Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2021-0610 1509 Harbor View Court
1 C} City of Anacortes Invoice/Permit#: BLD-2021-0610 904 6th Street Applied date: 07/20/2021 P.O.Box 547 Issue date: 10/06/2021 9 t►�: Anacortes, WA 98221-0547 Expire date: 04/04/2023 (360) 293-1901 Job Address: 1509 HARBOR VIEW CT Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: NEW SFR Automatic fire sprinkler system required prior to framing inspection. Owner: STEPHAN SMITH Contractor: PROGRESSIVE DESIGN BUILDERS INC Address: PO BOX 727 Address: PO BOX 727 ALBANY OR 97321 ALBANY OR 97321 Phone: Phone: (541)740-2948 License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R2 Building Permit Fee 3,233.75 Flood plain development N Plan Review Fee 2,101.94 Basement Square Footage 1100 Mechanical Permit Fees 157.75 New or Replaced Hard Surface 2800 Plumbing Permit Fee 160.00 Lot Area 24000 State Building Code Fee Resi 6.50 1st Floor Square Footage 2049 Sewer Inspection Fee 52.14 2nd Floor Square Footage 1126 Storm Drain GFC-Residential 1,746.97 3rd Floor Square Footage 308 Sewer GFC-Residential 9,331.86 Stove, Appliance 1 Park Impact Fee 615.00 Building Valuation 500000 Traffic Impact Fee 2,817.69 #of Heat Pumps<= 3 Hp 1 EMS Impact Fee 363.70 #of Air Conditioning Units 1 SFR/duplex: site plan/design 60.00 #of Backflow Devices 1 Stormwater Review 224.00 #of Tubs, bath 3 Total Calculated: 21,071.30 #of Clothes Dryers 1 Deposits/Receipts: 0.00 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 21,071.30 #_of_Gas Outlets 2 #of Gas Piping 1 #of Gas Water Heaters<= 100k 1 #of Tankless Water Heaters 1 #of Water Piping 2 #of Hose Bibs 3 #of Kitchen Sinks 1 #of Hand Sinks 3 #of Range Hoods 1 #of Showers 1 #of utility Sinks 1 #of Ventilation Fans 5 #of Water Closets(Toilets) 3 1 Y City of Anacortes Invoice/Permit#: BLD-2021-0610 904 6th Street Applied date: 07/20/2021 P.O.Box 547 Issue date: 10/06/2021 _ ;' 0, Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 04/04/2023 The issuance or granting of this permit shall not be construed to be a permit for,or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor.This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and examined this application and know the same to be true and correct. s� /�J v Y y SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ;(JJ(v' Y O40wcODgco �, 111111 � o�, ,w4`<° y o4 to Storm Water Drainage Report Minimum Requirement 2 7 ENGINEERING DEPARTMENT '-7Acw,4,7 ���1 1841 ��' oz 904 6th Street Anacortes, WA 98221 "rTOFIELO1�Se� www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: High sediment discharge potential. Project Address: 1509 Harbor View Court Submittal Date: 7/20 Parcel Number: P105261 Revision Number: Permit Number: Reviewer: Rob F. Acceptance Date (COA): 8/17/21 FRONT OF REPORT: Submittal Checklist: (All items listed below are required for a complete submittal) o Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer's Stamp o TAB 1: Minimum Requirement#2 — Construction Stormwater Pollution Prevention (SWPP) o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Model Soil Management Plan for BMP T5.13 o APPENDIX 3 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 4 - Site Plan with all applicable information (Minimum Size 11x17 — 30 scale) o APPENDIX 5 - Documented Site Photos (North, South, East and West) Stormwater Management Requirements: o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Project Description and Summary: Summary Table Existing Proposed Develop--voAc°°E'co� Single Family Numbei `z�41 % Y O { 1 Lot Acr( A 9n 25,275 SF Soil Tyr ORM Site Se( ,. 1891 rs`' ;ore (High\Low) 140 High Depth t( % 4CO' ' L' )le (Feet and Inches) N/A (See cot tkJFIELD114 (Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) N/A Impervious Surface (on-site) 3,313 sf Impervious Surface (off-site) 0 New and Replaced Hard Surface Total (SF) 3,313 sf Lot Coverage (Percentage) 13% BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence) The existing 25,275 square foot lot is undeveloped with no trees and grass at a slope of 14 to38% with a recently constructed single family home at the bottom of the slope. Harbor View Court fronts the west side of the lot. The upslope undeveloped property sheets onto this site. No critical areas exist on or near the site. Existing drainage sheets to the north and to the west. An enclosed storm system is stubbed to the site. Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) The project is to construct a 2,031 square foot single family home, 141 square feet of sidewalk, and 1,141 square feet of driveway for a total new impervious area of 3,313 square feet. The driveway will wrap around the south side of the site to Harbor View Court along the uphill side of the house. The site plan shows existing and proposed contours. This site is part of a recent short plat that accounted for storm water. The project is Flow Control Exempt due to the site being developed with the downstream system considered in the report for the Smith Short Plat. Complete the Applicability Requirements — Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach Version Date: October 7, 2019 Previous Version Date: February 20, 2019 <0.° CODS c� A 1TYO {* l.4.1 Flow Chart for Determining Requirements for New Development 1891 -Ctrs PTO NELn i, art Here 1 Does the site have 35% Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 34 ' acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater,of new plus ► native vegetation to pasture? replaced hard surface area? \No Yes Yes Does the project result in 2,000 ■ square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. ■ Does the project have land Minimum Requirements#1 disturbing activities of 7,000 through#5 apply to the new , Yes square feet or greater? and replaced hard surfaces and the land disturbed. No ■ Minimum Requ irement#2 applies. sa,,.:= Figure I-2.4.1 Flow Chart for Determining Requirements for 4111 New Development DEPARTMENT OF Revised June2015 ECOLOGYPlease see httpl/www.ecy.wa.gav/capyright.htmifor copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I- Chapter 2-Page 37 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 CODEco Y 1O e TAB 1 (PI m=MENT #2) NOM • 1 4,4COR�� oC lquirement#2 — Construction Stormwater Pollution Prevention Plan (SWPP) �FfELo'se ,quired to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 QFOWCODEC w4�A YO44e m ��``QCOR���`Os 1891 Table 4.1.1 Source Control BMP's by SWPPP Element ��FIELT?tr�se� E lamenti1 ElementeR Element 05 Element ES E lament Element ill Element 012 Element t:1.3 Bier ar cerement nano P[t serve Estatrllsh Stabltra Protect Control Mdnteln Manage the PraueCt Low Vepetatlonlil et Construction Sala Slopes PollutantsBMPa Protect Impact Clearina Lh,*e Assess Desslawcint BLIP C101: Presenting NatureIVsgetattan 1 BLIP C102:Buf.r Zones 1 1 IMP Chia:High vbibilty Plastic or Metal , , Fence IMP C105: StehlttedConstructlon , Entrance/Exit BLIP C101:Wheel Wash 1 BLIP C10T:Construction RoadlParkrtg 1 Area Stebllydlon BLIP C120:Temporary and Permanent , , Seeding BLIP C121: Mulching 1 1 BMP C12Z: Nte and 0lanhets 1 1 BMP C123: Plm*Covering 1 BMP C124: Sodding 1 BLIP C125:Topoolling!Coneposting 1 BLIP C124: POI ecrplradde for Soil Erosion , Protection IMP C1]0: Sudan Roughening 1 1 BLIP C131:Brasilia!Terraces 1 1 IMP C1d0: Bust Control 1 IMP C110: Materials On Hand 1 1 IMP C111:Concrete Handling 1 IMP C112: Saweutdng and Surfacing Palution Prevention BLIP C153: Material Balmy,Storage and , Containment IMP C114 Concrete Mahout Area 1 IMP C110:Certified Erosion and I , Sediment Control Lead IMP C11Z:Scheduing I Version Date: October 7, 2019 Previous Version Date: February 20, 2019 �QFowCODEcc w4 11Y O44e m. 4CORk °s _1 Runoff Conveyance and Treatment BMP's by SWPPP Element or,, nsse ;Element rl3 dome nt#€ Elegant NU Elerr�rit M7 9erYrrwrl I Element i Element via EIe+rFen#iF11 ElMF or'�IvintII1M Cor)ol 4Qslsll Ciiiiantri Prcebni PI'vtoIA colltrvl Central[5a• E'rolcGk WW1' •'' rimer Rawl. Sed'rr nt Sl iist :1raln iamb : Fps WiLetInii Impact 09711ral¢ wit Malt ]tYo lair enr • 15117 CxgO, kWr eptorDike PRI. welu V GNP C2I t: Gram-Lined Cluingials it 611R CZIM Gbyenrtel L1ith V r REP C202: 'V Maw.Elms V V. • EMIR CM: Pipe Slopes Oreirm If 8L 1P C20d: 8ribarrrracu dralrp if shin C2U : Level SpreaCiat if BWP ClintChock Daps V tiF . . -I E3Mr( oe: Trianguiar Sit DIM(OpentgKi '. v" . . _ 41?— Eivcaead Chrck Dom .BMP C2Blk Or E Pw'ui l i6oa . I I • BM11PC 4: 9Iorrn Drain In4 tProteellon• BMP G2S1= Brush Barrier I I •• • leNiP t:232 Ori l Finer Berm �' Bre C23•& Sit Fgncc I • . 1 r WNW C2.94: W phial Strip . if V BMP CDR 1'#t1vc V E IMP C2361 VagIlErtlre nitration d --- — - .__.. . . - - - - - — -- ...i are SadfgrunE Try ,/ le BMP C241: TIm etrary's iiiferrt Food 1 I I --BMP C296e CosidtrLLZtlm 8lor made . I - Clterrycal i'restrrrast I EIMP G2S1:Canertiniallon Stirrer eler FIIIrallon • _— -- i BMP C2hZ Mai Pli Neuer'altration[Mr* I v. COI IMP C 3:PH CQntrdiQrHleh RHYtrhar I Version Date: October 7, 2019 Previous Version Date: February 20, 2019 401k CODE c� A Arc Y A4�pR,�w�`oz 13 Elements of SWPPP -rrett>>�S 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 Above from 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. Owner Name: Stephen Smith Site Address: 1509 Harbor View Court Prepared By:_Dale Herrigstad P.E. The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits 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. E Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A high visibility construction fence BMP C103 will be installed at the perimeter of the construction site except if and existing fence already exists or were silt fence is used. BMP will be installed as first step of construction. BMP C233, Silt Fence will also be used to mark the north and west perimeter of the construction site. BMP to be monitored daily and repaired as needed. ELEMENT 2: Establish Construction Access 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. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 n 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. ❑ Con(o4oi.coflio0 ing only after sediment is removed in accordance with the above bullet. n C ��' 1T Y O {� wastewater by pumping back on site or otherwise preventing it from discharging it Ape ✓to waters of the State. Constru 7c., m Harbor View Court to the West. C Ow R a 4 `oz PTO Fitt Sep ELEMEIW i o: L.uiiuui riow 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. n 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). If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. A silt fence BMP C233 is to be installed along the downhill north and west side of the property. A sediment trap will be identified on the northwest corner of the site. ELEMENT 4: Install Sediment Controls Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ 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. n 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 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. ❑ 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. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. E 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 as noted in element 3. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. BMP C162 Scheduling. 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 ernsi4o1.CODic0 47 y O A{ y season (May 1 — Sept 30): 7 days �Apie season (Oct 1 —Apr 30): 2 days ❑ end of the shift before a holiday or weekend if needed based on the weather c� ���4CpR�w`oz es from erosion, protect with sediment trapping measures, and where possible, be Ic �T�rrett,,�se� orm drain inlets, waterways, and drainage channels. ❑ Minimize me amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. n 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 and plastic covering. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR#2. ELEMENT 6: Protect Slopes n 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). ❑ Divert 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. n Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ 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. BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The site is steep with 15 to 38% slope in the area of the construction. 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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). E Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the cony CODE o, without first being filtered or treated to remove sediment. n k Arc Y O Ae, ads clean. Do not allow sediment and street wash water to enter storm drains e -A.:quate treatment unless treatment is provided before the storm drain discharges to ❑ It 9r .�� ected weekly at a minimum and daily during storm events. Per deta �T�rrett>>�Se� Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity or me project. To be installed prior to the start of any construction. The nearest downstream CB is at the intersection of Oakes Avenue and Harbor View Place. BMP to be monitored daily and repaired as needed. 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. ▪ 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. ❑ Provide 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. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge 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. ❑ Apply 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. L Use 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. ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 appli 4ogcon co " 'iarging wastewater from concrete washout areas. ❑ C ��a 1T y MA{* ✓al from Ecology and provide to the City before using chemical treatment other r :o adjust pH. ❑ V /�`� `e chopped and spread on site. n C 'yp) , hydraulic system drain down, solvent and de-greasing cleaning operations, fuel t< „,��✓ w 4 1891 R� oz removal, and other activities which may result in discharge or spillage of pollutants stormwater runoff using spill prevention measures, such as drip pans. ▪ Clean contaminatea 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. Contractor is to provide spill prevention kits for excavation and concrete crews are required on Site. 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. P 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. I Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. A temporary sediment trap will be located in the North West corner of the construction area. If dewatering is necessary it may discharge to the temporary sediment trap. The sediment trap will be designed for a 3,313 sf impervious area or 0.08 acres where the developed 2 year flow is 0.03 cfs X 2080 sf/cfc flow = 62 sf surface area plan or 8'x8' square surface pond area minimum. ELEMENT 11: Maintain BMPs L 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. ▪ 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 corm corie.o "—s that are to remain in place following completion of construction shall be e CAW y O � 1 in full operating conditions. If sediment enters the BMPs during construction, it s �W the facility shall be returned to the conditions specified in the construction d " n F 7c, trapped sediment on site. Permanently stabilize disturbed soil resulting from n ���✓'4CpR`cw`o� vegetation. PTO Fin 01- BMP to we uiiuuiiwieu wally and repaired as needed and or as required by the City of Anacortes. Weekly reports are required to be submitted to the building department. 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. ❑ 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. ▪ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Maintain, update, and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ 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: 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. 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 and the responsibility of the owner. Project does not require a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. No LID BMPS are proposed. _Dale Herrigstad _July 12, 2021_ Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT #3) • 1-2.FIoRconEc " �quirement#3 —Source Control of Pollution wecQ 1TY O .°{ p (j �� and reasonable source control BMP's must be applied to all projects. Source he selected, designed, maintained according to the reference Ecology Manual. NOM I 4, 1891 A, e control BMP's is to prevent stormwater from coming in contact with pollutants. T 4CORSQ� ;tive means of reducing pollutants in stormwater, and, therefore, should be ,0FIELI� c .. .�. . ... .,.. r. ,ects. Single Family Residential Construction Projects and Residential Subdivisions are Exempt from this Minimum Requirement. All Commercial Properties, Industrial Properties, and Multi-Family Properties, Boatyards, Sand and Gravel Mining Opertations are required to comply with this Minimum Requirement. Refer to Chapter IV-2.1 Applicable (Mandatory) Operationsal Source Control BMP's Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 4 (MINIMUM REQUIREMENT#4) low corm.c.0 • 11i 1T y O 4 lent#4— Preservation of Natural Drainage Systems and Outfalls N e terns shall be maintained and discharges from the project shall occur at the natural Ic m.i extent practicable. The manner by which runoff is discharged from the project site n yc,, nificant adverse impact to downstream receiving waters and down gradient p 4"4 891 64 o� s require energy dissipation. T �� CORSQ� .eserve and utilize drainage systems to the fullest extent because of the multiple &WI I I IVVC4LGILu� these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? No. If yes, refer to section 1.2.5.4 for Supplemental Guidelines for additional information. No change in drainage is proposed for this site. A perforated stub out connection will be utilized to control runoff. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT #5) • Minimum Requirement#5— On-site Stormwater Management �O40g CODE c047 F . 