cond. loi) dc) F & less V ( Fb Pos 1 ,006 psi Fv 196 psi Shear 174.3% Fb Neg 1 ,000 psi Fcp 600 psi Span(s) Defl'n 786.6% Allow Pos Mom 6,576 ft-lb 1 362,75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,538 fl-lb E 1 ,300 ksi Calc'd member OK by : 20.9% Allow Shear 6,631 lb EI 471 ,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Suoport1 Supoort2 Support3 Supoort4 Self Wt 13.01 pif Cord's Of Use: Load Duration:1 .15-Snow For 6 x 10 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Suoport 4 Max Total 2,417 lb 29417 lb - - 0 ft-lb 0 f1i 0 ft-lb 0 f i Min Total 730 lb 730 Ito - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Canllvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Del 0.000 in Allowed 0.450 in 0,450 in 0.450 in Max Dn Dell - -0.036 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam_v7_0_W C ICALC ProBeam Tim Garrison, P.E. CI 'aNSPR���iQ 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 It 7056 Spans and Supports (Note, pitch and fixlly, if any, not shovm) Member LD, 22h case 3 Other Info- 7/28/17 2 4 6 8 1 Type? : Shople 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, U ; Extra Sri([ L "fim & V480 • .............................. 600 0.20 in Total, U1 480 = 0.25 in N/A l - 0.00 in Total, U N/A = 0,00 in .....................................: :.............4.................I.,...I.. ....................................._i :...................................... Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self W eight? ; Yes - Self weight will be added to applied DL ♦ j Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO __' ; Increase Roof DL for pitch? Ws __. `w.i Roof Pitch j 2.0 :12 ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf 12.00 ft - 121 .7lb/ft 300.0lb/ft Tot Unif Load 121 .7 Ib/ft 300.0 Iblft Loads Point loads are 1/10 scale 600 400 200 0 2 4 6 8 1 -200 4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12, 10.1 pif 4 x Z _ ,• Load Duration l Snow 1,15 �_ i % Overdesign (4) 2 x 8 Moisture bred un ory 18% Dog las e r La eb ♦ Repetitive Use? No • i Pos Bending 29.8% ____.._ . . . . . . _ .__ _ . , . .. ..g .. _.. ._. (2) 2 x 12 3 x 14 Press Treated? No. Not P.T. `V No. 2 ! Flat Use? No • Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond . I00 deq F 8 less Vi Fb Pos 1 ,138 psi Fv 207 psi Shear 151 .7% Fb Neg 1 ,112 psi Fcp 625 psi Span(s) Defl'n 460.5% Allow Pos Mom 7,003 ft-lb 1 415,28 IM4 Cantflever(s) Defl'n NA Allow Neg Mom � 6,842 ft-lb E 16600 ksi CaWd member OK by: 29.8% Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Suoport 4 Self Wt 10.07 pill Cond's Of Use: Load Duration:l .t 5•Snow For 4 x 12 1 ,50 in 1 ,50 in - - 6x And Larger (Timber) Cal" Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 12, 10A plf : 6x 10 • Load Duration 4Suow 1.1s % Overdesign 6 x 10 12 x 12 Moisture Me1jiurn Dry. 18e • i :Douglas Fir Larch • Repetitive Use? No • Pos Bending 21 .9% 8 x 10 14 x 14 Press Treated? No Not PT r wale r Not • i Flat Use? Nn • ` Neg Bending NA 10 x 10 16 x 16 Temp Cond. 1co deg F w loss • i Fb Pos 1 ,006 psi Fv 196 psi Shear 207.2% Fb Neg 1 ,000 psi Fcp 600 psi Span(s) Del 297.8% Allow Pos Mom 6 ,576 ft-lb 1 362.75 in44 Cantilever(s) Defl'n NA Allow Neg Mom -6,533 ft-lb E 1 ,300 ksi Calc'd member OK by: 21 .9% Allow Shear 6,631 Ib El 471 ,574 ksi Controlling criteria is: Pos Bending Req'dBearing Support Support2 Support3 Support4 Self Wt 13.01 pif Cond's Of Use: Load Duration:1 .15-Snow For 6 x 10 1 .50 in 1 ,50 in Reactions Support Support support Support4 Moments Support1 Support Support3 Supoort4 Max Total 29159 lb 21159 lb - - 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 659 lb 659 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 Dell 0.000 in Allowed 0.250 in 0.250 in 0,250 in Max Dn Dell - -0.045 in - - - Allowed 0.250 in 0.250 in 0,250 in ProBeam_v7_0_WC ProSeam CCyNS iRUCTIONCALC Tim Garrison, P.E. Ejzxf zx 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 07056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 24h Otherinfo. 7128117 � 2 4 8 8 1 Type? } Simple Spjn. fulij brazed Left Cantilever Sean 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenlh of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ Fx1 a Stitt, t/600 h Use - . r'1 .. ..... . 600 = 0.20 in Total , L/ 480 = 0.25 in N/A 0.00 in Total, U N/A = 0,00 in L...........................................: :............................................: ............................................. .................................. Pitch if Member Being Designed is Sloped: 0.0 :12 Mein True Len: 10.00 ft Add Self Weight? Yes - Self ohkpa will llaadded to applied of Loads: Uniform Loads Over Full Length of Member ........... Loads Loads From Continuous Member? iNq .__ _ Increase Roof DL for pitch? iYe4 . .. Roof Pilch 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 2.00 ft - 20.3 lb/ft 50.0 Wit Uniform Ld. 5 10 psf 4.00 ft - 40.0 Ib/ft Tot Unif Load - 60.3 1b1ft 50A lb/ft Point Loads Measured from left end of member. Member Total Length = 10 ft. Live Dead Snow Trib, Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 16.00 ft 2.00 ft - 480 lb 800 Ile 2.00 ft Loads Point loads are We scale 150100 F50 0 2 4 6 8 1 -50 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 . V Load Dtuabon shout 1 u ,__,_ ... % Overdesign .. ._ 2 x 14 (4) 2 x 6 Moisture m q m pry 1a� �,; , tknt9l F r t t-, _ , ,,, , v_; Repetitive Use? No „ • Pos Bending 70.0% (2) 2 x 10 3 x 10 Press Treated? mx Not PL_ _• i Flat Use? No , w Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. i sco deq 1' z less w - Fb Pos 1 ,242 psi Fv 207 psi Shear 176.3% Fb Neg 1 ,217 psi Fcp 625 psi Span(s) De0'n 264.8% Allow Pas Man 5, 165 ft4b 1 230. 84 tna4 Cantilever(s) De0'n NA Allow Neg Mot -5,063 ft-lb E 1 .600 ksi Calc'd member OK by: 70,0% Allow Shear 4,468 Ile El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Suoport Support 4 Self Wt 828 pit Cond's Of USW.. Load Duration:1 .15-Snow For 4 x 10 1 ,50 in 1 .50 in 6x And Larger (Timber) CoWd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf ox to_ _ IF . Load Durabon snot 15 V % Overdesign 6 x 8 12 x 12 Moisture I Medium oy ,• _16% w Do gfa r r , tarxh + Repetitive Use? No w I Pos Bending 116.5% 8 x 8 14 x 14 Press Treated? f ,Not P T V wCull No 2 _ Fiat Use? No_ i Neg Gentling NA 10 x 10 16 x 16 Temp Cond. 100 e11 F & It s Fle Pos 1 ,006 psi Fv 196 psi Shear 310.1 Fb Neg 1 ,00() psi Fcp 600 psi Span(s) DOM 365.8% Allow Pos Mom 6,576 ft-lb 1 362.75 in"4 Cantilever(s) Dell'n NA Allow Neg Mom -6,533 ft-Ib E 11300 ksi Calc'd member OK by: 116.5% Allow Shear 6,631 lb El 471 .574 ksi Controlling criteria is: Pos Bending Req'd Bearing support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1 .15-Snow For 6 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 19617 to 849 lb - - 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 727 lb 439 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 fl-lb Min Load Case Deflections Lt Canllvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - Allowed 0.250 in 0,250 in 0,250 in Max Din Deft - -0.069 in - - Allowed 0.250 in 0.250 in 0.250 in ProBeam_v7_0_WC c ProBeam Tim Garrison P.E. CC` IS RUCTIONCALC 8ttJ71t Z "13 W 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D . 24h case 2 Other info. 7/28117 1 2 3 4 5 Type? Simple span, fully braced............. .......... ..... . . ... . ..bd L_ '► 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/ Extra stiff: L/600 & L/ago _ • '•: .......... . . . .. .... . .. . . 600 ' - 0. 12 in Total , L/ 480 ' - 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: 6.00 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 ` . Increase Roof DL for pitch? _Yes- w Roof Pitch 2 .0 : 12 l Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 2 40 psf 27 psf 12.00 ft 480.0Ib/ft 324.0lb/ft Tot Unif Load 480.0 lb/ft 324.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 1 2 3 4 5 -500 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10 , 8.3 pif 4 x 10 n Load Duration Snow: 1.15 +O % Overdesign (4) 2 x 8 Moisture Medium Dry 18% v Douglas Fir Larch � : Repetitive Use? No Pos Bending 41 .3% __ . .. _ (2) 2 x 10 3 x 12 Press Treated? i No NospT r No 2 w Flat Use? No s; Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond . i00 deg F & less ..♦.: Fb Pos 1 ,242 psi Fv 207 psi Shear 83.3% Fb Neg 1 ,229 psi Fcp 625 psi Span(s) Defl 'n 133.9% Allow Pos Mom 5, 165 ftdb 1 230 ,84 in^4 Cantilever(s) Defl 'n NA Allow Neg Mom -5, 112 ft-lb E 1 ,600 ksi Calc'd member OK by: 41 .3% Allow Shear 4, 468 lb El 3693345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8,28 pif Cond's Of Use: Load Duration:1 .15•Snow For 4 x 10 1 .50 in 1 ,50 in Reactions Support 1 Support 2 Support 3 SUDDort 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 29437 lb 21437 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 997 Ito 997 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 Dell 0.000 in Allowed 0. 150 in 0. 150 in 0 . 150 in Max Dn Deli -0.064 in Allowed 0. 150 in 0. 150 in 0 . 150 in ProBeam_v7_0_W C L lZ Tim Garrison, P.E. %% icil C +`�i t ProBeam palls; � 1r6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. .lob t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member LD- 30b Other Info. 7125/17 ..... ...... .... ` ; 5 10 15 20 Type? Cantilever(s)_rnultip_le spdos, fixity. or not broad V : _ Cantilevers? ' Rightcatnilevar +? Number of Main Spans One Main Span V Fix Left End of Main Span? No, Leave it Pinned Fix Right End of Main Span? NA ,Right End Is Cantilever IV Left Cantilever San 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenlh of Spans: 16.00 ft F 6,00 ft 22,00 ft Top of Beam Lateral Support ' Continuous • ( Top of Beam, Max Unbraced Length 0, 10 ft Bottom of Beam Lateral Support At Supports Only _ • I Bottom of Beam, Max Unbraced Length 16,00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers .. .... . .. . . . ... ... .... . ... ... . . Live Only, V Kale Minimum n 4ornwl L/3L0 & t/240 •; Live Only, U Cuda Minimum - Nvrmdl: yl20 & U480 V : :......................................: - :......................................., :.......................................; ......... .......... ........... .. .. ....: 360 - 0,53 in Total, V 240 = 0.80 in 720 = 0.10 in Total, UI 480 = 0,15 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 22.00 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? l.Nor _....__®.: Increase Roof DL for pitch? .Ye#._...__7 Roof Pitch 2.0 : 12 Live Dead Snow Trib . Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2. 