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BLD20161004 (2)v 4 OF Eoqca Moen 8° CITY OF EDMONDS 121 5TH AVENUENORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 01/13/2017 Permit #: BLD20161004 BUILDING PERMIT Expiration Date: 01/13/2018 Project Address: 18816 OLYMPIC VIEW DR, EDMONDS Parcel No: 27031300413700 y.AirPLICAIAT CONTRACTOR BEN & HEATHER SWERK BEN & HEATHER SWERK CONTOUR CONSTRUCTION LLC PO BOX 1894 PO BOX 1894 C/O TRAVIS STANTON LYNNWOOD, WA 98046 LYNNWOOD, WA 98046 PO BOX 1595 STANWOOD, WA 98292 (425)508-7721 (425)508-7721 (425)359-6324 LICENSE #: CONTOCL017MA EXP:10/06/2017 O: DESCRIPTION NEW SINGLE FAMILY RESIDENCE, PLUMBING AND MECHANICAL INCLUDED. COMPLETED VALUATION: $490,748.20 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP. R-3/U OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 1 VESTED DATE: NUMBER OF DWELLING UNITS: 1 ILOT #: BASEMENT:0 1STFLOOR: 0 2NDFLOOR: O 1 1 BASEMENT:1756 1ST FLOOR: 2358 2NDFLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 1212 DECK: 720 OTHER: 349 BEDROOMS:0 BATHROOMS:O 13EDROOMS:4 BATHROOMS:4 REQUIRED: 10 PROPOSED: 10 REQUIRED: 10 PROPOSED:32 REQUIRED:10 PROPOSED: 10 HEIGHT ALLOWED:25 PROPOSED:25 REQUIRED: 10 PROPOSED: 10 SETBACK NOTES: Setbacks: N, S, E, W Subject to native vegetation plan under PLN20130043. Must be installed prior to CofO. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEESARE PAID. � Z 4ea - Save-f-k t)l/i3 Ao I7 knki;i JohiiS a1/13/2a17 Signature Print Name Date Released By Date ATTENTION ONLINE APPLICANT ASSESSOR ® OTHER IT1S UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BF.FN GRANTED. UBC109/ IBCI 10/ IRCI 10. -'t , STATUS: ISSUED BLD20161004 CONDITIONS • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built orrelocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material. • Provisions must be made forthe control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone an elevation survey is required. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot watertanks. Per UPC 608. • Type B or L vent connectors required on fuel-buming appliances passing through unheated spaces. Per 1MC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & industries Electrical Division at 425-290-1309. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his orher spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this pen -nit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • Pursuant to short PLN20130043 recorded under AFN 201506105004, the installation of the native vegetation plan for Lot 1 and 2 were until a building permit for Lot 2 was obtained. The native vegetation plan must be implemented for both Lots 1 and 2 prior to the issuance of Certificate of Occupancy. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMITTIME LIMIT. SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 1 PR&TREATMENT (425) 672-5755 1 RECYCLING (425) 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. &Erosion Control/Mobilization • E Storm Tightline • E-Infiltration System • E-Footing Drain Connection • E-Water Service Line • E-Berm Betwecn Exist Dwy and New • 11Driveway Form & Slope Ver. • E- Retain ing Wall Sewer Sleeve • E Drywell (Retain Wall/Garage fig) • E-LID Covenant • E-Fngineering Final • B-Preconsttuction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Retaining Wall • B-Slab Insulation • B-Plumb Ground Work • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk B-Insulation/Energy • B-SheetrockNail • B-Building Final • P-Planning Final [.7 DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FSt 1 g9p 121 5"' Avenue N, Edmonds, WA 98020 City of Edmonds IPlicne 425,371.0220 O Fax 4425,371.0022I PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): 18816 Olympic View Drive Edmonds,WA 98020 Parcel #: 27D313-0041-3700 Subdivision/Lot #: Lot 2 - Swerk Project Valuation: $ $650,000 APPJUACA,- : Robert (Ben) and Heather Swerk Phone:425:508.7721l Fax: 206.327.4099 N/A Address (Street, City, State, Zip): PO Box 1894 Lynnwood WA 98046 E-Mail Address: bswerk80@hotmail.com / heather.swerk@gmail.com PROPERTY OWNER: Robert (Ben) and Heather Swerk Phone: 425.508.7721 / Fax: 206.327.4099 N/A Address (Street, City, State, Zip): PO Box 1894. Lynnwood WA 98046 E-Mail Address: bswerk80@hotmail.com l heather.swerk@gmail.com LENDING AGENCY: Washington Federal Bank Phone: Fax: 425.672.6701 425.771.4264 Address (Street, City, State, Zip): 229 Main Street Edmonds WA E-Mail Address: jack.durney@wafd.com CONTRACTOR:* Contour Construction - Travis Stanton Phone: Fax: 425.359.6324 877.812.9908 Address (Street, City, State, Zip): PO BOX 1595 STANWOOD,'WA E-Mail Address: contourconstrucftonllo@gmail.com *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License WExp. Date: CONTOCLO17M City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: A new residential single family dwelling unit to be built on 18816 Olympic View Dr. PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: 1756 s . ft. Select Basement Type: Finished LxJ Unfinished l" Floor: 2358 s . ft. Garage/Carport: 1212 s . ft. 2°d Floor: s . ft. Deck/Cvrd Porch/Patio: 720 s . ft. Bedrooms # 4 Full-3/4 Bath # 3 Half -Bath # 1 Other. 349 Fire Sprinklers: Yes Ld No Retaining Wall: Yes No Grading: Cut 482.5 cu. yds. Fill 227.0 cu.yds. Cut/Fill in Critical Area: Yes No X I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Robert: Bergamio erkARa0 to-1rSv-e Ck Owner Q Agcntt/Other ❑ (sp=fy)- Signature: DZ—(ate: I& FORM A L:\Building New Folder 2010UDONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 W OF EDAf O _ Esr 1 Sqo City of Fdd vends Equipment Type DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 5 h Avenue N, Edmonds, WA 98020 Phone 425.771.02220t Fax 425.77 F.02211 Appliance/Equipment Information (new and relocated) Total # Furnace Gas # 1 Elec #_Other: #_ BTUs: <100k X >100k_ Location(s) outside NW corner Air Handler / VAV (circle selected) Gas #_Elec #_Other: #_CFM: <10k_ >10k_ Location(s) AC Compressor Boller I Heat Pump / Roof Top Unit (circle selected) Gas # 1 FAcc #_Otfier: HP: <3, 3-15, # BTUs: X <100k, 100k-500k, 500ic-IN ii 15-30 Location(s) outside NW corner Hydronic Heating Gas #_Elec #_In -Floor X Wall Radiant_ Boiler BTUs: Location lower level Exhaust Fans (single duct) Bath # 4 Kitchen # Laundry # Other: #_ Fireplace Gas -# 1' Eloc #_Odxr # Locatiou(s). FamilylGreat Room Dryer Duct Appliance Type yes - 1 Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: 47,250/hr Location(s): outside NW corner, lower level 1 Furnace BTUs: 47,250/hr Location(s): outside NW corner, lower level 1 Waater.Hearier BTUs: 199,000 Location(s): mechanical/.storage room Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: 25,000 Location(s): great room, main level 1 Stove/Range/Oven Range 1 Dryer yes 1 Outdoor BBQ Deck 1 TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water 0oseU('T6ilet) 4 1 Presser' Reduet9mt Vrlvefflressnm Regulator Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) 7 Water Service Line Tub/Shower 3 Drinking Fountain Dishwasher 1 Clothes Washer 1 Hose Bib 3 Backflow Prevention Device (e.g. RBPA, DCDA, AVB) Water Heater Tankless? Yes 0 No 1 Hydronic Heat in: Floor Ej Wall El Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) 2 Other: FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 v. t' PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: Date: 9-()- Site Address: i7 �O l (� �� ` u � � � Tax Parcel: a 7 o 31,-3 / 3 7 v D Project Description: _ Plan Check #: Reduced Site Plan Provided: (YES / NO) Zoning: �Sr l Map Page: Corner Lot: (YES I NO) Flag Lot: ( I NO) Critical Areas Determination #: C b 0 ❑ Study Required ErWaiver SEPAADD termination: lJ Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Stre t: Side: Side: Rear: Actual Setbacks Street: Side: Side: f v Rear: ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs/Deck: Bui/din Height Datum Point: �c� �� VJ� f Datum Elevation: 112 i 7 3 Maximum Height Allowed: Actual Height: Other Parking Required: Parking Provided: --�- Lot Area: -7 a t Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: C7 ?-/ jg ADU Created: (YES /) Subdivision: 17L, Legal Nonconforming Land Use Determination Issued: (YES / NO) Comments S�� -e� goo r��.,,.� Q� � �- e��S� -�� -FLao0ouv3 Plan Review By: r Planning Data Form 07-14-09.doc 3 O Z d _ .E m LL to O 4+ a h 0 O O g 1 A _ OO O r r � O r O m fV �M ❑ O cj m N 0� s�. 0 0 O p U ZZC Q N � i U aaa0 ❑ z 2 in � Y ❑ uj o WU) Q U W a M�� Q oo ❑O ui T- o =x� (- m Z Z co r°>ma ai Q I — En N .O — 5 V o Q U) N C :O-' O 3i 0UO W Q J a 9 D C.) 2 U Q O a SCIL/e/cV__ Ben and Heather Swerk ReSidence, • The house footings were set at -the correct elevation and were verified. • We had the house surveyed after the first floor was framed and everything checked out and was below the intended target. • The height of the house was taken very seriously by the homeowners, designer and the contractor. ,Facts 'leading to the unintentional height error: • The house was designed before the new energy code was in. effect. • Our plans were submitted one month after the new energy code was adopted. • At the time of submittal, the roof insulation was changed to R-49 to comply with the new code. • The5-1/2" extra height resulted from the truss company providing energy trusses to accommodate the new required,R-49 insulation. • We were not aware that the truss. heel height would be affected: by this energy code change. Lien, Kernen To: Ben; lisaguarino@live.com Cc: Johns, Kristin; Bjorback, Leif Subject: BLD20161004, Swerk Residence Ben and Lisa, I brought up the situation with your house under construction at 18816 Olympic View Drive at staff meeting today and have spoken with the Building Official and Development Services Director. Unfortunately, I do not have good news for you. The height calculations on the approved plans indicated an average grade of 87 feet, which mean that the maximum height allowed by the zone is 112 feet (25 feet from average grade). The site plan and elevation views on the approved plans indicated the residence would be constructed to 112 feet, which would have been compliant with the zoning. In the outline you provide to me this morning, you have indicated the house is 5.5 inches over the height limit. Unfortunately there are only two options, one of which is not likely achievable. One option is the variance process to keep the structure as it has been constructed. I discussed the variance process and criteria with you this morning and highlighted two of the six required criteria that I felt you would have a difficult task of demonstrating compliance. The only other option is to submit for a revision and remove the portions of the residence that exceed the height limit. Kristin can help you with building permit submittal for the revision. If you wish to pursue the variance path, please see the Variance Handout for application requirements. Sincerely, Kernen Lien Senior Planner City of Edmonds I Development Services Department Kernen.Lien@edmondswa.gov 425-771-0220 x1223 LAND TECHNOLOGIES, INC. PLANNING o PERMITTING o ENGINEERING Grading for Lot-2 Building Permit 18812 Olympic View Drive, Edmonds, WA 98020 JUL 29 2016 DEVELOPWAENT SERVICES CTR. CITY OF EDMONDS PN: PLN20130043 22 July 2016 Construction Stormwater Pollution Prevention Plan for Grading for Lot-2 Building Permit Prepared by: Paolo Musante, P.E. 360-652-9727 ex 5# Email: Paolo@landtechway.com 2,2 JUL 2016 18820 Third Avenue NE, Arlington WA 98223 voice: 360.652.9727 fax:360.652.7553 CONTENTS Section 3 - Stormwater Pollution Prevention Plan.......................................................................................1 3.1 MR-2 - Construction Stormwater Pollution Prevention......................................................................1 3.1.1 Introduction: ................................................................................................................................ 1 3.1.2 Element 1: Preserve Vegetation/Mark Clearing Limits................................................................3 3.1.3 Element 2: Establish Construction Access...................................................................................3 3.1.4 Element 3: Control Flow Rates.....................................................................................................4 3.1.5 Element 4: Install Sediment Controls...........................................................................................4 3.1.6 Element 5: Stabilize Soils............................................................................................................. 5 3.1.7 Element 6: Protect Slopes............................................................................................................6 3.1.8 Element 7: Protect Permanent Drain Inlets................................................................................. 6 3.1.9 Element 8: Stabilize Channels and Outlets..................................................................................7 3.1.10 Element 9: Control Pollutants.................................................................................................... 7 3.1.11 Element 10: Control Dewatering...............................................................................................8 3.1.12 Element 11: Maintain Best Management Practices...................................................................8 3.1.13 Element 12: Manage the Project............................................................................................... 8 3.2 Sequence of BMP Implementation.....................................................................................................9 3.3 BMP Specifications and Details.........................................................................................................10 SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 i Section 3 - Stormwater Pollution Prevention Plan 3.1 MR-2 - Construction Stormwater Pollution Prevention 3.1.1 Introduction: This document is part and parcel of the Stormwater Site Plan for the Ben & Heather Swerk Building Permit Application and fulfills the Minimum Requirement 2 of the drainage requirements as outlined in the City of Edmonds Code (EMC) 18.30.060. This Stormwater pollution prevention plan (SWPPP) has been prepared as part of the NPDES Stormwater permit requirements for the site improvements on the Ben & Heather Swerk parcel 28051400200800 located near the 18812 Olympic View Drive, Edmonds, WA 98020. 3.1.1.1 Purpose: The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of a SWPPP are to: a) Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. b) Prevent violations of surface water quality, ground water quality, or sediment management standards. c) Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. There are twelve elements presented in the the DOE 2005 Stormwater Management Manual of Western Washington (2005 SMMWW) and as adjusted per the Exhibit A, Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30. NOTES: BMPs referred to in this document are those specified in the 2005 SMMWW Siting, sizing, materials, and other specifications for all BMPs offered in this SWPPP are presented in the Stormwater Site Plan Set as the 'CLEARING AND TESC PLAN" sheet of the provided Civil Planset. SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-1 3.1.1.2 Construction Activities: A 4,400-sf residence with a 3,050-sf driveway is to be constructed on a moderately slopes and landscaped Lot. Additional deck and landscape features are also accounted for in the impervious total. Table 1 - Project Location and Data Summary Project Location Data: Applicant Ben & Heather Swerk Site Owner Ben & Heather Swerk Project Name Grading for Lot-2 Building Permit Project T.S.R. Location Portions of Sects 31 and 32 in Twn 31 N, Rng 06 E, and Portions of Sec 5 in Twn 30 N, Rng 06 E, WM Project Address 18812 Olympic View Drive, Edmonds, WA 98020 Parcel I D (s) 270313-0041-3700 Watershed Puget Sound WRIA number g Basin Puget Sound Sub -Basin City of Edmonds' Fruitdale Watershed LDA Area Data Total Parcel Area 17,418 sf (0.400 ac) Existing Impervious Area 0 sf (0.00 ac) Total Disturbance Area 15,000 sf (0.344 ac) Total Developed Impervious Area 9,520 sf (0.2186 ac) El SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-2 3.1.2 Element 1: Preserve Vegetation/Mark Clearing Limits The guideline is to minimize removal of existing trees and disturbance and compaction of native soils, except as needed for building purposes. The goal is to retain the any duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practicable. The site is urban and the boundary is clearly delineated by fencing and landscaping. The majority of the development area is lawn or landscape with only a few trees to be removed. Clear only the areas needed, thus keeping exposed areas to a minimum. Phase clearing so that only those areas that are actively being worked are uncovered. Soil shall be managed in a manner that does not permanently compact or deteriorate the final soil and landscape system. If disturbance and/or compaction occur the impact must be corrected at the end of the construction activity. This shall include restoration of soil depth, soil quality, permeability, and percent organic matter. Construction practices must not cause damage to or compromise the design of permanent landscape or infiltration areas. Prior to beginning land disturbing activities, delineate or mark the following areas and features on the site: a) Clearing limits; b) All. critical areas, and their -setbacks and -buffers; c) Erosion or landslide hazard areas and their setbacks and buffers; d) Existing and proposed easements; e) Required landscaping, and tree retention and replacement areas; f) Other areas on the site required to be preserved or protected including, but not limited to, drainage courses. Relevant BMPs: • none 3.1.3 Element 2: Establish Construction Access Construction vehicle ingress and egress shall be limited to one route if possible. A stabilized construction entrance or other equivalent BMP shall be installed to prevent sediment transport onto roads. The location is shown on the SWPPP plan. The existing driveway is stable and has sufficient parking to serve for construction access. Streets shall be cleaned- at the end of each day during dry weather and more frequently during wet weather. Street washing is only allowed after sediment is removed by shoveling or pick-up sweeping and transported to a controlled disposal area. Street wash wastewater shall be controlled by pumping it back on site or otherwise preventing its discharge into systems tributary to the waters of the state or waters that would otherwise require enhanced treatment. Relevant BMPs: • none SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-3 3.1.4 Element 3: Control Flow Rates The purpose of element 3 is to protect properties and waterways downstream to the project from soil erosion due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. Stormwater retention or detention facilities can be needed to comply with this requirement, and are required to be constructed as one of the first steps in grading the site. Relevant BMPs: • Installation of project specific flow management BMPs per TESC plan 3.1.5 Element 4: Install Sediment Controls Remove sediment from construction site runoff by using appropriate sediment removal BMPs. Runoff from fully stabilized areas may be discharged without a sediment removal BMP. It is best to avoid sediment generation in the first place, but methods must be employed to treat sediment laden surface runoff when it occurs. Coordinate grading to contain runoff the greatest practicable extent within the disturbed area. This to be done via back -slope and sequencing. Wattles, straw or media filled, and potentially straw bales for backup should be installed along any perimeter that may experience runoff. A shallow swale/ditch (can be hand dug) should be installed along the west edge of disturbance area to intercept any runoff and route this to a temporary sediment trap that is to be formed by shallow initial grading of the proposed bio-swale/infiltration facility. Relevant BMPs: • BMP C201: Grass lined channels • BMP C230: Straw Bale Barrier • BMP C23S: Straw Wattles • BMP C240 Sediment Trap SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-4 3.1.6 Element 5: Stabilize Soils Exposed and unworked soils and soil stockpiles shall be stabilized. Soil stockpiles shall be located away from storm drain inlets, drainage channels and other waters. Mandatory: The time period of soil exposure allowed depends on the season. No soil shall remain exposed and unworked for more than seven days during the dry season, May 1 through September 30, or two days during the wet season, October 1 through April 30, unless the SWPPP places other restrictions on the project. Soil piles should be covered until the soil is either used or removed. Plastic covering will likely be the best option. Backfill exploration holes or any deeper excavated areas as soon as possible and rough grade the site. This will eliminate large soil mounds, which are highly erodible, and prepares the site for temporary cover, to further reduce erosion potential Remove excess soil from the site as soon as possible after backfilling. This will eliminate any sediment loss from surplus fill. Some of the areas to be graded that are adjacent to the streams have hydraulically steep slopes (>20%). If grading cannot be orchestrated so that runoff from exposed hillsides cannot be collected and controlled, erosion control nets or blankets shall be used to secure the mulching and seeding. Permanent seeding is to be applied to the roadside stormwater management facilities. Seed mixes as specified in Error! Reference source not found. is to be used and is also recommended for all disturbed pasture areas to be restored. The project life is expected to be relatively short (construction of a residence) so permanent seeding, as presented in Figure 1 is recommended for all disturbed pasture areas to be restored. Relevant BMPs: • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C122:'Nets and Blankets • BMP C123: Plastic Covering • BMP C124: Sodding • BMP C125: Topsoiling (to be used for soil stabilization only, not soil amendment) • BMP C140: Dust Control SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-5 3.1.7 Element 6: Protect Slopes Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion and comply with the SWPPP's applicable critical area regulations. Cut and fill slopes shall be protected from erosive flows and concentrated flows until permanent cover and drainage conveyance systems are in place. Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. There are no significantly large or extensive cut and embankment areas specified for the site grading. Wattles and surface roughening in the yard area upslope of the proposed infiltration facility should provide sufficient erosion protection. Plastic covering can be used where runoff from plastic can be readily processed. Relevant BM Ps: • BMP C122: Nets and Blankets • BMP C123: Plastic Covering • BMP C130: Surface Roughening • BMP C208: Triangular Silt Dike (Geotextlle=Encased Check Dam) 3.1.8 Element 7: Protect Permanent Drain Inlets. This element provides guidance and means to protect permanent storm drain inlets from sediment and silt -laden water. Permanent storm drain insets operabre on the site during construction shatl be protected so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. Inlet protection devices shall be cleaned or removed and replaced when sediment has filled one-third of the available storage or as specified by the product manufacturer. They may be removed once the site is stabilized. There are no existing storm drain inlets either on or near downstream of project site to require protection. Relevant BMPs: • none SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-6 3.1.9 Element 8: Stabilize Channels and Outlets This element provides guidance and means for stabilization of temporary and permanent (both proposed and pre-existing) conveyance systems for the prevention of erosion during and after construction. Stabilization includes armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream reaches and outlets of all conveyance systems. There are no conveyance channels existing or to be constructed either on or near downstream of project site to require protection. Relevant BMPs: • none 3.1.10 Element 9: Control Pollutants Appropriate pollution source control measures shall be implemented as applicable in areas of: construction equipment maintenance or fueling; handling or storage of waste materials, construction debris, fertilizers, chemicals; and other activities that may contribute pollutants to stormwater. The following specific requirements apply. • Cover, containment, and protection from va:ndalfsm shallo be provided for all chem,ica.ls; 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 shall include secondary containment. • Maintenance, fueling and repair of heavy equipment and vehicles shall be conducted using spill prevention and control measures consistent with Volume IV., Chapters 2 and 3 of the 2010 Snohomish County Drainage Manual. • Contaminated surfaces shall be cleaned immediately following any spill incident. • Application of fertifizers and pesticides shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' label requirements for application rates and procedures shall be followed • BMPs shall be used to prevent contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing approved treatment, curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and mixer washout waters. Relevant BMPs: • BMP C151: Concrete Handling • BUIP C152: Sawcutting and Surfacing Pollution Prevention • BMP C153: Material Storage, Delivery, and Containment Also see the Volume -II of the 2005 SMMWW for additional BMPs that may apply. SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-7 3.1.11 Element 10: Control Dewatering Turbid or contaminated dewatering water shall be handled separately from stormwater, and shall be collected for off -site disposal in a legal manner, or discharged to a sanitary sewer contingent on local sewer district approval. Uncontaminated or clean water from dewatering systems for trenches, vaults and foundations may be disposed by on -site infiltration or use of a catch basin insert'or with outfall to a ditch or swale for small volumes of dewatering water. Dewatering is not expected to be required. If seepage is encountered with the installation of the infiltration trench, onsite pump and containment can be effected by fabrication of temporary holding trap, preferable located in any available building pad area. Relevant BMPs: • None: Geotechnicai report indicates that dewatering wilj.i'iltely not be required. 3.1.12 Element 11: Maintain Best Management Practices. BMPs shall be inspected and maintained by the project manager/property owner/contractor during construction and removed within 30 days after the SWPPP determines that the site is stabilized, provided that temporary BMPs may be removed when they are no longer needed. 3.1.13 Element 12: Manage the Project. The SWPPP shall be fully implemented at all times and modified whenever there is a change in design, construction, operation, or maintenance at the construction site that has or could have a significant effect on the discharge of pollutants to waters of the state. The following principles should be forefront in the management and application of erosion and sediment control BMPs • Emphasize erosion control rather than sediment control. • Minimize the extent and duration of the area exposed. • Trend toward methods that have low runoff velocities. Quantities of erosion prevention and sediment control materials shall be kept on the project site at all times to be used for emergency situations such as unexpected heavy summer rains. Having these materials on -site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the SWPPP requirements. • BMP C150: Materials on Hand SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-8 3.2 Sequence of BMP Implementation Implementation and sequence of Erosion Control BMPs is presented along with- construction sequence: 1) Arrange and attend a pre -construction meeting with Snohomish County staff, the on -site erosion control specialist, the design engineer, and owner. 2) Grade and install construction entrance(s) and provide parking area stabilization. 3), Establish areas for storage andhandling of polluted materials at which pollution source 4) Control BMPs will be implemented. These include: a) Placement of silt fence, straw wattles, etc.; b) Excavation of temporary sediment pond; c) Install temporary sedimentation measures; 5) Carefully strip areas to be graded of only the upper organic surface soils being cautious not to mix weathered mineral soils with organic surface soils. In un-forested areas the chip cover may be disked into the surface soils before stripping. Stockpile and protect these organic soils as BMP 5.13 Soils for use in yard and other drainage features. 6) Complete mass grading. Reconstruct sediment -trapping measures as grading progresses. Relocate surface water controls and erosion control measures, or install new measures as site conditions change so as to maintain compliance with Snohomish County standards. 7) Implement stabilization measures for disturbed areas, slopes, and material stockpiles. 8) Seed and mulch areas to be vegetated using low growing.seed mixes as specified. 9) Maintain BMPs until final site stabilization. 10) Final grade, construct and access. Ensure that the permanent drainage system is complete and functional. 11) Remove any temporary sediment controls when permanent drainage is complete and erosion measures are in place and functional. Add topsoil to roadside flow control BMPs. SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-9 3.3 BMP Specifications and Details Construction Stormwater Pollution Prevention- BMPs are those to betaken from the 2005 SMMWW. This is a recommended list and not all listed measures are necessarily required. The project's CECSL shall determine which measures are applicable. Sheet numbers shown are those from the manual. Sheet numbers shown are those from the respective manuals. List of BMPs referenced by this document: • C120 Temporary & Permanent Seeding • C121 Mulching • C122 Nets and Blankets • C123 Plastic Covering ® C140 Dust Control • <:150 Materials on44and • C151 Concrete Handling • C152 Sawcutting and Surface Pollution Prevention • C153 Material Delivery, Storage and Containment [DOE] • C160 Certified Erosion & Sediment Control Lead [DOE] • C162 Scheduling [DOE] • C200 Interceptor Dike and Swale • C201 Grass Lined Swale • C208 Triangular Silt Dike • C235 Straw Wattles • C240 Sediment Trap SWPPP Grading for Lot-2 Building Permit 22-Jul-2016 3-10 LIU & ASSOCIATES, INC. GMewical Engheenng Engmenrig Geology September 6, 2013 Mr. Robert Swerk 800 Driftv-ood Lane Edmonds, WA 98020 Dear' 4r. Swerk: Subject- Response to 7:26,2013 City Review Comment Swcrk Short Plat 18812 Olympic View Drive Fdmonds. Washington Edmonds- File No. PTN20130043 L&A Job No. 13-041 'L ----2 1 E C I �-� EY E FQ) JUL 2 9 2016 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Earth Science Regarding the geotechnical comment in city's, 7/26/2013 rcview letter by Ms. Gina Janicek-, Nvc have the following response: Item S Sails The classification of "Tokul Gravelly Loam" soil unit is in accordance with SCS (Soil Conservation Service) adopted by U. S. Agriculture Department. This system is mainly for agriculture application and deals with only the surficial 60 inches of soils. The classification of "Vashon Till and Vashon Advance Outwash" soil units is in accordance Nvith Unified Soil Classification. system. The Unified Soil Classification system was developed in consideration of the geological formation, composition, physical characteristics and mechanical properties of soils, and is mainly for engineering geology and geotechnical engineering use. This system also deals with soil units to much greater depth. The Vashon till soil unit may exist in depth from a few feet to 30 feet or more, and the underlying advance out -wash soil unit may exist from 15 to "A feet or more. In our 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (426) 486-2746 September 6. 2013 Swerk Short Plat L&A Job No. 13-41 Page 2 I opinion, the Unified Soil Classification system is more appropriate for engineering projects. Please ficel free to contact us if you still have qucstions. Yours very truly. Ll t SSOCIATU, INC. J. S. (Julian) Liu. Ph.D., P.E. Consulting Gcotechnical Engineer T DECCIO Engineering Inc. 17217 7th Avenue W. BotheU, WA. 96012 (206) 390.6374 Fax (425) 741-6214 Swerk 2-Lot Short Plat City # Conceptual Drainage, Design Report, Operation and Maintenance Manual OL SWPP Report Property Location: 18812 Olympic View Dr. Edmonds, WA 98020 June 5, 2013 Prepared for: Mr. Robert Swerk STORMWATER REPORT TABLE OF CONTENTS Page Introduction..........................................................................................................................................2 ProjectOverview ...................................... ........................................... ................................................. 2 Preliminary Conditions Summary......................................................................................................2 Minimum Requirement #1: Stormwater Site Plan Narrative.....................................................2 Off -Site Analysis and Mitigation....................................................................................................3 Minimum Requirement #2: SWPPP Narrative..........................................................................9 Minimum Requirement #3: Water Pollution Source Control......f...........................................10 Minimum Requirement #4: Preservation of Natural Drainage Systems & Outfalls...............11 Minimum Requirement #5: On -Site Stormwater Management....... ................ ......... ................ 11 Minimum Requirement #6: Runoff Treatment.............................................................I.......11 WaterQuality Analysis................................................................................................................411 MinimumRequirement 47: Flow Control....................................................................................12 InfiltrationAnalysis......................................................................................................................12 Conveyance...................................................................................................................................12 Minimum Requirement #8: Wetlands Protection.......................................................................12 MinimumRequirement #9: Basin/Watershed Planning............................................................13 Minimum Requirement #10: Operations and Maintenance........................................................13 List of Figures: Figure 1. Site Location & Vicinity Map Figure 2. Existing Site Conditions Figure 3 Developed Site Conditions Figure 4. Downstream Analysis and Sub -Basin Map Appendix A. WWHM3 Infiltration Design Results Liu & Associates, Inc "Geotechnical Engineering Study -for Swerk Short Plrat "' Introduction This report has been prepared at the request of Mr. Robert Swerk in support of a 2-lot short plat, located at 18812 Olympic View Drive, Edmonds, Snohomish County Washington in the southeast 1/4 of the southeast 1 /4 of Section 13, Township 27 North, Range 3 East W.M. The site address is 18812 Olympic View Drive, Edmonds, WA. (Parcel #27031300400600) (Refer to Figure 1, Site Location and Vicinity Map). This report addresses the drainage report contents and organization per the City ofEdmonds and the 2005 Storm Water Management Manual for Western Washington (SWMM Manual). We have prepared this report using the required Drainage Outline as directed under Volume 1, Chapter 2 of the manual. Project Overview The projectconsists ofdevelopment of a 2-lot short plat located at 18812 Olympic View Drive, Edmonds, Washington. The existing lot is 0.75 acres in size and contains an existing home, garage and driveway. Once developed, the existing home will remain and a 2`d lot will be added to the west side of the property. The site is accessed off of Olympic View Drive. The site improvements include 2 residential lots, and a new access drive off the existing driveway. Infiltration is proposed for the site. The runoff from the new roof and driveway will be infiltrated in individual on -site infiltration trenches. The proposed new impervious area is under 5,000 sf and exempt from water quality and the site will use LID methods to address runoff. See Figure 1 "Existing Site Conditions" & Figure 2 "Developed Site Conditions" Conditions of Approval Summary The City will issue the conditions of approval once the preliminary plans have been reviewed ni$ Swerk Short Plat Drainage Report June 5, 2013 Page 2 m GLYWC MW DWA Figure 2: Existing Site Conditions Swerk Short Plat Drainage Report June 5, 2013 Page 3 jr Y d1 �h h, ^e a .p 4 ti GLYM—iV MICR YIM Figure 3: Developed Site Conditions Swerk Short Plat Drainage Report June 5, 2013 Page 4 Minimum Requirement #1 Stormwater Site Plan Narrative Per Section 2.5, Conceptual storrnwater site plans and SWPP Plans have been prepared for the site and are included with this storm drainage report. No detention is proposed for the site since the runoff from the new roof and driveway will be infiltrated on -site. The proposed drainage system will be required to be designed and installed as part of the building permit issued once the plat has recorded, OFF SITE ANALYSIS AND MITIGATION An Off Site Analysis and Mitigation Study meeting requirements outlined in Section 3.2.6 was performed on June 6, 2013. The weather was clear, warm and dry at the time of the field inspection. See Figure 4: "Downstream Analysis Map". TASK I: PROJECT OVERVIEW & STUDY AREA DEFINITION The proposed project is located 18812 Olympic View Drive, Edmonds and is a 2-lot short plat. Existing Site Conditions: The existing lot is 0.75 acres in size. The site currently contains a home, driveway, grass, and shrubs and trees. The site and surrounding area is zoned 12000 residential and is fully developed with existing residential homes surrounding the site. The site itself slopes east to west with slopes around 5 to MIA. There are no known sensitive areas contained on or near the site. The soil logs identified soils type as Vashon Till according to soils logs dug on site. TASK. 2: REVIEW OF AVAILABLE INFORMATION ON STUDY AREA Resource Review: The following, is a description of the resources that were reviewed for the preparation of this Level 1 Drainage Study: A. Basin Recognizance Summary: Enclosed within are downstream and upstream basin area map which clearly define the flow pass and the drainage basins related to this project. See (Figure 4: %%Downstream Analysis Map, ) Evidence of Existine and Predicted .Problems Lack of capacity or constrictions in the existing drainage system. 0 On -site: No evidence of any problem. O Off -site: 12 inch culverts/ditches (grass lined and vegetation) 12-inch storm pipes with catch basins (no evidence of capacity or any other problems) Overtovping. Scouring. Bank. Slou binof Sedimentation O On -site: No evidence of any problem. O Off -site: ditches: none noted 12-inch pipes: none noted Catch Basins None noted Swerk Short Plat Drainage Report June 5, 2013 Page 5 Floodine_etc. 0 None Noted Significant Destruction of Aquatic habitat or Organisms 0 None Noted B. Floodplain/Floodway (FEMA Maps): Does not appearto be located within the flood plain of the stream as determined by the FEMA maps. C. Other Off -Site Analysis Issues: None Noted TASK 3 & 4: FIELD INSPECTION AND DESCRIPTION OF DRAINAGE SYSTEM WITH ESTING AND PREDICTED PROBLEMS A Level I drainage analysis was preformed for the site on June 5, 2013 to determine any pre-existing drainage problems downstream. The weather was overcast, cool and dry. The total distance covered was over 1/4 mile downstream. (Refer to: Figure 4: Downstream Analysis Map) Level 1 Downstream Drainage Analysis: Section 1: Upstream Drainage Analysis: The 0.75 acre site is located the west side of Olympic View Drive. This street picks up all offshe runoff from the east and directs it around the site. The site itself slopes from east to west eliminating any off -site runoff from the north and south sides. Therefore, there is little if any upstream drainage areas draining onto the site and the off -site area flowing onto the 0.75 acre site is limited to the site itself. A review of the upstream area indicated that there were no indications of capacity problems observed in the roadway system conveying the runoff upstream of the site. Section 2: On -site Drainage Considerations: The 0.75 acre site generally slopes from the east to west with all runoff bowing leaving the site along the west property line, where it flows onto and adjacent lot before being intercepted by the storm drainage in Sound View Place to the west. Section 3: Sound View Place to Fruitdale-on-the-Sound Creek to Puget Sound. The runoff from the site discharges into the existing drainage system on Sound View Drive. This storm drain system consists of ditches, stormpipes and CB's (flowing south) for 750 feet which then. discharging into Fruitdale On The Sound Creek the flows west for a distance of 330 feet before discharging into the Sound.. There appeared to be no issues with the existing storm system. However, there was only limited to no access to most creek drainage course. (See Figure 4: Downstream Analysis Map) With use of proposed LID measures including infiltration of the roof and driveway access runoff, the proposed site improvements should have little if any impact on downstream conditions. Swerk Short Plat Drainage Report June 5, 2013 Page 6 TASK 5: LEVEL I MITIGATION OF EXISTING PROBLEMS On -Site Infiltration: The project proposes to infiltrate the runoff from the roof and driveway areas thereby mitigating the proposed increase in runoff and the impacts from the development. Water Quality Requirements: The new PGIS area is well under the 5,000 sf threshold. Therefore, no water quality is required. Conclusions: Based on the existing mitigation and lack of problems noted downstream, the site development should have little if any impact on downstream conditions. Swerk Short Plat Drainage Report June 5, 2013 Page 7 ��„ � w'�.. fit, g�: _ a ` ° ,d� � d t m �, -: • - "�'i fr yKR yon �•s t vi AC 1,09 z k,# •, .fix ��..