1T Y O c9 at trigger Minimum Requirements #1 through #5, shall utilize the On-site CAP '4' Trent BMP's from List#1 for all surfaces within each type of surface in List#1; or, NOM C m.ince with the LID Performance Standard. Projects selecting this option cannot use F ,G'� 1891 z may choose to use Bioretention BMP's as described in Chapter V-7 — Infiltration a % 4Cag�S '° atment Facilities to achieve the LID Performance Standard. PTO Fit 011.4°' Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria for List#1 and List#2. Is this project Flow Control Exempt? Yes (See Appendix l-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). The project is Flow Control Exempt due to the site being developed with the downstream system considered in the report for the Smith Short Plat. If the project is Flow Control Exempt, select from the list below (Skip List 1 and List 2). o BMP T5.13 Post Construction Soils Quality and Depth o BMP T5.10A: Downspout Full Infiltration, or; o BMP T5.10B Downspout Dispersion Systems, or; o BMP T5.10C: Perforated Stub-out Connections, or; o BMP T5.11 Concentrated Flow Dispersion, or; o BMP T5.12 Sheet Flow Dispersion BMP T5.10A: Downspout Full Infiltration: Soil type is Catla Gravely Fine Sandy Loam HG D, with the design criteria for Sandy Loam requiring a Minimum trench length of 125 If for 1,000 square feet of roof area. With a roof area of 2,390 square feet a trench length of 299 If would be required at 24 inches in width, 15 foot separation from the building and 6 foot separation between trenches. There is not the space on the lot for the required trenches. BMP T5.10B Downspout Dispersion Systems: Downspout dispersion requires a flow path of 50 feet that is not feasible on this site. BMP T5.10C: Perforated Stub-out Connections: Is feasible. BMP T5.11 Concentrated Flow Dispersion: Also requires a flow path of 50 feet that is not feasible on this site. BMP T5.12 Sheet Flow Dispersion: The dispersion area of 25 feet below a dispersion trench is not feasible. The driveway surface will be directly discharge to the private road that conveys to the Bio- retention Cell at the entry to Harbor View Place. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 All sites are required to utilize BMP T5.13 — Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is rnQlo% CODEc04 e. No other on-site Stormwater Management BMP is necessary for that surface. F w�� 1T Y O °{ :termined by evaluation against: limitations and infeasiblity criteria identified for each BMP in this manual, and; ' . 1891 o� 'ds criteria listed in Chapter V-5 — On-site Stormwater Management. 4COR 6` L �'bF�Lose 3ed Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf See Appendix 3 for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. BMP T5.10C: Perforated Stub-out Connections Roof downspouts will be collect to the northeast corner of the house and pass through the perforated stub-out prior to discharging to Version Date: October 7, 2019 Previous Version Date: February 20, 2019 �Oo1 CODE co A /!hi94' Post-Construction Soil Quality and Depth elliali1891 Definition ,As&Q C'1'T0FIELD1 ing (undisturbed)soil and vegetation provide important stormwater func- tions incivaing:water infiltration; nutrient,sediment,and pollutant adsorption;sediment and pollutant biofiltration;water interflow storage and transmission;and pollutant decom- position.These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides,fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chem- icals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost,com- posted woody material, biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state,the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated,controlled area, not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall,at project completion,demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds,and 5%organic matter content in turf areas, and a pH from 6.0 2014 StormwaterManagement Manual for Western Washington Volume V- Chapter 5-Page 911 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 0g CODE co �O A 1Y O {* /� Ty 0 or matching the pH of the undisturbed soil.The topsoil layer shall have nimum depth of eight inches except where tree roots limit the depth of 761111111111L rporation of amendments needed to meet the criteria. Subsoils below the � RCQ ,14' ❑il layer should be scarified at least 4 inches with some incorporation of �TOFIELD."' apper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved"amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales,and Planter Boxes(p.959),with the excep- tion that the compost may have up to 35% biosolids 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 ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.)above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options:The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved"rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved"rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 912 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 0g CODE co �O A ��' 1TY {* 71. one method may be used on different portions of the same site. Soil that m.eets the depth and organic matter quality standards, and is not com- Allialk ies not need to be amended. 1891 As C0 mittingllnspectionNerification Guidelines & Procedures Tp FIELD I Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http:llwww.soilsforsalmon.org/pdf!Soil BMP Manual.pdf Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction,such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. . 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, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: • BMP T5.10B: Downspout Dispersion Systems(p.905) . BMP T5.11 : Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) • BMP T5.30: Full Dispersion (p.939)(for public road projects) 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 913 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 QlowCODE co _4� T Y °t G '7,, Figure V-5.3.3 Planting bed Crass-Section m T 1891 laiIlk c� .gCORS 69 ��FIELD).,3 Mulch — 1:—.., LJ �� a 8" Loose soil with visible dark organic matter } 4'' Loose or 1 fractured subsoil Reprinted from Guidelines and Resources For implementing Soil Quality and Depth EI MP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington,2010.Washington Organic Recycling Council MOM= Figure V-5.3.3 ullgi Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see hltpl/www.ecy.wa.godcopyright.htmlfa copyright notice including permissions. State Of Washington limitation of liability.and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 914 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 �Oo1 CODE co A f( \ rforated Stub Out Connections {BMR T5.1 tIC} 'yr,) b out connection is a length of perforated pipe within a gravel filled '12, 4�pRw`o� iced between roof downspouts and a stub out to the local drainage sys- �T�Frei.n�,,5eC .1 .8 Perforated Stub-Out Connection (p.466)illustrates a perforated stub ULU L:UIIIleuLlUl1.These systems are intended to provide some infiltration during drier months. During the wet winter months,they may provide little or no flow control. Applications & Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), perforated stub-out connections may be used only when all other higher priority on-site stormwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g.,driveways and parking areas)surfaces. Use the same setbacks as for infilt- ration trenches in 111-3.1.1 Downspout Full Infiltration Systems(BMP T5.10A) (p_452). Have a licensed geologist, hydrogeologist,or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20%or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems,the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level,2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure 111-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Model Representation Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 465 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 �O4O1k CODE% :figure III-3.1.8 Perforated Stub-Out Connection 'y 189i -Ctrs PTO FIELD 1�Se- random fill - filter fabric 4"pertpipe 18"min. wirMENINtr r4.6.11111V fl,0111 .i 1%"-X"washed rack 7/T J.:3-.7frarao 24"min. Trench X-Section slope to road I., drainage system 2'x 16' level trench wlperf pipe Plan View of Roof NOT TO SCALE MOM= Figure III-3.1 .8 Perforated Stub-Out Connection DEPARTMENT O F Revised December 2015 ECOLOGY Please see httpi/www.ecy.wa.goulcopyright.htmt for copyright notice including permissions. State of Washington limitation of liability,and disdaimer. 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 466 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 1 — Survey performed by a Professional Land Surveyor FOWCODECO 4``.9 SMITH 4 LOT SHORT PLC w Ali?, Y t m.N THE S.W. 1/4, SEC. 22, TWP 35 N., RNG 7� �o� CITY OF ANACORTES, WASHINGTON .' CpR ILF �6E, set REBA&CAP 1 � OF kFIELD Sep H DELTA . �¢ �,+,0 200' 71 a!Y' 3Ga737'- V EST iot.sr 165 O ," LOT 1 ',t. sPR :.�`` MIME MaLIMIED ll25,921 SF L 50_32_E Lr29.71' ' - Faxw R & = 0 44'31' 0 10' PRIVATE UTILITY EASEMENT rIX120 E CAP AP 120070103411E A P IL_- \ CENTERLINE OF 20' COMMON WOOD a r , \DRIVEWAY EASEMENT AF 23.6'..IENCE r'• n \ ‘19311050076 ENCROACHMENT g 30' PRIVATE ROAD AND EASEMENT I �& Si �# —� r i 1 v. 109.43' 10.00' 166 c, g . 'I 588'48'211 199.43' ,�d J/ r 1/ �. + IfMLITY EASEAIENr 4rT J 1 8 1 \ ao LOT 7 H 167- / r HD / ','1 '!1 T/ smosuks25 275 SF �, (�ii ,,e �' f ` ,r IN RTSMENCE / �/ //0ACCESS AN : 'Ir a .A X :••_ / 1 / trrisr ESMT /i N9600'001 143.02' / 0/4-f . .i,'' OLO WI 2 117?' ,; , 1-, Z� ,b L® 9 LOT 3 1 .:1'82 10, 25 491 5F t`' 5 i ., 24,967 SF `'-- ir 4* �� io, i svrsaluals rl�IrwFn N. � ' '-'o • IR / / r /g •1.S. $B8'S0'52W1 t40,g1' ,.:f' / o�`� 1 _ 1.— 'I., i a' sari w R. PLAT OF HARBOR •.} 7.T, y=.. ,173 -- `'A ;:�' "'' FENCE• _' <! / 2 S VIEW ESTATES 10 '' �`�, � ' ^ _' o, AF #9311050076 ,'-- 1 D' IN;rE u rr - Zr c. r_ EASEIi HT`�.::': _,;_:: I Ii 3 ,y '"'�"�' \ ; \ :SHORT`'PLAT 05-008 I— e° -,, 1 ; F #200702060091 �- r ( l- k NA 41 ...,<- .,...:...,155(...4:..›;,,,,,,,,,H10- \ I ' !T 7 PLAT OF HARBOR hi j+ VIEW PLACE W „ ` 5 1 AF 0931105007fi — — — I I I . +T ! 6 SE CORNER OF SE 2 T T 1P 4 1 PLAT AF) I 1 122.57 RID MONUMENT f9311050079 00.84' (300.88' RAT) CASE&COWER 7 1a-23-os ' VIEW PLACE — — SiIRYEYURS CERTIFICATEMH4—LOT - ---e u- I hereby certify thof. the SAtTFH SHORT PLAT is based upon an 1 and subdivision performed by me or under my supervision of Section APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the 4ogcook'co i meet the specifications outlined under Minimum Requirement 5. The specifics G1T y O 47A{9 3DOT and CSI Formats. For specifications, refer to the above referenced PDF. This sub m.,rred submittal since most projects are not sure who the supplier will be at the time of buildir 7r,, i. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provic ���44c e En 89I `oz rtProcts triggering gring Minimum Requirements 1 through 9, the Test Report NA .0 FIELD ICZse Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pages. OW CODE co Site Addr ��(,,c I' 44,, Permit T3 CAW m Permit Number: Permit Hi ea= Phone: Mailing A 9,� 1891 47 , , 4COR� o Contact P �TOF,ELnnsse� Phone: Plan Prepared By: ATTACHMENTS REQUIRED(Check off required items that are attached to this plan) Site Plan showing,to scale: Areas of undisturbed native vegetation(no amendment required) New planting beds and turf areas(amendment required) L Type of soil improvement proposed for each area ____I Soil test results(required if proposing custom amendment rates) Product test results for proposed amendments AREA# (should match Area#on Site Plan) PLANTING TYPE Turf _Undisturbed native vegetation Planting Beds _Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION _inches(depth)of scarification needed to achieve finished total 12"loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3_1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import =cu.yards per 1,000 sq. ft. _Amend with compost X ,000s sq.ft. in this area _Stockpile and amend =cubic yards of amendment —*—*—*—*—* QUANTITY: CU.YDS. ( cu.yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 3_1 Amend =cu.yards/1,000 sq.ft. Stockpile and amend X ,000s sq.ft. in this area ( cu.yds. stockpiled) =cubic yards of amendment ——*—*—— QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) =cubic yards of mulch —————— QUANTITY: CU.YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product#1: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#2: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#3: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See a." FpltcoDiso )cts within the City of Anacortes are required to complete that document under Appendi: yA{ 1891 4CORSo t�FIELDe Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Western Washington Phase II Stormwater Permit i. APPFKr 4O D7o letermining Construction Site c)1T Y °�A{'� Sediment Damage Potential �7 � z The f % gCR`S .� :m allows objective evaluation of a particular development sites potential to disch �T�rretn,�se� mittees may use the rating system below or develop alternative process designed to identity 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. ii. 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 anthropogenic 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 contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. iii. 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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: �QloRconEco A flow through a vegetated area with dense ground cover �' C�. Y O r hrough a wetland not included as a sensitive feature �AW m hrough a significant shallow or adverse slope, not in a conveyance NOM el, between the site and the sensitive feature. Ic �� � diment/erosion sensitive features from step one that are hydraulically near 1891 ti \ 4C0RV/ 1 to step three. If none of the sediment/erosion sensitive features are h el•ponnov4se : site, the assessment is complete. vii. 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 100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Con-".."-- ".- Sediment Transport Potential Worksheet SG A C.) {91. If site (average, weighted by aerial extent): Points mi .. 0 5 ��,4 1891 C R�w�`oz 15 30 -0rrein11.4 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 intercepted1: 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 140 1 If no surface or groundwater enters site, give 0 points. APPENDIX QFORcon co- —ith all applicable information (Minimum Size 11x17 at a legible scale) 4`° T Y 44e See full Ge 'ft 4CORY o FIELD Se� APPENDIX 6— Documented Site Photos (Show all directions of the site, including frontage) Location: 1 FORc6 co-`"-w Court Descripi �4.0) 1T Y O�A{ _ooking east from road Photo tE 4, �2 •stad rn 111 vj7 1891 _ ��FIELDSe� .',.*1-I-- . '''-'" ,11r.. lit . - - , i f , '' - .cam ,- t_X�� ,r y 1; 4 ' ‘ Y O PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT -awe Mailing Address:P.O. Box 547,Anacortes, WA 98221 i Office Location:904 6th Street,Anacortes WA 98821 ,7'L ``' Phone: (360)293-1901 •�cod /6a 9 44-126 d� iv Cr 4-co f-c-5 Residential Building Permit Application Submittal Packet New Single Family Residences (SFR) Duplexes Additions and Remodels(SFR&Duplex) Accessory Dwelling Units Manufactured Homes Residential decks and retaining walls SUBMITTAL CHECKLIST C O m H a _ C Residential Building Permit 2 ; o ++ o -a D +a ". 3 o 3 a, Submittal Requirement Checklist oc ; o �, o Y oa s, V Ll C s_ y C Ts �o „F U = _ Y In o rn — O c = aJ .0 SJ Q u See pages 2-3 of this handout for information about each 3 U u tli 6 E Y c E E Q V submittal item listed below. Z % a p = 2 = in 2 0 Residential Building Permit Application Form X X X X X (FQRnd BP-1—attached) ,_,----Structure &Site Information Form (FORM BP-2—attached) X X X X X Mechanical&Plumbing Fixtures Form X X X (FARM BP-3—attached) _-Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) /5tormwater Management Minimum Requirements L,/ Determination X X X X ,..40)1M BP-5,attached) ✓ ,-Stormwater Site Plan X X X X Si -Plan & Landscape Plans X X X X X ,(1equirements listed on Form BP-6) ✓ Sii,3Jctural Plans&Calculations X X X X X " Energy Code Plans&Forms X X LAanufacturer's Specifications/Cut Sheets X r/-Copy of recorded survey X X X X Technical Reports X X X X Other Required Permits X X X X X ADU Affidavit of Owner Occupancy(signed) X Required Number of Copies and Plan Size Fees 2 paper copies of each item above • Plan review deposit is taken at time of Plans must be minimum 11" x 17",to scale,and legible application submittal. 1 reduced size copy(maximum size 11"X 17")of the Site • Permit fees are paid prior to building Plan, Floor Plan and complete Building Plans permit issuance. Page 1of18 Res.Building Permit Application Submittal Checklist Updated October 10,2019 �T y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT " ,'4' Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 \< ‘7-1101,47 Phone: (360)293-1901 REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items is provided below to ensure Applicants are fully aware what City staff will be looking for when an application is submitted to the City. FORMS AND PLANS • FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION FORM. Provides key information about your project, including type of permit you are applying for, and property owner, contractor, and contact information. • FORM BP-2:STRUCTURE AND SITE INFORMATION FORM. Provides key information about the proposed structure, including height,floor areas,fire protection proposed, and asks questions about site characteristics that are used to determine whether your project requires any other information or additional permit applications to be submitted. • FORM BP-3: PLUMBING AND MECHANICAL INFORMATION. Form BP-3 provides space for you to fill in fixture information for plumbing and mechanical appliances and equipment that are included as part of your project. • FORM BP-4:ARCHITECTURAL PLAN REQUIREMENTS. Form BP-4 contains a list of all the items required to be shown on Architectural Plans. • FORM BP-5: STORMWATER MANAGEMENT DETERMINATION FORM. Most development within the City of Anacortes that involves disruption of soils,or construction of buildings,streets, parking lots,etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading,vegetation removal),or the amount of hard surface that is created or replaced on a site(building footprint,concrete,asphalt or gravel parking, sidewalk,etc.). Form BP-5 assists you in determining the level of stormwater review(applicable Minimum Requirements) required for your project. • STORMWATER SITE PLAN. The Stormwater Site Plan is the comprehensive report containing all of the technical information and analysis necessary for regulatory agencies to evaluate your project for compliance with stormwater requirements. The level of stormwater review and contents of the Stormwater Site Plan will vary with the type and size of the project,and individual site characteristics. Use Form BP-5 to determine the level of stormwater review and then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. • FORM BP-6: SITE PLANS& LANDSCAPE PLANS. Form BP-6 contains a list of all the items required to be shown on Site and Landscape Plans. • STRUCTURAL PLANS: Plans prepared and stamped by a State of Washington licensed professional structural engineer drawn at a scale approved by the Building Official clearly indicating the information required by the"Permits"section of the currently adopted International Building Code and Chapter 19.27 RCW(State Building Code Act,Statewide amendments), and City submittal forms including:structural members labeled as to size and spacing as well as bracing, blocking, bridging,special connectors, and anchor bolts; cross-section details,as needed,to show typical foundation,floor,wall, ceiling and roof construction; insulation of walls,floors and roof/ceiling;and details of stairs,fireplaces and special construction, if any. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 2 of 18 v1� y p� PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 \�4qv�' Phone: (360)293-1901 coit • STRUCTURAL CALCULATIONS: An analysis of loads, materials,etc., prepared and stamped by a State of Washington licensed professional structural engineer. • ENERGY CODE FORMS: The standard Washington State Energy Office form requesting the information required under Chapter 51-11 WAC detailing building components used to comply with the State Residential or Nonresidential Energy Code,as applicable. • MANUFACTURER'S SPECIFICATIONS/CUT SHEETS: A document that summarized the performance and other technical characteristics of a product, machine, component, material,or subsystem (e.g., a power supply) in sufficient detail that allows the City to determine the product will be incompliance with applicable codes. • COPY OF RECORDED SURVEY. A survey of your property is needed so that conformance with minimum setback requirements and other development standards can been confirmed and verified on site by the inspectors. Property markers must be visible on your property. If they are not at the time an inspection is requested, you may need to have a new survey completed. OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS TECHNICAL REPORTS Following is a list of technical reports that will be required to be submitted to the City when certain circumstances exist on or near a site an Applicant is planning on making improvements to. The general triggers for each of the listed technical reports I provided below: A. CRITICAL AREAS REPORTS: In general,Critical Area reports are required when wetlands and/or streams are located on or near a site. Critical area mitigation plans may also be required, depending on the project proposal. See Anacortes Municipal Code Ch. 17.70 for additional information. B. GEOTECHNICAL REPORT: In general,Geotechnical Reports are required when work is proposed on or near slopes in excess of 15%and/or known landslide hazard areas. See Anacortes Municipal Code Ch. 17.70 for additional information. OTHER PERMITS DETERMINED ON A CASE-BY-CASE BASIS OTHER FORMS Following is a list of other permits that could be required in certain circumstances. The general triggers for each of the listed permits is provided below. A. FILL AND GRADE PERMIT: Grading(importing,exporting, and/or moving material on a site) of more than 50 cubic yards and/or if grading modifies the existing flow of stormwater or groundwater. B. RIGHT-OF-WAY PERMIT: A right-of-way permit is required anytime the public right-of-way is disturbed or obstructed in any way by private development or the general public. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 3 of 18 y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 1,1111111.1t Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 \'Lq `"' Phone: (360)293-1901 co Page left blank intentionally. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 4 of 18 � I' o PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT ` Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 `\�q 47 Phone: (360)293-1901 <,cost FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Addres (Street,Suite#): Assessor Parcel Number: 15 0 c\ 1 Ai-2_&,6Z U 4,0 Subdivision/Lot#: Zoning Designation: Lot area (size): 0A-CtoZ\)Ne.c,1:t— 24P,664-1—sq.ft. 2. TYP PROJECT New SFR ❑ New Accessory Dwelling Unit: 0 Deck/porch (new/repair) ❑ New Duplex 0 Attached to Primary Unit ❑ Interior remodel 0 Detached from Primary Unit 0 New Addition to SFR 0 Garage,carport or accessory building 0 Fence or retaining wall or duplex (new/repair) ❑ Other: Project Summary: A,/-C CA) 7---/VL('C- Project Valuation: $S.()O I(:-- 3. PROPERTY OWNER INFORMATION . -, p Nam :ns04 n'��VL(1 j-)C1Vti--' 4✓Jot-1/L-De(Z_ S�� 7 f & 2-11 �c.3 Ad ess(Street,City,State�, ip): Email Address: /JU 727 / 6.4L Q�5752_I 4. CONTRACTOR INFORMATION I t C� -t Name:*3 Ar,t'� A /� tJ S '- 4)lf� Pho l4 f! --N v 2 T C) Contractor's Business Licenses State License#: tt ' 'Z City License#: *All Contractors&Subcontractors must have a valid City (eQ--(..5 3 (7O�' of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. 7 // Address(Street,City,State,Zip): Email Address: 5. CONTACT PERSON Select one person the city will contact for anything ❑ Applicant I11'Property Owner CLJ ontractor related to this project: 0 Other c(list below) c�C� Na_Jrl-roc 3-}Y �it Phone / r( 7f0 / ( 6 Address(Street,City,State,Zip): Email Address: P6 7 27 5 rep ilt4A-1-- Sr►-1 t Til Ord Le e4-5-7-. L t A A-J1/4-K t O - Res Building Permit Application Submittal Checklist Updated October 10,2019 Page 5 of 18 ♦T y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT C �� Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 6. LENDER INFORMATION RCW 19.27 095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no leinders"on the Name Line below. Name:: U `1 Phone: 5--'0 ) (l G: /'7,/ Address(Street,City,State,Zip): Email Address: ( � C{S��1� a /`mil 4 co!/( 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: f-I understand that when a building permit application is taken in over the counter it does not mean the application has been deemed technically complete and sufficient for staff review. "I understand that if I submit incomplete, inaccurate,and/or erroneous information it will take the City longer to process my permits. �'i understand and acknowledge that I could be responsible for providing as-built drawings (on paper or electronically)as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project,and if needed I will be required to pay for the cost of these inspections. I understand and acknowledge that financial securities could be required as part of the work I am lam-completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. I understand that if permits are reviewed concurrently such as design review,site plan,traffic -concurrency,etc.,any required revisions to one permit may affect the entire plan set and could add costs and time to the project. I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true, correct, and complete to the best of knowledge and belief. _ -4)/at Sig atu Date Printed N me Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 6 of 18 y O LA PNNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT LAW "�"" 'n Mailing Address:P.O. Box 547, Anacortes, WA 98221 i 9 Office Location:904 6th Street, Anacortes WA 98821 `��4 '4' Phone:(360)293-1901 Vt FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: /,SQ 0-436� PARCEL 4�� NUMBERS) 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". Structure height: AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: 20 '[ 1 2nd Floor: / 1 2 CI 3rd Floor: S Ca Basement: / / 0 0 Garage: Total deck: Total porch: Other: Other: Other: 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? YES ❑ NO Is a monitored fire alarm being installed? ❑ YES I�'1V0/ Are retaining wall(s) being built? ❑ YY Ly'NO Are structural plans required? I_"I YES ❑ NO 4. PROJECT SITE INFORMATION ,_/ A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES C� NO to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: ,� �r B. Is the property located in a flood zone? ❑ YES I`=i'NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes, a ❑ YES Ly'NO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 7 of 18 �T y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �, '4' Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 \7�q4) Phone:(360)293-1901 coxt D. Are there critical areas or buffers on or abutting(within 300-feet of)the ❑ YES E NO project site? If yes, a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq.ft. in area? ❑ YES 0 o If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. Is your project involving an accessory dwelling unit? ❑ YES El'NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet 0 YES Cf NO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. ��� H. Is this project subject to the SEPA process? If yes,you will be required to ❑ YES L NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true,correct,and complete to the best of knowledge and belief. - / 4-1 Signa ur J Date Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 8 of 18 `,.c Y o� PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 \ Office Location:904 6th Street, Anacortes WA 98821 110, �?, 0‘64� Phone: (360)293-1901 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES MECHANICAL Equipment Type: Appliance/ quipment Information(new and relocated): Total#: Furnace: Gas#: t(C 1 ec#: BTU: 7?0 '6“--) Other#: ( Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water #: CD Location(s): I Heat Pump: Elec#: Q Other#: Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: Laundry#: � Other: S Range Hood: #: (f Location(s): ! Fireplace: Gas#: Elec#: Y) Other:#: Location(s): Clothes Dryer& Duct: Gas#: Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: Elec#: / Other:#: Location(s): Gas Piping/Outlet(s): If: Location(s): Poq_CF(- A$6 Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): .t' TOTAL MECHANICAL OUTLETS: /0 PLUMBING Fixture Type(new and Total#: Fixture Type(new and relocated): Total#: relocated): Water Closet(Toilet): '3 Refrigerator water supply(for water/ice Kitchen Sink: ` Pressure Reduction Valve/Pressure Regulator: Utility Sink: ( Water Service Line: Tub: 3 Water Piping: Hand Sink: Clothes Washer: / / Shower: / Electric Water Heater: an k-less? Yes Q Dishwasher: r Backflow Prevention Assembly: / Hose Bib: Other: TOTAL PLUMBING FIXTURES: / 7 Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 9 of 18 Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT LAW Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 ``qv Phone: (360)293-1901 cov- FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK/ IS OCCURRING ADDRESS: /4,� 4-6 u1� PARCEL / � 1 NUMBER(S) / / f' / `C�(� d t C c_L1 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE REQUIREMENTS PAGE#ON ? YOUR PLANS Cover(or 1st page) must include: • Par address • Parcelelnumber S-4--• Lot number(if applicable) � J • Lot size • Lot coverage • % impervious surface coverage yFloor plans with existing(if applicable)and proposed building layout with square A_ I4`L f.otages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, Multi-Family,and Mixed Use Structures must also include door and window I schedules. Plumbing,duct,and electrical layout. Penetration protection must be shown. Opening headers,size, and material. ( .2 Cross section details,showing typical foundation,floor,wall,ceiling and roof construction and insulation. "L 3 -Structural members labeled as to size and spacing as well as bracing, blocking, bridging,special connectors,and anchor bolts. Details documenting energy code compliance. erior building elevations demonstrating compliance with applicable structure type design standards (small lot,duplex,or ADU)and maximum building height • ' I , L Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 10 of 18 Y o PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT LAioNe, Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 \"q w Phone: (360)293-1901 Building height(see AMC 19.42.120 for measurement methods,exceptions and modifications). • Label the building height at the highest point of the structure from the average of the natural topography at the foundation at the front of the building. • Label the average elevation of the natural topography at the front of the building. ( „Z • Label the elevation at the center of all exterior walls of the proposed building. l • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). Special details as needed (i.e.,stairs,fireplaces,special construction). Insulation and insulation values of walls,slab,floors,and roof/ceiling. C2cQ(• 5 Existing and proposed grades with slope of lot shown. S/G r21-,�,� l C`J $" " CJ(/KZu t� Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 11 of 18 ��y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT r' `'% o' Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 \`I'q 4, Phone: (360)293-1901 -,c COR FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: /5 G 4-4-,z5 0 V G�- PARCEL NUMBER(S) 2-- ,/ 2 j p 2. GENERAL INFORMATION / 1/ Most development within the City of Anacortes that involves disruption of soils,or construction of buildings, streets,parking lots,etc.requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed(grading,vegetation removal),or the amount of hard surface that is created or replaced on a site(building footprint,concrete,asphalt or gravel parking,sidewalk,etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code(Chapter 19.76 Stormwater Management)and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount;guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s)in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property,properties,or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface,a permeable pavement,or a vegetated roof. "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces,the removal down to bare soil or base course and replacement. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 12 of 18 `\ 1 r PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 ,1`�r .Cc` Phone: (360)293-1901 Land disturbance 5- -- i--/ �- Pi*-" 'a y Ste V✓-c70 LC Description Total (SF) Total Area of Land disturbing activity y Q O 11 Total area converted from vegetation to /e o a 0 / lawn or landscaped areas l /Hard surface area calculation, Existing Removed Proposed Proposed Description (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard ..„..:1 ;44- Surface Area -e" '.f....:4 (Sidewalks,paths, patios,etc. Le°c Pollution Generating Hard Surface /�� Area rL' �C► c" (Driveways, parking areas,etc.) 5.-.G- _ ?4_4, / SI .r(-- Total Hard Surface 2 v oo 1 Site Size ? CC"o b :ft-- Existing impervious surface J coverage% vV (sq.ft. hard surface/site size) Use the information in the above table to navigate th- flow chart(s) on the next page and determine the applicable stormwater management inimum requirements for your project. Then complete the applicable Stormwate Minimum Requirements Form on the Public Works - Engineering Department Forms bsite and provide required submittal items/plans. Check applicable box Minimum Re irements Determination lil Minimum Requirements#1-9. El Minimum Requirements#1-5. Res.Building Per' Application Submi tal Checklist Updated October-10,2019 Minimum Requirement#2. Page 13 of 18 y O PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT LIM\01' Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 `�'`q & Phone: (360)293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT Start Here J Does the site have 35% Yes See Redevelopment Minimum or more of existing - -► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 3/4 acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater,of new plus ► native vegetation to pasture? replaced hard surface area? \No Yes Yes Does the project result in 2,000 square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. -- 7 Does the project have land Minimum Requirements#1 disturbing activities of 7,000 through#5 apply to the new , Yes square feet or greater? and replaced hard surfaces and the land disturbed. No V Minimum Requirement#2 applies. Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see http./Ntvww ecy wa gov/copyrighf.htmi for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 14 of 18 1 Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT f - �'° Mailing Address: P.O. Box 547, Anacortes, WA 98221 \y Office Location: 904 6th Street, Anacortes WA 98821 +,Q ` Phone: (360)293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? Yes No Minimum Requirements#1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert 3/4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the ► related project? N® converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes rr No Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50%or No No additional No AND more to the existing 10. requirements. does the value of the proposed improvements hard surfaces within -including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? Yes D All Minimum Requirements apply to the new and replaced i hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June2015 ECOLOGY Please see htlp//Y;ww ecy.vsa goy/copyright html for copyright notice including permissions. State of Washington, limitation of liability.and disclaimer. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 15 of 18 • T y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT f 4' Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street,Anacortes WA 98821 �9�,qcox `4'' Phone: (360)293-1901 FORM BP-6: SITE PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: I S O G( {.is c PARCEL NUMBER(S) 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale. 3. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE#ON YOUR PLANS Cover sheet must contain all of the following: • Vicinity Map • Name of the project • Name,address, and telephone number of owner and agent(s) ,L , • Name,address,and telephone number of Applicant(if different from the owner) • Zoning designation of the site • Area, in square feet and acreage, of the project site • Reference to the Building Code used • Proposed use • Occupancy group • Construction type • Square footage and height of each individual building • Percent lot coverage • Percent impervious surfaces Scale and North Arrow Property features: Location, identification, and dimensions of all property lines and easements. All easements shown on the title report, Record of .SI / Survey,or plat must be dimensioned and shown. ' Location and dimensions of existing critical areas(wetlands,streams, Z— steep slopes)and their associated buffers. Location of Ordinary High Water Mark and shoreline jurisdiction limits (if adjacent to a shoreline). Existing and proposed contours and site elevations (i.e.finished grades) at 5-foot minimum increments. The horizontal and vertical control datum must be clearly shown. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 16 of 18 y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 ` l �� Phone: (360)293-1901 Structures: / Location, identification,dimensions and size of all existing and v proposed buildings and other structures. Location of existing and proposed retaining walls, rockeries,and Location, identification,and dimensions of all setbacks. Show proposed projections into required setbacks, including dimensions(see AMC 19.44.140) Utilities& Easements: Location and dimensions of existing and proposed stormwater, L./ sanitary sewer, potable water, and fiber lines/facilities. All wells and septic systems located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of the boundary of the project site. ✓/ Location and dimensions of existing and proposed freestanding lighting fixtures, utility junction boxes, public utility transformers. Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not j located on other plans. Proposed permanent stormwater management BMPs. Access,Circulation & Parking Location, identification,and dimensions of all existing and proposed 1\/ on-site and adjacent streets and alleys, including the location and dimensions of all existing and proposed curbs,gutters,sidewalks, median islands,and street trees. Show existing and proposed vehicular access to the site, including the size and location of driveways and curb cuts. ��. Show existing and proposed parking spaces, including surface material and dimensions of spaces. Open Space (ADUs,Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage of required open space area per AMC 19.43.010.C, E,or AMC 19.47, as applicable. Landscaping Show the location and design of landscape areas to be preserved and planted, and a plant list to include the location, number,size and type of plant material by botanical and common name. Location of irrigation system if a permanent or temporary system is proposed. Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, when applicable. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 17 of 18 ♦C y PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 �7 q' ``' Phone: (360)293-1901 Provide a maintenance plan for any infiltration-based stormwater best management practices (BMPs) built as part of the landscaping l design, including the specifications and maintenance procedures of any soil amendments. Show new trees to be planted and tree unit credit calculations, in conformance with AMC 16.50 Tree preservation,when applicable The following table,with project specific information filled in, must be placed on the site plan: Required Landscaping For Example Calculations Site Area 7,500 sq.ft. of site area to be landscaped(per 20%-R2A zone AMC Tables 19.42.020-.030) 1,500 sq.ft.required 1,850 sq.ft.provided Compliance with AMC Ch.16.50 Tree unit credits required: Tree Preservation. • 8 tree units required Tree unit credits retained: • 2 trees 6"dbh=4 tree unit credits retained Tree unit credits provided: • 2 new deciduous trees(min.2" caliper @ 6"above ground) • 2 new evergreen trees(8'in height) Number of required street trees 1 per 30'of frontage 60 lineal feet of frontage=3 street trees Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 18 of 18 PROJECT.• 21-146A Harbor View Lot F-B GENERAL BUILDING DATA Name: PB Plate Roof Snow Load 25 psf Max.Ht(fl) -� Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category II 3rd tl 25 26 = � 2ndfl 13 0 tt-..JI lstfl 0 LATERAL LOAD SUMMARY ----WIND(2019 OSSC,ASCE 7-16,SIMPLIFIED METHOD)---- Basic Wind Speed(v): 110 mph(CONSERVATIVE) Wind Exposure: C Adjustment Factor(A): 1.62 Roof Slope: 6 :12 Importance Factor(l): 1 P,=A x I w x Kztx Pne w 26.58 Degre Topographic Factor(Kzt): 1 Zones Horizontal Pressures Vertical Pressures Overhangs A B C D EFGHEOHGoH Load Case I P,,,po 24.1 3.9 17.4 4 -10.7 -14.6 -7.7 -11.7 -19.9 -17 P, 39.0 6.3 28.2 6.5 -17.3 -23.7 -12.5 -19.0 -32.2 -27.5 Left Ws Middle Ws Right Ws Exp.Width Shear Exp.Width Shear Exp.Width Shear Exp.Width Shear Story (ft) (K) (ft) (K) (ft) (K) (ft) (K) 3 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 2 12.0 2.37 24.0 4.74 13.0 2.28 0.0 0.00 i� ty 1 29.0 12.71 19.0 9.19 22.0 10.25 0.0 0.00 1SBq 111(: iii''t4.4*\.# VA C.:: '4' - "ram `- `� - } ` - � .,,C-.r'� ,'_1,..%'..- • / , '.`l1•]!M.-� ,` { L itu<kn; EXPIRES b 4/11 1 -SEISMIC(2019 OSSC,ASCE 7-16,EQUIVALENT LATERAL FORCE PROCEDURE)- Seismic Design Category 02 Seismic Soil Classification: D Roof Dead Load(psf): 15 The short period spectral acce.(S,): 1.124 Response Mod.Factor(R): 6.5 Exterior wall Dead Load(psf): 15 1-sec spectral acceleration(S 1): 0.399 Importance Factor(I): 1 Floor Dead Load(psf): 15 esign Spectral Analysis Short Period Time(S os): 0.899 Structural Period(T): 0.227 Interior wall Dead Load(psf): 8 Design Spectral Analysis 1-sec Time(S of): 0.383 p Value: 1.3 Total Dead Load(K): 69.65 Design Base Shear(K): 10 (W) ( 0.138 x W) Shear Force Distribution: 3 i` Left Ws Middle Ws Right Ws Story Weight Height Force Summation Force Weight Shear Weight Shear Weight Shear Weight Shear (K) (ft) F.(K) (K) FP,,(K) (K) (K) (K) (K) (K) (K) (K) (K) 3 0.0 0 0 0 0 0.00 0.00 0.00 0.00 2 27.5 25 5 5 0.00 5.51 1.07 13.77 2.68 7.81 1.5 0.00 1 42.1 13 4i0„ A + - 0.84 1.10 17.21 1.74 6.37 0.6 0.00 TE: SOME SHEARWALL NAILINGS AND HOLDOWNS HAVE BEEN UPGRADED FROM THE CALCULATIONS Project: 21-146A Harbor View Lot F-B p Loading Direction: F-B Loading Area: Left Ws Nailing: 8d 13-Ox Sheathing: 7/16 Rated Min.Wood Capacity(plf): Member Allowable Tension Loads(lbs) SW1 180 Thickness DF/SP SPF/HF SW2 270 SW3 360 HDU2 3 3075 2215 SW4 460 HDU4 3 4565 3285 SW5 540 HDUS 3 5645 4065 SW6 720 HDU8 3 5980 4305 SW7 920 31/2 6970 5020 41/2 7870 5665 Thickness of Sill Plate(in): 1.5 HDU11 5 1/2 9535 6865 Sill Bolt Size(in): 0.5 71/4 11175 8045 Sill Bolt Capacity(lbs/bolt): 806 HDU14 71/4 14390 10360 Max.Sill Bolt Spacing(in): 41 5 1/2 14925 10745 Offset Wind Seismic Wall HD Group L D W Hm,. Co Rt, Y/N Vw(pll) HD f(K) Vs(plt) HD f(K) Type Type O 0 0 0 1.00 n 0 1 0 0 0 0 1.00 3 n 0 0, 0 0 0 1.00 n 0, O 0 0 0 1.00 n 0 0 2 0 0 0 0 1.00 3 n 0 0, 0 0 0 1.00 n 0, 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 n 0 0, 0 0 0 1.00 n 0 4 0 0 0 0 1.00 0' 5 O i 0 0 0 1.00 3 0' 6 0, 0 0 0 1.00 0, . 7 0, 0 0 0 1.00 0 9 0 0 0 0 1.00 3 0 24.' 0 2.5 2.5 1.00 n 8 0.8 37 0.0 SW1 HDU2 1 15.$ 0 10 5 0.88 3 99 1.0 42 0.0 SW1 HDU2 2ND 0, 0 0 0 1.00 0, 0 O 0 0 0 1.00 0 0 Total Length:39.8 ft 2 0 0 0 0 1.00 3 0 0 Effective Length:27.3 ft 0, 0 0 0 1.00 0 0 Roof Height:1 ft 0 0 0 0 1.00 0 0 Wall Height:12 ft 3 0 0 0 0 1.00 3 0 0 0, 0 0 0 1.00 0 0 Tributary Width: 12 ft 4 0 0 0 0 1.00 01 0 Wind Force:2.37 K 5 0 1 0 0 0 1,00 3 Os 0 Roof Area: 260 ft2 6 0 0 0 0 1,00 0 0 Wall Area: 215 ft2 7 0 1 0 0 0 1.00 0, 0 Floor Area: 0 ft2 8 0 0 0 0 1.00 3 0 0 Seismic Force:0.77 K 9 0 0 0 0 1.00 0 0 24 4 3 6.8 0.86 47 3.9 74 0.0 SW3 HDU4 1 21.8 0 10 6.5 0.81 3 505 2.8 79 0.0 SW4 HDU2 1ST 6.5 0 3 6.5 0.81 506 3.2 79 0.1 SW4 HDU4 15.4 0 10 0 1.00 337 0.8 33 0.0 SW2 HDU2 Total Length:67.7 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 Effective Length:37.7 ft 0, 0 0 0 1.00 0, 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:13 ft 3 0 0 0 0 1.00 3 0 0 0.0 0 0.0 o, 0 0 0 1.00 0 0.0 0 0.0 Tributary Width: 29 ft 4 0 0 0 0 1.00 0 0.0 0 0.0 Wind Force:12.71 K 5 0 0 0 0 1.00 0 0, 0.0 0 0.0 Roof Area: 0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area: 358 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area: 436 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 Seismic Force: 0.96 K 9 0 0 0 0 1.00 0 0.0 0 0.0 Note: L:Length of Wall D:Door Opening W:Window Opening Hmax:Max.Height of Opening Co:Perforated Shearwall F Li=L-D-W %of Shearwall Panel=Li/L *100 Opening Height Ratio=Hmax/Wall Height Project: 21-146A Harbor View Lot F-B Loading Direction: F-B Loading Area: Middle Ws Nailing: 8dBox 3RD 2ND 1ST Sheathing: 7/16 Rated Length ofBolt(in): 3.5 3.5 5.5 Capaclty(pll): (In Vertical Wood Member) SW1 180 SW5 540 Anchor BoltCapacity(Ibs): SW2 270 SW6 720 HDU2 3.1(3) PHD2 3.61(3) HD2A 2.06 2.76 2.76 SW3 360 SW7 920 HDU4 4.56(3) PHDS 4.69(3) HDSA 2.49 3.98 3.98 SW4 460 HDUS 5.65(3) PHD6 5.21(3.5) HD6A 2.98 5.51 5.51 Thickness of Sill Plate(in): 1.5 HDU8 5.98(3) 7.9(4.5) HDQ8 5.72(3) 9.23(4.5) HD8A 4.35 7.91 7.91 Sill Bolt Size(in): 0.5 HDU11 9.5(5.5;11.1(7.25) HHDQ11 11.8(5.5) HD10A 5.54 9.90 9.90 Sill Bolt Capacity abs/bolt): 806 HDU14 14.4(7.:14.9(5.5) HHDQ14 13.71(5.5,13.1(7.25) Max.Sill Bolt Spacing(in): 16 Offset Wind Seismic Wall HD G;ow L D W H,,.,, Co Rw Y/N Vw(plf) HDf(K) Vs(pit) HDf(K) Type Type O 0 0 0 1.00 0 1 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 0 0 0 0 1.00 0 2 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 0 4 0 0 0 0 1.00 0 5 0 0 0 0 1.00 3 0 6 0 0 0 0 1.00 0 7 0 0 6 0 1.00 0 8 0 0 0 0 1.00 3 0 9 0 0 0 0 1.00 0 3.8 0 0 0 1.00 N 212 2.5 112 1.1 SW1 HDU2 1 6.5 0 0 0 1.00 3 212 2.5 112 0.9 SW1 HDU2 2ND 12 0 0 0 1.00 212 2.4 112 0.5 SW1 HDU2 O 0 0 0 1.00 0 0 Total Length:22.3 ft 2 0 0 0 0 1.00 3 0 0 =ctive Length:22.3 ft© 0 0 0 1.00 0 0 Roof Height:1 ft 0 0 0 0 1.00 0 0 Wall Height:12 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary 14idth:24 ft 4 0 0 0 0 1.00 0 0 Wind Force:4.74 K 5 0 0 0 0 1.00 3 0 0 Roof Area:650 ft2 6 0 0 0 0 1.00 0 0 Wall Length:535.5 ft 7 0 0 0 0 1.00 0 0 Floor Area:0 ft2 8 0 0 0 0 1.00 3 0 0 'eismic Force:1.92 K 9 0 0 0 0 1,00 0 0 9 0 0 0 1.00 634 10.3 212 3.2 SW4 HDU11 1 6.5 0 0 0 1.00 3 634 10.4 212 3.2 SW4 HDU11 1ST 4 0 0 0 1.00 634 10.5 212 3.0 SW4 HDU11 4 0 0 0 1.00 634 8.0 212 2.5 SW4 HDU11 Total Length:23.5 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 9ctive Length:23.5 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:13 ft 3 0 0 0 0 1.00 3 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Tributary Width:19 ft 4 0 0 0 0 1.00 0 0.0 0 0.0 Wind Force:9.19 K 5 0 0 0 0 1.00 0 0 0.0 0 0.0 Roof Area:0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area:510.5 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area:624 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 'eismic Force:1.52 K 9 0 0 0 0 1.00 0 0.0 0 0.0 Project: 21-146A Harbor View Lot F-B Loading Direction: F-B Loading Area: Right Ws Nailing:8d Box 3RD 2ND 1Si Sheathing Thickness(in): 7/16 Rated Length of Bolt(in): 3.5 3.5 5.5 Capacity(plf): (In Vertical Wood Member) SW1 180 SW5 540 Anchor Bolt Capacity(lbs): SW2 270 SW6 720 HDU2 3.1(3) PHO2 3.61(3) HD2A 2.06 2.76 2.76 SW3 360 SW7 920 HDU4 4.58(3) PHD5 4.69(3) HD5A 2.49 3.98 3.98 SW4 460 HDUS 5.65(3) PHD6 5.21(3.5) HD6A 2.98 5.51 5.51 Thickness of Sill Plate(in): 1.5 HDU8 5.98(3) 7.9(5.1 HDQ8 5.72(3 9.23(4 HDBA 4.35 7.91 7.91 Sill Bolt Size(in): 0.5 HDU11 9.5(5.5) 11.1(7 HHDQ11 11.8(5.5) HD10A 5.54 9.90 9.90 Sill Bolt Capacity(lbs/bolt): 806 HDU14 14.4(7.21 14.9(5 HHDQ1'13.71(13.1(7.25) Max.Sill Bolt Spacing(in): 20 Offset Wind Seismic Wall HD Group L D W H. Ad, Rm, Y/N Vw(pii) KO(K) Vs(plf)HDf(K) Type Type O 0 0 0 1.00 n 0 1 0 0 0 0 1.00 3 0 O 0 0 0 1.00 n 0 , O 0 0 0 1.00 0 2 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 0 0 0 0 0 1.00 0 4 0 0 0 0 1.00 0 5 0 0 0 0 1.00 0 0 8 0 0 0 0 1.00 0 7 0 0 0 0 1.00 0 8 0 0 0 0 1.00 0 0 9 0 0 0 0 1.00 0 3.5 0 0 0 1.00 228 2.8 141 1.5 SW1 HDU2 1 11.5 0 5 5 0.91 3 251 1.3 156 0.3 SW1 HDU2 2ND 0 0 0 0 1.00 0 0 O 0 0 0 1.00 0 0 Total Length:15 ft 2 0 0 0 0 1.00 3 0 0 ffective Length:10 ft 0 0 0 0 1.00 0 0 Roof Height:1 ft 0 0 0 0 1.00 0 0 Wall Height:12 ft 3 0 0 0 0 1.00 3 0 0 0 0 0 0 1.00 0 0 Tributary Width:13 ft 4 0 0 0 0 1.00 0 0 Wind Forece:2.28 K 5 0 0 0 0 1.00 0 0 0 Roof Area:360 ft2 6 0 0 0 0 1.00 0 0 Wall Length:321 ft 7 0 0 0 0 1.00 0 0 Floor Area:0 ft2 8 0 0 0 0 1.00 0 0 0 eismic Force:1.09 K 9 0 0 0 0 1.00 0 , 0 11.5 0 6 0 1.00 835 7.0 143 2.5 SW6 HDU8 1 14.5 0 5 0 1.00 3 835 7.4 143 1.9 SW6 HDU8 1ST 0 0 0 0 1.00 0 0 0.0 O 0 0 0 1.00 0 0 0.0 Total Length:26 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 ffective Length:15 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0 0.0 Wall Height:13 ft 3 0 0 0 0 1.00 3 0 0 0.0 O 0 0 0 1.00 0 0 0.0 Tributary Width:22 ft 4 0 0 0 0 1.00 0 0 0.0 Wind Force:n K 5 0 0 0 0 1.00 0 0 0 0.0 Roof Area:0.0 ft2 6 0 0 0 0 1.00 0 0 0.0 Wall Length:154 ft 7 0 0 0 0 1.00 0 0 0.0 Floor Area:187 ft2 8 0 0 0 0 1.00 0 0 0 0.0 eismic Force:0.56 K 9 0 0 0 0 1.00 0 0 0.0 PROJECT. 21-146A Harbor View Lot L-R GENERAL BUILDING DATA Name: PB Plate Roof Snow Load 25 psf Max.Ht(ft) Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category Il 3rd fl 1253 26 -E ---ff . fl 13 0 lstfl 0 LATERAL LOAD SUMMARY ---.-WIND(2019 OSSC,ASCE 7-16,SIMPLIFIED METHOD)-- Basic Wind Speed(v): 110 mph(CONSERVATIVE) Wind Exposure: C Adjustment Factor(A): 1.62 Roof Slope: 6 :12 Importance Factor(I): 1 P$=A x I,,,x Kzt x Pnet30 26.58 Degre Topographic Factor(Kzt): 1 Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EDH GOH Load Case l P„ 24.1 3.9 17.4 4 -10.7 -14.6 -7.7 -11.7 -19.9 -17 P, 39.0 6.3 28.2 6.5 -17.3 -23.7 -12.5 -19.0 -32.2 -27.5 Front Ws Back Ws Exp.Width Shear Exp.Width Shear Exp.Width Shear Exp.Width Shear Story (ft) (K) (ft) (K) (ft) (K) (ft) (K) 3 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 2 20.0 3.95 20.0 3.95 13.0 2.28 0.0 0.00 1 20.0 9.54 27.0 12.01 0.0 0.00 0.0 0.00 fI, ..TransverseH - ..." _ Transverse - -✓' � r 't, Catgitudatat -----SEISMIC(2019 OSSC,ASCE 7-16,EQUIVALENT LATERAL FORCE PROCEDURE).--. SeismicDesign Category D2 Seismic Soil Classification: D Roof Dead Load(psf): 15 The short period spectral acce.(S,): 1.124 Response Mod.Factor(R): 6.5 Exterior wall Dead Load(pst): 15 1-sec spectral acceleration(S t): 0.399 Importance Factor(I): 1 Floor Dead Load(psf): 15 esign Spectral Analysis Short Period Time(S Ds): 0.899 Structural Period(T): 0.227 Interior wall Dead Load(psf): 8 Design Spectral Analysis 1-sec Time(S Di): 0.383 p Value: 1.3 Total Dead Load(K): 69.65 Design Base Shear(K): 10 (W) ( 0.138 x W) Shear Force Distribution: Front Ws Back Ws Story Weight Height Force Summation Force Weight Shear Weight Shear Weight Shear Weight Shear (K) (ft) F,,(K) (K) F0 (K) (K) (K) (K) (K) (K) (K) (K) (K) 3 0.0 0 0 0 0 0.00 0.00 0.00 0.00 2 27.5 25 5 5 0.00 13.77 2.88 13.77 2.68 0.00 0.00 1 42.1 13 4 10 4.75 17.21 1.74 17.21 1.74 0.00 0.00 NOTE: SOME SHEARWALL NAILINGS AND HOLDOWNS HAVE BEEN UPGRADED FROM THE CALCULATIONS Project: 21-146A Harbor View Lot L-R Loading Direction: L-R Loading Area: Front Ws Nailing: 8d Box Sheathing: 7/16 Rated Min.Wood Capacity(plf): Member Allowable Tension Loads(lbs) SW1 180 Thickness DF/SP SPF/HF SW2 270 SW3 360 HDU2 3 3075 2215 SW4 460 HDU4 3 4565 3285 SW5 540 HDUS 3 5645 4065 SW8 720 HDU8 3 5980 4305 SW7 920 31/2 6970 5020 41/2 7870 5665 Thickness of Sill Plate(in): 1.5 HDU11 5 1/2 9535 6865 Sill Bolt Size(in): 0.5 71/4 11175 8045 Sill Bolt Capacity(lbs/bolt): 806 HDU14 71/4 14390 10360 Max,Sill Bolt Spacing(in): 44 51/2 14925 10745 Offset Wind Seismic Wall HD Group L D W H. Co Rev V/N Vw(plf) HDr(K) Vs(plf) HDr(K) Type Type O 0 0 0 1.00 n 0 1 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0, O 0 0 0 1.00 n 0 0 2 0 0 0 0 1.00 3 n 0 0, 0 0 0 1.00 n 0, 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 n 0 0, 0 0 0 1.00 n 0 4 01 0 0 0 1.00 0 5 0` 0 0 0 1.00 3 0 6 0 0 0 0 1.00 0\ 7 01 0 0 0 1.00 0� 8 0 0 0 0 1.00 3 0 9 0` 0 0 0 1.00 d 251 0 13 5 0.89 n 176' 1.9 111 0.0 SW1 HDU2 1 22 0 9 2.6 1.00 3 158 1.7 100 0.0 SW1 HDU2 2ND 0, 0 0 0 1.00 0, 0 O 0 0 0 1.00 0 0 Total Length:47 ft 2 0 0 0 0 1.00 3 0 0 Effective Length:25 ft 0 0 0 0 1.00 0, 0 Roof Height:1 ft 0 0 0 0 1.00 0 0 Wall Height:12 ft 3 0 0 0 0 1.00 3 0 0 0, 0 0 0 1.00 0i 0 Tributary Width: 20 ft 4 0 0 0 0 1.00 0\ 0 Wind Force:3.95 K 5 0 0 0 0 1.00 3 0 0 Roof Area: 650 ft2 6 0 0 0 0 1.00 0 0 Wall Area: 536 ft2 7 0, 0 0 0 1.00 0 0 Floor Area: 0 ft2 8 0 0 0 0 1.00 3 0, 0 Seismic Force:1.92 K 9 0` 0 0 0 1.00 0 0 20 0 10 6.6 0.79 539 3.3 179 0.0 SW4 HDU4 1 45 3.5 20 6.8 0.78 3 552 2.2 183 0.0 SW4 HDU2 1ST 0, 0 0 0 1.00 0, 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Total Length:65 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 Effective Length:31.5 ft 0 0 0 0 1.00 0, 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:13 ft 3 0 0 0 0 1.00 3 0 0 0.0 0 0.0 o f o 0 0 too o, o.0 0 0.0 Tributary Width: 20 ft 4 0, 0 0 0 1.00 0 0.0 0 0.0 Wind Force:9.54 K 5 0 0 0 0 1.00 0 0i 0.0 0 0.0 Roof Area: 0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area: 510 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area: 624 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 Seismic Force: 1.52 K 9 0 0 0 0 f.00 0 0.0 0 0.0 Note: L:Length of Wall D:Door Opening W:Window Opening Hmax:Max.Height of Opening Co:Perforated Shearwall Fi Li=L-D-W %of Shearwall Panel=Li/L *100 Opening Height Ratio=Hmax/Wall Height Project: 21-146A Harbor View Lot L-R Loading Direction: L-R Loading Area: Back Ws Nailing: 8d Box 3RD 2ND 1ST Sheathing: 7/16 Rated Length ofBolt(in): 3.5 3.5 5.5 Capacity(plt): (In Vertical Wood Member) SW1 180 SW5 540 Anchor BoltCapacity(lbs): SW2 270 SW6 720 HDU2 3.1(3) PHD2 3.61(3) HD2A 2.06 2.76 2.76 SW3 360 SW7 920 HDU4 4,56(3) PHDS 4.69(3) HDSA 2.49 3.98 3.98 SW4 460 HDU5 5.65(3) PHD6 5.21(3.5) HD6A 2.98 5.51 5.51 Thickness of Sill Plate(in): 1.5 HDU8 5,98(3) 7.9(4.5) HDQ8 5.72(3) 9.23(4.5) HD8A 4.35 7.91 7.91 Sill Bolt Size(in): 0.5 HDU11 9.5(5.5;11.1(7.25) HHDQ11 11.8(5.5) HD10A 5.54 9.90 9.90 Sill Bolt Capacity(lbs/bolt): 806 HDU14 14.4(7.;14.9(5.5) HHDQ14 13.71(5.5,13.1(7.25) Max.Sill Bolt Spacing(in): 48 Offset Wind Seismic Wall HD G,„„P L D W H.,.,r Co R„„ V/N Vw(plt) HDf(K) Vs(plt) HDf(K) Type Type O 0 0 0 1.00 0 1 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 O 0 0 0 1.00 0 20 0 0 0 1.00 3 0 O 0 0 0 1.00 0 O 0 0 0 1.00 n 0 30 0 0 0 1.00 3 n 0 O 0 0 0 1.00 0 40 0 0 0 1.00 0 50 0 0 0 1.00 3 0 60 0 0 0 1.00 0 70 0 6 0 1.00 0 80 0 0 0 1.00 3 0 90 0 0 0 1.00 0 16 0 7.5 2.6 1.00 N 129 1.4 82 0.0 SW1 HDU2 1 7.3 0 0 0 1.00 3 129 1.5 82 0.5 SW1 HDU2 2ND 14.9 0 5 5 0.93 140 1.5 88 0.1 SW1 HDU2 7.3 0 2.5 5 0.93 140 1.6 88 0.5 SW1 HDU2 Total Length:45.5 ft 2 0 0 0 0 1.00 3 0 0 9ctive Length:30.5 ft 0 0 0 0 1.00 0 0 Roof Height:1 ft 0 0 0 0 1.00 0 0 Wall Height:12 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary Width:20 ft 4 0 0 0 0 1.00 0 0 Wind Force:3.95 K 5 0 0 0 0 1.00 3 0 0 Roof Area:650 ft2 6 0 0 0 0 1.00 0 0 Wall Length:535.5 ft 70 0 0 0 1.00 0 0 Floor Area:0 ft2 8 0 0 0 0 1.00 3 0 0 Ieismic Force:1.92 K 9 0 0 0 0 1.00 0 0 7 3 0 6.7 0.81 398 3.3 140 0.5 SW3 HDU4 1 14 0 5 5 0.95 3 339 3.6 120 0.5 SW2 HDU4 1ST 12.6 0 0 0 1.00 322 4.6 114 0.6 SW2 HDU4 7.2 0 0 0 1.00 322 4.9 114 1.2 SW2 HDU5 Total Length:83 ft 2 14.9 0 0 0 1.00 3 216 2.1 46 0.0 SW1 HDU2 sctive Length:62.4 ft 7.3 0 2.6 6.6 0.84 256 1.8 55 0.0 SW2 HDU2 20 0 10 6.6 0.79 242 2.2 40 0.0 SW1 HDU2 Wall Height:13 ft 3 0 0 0 0 1.00 3 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Tributary Width:27 ft 4 0 0 0 0 1.00 0 0.0 0 0.0 Wind Force:12.01 K 5 0 0 0 0 1.00 0 0 0.0 0 0.0 Roof Area:0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area:510.5 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area:624 ft2 8 0 0 0 0 1,00 0 0 0.0 0 0.0 !eismic Force:1.52 K 9 0 0 0 0 1.00 0 0.0 0 0.0 Project:Harbor View Lot 2 Page Casca a Bamse /of Location:RFB1 Porch Beam k � ��;� ��Cascade Design Group, Inc. Multi-Loaded Multi-Span Beam h 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] . „4 t :Corvallis,OR 97330 5.5 IN x 9.5 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:54 PM Section Adequate By:4.