00 it - 30.4 lb/ft 50.0 lb/ft Tot Unif Load 30.4 lb/ft 50.0lb/ft Point Loads Measured from left end of member. Member Total Length = 22 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 5.00 ft 10.00 ft - 750 to 11250 lb 21 .80 ft Loads Point loads are 1/10 scale 150 100 50 i 0 5 10 15 20 -50 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 pit Misr maa,Iactarers • Load Duration % Overdesign 2.5 x 21 5 x 16.5 8.75 x 13.5 Moisture Medium Dry 1s^s • 5 x t, • snow lot5 V ' Pos Bending 90182.0 f 3 x 19.5 5.125 x 16.5 Press Treated? No, Not P.T. • 24F v8, DF(DE • = Neg Bending 207.3% _ . r .. , . ,_.. ._., 3.125 x 19.5 6.75 x 15 Temp Cond, too deg r i< less • Fb Pos 2,760 psi Fv 305 psi Shear 486.6% Flo Neg 2,634 psi Fop 650 psi Span(s) Defl'n 807.40/6 Allow Pos Mom 43,117 ft-lb 1 1406.25 inA4 Cantilever(s) DeRn -14.5016 Allow Neg Mom 41 , 151 fl-lb E 1 ,800 ksi Caic'd member FAILS by: -14.5016 Allow Shear 15,2381b El 2,531 ,250 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit 19. 18 plf Cond's Of Use: Load Duration:1.15•Snow For 5 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 69 Ib 41231 lb 0 ft-lb 115,243 ft-lb 0 ft-lb 0 111 Min Total -40 lb 11772 lb - - 0 ft-Ib 1-13, 393 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.031 in 0.000 in Allowed 0.800 in 0.800 in 0. 800 in Max Dn Dell 0.000 in - -0. 120 in Allowed 0,800 in 0.800 in 0.800 in ProBeam_v7_0_WC < " ' l Tim Garrison, P.E. Ctui�fS t2�tiCTIOIVs ProBeam 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 31 b Other Info. 7/25/17 Type? ' Canliteveds). multiple spans, &bty,. or not hrecee • Cantilevers? R+ght l--- ver Number of Main Spans One Nun Span r Fix Left End of Main Span? No, Leave it pinned • : Fix Right End of Main Span? NA Right End Is Cantilever V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.50 ft 6,00 ft 23,50 ft j Top of Beam Lateral Support Cunhnuous + Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports only _ _ _ - - _V '7 Bottom of Beam, Max Unbraced Length 17,50 ft Allowable Deflection, Main Spans Allowable Deflection Cantilevers Live Only, U CodeMnnlun Normal Lr360& U740 ,. , ,, . _ Live OOIy, U Code Mm mum Norn») LN20 & t/480 '/ : ..........................I............ ............360..............a - 0.58 in Total, U 240.............. = 0.88 in :..__......._720.,............ - 0.10 in Total, U 480...............i = 0.15 in :....................... I Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 23,60 ft Add Self Weight? yes Sdfwe!0htw!Obeaddedtoopprwd DL • Loads: Uniform Loads Over Full Length of Member - - Loads From Continuous Member? _M°__. _Li Increase Roof DL for pitch? Yf.__ Roof Pitch t 2.0 :12 1 I Live Dead Snow Trib- Width Live Dead Snow Uniform Ld, 1 - Roof 20 psf 15 psf 25 psf 2.00 ft - 30.4 lb/ft 50.0 lb/ft Tot Unif Load IF 30.41b/ft 50.0 Ibtft Point Loads Measured from left end of member. Member Total Length = 23.5 ft. Live Dead Snow Trib, Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 5.00 ft 10.00 ft - 750 Ib 17250 lb 23.40 ft Point Load 2 20 psf 15 psf 25 psf 8.00 ft 7.00 ft - 840 lb 11400 lb 23.40 ft Loads Point loads are 1110 scale 150 100 50 0 _ram 5 10 15 20 Glu Lam Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Glulam 5 x 18, 23 pit Msunanutara!rers - Load Duration % Overdesign _. . - --- -'- - - 5 x 21 8.75 x 18 Moisture : Medium Dry , 18.8 _ $ x 18 _ _ �_1 1 Snrwtt 1,15 !► Pos Bending 0.0 5.125 x 21 Press Treated? No, Not PIT, 24F-V8, DF10P Neg Bending 113.5 0/6 - - 3.125 x 24 6.75 x 19.5 Temp Cond_ ',- I00deg F & less .V ! Fb Pos 2,759 psi Fv 305 psi Shear 276.2% Fb Neg 2,550 psi Fcp 650 psi Span(s) Defl'n 626.7% Allow Pos Mom 62,087 ft-lb 1 2430.00 inA4 Cantilever(s) Defl'n -43.0% Allow Neg Mom -57,374 ft-lb E 1 ,800 ksi Calc'd member FAILS by: 43.0 Allow Shear 18,285lb El 4,374,000 ksi Controlling criteria is: Deft - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23.01 plf Cond's Of Use: Load Duralion:1 .75-Snow For 5 x 18 Uplift 2.25 in IF - Reactions Support1 Support Support Support4 Moments Support1 Suoport2 Support3 Support4 ` Max Total -1241b 7$ 01 lb - - 0 ft-lb -109343 ft-lb 0 ft-Ib 0 ft-lb Min Total ,631 Ib 2,969 lb - - 0 ft4b -26,878 ft-lb 0 ft-lb 0 ft4b Min Load Case Deflections U Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0,056 in - 0.000 in Allowed 0.875 in 0.875 in 0.875 in Max Dn Dell - 0.000 in - - -0. 162 in Allowed 0.875 in 0.875 in 0.875 in - PrOBeam_v7_0_WC G L9 Tim Garrison, P. E. C : R NCALC ProBeam <51 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. .lob t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 32b Otherinfo. 7/25/17 .aI.... -.._. .-...._.. . - - 5 10 15 20 25 Type? � Cantifevcr{s) r tint ph p sans, fixity, or nut A a�4d - � Cantilevers? Ill Camlleve +► ; Number of Main Spans One Main Span Fix Left End of Main Span? No, Leave it Pinned 7 . Fix Right End of Main Span? ' t4A III Fix End Is Cantilever Left Cantilever Soan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 6,00 ft 24,00 ft ... ......... Top of Beam Lateral Support rcorimuotis Top of Beam, Max Unbraced Length 0, 10 ft Bottom of Beam Lateral Support At supports only „ „ ! Bottom of Beam, Max Unbraced Length 18.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers - ...... . . . .. . .. ..................,._ Live Only, U ?Code Minimum - Normal! L/360 &.LP4p . . . . . ... . . . . ..... . Y'. Live Only, U Code Minimum Non ,d: L/720 & V480 360 - 0.60 in Total, U 240 = 0.90 in 720 = 0, 10 in Total, 0 480 = 0. 15 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 24.00 it Add Self Weight? _ yes self weight wilt he added to applied DL - V ' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 139_.._._, Increase Roof DL for pitch? . Yec r Roof Pitch ? 2.0 : 12 l --- Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft 30A b/ft 50.0 lb/ft Tot Unit Load 30A lb/ft 50.0 Ib/ft Point Loads Measured from left end of member. Member Total Length = 24 ft. Live Dead Snow Trib, Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 8. 00 ft 7.00 it - 840 lb 11400 lb 23. 80 ft Loads Point loads are 1/10 scale 150 100 50 P i 0 5 10 15 20 25 •50 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf Misr manufacnimm Load Duration % Overdesign 5 x 18 8.75 x 15 Moisture Medium Dry tse% s S x 1S snow. t.15 v .i Pos Bending 2681fl _ ... . 3 x 21 5.125 x 18 Press Treated? No, Not PIT, t I 21F-K DF/DF Neg Bending 175.2% 3.125 x 21 6.75 x 16.5 Temp Cond, toe deg F & less . . • Fb Pos 2,760 psi Fv 305 psi Shear 437.0% Fb Neg 2,604 psi Fcp 650 psi Span(s) Defl'n 633.60/o Allow Pos Mom 43, 117 ft-lb 1 1406.25 inA4 Cantilever(s) Defl'n •41 .7% Allow Neg Mom -40,691 ft-lb E 1 ,800 ksi Calc'd member FAILS by: 41 .7% Allow Shear 15,238 lb El 2,531 ,250 ksi Controlling criteria is: Defl - Carl Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit 19. 18 plf For 5 x 15 - - Cond's Of Use: Load Duration:1.15-Snow 1 .50 in 1 .50 in Reactions Support 1 Support 2 Support 3 Su000rt 4 Moments Su000rt 1 Support 2 Support 3 Su000rt 4 Max Total 126Ib 4,555Ib 0ft-Ib -5,765ft4b 0ft-ib 0Ift-Ib Min Total 75 lb 13904 lb 0 ft-ib -14,785 ft•lb 0 ft-lb 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Scan 2 Span 3 Rt Cantivr Max Up Defl 0.038 in - 0.000 in Allowed 0.900 In 0.900 in 0.900 in Max Dn Dell 0.000 in - -0. 137 in Allowed 0.900 in 0.900 in 0.900 in ProBeam_v7_0_WC G Z� ProBeam Tim Garrison, P.E. �C3N IRUCTION ♦/+ ALC r �FiGL>rII�31'! 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 33b Other Info, 7/25/17 5 10 15 25 Type? .Simple span fully braced - • i . . ....... .. . ... .. . ....... Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.00 ft 20.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L(240 360 0 .67 in Total, L/ ': 240 = 1 .00 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 ,00 ft Add Self Weight? i Yes Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member r ............... Loads From Continuous Member? t No .. Increase Roof OIL for pitch? Yes Roof Pitch 2.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 5.00 ft 76.0 lb/ft 125.0 lb/ft Tot Unif Load 76.0 lb/ft 125.0 lb/ft Loads Point loads are 1110 scale 300 200 100 0 5 10 15 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 • Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry 18 ♦ 1 S x 12 ♦ snow 1 , 15 • Pos Bending 155.1 % _ ..... _ . 3 x 10 .5 5.125 x 9 Press Treated? 3 No, Not PT ♦ 24F-V4, DF/DF • ' Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond . 100deg F & less • Fb Pos 27760 psi Fv 305 psi Shear 463.4% .......... ..._.._.__ _. Fb Neg 2 , 030 psi Fcp 650 psi Span(s) Defl'n 294.0% Allow Pos Mom 27,596 ft-lb 1 720 .00 inA4 Cantilever(s) Defl 'n NA Allow Neg Mom -20 ,301 ft-lb E 11800 ksi Calc'd member OK by: 155. 1 % Allow Shear 12, 190 lb El 1 ,296 . 000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Suoport 4 Self Wt 15. 34 plf Cond's Of Use: Load Duration:1 .15-Snow 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 2,164 lb 29164 lb 0 ft-lb 0 ft4b 0 ft-Ib 0 ft4b Min Total 914 lb 914 lb 0 ft-Ib 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 ,000 in 1 .000 in 1 ,000 in Max On Defl -0.254 in Allowed 1 .000 in 1 .000 in 1 .000 in ProBeam_v7_0_W C Tim Garrison, P.E. CONS I `CTiON � Ai = Pro6eam catx� � vs.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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member LD, 35b Otherinfo, 7/28117 2 4 6 8 10 12 14 16 1 Type? , saple span fully braced Left Cantilever Span 1 Span 2 San 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans ....._... .. ._......_. . .. . ........._._ _......_..... . . ............__ . .. Live Only, U . Code Hi nm In - Normal! Ly36 t & V240 r" .. .._ _ ........__ _. .. _. ... .. _ _._._ ___ 360 0 .57 in Total, U 240 = 0.85 in N/A - 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 17.00 It Add Self Weight? yes . Self weight will be added to applied DL ♦. '. Loads: Uniform Loads Over Full Length of Member ------- Loads From Continuous Member? ice.____.w.i Increase Roof DIM. for pitch? Eye Roof Roof Pitch 2.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 15.50 ft - 157A lb/ft 387. 5 lb/ft Tot Unif Load - 157.1 lb/ft 387.5 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 2 4 6 8 10 12 14 16 1 -200 ME Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 pill Misr manufaclums • i Load Duration % Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 Moisture McKllum Dry 7d% '► 5 x u ♦ Snow 1.15 Pos Bending 36.4 _.._.. .... ...... . . ..__. __ . ...... . _ ._.. _.,1 _ . ._ 3 x 13.5 5. 125 x 10.5 Press Treated? No, Not p T _ ♦ ' _24F V4 DF/DF �► € Neg Bending NA ........._ . -- --... ... .... 3.125 x 13.5 6.75 x 9 Temp Cond. mD deg F & less • j Fb Pos 2,760 psi Fv 305 psi Shear 156.1 % ........................................... Fb Neg 2,053 psi Fcp 650 psi Span(s) Defl'n 239.9% Allow Pos Mom 27,596 ft-lb 1 720.00 inA4 Cantilever(s) DeRn NA Allow Neg Mom -20,529 ft-lb E 1 ,800 ksi Calc'd member OK by: 36.40/o Allow Shear 12, 190 lb El 1 ,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Su000rt 3 Support 4 Self Wt 15.34 pill For 5 x 12 - - Cond's Of Use: Load Duration:1 .15Snow 1 .50 in 1 .50 In Wide Flange Steel Calc'd Member Results For W12 X 40 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf A992. 50 ksi ,derauit) T i % Overdesign ME W10 X 12 W18 X 35 W30 X 90w12x40 rF Pos Bending 603.0% W5 X 16 W12 X 14 W21 X 44 W33 X 118 Neg Bending NA - - - - - - - - - - - - W6 X 12 W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 142,216 ft-lb Sx 51 . 