� � � y,�, ^�ra fi e� �� .,� tea,. P'"�� {8 d �� nm Minimum Requirement #2 SWPPP Narrative The topography of the 0.75 acres containing the proposed site improvements has slopes between 4 and 20-percent. The site soils have been identified as a Vashon Till. With minimal disturbance and standard erosion control measures such as silt fence, straw mulching and hydro -seeding, the risk oferosion can be minimized. The limits of clearing will be restricted to the 2r'd lot and driveway access. Greater source control measures would have to be taken during winter construction such as mulching or plastic sheeting. Good construction practices will prevent any sediment from leaving the site. The following are BMP measures to limit adverse impact upon the off -site drainage system: • Filter fabric fences, as required • Limited clearing area • bock construction entrance pad • Graveling of driveway immediately upon reaching final sub -grade. • Catch Basin Protection as required • Seeding and mulching of any slopes • Limited months of construction THE 12 ELEMENTS OF A CONSTRUCTION SWPPP 1. Preserve Vegetation/Mark Clearing Limits: The clearing limits are indicated on the plan sheet. Furthermore, clearing and grading will be limited to only areas that need to be disturbed for grading/construction of the road surface to preserve as much natural vegetation as possible. Field marking the clearing limits shall be completed prior to clearing and grubbing activities. BMP's: Preserve Natural Vegetation (VEG) Field Marking Clearing Limits (CL) 2. Establish Construction Access: Access to the construction site shall be limited to the rock construction entrance. The construction entrance shall be extended to provide access to the construction vehicle/equipment staging and employee parking areas. BMP's: Stabilized Construction Entrance (CE) 3. Control of Flow Rates: Storm water detention: No detention during the TESC process is proposed for the site since the increase in volume is less than 0.27-peecent. 4. Installation of Sediment Controls: Sediment control will be provided through a combination of filtration through the surround on -site vegetation, filter fence, straw bails, BMP's: Silt Fence (FF) Straw bails (SB) (as required) S. Soils Stabilization: Temporary and permanent soil stabilization will be provided. Temporary stabilization will be provided through the application of straw and/or plastic sheeting to exposed, worked earth. From October I until April 30, no exposed soil may remain exposed and unworked for more than two days; after May 1, no exposed soil may remain exposed and unworked for more than seven days. BMP's: Straw Covering, Plastic Sheeting, Hydroseeding b. Slope Protection: Slopes shall be protected from erosion through cover and prevention of concentrated surface runoff flows. BMP's: Straw Covering Plastic Sheeting, 7. Protection of Permanent Drain Inlets: Inlet protection will pe provided for all catch basins and Swerk Short Plat Drainage Report June s, 2013 Page 9 yard drains. BMP's: Inlet Protection (IP) as required. 8. Stabilization of Channels and Outlets: All channel slopes shall be constructed and protected against erosion in accordance with City of Edmonds and the 2005 SWDM Manual BMP's: Straw Bales (As required) 9. Pollutant Control': Pollutants shall be controlled as described in the Potential Pollutants section of this SWPPP. 10. Dewatering Control: De -watering: Interception of the water table is not expected to occur, even if there is an increase in precipitation. However, should ground water flows be encountered, the flows can be directed to on site native vegetation for cleanup. BMP's: Native vegetation (As Required) 11. BP Maintenance: All BMP's and. SWPPP elements shall be inspected daily and maintained as required. 12. Project Management: The project shall be managed in a cooperative effort by the project manager, contractor, engineer, and the county inspector. During the construction process, if unforeseen issues arise that cannot be resolved on site, construction activity (other than SWPPP maintenance) shall be halted and the county inspector and the project engineer are to be contacted and informed of the situation. The Erosion Control Lead is Richard .Deccio P.E. Minimum Requirement #3 Water Pollution Source Control The proposed project will require only minimal erasion and sedimentation control measures during construction. Clearing limits will be set in the field and basically limited to the new lot itself. Silt fences will be installed on the down gradient side of the site. A gravel driveway will serve as the rock construction entrance pad, required to be installed off ofthe main mad and temporary seeding of the site will take place upon reaching the final sub -grade level. In addition, catch basin protection will be installed. Any disturbed areas, slopes, ditches, etc. will be seeded and mulched to prevent erosion. Disturbed buffers will be replanted per plans. Pollution Source Control Once site construction is complete, some small amounts of oils and grease will be present do to the daily traffic. In addition, small amounts of silt and dirt will be present Any driveway pollutants generated during the permanent operation of the site will be directed to the existing lawn areas for pollutant and sediment removal. The following assessment has been prepared for the site: Slope: The slope of the 2' d lot contains gentle slopes ranging 2.0 to 8.0 percent. Critical areas: No critical areas were noted on or adjacent to the site. Soils: The Soil has been mapped the site as a Vashon Till. Source of water for erosion: Rainfall hydrology is the only source of runoff. Swerk Short Plat Drainage Report June 5, 2013 Page 10 Measures proposed to prevenVminimize erosion: With summertime measures such as silt fence, hydra -mulching and the use of straw bales as required, the risk of erosion can be minimized. Greater source control measures shall be taken during winter construction such as seeding, mulching or plastic sheeting_ Good construction practices will prevent sediment from leaving the site. Conclusion: Potential for significant erosion and pollution impacts on orolTsite is considered low for the following reasons; • There will be minimal disturbance of established vegetation. • Only the Lot, which is 0.35 acres in size, will be cleared. • Graveling of the driveways and seeding; of the site will take place immediately upon site reaching final grade. • No significant source of water is present on the site outside rainfall. • Erosion control BMPs will be employed and adjusted seasonally. Minimum Requirement # Preservation of Natural Drainage Systems and Outfalls All runoff currently leaves the site along; the west side of the property, where it discharges into the adjacent lot then to the existing street drainage system. The proposed storm water measures will infiltrate the runoff from the proposed improvements with any overflow continuing to discharge at the same location maintaining; the site's natural discharge location and preserve the natural drainage system and outfall Minimum Requirement #5 On -Site Stormwater Management As discussed above, stormwater will be managed through the use of LID methods using; infiltration trenches designed under Chapter 12, BMP 12.3.3, in Volume ill of the 2005 SWMM Drainage Manual. To the extent possible, the existing detention system addresses the required stormwater management as required under the Drainage Manual including: • Runoff generated from the site improvements including; roofs and driveways will be controlled through the use ofon-Site infiltration trenches using the infiltration design contained in the W WHM3 program. • The use of applicable BMPs will be employed as outlined in Volume 11, of the Drainage Manual. BMP T5.I3 "Post Construction Soil Quality and Depth" The top soils will be stockpile on -site and reused per "Implementation Options #3 per Volume V, Chapter 5, BMP T5.13 "Post Construction Soil Quality and Depth" which requires "Stockpile existing top soils during grading and replace it prior to planting... " The volume required will be calculated as part of the resideintial building permit application. Swerk Short Plat Drainage Report June 5, 2013 Page 11 Minimum Requirement 46 Runoff Treatment Requirements ACCESS DRIVEWAY AND PARKING PGIS AREA Pollution -generating impervious surface {PGIS} is well under the 5,000 sf threshold and is therefore exempt from water quality required for the site. Minimum Requirement #7 Flow Control Under Volume III, Chapter 12, "Onsite Stormwater Management BMP's" "Flow Control", the City requires any project to utilize LID methods to address flow control. For small sites and individual lots, infiltration trenches are proposed and will designed per BMP 12.3.3 of Volume III of the SWMM Drainage Manual. Soils logs were excavated at four locations on site. The geotechnical report prepared by Liu Associates, Inc "Geotechnical Engineering Study forSwerk Short flat" Dated May 16`' 2013, found the site soils to be Vashon Till. Test Pit 43 had an infiltration rate of 10 inches per hour (iph) with a recommended design rate of 2.5 iph and was the recommended area for the infiltration trench. The WWHM3 Infiltration Design Program was used for conceptual sizing of the infiltration trenches for both the access drive and roof area using the following information. (Refer to Appendix A for WWHM3 for infiltration design results) Roof and Driveway Conceptual Infiltration Design: The WWHM3 program was used to design the trenches for a roof area of 3,000 sf: And a driveway of 1,000 for a total of4,000 sf. This design was conceptual in nature. The actual design and Iocations of the trench will be required when the building permits are issued for home construction. Listed below is a summary of the WWHM3 program's final trench design: INFILTRATION DESIGN REQUIREMENTS SUMMARY: • Soils Type: Vashon Till • Actual Infiltration Rate: 10.4-inches/Hour • Allowable Infiltration Rate: 2.5-inches/Hour • Correction Factor: 4 • Estimated Impervious Area. 4,000 sf of impervious area • Trench Results: 7-ft wide x 4-ft deep x 115 If of trench (Refer to Appendix A for WWHM3 for infiltration design results) CONVEYANCE SYSTEM ANALYSIS AND DESIGN There is no proposed piping and conveyance system for the interception of the drainage since street improvements are not required. Therefore, no conveyance analysis is required. Swerk Short Plat Drainage Report .tune 5, 2013 Page 12 Minimum Requirement #8 Wetlands Protection The are no wetlands on or adjacent to the site. Minimum Requirement #9 Basin/Watershed Planning The subject property situated within the Puget Sound Drainage Basin. It is not known if a basin plan for this area exists. Minimum Requirement #10 Operations and Maintenance Stormwater System Description The stormwater system for the lot is fairly basic and contains the following elements: • Gravel filled infiltration trenches and yard drains The stormwater runoff from the access driveway and roof is intercepted where it is directed over to the infiltration trenches for release. Swerk Short Plat Drainage Report June 5, 2013 Page 13 No. 2 — iaMtration Facilities Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed General Trash & Debris Nwionof facility is impaired by or likely to Trash and debris is be impaired by trash and debris. removed. Vegetation 1'unctiun of facility is impaired by vegetation. Vegetation is removed or managed to resture proper function of facility, use oncctbicides shall be in =Ordsoce with no Integrated Pest Management Plan. Contaminants and Any evidence ufoil, gasoline, contaminants or Contaminants or pollutants Pollution other pollutants are removed Note: Coordinate removaVcleanup with !real and/or state w'aer quality resporm agency. Erosion Eroded damage over 2 inches deep where cause Slopes arc stabilized using of damage is still prosew or wbcre there is appropriateerosion control potential for continued erosiun metsure(s)I a g., reel reinrorocarA plamiag of grass, compaction. Storage Assn Sediment Water pending in infiltration twnd atier rainfall Sedimcat is removed and/or oases and appropriue time allowed for facility is cleaned so that infiltration. infrl'sallon system works (A Percolation test pit or test of facility according to desigm indicates facility is only working m 90%of its designed capabilities, if two inches or more sedlment is present, remove). Filter Hags (if Sediment and Debris Sediment and debris rill bag more than 1t2 full, Filter bag is replaced or applicable) system is redesigned Reek Fitters Sediment and Debris By visual inspection. little or no water flows Gravel in mete filter is through filter during heavy rain stoms. replaced. Side Mapes of Pond Erosion See "I)etcnrion Ponds" (No, f ). See "Detention Ponds" (No. 1). Berms Settling Any part ofs brnn which has scitlad or kris 4 Harm is mpainsd and inches lower than the design elevation, restored w the design Ifsenletncot is apparent, measure berm to elevation. determine amount of seittement Settling ton be an indication ormom severe problems with the berm or outlet works. Note; A licensed civil engineer may be needed to determine the cause of the setnement Erosiun Any erosion obsnrvcd on a uimpactcd structuml Slopes should be stabilirnd berm embankment. using apptopriata erosion Note A l'nxnsed civil engineer may be needed amtml mcasuro(s); rock reinforcement, piarrting w inspect, evaluate and recommend a repair ofgrass,, compaactiom plan Drar`nago Manuel Vottmre V - Runoff TroatTient BMas Swerk Short Plat Drainage Report June 5, 2013 Page 14 Na 2--infiltration Faciudes Maintenance Defect Conditions When btaiatenaace is Needed Results Expected When Component Malateasace b Ptdermtd Piping Discernable water now through a compacted Piping eliminated. Erosion, structural berm. Ongoing erosion, with potmtiai potential resolved. for erosion to cuntinac. Tree growth on a comp=W structural berm over 4 Rut in hoigln may lead to piping through the berm which could lead to Room of the berm. Evidence of rodent holes in berm, andlor water piping through berm via rodeut twin Note; A gectechakal engineer may be necdad to inspect and evaluate condniun and recontmcod repair of ounditica.. Eff-gtnzy Trot Growth rrte grown: an eoxrgency spillways cmares Trocs should be mmovcd. ovtrtiow Spillway btoctage pmbkrm and may cause failum of the If root symm is small {base berm due to uncontm)kd overmppiog. less than 4 inches) the root system may be kfl in ptaec. Otherwise the roots should be mmoved and the beam resulted Now A licensed civil engineer may be nadcd to determine proper bctm/spillway restoration. Rock Armoring Ruck lkm on subgrade is less than 1.0 feet Ra cla and pad dkpth we deep aadlor subgradc is esposcd restored to n minimum depth of 1.0 feet. Erosion Eroded dump ever 2 inches deep where cause Slopes are stabilized using ordantage is still irmscat or wirers than is appropriate erosion comml potential for continued erosion. measureis), a g_ cock reinforcement, planting of $eau. compoctiva. Prc-scttiiag Pomis F.Jity ur sump Tex scaling aareor sump contains Sedimcruldcbris is =nwved. and Vaults idled with 5ed' at sediumaldebris up to a dgnh ofeither 6 inches andlur debris at the sedimentation design depth. County Divinage, Manuel Voluma V- Runoff Treatment SUPs Swerk Short Plat Drainage Report June 5, 2Q 13 Page 15 Access Roads/Easement Maintenance Defect Conditions When Maintenance is Results Expected When Component Needed Maintenance is Performed General Trash and Debris Trash and debris exceeds I cubic foot per Trash and debris cleared from 1,000 square feet, i.e., trash and debris site. would fill alp one standard size garbage can. Blocked Roadway Debris, which could damage vehicle tires Roadway free of debris which (glass or metal). could damage tires. Any obstructions which reduce clearance Roadway overhead clear to 14 above road surface to less than 14 fee€. feet high. Any obstructions restricting the access to a Obstruction removed to allow at 10- to 12-Foot width for a distance of more least a 12-foot access. than 12 feet or any point restricting access to less than a 10-foot width. Road Surface Settlement, When any surface defect exceeds 6 inches Road surface uniformly smooth Potholes, Mush in depth and 6 square feet in area. In with no evidence of settlement, Spots, Ruts general, any surface defect which hinders potholes, mush spots, or nuts. or prevents maintenance access. Shoulders and Ditches Swerk Short Plat June 5, 2013 Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 than 2 inches. inches apart within a 400-square foot area. Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and than 8 inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches height or hinder maintenance access. in height or cleared in such a way as to allow maintenance access. Drainage Report Page 16 Conveyance Systems (Pipes & Ditches) Maintenance Defect Component Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment and Accumulated sediment that exceeds 20% Pipe cleaned of all sediment Debris of the diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of All vegetation removed so water through pipes. water flows freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross-section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash and Debris Trash and debris exceeds 1 cubic foot per Trash and debris cleared 1,000 square feet of ditch and scopes, from ditches. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all of the design depth. sediment and debris so that matches design. Vegetation Vegetation that reduces free movement of Water flows freely through water through ditches. ditches. Side Slopes Erosion Eroded damage over 2 inches deep where Slopes should be stabilized cause of damage is still present or where by using appropriate erosion there is potential for continued erosion. control measure(s). e.g., rock reinforcement, planting of grass, compaction. Swerk Short Plat Drainage Report June 5, 2013 Page 17 Grounds (Landscaping) Maintenance Defect Conditions When Maintenance is Results Expected When Component Needed Maintenance is Performed General Weeds (Non- Weeds growing in more than 20% of the Weeds present in less than poisonous) landscaped area (trees and shrubs only). 5% of the landscaped area. Safety Hazard Any presence of poison ivy or other No poisonous vegetation poisonous vegetation. present in a landscaped area. Trash or Litter Paper, can, bottles, totaling more than 1 Area clear of litter. cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees and Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less Shrubs split or broken which affect more than than 5%of the total foliage 25% of the total foliage of the tree or with split or broken limbs. shrub. Trees or shrubs that have been blown Trees or shrub in place free down or knocked over. of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing adequately supported; exposure of the roots. remove any dead or diseased trees. Swerk Short Plat Drainage Report June 5, 2013 Page 18 Maintenance Component General CATCH BASINS Conditions When Maintenance is Defect Needed Trash and Debris Trash or debris of more than 2 cubic (Includes Sediment) foot which is located immediately in front of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris (in the basin) that exceeds 113 the depot from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that would cause complaints or dangerous gases (e.g. methane) Deposits of garbage exceeding I cubic foot in volume. Structural Damage to Corner of frame extends more than Frame and/or Top Slab inch past curb face into the street (if applicable) Results Expected When Maintenance is Performed No trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. `fop slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 3 inch (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab, i.e. separation of more than : inch of the frame from the top slab. Cracks in Basin Cracks wider than 2 inch and longer Walls/Bottom than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Frame is sitting hush on top slab. Basin replaced or repaired to design standards. Cracks wider than 2 inch and longer No cracks more than 3 inch wide at than 1 foot at the joint of any the joint of inlettoutlet pipe, inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/Misalignmen Basin has settled more than 1 inch or t has rotated more than 2 inches out of alignment. Fire Hazard Presence of chemicals such as natural gas, oil, and gasoline. Vegetation Vegetation growing across and blocking more than 10%ofthe basin Basin replaced or repaired to design standards. No flammable chemicals present. No vegetation blocking opening to basin. Swerk Short Plat Drainage Report June 5, 2013 Page 19 CATCH BASINS Maintenance Conditions When Maintenance is Results Expected When Component Defect Needed Maintenance is Performed opening. Vegetation growing in inietloutlet pipe No vegetation or root growth joints that is more than six inches tall present. and less than six inches apart, Pollution Non-flammable chemicals of more No pollution present other than. than 2 cubic foot per three feet of surface film. basin length. Catch Basin Cover Cover Not In Place Cover is missing or only partially in Catch basin cover is closed. place. Any open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts into frame have less than 2 inch ofthread. Cover Difficult to One maintenance person cannot Cover can be removed by one Remove remove lid after applying 80 lbs. of maintenance person. lift; intent is keep cover from sealing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and misalignment, rust, cracks, or sharp allows maintenance person safe edges. access. Metal Grates Grate with opening wider than 718 Grate openings meet design (if applicable) inch. standards. Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20% of grate surface. Damaged or Missing Grate missing or broken member(s) of Grate is in place and meets design the gate. standards. Swerk Short Plat Drainage Report June 5, 2013 Page 20 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Trash & Any trash and debris which exceed 1 cubic Trash and debris cleared from Debris foot per 1000 square feet (this is about equal site. to the amount of cash it would take to fill up one standard size office garbagecon). In general, there should be no visual evidence of dumping. Poisonous Any poisonous vegetation which may No danger of poisonous Vegetation constitute a hazard to County personnel of the vegetation where County public. Examples of poisonous vegetation personnel or the public might include: tansy ragwort, poison oak, stinging normally be. (Coordination nettles, devils club. with Seattle/King County Health Department). Pollution Oil, gasoline, or other contaminants of one No contaminants present other gallon or more or any amount found that than a surface film. could:1) cause damage to plant, animal, or (Coordination with marine life; 2) constitute a fire hazard; or 3) be Seattle/King County Health flushed downstream during rain storms. Department). Umnowed If facility is located in private residential area, When mowing is needed, Grass/ mowing, is needed when gross exceeds 18 grass/ground cover should be Ground Cover inches in height. In other areas, the general stowed to 2 inches in height. policy is to make the pond site match adjacent ,ground cover and terrain as long as there is no interference with the function of the facility. Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and darn or acting as a dam of berm, or any evidence of berm repaired. (Coordination water piping through darn or berm via rodent with Seattle/King County holes. Health Department), Insects When insects such as wasps and hornets Insects destroyed or removed interfere with maintenance activities. from site. Tree Growth Tree growth does not allow maintenance Trees do not hinder access or interferes with maintenance activity. maintenance activities. (i.e., slope mowing, silt removal, vactoring or Selectively cultivate trees equipment movements). If trees are not such as alders for firewood. interfering with access, leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by Pond cause of damage is still present or where there using appropriate erosion is potential for continued erosion. control measure(s): e.g. rock reinforcement, planting of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% of Sediment cleaned out to the designed pond depth, designed pond shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 inches Dike should be built back to lower than the design elevation. the design elevation. Emergency Rock Missing Only one layer of rock exists above native soil Replace rocks to design Overflow/Spill-way in area five square feet or larger, or any standards. exposure of native soil. Swerk Short Plat Drainage Report June 5, 2013 Page 21 WWIII 43 Infiltration Trench Results Liu & Associates, Inc "Geotechnical Engineering Study for Swerk Short Plat" Swerk Short Plat Drainage Report June 5, 2013 Page 22 Western Washington Hydrology Model PROJECT REPORT Project Name: default Site Address: City Report Date: 61712013 Gage Everett Data Start : 1948/10/01 Data End 1997109/30 Precip Scale: 0.80 WWHM3 Pro Version: PREDEVELOPED LAND USE Name : Basin l Bypass: No Ground Water: No Pervious Land Use Acres C, Forest, Mod .09 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name : Basin l Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Acres DRIVEWAYS ROOFS MOD 0.09 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, GraveI Trench Bed 1, Swerk Short Plat Drainage Report June 5, 2013 Page 23 Name : Gravel Trench Bed 1 Bottom Length: l 15ft. Bottom Width : 7& Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0 Pour Space of material for first layer: 0 Material thickness of second layer: 0.33 Pour Space of material for second layer : 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate : 10 Infiltration saftey factor: 0.25 Wetted surface area On Discharge Structure Riser Height: 3.8 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) lnfilt(cfs) 100.0 0.018 0.000 0.000 0.000 100.1 0.018 0.000 0.000 0.047 100.1 0.018 0.000 0.000 0.048 100.2 0.018 0.000 0.000 0.049 100.2 0.0I8 0.000 0.000 0.050 100.3 0.018 0.000 0.000 0.051 100.3 0.018 0.001 0.000 0.051 100.4 0.018 0.002 0.000 0.052 100.4 0.018 0.003 0.000 0.053 100.5 0.018 0.004 0.000 0.054 100.6 0.018 0.005 0.000 0.054 100.6 0.018 0.006 0.000 0.055 100.7 0.018 0.007 0.000 0.056 100.7 0.018 0.008 0.000 0.057 100.8 0.018 0.009 0.000 0.058 100.8 0.018 0.010 0.000 0.058 100.9 0.018 0.011 0.000 0.059 100.9 0.018 0.012 0.000 0.060 101.0 0.018 0.013 0.000 0.061 101.1 0.018 0.014 0.000 0.061 101.1, 0.018 0.015 0.000 0.062 101.2 0.018 0.016 0.000 0.063 101.2 0.018 0.017 0.000 0.064 Swerk Short Plat Drainage Report June 5, 20I3 Page 24 101.3 0.018 0.018 0.000 0.065 101.3 0.018 0.020 0.000 0.065 101.4 0.018 0.021 0.000 0.066 101.4 0.018 0.022 0.000 0.067 101.5 0.019 0.023 0.000 0.068 101.6 0.018 0.024 0.000 0.069 101.6 0.018 0.025 0,000 0.069 101.7 0.018 0.026 0.000 0.070 101.7 0.018 0.027 0.000 0.071 101.8 0.018 0.028 0.000 0.072 101.8 0.018 0.029 0.000 0.072 101.9 0.018 0.030 0.000 0.073 101.9 0.018 0.031 0.000 0.074 102.0 0.018 0.032 0.000 0.075 102.1 0.018 0.033 0.000 0.076 102.1 0.018 0.034 0.000 0.076 102.2 0.018 0.035 0.000 0.077 102.2 0.018 0.036 0.000 0.078 102.3 0.018 0.037 0.000 0.079 102.3 0.018 0.038 0.000 0.080 102.4 0.018 0.039 0.000 0.080 102.4 0.018 0,040 0.000 0.081 102.5 0.018 0.041 0.000 0.082 102.6 0.018 0.042 0.000 0.083 102.6 0.018 0.043 0.000 0.083 102.7 0.018 0.044 0.000 0.084 102.7 0.018 0.045 0.000 0.085 IO2.8 0.018 0.046 0.000 0.086 102.8 0.018 0.047 0.000 0.087 102.9 0.018 0.048 0,000 0.087 102.9 0.018 0.049 0.000 0.088 103.0 0.018 0.050 0.000 0.089 103.1 0.018 0.051 0.000 0.090 103.1 0.018 0.052 0.000 0.091 103.2 0.018 0.053 0.000 0.091 103.2 0.018 0.054 0.000 0.092 103.3 0.018 0.055 0.000 0.093 103.3 0.018 0.056 0.000 0.094 103.4 0.018 0.057 0.000 0.094 103.4 0.018 0.059 0.000 0.095 103.5 0.019 0.060 0.000 0.096 103.6 0.018 0.061 0.000 0.097 103.6 0.018 0.062 0.000 0.098 103.7 0.018 0.063 0.000 0.098 103.7 0.018 0.064 0.000 0.099 103.8 0.018 0.065 0.000 0.100 103.8 0.018 0.066 0.059 0.101 103.9 0.018 0.067 0.258 0.101 103.9 0.018 0.068 0.535 0.102 104.0 0.018 0.069 0.871 0.103 104.1 0.018 0.070 1.258 0.104 Swerk Short Plat Drainage Report June 5, 20I3 Page 25 104.1 0.018 0.071 1.690 0.105 104.2 0.018 0.072 2.162 0.105 104.2 0.018 0.073 2.672 0.106 104.3 0.0I8 0.074 3.216 0.107 104.3 0.018 0.075 3.793 0.108 104.4 0.019 0.076 4.401 0.109 104.4 0.018 0.077 5.038 0.109 104.5 0.018 0.078 5.704 0.110 104.6 0.018 0.079 6.396 0.111 104.6 0.018 0.080 7.114 0.112 104.7 0.018 0.081 7.858 0.112 104.7 0.018 0.082 8.625 0.113 104.8 0.018 0.083 9.416 0.114 104.8 0.018 0.084 10.23 0.115 104.9 0.018 0.085 11.07 0.116 104.9 0.018 0.086 11.92 0.116 105.0 0.018 0.087 12.80 0.117 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000942 5 year 0.001512 10 year 0.001829 25 year 0,002154 50 year 0.002349 100 year 0.002511 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.000 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.000 0.000 1954 0.001 0.000 Swerk Short Plat Drainage Report June 5, 2013 Page 26 1955 0.001 0.000 1956 0.002 0.000 1957 0.001 0.000 1958 0.001 0.000 1959 0.001 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.001 0.000 1963 0.000 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.000 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.001 0.000 1972 0.001 0,000 1973 0.001 0.000 1974 0.000 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.001 0.000 1978 0.000 0.000 1979 0.001 0.000 1980 0.002 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.001 0.000 1986 0.001 0.000 1987 0.004 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0,000 0.000 1996 0.001 0.000 1997 0.002 0.000 1998 0.004 0.000 Ranked Yearly Peaks for Predeveloped and M itigated. POC # 1 Rank Predeveloped Mitigated 1 0.0044 0.0000 2 0.0038 0.0000 3 0.0022 0.0000 Swerk Short Plat June 5, 2013 Drainage Report Page 27 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 0.0020 0.0000 0.0019 0.0000 0.0014 0.0000 0.0014 0.0000 0.0014 0.0000 0.0012 0.0000 0.0012 0.0000 0.0012 0.0000 0.0012 0.0000 0.0012 0.0000 0.0011 0.0000 0.0011 0.0000 0.0010 0.0000 0.0010 0,0000 0.0010 0.0000 0.0010 0.0000 0.0009 0.0000 0.0009 0.0000 0.0009 0.0000 0.0009 0.0000 0.0009 0.0000 0.0009 0.0000 0.0008 0.0000 0.0008 0.0000 0.0008 0.0000 0.0008 0.0000 0.0008 0.0000 0.0008 0.0000 0.0008 0.0000 0.0007 0.0000 0.0007 0.0000 0.0007 0.0000 0.0007 0.0000 0.0007 0.0000 0.0007 0.0000 0.0006 0.0000 0.0006 0.0000 0.0006 0.0000 0.0005 0.0000 0.0005 0.0000 0.0005 0.0000 0.0004 0.0000 0.0004 0.0000 0.0003 0.0000 0.0002 0.0000 0.0000 0.0000 POC ##1 The Facility PASSED Swerk Short Plat Drainage Report June 5, 2013 .Page 28 The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0005 3983 0 0 Pass 0.0005 3687 0 0 Pass 0.0005 3395 0 0 Pass 0.0005 3128 0 0 Pass 0.0005 2867 0 0 Pass 0.0006 2643 0 0 Pass 0.0006 2443 0 0 Pass 0.0006 2259 0 0 Pass 0.0006 2101 0 0 Pass 0.0006 1957 0 0 Pass 0.0007 1816 0 0 Pass 0.0007 1688 0 0 Pass 0.0007 1567 0 0 Pass 0.0007 1446 0 0 Pass 0.0007 1329 0 0 Pass 0.0008 1230 0 0 Pass 0.0008 1133 0 0 Pass 0.0008 1060 0 0 Pass 0.0008 987 0 0 Pass 0.0008 912 0 0 Pass 0.0009 842 0 0 Pass 0.0009 782 0 0 Pass 0.0009 739 0 0 Pass 0.0009 694 0 0 Pass 0.0009 651 0 0 Pass 0.0009 622 0 0 Pass 0.0010 587 0 0 Pass 0.0010 556 0 0 Pass 0.0010 523 0 0 Pass 0.0010 492 0 0 Pass 0.0010 457 0 0 Pass 0.0011 436 0 0 Pass 0.0011 415 0 0 Pass 0.0011 394 0 0 Pass 0.0011 376 0 0 Pass 0,0011 360 0 0 Pass 0.0012 334 0 0 Pass 0.0012 317 0 0 Pass 0.0012 298 0 0 Pass 0.0012 287 0 0 Pass 0.0012 273 0 0 Pass 0.0012 267 0 0 Pass 0.0013 259 0 0 Pass 0.0013 249 0 0 Pass 0,0013 240 0 0 Pass 0.0013 234 0 0 Pass 0.0013 227 0 0 Pass 0.0014 221 0 0 Pass Swerk Short Plat Drainage Report June 5, 2013 Page 29 0.0014 213 0 0 Pass 0.0014 201 0 0 Pass 0.0014 194 0 0 Pass 0.0014 183 0 0 Pass 0.0015 173 0 0 Pass 0.0015 169 0 0 Pass 0.0015 160 0 0 Pass 0.0015 155 0 0 Pass 0.0015 149 0 0 Pass 0.0016 145 0 0 Pass 0.0016 144 0 0 Pass 0.0016 140 0 0 Pass 0.0016 139 0 0 Pass 0.0016 136 0 0 Pass 0.0016 133 0 0 Pass 0.0017 130 0 0 Pass 0.0017 123 0 0 Pass 0.0017 122 0 0 Pass 0.0017 121 0 0 Pass 0.0017 118 0 0 Pass 0.0018 117 0 0 Pass 0.0018 115 0 0 Pass 0.0018 114 0 0 Pass 0.0018 114 0 0 Pass 0.0018 112 0 0 Pass 0.0019 109 0 0 Pass 0.0019 108 0 0 Pass 0.0019 106 0 0 Pass 0.0019 I04 0 0 Pass 0.0019 101 0 0 Pass 0.0020 99 0 0 Pass 0.0020 98 0 0 Pass 0.0020 96 0 0 Pass 0.0020 93 0 0 Pass 0.0020 91 0 0 Pass 0.0020 90 0 0 Pass 0.0021 89 0 0 Pass 0.0021 86 0 0 Pass 0.0021 84 0 0 Pass 0.0021 82 0 0 Pass 0.0021 79 0 0 Pass 0.0022 78 0 0 Pass 0.0022 75 0 0 Pass 0.0022 75 0 0 Pass 0.0022 74 0 0 Pass 0.0022 74 0 0 Pass 0.0023 73 0 0 Pass 0.0023 72 0 0 Pass 0.0023 72 0 0 Pass 0.0023 71 0 0 Pass 0.0023 71 0 0 Pass Swerk Short Plat Drainage Report June 5, 2013 Page 30 0.0023 70 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Swerk Short Plat Drainage Report June 5, 2013 Page 31 LIU & ASSOCIATES, INC. .. _ ....... ..o... � ... _ . � _.� Geotechnical Engiaee- ng Engineering Geology Mav 16.2013 Mr. Robert Sw erk c,/0 Mr. K. Rob Metcalf Vector Northwest, LLC 18904 — 866 Place West Edmonds. Vi':1 98026 Dear Mr. SNN-crl;: Subject: Geutechnical Engineering Study Swerk Sburt Plat 188121 Olympic View Drive Edmonds, Washington LSA Job No; 13-041 INTRODUCTION earth 5ctance We understand that the property located at the above address in Shoreline. Xashington. is to be platted into 1%%u single-family building lets. The existing residence on the east lot is to remain and the development of a new residence can the west lot is proposed. We also understand that onsite disposal of storm runoff over impervious surfaces is considered fior the development of the new residence. At your request, «e have completed a geotcchnical engineering study I"or the development of the new residence on the west lot. The purpose of this stud- is to explore and characterise the subsurface conditions of the ,,•cst lot and provide aeotechnical recommendations on grdding. erosion mitigation. surface and groundwater drainage control, onsitc stormwater disposal, and fibundation support for the new residence. Presented in this report are our EindinYs. conclusion and aeotechnical recommendations. 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 . Fax (425) 486-2746 May 16. 2013 Swerk- Short Plat I.&A Job No. 1341 Page 2 SCOPE OF SERVICES Our proposed scope of services for this gentechnical crigincering, study comprises specifically the following: 1. RevieNN: greolotgic and soil conditions at and in the 6cinity of the subject plat site based can a published geologic mup- 2. Explore subsurface conditions of the west lot with backhoe test pits excavated down to it firm bearing and Infiltratable soil stratum or to the maximum depth (about 10 feet) capable ky the backlioc used in digging test pits, whichever occurs first. 3. Conduct laboratory particle size distribution test on iwo soil samples obtained from targeted soil laver(s) in test pits in accordance with ASTM D422. the result of %%hich %vill be used to determine whether onshe soils are suitable for storniNx,ater disposal by infiltration. Determine soil tape of soil samples in accordance witli USDA,rc\turc Triangle and provide recommendations flor their design infiltration rates per Washington STatc Department of Ecology 200 � Stormwater Management Manual for Western Washincton for onsite stormwater infiltration facilities. 4. Perl'brm necessary P-cotcchnical analyses and provide geoicchnical recommendations for the deNelopment of the nc,%N- residence. 5. Pteparc a written report to present out findings, conclusion, and recommendations. A geotechnical staff from our office was on site to direct the subsurface exploration prograin. examine the soil and geologic conditions encountered. and maintain logs of the test pits. LIU & ASSOCIATES, INC. Mai- 16.2013 Swrk Short Plat L&A Job No. 13-41 Page 3 SITE CONDITIONS SURFACE CONDITIONS The 2cii-eral loculiun of the subject plat site is shown on Plate ],- Viciniti''Map. The site is situated on the mid slope ofawestcriv-dcclining I , moderate to steep hillside. As shown on Plate 2. the site is a trapezoid -shaped parcel of land. It is bounded by 01yrnpic View Drive to the cast and is adjoined by residential development on all other sides. According to the topographic survey plan of the site shown on Plate 2. the wcst lot occupies roughly the western half of die property. The ground within this lot generally slopes do%Nm westxvard at an average of about 13% to 1601/0 grade which continues onto the neighboring property. 'Fhe perimeter of the west lot is dotted by scattered tall mature trees. as we]] as ornamental trees and shrubs. The open area of the lot is mostly covered " ith lawn brass. GEOLOGIC SETTING The Geologic Map pf the Edmonds E.asl and Part of the Edmonds West Quadramjcs. Wasbininon. by James P. Mlinard, published bv U. S. Geological Survey in 1983. was referrnccd for the geologic and soil conditions at the residence site. According to this geologic publication, the surficial soil units at and in The vicinity, of the subject site are mapped as a Vashon Till (%rl) soil unit underlain by a Vashon Advance Outwash (Qva) soil unit. The deposits of the Vashon till soil unit were plowed directly under glacial ice during the most recent glacial period as the glacier advanced over an eroded. irregular surface of older formations and sediments. This soil unit is composed of a mixture of unsorted clay. Silt, sand, gravel, and scattered cobbles and boulders, The Vashon till soil over the top INvo to three feet is normally xveathered to a medium -dense state. and is moderately permeable and compressible. The underlying fresh till soil, commonly referred to as LIU & ASSOCIATES, INC. May 16.2013 Swerk Short Plat L&A Job No. 13-4-1 Pa!zc 4 "Hard pan", is very dense and weakly cemented. The firesh till soil. possesses a compressive strength comparable to that of to -grade concrete and can remain stable on steep natural slopes or man -make cuts for a long period. The fresh till deposits are practically impervious to siurmwater infiltration and can provide excellent foundation support with little or no settlement. The advance outwash soil unit is composed of stratified sand and gravel with very minor amount of silt and clay, deposited by the melm, ater of advancing glacial ice of the last glacier then overridden by the still advancing glacier. Due to their generally granular composition, the advance outNvash deposits are of moderately high permeability and drains fiairli, well. 'Me advance outwash deposits are generally dense to very dense in their natural. undisturbed state. Where exposed on slopes with poor vegetation cover and subjected to storm runoff or groundwater seepage erosion. the advance out"'ash suits in the lop 2 to 4 feet can be exadually weathered and eroded and may slough and redcposit to a flatter inclination. The undcrIving fresh advance out -wash deposits in their native. undisturbed state can provide good foundation support with little settlement expected for I i ght to moderately heavy structures. SOIL CONDITION Subsurface conditions of the %%est lot were explored with four test pits. These test pits were excavated on April 23. 2013- with a rubber -truck backhoe. to depths from 7.0 to 8.0 feet. The approximate locations of the test pits are shown on Plate -2 - Site and Exploration Location Plan, The test pits were located with either a tape measure or by visual reference to cxisting topographic features in the field and on the topographic LIU & ASSOCIATES, INC. Mu) 167 20 1 "1 Swerk Short Plat TAA Job No. 1341 Pa2c 5 survey map, and their locations should be considered only accurate to the measuring method used. A gcotecluiital engineer from our office was present during subsurface exploration, who exam:t6ed the soil and geologic conditions encountered and completed logs of test pits. Soil samples obtained from each soil layer in the test pits were visually classified in acneral accordance with United Soil Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soil lavers encountered during site exploration are presented in test pit logs on Plates 4 and 5. A layer of louse organic topsoil, about 8 to 14 inches thick, was found mantling the west lot. The topsoil is underlain by a laxer of brown weathered soil of medium -dense silny fine sand with a trace of aru% A from 13 to 2.4 feet thick. Underiving the weathered soil to the depth explored is a bro%e,n-gran to light -gray advance outN,%'ash deposit of dense, clean to silty. rine to medium sand with a trace of Gravel. 