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN U442 Dead Load 0.01 in Total Load 0.34 IN U428 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A_ Live Load 2142 lb 2142 lb Dead Load 68 lb 68 lb Total Load 2210 lb 2210 lb Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 357 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 368 plf Cd=1.15 CF=1.00 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 6630 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2210 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 79.06 in3 82.73 in3 Area(Shear): 16.96 in2 52.25 in2 Moment of Inertia(deflection): 213.51 in4 392.96 in4 Moment: 6630 ft-lb 6937 ft-lb Shear: 2210 lb 6810 lb NOTES Truss Load T05 713 LBS=357 PLF Page Project:Harbor View Lot 2 Peteris Bambe Location:RFB2 Porch Beam Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] Corvallis OR 97330 5.5 IN x 11.5 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Section Adequate By:24.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U722 Dead Load 0.00 in Total Load 0.18 IN U706 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 3035 lb 3035 lb Dead Load 72 lb 72 lb Total Load 3107 lb 3107 lb TR1 Bearing Length 0.90 in 0.90 in REAM DATA Cen r 6,V Span Length 10.5 ft Unbraced Length-Top 0 ft ----1o.5ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 362 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 376 plf Cd=1.15 CF=1.00 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 196 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.15 Load Number One* Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Live Load 216 plf Comp.-L to Grain: Fc---= 625 psi Fc = 625 psi Left Dead Load 0 plf Controlling Moment: 8155 ft-lb Right Live Load 216 plf Right Dead Load 0 plf 5.25 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 10.5 ft Controlling Shear: -3106 lb Load Length 10.5 ft 10.0 Ft from left support of span 2(Center Span) *Load obtained from Load Tracker.See Summary Report for details. Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 97.25 in3 121.23 in3 Area(Shear): 23.83 in2 63.25 in2 Moment of Inertia(deflection): 231.58 in4 697.07 in4 Moment: 8155 ft-lb 10166 ft-lb Shear: -3106 lb 8244 lb NOTES Truss T05 724 LBS=362 PLF Truss T09 432 LBS=216 PLF Project:Harbor View Lot 2 page x Kristen Pagni Location:RFB10 Garage Header � > � Cascade Design Group Inc. / Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd or [2015 International Building Code(2015 NOS)] "may. -^ t Corvallis,OR 97330 5.5 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/13/2021 9:59:52 AM Section Adequate By: 16.0% Controlling Factor:Moment r -PEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN U336 Dead Load 0.12 in Total Load 0.54 IN U264 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 5963 lb 4329 lb Dead Load 1425 lb 1425 lb 1 2 3 4 6 6 Total Load 7388 lb 5754 lb Bearing Length 2.07 in 1.61 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.17 UNIFORM LOADS Center* Uniform Live Load 312 plf Notch Depth 0.00 Uniform Dead Load 225 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 550 plf Base Values Adjusted *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi POINT LOADS-VENTER SPAN Cd=1.15 Load Number One Two Three Four Five Live Load 996 lb 996 lb 1100 lb 1152 lb 1152 lb 1152 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb Cd=1.15 Location Oft 2 ft 3 ft 5 ft 7 ft 9 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi *Load obtained from Load Tracker.See Summary Report for details. Comp. t to Grain: Fc-1= 650 psi Fc--'= 650 psi Controlling Moment: 20046 ft-lb 5.76 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6392 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 87.16 in3 101.06 in3 Area(Shear): 31.46 in2 57.75 in2 Moment of Inertia(deflection): 379.02 in4 530.58 in4 Moment: 20046 ft-lb 23244 ft-lb Shear: 6392 lb 11733 lb NOTES Project:Harbor View Lot 2 + page Peteris Bambe / Location:RFB4 Beam Over Kitchen&Living Space Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam ' 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] Corvallis,OR 97330 1.75 IN x 11.875 1N x 14.5 FT 2.0E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.6 7/16/2021 4:37:56 PM Section Adequate By: 18.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN U427 Dead Load 0.17 in Total Load 0.57 IN U304 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1450 lb 1450 lb Dead Load 591 lb 591 lb Total Load 2041 lb 2041 lb Bearing Length 1.55 in 1.55 in BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 200 plf 2.0E Microllam-iLevel Trus Joist Uniform Dead Load 75 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 281 plf Cd=1.00 CF=1.00 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc- = 750 psi Fc- l'= 750 psi Controlling Moment: 7398 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2041 lb 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 34.1 in3 41.13 in3 Area(Shear): 10.74 in2 20.78 in2 Moment of Inertia(deflection): 205.75 in4 244.21 in4 Moment: 7398 ft-lb 8924 ft-lb Shear: -2041 lb 3948 lb NOTES page Project:Harbor View Lot 2 Peteris Bambe Location:RFBS Beam Over Living Room i4F+ Cascade Design Group,Inc. / Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] _ - Corvallis,OR 97330 5.5 IN x 12.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:56 PM Section Adequate By:10.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN U397 Dead Load 0.11 in Total Load 0.51 IN U309 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 5668 lb 5668 lb Dead Load 1620 lb 1620 lb Total Load 7288 lb 7288 lb Bearing Length 2.04 in 2.04 in SEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft , - — -13ft --- - Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS enter* Camber Required 0.17 Uniform Live Load 872 plf Notch Depth 0.00 Uniform Dead Load 235 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1121 plf Base Values Adjusted *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc--L= 650 psi Fc- = 650 psi Controlling Moment: 23688 ft-lb 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7288 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 118.44 in3 132 in3 Area(Shear): 41.26 in2 66 in2 Moment of Inertia(deflection): 718.3 in4 792 in4 Moment: 23688 ft-lb 26400 ft-lb Shear: -7288 lb 11660 lb NOTES Project:Harbor View Lot 2 -3 '' pie Case / Location:RFB6 Kitchen Beam �k� Cascade% Design Group,Inc. Multi-Loaded Multi-Span Beam _ 505 NW Harrison Blvd or [2015 International Building Code(2015 NDS)] " 2T Corvallis,OR 97330 5.5 IN x 16.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:56 PM Section Adequate By:2.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.64 IN U378 Dead Load 0.27 in Total Load 0.91 IN U264 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 6593 lb 6368 lb Dead Load 2833 lb 2750 lb Total Load 9426 lb 9118 lb TRI TR2 Bearing Length 2.64 in 2.55 in BEAM DATA Center �. ��, Span Length 20 ft Unbraced Length-Top 0 ft eon Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center* Camber Required 0.27 Uniform Live Load 383 plf Notch Depth 0.00 Uniform Dead Load 160 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 563 plf Base Values Adjusted *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2320 psi Load Number One * wo Cd=1.00 Cv=0.97 Left Live Load 280 plf 220 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 105 plf 83 plf Cd=1.00 Right Live Load 280 plf 220 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 105 plf 83 plf Comp.-I-to Grain: Fc-- = 650 psi Fc- = 650 psi Load Start 0 ft 15 ft Controlling Moment: 46871 ft-lb Load End 15 ft 25 ft Load Length 15 ft 5 ft 10.0 Ft from left support of span 2(Center Span) *Load obtained from Load Tracker.See Summary Report for details. Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 9425 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 242.47 in3 249.56 in3 Area(Shear): 53.35 in2 90.75 in2 Moment of Inertia(deflection): 1962.81 in4 2058.89 in4 Moment: 46871 ft-lb 48243 ft-lb Shear: 9425 lb 16033 lb NOTES Project:Harbor View Lot 2 page Case Location:RFB7 Dining Room Beam �t�, Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd or [2015 International Building Code(2015 NDS)] jiT£. t--- -Corvallis,OR 97330 5.5 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:57 PM Section Adequate By:33.9% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN U482 Dead Load 0.11 in Total Load 0.38 IN U345 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2750 lb 2750 lb Dead Load 1093 lb 1093 lb Total Load 3843 lb 3843 lb Bearing Length 1.07 in 1.07 in W REAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center* Camber Required 0.11 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 188 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 699 plf Base Values Adjusted *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc--I-= 650 psi Fe- = 650 psi Controlling Moment: 10568 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3843 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 52.84 in3 74.25 in3 Area(Shear): 21.75 in2 49.5 in2 Moment of Inertia(deflection): 249.52 in4 334.13 in4 Moment: 10568 ft-lb 14850 ft-lb Shear: -3843 lb 8745 lb NOTES Project:Harbor View Lot 2 page Peters Bambe Location:RFB8 Beam Over Entry Way Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] `"'" "'` _ Corvallis,OR 97330 3.5 IN x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:57 PM Section Adequate By:50.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN U647 Dead Load 0.01 in Total Load 0.18 IN U627 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 812 lb 812 lb Dead Load 26 lb 26 lb Total Load 838 lb 838 lb Bearing Length 0.38 in 0.38 in BEAM DATA Center a ufa A..f. o '2- ---zed Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft--- Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 171 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 177 plf Cd=1.00 CF=1.30 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E`= 1600 ksi Comp. to Grain: Fc- l = 625 psi Fc- = 625 psi Controlling Moment: 1991 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -838 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 20.42 in3 30.66 in3 Area(Shear): 6.99 in2 25.38 in2 Moment of Inertia(deflection): 41.23 in4 111.15 in4 Moment: 1991 ft-lb 2989 ft-lb Shear: -838 lb 3045 lb NOTES Project:Harbor View Lot 2 page Cse / Location:RFB9 Garage Header � yi ;��� 9Cascaascada Design Group,Inc. Multi-Loaded Multi-Span Beam kfir 505 NW Harrison Blvd or [2015 International Building Code(2015 NDS)] _ : ,Corvallis,OR 97330 6.75 IN x 16.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:57 PM Section Adequate By:0.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.44 IN U435 Dead Load 0.16 in Total Load 0.60 IN U321 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 10873 lb 11022 lb Dead Load 3915 lb 3589 lb Total Load 14788 lb 14611 lb 1R3 Bearing Length 3.37 in 3.33 in TR1 BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.23 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL,PROPERTIES Beam Self Weight 24 plf 24F-V4-Visually Graded Western Species Total uniform Load 24 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number Qrag* Two* Three Fb_cmpr= 1850 psi Fb'= 2324 psi Left Live Load 1357 plf 223 plf 1195 plf Cd=1.00 Cv=0.97 Left Dead Load 470 plf 78 plf 258 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 1357 plf 223 plf 1195 plf Cd=1.00 Right Dead Load 470 plf 78 plf 258 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 13 ft 13 ft Comp.-L to Grain: Fc- = 650 psi Fc--L'= 650 psi Load End 13 ft 16 ft 16 ft Load Length 13 ft 3ft 3 ft Controlling Moment: 59072 ft-lb 8.0 Ft from left support of span 2(Center Span) *Load obtained from Load Tracker.See Summary Report for details. Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 14789 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 305.02 in3 306.28 in3 Area(Shear): 83.71 in2 111.38 in2 Moment of Inertia(deflection): 1416.81 in4 2526.82 in4 Moment: 59072 ft-lb 59316 ft-lb Shear: 14789 lb 19676 lb NOTES W10x22 9.9% Project:Harbor View Lot 2 Page Csten Pagni Des / Location:RFB11 Garage Beam Ix ' Cascade' Design Group inc. Multi-Loaded Multi-Span Beam 505 NW Harrison Blvd [2015 International BuildingCode(2015 NDS of ( )j - ,�,�;,.Corvallis,OR 97330 6.75 IN x 19.5 IN x 22.0 FT " " 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/13/2021 10:14:21 AM Section Adequate By:0.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.68 IN U387 Dead Load 0.27 in Total Load 0.95 IN U278 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A .a Live Load 7906 lb 11155 lb I Dead Load 2962 lb 4494 lb Total Load 10868 lb 15649 lb TR2 Bearing Length 2.48 in 3.57 in BEAM DATA Center W Span Length 22 ft mmg ,,a. ,,,,• •sa•- i27:7A,,,,a, Unbraced Length-Top 0 ft — 22 ft Unbraced Length-Bottom 22 ft - Live Load Duration Factor 1.15 Camber Adj.Factor 1 Camber Required 0.27 UNIFORM LOADS Center* Notch Depth 0.00 Uniform Live Load 200 plf MATERIAL PROPERTIES Uniform Dead Load 75 plf Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species o Total Uniform Load 304 plf Base Values A.justed *Load obtained from Load Tracker.See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2546 psi POINT LOADS-CENTER SPAN Cd=1.15 Cv=0.92 Load Number One* Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 6593 lb Cd=1.15 Dead Load 2833 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 14 ft Comp.I to Grain: Fc--I-= 650 psi Fc-1'= 650 psi *Load obtained from Load Tracker.See Summary Report for details. TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 90166 ft-lb Load Number One* Two* 13.86 Ft from left support of span 2(Center Span) Left Live Load 270 plf 574 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 56 plf 215 plf Controlling Shear: -15649 lb Right Live Load 270 plf 574 plf At right support of span 2(Center Span) Right Dead Load 56 plf 215 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 15 ft Load End 15 ft 22 ft Comparisons with required sections: Req'd Provided Load Length 15 ft 7 ft Section Modulus: 424.99 in3 427.78 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 77.02 in2 131.63 in2 Moment of Inertia(deflection): 2702.19 in4 4170.87 in4 Moment: 90166 ft-lb 90758 ft-lb Shear: -15649 lb 26742 lb NOTES Project:Harbor View Lot 2 page Peterissca Bams / Location:WALL1 ' i} +;. 