50 inA3 Shear 1375.1% W8 X 10 W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -105, 119 ft-lb Ix 307.00 inA4 Span(s) Defl'n 2234.8% Allow Shear 70,210 lb El 83903,000 ksi Cant(s) Defl'n NA Self Wt 40.00 plf Calc'd member OK by: 603.0% Size: 11 .9 h x 8.01 w Tf= 0.515, Tw= 0.295 Controlling criteria is: Pos Bending Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,760lb 4,760 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 11466 lb 1 ,466lb - - 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr _ Max Up Dell - 0.000 in - - - Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0 .250 in - - - Allowed 0.850 in 0,850 in 0. 850 in ProBeam_v7_0_WC C Z� Tim Garrison, P.E. Cc A 1RUCT;ONCALC ProBeam i +T�7 f33TY . 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 39b Other Info, 7/28/17 2 4 6 8 10 12 14 16 1 Type? Simple span, fully braced _ __.... .._...... ......_..___ ........................................ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17,00 ft 17,00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: l%1360 & L/240 • ............. ............. ... . .... ...... _ ........ . . ...... .A; ...........................................' — ...... ................................ 360 0 - ,57 in Total , L/ 85 in N/A 0 240 = 0 . .00 in Total , Ll N/A = 0.00 in . . . . . . . . . ... ........... ............... ....... . .....4 ....... ................. ................ 1 ,......... .. ............. ............Not ........................................i Pitch if Member Being Designed is Sloped : 0.0 A 2 Mem True Len: 17.00 ft Add Self Weight? I yes - Self weight will be added to applied DL V Loads : Uniform Loads Over Full Length of Member _ r---------...........I Loads From Continuous Member? t ye All ' Increase Roof DL for pitch? Yes T Roof Pitch 2.0 : 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 2 40 psf 27 psf 13.00 ft 520.0 Ib/ft 351 .0 lb/ft Uniform Ld. 4 40 psf 10 psf 0.00 ft - Tot Unif Load 520.0 lb/ft 351 .0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 2 4 6 8 10 12 14 16 1 -500 Glu Lam Calc'd Member Results For 5 x 15 ........ . ._ . __...-- Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf Misc manufacturers ♦ Load Duration % Overdesign — -- -----A --- 2.5 x 21 5 x 15 8,75 x 12 Moisture Medium Dry - 1s% ♦ ( S x 15 ♦ Live: 1.00 +► Pos Bending 16.6% - - ---- - ------...----------- A A�-- _----- ....... E3, 1Ex ELR75x 15 Press Treated? No, Not PT W 24F-v4 OF/OF � ' Neg Bending NA ..-: 3.5 Temp Cond . 1 100 deg F & less Fb Pos 2,400 psi Fv 265 psi Shear 75. 1 % Fb Neg 1 ,776 psi Fcp 650 psi Span(s) Defl 'n 28.6% Allow Pos Mom 37,494 ft-lb 1 1406,25 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -27,747 ft-lb E 1 ,800 ksi Calc'd member OK by: 16.6% Allow Shear 13,250lb El 2, 531 ,260 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Supoort 4 Self Wt 19, 18 plf Cond's Of Use: Load Duration : l .0-Live For 5 x 15 2,33 in 2.33 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 71566 lb 7,566 lb - 0 ft-Ib 0 ft4b 0 ft-Ib 0 ft-lb Min Total 31146 lb 3, 146 lb 0 ft-lb 0 ft-Ib 0 ft4b 0 ft-lb Min Load Case Deflections Lt Cantivr Span Al Span 2 Span 3 Rt Cantivr Max Up Deft - 0,000 in - - - Allowed 0 ,850 in 0 .850 in 0.850 in Max Dn Dell - -0.661 in - Allowed 0 ,850 in 0.850 in 0 ,850 in ProBeam_v7_0_W C `�"" Tim Garrison, P.E. KX=1 SljRtICTtCtN � ALC ProBeam �.P�I�CTsFJr,.Lf17 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D . 40b Other Info, 7/28/17 2 4 6 8 10 12 1 Type? Simple span, fully braced �I -......... .......... ..__._..._..__........... _-_..- - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13 .00 ft 13,00 ft Allowable Deflection, Main Spans Live Only, IN Minimum - Normal l•/360 & t1240 ..... . .. ......... . .................... _ ;...........................................,:. . . . . . ;..........................................., - ,....................................... - 360 0.43 in Total , IN 240 = 0.65 in N/A 0.00 in Total , L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Manor True Len: 13 .00 ft _._ ......_...._ ...._......._... _. __.... . .__.............. ... .__. ..... ..._.......--_ ..._1 Add Self Weight? it Yes - Self weight will be added to applied DL IV Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? i N9_.._ . ! Increase Roof DIN for pitch? _Yes Roof Pitch 2. 0 : 12 Live Dead Snow old Width Live Dead Snow Uniform IN 2 40 psf 27 psf 8,50 ft 340 . 0 lb/ft 229.51b/ft Uniform IN 4 40 psf 10 psf 0.00 ft - Tot Unif Load 340.0 Ib/ft 229.5 Ib/ft Loads Point loads are 1/10 scale 800 600 400 200 .200 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 pif Misc manufacturers • Load Duration % Overdesign — — ----- __ _ ._.._.: _ _._%_ - _- ....... - 2.5 x 13.5 5 x 10 .5 8.75 x 9 Moisture Medium Dry • 18% ♦ ; Sx 10.5 ♦ ; Live: 1.00 V Pos Bending 49.2% Exl H5,125 x 10 .5 Press Treated? No, Not PT. W ' 24F•v4, Da /DF Neg Bending NA 3. 275 x 9 Temp Cold t0o deg _ & Less • Fb Pos 2 ,400 psi Fv 265 psi Shear 144.8% Fb Neg 1 ,820 psi Fcp 650 psi Span(s) Defl 'n 501% Allow Pos Mom 18,373 ft-lb 1 482.34 inA4 Cantilever(s) Defl 'n NA Allow Neg Mom A3,932 ft-lb E 1 ,800 ksi Calc'd member OK by: 49.2%, Allow Shear 9,2751b 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 For 5 x 10. 5 Cord'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 31789 lb 31789 lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 ft-lb Min Total 1 ,579 lb 11579 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 .650 in 0. 650 in 0.650 in Max On Dell -0 .431 in Allowed 0 ,650 in 0 .650 in 0,650 in ProBeam_v7_0_W C G Z.6 C(ZDNSlRUCT14NCALC Proeeam Tim Garrison, P.E. cGxtzYrA 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 t17056 Spans and Supports (Note pitch and fixi ty, if any, not shown) Member I .D. 41 b Other Info, 7/28/17 2 4 6 8 10 12 14 16 1 Type? Simple span, fully braced ♦ i ......._................_..._..........._._.._................._.........._......_...__...__..._.__ 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, U Code Minimum - Normal: L/360 & L/Zd0 �, .......... .......... . .. . . .... - ,........................................... _............... .. . .. .......... ......, - ......................... ........ 360 - 0.52 in Total , L/ 240 = 0 . 78 in N/A - 0.00 in Total , L/ i 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 r Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No __ _Z Increase Roof DL for pitch? _Yes.._._._w I Roof Pitch 2.0 : 12 1 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf 15.00 ft 152. 1 lb/ft 375.0 lb/ft Uniform Ld. 2 40 psf 27 psf 12,00 ft 480.0 lb/ft 324.0 Ib/ft Uniform Ld. 5 10 psf 12 ,00 ft 120 .0 lb/ft Tot Unif Load 480.0 lb/ft 596A lb/ft 375.0 lb/ft Loads Point loads are 1110 scale 2000 1500 1000 500 0 -500 Giu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 pif Misc manufacturers Load Duration % Overdesign ------ -------------- .._.._: 2.5 x 21 5 x 15 8.75 x 12 Moisture Medium Dry 18% v S x t5 • Snow, 1.15 V Pos Bending 14.3% 3 x 19.5 5. 125 x 15 Press Treated? No, Not pT. 24F-v4, DF/OF r Neg Bending NA ----...- 3. 125 x 18 6,75 x 13.5 Temp Cond . i10GdeqF & 1ess 4V Fb Pos 2,760 psi Fv 305 psi Shear 56.5°/ Fb Neg 23035 psi Fcp 650 psi Span(s) Defl'n 37.9% Allow Pos Mom 43, 117 ft-lb 1 1406.25 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -31 ,800 ft-lb E 13800 ksi Calc'd member OK by: 14.3% Allow Shear 15,238 lb El 2,531 ,250 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19, 18 pif For 5 x 15 3.00 in 3.00 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 99738 lb 9,738 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 49768 lb 4,768 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. 562 in Allowed 0 ,775 in 0. 775 in 0. 775 in ProBeam_v7_0_W C a= Tim Garrison, P.E. C 3;NS ! f2UCTI0NCALC Proseam 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 117056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 42b Other Info. 7128/17 2 4 6 8 10 12 14 16 1 Type? Simple span, fully braced V i Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 it 15.50 ft Allowable Deflection , Main Spans Live Only, U i Code Minimum Normaf. t/360 & V240 __ . _ . . .. .._. .._.__..._. _ _._.__._. 360...............: 0 .52 in Total , U;................240..............., 0 .78 in :................N/A ................ 0 .00 in Total , Uf................N/A ........... _ 0.00 in ........................................: ......................................... .........................................i t................................... .....i 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 T Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? N...--.... _ Increase Roof DLfor pitch? :_Yes _ �; Roof Pitch 2.0 : 12 ; `----- Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 10 psf 25 psf - - Uniform Ld. 2 40 psf 27 psf 1 .00 ft 40.0 Wit 27.0 lb/ft Uniform Ld. 5 10 psf Tot Unif Load 40.0 Iblft 27.0 Iblft Point Loads Measured from left end of member. Member Total Length = 15.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 11 .00 ft 2.00 ft 330 lb 550 lb 1 ,50 ft Point Load 4 6,000 lb 3,738 lb 4:::3.00 ft Loads Point loads are 1110 scale 800 600 400 200 0 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf I Misc manufacturers ► ' Load Duration % Overdesign 2.5 x 18 5 x 12 8.75 x 10.5 Moisture Medium Dry 18% ♦ i 5 x 12 • Snow: 1,15 ♦ Pos Bending 8.9% 9 9 Exl EStE675 5 x 12 Press Treated No, Not P.7, D 24F V4, DF/DF Ne Bendin NA tP3. x 10.5 Temp Cond . 100 deg F & less V i Fb Pos 2.760 psi Fv 305 psi Shear 38.7% Fb Neg 2,063 psi Fcp 650 psi Span(s) Defl'n 17.8% Allow Pos Mom 27,596 ft-lb 1 720 .00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -20 ,628 ft-Ib E 1 ,800 ksi Calc'd member OK by: 8.9% 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 For 5 x 12 Cord's Of Use: Load Duration: 1 . 15-Snow 2.70 in 1 .50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 Support 3 Support 4 Max Total %789 lb 2,555 lb 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-Ib Min Total 39641 lb 1 ,084 Ito 0 ft-lb 0 ft4b 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 -0.658 in Allowed 0.775 in 0 .775 in 0.775 in ProBeam_v7_0_W C C2:7 Tim Garrison, P. E. CcSiNSIRUCTIQIVCALC ProBeam CE! u GY9xJRY331 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D . 43b Other Info. 7/28/17 5 10 15 20 25 Type? Simple span, fully braced '► ............._........-_...._....._...._........_.._.-.._......__.........................__.'--" ------- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23 . 00 ft 23 .00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & 1./240 i ........................................... — ..........................................., ....... .. ........ ...... . ...............I - .. ....... .. ... .. . .. ..... ...... .. , 360 0 .77 in Total , L/ 240 = 1 , 15 in NIA 0 .00 in Total , L/ :: NIA = 0. 00 in ............... .... Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 23.00 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? i No Increase Roof DL for pitch? Yes w Roof Pitch 2.0 : 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 3,00 ft 30A lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 27 psf - Uniform Ld. 5 10 psf 2.00 ft 20.0 lb/fit Tot Unif Load 50.4 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 150 100 50 0 5 10 15 20 25 -50 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11 .5 plf M 1 s c manufac tut ers V ; Load Duration % Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 Moisture Medium Dry 18% V Sz9 Snow: Pos Bending 71 .5% _ - .. 3 x 10 .5 5, 125 x 9 Press Treated? : No, NotP T. 24F V4, DF/DF • Neg Bending NA r.._.-._ ------------ — -- .._ ._..._..._._ — .._. 3. 125 x 9 6,75 x 7. 5 Temp Cond. t00deg F & less v Fb Pos 2,760 psi Fv 305 psi Shear 480 .E% Fb Neg 2,051 psi Fcp 650 psi Span(s) Defl 'n 61 .3% Allow Pos Mom 15, 523 ft-lb 1 303 .75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -111538 ft-lb E 12800 ksi Calc'd member OK by: 61 .3% Allow Shear 9, 143 lb El 546,750 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11 .51 pit Cond's Of Use: Load Duration :1 .15-Snow For 5 x 9 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 ,575 lb 19575 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft4b Min Total 712 Ib 712 Ib 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 Dell 0 .000 in Allowed 1 , 150 in 1 . 150 in 1 , 150 in Max Dn Defl -0.713 in Allowed 1 . 150 in 1 . 150 in 1 , 150 in ProBeam_v7_0_W C GZ � Tim Garrison, P.E. CC&SiRUCTiotvCALC Proseam f3X 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 t17056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. roof rafters Other Info , 7/25/17 2 4 6 8 10 12 14 16 1 am_ . ..._ ..... _ . .. P Type? Simple span, fully braced T ... _.....am,......_...... .........._.-........__...........—..... _............._......_..._.._.._ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.50 ft 18 .50 ft Allowable Deflection, Main Spans Live Only, L/ _Code Minimum - Roof Mems, Not Plaster Cell: 11240 & L/180 V 1 ........................................... 240 - 0.93 in Total , L/ , 180 - 1 ,23 in N/A = 0 .00 in Total , L/ -N/A = 0 .00 in . . .. C..........................................: ...... . .................... ............: .......................................... ,...........................................: Pitch if Member Being Designed is Sloped : 1 . 5 : 12 Mem True Len: 18,64 ft im _ . ...... _ mama_ , Add Self Weight? i No - Self weight is included In applied OL IV -._. mama_.___-mama. __. _....-_.._...._._._..._._._..._._.._.: Loads : Uniform Loads Over Full Length of Member _._-._. - Loads From Continuous Member? i No mama. . _X. Increase Roof DL for pitch? yes Roof Pitch 2.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2,00 ft 30.4 Ib/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 2 4 6 8 10 12 14 16 18 20 -50 mama . I-Joist Calc'd Brand BCI - Boise Cascade • Results For 11 -718" BCI 6000 1 .8 Calc'd Member ttal8 ea 600o 1 .8 • % Overdesign __ Acceptable Solutions Load Duration Snow i 15 V Pos Bending 35.7% _.............._.-._.......-... .. . 11 -7/8" BCI 5000 1 .7 11 -7/8" BCI 90 2.0 Brng @ Ends: Min 1.75", w/oweb stiffner V Neg Bending NA _----I-----_.....__..--- --_---.._.---mama... ...._ mama _ 9-112" BCI 6000 1 .8 Brng @ Mid-Supports: (No Mid Support) Shear 159.0% 9-1 /2" BCI 6500 1 .8 Allow Pos Mom . 4,669 ft-Ib Allow Shear 1 ,926lb Span(s) Defl'n 360.5% 11 -7/8" BCI 60 2.0 Allow Neg Mom . 25 ft-lb El 320,000 ksi Cantivr(s) Defl 'n NA Allow End Rxn 1 , 175 lb Bearing 58.0% Allow Mid Rxn 2,500 lb Calc'd member OK by: 35.7% Self Wt 2.52 plf Controlling criteria is: Pos Bending Cond's Of Use: Load Duratlon :1 .15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7" lb 744lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 281 lb 281 lb 0 ft-Ib 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0 . 000 in - - Allowed 1 , 233 in 1 .233 in 1 , 233 in Max Dn Dell -0. 062 in - - Allowed 1 .233 in 1 .233 in 1 ,233 in ProBeam_v7_0_W C GZj Tim Garrison, P.E . CC�RSS `}R ONCALC ProBeam x7411I33L*c 7 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 07056 Spans and Supports (Note, pitch and fixity, if any, not shown) Memberl .D, typflrjoist Other Info. 7/28/17 _ 2 4 6 8 10 12 1 1 Type? Simple span, fully braced "► ......................_..-...._._....................... ......-...................__..--__....'-' ---- - ---- --- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.20 it 14.20 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600 & L/480 ... ..... ............................................ : ........................................... 600 - 0 , 28 in Total , L/ i 480 = 0.36 in N/A - 0 .00 in Total , L/ I N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0 . 0 : 12 Mem True Len: 14,20 ft Add Self Weight? No - Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member .................... Loads From Continuous Member? 1 No W Increase Roof DL for pitch? Yes , Roof Pitch I 2.0 : 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf Uniform Ld, 2 40 psf 27 psf 1 . 30 ft 52.0 lb/ft 35. 1 Iblft Uniform Ld . 5 10 psf Tot Unif Load 52.0 lb/ft 35.1 lb/ft Loads Point loads are 1110 scale 100 50 0 2 4 6 8 10 12 1 1 -50 I-Joist Calc'd Brand SO Boise Cascade V Results For 11 -7/8" BCI 6000 1 .8 Calc'd Member 11 -71W BCI boon 1 .8 V ; % Overdesign Acceptable Solutions Load Duration Live: i-oo VPos Bending 84.9 /o _.. 11 -7/8" BCI 5000 1 .7 11 -7/8" BCI 90 2.0 Bring @ Ends: Min1.75 /o , wloweb saftner ♦ ; Neg Bending NA - -- 11 -718" BCI 60001 .8 Brng @ Mid-Supports: (No Mid Support} V Shear 170.9 / ..---- ._..._.-...--- --------- - 11 -7/8" BCI 6500 1 .8 Allow Pos Mom. 4,060 ft-lb Allow Shear 1 ,675lb Span(s) Defl'n 27.6% 114/8" BCI 60 2.0 Allow Neg Mom . 37 ft-lb El 320, 000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1 , 175 lb Bearing 90 .0% Allow Mid Rxn 2,500 lb Calc'd member OK by: 27.6% Self Wt 2. 50 plf Controlling criteria is: Deft - 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 618 lb 618 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 249 lb 249 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0. 000 in Allowed 0.355 in 0.355 in 0.355 in Max Dn Defl -0.061 in Allowed 0 .355 in 0.355 in 0 .355 in ProBeam_v7_0_W C C( 3)NS ! RUCT10NCALC Proseam Tim Garrison, P.E. 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 tl7056 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. deck beam Other Info , 7/28/17 5 10 15 15 Type? Simple span, fully braced ♦ i _...... ............._ _-.......... ................... ..............-._......................._.._..._.. _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.00 ft 20.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: V360 & V240 360 = 0.67 in Total , L/ ' 240 = 1 .00 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 ,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? gip. . . __ Increase Roof DL for pitch? .Yes_.._..: " I Roof Pitch 2.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 4 40 psf 10 psf 5.00 ft 200.0 lb/ft 50.0 lb/ft Tot Unif Load 200.0 lb/ft 50.0 lb/ft Loads Point loads are 1110 scale 300 200 100 0 5 10 15 -100 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 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry 18`K. ♦ I 5 x 12 ♦ Live too ♦ � Pos Bending 80.9°/ __- -. D E3,125 x 13.5 5.125 x 12 Press Treated? ; Yes, P.T. j 24F-va, FfDF Neg Bending NA - -----_.--... .._....._.-..... - - .. _...._._..... x 13. 5 6,75 x 10.5 Temp Cond . 100 deg F & less ♦ ' Fb Pos 2,400 psi Fv 265 psi Shear 299.5% ..........--.................. Fb Neg 1 ,783 psi Fcp 650 psi Span(s) Defl 'n 20 .0% Allow Pos Mom 23,997 fl:4 1 720,00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -170827 ft-lb E 1 ,800 ksi Calc'd member OK by: 20 .0% 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 : l .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 2,653 lb 2,653 Ito 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-Ib Min Total 653 lb 653 lb 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0 .000 in - Allowed 1 .000 in 1 .000 in 1 .000 in Max On Dell -0 .737 in Allowed 1 .000 in 1 .000 in 1 ,000 in ProBeamy7_0_W C G31 7/28/17 Fig , ConstructionCalc, Inc . Tim Garrison, P . E . CASTTRUCTIONCALC ColumnCalc RPM Ifffal"M v3.'1 Disclaimer: All users of this software shall comply with State Engineering Law; which specifies who may perform engineering, and defines the practice of engineering. Job Name 1:17056 Member I . D . long deck col. P E Other Info 7/28/2017 Post, Stud, or Column General Information : Column , Post, or Stud Length , ft. L = 18.00 ft Getting Started. Hover Max. Live Deflection L / 75 1 2,88 In I L Cursor Here -._. . . . . .. __. _.._. ._.. .. __ Type Of Column , Post, or Stud I Unbraced Column or Post Load Duration Factor Ten Years (Live Cd = 140) Off-Center ( Eccentric) Compression Loads or Add'I Bending Loads (other than wind )? No ♦ r{rt Applied Gravity Loads, "P " Reduced Live Load , Live Load , Dead Load . Live sf Dead sf x Length, ft x Width . ft. Ibs lbs . Ibs Roof Loads (not including snow) 15 psf 0 lb 0 lb 0 lb Roof Snow (only) 12 psf 0 lb 0 lb Floor 3 Loads 40 psf 10 psf 5,00 ft 10 ,00 ft 2,000 lb 2,000 lb 500 Ib Floor 2 Loads 40 psf 15 psf 0 lb 0 lb 0 lb Floor Loads 100 psf 15 psf 0 lb 0 lb 0 lb Wall Dead Load 10 psf 0 lb Other 'psf' load and trib . width 0 lb 0 lb 0 lb Other point load : all Live, all Dead , or some of each , Ibs. ; Descrip'n , opt'I: 0 Ib 0 Ib Total Live and Dead Loads: 2,000 lb 500 lb Combined Total Load : 21500 lb Wind Load Over Full Length of Member (Assumes external sheathing of plywood, metal, etc. exists) FTC1r I Si C�A%c fir- ( j+ 4 b(II) -I- 9 10 ]J74 11 .61� Wind Applied To: Narrow Face • s 1 - I Tributary Width of Wind Load : z Wind Pressure: q = EE] 4x And Smaller ( Lumber) 5x And Larger (Timbers) Lumber Material i Hem Fir '► Timber Material Hem Fir Lumber Grade i No. 2 ♦ Timber Grade No 2 12x12 - 6x6 14x14 - (3) 2x5 8x8 - 10 x 10 - Glued Laminated Columns I . - . . I. 1 .8E Parallam PSL Columns Glulam Combo . ` S DF (VisuallyGraded) ♦ ' 5. 125 x 5. 125 - 5-1 /4" x 5-1 /4" 6.75 x 7.5 - 5-1 /4" x 7" 8.75x9 _ 711x7" 5x6 Final Member: i sawn Wood Mem . Library: i Choose From All Sizes Of Column Type • Final Size : 16x6 Final member okay by: 57 .4% Controlling Factor: Compressive Stress (Only) Final Member : 6 x 6 , Hem - Fir, No . 2 Horiz. Force At Bottom (Strong Axis) : 0 lb Horiz. Force At Bottom (Weak Axis): 0 lb ColumnCalc v3-1 WC 2316 Antone Way Tien K . Garrison , P . E . Anacortes, WA 98221 Phone : ( 360 ) 7084865 Consulting Engineer TimG@TimKGarrison . com Addendum 1 — Addition of Three Windows At Lower Level, West Exterior Wall, Structural Analysis : New Dome at Lot 3 , bock Ridge Parkway, Anacortes, WA Client: Chuck Jarrett CCI Job Number: T 17056 Building Design ; Jim Sykora, Strandberg Date: March 9, 2018 Design VIE IF- .arm ' a' CY(i , "i INDEX : Drawings / Sketches I Details . Al ,I Standard Specifications : (per original calculations) Callouts : (per original calculations) Calculations . A1C1 , A1C2 Total No . of pages excluding cover sheet: 3 . Notes Consultant only takes responsibility for structural items specifically addressed within this report set as follows: O This report is an addendum to our original report dated 7/28/ 17 . All requirements, callouts, specifications , designs, etc. in our original report shall remain valid and in effect unless specifically superseded by items) in this report . 0 The scope of this Addendum is limited to the addition of three windows in the lower, west exterior wall. AISKI „4 b fir, 4mfiifrI ! I I - ' o d ;e9e d. ICI li I LUU CID< 1 I 1 Uz r Ul QINNIN ,b 4 MINI I IF ¢ 3 I I I . I 4l to I I I -14 E• III I � I I I T . M� �j �` . 0 2316 Antone Way im 1 1 � K . V a rMl is � ® © Anacortes, WA 98221 Phone : (360) 708- 1865 Consulting Engineews TimG@TimKGarrison . com - - i -- ---- - - -- --- ----- - — ------- - --- - = • I I r z i 1�. ...-OFFAL" - "• M ! I•_ xs,.c�.ea�..nr • .It l' vnr�JFIIF fill I'`r i .�.,�.,. • . _ ..... .e ,.:,. . � M k. :e MITIx I ,- -I-- --- '-- ,✓ ---- - -- - - ?-- . -- ------- AA -- 6_ II z 1 :. '.�. � y� i ^�„w .*-V � � wrtxweaueeleTa - ----- -.- . ."- - - -r it M N TIMIJM i—` - - -- - - - _ --- M -r— IF L Or I Is Ati I ZIFF IF (12 77 Tim Garrison, P.E. �7d5: 4UCTi0NRL ProBeam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t17056 I Spans and Supports (Note, pitch and 6xlty, if any, not shown) Member I.D. 21 h Otherinfo. 319118 L 1 2 a 4 Type? sim;daspatMVbt<-sed ALA — Left CaMltever Span 1 Span 2 Snar. 3 Richt Cantilever Tot Member Length Lenth of Spans: 5.00 it 5A0 ft Allowable Deflection, Main Spans Live Only, U Code MI'Min'um F, Norma_ U3608•. 1,1240 ..ALMA FAA].. ................,..,..,_.. ........._,,....,......,_.......... _._..... .............. 360 ^ = 0.1 Tin Total , Llj 240 i = 0,25 in I NIA = 0.00 in Total, V NIA = 0.00 in Pitch If Member Being Designed is Sloped: E0.D : 12 M e m True Len: 5,00 ft _......... ..........._..._... . . . . . . ....... Add SelfWelght? y., _ 5wv t ,,,aboaddedtoappiedM s Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ' Increase Roof DIAL for pitch? vas nr ` Roof Pitch 6.0 :12 Live Dead Snow Trib. Width Live Dead Snow I Inform L d . i FAA Rnof 20 psf 15 psf 25 psf 8,00 ft 134.2 lb/ft 200.0 Wit Uniform I.A. 2 40 psf 15 psf 5.00 ft 200.0 Wit 75.0 lb/ft Uniform Ld, 5 - 10 psf 12,00 11 120.0 lb/ft Tot Unif Load 200.0 Ib(ft 329.21b/ft 200.0 Iblft Loads Point load& am 1110 owls 1000 500 Q i 1 2 3 4 ti 500 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 ► Load Duration snc,c 1.t5 W % Overdesign 2 x 10 (4) 2 x 5 Moisture Med um dy _ 18.' V lkav(if aa f rrarth r i Repetitive Use? I No V Pos Bending 37,7% (2) 2 x 6 3 x 8 Press Treated? Na NotPITA TerNa. z �► Flat Use? : No V Neg Bending NA (3) 2 x 44 x 8 Temp Cond. 100deg p & lew V Fb Pos 12034 psi Fv 2D7 psi Shear 47.0% Fb Neg 915 psi Fcp 825 psi Span(s) Defl'n 699.2% Allow Pos Mom 21726 &Ib t 177.98 in64 Cantilever(s) Dell'n MA Allow Neg Mom -21416 ft4b E 11600 ksi Gatc'd member OK by: 37,7% Allow Shear 2,329lb A El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 ptf Ctxtd's Of Use: Land ouradon 1 .153npw For 2 x 12 1 .69 in 1 ,69 (n AM ALI Reactions Support 1 Support 2 Support 3 Support 4 Moments Sugoort 1 Suoaort 2 SupQQq 3 Support 4 Max Total 17584lb 11594lb 0 ft-Ib 0 ft4b 0 ft-lb 0 ff-Ib Min Total 834 Ib 8341b - 0 ft-lb 0 ft•Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt CaMlvr Span 1 Span 2 Span 3 Rt Candyr Max Up De0 - 0,000 in Allowed 0,250 in 0.250 in 0.250 in Max Dn Dell - -0.031 in AT - . Allowed 0.250 in 0.250 in 0 ,250 In ProBeam v7 WC 2-2248 s cc 2316 Antone Way Tim K . Garrison , . E . Anacortes, WA 98221 Consulting Engineer Phone : ( 360 ) 708- 1865 TimG@TmKGarrison .com Addendum 1 — Addition of Three Windows At Mower Level, West Exterior 'Wall. Structural Analysis : New Home at Lot 3 , hock Ridge Parkway, Anacortes , WA Client: Chuck Jarrett CCI Job Number: T17056 Building Design : Jim Sykora, Strandberg Date: March 9, 2018 Design GARCX ' r INDEX• Drawings / Sketches / Details : A1 -SK1 Standard Specifications : (per original calculations) Callouts : (per original calculations) Calculations . A1C1 , A1C2 Total No . of pages excluding cover sheet: 3 . Notes Consultant only takes responsibility for structural items specifically addressed within this report set as follows: o This report is an addendum to our original report dated 7/28/ 17. All requirements, callouts, specifications , designs, etc. in our original report shall remain valid and in effect unless specifically superseded by item(s) in this report. 0 The scope of this Addendum is limited to the addition of three windows in the lower, west exterior wall. tJ Z ZQ -- 1 L f � � I ! ' N I — I - - - - I I �9°sue m WIT I I Ip�A�sJ � � IzI l ; I I lol I � I ICI Ijjl I � IUI I I � �d I I 1 I t „4 4 9 � , I I k i III I � I I I T • cc 2316 Antone Way imm K . Garrison , n . E . Anacortes, WA 98221 Phone : (360) 708-1865 Consulting Engineer TimG@TimKGarrison . com W10 s ;5b - - - - - -- - i`LLY - - - - - - -- - - - - _ i � I . .. . . . . . . . .. .{fit I.. a I IFd m.i.w a I Hr -- -- -- - -- - - - ----- - - -- -- -- - --- -- - --- -- - -- - - -- - ^ -- - - - - - -- - - -LL -- - - - - - �I --. - " yam: _i _ _ _ _ _ __ - 1 IBTEFIORSLK AREA '__ _ _ _ _ __ __ Ia, I - V I ®pa AAAAA l Y.I I P cc H I - r r I - - - - - - - - - rl I I • I • I �1 ��� I j.tf•- . $ G�-) z 5 �Z}-t 3,�tz} S : c> z� w +�c �K J jggD 6p A¢ &z Tint Garrison, P.E. - , l i 41LICT&IO CAL Proseam VGKO important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t17056 1 Spans and Supports (Note, ptNh and fixtty, if any, mt shown) Member LD. 21 h Otharinfo. 319118 L 1 z s 4 'S Type? Simple spat tuh 8rxed rr Left Cantilever Span 1 Span 2 Spar. 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 it 5.00 It Allowable Deflection, Main Spans Live Only, it code n+,:%dmum . Norma= U3608 U240 .. ........_........... ._.. .................. ; .....,.,._,........,..., ........, ..._ _...._...._.., 360 € = 0.1 T in Total , Llj 240 = 0.25 in ;NIA ` = 0.00 in Total, V NIA = 0.00 in Pitch If Member Being Designed is Sloped: 0.0 : 12 Mem True Lem 5,00 ft -......... _ ....... . . . . .. . Add SelfWelght? Yes - wueilhevgato added toappedDI. V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ' No . V Increase Roof DL for pitch? yes w : Roof Pitch 1 6.0 :12 Live Dead Snow Trib. Width Live Dead Snow I I niform Ld. i - Rnof 20 psf 15 psf 25 psf 8.00 it 134.2 Iblft 200.0 Ibfft Uniform Ld. 2 40 psf 15 psf 5.00 ft 200.0 lb/ft 75.0 Wit Uniform Ld, 5 10 psf 12,00 i# 120-0 Ib/ft Tot Unif Load 200.0 Ibfft 329.2 Iblft 200.0 Ib/ft Loads I Point loads are 1110 scale 11 1000 500 0 ' 500 4x And Smaller (Lumber! Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf zx 1a V Load Duration sna.c 1.1$ rr % Overdesign 2 x 10 (4) 2 x 5 Moisture Medium pry - 1e ; V bxanias fir rarch V : Repetitive Use? ; No V Pos Bending 3747% (2) 2 x 8 3 x 8 Press Treated? No, Notn.T. r Na. 2 V Flat Use? ; No er Nag Bending NA (3) 2 x 6 4 x 8 Temp Cond. 100 deg F & lea•; M' Fb Pos 11034 psi Fv 207 psi Shear 47.0% Fb Nag 915 psi Fcp 825 psi Span(s) De9'n 699.2% Allow Pos Mom 2,726 ft-lb r 177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,416 ft-ib E 11600 ksl Calc'd member OK by: 37.7% Allow Shear 2,329 lb El 284,766 ksi Controlling criterla is: Pos Bending Req'd Bearing Support 1 Suopart 2 Support 3 Support 4 Self Wt 4.31 pif Cond's Of Use: Lead ouratlon 1-15Snow For 2 x 12 1.69 in 1 .69 In - Reactions Support 1 Support 2 Support 3 Support 4 Moments Suollort 1 Support 2 SupQQq 3 Support 4 Max Total 17584Ito 11584 lb 0 ft-fb 0 ft4b 0 ft-ib 0 ft-Ib Min Total 834 Ib 8341b 0 ft-Ib 0 ft-Ib 0 ft-ib 0 ft-Ib Min Load Case Deflections Lt Camlvr Scan I Span 2 Span 3 Rt Cantlyr Max Up Defl 0,000 in Allowed 0.250 in 0.250 in 0.250 in Max Dn Deft -0.031 in - - Allowed 0.250 in 0.250 in 0,250 in Pro3eam v7 WC 2-22-18 2316 Antone Way Tim K . Garrison , P . E . Anacortes, WA 98221 Consulting Engineer Phone : ( 360 ) 708- 1865 TimG@TimKGarrison .com Addendum 1 — Addition of Three Windows At Lower Level, West Exterior Wall. Structural Analysis : New Home at Lot 3 , Rock Ridge Parkway , Anacortes , WA Client: Chuck Jarrett C'Cl Jab Number. T17056 Building Design : Jim Sykora, Strandberg Date: March 9, 2018 Design *0 GAR ' � ** INDEX : Drawings / Sketches / Details . Al -SKI Standard Specifications : (per original calculations) Callouts : (per original calculations) Calculations. A1C1 , A1C2 Total No . of pages excluding cover sheet: 3 . Notes • Consultant only takes responsibility for structural items specifically addressed within this report set as follows: O This report is an addendum to our original report dated 7/28/ 17 . All requirements, callouts, specifications, designs, etc. in our original report shall remain valid and in effect unless specifically superseded by items) in this report. O The scope of this Addendum is limited to the addition of three windows in the lower, west exterior wall. � �sKt — �4'�b �N ICI I � I to ICI I ! I U IUI I I Uloki �- � ROM y� l it I . I I 1 ILLmi I I I r - I� I 1 I I I I 1 I � � III f � I 1 I I 1, e 2316 Antone Way Tim K . Garrison , P . E . Anacortes, WA 98221 Phone : ( 360) 708 - 1865 Consulting Engineer TimG@TimKGarrison . com z:llll`,MT law - - -- - ----- - - - - - - - - - ----- M all?xm(tAN mat .ram` - - - - - — - I l d I I • 1 1 a I I I �. AI• - I I IT, cW'llMe�9irVn*wn 1 1 l l l i I ' uv u I I •-� I` rl R . .,... li ,Ix _ .w un. v 't rwx avx L'_ ----- — — ' ---- ---- ---- -- " I f 1 rKu:-�.:ata - - - _ Ar ��� II 1 vnr.nw ,.+v ..wn• w t'r—1 1 � -, .•. r, . anR.mr I 1 .eO L y v...... . w.. --• ��r�d-. ] • . • ,• V I �'�.""1 1 1 IMTlN0115W AEA f I I •.) Lf '-- � - - ------ -_� •• - !5 PO M r— - -- - - - - M - - --� I Ilk r y • ' 1 '1' - -- -- .v ---- — - - -- - - . --- - 1 1 ewisrt �. .� . I: ck , T ` J �i� 5 t VA� �5i 'Lr`= �2 g� 3 (z) } 5 (Z) 3. �z� t a �> � C+ t-c a� r/ �4CZ ` PrOBeam Tim Garrison, P.E. v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be Checked by a competent professional. Job t17056 I Spans and Supports (Moto, pitch and fixity, if any, not shaven) Member I.D. 21h Other Info. 319118 1 2 3 4 `5 Type? SiM* spanfuitvbrxed f Left Cantilever Span 1 Span 2 Span. 3 Right Cantisver Tat Member Length Lenth of Spans: 5.00 it 5.00 ft Allowable Deflection, Main Spans Live Only, U Cods w:'dmum - Nomw= Rj36e 8: t124p • ......... .............0........_... .............. _.._ ..._..._.., 360 = 0.17 in Total , LI 240 a = 0,25 In NIA i = 0.00 in Total, U ! NIA = 0.00 in Pitch If Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 5.00It Add Self Weight? y., - Seff weigm ,:,,d be added to appled DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ' fro Increase Roof DL for pitch? Yes V ? Roof PftCh I 6.