'Cascade Design Group,Inc; Wall ,,, 505 NW Harrison Blvd a [2015 International Building Code(2015 NOS)] --=;°=Corvallis,OR 97330 1.5INx5.5INx10.0FT@16O.C. J #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:54 PM Section Adequate By:92.3% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.05 IN=U2662 Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 133 lb 1 Dead Load: Vert-DL-Rxn= 213 lb B Total Load: Vert-TL-Rxn= 347 lb -- HORIZONTAL REACTIONS ! I Total Reaction at Top of Column: TL-Rxn-Top= 33 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 33 lb i 1 WALL DATA Total Stud Length: 10 ft Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 10 ft f t Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 loft w Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 k STUD PROPERTIES Kg #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 866 psi Cd=1.33 Cf=1.10 Cp=0.44 h 41 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Ave e Cd=1.33 CF=1.30 Cr=1.15 C1=1.00 I Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr--1.15 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi WALL LOAD CALCULATOR Stud Section(X-X Axis): dx= 5.5 in Live Load Dead Load Tributary Width Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf Area: A= 8.25 in2 Roof: LL= 25 psf DL= 15 psf TA= 4 ft Section Modulus(X-X Axis): Sx= 7.56 in3 Upper Floor: LL= 40 psf It= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor Height: 0 ft Slenderness Ratio: Lex/dx= 21.82 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Ley/dy= 0 Middle Floor Height: 0 ft Calculated Load: LL= 100 plf DL= 160 plf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING Actual Compressive Stress: Fc= 26 psi Live Load: PL= 100 plf Allowable Compressive Stress: Fc'= 866 psi Dead Load: PD= 160 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 260 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 83 ft-lb LATERAL LOADING (Dy Face) Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Uniform Lateral Load: wL-Lat= 5 psf Bending Stress Lateral Loads Only(X-X Axis):Fbx= 132 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.08 NOTES Project:Harbor View Lot 2 page Peteris Bambe Location:WALL2 Double Wall T' 1y Cascade Design Group,Inc. Wall zik 505 NW Harrison Blvd or [2015 International Building Code(2015 NDS)] x ---a: Corvallis,OR 97330 1.5 IN x 5.5 IN x 9.0 FT cQ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Section Adequate By:93.8% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.03 IN=U3652 Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb B Dead Load: Vert-DL-Rxn= 240 lb Total Load: Vert-TL-Rxn= 240 lb — I HORIZONTAL REACTIONS 1 f 1 Total Reaction at Top of Column: TL-Rxn-Top= 30 lb ,.1 Total Reaction at Bottom of Column: TL-Rxn-Bottom= 30 lb WALL DATA Total Stud Length: 9 ft Wall Dead Weight: 10 psf 1 Unbraced Length(X-Axis)Lx: 9 ftat Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 aft I 4, W Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted 10 Compressive Stress: Fc= 1350 psi Fc'= 1019 psi KN Cd=1.33 C1=1.10 Cp=0.52 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi .1 Cd=1.33 CF=1.30 Cr=1.15 CI=1.00 1 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi WALL LOAD CALCULATOR Stud Section(X-X Axis): dx= 5.5 in Live Load Dead Load Tributary Width Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf Area: A= 8.25 in2 Roof: LL= 25 psf DL= 15 psf TA= 0 ft Section Modulus(X-X Axis): Sx= 7.56 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor Height: 9 ft Slenderness Ratio: Lex/dx= 19.64 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Ley/dy= 0 Middle Floor Height: 0 ft Calculated Load: LL= 0 plf DL= 180 plf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING Actual Compressive Stress: Fc= 29 psi Live Load: PL= 0 plf* Allowable Compressive Stress: Fc'= 1019 psi Dead Load: PD= 180 plf* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 180 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(X-X Axis): Mx= 68 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis):Fbx= 107 psi Uniform Lateral Load: wL-Lat= 5 psf Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.06 NOTES Project:Harbor View Lot 2 page Pa • se Location:WALL3 Double Wall `�� " "'Cascade Design Group,Inc. Wall , `ae 505 NW Harrison Blvd of [2015 International BuildingCode(2015 NDS "" ( )] . , . Corvallis,OR 97330 1.5 IN x 5.5 IN x 9.0 FT@ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/16/2021 4:37:56 PM Section Adequate By:93.8% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.03 IN=U3652 Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb B Dead Load: Vert-DL-Rxn= 240 lb Total Load: Vert-TL-Rxn= 240 lb r''-i-iik.1 HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 30 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 30 lb WALL DATA Total Stud Length: 9 ft ; Wall Dead Weight: 10 psf I Unbraced Length(X-Axis)Lx: 9 ft �' Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 9ft w Axial Load Duration Factor 1.00 ° Lateral Load Duration Factor(Wind/Seismic) 1.33 kt STUD PROPERTIES I �1 #2-Douglas-Fir-Larch 101 Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1019 psis Cd=1.33 CF1.10 Cp=0.52 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi _ Cd=1.33 CF=1.30 Cr-1.15 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi 1 WALL LOAD CALCULATOR Stud Section(X-X Axis): dx= 5.5 in Live Load Dead Load Tributary Width Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf Area: A= 8.25 in2 Roof: LL= 25 psf DL= 15 psf TA= 0 ft Section Modulus(X-X Axis): Sx= 7.56 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor Height: 9 ft Slenderness Ratio: Lex/dx= 19.64 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Ley/dy= 0 Middle Floor Height: 0 ft Calculated Load: LL= 0 plf DL= 180 plf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING Actual Compressive Stress: Fc= 29 psi Live Load: PL= 0 plf* Allowable Compressive Stress: Fc'= 1019 psi Dead Load: PD= 180 plf* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 180 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(X-X Axis): Mx= 68 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis):Fbx= 107 psi Uniform Lateral Load: wL-Lat= 5 psf Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.06 NOTES Project:Harbor View Lot 2 '4 page Peteris Bambe Location:JST1 Joist Upper Floor Over Kitchen p G Cascade Design Group,Inc. / Floor Joist f " 505 NW Harrison Blvd of uit•,•;:-, [2015 International Building Code(2015 NDS)] S a,_...t <_ Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 14.0 FT d@ 24 O.C. Section Adequate By:7.8% StruCalc Version 10.0.1.6 7/16/2021 4:37:54 PM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U534 Dead Load 0.12 in Total Load 0.43 IN U388 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 560 lb 560 lb Dead Load 210 lb 210 lb Total Load 770 lb 770 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 280 plf 280 plf 14 ft Dead Load 105 plf 105 plf Total Load 385 plf 385 plf I-JOIST PROPERTIES JOIST DATA Center SERIES 18/11.875-Louisiana Pacific Span Length 14 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 887 lb Rcap'= 887 lb Uniform Floor Loading Center Reaction B: Rcap= 1006 lb Rcap'= 1006 lb Live Load LL= 40 psf E.I.: El= 248 lb-in2 El'= 248 lb-in2 Dead Load DL= 15 psf Total Load TL= 55 psf Controlling Moment: 2695 ft-lb 7.0 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 110 plf Created by combining all dead and live loads. Controlling Shear: -770 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 230 in2-Ib E6 248 in2-Ib xE6 Moment: 2695 ft-lb 3100 ft-lb Shear: -770 lb 1335 lb NOTES Project:Harbor View Lot 2 fR Peteri page s Bambe Location:JST2 Joist Upper Floor Over Kitchen Nook r G Cascade Design Group, Inc. Floor Joist 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] "'�� - Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 11.0 FT ©24 O.C. Section Adequate By:46.6% StruCalc Version 10.0.1.6 7/16/2021 4:37:54 PM Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN U1027 Dead Load 0.05 in Total Load 0.18 IN U747 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 440 lb 440 lb Dead Load 165 lb 165 lb Total Load 605 lb 605 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS Live Load 220 plf 220 plf --11 a — -- — Dead Load 83 plf 83 plf Total Load 303 plf 303 plf I-JOIST PROPERTIES JOIST DATA Center SERIES 18/11.875-Louisiana Pacific Span Length 11 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Unbraced Length-Bottom 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 887 lb Rcap'= 887 lb Uniform Floor Loading Center Reaction B: Rcap= 1006 lb Rcap'= 1006 lb Live Load LL= 40 psf E.l.: El= 248 lb-in2 Er= 248 lb-in2 Dead Load DL= 15 psf Total Load TL= 55 psf Controlling Moment: 1664 ft-lb 5.5 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 110 plf Created by combining all dead and live loads. Controlling Shear: -605 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.I.: 120 in2-lb E6 248 in2-lb xE6 Moment: 1664 ft-lb 3100 ft-lb Shear: -605 lb 1335 lb NOTES Project:Harbor View Lot 2 page Caa se / Location:JST3 Upper Floor Joist Over Office w' `Cascscadea Design Group,Inc. Floor Joist w"` 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] lw-1 > ; Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 22.5 FT(13+9.5)@ 24 O.C. YW Section Adequate By:32.8% StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Controlling Factor:End Reaction DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.16 IN U982 0.06 IN U1984 Dead Load 0.05 in -0.01 in Total Load 0.21 IN U754 0.06 IN U1837 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 4 REACTIONS A j3 C Live Load 445 lb 1147 lb 340 lb Dead Load 156 lb 430 lb 89 lb Total Load 601 lb 1577 lb 429 lb Uplift(1.5 F.S) 0 lb 0 lb -44 lb Bearing Length 1.75 in 3.50 in 3.50 in Web Stiffeners No No No ,v, . _., �,,,--,, .-a .,. : ,- SUPPORT LOADS A a. a -- -13 ft — — 9.5 ft Live Load 223 plf 574 plf 170 plf Dead Load 78 plf 215 plf 45 plf Total Load 301 plf 789 plf 215 plf ,JOIST DATA Center I-JOIST PROPERTIES Span Length 13 ft 9.5 ft SERIES 18/11.875-Louisiana Pacific Unbraced Length-Top 0 ft 0 ft Base Values Adjusted Unbraced Length-Bottom 0 ft 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb JOIST LOADING Cd=1.00 Uniform Floor Loading Left Center Reaction A: Rcap= 887 lb Rcap'= 887 lb Live Load LL= 40 psf 40 psf Reaction B: Rcap= 2095 lb Rcap'= 2095 lb Dead Load DL= 15 psf 15 psf Reaction C: Rcap= 1006 lb Rcap'= 1006 lb Total Load TL= 55 psf 55 psf E.I.: El= 248 lb-in2 Er= 248 lb-in2 TL Adj.For Joist Spacing wT= 110 plf 110 plf Controlling Moment: -1867 ft-lb 13.0 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -859 lb At right support of span 1 (Left Span) Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided E.I.: 121 in2-lb E6 248 in2-lb xE6 Moment: -1867 ft-lb 3100 ft-lb Shear: -859 lb 1335 lb NOTES Project:Harbor View Lot 2 page Cse / Location:JST4 Upper Floor Joist Above Dining Room iy ��� ��Cascade Design Group,Inc. Floor Joist k 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] ---n Corvallis,OR 97330 SERIES 20/11.875-Louisiana Pacific x 15.0 FT ©24 O.C. Section Adequate By: 10.1% StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN U933 Dead Load 0.07 in Total Load 0.27 IN U679 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 600 lb 600 lb Dead Load 225 lb 225 lb Total Load 825 lb 825 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 300 plf 300 plf 15ft Dead Load 113 plf 113 plf Total Load 413 plf 413 plf I-JOIST PROPERTIES JOIST DATA Center SERIES 20/11.875-Louisiana Pacific Span Length 15 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3406 ft-lb Mcap'= 3406 ft-lb Unbraced Length-Bottom 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1350 lb Vcap'= 1350 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 1025 lb Rcap'= 1025 lb Uniform Floor Loading Center Reaction B: Rcap= 1025 lb Rcap'= 1025 lb Live Load LL= 40 psf E.I.: El= 600 lb-in2 El'= 600 lb-in2 Dead Load DL= 15 psf Total Load TL 55 psf Controlling Moment: 3094 ft-lb = 7.5 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 110 plf Created by combining all dead and live loads. Controlling Shear: -825 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: jTea'd Provided E.I.: 318 in2-lb E6 600 in2-lb xE6 Moment: 3094 ft-lb 3406 ft-lb Shear: -825 lb 1350 lb NOTES Project:Harbor View Lot 2 page k Peteris Bambe Location:JST5 Cantilever Floor Joist i Cascade Design Group,Inc. ' ,� / Floor Joist � [2015 International Building Code(2015 NDS)] 4 Corvallis,505 NW Harrison Blvd or 1.75 IN x 11.875 IN x 15.5 FT(2+13.5)@ 16 O.C. -- O ORR 97330 2.0E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Section Adequate By:7.2% Controlling Factor:Moment DEFLECTIONS L_gft Center LOADING DIAGRAM Live Load 0.09 IN 2U540 -0.10 IN U1610 Dead Load 0.02 in -0.01 in Total Load 0.10 IN 2U460 -0.11 IN U1541 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 1809 lb 360 lb Dead Load 627 lb 74 lb Total Load 2436 lb 434 lb Uplift(1.5 F.S) 0 lb -131 lb Bearing Length 1.86 in 0.33 in SUPPORT LOADS A_ Live Load 1357 plf 270 plf F--2 ft ' — — 13.5 ft Dead Load 470 plf 56 plf Total Load 1827 plf 326 plf MATERIAL PROPERTIES JOIST DATA Left Center 2.0E Microllam-iLevel Trus Joist Span Length 2 ft 13.5 ft Base Values Adiusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 2600 psi Fb'= 1017 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 CI=0.39 CF=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 285 psi Fv'= 285 psi Floor Duration Factor 1.00 Cd=9.00 JOIST LOADING Modulus of Elasticity: E= 1 2000 ksi E'=1 2000 ksi Uniform Floor Loading Left Center Comp. to Grain: Fc- = 750 psi Fc- — 750 psi Live Load LL= 40 psf 40 psf Controlling Moment: -3253 ft-lb Dead Load DL= 15 psf 15 psf Over left support of span 2(Center Span) Total Load TL= 55 psf 55 psf Created by combining all dead loads and live loads on span(s)1,2 TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Shear: -1700 lb Wall Loading At right support of span 1 (Left Span) Wall One Created by combining all dead loads and live loads on span(s)1,2 Live Load(1 to Joists): L1 = 872 plf 0 plf Dead Load(-I-to Joists)D1 = 293 plf 0 plf Comparisons with required sections: Read Provided Load Location X1 = 0 ft 0 ft Section Modulus: 38.38 in3 41.13 in3 Area(Shear): 8.95 in2 20.78 in2 Moment of Inertia(deflection): 216.82 in4 244.21 in4 Moment: -3253 ft-lb 3486 ft-lb Shear: -1700 lb 3948 lb NOTES Project:Harbor View Lot 2 page Location:JST6 Joist on Main Floor FramingCasca a Bamse / i . � YCascade Design Group,Inc. Floor Joist .,_ 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] afirr Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 13.5 FT @ 24 O.C. Section Adequate By:19.2% StruCalc Version 10.0.1.6 7/16/2021 4:37:55 PM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN U590 Dead Load 0.10 in Total Load 0.38 IN U429 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 540 lb 540 lb Dead Load 203 lb 203 lb Total Load 743 lb 743 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A_ Live Load 270 plf 270 plf 13.5ft- Dead Load 102 plf 102 plf Total Load 372 plf 372 plf I-JOIST PROPERTIES JOIST DATA Center SERIES 18/11.875-Louisiana Pacific Span Length 13.5 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Unbraced Length-Bottom 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 887 lb Rcap'= 887 lb Reaction B: Rcap= 1006 lb Rcap'= 1006 lb Uniform Floor Loading Center E.I.: El= 248 lb-in2 El'= 248 lb-in2 Live Load LL= 40 psf Dead Load DL= 15 psf Total Load TL= 55 psf Controlling Moment: 2506 ft-lb 6.75 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 110 plf Created by combining all dead and live loads. Controlling Shear: 742 lb At left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 208 in2-lb E6 248 in2-lb xE6 Moment: 2506 ft-lb 3100 ft-lb Shear: 742 lb 1335 lb NOTES Project:Harbor View Lot 2 A page - Ca se Location:JST7 Floor Joist on Main Floor y,y F Cascade Design Group,Inc. Floor Joist ,,m. / . 505 NW Harrison Blvd � [2015 International BuildingCode 2015 NDS)] :`.�1...`_. = Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 10.0 FT @ 24 O.C. Section Adequate By:61.3% StruCalc Version 10.0.1.6 7/16/2021 4:37:56 PM Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1319 Dead Load 0.03 in Total Load 0.13 IN U959 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 400 lb 400 lb Dead Load 150 lb 150 lb Total Load 550 lb 550 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 200 plf 200 plf Dead Load 75 pif 75 plf Total Load 275 pif 275 plf I-JOIST PROPERTIES JOIST DATA Center SERIES 18/11.875-Louisiana Pacific Span Length 10 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Unbraced Length-Bottom 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 887 lb Rcap'= 887 lb Uniform Floor Loading Center Reaction B: Rcap= 1006 lb Rcap'= 1006 lb E.I.: El= 248 lb-in2 El'= 248 lb-in2 ea Load LL= 40 psf Dead Load DL= 15 psf Total Load TL= 55 psf Controlling Moment: 1375 ft-lb 5.0 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 110 plf Created by combining all dead and live loads. Controlling Shear: -550 lb At right support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.I.: 93 in2-lb E6 248 in2-lb xE6 Moment: 1375 ft-lb 3100 ft-lb Shear: -550 lb 1335 lb NOTES page Project:Harbor View Lot 2 Peteris Bambe Location:JST8 Garage Joists Main Floor Framing n Cascade Design Group,Inc. Floor Joist '�: 505 NW Harrison Blvd or [2015 International Building Code(2015 NDS)] Corvallis,OR 97330 SERIES 18/11.875-Louisiana Pacific x 25.5 FT(13.5+12)@ 24 O.C. Section Adequate By: 19.2% StruCalc Version 10.0.1.6 7/16/2021 4:37:57 PM Controlling Factor:End Reaction DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.19 IN U851 0.13 IN U1118 Dead Load 0.05 in 0.02 in Total Load 0.24 IN U675 0.15 IN U947 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 469 lb 1279 lb 424 lb Dead Load 157 lb 479 lb 129 lb Total Load 626 lb 1758 lb 553 lb Bearing Length 1.75 in 3.50 in 3.50 in Web Stiffeners No No No SUPPORT LOADS A Live Load 235 plf 640 plf 212 plf - , 13.5 ft 12 ft Dead Load 79 plf 240 plf 65 plf Total Load 313 plf 879 plf 277 plf I-JOIST PROPERTIES JOIST DATA Left Center SERIES 18/11.875-Louisiana Pacific Span Length 13.5 ft 12 ft Base Values Adjusted Unbraced Length-Top 0 ft 0 ft Moment Cap: Mcap= 3100 ft-lb Mcap'= 3100 ft-lb Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1335 lb Vcap'= 1335 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 887 lb Rcap'= 887 lb Reaction B: Rcap= 2095 lb Rcap'= 2095 lb Uniform Floor Loading Left ,Qatiter Reaction C: Rcap= 1006 lb Rcap'= 1006 lb Live Load LL= 40 psf 40 psf E.I.: El= 248 lb-in2 El'= 248 lb-in2 Dead Load DL= 15 psf 15 psf Total Load TL= 55 psf 55 psf Controlling Moment: -2258 ft-lb TL Adj.For Joist Spacing wT= 110 plf 110 plf 13.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -910 lb 14.0 Ft from left support of span 1 (Left Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.I.: 140 in2-lb E6 248 in2-lb xE6 Moment: -2258 ft-lb 3100 ft-lb Shear: -910 lb 1335 lb NOTES pass Project:Harbor View Lot 2 Csten Pagni Location:FLB1 Floor Beam Over Stairs ;. 4 Cascade Design Group Inc. Multi-Span Floor Beam 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] Corvallis,OR 97330 or at. (2)1.75 INx 11.8751Nx 22.5 FT(11 +11.5) 2.0E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.6 7/13/2021 10:38:20 AM Section Adequate By: 133.7% Controlling Factor.Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS loft Center LOADING DIAGRAM Live Load -0.03 IN U4569 0.06 IN U2411 Dead Load -0.01 in 0.03 in Total Load -0.03 IN U4008 0.08 IN U1661 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A .a Q Live Load 579 lb 3049 lb 753 lb Dead Load 169 lb 1731 lb 355 lb Total Load 748 lb 4780 lb 1108 lb 1 Uplift(1.5 F.S) -79 lb 0 lb 0 lb Bearing Length 0.29 in 1.82 in 0.42 in BEAM DATA Left Center "'` ar74 Span Length 11 ft 11.5 ft - 11 ft 11.s ft Unbraced Length-Top 0 ft 0 ft - Unbraced Length-Bottom 0 ft 11.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Left Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf Floor Dead Load FDL= 15 psf 15 psf 2.0E Microllam-iLevel Trus Joist Floor Tributary Width Side One TW1 = 3 ft 3 ft Base Values Adiusted Floor Tributary Width Side Two TW2= 0 ft 0 ft Bending Stress: Fb= 2600 psi Fb'= 2474 psi Wall Load WALL= 0 plf 0 plf Cd=1.00 C/=0.95 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One* Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 1413 lb Comp.-1-to Grain: Fc--1-= 750 psi Fc--1-'= 750 psi Dead Load 950 lb Location 2 ft Controlling Moment: -4642 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Over left support of span 2(Center Span) BEAM LOADING 1_,..aft Center Created by combining all dead loads and live loads on span(s)1,2 Reduced Floor Live Load 40 psf 40 psf Controlling Shear: 3379 lb Total Live Load 120 plf 120 plf At left support of span 2(Center Span) Total Dead Load 45 plf 45 plf Created by combining all dead loads and live loads on span(s)1,2 Beam Self Weight 13 plf 13 plf Total Load 178 pif 178 plf Comparisons with required sections: Rea'd Provided Section Modulus: 22.52 in3 82.26 in3 Area(Shear): 17.78 in2 41.56 in2 Moment of Inertia(deflection): 72.91 in4 488.41 in4 Moment: -4642 ft-lb 16958 ft-lb Shear: 3379 lb 7897 lb NOTES Project:Harbor View Lot 2 page _ Kristen Pagni Location:FLB2 Main Floor Mechanicle Floor Beam I Cascade Design Group Inc. / Multi-Span Floor Beam 505 NW Harrison Blvd [2015 International BuildinCode(2015NDS)] 'k4:; .} -- or ,, ���- Corvallis,OR 97330 (2)1.75 IN x 11.875 IN x 10.0 FT 2.0E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.6 7/13/2021 10:38:28 AM Section Adequate By: 125.0% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members REFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U1153 Dead Load 0.04 in Total Load 0.15 IN U821 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2260 lb 2260 lb Dead Load 912 lb 912 lb Total Load 3172 lb 3172 lb Bearing Length 1.21 in 1.21 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 10 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING Center Floor Live Load FLL= 40 psf 2.0E Microllam-iLevel Trus Joist Floor Dead Load FDL= 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 11.3 ft Bending Stress: Fb= 2600 psi Fb'= 2604 psi Floor Tributary Width Side Two TW2= 0 ft Cd=1.00 CF=1.00 Wall Load WALL= 0 plf Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 BEAM LOADING Center Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Reduced Floor Live Load 40 psf Comp. to Grain: Fc--1-= 750 psi Fc- = 750 psi Total Live Load 452 plf Total Dead Load 170 plf Controlling Moment: 7931 ft-lb Beam Self Weight 13 plf 5.0 Ft from left support of span 2(Center Span) Total Load 634 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3172 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 36.55 in3 82.26 in3 Area(Shear): 16.7 in2 41.56 in2 Moment of Inertia(deflection): 152.53 in4 488.41 in4 Moment: 7931 ft-lb 17848 ft-lb Shear: 3172 lb 7897 lb NOTES Project:Harbor View Lot 2 max; page Kristen Pagni / Location:FL63 Crawl Space Floor Beam Jk; Cascade" Design Group Inc. Multi-Span Floor Beam 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] `� Corvallis,OR 97330 or 5.5 IN x 9.0 IN x 20.0 FT(10+10) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/13/2021 10:38:59 AM Section Adequate By: 16.6% Controlling Factor:Moment DEFLECTIONS Left Center WADING DIAGRAM Live Load 0.15 IN U815 0.15 IN U815 Dead Load 0.03 in 0.03 in Total Load 0.18 IN U663 0.18 IN U663 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS $ Live Load 2450 lb 7000 lb 2450 lb Dead Load 828 lb 2759 lb 828 lb Total Load 3278 lb 9759 lb 3278 lb Bearing Length 0.92 in 2.73 in 0.92 in BEAM DATA Left Center Span Length 10 ft 10 ft Unbraced Length-Top 0 ft 0 ft --10n — —10ft Unbraced Length-Bottom 0 ft 10 ft Floor Duration Factor 1.00 Notch Depth 0.00 Center MATERIAL PROPERTIES FLOOR LOADING Left FloorLive Load FLL= 40 psf 24F-V4-Visually Graded Western Species 5 psf 1 Floor Base Values Adjusted Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 2es400 psi Controlled by: Floor Tributary Width Side One TW1 = 14 ft 14 ft Fb_cmpr= 1850 psi Fb_cmpr'= 1839 psi Floor Tributary Width Side Two TW2= 0 ft 0 ft Cd=1.00 Ct=0.99 Wall Load WALL= 0 plf 0 plf Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING Left Center Cd=1.00 Reduced Floor Live Load 40 psf 40 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Live Load 560 plf 560 plf Comp.-I-to Grain: Fc- L= 650 psi Fc- = 650 psi Total Dead Load 210 plf 210 plf Beam Self Weight 11 plf 11 plf Controlling Moment: -9759 ft-lb Total Load 781 plf 781 plf Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -4880 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 63.68 in3 74.25 in3 Area(Shear): 27.62 in2 49.5 in2 Moment of Inertia(deflection): 147.53 in4 334.13 in4 Moment: -9759 ft-lb 11379 ft-lb Shear: -4880 lb 8745 lb NOTES Project:Harbor View Lot 2 page r _ Kristen Pagni Location:FLB4 Main Floor GarageFloor Beam 'Cascade Design Group Inc. Multi-Span Floor Beam 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] "`"` " Corvallis,OR 97330 5.5 IN x 15.0 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/13/2021 10:45:59 AM Section Adequate By:7.4% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.62 IN U387 Dead Load 0.26 in Total Load 0.88 IN U274 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A j3 Live Load 4800 lb 4800 lb Dead Load 1979 lb 1979 lb Total Load 6779 lb 6779 lb Bearing Length 1.90 in 1.90 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft _ 20 n Unbraced Length-Bottom 20 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.26 FLOOR LOADING Center Notch Depth 0.00 Floor Live Load FLL= 40 psf Floor Dead Load FDL= 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 6 ft 24F-V4-Visually Graded Western Species Floor Tributary Width Side Two TW2= 6 ft Base Values Adjusted Wall Load WALL= 0 plf Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2342 psi BEAM LOADING Center Cd=1.00 Cv=0.98 Reduced Floor Live Load 40 psf Shear Stress: Fv= 265 psi Fv'= 265 psi Total Live Load 480 plf Cd=1.00 Total Dead Load 180 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight 18 plf Comp.-I-to Grain: Fc- l-= 650 psi Fc- = 650 psi Total Load 678 plf Controlling Moment: 33894 ft-lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6779 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 173.67 in3 206.25 in3 Area(Shear): 38.37 in2 82.5 in2 Moment of Inertia(deflection): 1439.77 in4 1546.88 in4 Moment: 33894 ft-lb 40252 ft-lb Shear: 6779 lb 14575 lb NOTES Project:Harbor View Lot 2 ii, N, ; = page IR Kristen / Location:FTG1 for RFB9 Garage i ''"Caascadea Des Design Group inc. Footing � � 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] .7 gi-- p . I;Corvallis,OR 97330 Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C.E/W/(4)min. StruCalc Version 10.0.1.6 7/13/2021 9:59:51 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: [--4 in—{ Ultimate Bearing Pressure: Qu= 1207 psf I Effective Allowable Soil Bearing Pressure: Qe= 1375 psf — Required Footing Area: Areq= 10.75 sf Area Provided: A= 12.25 sf Baseplate Bearing: to in Bearing Required: Bear= 22095 lb — -- —� -,-- Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): 3.5 ft Beam Shear: Vu1 = 6444 lb Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 10873 lb* Punching Shear: Vu2= 20510 lb Dead Load: PD= 3915 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 14788 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 22095 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 987 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 90023 in-lb Nominal Moment Strength: Mn= 253752 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.76 in2 Controlling Reinforcing Steel: As-reqd= 0.76 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.5 in NOTES Project:Harbor View Lot 2 � page Kristen Pagni Location:FTG2 for RFB9 Garage �y Cascade Design Group Inc. / Footing 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] ; Corvallis,OR 97330 Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C.E/W/(4)min. StruCalc Version 10.0.1.6 7/13/2021 9:59:51 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: H-4 in-H Ultimate Bearing Pressure: Qu= 1193 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 10.63 sf Area Provided: A= 12.25 sf Baseplate Bearing: to in Bearing Required: Bear= 21942 lb Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6400 lb 3.5 ft Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 11022 lb* Punching Shear: Vu2= 20368 lb Dead Load: PD= 3589 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 14611 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 21942 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 987 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 89401 in-lb Nominal Moment Strength: Mn= 253752 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4):As(2)= 0.76 in2 Controlling Reinforcing Steel: As-reqd= 0.76 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.5 in NOTES Project:Harbor View Lot 2 if "41Kristen Pagni Page Location:FTG3 for RFB10 Garage Footing Cascade Design Group Inc. 505[2015 International Building Code(2015 NDS)] -, or NW Harrisonlvd or ORison „"�-= �:�>�:Corvallis, 97330 Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. StruCalc Version 10.0.1.6 7/13/2021 9:59:52 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in CQLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in I 4 In--1 Baseplate Length: bsl= 6 in r I L FOOTING CALCULATIONS — -- Bearing Calculations: Ultimate Bearing Pressure: Qu= 1030 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 3 sf to in Area Provided: A= 4.00 sf -- c Baseplate Bearing: T Bearing Required: Bear= 5881 lb 3In Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): _ 1" Beam Shear: Vu1 = 796 lb —zn Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 2340 lb* Punching Shear: Vu2= 4589 lb Dead Load: PD= 1781 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 4121 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 5881 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 322 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 11058 in-lb Nominal Moment Strength: Mn= 187693 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.03 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Harbor View Lot 2 t. ;- ease Kristen Pagni Location:FTG4 footing for RFB1 Cascade Design Group Inc. / Footing ., 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)j 4a; ice„ -: Corvallis,OR 97330 Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. StruCalc Version 10.0.1.6 7/13/2021 9:59:51 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in I 4 in--1 Baseplate Length: bsl= 6 in r I I L FOOTING CALCULATIONS — — Bearing Calculations: Ultimate Bearing Pressure: Qu= 553 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 1.61 sf io in Area Provided: A= 4.00 sf c Baseplate Bearing: �— Bearing Required: Bear= 3509 lb 3 in Allowable Bearing: Bear-A= 99450 lb 1 Beam Shear Calculations(One Way Shear): 2 ft Beam Shear: Vu1 = 475 lb Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 2142 lb* Punching Shear: Vu2= 2738 lb Dead Load: PD= 68 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 2210 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 3509 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 322 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 6597 in-lb Nominal Moment Strength: Mn= 187693 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Harbor View Lot 2 gi., 1:_,,. _, page Kristen Pagni Location:FTG5 footing for RFB2 i 4, "Cascada Design Group Inc. Footing f�. 505 NW Harrison Blvd of [2015 International BuildingCode(2015 NDS)] -4•" '+``" � h�--;�;.. ---It Corvallis,OR 97330 Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(3)min. StruCaic Version 10.0.1.6 7/13/2021 9:59:51 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in I--4In----I Baseplate Length: bsl= 6 in I I r i FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 777 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.26 sf 10 in Area Provided: A= 4.00 sf L o_ Baseplate Bearing: T Bearing Required: Bear= 4942 lb 3 in Allowable Bearing: Bear-A= 99450 lb _ Beam Shear Calculations(One Way Shear): _ L Beam Shear: Vu1 = 669 lb sit Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 3035 lb* Punching Shear: Vu2= 3856 lb Dead Load: PD= 72 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 3107 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 4942 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 322 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 9293 in-lb Nominal Moment Strength: Mn= 187693 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.03 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Harbor View Lot 2 i 4, Page Kristen Pagni Location:FTG6 footing for RFB8 I Cascade Design Group Inc. Footing vii,okov505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] °" � -*"-«' ,Corvallis,OR 97330 Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. StruCalc Version 10.0.1.6 7/13/2021 9:59:52 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in I----4 m—{ Baseplate Length: bsl= 6 in rj ' FOOTING CALCULATIONS — — — Bearing Calculations: Ultimate Bearing Pressure: Qu= 740 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.15 sf 7o in Area Provided: A= 4.00 sf lO— n___—__ c Basepiate Bearing: Bearing Required: Bear= 4416 lb 3 m Allowable Bearing: Bear-A= 99450 lb i Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 598 lb 2fc-- Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 2166 lb* Punching Shear: Vu2= 3446 lb Dead Load: PD= 792 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 2958 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 4416 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 322 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 8303 in-lb Nominal Moment Strength: Mn= 187693 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Harbor View Lot 2 `-`. page Kristen Pagni Location:FTG7 Main Floor Footing + i,,,k r Cascade Design Group Inc. / Footing _`` 505 NW Harrison Blvd of [2015 International Building Code(2015 NDS)] `3, :. a 'Corvallis OR 97330 Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C.E/W/(4)min. StruCalc Version 10.0.1.6 7/14/2021 10:09:04 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1339 psf F-4in—{ Effective Allowable Soil Bearing Pressure: Qe= 1375 psf _ I I _ Required Footing Area: Areq= 11.93 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10 in Bearing Required: Bear= 24370 lb P 0 Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): __ _ _a in Beam Shear: Vu1 = 7108 lb —ssrf--- — -- —� Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 22622 lb Live Load: PL= 11734 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Dead Load: PD= 4663 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Total Load: PT= 16397 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Ultimate Factored Load: Pu= 24370 lb Controlling Allowable Punching Shear: vc2= 42188 lb Footing plus soil above footing weight: Wt= 987 lb Bending Calculations: *Load obtained from Load Tracker.See Summary Report for details. Factored Moment: Mu= 99293 in-lb Nominal Moment Strength: Mn= 253752 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.30 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.76 in2 Controlling Reinforcing Steel: As-reqd= 0.76 in2 Selected Reinforcement: #4's©11.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.5 in NOTES Project:Harbor View Lot 2 ` i Page. = Krsten Pagni Location:FTG8 Main Floor Footing for Beam for RFB9 14i Cascade Design Group Inc. Footing 505 NW Harrison Blvd [2015 International Building Code(2015 NDS)] Corvallis,OR 97330 or Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C.EIW/(4)min. StruCalc Version 10.0.1.6 7/14/2021 10:09:24 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1207 psf I-41n-1 Effective Allowable Soil Bearing Pressure: Qe= 1375 psf I I Required Footing Area: Areq= 10.75 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10In Bearing Required: Bear= 22095 lb — 0 _ 9 Allowable Bearing: Bear-A= 99450 lb1 ___ 31n Beam Shear Calculations(One Way Shear): __ Beam Shear: Vu1 = 6444 lb -__--- --3.ss ------ Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 20510 lb Live Load: PL= 10873 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Dead Load: PD= 3915 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Total Load: PT= 14788 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Ultimate Factored Load: Pu= 22095 lb Controlling Allowable Punching Shear: vc2= 42188 lb Footing plus soil above footing weight: Wt= 987 lb Bending Calculations: *Load obtained from Load Tracker.See Summary Report for details. Factored Moment: Mu= 90023 in-lb Nominal Moment Strength: Mn= 253752 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.76 in2 Controlling Reinforcing Steel: As-reqd= 0.76 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.5 in NOTES Project:Harbor View Lot 2 ,. page Kristen Pagni / Location:FTG10 Footing for FLB3 iy; Cascade Design Group Inc. /// Footing 505 NW Harrison Blvd [2015 International BuildingCode(2015 NDS "1: of ( 3] ,,, ,� �,.....,:,;x..;t;;orvallis,OR 97330 Footing Size:3.0 FT x 3.0 FT x 10.00 IN i Reinforcement:#4 Bars ll 9.00 IN.O.C.EIW 1(4)min. StruCalc Version 10.0.1.6 7/14/2021 10:08:30 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: 1-4in-1 Ultimate Bearing Pressure: Qu= 1084 psf rl_— L i ___ Effective Allowable Soil Bearing Pressure: Qe= 1375 psf -- Required Footing Area: Areq= 7.1 sf Area Provided: A= 9.00 sf Baseplate Bearing: tU in Bearing Required: Bear= 14511 lb P-- o — _ T Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): ___ _ __ L Beam Shear: Vu1 = 3728 Ib — — 3ft --------- Allowable Beam Shear: Vol = 16875 lb Punching Shear Calculations(Two Way Shear): 1 Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 130$4 lb Live Load: PL= 7000 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Dead Load: PD= 2759 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 796$8 lb Total Load: PT= 9759 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 42158 lb Ultimate Factored Load: Pu= 14511 lb Controlling Allowable Punching Shear: vc2= 42168 lb Footing plus soil above footing weight: Wt= 725 lb Bending Calculations: *Load obtained from Load Tracker.See Summary Report for details. Factored Moment: Mu= 48420 in-lb Nominal Moment Strength: Mn= 251888 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.14 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's(0 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Harbor View Lot 2 =, .; 'i page _ Kristen Pagni Location:FTG11 Main Floor Footing for Beam for RFB9 � Cascade Design Group Inc. Footing ` 505 NW Harrison Blvd fff of [2015 International Building Code(2015 NDS)] ;Ii i4,` ,±-Corvallis OR 97330 Footing Size:3.5 FT x 3.5 FT x 10.00 IN I Reinforcement:#4 Bars @ 11.00 IN.O.C.ENV/(4)min. StruCalc Version 10.0.1.6 7/14/2021 10:08:34 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1193 psf I-4 in—{ Effective Allowable Soil Bearing Pressure: Qe= 1375 psf i I Required Footing Area: Areq= 10.63 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10 in Bearing Required: Bear= 21942 lb E_ , ,, Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): __ 1_ Beam Shear: Vu1 = 6400 lb _ a.s rt— Allowable Beam Shear: Vc1 = 19658 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 20368 lb Live Load: PL= 11022 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63261 lb Dead Load: PD= 3589 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79668 lb Total Load: PT= 14611 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 421$8 lb Ultimate Factored Load: Pu= 21942 lb Controlling Allowable Punching Shear: vc2= 42168 lb Footing plus soil above footing weight: Wt= 987 lb Bending Calculations: *Load obtained from Load Tracker.See Summary Report for details. Factored Moment: Mu= 89401 in-lb Nominal Moment Strength: Mn= 2537$2 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.93 in Steel Required Based on Moment: As(1)= 047 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.76 in2 Controlling Reinforcing Steel: As-reqd= 0.76 in2 Selected Rei4orcement: #4's @ 11.0 in.o.c.e/w(4)Min. Reinforcemerft Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= t5 in Development Length Supplied: Ld-sup= 15.5 in NOTES I Load Tracker Summary "°-_.a '' paw Project:Harbor View Lot 2 j Peteris Bambe Cascade Design Group,Inc. / , 505 NW Harrison Blvd of Corvallis,OR 97330 StruCalc Version 10.0.1.6 7/16/2021 4:43:22 PM RFB3 Header Above Bedroom 2 Multi-Loaded Multi-Span Beam- 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use w Uniform Loads Center Span User Defined:Truss B03 LL= 975 plf DL= 0 plf TL= 975 plf RFB1 Porch Beam Multi-Loaded Multi-Span Beam- 5.5 IN x 9.5 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use w 12 ft— —_ Uniform Loads Center Span User Defined:Truss Load T05 LL= 357 plf DL= 0 plf TL= 357 plf RFB2 Porch Beam Multi-Loaded Multi-Span Beam- 5.5 IN x 11.5 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use TR1 10.5 ft Uniform Loads Center Span User Defined:Truss T05 LL= 362 plf DL= 0 plf TL= 362 plf Trap Loads Center Span Trap Load One User Defined:Truss T09 LL= 216 plf DL= 0 plf TL= 216 plf WALL2 Double Wall Wall-1.5 IN x 5.5 IN x 9.0 FT @ 16 O.G. #2-Douglas-Fir-Larch-Dry Use Uniform Loads Wall JST4 Upper Floor Joist Above D... Reaction B:LL= 300 plf DL= 113 plf TL= 413 plf User Defined:Truss T15 Reaction B:LL= 572 plf DL= 0 plf TL= 572 plf Load Totals LL= 872 plf DL= 113 plf TL= 985 plf Load Tracker Summary 1,4 . page Bambe Project:Harbor View Lot 2 Cascade Design Group,Inc. 505 NW Harrison Blvd of : Corvallis,OR 97330 StruCalc Version 10.0.1.6 7/16/2021 4:43:23 PM JST5 Cantilever Floor Joist Floor Joist- 1.75 IN x 11.875 IN x 15.5 FT(2+13.5)@ 16 O.C. 2.0E Microllam-iLevel Trus Joist I--2ft — —13.6ft Wall Loads Left Span WALL2 Double Wall Reaction A:LL= 872 lbs DL= 293 lbs TL= 1165 lbs RFB5 Beam Over Living Room Multi-Loaded Multi-Span Beam- 5.5 IN x 12.