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld 1 - Rnof 70 psf 15 psf 25 psf 8.00 it 134.2 Iblft 200.0 Ibtft Uniform Ld. 2 40 psf 15 psf 5.00 fit 200.0 Iblft 75.0 Iblft Uniform Ld. 5 - 10 psf 12,00 11 120.0 Wilt Tot Unif Load 200.0 Iblft 329.2 Ibift 200.0 Iblft Loads Point loads are 1110 sce,a 1000 500 0 i 1 2 3 4 500 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 xt 12 1 . Load Duration sous t.15 V % Overdesign F(2) 2x8 x 10 (4) 2 x 5 Moisture Medium pry - 18� ^ V tiviolas Firt nh V Repetitive Use? No • Pos Bending 37.7% 3x8 Press Treated? NoNotP.T, V No. 2 +► Flat Use? ; No V Nag Bending NA SEEM 2 x 6 4 x 8 Tamp Cond. top deg F & les_• •' Fb Pos 1 ,034 psi Fv 207 psi Shear 47.0% Fb Neg 916 psi Fcp 625 psi Span(s) Defl'n 699.2% Allow Pos Mom 2,726 ft-Ib 177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,416 ft-ib E 1 ,600 ksi Calc'd member OK by: 371% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 pif Cond's Of Use: Load DuradonA.15-Snow For 2 x 12 1 ,69 in 1 .69 in If - Reactions Support 1 Support 2 Support 3 Support 4 Moments Supriort 1 Supood 2 SuDQ2q 3 Support 4 Max Total 11584lb 1s5841b O ft-lb 0 ft-!b 0 ft-Ib O ft-Ib Min Total 834 lb 834 lb 0 ft-Ib 0 ft•lb 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Canlvr Span 1 Span 2 Span 3 Rt Candyr Max Up Del 0,000 in Allowed 0.250 in 0.250 in 0.250 in Max on Deft -0.031 in - - Allowed 0.250 in 0.250 in 0,250 In ProBeam vl WC 2-22-18 741 Marine Drive PHONE Bellingham, WA 98225 360 733 7318 <p _ �y 20611 -6Th Avenue NE TOLL FREE FAX °t= �kr/ � 7 Arlington, WA 98223 888 251 5276 360 733_7418 September 22 , 2017 Job No . 17 - 0022 LJ Strandberg Construction , Inc . 71 I PO Box 319 Anacortes , WA 98221 SEP 7 2017 � I Attn . : Nels Strandberg CITY OF ANACORTFS Re : Rock Ridge Property, Lots 1 - 8 Geohazards Evaluation Rock Ridge Summit Anacortes , Washington Dear Mr . Strandberg , As requested , GeoTest Services ( GTS ) has visited and conducted a geologic investigation of the subject property located in Anacortes , Washington ( Figure 1 ) . The purpose of our investigation was to evaluate risks associated with slope stability and methods for mitigating potential impacts of the site geology for the proposed residential development as well as provide recommendations for residential foundation construction . PROJECT DESCRIPTION GTS understands that residences are proposed for 8 lots (subject area ) within the western portion of the proposed Rock Ridge Summit residential development in Anacortes , WA ( Figure 2 ) . The 8 lots cover approximately 2 . 2 acres and exist adjacent to an exposed bedrock cliff face . Each of the 8 lots within the subject area is proposed to contain a residence that will exist above and east of the cliff face . At this time , proposed residence designs have not been provided to GTS . However, GTS understands that the residential foundation will be placed directly on bedrock surfaces and portions of the foundation will exist near sleep , sloped portions of bedrock . GTS anticipates that the residential foundation elements will most likely consist of a conventional , shallow , cast- in - place concrete footing and stem wall construction . The subject area contains geologic hazards , per City of Anacortes Code 17 . 70 . 180 , Specifically , the subject area contains landslide hazards because site slopes have gradients steeper than eighty percent that may be subject to rock fall during seismic shaking ( 17 . 70 . 190B . 5 . ) . As such , a geologic hazards assessment is provided herein . SITE CONDITIONS This section discusses the general surface and subsurface conditions observed and interpreted at the project site at the time of our site visit . Interpretations of the site conditions are based on the results of our review of available information , site reconnaissance , and our experience in the project vicinity . Page 1 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 Surface Conditions A representative from GeoTest visited the 8 lots on June 26 , 2017 in order to provide a visual surface evaluation of the site topography and bedrock surfaces and to determine a risk associated with the stability of site slopes . At the time of our site visit , the subject lots were surrounded by Rock Ridge Parkway to the southeast , residentially developed lots to the north , a steep bedrock cliff and residentially developed lots below to its west , and undeveloped and forested land to its south ( Figure 2) . The surrounding vicinity contained exposed , undulating bedrock surfaces that slope primarily west ( Figure 3) . Surface features of Lots 1 through 8 are described below . Lots 1 , 2 and 3 In general , Lots 1 , 2 and 3 exhibited similar surface characteristics . These lots existed within the northern third of the subject area and contained relatively flat topography within their eastern portions and northwest facing slopes within their central and western portions . Slopes within the eastern portions of each of the three lots were between 0 and 19 degrees (0 and 33% ) and slopes within the central and western portions of the lots were between 19 and 45 degrees ( 33 and 100 % ) . Steeply sloped , exposed bedrock existed along the western margin of the three lots . Up to approximately 80400t tall rock cliffs existed to the west of these lots . The majority of Lots 1 , 2 and 3 contained exposed bedrock surfaces ; however , a thin cover of graded native soil existed within the eastern half of Lot 1 and the eastern quarter of Lot 3 ( Photos 1 and 2) . Vegetation within Lots 1 , 2 and 3 consisted of scattered madrone and Doug fir trees , abundant groundcover, where present , and occasional shrubs . There were no signs of surface water or surface water channels on the three lots . Further, there were no signs of unstable slope conditions within the three lots . ' I a . r ' . , 4 # .' W I� 9TfaA ti ma Am mA vt s a a S yr Lk 4A 1 M A- Fti tirmT o aE � tSPA a s t AMtffl'� a t 4 ' "�a �fil '�� . s Photo 1 : Western half of Lot 3 . Typical conditions in western portions of Lots 1 , 2 , and 3 . Looking northwest. Page 2 of 14 v' � . All lb All lit Ip � sF � IL { ' .� lLItea �klR ; . t cc • - - • • Mill • - • - 1 - - - - • - - • IMP III w • 1 - - - All • • • • - • - - • - - - • 1 • - • - - ' , jop% 11L Job Jill dft �6 y �, 1,6 s Lilk Fs ,4k'i+l fne,I IV 44 In TTT r w k ` jel ,dd r 1 r p p All 3X ; In • • • • • • • • • • aT. K i 4 a < - a - r r If If w OF w OF • • i - - - - • • • • • • • • • • • i • • • • • • • • iOF • ' • " OF ' • • LL If FF r P WI I If e � 4 Ik tA k 3 av It f +fi < °' e � •�r =tsa a - • - - - - • - • - 1 R � :t'Y x Ir..'',d . ' �"r,r �*.S in tr'• y�t+t�Ps ' .� • r . ox,j�p� Y f Y m4r , rr LA p FW j I r r j .i�`� r 'YR s % kmLL • • • • • ALL AftAft Aft Aft Aft t fit, yrn^ 't 3 k'• t L �h �. t ` fr + ' LA dq ,Y irAAr � , LA AL . NP u r ml' . .{ I Al t k1( *AALA _tLL `d '� y is R _ -!.t _ _ .M .^t� # a l v ) 4 .. . - • - - - - • - • - 1 • AIN, AM AM ob AM AM AM AM dolb It ttI LL It a 1 f 41 LI IN 4) It ti the t r Fb #` j o ,. i ob • - • • • • • - - • - • • • - • - • • 1 • AM AM INS • • • - - • • • • 1 1 • • - - • - • • GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 Limited Aerial Photo Review We reviewed historical images dating from 1969 , 19981 2005 , 2006 ; 2009 , 2011 , 2014 , 2015 and 2016 in order to determine if there has been any recent significant slope instability on or within the near vicinity of the project site . Based on the aerial photos , the subject area and site vicinity contained native conditions , including tree cover and no signs of slope instability in 1969 ( Image 2 ) . The 1998 aerial image showed that portions of the subject area were cleared of mature evergreen trees , from apparent logging activity . In 2006 , numerous evergreen trees along the existing roadway were cleared and the early construction stages of Rock Ridge Road existed in the subject area vicinity . Since 2006 , the subject area appears to have been left undisturbed and unaltered ( Image 3) . While vegetation was cleared from portions of the subject area over the reviewed years , there were no signs that vegetation was altered as a result of slope instability . Please consider that exposed bedrock hazards , such as rock topple and rock fall , are difficult to discern from aerial images , due to photo resolution . However , historic photos show no apparent large rock failures . In addition , there were no other signs of slope instability within or adjacent to the subject area . As such , it appears that the general appearance of the site slopes has not changed significantly within the approximately 47 reviewed years . Aerial photos were obtained from Google Earth and Skagit County ' s interactive mapping service . I INA '` ," '\ ' ' 3 ♦ is War _ J #1 h4 '0 J ` _ . �go i ` e Ail It 47i E R } a -F t lt # t. ' Image 2 : 1969 aerial image of subject area vicinity (circled in orange ) . Skagit County iMap Page 7 of 14 Tel {ti+ep kRtJd � + i If it P1ka r + ' �' iv I MR If It p Reg IT,v Aa IsL x e x a ` r ur .a Tilet 1 eu x. , k� d a` Y3 i �Se 4"R IA _ .�,, ';,x� 5 ,li. r ' 1% A1 duje n '+ 4 u= ' r : ' w to as ` �u • Wyk n i « x ` � : fir Ja s �a a i t e SFr. AT s ,4 ,#, ' • '"5 � it1 AT rr r r� � Ir y �$ T1 PA+! t r s t rn F 'at 3s3 w a '} ;, e' < ?'4 ,•' t y rr u F Yes > �x rIT, V IT. To : It IT 1 0 1 }} �y +ty}�'�alr i AllAN tom_} t A`Y£ ly ety • - 1Ab _ • At • • — • • • ' • • OR • • i . ' • • • — • • ' • AN • • ' . Or • • • . • • ' • Or • to Or We Or Ir Me OF AV Aw We • . Or Aft . • � • ED • • — ' • • • . Or Or GeoTest Services , Inc. September 22 , 2017 Rock Ridge Summit, Anacortes , WA Job No . 17-0022 • Moderately hard — can be readily scratched by a knife blade , scratch leaves a heavy trace of dust • Hard — can be scratched with difficulty , scratch produces little powder and is faintly visible • Very hard — cannot be scratched by a knife blade On average , our analysis of the bedrock on site is described as having a " moderately hard to hard " rock hardness . Crystal Size Crystal ( mineral ) size and condition was evaluated to assist in determining the degree to which it may impact the development of rock fractures . Crystal size is described as follows : • Aphanitic — Microcrystalline/Cryptocrystalline — not distinguished by the naked eye • Phaneritic — Fine grained ( < 1 mm ) , medium grained ( 1 mm - 5mm ) • Porphyritic — Coarse grained (> 5mm ) On average , the bedrock within the subject property was determined to have medium grained ( 1 mm — 5mm ) phaneritic mineral crystals that appeared to be relatively unweathered rather than degraded . Weathering Bedrock weathering is the physical or chemical decomposition and/or disintegration of the mineral constituents of a rock mass by the natural processes of oxidation , reduction , hydration , solution , carbonation or freeze-thaw . GTS anticipates that bedrock weathering within the subject area is primarily caused by oxidation and/or freeze -thaw . The degree to which bedrock is weathered is controlled by permeability . Pre-existing fractures provide avenues for water to penetrate the rock along which the rate of weathering can be accelerated . The degree of discoloration is a reflection of the extent of weathering . Weathering descriptors are as follows : • Fresh — The rock shows no discoloration , loss of strength or any other effect due to weathering • Slightly weathered — the rock is slightly discolored , but not noticeably lower in strength than fresh rock • Moderately Weathered — the rock is discolored and noticeably weakened • Deeply Weathered — the rock is usually discolored and weakened and a two- inch sample can be easily broken • Extremely Weathered — rock is discolored and is entirely changed to a soil but the original fabric of the rock is preserved In general , the exposed portions of the bedrock on site range from being fresh to slightly weathered . Please note that the evaluation of the proposed bedrock upon which select residence foundations are proposed to rest was limited due to the presence of a veneer of soil cover . Page 9 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 Strength Rock strength , as evaluated in the field , is subject to interpretation and the response of the unfractured rock specimens to hammer blows including : • Very Strong — an outcrop resists heavy ringing hammer blows and will yield , with difficulty , only dust and small fragments • Strong — an outcrop would withstand a few heavy ringing hammer blows but yields only large fragments . • Moderately Strong — an outcrop would withstand a few firm blows before breaking • Weak — an unfractured outcrop would crumble under light hammer blows • Very Weak — crumbles by rubbing with fingers In general , the exposed portions of the bedrock on site were determined to be strong to very strong based on hammer blows . Fractures The number, orientation and condition of fractures are an important aspect of understanding the rock condition . Fractures tend to reduce the overall mass hardness and strength of the rock . Fractures include joints , shears , faults and other continuous breaks in the rock . Fractures may be : • Clean — no materials fill the fracture • Stained — discoloration or thin coatings of mineral deposits , commonly iron or manganese • Filled — fractures are filled or thickly coated with recognizable material such as carbonates , clay , quartz , or oxides . Width of fractures range from : • Very Wide - > 200 mm • Wide — 60-200 mm • Moderately Wide — 20-60 mm • Moderately Narrow — 6-20 mm • Narrow — 2-6 mm • Very Narrow - > 0-2mm • Tight — 0 mm Spacing of fractures range from : • Crushed — 5 microns to 0 . 1ft with clay • Intensely Fractured — 0 . 05 -0 . 1 ft without clay • Closely Fractured — 0 . 1 -0 . 5 ft • Moderately Fractured — 0 . 5 - 1 . 0 ft • Little Fractured — 1 . 0- 3 . 0 ft • Massive - > 3 . 0 ft Page 10 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit, Anacortes , WA Job No . 17-0022 GTS observed that bedrock fractures at the three test sites consisted of clean and quartz filled fractures . The clean fractures were located on steeper exposed bedrock portions , appeared to be a result of freeze-thaw ( mechanical weathering ) , and were narrow in width . The quartz filled fractures (joints) were located throughout the bedrock exposures , were part of prehistoric bedrock alteration , and were narrow in width . Overall , fracture spacing varied from closely fractured to little fractured . CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation , it is our opinion that residential development on the 8 subject lots is feasible and should not negatively impact the site from a geotechnical perspective by decreasing slope stability or increasing erosion potential . Further , we anticipate that development will pose no unreasonable threat to persons or property either on or off site provided the recommendations contained herein are incorporated into the project design . If the foundation elements are placed on flat or flat and stepped bedrock , pinning of the foundations is optional . However , if foundation elements near the top of the steep slopes rest on sloped bedrock, foundation pinning is recommended . If pinning is desired , we recommend that pull -out tests be performed . Once the overburden has been cleared from the lots and the bedrock has been excavated to bottom of footing elevations , if large joints or fractures 2 inches or wider are discovered that extend to the cliff face , GTS would like to evaluate them to determine if mitigation is required . Geologically Hazardous Areas According to the referenced City of Anacortes Code Chapter 17, 70. 180 Designation of Geologically Hazardous Areas, geologically hazardous areas include erosion hazard , landslide hazard , seismic hazard , mine hazards , volcanic hazards and other geological events including tsunamis , mass wasting , debris flows , rock fall and differential settlement . It is our understanding that the City of Anacortes has not identified geologically hazardous areas on the subject property . Further, the Skagit County Potential Landslide and Erosion Area map does not indicate that geohazards exist on the property . However, GTS observed that geologically hazardous areas on site consist of landslide hazards because of the presence of slopes having gradients steeper than eighty percent subject to rock fall during seismic shaking . Such conditions existed along the top of the exposed bedrock cliff face within the western portion of the subject area and on Lots 1 through 7 . As mentioned previously , no obvious signs of severe instability or evidence of large scale global instability were observed at the time of our site visit . Large scale global instability , consisting of deep-seated rotational failures , can extend down into the subsurface to substantial depths . These failures typically leave geomorphic evidence of their existence on the slope . Typical indicators are head scarps , tension cracks , sag ponds , seepage zones , hummocky ground surface and slump blocks . As such , it is our opinion that large scale landslides are unlikely to occur and affect the proposed development within the subject area . Page 11 of 14 GeoTest Services , Inc. September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 Considering that the proposed development will be located above ( on higher ground than ) all observed rock fall and topple hazards present within the west portion of the subject area , there is a low risk of such hazards impacting the proposed development . However , we recommend that the proposed residential development and associated foundations be setback at a minimum of 10 feet from the top of the steep slopes ( Figures 2 and 3) . Notably , GTS considers on the subject lots where the rockfall drapery- mesh system exists at the immediate top of steep slopes , we recommend that the residential foundations be setback a minimum of 10 feet from the top of the rockfall drapery- mesh , where present on the subject lots This setback is set in order to reduce hazards associated with mechanical weathering as well as rock fall or topple hazards toward the existing properties located downslope and west of the subject area . All necessary precautions should be made to ensure that the risk of rock topple or fall hazards from highly fractured bedrock zones is not increased beyond pre- development conditions . It should be noted that non - habitable structures such as decks may encroach within this setback . Decks may be either structurally connected to or disconnected from the residences . However , if they are connected , they should be cantilevered so that if the bedrock under the footings give way , the residence is not damaged . Pull -Out Tests Based on our surface observations , GTS concludes that the site bedrock appears to be suitable for foundation pinning . However, portions of the bedrock that contain closely fractured zones should be avoided for the placement of pinning elements . GTS recommends that the contractor consider conducting anchor ( rebar) pull -out tests for each lot where residential foundations exist near or within the steeper sloped geohazard areas . These tests are carried out for the purposes of determining the critical embedment length of fully grouted rebar bolts in relation to the minimum required tensile ( uplift) strengths for foundation design . Pull - out tests would be conducted prior to the placement of foundation elements in order to be used for foundation design purposes . Erosion Control As discussed above , a veneer of soils exists within the subject area . The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project : • All clearing and grading activities for the future residential construction should incorporate Best Management Practices ( BPMs ) for erosion control in compliance with current City of Anacortes codes and standards . • We recommend leaving as much of the existing vegetation on site slopes near areas of the proposed improvements as possible . Leaving the existing vegetation and planting additional brush and vegetation on site slopes and in areas disturbed by excavation activities will help maintain near surface slope stability by providing a stable root base within the near surface soils . Removal of vegetation and trees may increase the risk of failure for the surficial soils during periods of wet weather. Page 12 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 1M022 • Yard waste should not be dumped over the face of site slopes . Yard waste can retain water and cause instability on the slope soils . • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction . Areas requiring immediate protection from the effects of erosion should be covered with either plastic , mulch or erosion control netting /blankets . Areas requiring permanent stabilization should be seeded with an approved grass seed mixture , or hydroseeded with an approved seed -mulch -fertilizer mixture . We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control . • Proper drainage controls have a significant effect on erosion . All surface water and any collected drainage water from newly constructed impervious surfaces should not be allowed to be concentrated and discharged down the face of site slopes . All collected stormwater should be directed to an appropriate collection system to be discharged within the local stormwater collection system or to an appropriate discharge location . Notably , we understand that not all stormwater flowing on undeveloped native surfaces will be collected . Nevertheless , considering the collection of stormwater from residential related impervious surfaces , there should be a reduced impact of stormwater on the steep slopes after development . Based on observations made during our site visit and assuming that the above recommendations are carried out , as well as appropriate maintenance is carried out for the life of the proposed residences , it is our opinion that site slopes do not present a hazard to the planned development . LIMITATIONS Our conclusions are based on visual observations of surface conditions made during our site visit on June 26 , 2017 , review of available information and