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use W Uniform Loads Center Span JST7 Floor Joist on Main Floor... Reaction B:LL= 200 plf DL= 75 plf TL= 275 plf WALL1 Reaction A:LL= 100 plf DL= 160 plf TL= 260 plf User Defined:Truss T15 Reaction A:LL= 572 plf DL= 0 plf TL= 572 plf Load Totals LL= 872 plf DL= 235 plf TL= 1107 plf RFB4 Beam Over Kitchen&Living Space Multi-Loaded Multi-Span Beam- 1.75 IN x 11.875 IN x 14.5 FT 2.0E Microllam-iLevel Trus Joist Uniform Loads Center Span JST7 Floor Joist on Main Floor... Reaction B:LL= 200 plf DL= 75 plf TL= 275 plf WALL3 Double Wall Wall-1.5 IN x 5.5 IN x 9.0 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use Uniform Loads Wall JST3 Upper Floor Joist Over Of... Reaction A:LL= 223 plf DL= 78 plf TL= 301 plf User Defined:Truss T14 Reaction A:LL= 972 plf DL= 0 plf TL= 972 plf Load Totals LL= 1195 plf DL= 78 plf TL= 1273 plf Load Tracker Summary 1page Project:Harbor View Lot 2 Peteris Bambe Cascade Design Group,Inc. 505 NW Harrison Blvd of g:- :Corvallis,OR 97330 StruCalc Version 10.0.1.6 7/16/2021 4:43:24 PM RFB6 Kitchen Beam Multi-Loaded Multi-Span Beam- 5.5 IN x 16.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use TR1 TR2 w 20ft Uniform Loads Center Span User Defined:Truss T07 LL= 283 plf DL= 0 plf TL= 283 plf WALL1 Reaction A:LL= 100 pif DL= 160 plf TL= 260 plf Load Totals LL= 383 plf DL= 160 pif TL= 543 plf Trap Loads Center Span Trap Load One JST1 Joist Upper Floor Over Ki... Reaction A:LL= 280 plf DL= 105 plf TL= 385 plf Trap Load Two JST2 Joist Upper Floor Over Ki... Reaction B:LL= 220 plf DL= 83 plf TL= 303 plf RFB7 Dining Room Beam Multi-Loaded Multi-Span Beam- 5.5 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use z. dog-Ar., 4a�icaa -aaa a ,�s� - �,e - e—:�o,c a�a MIMINiill Uniform Loads Center Span JST4 Upper Floor Joist Above D... Reaction B:LL= 300 pif DL= 113 plf TL= 413 plf JST7 Floor Joist on Main Floor... Reaction A:LL= 200 plf DL= 75 pif TL= 275 plf Load Totals LL= 500 plf DL= 188 plf TL= 688 plf RFB9 Garage Header Multi-Loaded Multi-Span Beam- 6.75 IN x 16.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use TR3 TR1 -- r-a i aw , e -e: —�, v- :.n6aa v:---f,-a'c Load Tracker Summary Page Project Harbor View Lot 2 '-`-= 1. y Peteris Bambe Cascade Design Group,Inc. / 505 NW Harrison Blvd of Corvallis,OR 97330 StruCalc Version 10.0.1.6 7/16/2021 4:43:24 PM RFB9 Garage Header Multi-Loaded Multi-Span Beam- 6.75 IN x 16.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Trap Loads Center Span Trap Load One JST5 Cantilever Floor Joist Reaction A:LL= 1357 plf DL= 470 plf TL= 1827 plf Trap Load Two JST3 Upper Floor Joist Over Of... Reaction A:LL= 223 plf DL= 78 plf TL= 301 plf Trap Load Three WALL3 Double Wall Reaction A:LL= 1195 plf DL= 258 plf TL= 1453 plf FTG2 for RFB9 Garage Footing-Size: 3.5 FT x 3.5 FT x 10.00 IN Footing Load RFB9 Garage Header Reaction B:LL= 11022 lbs DL= 3589 lbs TL= 14611 lbs FTG1 for RFB9 Garage Footing-Size: 3.5 FT x 3.5 FT x 10.00 IN Footing Load RFB9 Garage Header Reaction A:LL= 10873 lbs DL= 3915 lbs TL= 14788 lbs FTG4 footing for RFB1 Footing-Size: 2.0 FT x 2.0 FT x 10.00 IN (Footing Load RFB1 Porch Beam Reaction B:LL= 2142 lbs DL= 68 lbs TL= 2210 lbs FTG5 footing for RFB2 Footing-Size: 2.0 FT x 2.0 FT x 10.00 IN Footing Load RFB2 Porch Beam Reaction B:LL= 3035 lbs DL= 72 lbs TL= 3107 lbs FTG6 footing for RFB8 Footing-Size: 2.0 FT x 2.0 FT x 10.00 IN Footing Load RFB8 Beam Over Entry Way Reaction B:LL= 812 lbs DL= 26 lbs TL= 838 lbs FTG3 for RFB10 Garage Footing-Size: 2.0 FT x 2.0 FT x 10.00 IN Footing Load RFB10 Garage Header Reaction A:LL= 5963 lbs DL= 1425 lbs TL= 7388 lbs RFB10 Garage Header Multi-Loaded Multi-Span Beam- 5.5 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use 1 2 3 4 5 6 w 12 ft --- Uniform Loads Center Span JST8 Garage Joists Main Floor... Reaction C:LL= 212 plf DL= 65 plf TL= 277 plf WALL1 Reaction A:LL= 100 plf DL= 160 plf TL= 260 plf Load Totals LL= 312 plf DL= 225 plf TL= 537 plf Point Loads Center Span Point Load One User Defined:Truss T01 LL= 996 lbs DL= 0 lbs TL= 996 lbs Load Tracker Summarypage Peteris Bambe Project:Harbor View Lot 2 / Cascade Design Group,Inc. 505 NW Harrison Blvd Corvallis,OR 97330 StruCalc Version 10.0.1.6 7/16/2021 4:43:25 PM RFB11 Garage Beam Multi-Loaded Multi-Span Beam- 6.75 IN x 19.5 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use !11.IIIHTR2 MEMEMIN Uniform Loads Center Span JST7 Floor Joist on Main Floor... Reaction B:LL= 200 plf DL= 75 plf TL= 275 plf Point Loads Center Span Point Load One RFB6 Kitchen Beam Reaction A:LL= 6593 lbs DL= 2833 lbs TL= 9426 lbs Trap Loads Center Span Trap Load One JSTS Cantilever Floor Joist Reaction B:LL= 270 plf DL= 56 plf TL= 326 plf Trap Load Two JST3 Upper Floor Joist Over Of... Reaction B:LL= 574 plf DL= 215 plf TL= 789 plf RFB8 Beam Over Entry Way Multi-Loaded Multi-Span Beam- 3.5 IN x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use w Uniform Loads Center Span User Defined:Truss Load s LL= 171 plf DL= 0 plf TL= 171 plf FTG7 Main Floor Footing Footing-Size: 3.5 FT x 3.5 FT x 10.00 IN Footing Load RFB11 Garage Beam Reaction B:LL= 11155 lbs DL= 4494 lbs TL= 15649 lbs FLB1 Floor Beam Over Stairs Reaction A:LL= 579 lbs DL= 169 lbs TL= 748 lbs Load Totals LL= 11734 lbs DL= 4663 lbs TL= 16397 lbs FTG8 Main Floor Footing for Beam for RFB9 Footing-Size: 3.5 FT x 3.5 FT x 10.00 IN Footing Load RFB9 Garage Header Reaction A:LL= 10873 lbs DL= 3915 lbs TL= 14788 lbs FTG10 Footing for FLB3 Footing-Size: 3.0 FT x 3.0 FT x 10.00 IN Footing Load FLB3 Crawl Space Floor Beam Reaction B:LL= 7000 lbs DL= 2759 lbs TL= 9759 lbs FTG11 Main Floor Footing for Beam for RFB9 Footing-Size: 3.5 FT x 3.5 FT x 10.00 IN Footing Load RFB9 Garage Header Reaction B:LL= 11022 lbs DL= 3589 lbs TL= 14611 lbs I PROJECT: PROJECT: HARBOR VIEW LOT 2 07/16/21 LOCATION: LOCATION: 10 FT WALLS RET.WALL DATA: WALL HEIGHT: H= 10 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 12 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2.75 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 9.5 FT BACKFILL EQUIV. FLUID PRESSURE: EFP= 32 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST. CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 5.7 FT ABOVE BASE HEEL LENGTH DESI( WALL WEIGHT: Ws= 1000 PLF BACKFILL WEIGHT: Wx= 2375 PLF HEEL WEIGHT: Wt= 300 PLF TOE WEIGHT: Wh= 525 PLF TOTAL VERTICAL WEIGHT: Wtot= 4200 PLF FOOTING LATERAL CAPACITY: FLC= 300 PLF TOTAL LATERAL CAPACITY: Plrc= 1959 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 2166 PLF SEISMIC LATERAL PRESSURE: Ps= 114 MINIMUM HEEL LENGTH HLmin= 2.61 FT TRIAL HEEL LENGTH: HL= 2.00 FT SLAB OR KEY REQD. RESISTANCE: Preq= 321 PLF SLAB OR KEY RESIST. REQD. TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 1000 -333 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 1.00 2375 2375 FOOTING(HEEL): 1.00 300 300 FOOTING(TOE): -1.75 525 -919 TOTAL VERTICAL LOADS: --- 4800 LBS SEISMIC LOAD: -5.7 114 -649.8 LATERAL SOIL PRESSURE: -3.17 2166 -6859 MOMENT TOTALS: 2675 -8961 RESULT. LOC. FROM FACE OF WALL: Y= 1.31 FT RESULTANT BASE WIDTH: Z= 6.40 FT MINIMUM TOE LENGTH: TLmin= 3.44 FT DESIGN TOE LENGTH: TL= 3.50 FT TOE LENGTH ADEQUATE CHECK HEEL DESIGN I! TOTAL BASE LENGTH: BL= 5.50 FT ACTUAL MAX. SOIL PRESSURE: Qact= 1461 PSF ACTUAL RESULTANT WIDTH: Zact= 6.57 FT FOOTING RESISTANCE CAPACITY: Pr= 4797 LBS FOOTING ADEQUATE PROJECT: HARBOR VIEW LOT 2 LOCATION: 10 FT WALLS STEMWALL STEEL DESIGN: 07/16/21 LATERAL FORCE: P= 1444 PLF SEISMIC LOAD Ps= 114 PLF BACKFILL MOMENT @ BASE OF WALL: M= 4573 FT-LBS/FT SEISMIC MOMENT @ BASE Ms= 650 FT-LBS/FT TOTAL MOMENT @ BASE Mt= 5222 FT-LBS/FT FACTORED MOMENT: Mu= 8878 FT-LBS/FT CONC. DESIGN DEPTH: d= 4.94 IN MINIMUM STEEL REQUIRED: As= 0.45 CONC.COMP. BLOCK DEPTH: a= 1.08 IN STEEL TRIALS: # 5 BARS 8 0.C. STEEL AREA: 0.46 SI/FT ADEQUATE SPLICE HEIGHT WHERE STEEL CAN BE CUT: VERTICAL STEEL LOCATION(ENTER 1 FOR CENTER): 2 MATCHED WITH TOE STEEL VERT STEEL CONC. DESIGN DEPTH: 4.94 IN WALL VERTICAL STEEL:3AR SIZE#: 4 SPACING: 16 IN.O.C. SELECTED STEEL AREA As= 0.15 SI/FT MOMENT CAPACITY: M(1/2)= 3158 FT-LB/FT HEIGHT(1/2): H(1/2)= 3.06 FT ABOVE BASE HEEL STEEL DESIGN: MAXIMUM MOMENT: M= 2675 FT-LBS/FT FACTORED MOMENT: Mu= 3745 FT-LBS/FT CONC. DESIGN DEPTH: d= 9.69 IN MINIMUM STEEL REQUIRED: As= 0.12 SI/FT CONC.COMP. BLOCK DEPTH: a= 0.54 IN STEEL TRIALS: # 5 BARS 16 0.C. STEEL AREA: 0.23 SI/FT ADEQUATE TOE STEEL DESIGN: MAXIMUM MOMENT: M= 7359 FT-LBS/FT FACTORED MOMENT: Mu= 12511 FT-LBS/FT CONC. DESIGN DEPTH: d= 8.69 IN MINIMUM STEEL REQUIRED: As= 0.34 SI/FT CONC. COMP.BLOCK DEPTH: a= 1.08 IN STEEL TRIALS: # 5 BARS 8 IN.O.C. STEEL AREA: 0.46 SI/FT TOE STEEL ADEQUATE HEEL AND TOE LONGITUDINAL STEEL DESIGN: LONGITUDINAL STEEL SIZE: # 5 BARS REQUIRED SPACING: @ 12 O.C. DESIGN SUMMARY: BACKFILL HEIGHT: 9.5 FT HEEL LENGTH: 2.00 TOE LENGTH: 3.50 STEMWALL THICKNESS: 8 FOOTING THICKNESS: 12 STEMWALL STEEL COVER: 2.75 STEMWALL BASE(FOOTING TOE)STEEL:# 5 BARS @ 8 IN. O.C. VERTICAL STEEL: 4 BARS @ 16 IN. O.C. 3.06 FT ABOVE FOOTING HEEL STEEL COVER: 2 IN HEEL STEEL:# 5 BARS @ 16 IN.O.C. TOE STEEL COVER: 3 IN TOE STEEL: 5 BARS @ 8 IN. O.C. LONGITUDINAL FOOTING STEEL:# 5 BARS @ 12 IN. O.C. OR 5 BARS PROJECT: PROJECT: HARBOR VIEW LOT 2 07/16/21 LOCATION: LOCATION: 8 FT WALLS RET.WALL DATA: WALL HEIGHT: H= 8 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 10 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2.75 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 7.5 FT BACKFILL EQUIV. FLUID PRESSURE: EFP= 32 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST.CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 4.5 FT ABOVE BASE HEEL LENGTH DESI( WALL WEIGHT: Ws= 800 PLF BACKFILL WEIGHT: Wx= 1566 PLF HEEL WEIGHT: Wt= 209 PLF TOE WEIGHT: Wh= 334 PLF TOTAL VERTICAL WEIGHT: Wtot= 2908 PLF FOOTING LATERAL CAPACITY: FLC= 250 PLF TOTAL LATERAL CAPACITY: Plrc= 1399 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 1350 PLF SEISMIC LATERAL PRESSURE: Ps= 90 MINIMUM HEEL LENGTH HLmin= 1.77 FT TRIAL HEEL LENGTH: HL= 1.67 FT SLAB OR KEY REQD. RESISTANCE: Preq= 41 PLF ADEQUATE TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 800 -267 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 0.84 1566 1307 FOOTING(HEEL): 0.84 209 174 FOOTING(TOE): -1.34 334 -446 TOTAL VERTICAL LOADS: --- 3508 LBS SEISMIC LOAD: -4.5 90 -405 LATERAL SOIL PRESSURE: -2.50 1350 -3375 MOMENT TOTALS: 1482 -4692 RESULT. LOC.FROM FACE OF WALL: Y= 0.92 FT RESULTANT BASE WIDTH: Z= . 4.68 FT MINIMUM TOE LENGTH: TLmin= 2.47 FT DESIGN TOE LENGTH: TL= 2.67 FT TOE LENGTH ADEQUATE HEEL LENGTH ADEQUATE TOTAL BASE LENGTH: BL= 4.34 FT ACTUAL MAX. SOIL PRESSURE: Qact= 1333 PSF ACTUAL RESULTANT WIDTH: Zact= 5.26 FT FOOTING RESISTANCE CAPACITY: Pr= 3827 LBS FOOTING ADEQUATE PROJECT: HARBOR VIEW LOT 2 LOCATION: 8 FT WALLS STEMWALL STEEL DESIGN: 07/16/21 LATERAL FORCE: P= 900 PLF SEISMIC LOAD Ps= 90 PLF BACKFILL MOMENT @ BASE OF WALL: M= 2250 FT-LBS/FT SEISMIC MOMENT @ BASE Ms= 405 FT-LBS/FT TOTAL MOMENT @ BASE Mt= 2655 FT-LBS/FT FACTORED MOMENT: Mu= 4514 FT-LBS/FT CONC. DESIGN DEPTH: d= 5.00 IN MINIMUM STEEL REQUIRED: As= 0.22 CONC.COMP. BLOCK DEPTH: a= 0.69 IN STEEL TRIALS: # 4 BARS @ 8 0.C. STEEL AREA: 0.29 SI/FT ADEQUATE SPLICE HEIGHT WHERE STEEL CAN BE CUT: VERTICAL STEEL LOCATION(ENTER 1 FOR CENTER): 1 CENTER OF WALL VERT STEEL CONC. DESIGN DEPTH: 4.00 IN WALL VERTICAL STEEL:3AR SIZE#: 4 SPACING: 16 IN.O.C. SELECTED STEEL AREA As= 0.15 SI/FT MOMENT CAPACITY: M(1/2)= 2536 FT-LB/FT HEIGHT(1/2): H(1/2)= 1.38 FT ABOVE BASE HEEL STEEL DESIGN: MAXIMUM MOMENT: M= 1482 FT-LBS/FT FACTORED MOMENT: Mu= 2074 FT-LBS/FT CONC. DESIGN DEPTH: d= 7.75 IN MINIMUM STEEL REQUIRED: As= 0.08 SI/FT CONC.COMP. BLOCK DEPTH: a= 0.12 IN STEEL TRIALS: # 4 BARS @ 48 O.C. STEEL AREA: 0.05 SI/FT INADEQUATE TOE STEEL DESIGN: MAXIMUM MOMENT: M= 3947 FT-LBS/FT FACTORED MOMENT: Mu= 6711 FT-LBS/FT CONC. DESIGN DEPTH: d= 6.75 IN MINIMUM STEEL REQUIRED: As= 0.23 SI/FT CONC.COMP. BLOCK DEPTH: a= 0.69 IN STEEL TRIALS: # 4 BARS @ 8 IN.O.C. STEEL AREA: 0.29 SI/FT TOE STEEL ADEQUATE HEEL AND TOE LONGITUDINAL STEEL DESIGN: LONGITUDINAL STEEL SIZE: # 4 BARS REQUIRED SPACING: @ 9 O.C. DESIGN SUMMARY: BACKFILL HEIGHT: 7.5 FT HEEL LENGTH: 1.67 TOE LENGTH: 2.67 STEMWALL THICKNESS: 8 FOOTING THICKNESS: 10 STEMWALL STEEL COVER: 2.75 STEMWALL BASE(FOOTING TOE)STEEL:# 4 BARS @ 8 IN. O.C. VERTICAL STEEL: 4 BARS @ 16 IN.O.C. @ 1.38 FT ABOVE FOOTING HEEL STEEL COVER: 2 IN HEEL STEEL:# 4 BARS @ 48 IN.O.C. TOE STEEL COVER: 3 IN TOE STEEL: 4 BARS @ 8 IN.O.C. LONGITUDINAL FOOTING STEEL:# 4 BARS @ 9 IN.O.C. OR 6 BARS PROJECT: PROJECT: HARBOR VIEW LOT 2 07/16/21 LOCATION: LOCATION: 6 FT WALLS RET.WALL DATA: WALL HEIGHT: H= 6 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 10 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2.75 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 5.5 FT BACKFILL EQUIV. FLUID PRESSURE: EFP= 32 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST.CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 3.3 FT ABOVE BASE HEEL LENGTH DESI( WALL WEIGHT: Ws= 600 PLF BACKFILL WEIGHT: Wx= 688 PLF HEEL WEIGHT: Wt= 125 PLF TOE WEIGHT: Wh= 250 PLF TOTAL VERTICAL WEIGHT: Wtot= 1663 PLF FOOTING LATERAL CAPACITY: FLC= 250 PLF TOTAL LATERAL CAPACITY: Plrc= 907 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 726 PLF SEISMIC LATERAL PRESSURE: Ps= 66 MINIMUM HEEL LENGTH HLmin= 0.64 FT TRIAL HEEL LENGTH: HL= 1.00 FT SLAB OR KEY REQD. RESISTANCE: Preq= 0 PLF ADEQUATE TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 600 -200 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 0.50 688 344 FOOTING(HEEL): 0.50 125 63 FOOTING(TOE): -1.00 250 -250 TOTAL VERTICAL LOADS: --- 2263 LBS SEISMIC LOAD : -3.3 66 -217.8 LATERAL SOIL PRESSURE: -1.83 726 -1331 MOMENT TOTALS: 406 -2199 RESULT. LOC. FROM FACE OF WALL: Y= 0.79 FT RESULTANT BASE WIDTH: Z= 3.02 FT MINIMUM TOE LENGTH: TLmin= 1.80 FT DESIGN TOE LENGTH: TL= 2.00 FT TOE LENGTH ADEQUATE HEEL LENGTH ADEQUATE TOTAL BASE LENGTH: BL= 3.00 FT ACTUAL MAX.SOIL PRESSURE: Qact= 1249 PSF ACTUAL RESULTANT WIDTH: Zact= 3.62 FT FOOTING RESISTANCE CAPACITY: Pr= 2637 LBS FOOTING ADEQUATE PROJECT: HARBOR VIEW LOT 2 LOCATION: 6 FT WALLS STEMWALL STEEL DESIGN: 07/16/21 LATERAL FORCE: P= 484 PLF SEISMIC LOAD Ps= 66 PLF BACKFILL MOMENT©BASE OF WALL: M= 887 FT-LBS/FT SEISMIC MOMENT @ BASE Ms= 218 FT-LBS/FT TOTAL MOMENT @ BASE Mt= 1105 FT-LBS/FT FACTORED MOMENT: Mu= 1879 FT-LBS/FT CONC. DESIGN DEPTH: d= 5.00 IN MINIMUM STEEL REQUIRED: As= 0.12 CONC. COMP. BLOCK DEPTH: a= 0.46 IN STEEL TRIALS: # 4 BARS 12 0.C. STEEL AREA: 0.20 SI/FT ADEQUATE SPLICE HEIGHT WHERE STEEL CAN BE CUT: VERTICAL STEEL LOCATION(ENTER 1 FOR CENTER): 2 MATCHED WITH TOE STEEL VERT STEEL CONC. DESIGN DEPTH: 5.00 IN WALL VERTICAL STEEL:3AR SIZE#: 4 SPACING: 24 IN.O.C. SELECTED STEEL AREA As= 0.10 SI/FT MOMENT CAPACITY: M(1/2)= 2158 FT-LB/FT HEIGHT(1/2): H(1/2)= 0.00 FT ABOVE BASE HEEL STEEL DESIGN: MAXIMUM MOMENT: M= 406 FT-LBS/FT FACTORED MOMENT: Mu= 569 FT-LBS/FT CONC. DESIGN DEPTH: d= 7.75 IN MINIMUM STEEL REQUIRED: As= 0.02 SI/FT CONC.COMP. BLOCK DEPTH: a= 0.12 IN STEEL TRIALS: # 4 BARS 48 O.C. STEEL AREA: 0.05 SI/FT ADEQUATE TOE STEEL DESIGN: MAXIMUM MOMENT: M= 2038 FT-LBS/FT FACTORED MOMENT: Mu= 3465 FT-LBS/FT CONC. DESIGN DEPTH: d= 6.75 IN MINIMUM STEEL REQUIRED: As= 0.12 SI/FT CONC.COMP. BLOCK DEPTH: a= 0.46 IN STEEL TRIALS: # 4 BARS 12 IN. O.C. STEEL AREA: 0.20 SI/FT TOE STEEL ADEQUATE HEEL AND TOE LONGITUDINAL STEEL DESIGN: LONGITUDINAL STEEL SIZE: # 4 BARS REQUIRED SPACING: @ 9 O.C. DESIGN SUMMARY: BACKFILL HEIGHT: 5.5 FT HEEL LENGTH: 1.00 TOE LENGTH: 2.00 STEMWALL THICKNESS: 8 FOOTING THICKNESS: 10 STEMWALL STEEL COVER: 2.75 STEMWALL BASE(FOOTING TOE)STEEL:# 4 BARS @ 12 IN.O.C. VERTICAL STEEL: 4 BARS @ 24 IN.O.C. 0.00 FT ABOVE FOOTING HEEL STEEL COVER: 2 IN HEEL STEEL:# 4 BARS @ 48 IN.O.C. TOE STEEL COVER: 3 IN TOE STEEL: 4 BARS @ 12 IN.O.C. LONGITUDINAL FOOTING STEEL:# 4 BARS @ 9 IN.O.C. OR 4 BARS