our experience in the area . Our study area included the area of the proposed residential development only , as referenced in this report . Our services have been performed in a manner consistent with that level of professional care and skill exercised by other members of the professional community practicing under similar conditions in the area . No warranty , expressed or implied , is made . Our services have been executed in accordance with generally accepted site evaluation practices in this area at the time the report was prepared . Page 13 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 We appreciate the opportunity to be of service to you on this project . If any questions should arise regarding this report , please contact the undersigned . Respectfully Submitted , GeoTest Services , Inc . `eot Wash ot was /, y� �0 °� nginwing Geobgis w• �f. Engiaeering Geologist 3057 c�� 2420 \op,• 'sed Geo�o sed Geo Joshua A Hardes Tim Chylla Josh Hardesty , L . E . G , M . Sc . Tim Chylla , L . E . G Licensed Engineering Geologist Licensed Engineering Geologist Dated : 7/21 / 17 Dated : 7/21 / 17 ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Bare Earth Imagery ASFE - Report Limitations and Guidelines For Its Use (3 pages) REFERENCES DNR , 2017 , Washington Interactive Geologic Map , Washington Division of Geology and Earth Resources . Washington State Department of Natural Resources , Skagit County website , iMap . http : //www. skagitcounty . net/maps/iMap/ Skagit County website , Potential Landslide and Erosion Areas Map , http : //www . skaaitcou nty . neVG I S/Documents/GeoHazard/t35rl 2 . pdf Soil Survey website , Skagit County , WA , prepared by the USDA National Resource Conservation Service , http ://websoilsurvey . nrcs . usda . gov/app/WebSoilSurvey , asi)x Page 14 of 14 Sarnish Island Indian Village famish tshind IF r$ 1 Guemes Island -k a� PROJECT LOCATION Bay � ' Jt , landrF 'dalgo Basy A1exai�d a , r � ' �Ageeatat� Beech ° a ,'' , ." serve rt+ : �. Plip � . arIF I IF , a. s ca `� " 1 Iowa dS 1 Corners .. }Sim {caeaeh F idal9d Island 1 � A% Film kl A IF ' Q Jaf' 5nee Dash p r Ifillpt Pr, I N MAP REFERENCED FROM ACME MAPPER 2 . 0 Date : 07- 14- 17 By : JH Scale : As Shown Project GEOTEST SERVICES, INC. VICINITY MAP 17 =0022 741 Marine Drive Bellingham , WA 98225 STRANDBERG PROPERTY Figure phone : (360) 733-7318 ROCK RIDGE SUMMIT fax : (360) 733-7418 ANACORTES , WASHINGTON r f 44 It cc ,d 4 d� ct I ! t moo `, . — ■ ■ ■ ci VIM I i r Alt t ■ f� i _- -. N no W 31ST ST l p � \ s ( NOT oP N ) � 20 701240094 1r 1200WES 0�85 )0. A C tS , 5. 59 t / 1 O ' GEOHAZARD SETBACN IL It N r' ®! ' / SUBJECT AREA N88 42 48 W ( c N 2'07 '40170. 82 " Wr ` 50000 , r r 4 i214 S5r1 IJ ' 19. n�' o ` rs T'S4 ' , 10 �. E` F ` 20. 04 ' f' ._ l 4� • n �� JJ P T�]� F LAB f � 3. 84 ACRES I 12L N 16020 54 " E } � 12 40. 11 ' o 46. 57 ' IPA ® 13 N 1017 ' 12 " E I - 75. 00 ° 6 N88.4? 48 op 17071 4 n 2 N88'42 '48 " W 43. 89 ' 7 / C 1 W 42 48 - W 0. L 19 N . PLAT OF , JJA. /CORTES L�LUME 2 OF PLATS ~ °`l 01 ' NG E B /FFER �2 Z AGE 23 BLXXK r r ,`'. 0 30feet , } NBp 14 '46 210. 01 ' 77 t = GEOHAZARD AREA SLOPES STEEPER THAN SO % WITH ROCKFALL HAZARDS ) i REPORT LIMITATIONS AND GUIDELINES FOR ITS USE ' Subsurface issues may cause construction delays , cost overruns , claims , and disputes . While you cannot eliminate all such risks , you can manage them . The following information is provided to help : Geotechnical Services are Performed for Specific Purposes , Persons , and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients . A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner , a construction contractor or even another civil engineer . Because each geotechnical engineering study is unique , each geotechnical engineering report is unique , prepared solely for the client . No one except you should rely on your geotechnical engineer who prepared it . And no one — not even you — should apply the report for any purpose or project except the one originally contemplated . Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all . Do not rely on an executive summary . Do not read selected elements only . A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest' s geotechnical engineers consider a number of unique , project-specific factors when establishing the scope of a study . Typical factors include : the clients goals , objectives , and risk management preferences ; the general nature of the structure involved its size , and configuration ; the location of the structure on the site ; and other planned or existing site improvements , such as access roads , parking lots , and underground utilities . Unless GeoTest , who conducted the study specifically states otherwise , do not rely on a geotechnical engineering report that was : • not prepared for you , • not prepared for your project , • not prepared for the specific site explored , or • completed before important project changes were made . Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect : • the function of the proposed structure , as when it' s changed , for example , from a parking garage to an office building , or from a light industrial plant to a refrigerated warehouse , • elevation , configuration , location , orientation , or weight of the proposed construction , • alterations in drainage designs ; or • composition of the design team ; the passage of time ; man - made alterations and construction whether on or adjacent to the site ; or by natural alterations and events , such as floods , earthquakes or groundwater fluctuations ; or project ownership . Always inform GeoTest' s geotechnical engineer of project changes — even minor ones — and request an assessment of their impact . Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. ' Information in this document is based upon material developed by ASFE , Professional Firms Practicing in the Geosciences (asfe. org) 00 GeOTC' 5T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed . Do not rely on the findings and conclusions of this report , whose adequacy may have been affected by : the passage of time ; by man - made events , such as construction on or adjacent to the site ; or by natural events , such as floods , earthquakes , or groundwater fluctuations . Always contact GeoTest before applying the report to determine if it is still relevant . A minor amount of additional testing or analysis will help determine if the report remains applicable . Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken . GeoTest' s engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site . Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report . Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions . A Report' s Recommendations are Not Final Do not over- rely on the construction recommendations included in this report . Those recommendations are not final , because geotechnical engineers or geologists develop them principally from judgment and opinion . GeoTest' s geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction . GeoTest cannot assume responsibility or liability for the report' s recommendations if our firm does not perform the construction observation . A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems . Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report . Also , we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications . Contractors can also misinterpret a geotechnical engineering report . Reduce that risk by having GeoTest participate in pre- bid and preconstruction conferences , and by providing construction observation . Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data . To prevent errors of omissions , the logs included in this report should never be redrawn for inclusion in architectural or other design drawings . Only photographic or electronic reproduction is acceptable ; but recognizes that separating logs from the report can elevate risk . Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation . To help prevent costly problems , give contractors the complete geotechnical engineering report , but preface it with a clearly written letter of transmittal . In that letter , consider advising the contractors that the report was not prepared for purposes of bid development and that the report' s accuracy is limited ; encourage them to confer with the GeoTest and /or to conduct ' Information in this document is based upon material developed by ASFE , Professional Firms Practicing in the Geosciences (asfe. org) ION. GeOT05T additional study to obtain the specific types of information they need or prefer . A pre- bid conference can also be valuable . Be sure contractors have sufficient time to perform additional study . Only then might you be in a position to give contractors the best information available , while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions . In addition , it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule . Read Responsibility Provisions Closely Some clients , design professionals , and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines . This lack of understanding can create unrealistic expectations that can lead to disappointments , claims , and disputes . To help reduce risk , GeoTest includes an explanatory limitations section in our reports . Read these provisions closely . Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project . Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment , techniques , and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study . For that reason , a geotechnical engineering or geologic report does not usually relate any environmental findings , conclusions , or recommendations ; e . g . , about the likelihood of encountering underground storage tanks or regulated containments , etc . If you have not yet obtained your own environmental information , ask your geotechnical consultant for risk management guidance . Do not rely on environmental report prepared for some one else . Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design , construction , operation , and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces . Biological pollutants includes but is not limited to molds , fungi , spores , bacteria and viruses . To be effective , all such strategies should be devised for the express purpose of prevention , integrated into a comprehensive plan , and executed with diligent oversight by a professional biological pollutant prevention consultant . Because just a small amount of water or moisture can lead to the development of severe biological infestations , a number of prevention strategies focus on keeping building surfaces dry . While groundwater, water infiltration , and similar issues may have been addressed as part of this study , the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant ; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations . ' Information in this document is based upon material developed by ASFE , Professional Firms Practicing in the Geosciences(asfe. org) tow GeOTC' 5T