1 - GROUNDWATER CONDITION Groundwater ,%-zLi not encountered in any of the four test pits excavated on the vVest lot. The sufficial soils. including the advance outwash deposit. underlying the v est lot at .qhallo%k,' depth are of moderately high permeahility and Would allow stormwatcr is gradually infiltrating into the ground. Therefore, the groundwater level under the west lot should be at such level that it %vill have minimal impact on the development of the new residence. LIU & ASSOCIATES, INC. Mav 1 h. 2013 Sw{ r1 Short Plat L&A Job No. 13-41 Page 6 GEOLOGIC HAZARDS AND MITIGATION Landslide Hazard The plat site is underlain atshallow depth by dense advancc oumash deposits of high to moderately -high shear strength and of sufficient resistance against slope failure. As lone as the erosion mitigation. drainage control and grading recommendations in this report are fully implemented and observed during construction, the potential for deep-seated slides it) occur on the lot should be minimal. Erosion Hazard The surficial topsoil and weathered soil arc of low resistance against erosion, while the underIvina dense advance outwash deposits are of moderately -high resistance auainst erosion. The around within the Ntest lot is gencrally gentle to moderately steed. Therefore. if the erasion mitigation and drainage control recommendations in this report are fuliv implemented and observed during construction. the erosion hazard should be minimal. Seismic Hazard The Puget Sound region is in an active seismic lone. The site is underlain at :;hallow depth by dense advance outwash deposits of moderately -high shear strength. Therefore. the potential for seismic hazards, such as landslides. liquefaction, lateral soil spreadin�ta. to occur on the site should he minimal it' the erosion mitigation, drainage control. site stabilization measures recommended in this report are fully implemented. `l`he proposed new residence. hoivcvcr. should be designed for seismic forces induced b,. strong earthquakes. Rased can the soil candit ons encountered by the test pitsr it is our opinion LIU & ASSOCIATES, INC. May 16. 2013 Swcrk Short Plat L&A Job'No. 13-41 page 7 that Seismic Use Group I and Site Class D should he used in the seismic design of the proposed residences in accordance with the 2009 International Building Code (IBC). CONCLUSION AND RECOMMENDATIONS The site is underlain at shallop depth by dense advance oumash deposits. l'hc proposed netts residence may be supported on footing 11hundations poured on or into these competent basal advance oulwash deposits or on structural fill built on advance out%vash basal soils. TEMPORARY DRAINAGE AN!) EROSION CONTROL The onsite surficial topsoil and weathered soil coatain a high percentage of fines which are sensitive to moisture and can be easily' disturbed by construction Traffic. A lavcr of clean. 2-to-4-inch quarry spalls should be placed over areas offrequctit traffic. such as the entrimce to the site. as required- to protect the subgrade soils from disturbance by construction traffic. A silt fence should be installed along the downhill sides or construction areas to minimize transport of sediment onto neighboring properties or the street. The bottom of the filter cloth ofthe silt fences should be anchored in a trench filled with onsite soil. interceptor ditches or trench drains should be installed around construction area,,. as required, to intercept and drain u%%:av storm runoff and ncar-surface groundwater seepage. Water captured by such interceptor ditches or trench drains should be pumped to discharge into a nearby storm inict. The storni inlet should be covered with a non -tip oven LIU & ASSOCIATES, INC. Mari 16. 2013 ) Swcrk- Short Plat L&A Job No. 13-41 Pace 8 filter fabric sock to prevent sediment from entering the storm sewer system. The filter sock should be Ocaned frequently during Construction to prt!%:ent clogwing. and should be removed after completion of construction. Spoil soils should be hauled off of the site as, soon as possible. Spoil soils and imported structural fill material to be stored on site should be located in areas Nvhcrc the around surface is no steeper than 15% grade, and should be covered with plastic tarps securely N%,eightrd down with sandbags. as required, for protection against erosion. Z: SITE PREP.kRATION AND GENERAL GRAMNG Vcgctation w-ithin construction limits should be cleared and grubbed. Vegetation outside of construction limits should be protected and maintained. Topsoil, unsuitable soil in the root zone and loose weathered soil should be completely stripped within building pad of the new residence and in areas subject to traffic and structural load. The exposed soils after stripping should he compacted to a non-y-iciding state. as required, -with a vibratory compactor and proof rollcd Nviih a piece of heavy carthwork equipment. EXCAVATION ANC FILL SLOPES Under no circumstance should excavation slopes he steeper than the limits; spec fled by local, state and federal safety` regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than IH:IV in surficial topsoil and «eathered soil of broiv*n medium -dense silty fine sand. and no steeper in the underlying dense advance out\N ash sand to silty sand soils. Permanent cut banks should be no sleeper than 214- IV in the topsoil and Nvcarlicrcd soil, and no steeper than 1-3 ),'4H: IV in underlying dense advance out�\�ash deposits. The soil LIU & ASSOCIATES, INC. 0 May 1it. 2013 swerk Short Plat L&A Job No. 13-41 Pate 9 units and the stability or Cut Slopes should be observed and verified by a gcotechnical engineer during excavation. Permanent fill embankments required to support structuraltraffic load should be constructed NNith compacted structural fill placed over proof -rolled, undisturbed. dense advance ourwash deposits after the unsuitable surficial soils are stripped. Fill embankments placed over areas steeper than 15% grade should be structurally supported. Sloping ground steeper than 2V,'0 grade should be benched with vertical steps not exceeding 4 feet tall after stripping of the surficial unsuitable soils and prior to constructing permanent fill embankment. The slope of unsupported permanent fill embankments should be no steeper than 2-1,'411:IV. Upon completion. the Sloping face of permanent fill embankments should be thoroughly compacted to a nun -yielding state with hoe -pack. The above recommended cut and fill slopes are under the assumption that around,-vater seepage would not be encountered during construction. If ground,.vater is encountered. the construction work, should be immediatelv halted and the slope stability rc-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Stormwater should not be allowed to flow uncontrolled over cut and fill slopes. Permanent cut slopes or fill embankments should be seeded and vegetated as soon as possible for erosion protection and long-term stability, and should be covered ,ith clear plustic sheets. as required. to protect them from erosion until the vegetation is fully established. LIU & ASSOCIATES, INC. e May 16. 2013 Swerk Short Plat L&A Job No, 1341 Page 10 STRUCTURAL FILL Structural fill is the fill that supports structural or traffic load. Structural fill should consist of clean granular soils free ol" orp-anic and other deleterious substances and with particles not lamer than three inches. .structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the sails that enable the sails to he compacted to the highest do densiny for a given compaction effort. Onsite sails meeting the above requirements may be used as structural fill. Imported material to be used as structural fill should be cleats. free -draining, granular soils containing no rescue than S percent lky weiebt finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve. and should have individual particles not larger than .four inches. The wound over which structural {ill is to he placed should be prepared in accordance with recommendations in the si-rE PREPARATION AND GENERAL GRADING and EXCAVATiON MD FTT3I. SLOPES sections of this report. Structural fill should be placed in lifts no more than 10 inches thick in its loose state. -w ith each lift compacted to a minimum percentage of the maximum dry density deten-nined by ASTM DI557 (i 4odilied Proctor Method) as follo;.'s: Application Within building pads and under fuundation-s Road% av!drip=c,-vas sub side Retaining w al I backlill titilite trench backfill ego of Maximum Dn Uensin, 95% 95"-o for trip 3 feet and 90% belo-,a 92°' o 9506 for top 4 feet and 9014 belotc LIU & ASSOCIATES, INC. May 16, 2013 Swerk Short Plat LIRA Job No. 1341 I'aae I 1 BUrLDYNG FOUNDATIONS �unlentiunal_footin _f'oundations mar be used ro_support.thr_p sed nr� resi fen The footing foundations should be constructed on or into the underlying. dense advance outwash deposits. Water should not be allowed to accumulate in excavated footing trenches. Disturbed soils in footing trcncitc.s should be completely removed do -,ern to undisturbed, native, firm bearing soils prior to pouring concrete for the footings. if the above recommendations are followed. our rccommcnded design criteria for footing foundations are as follows: The allowable soil bearin pressure, for design of footing foundations. including dead and live loads. should be no mnrc'than 3_.0_ 0 psff if constructed ,�t3 MPdc'rl,. ing dense adrance-out-.vvs- dcpo-sits. and-m more tliam'_:a00 psf-if poured on structural sill constructed on underiti ing-advance--ouT%vash spill The footing bearing sails should bcftierified antiite 6� �D e Teciffiical-enzineer after the footing trenches are excavated and before the footings poured. • l7tc rnini� n_�depe to bottom of perimeter footings below adjacent final exterior grade should be no lcss_than_1R_inches. The fffiimum deptH_to_bottom of the interior footings below tup.uf _floonslub should hen In ess than 12 inches. • The minimum %% idtEt should b o less than-I6-inche for continuous footings. and Icss tlta`n 7.1 inches_ for_indi�''tdua[ :foatinss. crept these footings supporting - Chght-ti%right decks or porches. A one-third increase in the above reconinicnded allowable soil bearing pressure may be used when considering Short-term. trdnsiturv. wind or seismic loads. For footing foundations desiped and constructed per recommendations above. we estimate that the LI U & ASSOCIATES, INC. MaN 16. 2013 Siwrk Short Plat L&A Job No. 13-41 Pane 12 tawdraum total post -construction settlement of the buildings should be 3/4 inch or less and the differential settlement across building xvidth should be 1,2 inch or less. Z� l✓aterai leads on the proposed —ncv. re--'sid-cnc—c MVFcresisted by the friction- force b . etween the foundations and the subgrade soils or the passive earth pressure acting on the beloNv- grade portion of the foundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density7_(—r______ , � FD) of 300 pcf (pounds per cubic foot) for the passsive earth pressure be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines upward away from the foundations 1"or a hurizontal distance at least 1.5 times the depth of the foundations below the final grade. A ��6ef ficJ c n--t - o_ f friction - of 0.-755 -bavveen the foundations and the s u ben dc sails may, be used. The above recommended soil parameters are unfactored values, and a proper factor of safety should be used in calculating the resisting forces against lateral loads on the propoqcd nev� residences. SLAB -ON -GRADE FLOORS Stab-on-a-radc floors. if used for the nc,.-.- residence, should be placed on firm subgrade soils prepared as outlined in the SITE PREPARiNTION ANM GENERAL FARTHWORK and the STRUCTUR—ALFILT. sections of this report. Where moisture control is critical, the slab-un-grade floors should be placed on a capillary break- wWch is in turn placed on the compacted stiboradc. The capillary break- should consist of a minimum four -inch -thick layer of clean, flee -draining. 75-s-Inch crushed ruck: containing no more than 3 percent by weight passing the No. 4 sieve. A �-apor barrier, such as a 6- LIU & ASSOCIATES., INC. .Mav 16. 2013 w Srk Short plat UA Job No. 13-41 Page 13 mil plastic membrane. may be placed over the capillary break. its required. to keep moisture from miuratinu upwards, DRTVF.MIAY PAVEMENT Performimce of driveway pavement is tnitical IV related to the conditions of the underlym-p- subgradc soils. We recommund that the subgrade soils under the driveways be treated and prepared as described in the SITE PRF-TARATION AND GEN-ORAL FAR11TWORK section of this report. Prior to placins, base material, the subgrade soils should be compacted to a non-vielding _..state -with a vibratory roller compactor and proof - rolled with a piece ol'heavy, construction equipment. such as a fully -loaded dump truck. Anv areas with excessive flexing or pumping should be over -excavated and re -compacted or replaced with a structural fiI I or crushed rock placed and compacted in accordance AN iih the recoramendations provided in The STRUCTUFLAL FIT1 section of this report. We recommend that a layer of compacted. 7!8-inch crushed rock base (CRB). be placed under the drive%kay pavement. This crushed rock base should be at least 4 inches thick. This crushed rock base should be overlain %kith a 3-inch-Thick Class B asphalt concrete (AQ finish course. DRAINAGE CONTROL Building Footprint Excavation Building footprint excavation for construction of the new residence. if encountering groundwater seepage, should have hottorn of excaNation sloped slightly and ditches excavated alone the bases of cut banks to direct collected around,-%uter into sump pits ftom which -water can be pumped out. A layer of 2-inch crushed rock should be placed LIU & ASSOCIATES, INC. a May 1 f . 2013 Swerk Short Plat L&A Job No. 13-41 tsar=e 14 over footing bearing subgrade soils. as required. to protect the soils from disturbance by construction traffic. '17ais crushed rock base should be built to a fell inches above urounduater level. but not less than G inches thick. The crush rock base should be compacted in l?-inch lifts to a non -yielding state with a vibratory mechanical compactor. Runoff (her Tuipervious Surfaces Storm runoff over impervious surfaces. such as roofs and paved driveway, should be collected by underground drain line systems connected to dox mspuuts and by catch basins installed in paved drlvew-av, Stormwater thus collected should be tizhtlined to discharec into a nearbz, storm sewer or suitable storm%vtiter disposal facilities. such as infiltration trenches. Building Footing Drains A7 ubdrairi si-stcm should be installed. around the perimeter lbotings of- the _ new' residence. "ihr subdr:ain should consist of a 4-inch-minimum-diameter. perforated. rigid. drain pipes, lairs a few inches below bottom of the perimeter footings of the building. The trench and the drain line should haic a sufficient gradient (0.5°6 minimum) to generate flow by gray°irv. The drain lines should be wrapped in non -woven filter fabric socks and completely enclosed in clean %Masher] gavel fill to %%ititin about 18 inches of the finish grade. The remaining trenches may be backfalled with clean onsite soils. Water collected by the }perimeter louting subdrain s\ stem should be tiglttlined. separately from the roof and surface storm» pater drain limes, to discharge into a storm se -cr or a suitable st(1T'anwater disposal f icilit} . such as infiltration trenches. LIU & ASSOCIATES, INC. May 16. 2013 S-,vcrk Short Plat - T.&A Job No. 13-41 Pa2e 15 Surface Drainage Water should not be alloNved to stand in any areas where footinp-s- on -grade -slabs. or pavement is to be constructed. Finish ground surfaces should be ataded to direct surface runoll'away from the ncNv residences. We recommend the finished ground be sloped at a gradient cif' 3 perceial minimum for a distance of at least 10 feet away from the building,, except in paved areas with catch basin to collect stomi, runoff. Cleanouts Sufficient number of cleanouts at strategic locations should be provided for underiground drain lines. The underground drain lines should be cleaned and maintained periodically to prevent clogging. ONSTT'E STOR-MWATER DISPOSAL General The advance ourwash deposits of clean to silly sand a-crc encountered at about 2.2 to 3.3 ) feet belo%-%, existing ground surface. which Nxill be suitable of supporting infiltration trenches to dispose stormwater onsite. Our recommendations for the construction of infiltration trenches are sho-wri Plate G. Construction of infiltration trenches should be monitored by a geotechnical enginecr. Particle Size Distribution Tests TN% o soil samples: Sample No. I ftom Test Pit I at 4.0 to 5.0 feet deep and Sample No. 2 from Test Pit 3 at 3.0 to 4.0 feet deep. were taken to HWA laboratory for Particle Sipe Distribution testa to determine the soil type and infiltration rate of the target advance out -,%ash deposits. Sample No. 1 was classified as 'silty sand" while Sample No. 2 as LIU & ASSOCIATES, INC. May 16. 2013 Swerl: Short Plat L& A Job No. 13-=11 Pace 16 "poorly graded sand with gavel". The report of these tests is presented on Plates A-1 and A-2 in the attached APPENDIX. As sununarized on Plate A-2. Sample No. i had a clad content of '?.�"�. silt content of 17.8%... and ar~avel°sand content of79.61/a while Sample No. 2 had a clay content of 0.6%. silt content of 3.71,0'. and gravel°sand content of 95.7%0'. According to the USDA (U.S. Department of Agriculture) Texture Triangle chart, sho%vn on Plate A-3 in the attached Appendix;. Sample No. l is classified as "loamy sand" and Sample No. 2 as "sand". Design Infiltration Rate for infiltration Trenches The Sturmrater Management Manual for 1,tesi Washington, 2003 Edition. published bv Washinuton State Department of Lcvlop% is used to determine the design infiltration on rate of the target advance outwash deposits for infiltration trenches to he constructed to dispose sturma pater onsitc. According to the table of Recommended Infiltration states Rased can USDA Sail Textural Classification shomm on Plate A-4. the estimated short- tcnn infiltration rate vvould be 1.0 iph (incites per hour) and the estimated long -team and short term infiltration antes. based on a correction factor of 4. would be 2 iph (inches per hour) and 0.5 iph, respectively. for loamy sand (Sample No. 1). and 8 iph and 2 iph for sand (Sample No. 2). As shown on Plate A-2. (he Dju size (the size of 10% passing) is 0.014 inch for Sample No. l and 0.16 inch 1br Sample No. 2 in accordance \vith the soil particle size distribution test results. According to the table of Alternative Recommended Infiltration Rates Based On ASTM Gradation Westing presenters on Plate A-7. by interpolation, the estimated LIU & ASSOCIATES, INC. May 16, 2013 Swerk Short Plat L&A Job No. 13-41 Paec 17 lung -terra infiltration rate would be 0.24 iph for Sample No. I and 2.90 iph for Soil Sample 2. Based can the test results and analysis above. we recommend the infiltration trench to be installed along the west side of the «est lot at and around Test Pit 3 may be designed with an infiltration rate of 2.5 iph, while infiltration trenches to be installed any where else on the lot should be designed for an infiltration rate no more than 0.24 iph. Infiltration Trench Construction The trenches should be cut at least 3.5 to 4.5 feet deep below the existing around surface into the advance uutwash deposits of sand to silry sand. The soil unit at bottom of infiltration trenches should be verified by a geotechnical engineer. Ile infiltration trenches should be set back at least 5 feet from propem, lines, 8 feet from nearby building foundations and 12 feet from the top of steep slope of 40°tt) 0-ade or more. The soil unit and trench cut bank stability should be verified b- a aeotechnical engineer during excavation. 'laze trenches should be at least 4 feet NA ide and spaced at least 6 feet apart on centers. The side walls of the trenches should be lined with a layer of non -woven filter fabric. such as 1V#iI AI-1 140NS. The trenches are then filled kith clean washed 3:f4 to 1-1 2 inch travel or crushed rock to ,.%ithin about 10 inches of the finish grade. The dispersion pikes should be constructed of 6-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about 16 inches below the top of trenches. The top of the gravel or crushed rock fill should also he covered -with the filter fabric liner. 'I7he remaining LIU & ASSOCIATES, INC. 0 M May 16. 20 13 Swerk Short Plat L&A Job No. 13-41 rattle 18 trenches should then be backfilled with compacted onsite clean soils. The gravel or crushed rock fill should be placed in lifts no more than 10 inches thick in louse State. with cacti lift compacted to a non -yielding state with a vibratory mechanical compactor. StormwaTer captured over paved driveway should be routed into a catch basin equipped with an oil-watcr separator before being released into the *infiltration trenches. RISK EVALUATION STATEMENT The subject site is underlain at shallow depth by dense advance out%vash deposits. Thesc basal soils are of moderately -high shear strength and the site should be quite stable. Proper and adequate erosion mitigation and surface and -groundwater drainage control are keys to maintain site stability during and after completion of construction. It is our opinion that if the recommendations in this report are fully implemented and observed during and following completion of construction, the areas disturbed by construction ,Nill be stabilized and will remain stable, and will not increase the potential for soil movement. In our opinion, the risk for damages to the proposed development and from the development to adjacent properties from soil instability should be minimal. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Mr, Robert Swerk, and his associates. representatives, consultants and contractors. Wc recommend that this report. in its entirety. be included in the prqJect contract documents fior the infiormation of the prospective contractors for their estimating and bidding purposes and for compliance with the recommendations in this report during construction. The conclusions and interpretations in this report, however, Should not be construed as a warranty of tlic subsurface conditions. The scope of this study does not LILJ & ASSOCIATES, INC. May 16, 2013 SN"'erk Short Plat L&A Job No. 13-41 Page 19 include services related to construction safety precautions and our recommendations are not intended to direct the contractor's mctho&-,, techniques. sequences or procedures. except as specifically described in this report for design considerations. We recommend the design plans of this project be reviewed by Liu & Associates. Inc.. to ensure the design plans are in compliance with the geolechnical recommendations in this report. Also, the geolechnical construction of the subject project should be monitored and inspected by a geotechnical engineer. Our recommcndations and conclusions are based on the geologic and soil conditions encountered in the test holes. and our experience and engineering judinnent. The conclusions and recommendations are proficssional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profesMon currently practicing under similar conditions in this area. No warrant,,. expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered b% the Test pits. The nature and extent of such variations may not become evident until construction starts. Tf variations appear then, .\-e should be retained to re-evaluate the recommendations of this report, and to veriiv, or modify them in writing prior to proceeding further with the construction of the proposed development. CLOSURE NNrc arc pleased to be ofserv'ice to .you on this project. Please fccl free to contact us if you have any questions regarding this report or need Further consultation. LIU & ASSOCIATES, INC. May 16, 2013 Swerk Short Plat Tic A Job No. I341 Paac 20 Yours vcry truly. LIU `, ASSOCLAXES.INC. a 1. S. {Ju ian) Liu, Ph.D.. P.E. Consulting Geotechnical En<aineer 5/1 � �! 3 Six Plates and AppendLx attached LIU & ASSOCIATES, INC. LIU & ASSOCIATES. INC. Ge-aa-winh;di Cngimeetvng Cnginocnn5 C.cclogy Carth Ecicnoc VICINITY MAP SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON 13-041 1 DATE - 4/24/201 "s .� �.j{33..�..J'•Y ^'..."�#'"'^^""' A ....... . .. r r - - -------- LIU & ASSOCIATES. INC. Glf.-cocas Engineenng - Enmfme;nnq Gatiogy - Ea"v Science SITE AND EXPLORATION LOCATION PLAN SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS. WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW I'v=_L=-GRADSO GRAVEL, FINE 0 COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH GM SILTY GRAVEL GRAINED COARSE FRACTION SOILS RETAINED ON NO SIEVE PINES GC CLAYEY GRAVEL SANG CLEAN SW VVELL-GRADED SAND, FINE TO COARSE SAND MORE THAN 5 k MORE `a MAN SD% OF SAND SP POORLY-GRADS-0 SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSZ— FRACTION N0.2DDS1ElE PASSING NO, 44 SIEV FINES SC CLAYEY sAnIC FINE- SILT AND CLAY INORGANIC ML SIL" CL cI AY GRAINED LIQUID LINMIT ORGANIC OL ORGANIC SILT, ORGANIC CLAY SOILS LESS THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CRC -hAN 50"° (�`{-� CLAY OF ii.GH PLASTICITY, FA I CLAY PASSING ON "=E � -jg �� !�{, tt M♦,y _ LI.� W P'J i.41Yld D ORGANIC OH ORGANIC SILT, ORGA.'C SILT 140. 2m SIEVE fir, OR MOPE HIGHLY ORGANIC SOILS PT PEAT A14D 07HSR HlGii! Y ORGANIC SOILS FN JT S SOIL MOISTURE MQDIFIERS: FIELD CL.ASSIFiCA7 iON IS BASED O?I VISUAL EXAA411gNnFION DRY - ABSENCE OF Ni1.0I5TURS, DUSTY, DIY TO OF SOIL IN GENERA,— ACCORDANC'E't.ITH A.SIV 0:4a"3. THE -OUCH Z 50;. r .A55'=^ICA's 3 7N USING3 LABORATORY TESTS IS BASED SLIGHTLY Iv*,GIST - TRACE MOISTURE, NOT DUS £ Y ON ASTM 02487.93. MOW • DAMP. BUT NO VtSiSLE Jd TER 3 O-SCRIPTIONSOF SOIL DENSITY OR CON516a=,i4:'Y ARE VERY %40I5' - V PY DAt�'=,,tt3jS7U=--- FELTTO THE. TOUCH RAS40 014 3N7 EP,PRE # ATION OF ELOVV-COi.' ;t SE.JAL ;,;E I _ y°IW's3; ' F?`E : iATER CAR 5,;7URATE0, APPEARANCE NC_ `Jr SOILS. ANWOR TEST CAT A, US: ALLY SOIL IS OBTAINz-0 FROM BELOW WATER TA.3LE LILT & ASSOCIATES4 INC. UNIFIED SOIL CLASSIFICATION SYSTEM ..._. .... 'PLATE3 TEST PIT NO. 1 Logged By: JSL Date: 4125/2013 Ground El. i Depth. ft. USCS CLASS.. Soil Descripbon Sample No w % Other Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with rtne roots_moist{TOPSQlL)_______________� .--_ SP1SM Brown, loose to medium -dense, slightly silty. fine SAND„ trace 2 gravel, moist SPfSM — Brown -gray tv gray, dense, slightly silty, fins SAND, moist ----- 4 (ADVANCE OUTWASH) 5 6 7 8 > Test pit terminated at 8.0 ft, groundwater not encountered, t0 TEST PIT NO. 2 Logged By. JSL Crate; 4/2512013 Ground El. ± Depth fL USCS CLASS Soil Description Sarrsp;e No, w % Other Test OL Dark-bmvm,ttoose, organic, silty fine SAND, with roots, moist 1,0l�s_gtg---- SPlSM Brown, medium -dense, slightly silty, fine SAND, trace gravel, 2 moist 3 4 SPfSM Light -gray, dense, slightly silty to silty, fine SAND, trace gravel, moist, upper 2 feet very densely packed 5 (ADVANCE OUiWASN) t9 F 6 Test pit terminated at 7 5 ft: groundwater not encountered. s 10 LIU +& ASSOCIATES, INC. Geotechnital Egineenng Engineering Geology Earth Saencze TEST PIT LOGS SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB NO 13-041 1 dAiB 4125120131 PLATE 4 12 TEST PIT NO. 3 Logged By: JSL Date, 412512013 Ground El, Depth A, USCS CLASS SoilDescripbon 5ampfe Na W % Other Test OL Dark -brown, loose, organic, slightly silty: fine SAND, with foe I q --_oL[L roots, most (TOIL�) - - - - - SPtSM ___ - - - - - - - - - - - - - - - - -- Brown, medium -dense, slightly silty, fine SAND, trace gravel, 2 moist Sly T� g Brown -gray ray, dense, medium SAND, trace"g;jl. moist 3 (ADVANCE OUTWASH) 4 Test pit terminated at TO ft, groundwater not encountered, 30 TEST PIT NO. 4 Logged By: JSL Date: 4/25120 13 Ground El Depth ft, USES CLASS. Soil Deser"on Sample No VV % O:her Test OL Dark -brown, loose, organic, silty fine SAND, Wth roots. moist (TOPSOIL) — — — — — — — — — — — — — — — — — — — — — — SPISIA Brown, medium -dense. slightly silty. fine SAND, trace grave% moist 3 ------------------------------------------ SPISM Bro"ray to gray, dense, slightly silty to silty, fine to medium SAND, trace to some gravel, moist (ADVANCE OUTWASH) 4 Test pit terminated at 7.5 ft, groundwater not enocluntered. tip LIU & ASSOCIATFS, INC. Geotechniw Enqinee�ng Engiric-erin; Geology - Eaft Science TEST PIT LOGS SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB NO 13441 1 oATE 4/25120131 PLATE 5 ul " dam° LU - z %A 2 a 0 -Z N -3 a on -Z Ak w L� -Z r5—L 7 (twNsi " %IV—qt ==kit 0�tlo 1610 Al LL Ell > t7- -3 V'7 -7 LA 4\1 INFILTRATION TRENCH TYPICAL SECTION LlU & ASSOCIATES, EN-C. SWERK SHORT PLAT 18806 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB NO A3-041 DATE 511012013 1 PLAIE APPENDIX. Soil Particle Size Distribution Test Report Swerk Short Plat 18806 Olympic View- Drive Edmonds, Washington LIU & ASSOCIATES, INC. textural Triangle U.S.D.A. -- -- IV 1009414 Pwt*ot saw - Shaded area is applicable for design of infiltration BMPs Figure 3.21 USDA Textural Triangle Source- U.S. Deplartmcm of Agriculture 3-74 t--'OIUMO III - Hydrologic Anulysis and Flow Control BMVs February 2005 PL-A-fe A-3 r for homogeneous soils. These rates not consider the effects of site variability and long-term clogging due to siltation and biomass buildup in tare infiltration facility. Table 3.7 — Recommended Infiltration Rates based an USDA Solt Textural ClasstficaUon. Estimated long- *Sdort-Term Term (Design) Infiltration Correction Infiltration Rate Rate (in.lbr) factor, CF (Whr) Cleat sandy gravek and 20 2 to" pHyclly sends (inc., 90% or the toml soil samPIC is retained in the 410 sieve) Sand 8 4 �••• Loamy Sand 7 4 0.5 Sanity Loam 1 4 0.25 Loam 0.5 4 0.13 •C...-.. ttftLia � �r . nn.. . ,va *":tint r=mmcnded for treatment ` Refer to SSC-4 and SSC-G for treatment acrxptebility criteria Based on experience with long-term full-scale infiltration pond performance, Ecology's Technical Advisory Committee (TAQ recommends that the short-term infiltration rates be reduced as shown in Table 3.7, dividing by a correction factor of 2 to 4, depending on the soil textural classification. The correction factors provided in Tabie 3.7 represent an average degree of long-term facility maintenance, 'I'SS reduction througli pretreatment, and site variability in the subsurface conditions. These conditions might include deposits of ancient landslide debris, buried stream channels, lateral grain size variability, and other factors that affect homogeneity). These correction factors could be reduced, subject to the approval of the local jurisdiction, under the fallowing conditions: • Por sites with little soil variability, • Where there will be a high degree of long-term facility maintenance, • Where specific, reliable pretreatment is employed to reduce *rSS entering the infiltration facility Ftt no case shall a correction factor less Than 2.0 be used. VOlUMe /it — Hydrologic Analysis and Flow Control BMFs February 2005 PL-/�sqr,- A—, -- f Correction factors higher than those provided in Table 3.7 should be considered for situations where long-term maintenance will be difficult to implement, where tittle or no pretreatment is anticipated, or where site conditions are highly variable or uncertain. 'These situations require the use of best professional judgment by the site engineer and the approval of the local jurisdiction. An Operation and Maintenance plan and a futartcial bonding plan may be required by the local jurisdiction. 2. ASTM Gradation Testing at Full Scale Infiltration Facilities As an alternative to Table 3.7, recent studies by Massmann and Butchart (2000) were used to develop the correlation provided in Table 3.8. These studies compare infiltration measurements from full-scale infiltration facilities to soil gradation data developed using the ASTM procedure (ASTM D422). The primary source of the data used by Massmann and 13utchatt was from Wiltsie (1998), who included limited infiltration studies only on Thurston County sites. However, Massmann and 13utchart also included Iimited data from Icing and Clad; County sites in their analysis. This table provides recommended long-term infiltration rates that have been correlated to soil gradation parameters using the ASTA4 soil gradation procedure. 'fable 3.8 can be used to estimate long-term design infiltration rates directly from soil gradation data, subject to the approval of the local jurisdiction As is true of Table 3.7, the long-term rates provided in Table 3.8 represent average conditions regarding site variability, the degree of long-term maintenance and pretreatment for TSS control. The long-term infiltration rates in Table 3.8 may need to be decreased ifthe site is highly variable, or if maintenance and influent characteristics arc not well controlled. The data that forms the: basis for Table 3.8 Nvas from soils that would be classified as sands or sandy gravels. No data was available for finer soils at the; time the table was developed. Therefore, Table 3.8 should not be used for soils with a dla sue (10% passing the sbe listed) less than 0.05 stun (U.S. Standard Sieve). Table 3.8 —Alternative Recommended Infiltration Rates based on ASTM Gradation Testing. D,e Size from A.MI D422 Soil 'rest Estimated Long -Term (Design) Gradation (mm) Infltratioa Rate (inJhr) > 0.4 9. 0.3 b.5. 0.2 3 S' 0.1 2.0" 0.05 0.9 ' Not =Cc-readed for u==rau • Rdtf to SSC4late! SSC-S rarvturwm a=,pubility cri U February � 4�olurrae t!! — HydrvlugFc Analysis and Flow Cantrpt BNtps 3-T7 P LAT S A't:5 LAND TECHNOLOGIES, INC. PLANNING • PERMITTING • ENGINEERING Date: 30 December 2016 To: Development Services Department 1215th Ave N Edmonds, WA 98020 425-771.0220 Project Number: Project Name: Applicant: Project Site Address: Parcel ID: CM COPY PLN20130043 Swerk 2 Lot Short Plat Ben & Heather Swerk 18816 Olympic View Drive, Edmonds, WA 98020 270313-0041-3700 Regarding: Flow Control for Lot-2 Building Permit for Swerk 2 Lot Short Plat This letter report, a third submittal, provides engineering design and recommendation for flow control for the proposed residential building at the Lot-2 of the Swerk 2 Lot Short Plat. For clarity and organization of materials and references, the following is presented in drainage report format. Paolo Musante, MS, PE 360-653-2700 paolo@cedarcomm.com 18820 Third Avenue NE, Arlington WA 98223 30-Dec .2016 ,OMPLiEs WITH APPLICABLE CITY;, OP0,1WATER CODE Za 12 voice: 360.652-9727 fax:360.652.7553 f Contents Contents........................................................................................................................................i Figures..........................................................................................................................................ii Tables...........................................................................................................................................ii Acronyms..................................................................................................................................... iii UnitSymbols................................................................................................................................ iv Section 1— Project Overview.......................................................................................................1-1 1.1 Background.........................................................................................................................1-1 1.2 Site Assessment..................................................................................................................1-2 1.3 Previous Drainage Report Reference Copy........................................................................1-4 1.4 Project Assessment .............. :............................................................................................. 1-7 Section 2 Minimum Requirements..............................................................................................2-8 2.1 Preparation of Stormwater Site Plan................................................................................. 2-9 2.2 Minimum Requirement #2 - Stormwater Pollution Prevention Plan (SWPPP).................. 2-9 2.3 SSMR 3 — Source Control of Pollution................................................................................ 2-9 2.4 SSMR 4— Preservation of Natural Drainage Systems and Outfalls.................................... 2-9 2.5 SSMR 5 — On -Site Stormwater Management..................................................................... 2-9 2.6 Minimum Requirement #6 - Water Quality....................................................................... 2-9 2.7 Minimum Requirement #7 - Flow Control....................................................................... 2-11 2.8 SSMR 8 — Wetland Protection.......................................................................................... 2-13 2.9 SSMR 9 — Operation and Maintenance............................................................................ 2-13 2.10 SSMR 10 — Off -Site Analysis and Mitigation................................................................... 2-13 2.11 SSMR 11— Financial Liability.......................................................................................... 2-14 Section3 - Maps & Figures.......................................................................................................... 3-1 Section4 - Support Data.............................................................................................................. 4-1 4.1 Soils Data............................................................................................................................ 4-1 Section5 Software Output.......................................................................................................... 5-2 5.1 Infiltration System Analysis................................................................................................ 5-3 5.2 Conveyance Analysis........................................................................................................ 5-11 5.3 T.E.S.C. Runoff Analysis.................................................................................................... 5-13 Flow Control for Lot-2 Building Permit 30-Dec-2016 i I Figures Figure1- Vicinity Map......................................................................................................................3-1 Figure 2 —Test Pit Location Map......................................................................................................3-2 Figure 3 — Soils Logs TP-1 and TP-2...................................................................................................3-3 Figure 4 — Soil Logs Tp-3 and TP-4....................................................................................................3-4 Figure 5 — DOE Figure 3.27, USDA Soils Textural Triangle................................................................3-6 Figure6 — USGS Geologic Map.........................................................................................................3-7 Figure 7 — DOE Infiltration Rate Tables.............................................................................................3-8 Figure 8 — Downspout Infiltration Trench Detail..............................................................................3-9 Figure 9 — Infiltration Trench Detail................................................................................................3-10 Figure 10 — Downspout Filter for Infiltration Facility......................................................................3-11 Tables Table 1— Lot Coverage........................................................................... Table 2 - NRCS Soils Properties.............................................................. Flow Control for Lot-2 Building Permit 30-Dec-2016 ............................1-7 ............................ 4-1 Acronyms The following acronyms and abbreviations may or may not be called out within the body of this report. o ASTM - American Society for Testing and Materials o BMPs - Best Management Practices o CB - Catch Basin o CAO - Critical Areas Ordinance o CDS - cul-de-sac (French for end -of -road -turn -around) o CESCL - Certified Erosion and Sediment Control Lead o COE - City of Edmonds o DOE - Department of Ecology o ESCS - Exhibit A, Edmonds Stormwater Code Supplement per EMC 18.30 o EDDS - Engineering Design & Development Standards o EMC - Edmonds Municipal Code o FEMA - Federal Emergency Management Agency o iMAP - King County Interactive Online Mapping Tool o HSPF - Hydrological Simulation Program —Fortran o LiDAR - Light Detecting And Ranging o MS4 - Municipal Separate Storm Sewer System o MSL - Mean Sea Level o NAVD88 - North American Vertical Datum of 1888 o NGVD29 - National Geodetic Vertical Datum of 1929 o NPDES - National Pollutant Discharge Elimination System o NRCS - Natural Resources Conservation Service o NPGIS - Non -Pollutant Generating Impervious Surface o O&M - Operations and Maintenance o PGIS - Pollutant Generating Impervious Surface o PGPS - Pollutant Generating Pervious Surface o POC - Point of Compliance o RCW - Revised Code of Washington o ROW - Right -of -Way o SSMR - Small Site Minimum Requirement o SWPPP - Stormwater Pollution Prevention Plan o SWDM - Surface Water Drainage Manual o TDA - Threshold Discharge Area o TESC - Temporary Erosion and Sediment Controls o USDA - United States Department of Agriculture o US EPA - United States Environmental Protection Agency o WSDOT - Washington State Department of Transportation Flow Control for Lot-2 Building Permit 30-Dec-2016 iii Unit Symbols Units of measurement are presented with the following symbols. The letters are italicized to differential them from narrative text. • ac ft - acre feet • ac - acre or acres • cf - cubic foot or cubic feet • cfs - cubic feet per second • cy - cubic yards • ft - foot or feet • fps - feet per second • gal - gallon or gallons • gpm - gallons per minute • hr - hour or hours • in - inch or inches • in/hr - inch per hour • meglloog - milliequivalents CEC per 100 grams of dry soil • sf - square foot or square feet • yr - year or years Flow Control for Lot-2 Building Permit 30-Dec-2016 iv Section 1 — Project Overview 1.1 Background This letter report is to provide engineering evaluation and design for stormwater management for the proposed Swerk residential building and driveway of the Lot-2 of the City of Edmonds Short Plat PLN20130043. Street address is 18816 Olympic View Drive, Edmonds, WA 98020. The short pat was originally designed with a 4,000-5f impervious area limit for the Lot-2. Liu & Associates, Inc. provided the geotechnical site evaluation which identified the site soils a hydrologic group A, highly permeable. An infiltration facility was designed for the impervious runoff though with total impervious less than 5,000-sf, no treatment BMP orfacility was proposed for the driveway runoff. The approved drainage report was provided by Deccio Engineering, Inc. of Bothell, Washington, dated June 5, 2013, and titled, Conceptual Drainage Design Report, Operation and Maintenance Manual at SWPPP Report. Lot-2 has a total area of 17,418-5f (0.40 ac). The revised building permit is for a total new impervious area of about 8,110-sf. The roof area is about 4,435-5f and the driveway, decks, patios, and gravel areas totals about 3,430-sf. Per the City of Edmonds drainage code (EMC Title 18.30) for this Plat, the stormwater management was to be assessed and designed per the guidelines of the Department of Ecology's 2005 Stormwater Management Manual for Western Washington (SMWW). Additional compliance is required per the EMC Title 18.30.060, and the cited Edmonds Stormwater Code Supplement (ESCS). The project is classified as a Category 2 Small Site Project and specifies 11 minimum requirements (MRs) to be met. Most of these were addressed in the approved DECCIO report and will not be repeated or addressed in this letter with the exception of the MW-7, Flow Control and any related aspects of the manual requirements necessary to address the increased impervious area. The intent of this letter report is not to re -assess any conditions or status of the short plat as a hole as a result of the increase impervious area, but to address the Lot specific requirement of treatment and flow control per the DOE recommendations and city code. This project amounts to addressing stormwater runoff for a building permit. Manual references are to the Exhibit A, Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 and the DOE 2005 Stormwater Management Manual of Western Washington. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-1 1.2 Site Assessment The site is Lot-2 of the two -Lot short plat and has a total area of 17,418-sf (0.40 oc). The access is a driveway that is to take access from Olympic View Drive, cross the Lot-1 frontage via and access easement and follow the Lot-2 panhandle along the north side of Lot-2 to the building site, east and downslope of Lot-1. No drainage complaints, geologically unstable conditions, or environmentally sensitive areas were found in the city or county records. 1.2.1 Existing Ground Cover The site is currently undeveloped and is cleared with a lawn and partial pasture -like condition. The area is encircles by a fence with hedging with four or so deciduous trees align the perimeter and a few confirms in the southeastern portion. The parcel contains a shed and a stone pathway. 1.2.2 Site Location The site is located at the street address of 18816 Olympic View Drive, Edmonds, WA 98020. This in the City of Edmonds' Fruitdale 'watershed', which is a sub -basin of the DOE WRI-8 Cedar- Sammamish watershed of the Puget Sound basin. The small project is in a single threshold discharge area and has a single discharge location. 1.2.3 Topography Minimum elevation is about 79 ft MSL (NAVD88) at the southwest parcel corner and the maximum elevations is about 101 ft MSL near the panhandle entrance. Site topography is presented at contours on the stormwater site plan based on 2013 topographical survey by Christensen Van Mourik, PLLC, of Bothell Washington and the surrounding area topography is per the Snohomish County 2004 LIDAR data, which is registered the North American Datum of 1983, with 1991 Adjustment (HPGN). The average slope of the development area is about 12%. 1.2.4 Soils While adequate for residential construction with impervious area less than 4,000-sf, the earlier drainage report soils assessment requires a more thorough evaluation to ensure site suitability for a larger capacity system. 1.2.5 Expanded Soils Evaluation The LIU Report proposed that the site resides in a region of Vashon soils where an upper till soils layer (Qvt) overlaid an advanced outwash layer (Qva), based on the USGS geologic mapping and site exploration. The site investigation consisted of four test pits yielding soil logs which more or less Flow Control for Lot-2 Building Permit 30-Dec-2016 1-2 confirmed the mapping. The Liu pit location map and soil logs are provided in Section 3 for reference. The TP-4, TP-3,and TP-2 locations are generally along the lower west parcel line and appear to be at or near the strata divide between till and outwash. TP-1 is further upslope and appears to have a higher fines content. Liu also had two soil samples laboratory screened for particle size analysis to assess the soil permeability based on DOE textural and grain size guidelines. The soil logs and analysis indicate that the site has little soil variability (consistently weathered till on top of a sandy outwash soils with little to nearly no fines. Two samples were analyzed at sites TP-1 and TP-3. The TP-1 sample had a D10 size of 0.014-in passing, showing that the soils have too much fines content to be assessed per the DOE Table 3.8, which has a recommended lower limit of 0.05-in passing. Nonetheless, it is considered in the site assessment to affirm the geologic strata mapping. For this sample, it is appropriate to use the soil triangle, the DOE Figure 3.27 (see Figure 5) and the recommended infiltration rates data per the DOE Table-3.7, which indicate the presence of loamy sand on the upslope. The recommended long term design infiltration rate by this method is 0.5- in/hr. The TP-3 sample, from the lower portion of the site had a D10 size of 0.16-in passing, showing that the soils are sandy and could be evaluated for permeability by the DOE Table-3.8. The recommended long term design infiltration rate by this method, interpolating the table, is 2.5-in/hr. It is expected that based on the elevation, the consistent soil logs, and geologic mapping* (see following discussion) that the entire lower area will maintain a minimum long term infiltration rate of 2.0-in/hr, which is used for this design. 1.2.6 Geologic Interpretation Discussion This interpretation is consistent with the USGS geologic mapping that shows the siltier (till) layer overlays the sandy layer (outwash), which appears to reside along the lower portion of the site. Refer to Figure 6 for the USGS mapping. Note that the USGS mapping is broadly interpreted based on many factors, but along the sloped fringes of the waterway and scour basins, is highly elevation dependent. Hence, while the map shows the site likely residing over a potential interface between layers Qtb (transitional beds *Fraser glaciation to pre -Fraser glaciation) and Qvr (Vashon recessional outwash), the site data indicates the interface is more like that between Qvt (Vashon till) and Qva (Vashon advance outwash). The earlier mapping is based on very coarse topography, so this is not unexpected. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-3 1.3 Previous Drainage Report Reference Copy The drainage assessment narrative of the June 51h, 2013 DECCIO Stormwater Drainage Report title titled, Conceptual Drainage Design Report, Operation and Maintenance Manual at SWPPP Report is repeated here for review consistency and efficiency. OFF SITE ANALYSIS AND MITIGATION An Off Site Analysis and Mitigation Study meeting requirements outlined in Section 3.2.6 was performed on June 6, 2013. The weather was clear, warm and dry at the time of the field inspection. See Figure 4: "Downstream Analysis Map". TASK I: PROJECT OVERVIEW & STUDYAREA DEFINITION The proposed project is located 18812 Olympic View Drive, Edmonds and is a 2-lot short plat. Existing Site Conditions: The existing lot is 0.75 acres in size. The site currently contains a home, driveway, grass, and shrubs and trees. The site and surrounding area is zoned 12,000 residential and is fully developed with existing residential homes surrounding the site. The site itself slopes east to west with slopes around 5 to 20%. There are no known sensitive areas contained on or near the site. The soil logs identified soils type as Vashon Till according to soils logs dug on site. TASK 2: REVIEW OFAVAILABLE INFORMATION ON STUDYAREA Resource Review: The following is a description of the resources that were reviewed for the preparation of this Level 1 Drainage Study: A. Basin Recognizance Summary: Enclosed within are downstream and upstream basin area map which clearly define the flow pass and the drainage basins related to this project. See (Figure 4: "Downstream Analysis Map") Evidence of Existing and Predicted Problems Lack of capacity or constrictions in the existing drainage system. o On -site: No evidence of any problem. o Off -site: 12 inch culverts/ditches (grass lined and vegetation) 12-inch storm pipes with catch basins (no evidence of capacity or any other problems) Overtopping. Scouring. Bank. Sloughing of Sedimentation o On -site: No evidence of any problem. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-4 o Off -site: ditches: none noted Flooding etc. o None Noted Significant Destruction of Aquatic Habitat or Organisms o None Noted B. Floodplain/Floodway (FEMA Maps): Does not appear to be located within the flood plain of the stream as determined by the FEMA maps. C. Other Off -Site Analysis Issues: None Noted TASK 3 & 4: FIELD INSPECTION AND DESCRIPTION OF DRAINAGE SYSTEM WITH EXISTING AND PREDICTED PROBLEMS A Level 1 drainage analysis was performed for the site on June 6, 2013 to determine any pre-existing drainage problems downstream. The weather was overcast, cool and dry. The total distance covered was over 1/4 mile downstream. (Refer to: Figure 4: Downstream Analysis Map) Level 1 Downstream Drainage Analysis: Section 1: Upstream Drainage Analysis: The 0.75 acre site is located the west side of Olympic View Drive. This street picks up all offsite runoff from the east and directs it around the site. The site itself slopes from east to west eliminating any off -site runoff from the north and south sides. Therefore, there is little if any upstream drainage areas draining onto the site and the off -site area flowing onto the 0.75 acre site is limited to the site itself. A review of the upstream area indicated that there were no indications of capacity problems observed in the roadway system conveying the runoff upstream of the site. Section 2: On -site Drainage Considerations: The 0.75 acre site generally slopes from the east to west with all runoff flowing leaving the site along the west property line, where it flows onto and adjacent lot before being intercepted by the storm drainage in Sound View Place to the west. Section 3: Sound View Place to Fruitdale-on-the-Sound Creek to Puget Sound. The runoff from the site discharges into the existing drainage system on Sound View Drive. This storm drain system consists of ditches, stormpipes and CB's (flowing south) for 750 feet which then discharging into Fruitdale On The Sound Creek the flows west for a distance of 330 feet before discharging into the Sound.. There appeared to be no issues with the existing storm system. However, there was only limited to no access to most creek drainage course. fSee Figure 4: Downstream Analysis Map) With use of proposed LID measures including infiltration of the roof and driveway access runoff, the proposed site improvements should have little if any impact on downstream conditions. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-5 TASKS: LEVEL 1 MITIGATION OF EXISTING PROBLEMS On -Site Infiltration: The project proposes to infiltrate the runoff from the roof and driveway areas thereby mitigating the proposed increase in runoff and the impacts from the development. Water Quality Requirements: The new PGIS area is well under the 5,000 sf threshold. Therefore, no water quality is required. Conclusions: Based on the existing mitigation and lack of problems noted downstream, the site development should have little if any impact on downstream conditions. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-6 1.4 Project Assessment The revised building permit is for a total new impervious area of about 8,110-sf. The proposed building, driveway, and various patio areas total of about 8,110-sf (0.186-ac) of impervious area. The roof area is about 4,435-sf and the driveway, decks, patios, and gravel areas totals about 3,430- sf. Detailed analysis follows. 1.4.1 Hydrologic Coverage Analysis - Impervious Areas The development area includes the driveway, building area, infiltration facility and contributing upstream yard area. The coverage analysis follows: The bio-infiltration facility, being located at the low area of the side will intercept the upslope yard area. So this is included in the analysis. The proposed deck area appears to be typical decking construction which allows precipitation to drain through the surface but will be included in the impervious tally to allow for used of Visqueen (PE plastic sheeting or equivalent) sheeting below for weed prevention and/or potential future roof cover. Coverage summary follows: Table 1 — Lot Coverage LOT DEVELOPED COVER. _ COVERAGE TYPE, (layer name) _ ........: ..............� AREA AREA . (ac) _.. .................- 'SITE (%) Gross Lot Area 17,418 0.39986 PERV-PSTR-STEEP _...........—._ ............................... -_._....._.....................e...........e..........._......_..._..........— IMPV-ROOF 3,430 4,425 0.07874 --- 0.10158 19.69% ......_..........................................._ 25.40% IMPV-DECK-FLAT 305 0.00700 1.75% IMPV-WALK-FLAT 160 0.00367 0.92% IMPV-PRKG-FLAT 165 0.00379 0.95% —........._... ........... IMPV-DRWY-FLAT .......... ..... ......... ......... —_............_........--—.._—..._ IMPV-DRWY-STEEP ........_......_..._..._._ 2,040 1,015 _. 0.04683 ..__..............._.._.._..--- 0.02330 11.71% ----................._.._._ 5.83% Total Pro' Area = 11,540 0.26492 66.25% Pervious Total = 3,430 0.07874 19.69% ...........................--- --- --- Impervious Total = ----._......._............................................... 8,110 - 0.18618 46.56% P.... _.._.... NPGIS Total = -- — 4,890 --._._............................................__..._. 1 0.11226 28.07% This data was used for the WWHM modeling as presented in Section S. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-7 Section 2 Minimum Requirements The updated project moves the classification to a Category 2 Small Site Project. Per the EMC Title 18.30.060(D)(2)(b), and the stormwater management supplement (ESCS), the small site minimum requirements (SSMR) to be met are: SSMR 1— Preparation of Stormwater Site Plan; SSMR 2 — Construction Stormwater Pollution Prevention Plan; SSMR 3 — Source Control of Pollution; SSMR 4— Preservation of Natural Drainage Systems and Outfalls; SSMR 5 — On -Site Stormwater Management; SSMR 6 — Runoff Treatment; SSMR 7 — Flow Control; SSMR 8 — Wetland Protection; SSMR 9 — Operation and Maintenance; SSMR 10 — Off -Site Analysis and Mitigation; SSMR 11— Financial Liability. As previously noted, refer to approved DECCIO Engineering Inc., drainage report for SSMR-1 through 5 and SSMR-8 though SSMR-11. The following sections apply to the modifications proposed to Lot- t of the short plat. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-8 2.1 Preparation of Stormwater Site Plan This report and the civil plans represent the compliance to this requirement commitment 2.2 Minimum Requirement #2 - Stormwater Pollution Prevention Plan (SWPPP) Due to the expanded total disturbance area and increased impervious area, a supplement (follow- up SWPPP) is provided to address the changes from the Preliminary Plat documents. This is provided as a separate document for portability and reproduction purposes. The document is titled "Stormwater Pollution Prevention Plan for Ben & Heather Swerk", dated 30 December 2016. 2.3 SSMR 3 — Source Control of Pollution Specific source controls are not required for single family residential sites. General requirements for these sites include preventing the discharge of pollutants to the City's storm drainage system per Edmonds City Code Chapter 7.200 (Illicit Discharges). These pollutants include common household items such as pesticides, herbicides, fertilizers, detergents, and fluids from vehicle maintenance. 2.4 SSMR 4 — Preservation of Natural Drainage Systems and Outfalls All new impervious area is to be infiltrated. All non -controlled runoff shall exist site in sheet flow in same location and manner as existing conditions. 2.5 SSMR 5 — On -Site Stormwater Management In addition to the assessment provided in the DECCIO Engineering Inc. Report, a wall has been added to the site grading between Lots 1 and 2 that will have its wall drain routed to an infiltration dry - well. This will also intercept and manage the runoff from the upslope Lot-1 yard areas. 2.6 Minimum Requirement #6 - Water Quality Driveway surfaces are considered hard (i.e. impervious) surfaces that are pollutant generating impervious surfaces (PGIS) and require a formal treatment facilities when the area exceeds 5,000 sf. As the proposed driveway and PGIS area totals about 3,220-sf, no facilities are required. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-9 2.6.1 Site Specific Design Details Note that a Yard CB with a Spill Control Tee (SCT) has been specified to be placed in the pipe system for the driveway prior to the release into the infiltration facility to remove sediments and floatable, including oil spills. Similarly, the downspout pipe network also shall employ the same type if filter yard CB. Flow Control for Lot-2 Building Permit 30-Dec2016 1-10 2.7 Minimum Requirement #7 - Flow Control City of Edmonds Code, Title 18.30.60 requires the use of the 2005 SMMWW for stormwater management The subsequent City of Edmonds EXHIBITA - Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 re -iterates the requirements and further encourages use of LID, for which the proposed design qualifies. 2.7.1 Facility Selection Per the 2005 SMMWW, Vol -III, Sec-3.1, infiltration is recommended based on the existence of Group -A soils. A downspout infiltration rock -bed facility (or trench) has been selected for the roof flow control. This has been sized based to accommodate the roof and deck areas. These are to be routed directly to the rock -bed via yard drain pipe and distributed within the bed via perforated yard pipe. The driveway area and the footing drains area also routed to the infiltration facility for flow control. 2.7.2 Facility Design The facility is sized to infiltrate 100% of the roof runoff and driveway runoff. Refer to the infiltration system analysis presented the WWHM report output in Section 0. Additional flow was input to generate interflow to address the city requirement for assessment of potential footing drain waters. The minimum rock -bed dimensions required are 45 ft long, by 12 ft wide, and 3.0 ft deep. The cover over the surface has been specified as amended soils and is to be graded to provide a shallower slope to reduce surface flow velocity and encourage a greater proportion of Stormwater to infiltration in to the soils. Due to the depth and location of the known outwash soils, the facility is located along the west line near the base of the slope and requires a minimum excavation of 5 ft, with depth reaching 7 ft. Refer to construction details on Stormwater Site Plans for BMP dimensions, location, and materials. 2.7.3 Site Specific Design Detail In addition to Yard CB with Spill Control Tee and screen filter as required per the DOE detail, a clean - out at each end of the perforated distribution pipe in the infiltration trench is specified for long term functions and ease of maintenance. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-11 2.7.4 Footing and wall drains Footing drains by nature are design to intercept any incident subsurface interflow waters and are therefore are normally part of the water budget in the hydrologic analysis. Hence, these do not contribute additional burden on the flow control facility. As all upstream areas of the roof or driveway are either impervious or are fully intercepted by wall drains, this is especially true. To ensure potential incident or unintentional runoff or other later flows (a.k.a. interflows) are accommodated, a 4 ft wide by 40 ft long area was incorporated into the hydrologic model. This area is assumed to be landscaped and to consist of organic or amended soils, thus is modeled as pasture, which contributes a greater portion of water budget (as interflow) than does lawn. The wall drain for the east wall and the footing drain for the garage flow to an infiltration drywell. There is no analysis or modeling of the drywell as these are incidental and bypass waters that previously flow across the site unattenuated. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-12 2.7.5 Conveyance An analysis of the independent flow streams of the roof and driveway areas has been done using the continuous modeling via the WWHM software program using the 15-min time -step series data. This is presented in 5.2. The peak flow summary for the 100-yr event follows: Roof 0.093 cfs Driveway 0.076 cfs Standard 4-in diameter yard drain pipe is sufficient to accommodate these flow for all slope conditions. Recommended minimum cover for all water bearing yard pipe is 18-in. For emergency overflow, 12-in is acceptable for minimum protection as it is considered a dry pipe and only requires protection from surface disturbance activity, not freeze conditions. 2.7.6 Emergency Overflow An emergency overflow release pipe is provided at the south end cleanout. This pipe is routed to a point near the southwest parcel corner to release flow to a small riprap pad, which allows controlled flow to drain to the existing natural drainage path, which appears to be artificially constrained along the parcel lines between the western neighboring parcels, along a parcel panhandle. The roof downspout filter catch basins also provide for outflow from the cover if system fails. Lastly, downspout overflows can be installed on the downslope side of the building. Such an arrangement allows for wide spread and distribution of flows. 2.8 SSMR 8 — Wetland Protection Not wetlands on or near the site or part of stormwater stream. 2.9 SSMR 9 — Operation and Maintenance Refer to the Liu & Associates Report. 2.10 SSMR 10 — Off -Site Analysis and Mitigation There is no offsite area disturbed or offsite area requiring mitigation for the project development. Refer to the DECCIO Engineering Inc. Report for additional offsite analysis. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-13 2.11 SSMR 11 — Financial Liability Per the ESCS: "a performance bond shall be posted as a financial guarantee for required stormwater systems and BMPs related to Construction Stormwater Pollution Prevention Plans for the following Small Site Projects: • Single family residential projects located within Critical Areas (including the ESLHA) and critical area buffers. • Multi family residential and commercial projects • Subdivisions involving 7,000 square feet or more of land disturbing activity." This project meets none of these thresholds, thus no bond is required. Flow Control for Lot-2 Building Permit 30-Dec-2016 1-14 Section 3 - Maps & Figures :r_ �� 0 --....1 1 { t 71.7 1 6� I . } ss PUGEf:DR'�++G a Soo p Figure 1 - Vicinity Map Flow Control for Lot-2 Building Permit 30-Dec-2016 2-1 1 LIU & ASSOCIATES. INC. Geolechnical Engineenng • Engineenng Geobgy • Earm Science 02 SITE AND EXPLORATION LOCATION PLAN SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON IOB NO. 13-041 1 DATE 4 2512013 I PLATE Figure 2 — Test Pit Location Map Flow Control for Lot-2 Building Permit 30-Dec-2016 2-2 TEST PIT NO. Logged By: JSL I Date: 412WO13 1 Ground El. t Depth fL LISC5 CLASS Soil Description Sample No W % Other Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine t ---- roats,moist(TORSOiL) ___-____ ---- SPISM Brown, loose to medium -dense, slightly silty. fine SAND, trace 2 gravel, moist 3 SP/S'M --- - _ Brown -gray to gray, dense, slightly silty, fine SAND, moist 4 (ADVANCE OUTWASH, 5 6 Sa�rtplG -Z 7 8 9 Test pit terminated at &0 R; groundwater not encountered. 10 TEST PIT NO. 2 Logged By: JSL Date: 4/2512013 Ground El. t Depth uses Sample W Othx ft. CLASS Soil Description Na. ° Test OL Dark -brown, loose, organic, silty fine SAND, with roots, moist ---- - (TTOPSOtL)--------------------- Si5iSM Brotivn, medium -dense, shghtly silty. face SAND, trace graver, 2 mast 3 ------------------------------------------- 4 SP/SM Light -gray, dense, slightly silty to silty, fine SAND, trace gravel, moist, upper 2 feet very densely packed 5 (ADVANCE OUTWASH) 6 6 Test pit terminated at T 5 ffti groundwater not encountered 9 10 LIU & ASSOCIATES, INC. Geotechnizal Engineering Engineenng Geology , =Earth Soence TEST PIT LOGS SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB NO 13-041 1 DATE 4125. 0131 PLATE: 4 Figure 3 — Soils Logs TP-1 and TP-2 Flow Control for Lot-2 Building Permit 30-Dec-2016 2-3 TEST PIT NO. 3 Logged By: JSL Date, 4125/2013 Ground Et t Depth ft I USCS CLASS Sol Description Sample No W % Other Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine ��oots_rnoistQOPSOaLL_ — -- SPISM _ Brown, medium -dense, slightly silty, fine SAND, trace gravel- 2 ___ SP _ _moist ________ ____ Brown gray to gray. dense, medium SAND, trace gravel, moist _ 3 (ADVANCE OUTWASH) 4 5 San tple z 6 7 a Test pit terminated at 7.0 ft: groundwater not encountered. s to TEST PIT NO. 4 Logged By: JSL Date: 4/25I2013 Ground Et. ± Depth USCS sample w Other ft. CLASS. Soil Description No % Test OL Dark -brown, loose, organic. silty fine SAND, with roots, moist t (TOPSOIL) SPISM — — — — - — Broom, medium -dense. slightly silty, fine SAND, trace grave, 2 moist ------------------------------------------- 3 SPISM Brown -gray to gray, dense, slightly silty to silty. fine to medium SAND, trace to some gravel. moist (ADVANCE OUTWASH) 4 5 6 7 8 Test pit terminated at 7.5 ft, groundwater not encountered. 9 10 LIU & ASSOCIATES, INC. GeotKtmlcW Engmeer , EnginC_ring Geology Eartn Science TEST PIT LOGS SWERK SHORT PLAT 18812 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB No 13-041 1 oATE ±q5r20131 PLJiTE Figure 4 — Soil Logs Tp-3 and TP-4 Flow Control for Lot-2 Building Permit 30-Dec-2016 2-4 1 �SSAND I Medium Fine-� .:191611 �''unify■�IIIIIII��I�IIII�IIIIIII■�I11t1 li■1 � �II11 ��ii�p1111 :, ■■111111�III1111■ IIIII I��I111 ■11111t ■� In111■ nl ., I■��IIIIfI1i II►1,N� nI111■ IIII �, I�1��1111111■ ,.111� 11 ■ I 1 11In IIIII ■■I I I II1111►1, ► i In ■■IInIII III p 11■■II#NI ,I ■■II IIIII�IIII II■1■ I If 1■�Illtfllh ., , oilC -,��■ .n L herI �.wlllll SYMDO SAMPLE DEPTF{ (R) CLASStFICATION OF SOIL- ASTM D24E7 Group Symtol and Name %MC LL Pl. pi Gravol Sand Finns ■ TP-3 S•2 3.0-a.0 Ught Wowr., silty SAND (SP)Brorm, poorly graded SAND with gravel 7 4 7,p 267 7y,g 87.0 20,4 4.3 PARTICLE -SIZE ANALYSIS Laboratory Testing for Liu & Associates OF SOILS HWAGEOSCIENCES INC. Swerk Plat METHOD ASTM D422 PaolEar No: 2012-025 T2500 FIGURE: 1 MNAC,F52 2Dt2-0t5T1�.aPJ 5.flf3 May s, 2013 rat A-ra I I WA Project No. 2012-025-23 Task 25 Table 1 — Summary of Sieve Analysis 'Pest Results Sample Sample Classification MC % % % D10 ID Depth % Gravel Sand Silt Clay 4.0.5.0 ft Light brown silt); SAND (Stvl) 7 70 726 17.9 2.5 0,014 T1-3, S-2 3.0.4.0 ft Brown poorly graded SAND with gravel (SP) 4 29.7 67.0 3.7 0.6 0.16 HWA GeoSeimees Inc. FLATC A—G Flow Control for Lot-2 Building Permit 30-Dec-2016 2-5 90 / 80 o CP � A •i N eol, sand yfl, claV i E., VA 100 clay clay loam loam I�►�► San�r�TiT�7�Ti7i'►iT�TiTiTi��T� mal 1 E Separate,, Figure• •ure 3.27, USDA Soils Textural Triangle Flow Control for Lot-2 Building Permit 30-Dec-2016 2-6 Figure 6 - USGS Geologic Map Flow Control for L&2Building Permit 3-e-016 27 Table 3.7 -- Recommended Infiltration Rates based on USDA Soil Textural Classification. Estimated Long - *Short -Term Term (Design) Infiltration Correction Infiltration Rate Rate (in./hr) Factor, CF (in./hr) Clean sandy gravels and 20 2 10" gravelly sands (i.e., 90% of the total soil sample is retained in the #10 sieve) Sand 8 4 2*** Loamy Sand 2 4 0.5 Sandy Loam 1 4 0.25 Loam 0.5 4 0.13 *From WEF/ASCE, 1998. **Not recommended for treatment *** Refer to SSC-4 and SSC-6 for treatment acceptability criteria Table 3.8 -- Alternative Recommended Infiltration Rates based on ASTM Gradation Testing. Dto Size from ASTM D422 Soil Gradation Test (mm) Estimated Long -Term (Design) Infiltration Rate (in./hr) > 0.4 9` 0.3 6.5* 0.2 3.5 * 0.1 2.0** 0.05 0.8 * Not recommended for treatment * Refer to SSC-4 and SSC-6 for treatment acceptability criteria Figure 7 — DOE Infiltration Rate Tables Flow Control for Lot-2 Building Permit 30-Dec-2016 2-8 Installation Criteria for NPGIS Infiltration Trenches 1. Maximum length of trench is 100 feet from inlet sump. 2. Minimum spacing between trench outer edges is 4 feet. 3. Filter fabric required prior to drain rock placement. 4. Avoid smearing soil surface at bottom of trench. Smearing can be corrected by raking or roto-tilling. 5. Drain rock to be 1-1 /2" to X clean drain rock (no fines), clean RR ballast, or meet WSDOT Std spec 9-03.12(5) Gravel Backfill for Drywells "Setback Note: 10' min. setback for slab foundations IS' min. default setback for wall foundations All setbacks subject to geotechnical approval. Setbacks as close as S' may be approved. Roof Downspout, i isolated from footing drain House ! = Flow f,. , Sump w/ Filter& Solid Lid Infiltration 302 Trench PLAN ;- Roof Downspout f OverFlow House; f f Splash Block Yard CB ` J f ` sump w/ Lid !l 15' Min" Downspout Filter ' See Detail 302 PROFILE ' 12" (min) Backfill per Detail 302 Filter Fabric sidewalls _ 4 min. c, a Per 4" rigid or Plan Y 6"flexible 2' minr perforated pipe r—f F Drain Rock i i- Per plan SECTION 4' rigid or 6" flexible perforated pipe Clean -out ea. end Length as required to meet min floor area Trench filled with Clean Drain Rock. See Detail 301 Per plan Solid wall pipe to be used from foundation to trench. Install 300 cleanouts per Detail _ Smooth bend joints if needed Topsoil & Cover. See Detail 301 DOWNSPOUT INFILTRATION TRENCH SCALE: NTS F,, Fabric along sides and areas outside - of bio-swale Min 1' above Seasonal - High Grounwater Table per 2010 SCDM vol 3, 3.1.1, Fig 3.3 Figure 8 — Downspout Infiltration Trench Detail Flow Control for Lot-2 Building Permit 30-Dec-2016 2-9 5' min setback to Swale to be located above parcel line rock -bed. Placement can vary. ----------------,_--..�------------------- P/L Swale Bottom Rock -bed Width 120 12' Seed surface per Detail 120 - r Rock -bed Length 45' 6" Clean -out w/ BMP T.13 Flatten area above service plug (amended) facility to and reduce Soils slope as practical to 308 improve surface 301 percolation into soils. _______- min — 45' Perforated pipe, 1 /2% slope (typ) See Infiltration Trench Excavation Note Seed surface per Detail 120 6' clean -out '0 7E' is I L Rock Bed, clean crushed rock 301 Fabric Lining INFILTRATION TRENCH DETAIL SUPPLEMENT SCALE: NTS 002010 Land Technologies, Inc. Figure 9 - Infiltration Trench Detail Flow Control for Lot-2 Building Permit 30-Dec-2016 2-10 House ; Roof Downspout Filter per detail inset Flow PLAN Roof Downspout Leaf Guard "Leaf Beater' with House ! overflow (or equivvolent) r .i . Splash Block I: a �-1' min -� Flow-, 3' Min 4" - 6" solid Downspout Filter wall PVC or per detail inset DWV pipe as Prequired PROFILE (See Table) ------- ---------------- 18" Dia Yard CB (concrete pipe or HDPE N-12 or equivalent) in accordance with ASTM C-14. Use Solid Lid. Lid at surface or max 4' bury with location marker i o 4"/6" Cap. Drill two i 1" dia holes near i top (opposite sides) 12" min 476" PVC Tee to 476" PVC or HDPE (DWV) i yard drain (typ) IT min S- Fine mesh Screen, 1/ 1 G' to 1 /4" rust-poof hardware cloth. i 4" min explosed height. SS straps/band clamps. i 4" PVC cap bottom. i 6" min clean rock (as used in drwy-well) FILTER DETAIL L------------------------------a DOWNSPOUT FILTER FOR INFILTATION FACILITY SCALE: NTS ©2014 Land Technologies, Inc. Figure 10 — Downspout Filter for Infiltration Facility Flow Control for Lot-2 Building Permit 30-Dec-2016 2-11 Section 4 - Support Data 4.1 Soils Data Table 2 - NRCS Soils Properties Physical Soil Properties - Snohomish County Area, Washington Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivit y Available water capacity In Pct Pct Pct g/cc in/hr In/In 3-Alderwood gravelly sandy loam, 15 to 30 percent slopes Alderwo od 0-7 45-65- 70 20-27- 45 5-8-10 1.10-1.20-1.25 2.0-4.0-6.0 0.08-0.10-0.10 7-21 45-70- 75 10-22-42 5-8-10 1.10-1.20-1.25 2.0-4.0-6.0 0.05-0.08-0.08 21-30 45-65- 80 5-27-50 5-8-10 1.10-1.20-1.25 2.0-4.0-6.0 0.05-0.07-0.08 30-35 45-65- 80 5-27-50 5-8-10 1.10-1.25-1.30 2.0-4.0-6.0 0.03-0.05-0.05 35-43 50-70- 74 16-25- 40 5-5-10 1.70-1.85-2.00 0.1-0.1-0.2 0.00-0.00-0.00 43-59 50-70- 74 16-25- 40 5-5-10 1.70-1.85-2.00 0.0-0.0-0.1 0.00-0.00-0.00 Physical Soil Properties - Snohomish County Area, Washington Map symbol and soil name Depth Linear extensibility Organic matter Erosion factors Wind erodibilit y group Wind erodibilit y index Kw Kf T In Pct Pct 3-Alderwood gravelly sandy loam, 15 to 30 percent slopes Alderwo Al od 0-7 0., - 0.3- 0.7 7.0- 9.0-12.0 0.1 0.17 3 5 56 7-21 0.2- 0.5- 0.8 1.0- 2.5- 4.0 0.1 0.24 21-30 0.2- 0.7- 0.8 1.0- 2.5- 4.0 0.15 0.32 30-35 0.2- 0.7- 0.8 0.3- 0.5-1.0 0.15 0.43 35-43 0.2- 0.2- 0.8 0.0- 0.1- 0.1 0.17 0.43 43-59 0.2- 0.2- 0.8 0.0- 0.1- 0.1 0.17 0.43 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-1 Section 5 Software Output The following WWHM reports in this section represent individual sub -basin analysis for hydrologic flow evaluations. The following heading is common to all reports. Western Washington Hydrology Model, WWHM-2012 PROJECT REPORT Project Name: Lot-2 Infiltration Trench Site Name: Swerk Residence Site Address: 18812 Olympic View Drive City Edmonds, WA 98020 Report Date: 12/28/2016 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version Date: 2016/07/25 Version : 4.2.12 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year Flow Control for Lot-2 Building Permit 30-Dec-2016 3-2 5.1 Infiltration System Analysis aevieoped Area 0.156 ac rave A , Trench Bed PREDEVELOPED LAND USE Name Lot-2 as Forest Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Steep 0.18987 Pervious Total 0.18987 Impervious Land Use acre Impervious Total 0.00000 Basin Total 0.18987 Element Flows To: Surface: Interflow Groundwater Flow Control for Lot-2 Building Permit 30-Dec-2016 3-3 MITIGATED LAND USE Name Bypass: GroundWater: Pervious Land Use C, Pasture, Flat Impervious Areas No No acre 0.00370 <- 4'x40' landscape area along building perimeter for footing drainage Pervious Total 0.00370 Impervious Land Use acre ROOF TOPS FLAT 0.10158 DRIVEWAYS FLAT 0.04683 DRIVEWAYS STEEP 0.02330 SIDEWALKS FLAT 0.01067 PARKING FLAT 0.00379 Impervious Total 0.18617 Basin Total 0.18987 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed Gravel Trench Bed Name Gravel Trench Bed Facility Dimensions Bottom Length: Bottom Width: Trench bottom slope: Trench Left side slope: Trench right side slope: Material thickness of lst layer: Pore Space of material for 1st layer: Material thickness of 2nd layer: Pore Space of material for 2nd layer: Trnfi 1 i-rmi-i nn Infiltration rate: Infiltration safety factor: Total Volume Infiltrated: Total Volume thru Riser: Total Volume thru Facility: Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: Riser Diameter: 45.00 ft 12.00 ft 0:1 0:1 0:1 3.0 ft <-- rock -bed 0.40 0.33 ft <--roughened bottom layer 0.25 On 2.0 in/hr 1.0 <- rate already long term saturated 71.238 ac-ft 0.008 ac-ft 71.246 ac-ft 100% 0.0 ac-ft 0.0 ac-ft 2.97 ft 36 in Flow Control for Lot-2 Building Permit 30-Dec-2016 3-4 Gravel Trench Bed Hydraulic Table Stage Area Volume Dischg Infilt (ft) (ac) (ac-ft) (cfs) (cfs) 0.0361 0.012 0.000 0.000 0.025 0.0722 0.012 0.000 0.000 0.025 0.1083 0.012 0.000 0.000 0.025 0.1444 0.012 0.000 0.000 0.025 0.1806 0.012 0.000 0.000 0.025 0.2167 0.012 0.001 0.000 0.025 0.2528 0.012 0.001 0.000 0.025 0.2889 0.012 0.001 0.000 0.025 0.3250 0.012 0.001 0.000 0.025 0.3611 0.012 0.001 0.000 0.025 0.3972 0.012 0.002 0.000 0.025 0.4333 0.012 0.002 0.000 0.025 0.4694 0.012 0.002 0.000 0.025 0.5056 0.012 0.002 0.000 0.025 0.5417 0.012 0.002 0.000 0.025 0.5778 0.012 0.002 0.000 0.025 0.6139 0.012 0.003 0.000 0.025 0.6500 0.012 0.003 0.000 0.025 0.6861 0.012 0.003 0.000 0.025 0.7222 0.012 0.003 0.000 0.025 0.7583 0.012 0.003 0.000 0.025 0.7944 0.012 0.003 0.000 0.025 0.8306 0.012 0.004 0.000 0.025 0.8667 0.012 0.004 0.000 0.025 0.9028 0.012 0.004 0.000 0.025 0.9389 0.012 0.004 0.000 0.025 0.9750 0.012 0.004 0.000 0.025 1.0111 0.012 0.005 0.000 0.025 1.0472 0.012 0.005 0.000 0.025 1.0833 0.012 0.005 0.000 0.025 1.1194 0.012 0.005 0.000 0.025 1.1556 0.012 0.005 0.000 0.025 1.1917 0.012 0.005 0.000 0.025 1.2278 0.012 0.006 0.000 0.025 1.2639 0.012 0.006 0.000 0.025 1.3000 0.012 0.006 0.000 0.025 1.3361 0.012 0.006 0.000 0.025 1.3722 0.012 0.006 0.000 0.025 1.4083 0.012 0.007 0.000 0.025 1.4444 0.012 0.007 0.000 0.025 1.4806 0.012 0.007 0.000 0.025 1.5167 0.012 0.007 0.000 0.025 1.5528 0.012 0.007 0.000 0.025 1.5889 0.012 0.007 0.000 0.025 1.6250 0.012 0.008 0.000 0.025 1.6611 0.012 0.008 0.000 0.025 1.6972 0.012 0.008 0.000 0.025 1.7333 0.012 0.008 0.000 0.025 1.7694 0.012 0.008 0.000 0.025 1.8056 0.012 0.009 0.000 0.025 1.8417 0.012 0.009 0.000 0.025 1.8778 0.012 0.009 0.000 0.025 1.9139 0.012 0.009 0.000 0.025 1.9500 0.012 0.009 0.000 0.025 1.9861 0.012 0.009 0.000 0.025 2.0222 0.012 0.010 0.000 0.025 2.0583 0.012 0.010 0.000 0.025 2.0944 0.012 0.010 0.000 0.025 2.1306 0.012 0.010 0.000 0.025 2.1667 0.012 0.010 0.000 0.025 2.2028 0.012 0.010 0.000 0.025 2.2389 0.012 0.011 0.000 0.025 2.2750 0.012 0.011 0.000 0.025 2.3111 0.012 0.011 0.000 0.025 2.3472 0.012 0.011 0.000 0.025 2.3833 0.012 0.011 0.000 0.025 2.4194 0.012 0.012 0.000 0.025 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-5 2.4556 0.012 0.012 0.000 0.025 2.4917 0.012 0.012 0.000 0.025 2.5278 0.012 0.012 0.000 0.025 2.5639 0.012 0.012 0.000 0.025 2.6000 0.012 0.012 0.000 0.025 2.6361 0.012 0.013 0.000 0.025 2.6722 0.012 0.013 0.000 0.025 2.7083 0.012 0.013 0.000 0.025 2.7444 0.012 0.013 0.000 0.025 2.7806 0.012 0.013 0.000 0.025 2.8167 0.012 0.014 0.000 0.025 2.8528 0.012 0.014 0.000 0.025 2.8889 0.012 0.014 0.000 0.025 2.9250 0.012 0.014 0.000 0.025 2.9611 0.012 0.014 0.000 0.025 2.9972 0.012 0.014 0.143 0.025 3.0333 0.012 0.015 0.507 0.025 3.0694 0.012 0.015 0.997 0.025 3.1056 0.012 0.015 1.587 0.025 3.1417 0.012 0.015 2.260 0.025 3.1778 0.012 0.015 3.007 0.025 3.2139 0.012 0.015 3.820 0.025 3.2500 0.012 0.015 4.692 0.025 Element Flows To: Outlet 1 Outlet 2 POC-1 POC-1 ANALYSIS RESULTS Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.18987 Total Impervious Area: 0.00000 Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.00370 Total Impervious Area: 0.18617 Flow Frequency Return Periods for Predeveloped (1-hr) POC#1 Return Period Flow (cfs) 2 year 0.005165 5 year 0.008237 10 year 0.009934 25 year 0.011676 50 year 0.012719 100 year 0.013580 Flow Frequency Return Periods for Mitigated (1-hr) POC#1 Return Period Flow (cfs) 2 year 0.000000 5 year 0.000000 10 year 0.000000 25 year 0.000000 50 year 0.000000 100 year 0.000000 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-6 Stream Protection Duration 0.01 0..01 D 0.01 J 0.01 0.00 10E -4 10E -3 10E -2 10E -1 1 10 100 IPe�car�� Trra� Excea�ciirrg Annual and Ranked Peaks for Predeveloped and Mitigated POC #1 Year Predev Mitg'd Rank Predev Mita'd 1902 0.007 0.000 I 1 0.0175 0.0306 1903 0.002 0.000 I 2 0.0165 0.0068 1904 0.006 0.000 I 3 0.0161 0.0052 1905 0.003 0.000 I 4 0.0157 0.0050 1906 0.002 0.000 I 5 0.0136 0.0000 1907 0.008 0.000 I 6 0.0133 0.0000 1908 0.005 0.000 I 7 0.0131 0.0000 1909 0.005 0.000 I 8 0.0130 0.0000 1910 0.009 0.000 1 9 0.0121 0.0000 1911 0.005 0.000 I 10 0.0115 0.0000 1912 0.016 0.000 I 11 0.0115 0.0000 1913 0.006 0.000 I 12 0.0110 0.0000 1914 0.002 0.000 1 13 0.0108 0.0000 1915 0.002 0.000 ( 14 0.0105 0.0000 1916 0.004 0.000 I 15 0.0103 0.0000 1917 0.002 0.000 I 16 0.0103 0.0000 1918 0.004 0.000 I 17 0.0099 0.0000 1919 0.003 0.000 I 18 0.0098 0.0000 1920 0.005 0.000 I 19 0.0095 0.0000 1921 0.005 0.000 1 20 0.0094 0.0000 1922 0.006 0.000 1 21 0.0091 0.0000 1923 0.004 0.000 1 22 0.0090 0.0000 1924 0.002 0.000 1 23 0.0088 0.0000 1925 0.002 0.000 1 24 0.0087 0.0000 1926 0.004 0.000 1 25 0.0086 0.0000 1927 0.006 0.000 1 26 0.0085 0.0000 1928 0.004 0.000 1 27 0.0085 0.0000 1929 0.009 0.000 1 28 0.0085 0.0000 1930 0.005 0.000 1 29 0.0083 0.0000 1931 0.005 0.000 1 30 0.0083 0.0000 1932 0.004 0.000 1 31 0.0078 0.0000 1933 0.004 0.000 1 32 0.0076 0.0000 1934 0.010 0.000 1 33 0.0074 0.0000 1935 0.004 0.000 1 34 0.0074 0.0000 1936 0.006 0.000 1 35 0.0073 0.0000 1937 0.007 0.000 1 36 0.0073 0.0000 1938 0.005 0.000 1 37 0.0070 0.0000 1939 0.001 0.000 1 38 0.0070 0.0000 1940 0.005 0.000 1 39 0.0070 0.0000 1941 0.005 0.000 1 40 0.0070 0.0000 1942 0.006 0.000 1 41 0.0069 0.0000 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-7 1943 0.003 0.000 1 42 0.0068 0.0000 1944 0.009 0.000 1 43 0.0067 0.0000 1945 0.004 0.000 44 0.0064 0.0000 1946 0.004 0.000 45 0.0064 0.0000 1947 0.003 0.000 1 46 0.0063 0.0000 1948 0.010 0.000 47 0.0063 0.0000 1949 0.009 0.000 48 0.0062 0.0000 1950 0.004 0.000 I 49 0.0061 0.0000 1951 0.005 0.000 I 50 0.0061 0.0000 1952 0.016 0.031 I 51 0.0058 0.0000 1953 0.013 0.000 52 0.0058 0.0000 1954 0.004 0.000 53 0.0056 0.0000 1955 0.004 0.000 54 0.0056 0.0000 1956 0.002 0.000 55 0.0056 0.0000 1957 0.005 0.000 1 56 0.0055 0.0000 1958 0.013 0.000 1 57 0.0055 0.0000 1959 0.007 0.000 I 58 0.0055 0.0000 1960 0.003 0.000 1 59 0.0054 0.0000 1961 0.008 0.000 I 60 0.0054 0.0000 1962 0.005 0.000 I 61 0.0054 0.0000 1963 0.002 0.000 I 62 0.0054 0.0000 1964 0.005 0.000 I 63 0.0054 0.0000 1965 0.009 0.000 1 64 0.0053 0.0000 1966 0.002 0.000 1 65 0.0052 0.0000 1967 0.004 0.000 I 66 0.0051 0.0000 1968 0.004 0.000 I 67 0.0051 0.0000 1969 0.004 0.000 I 68 0.0051 0.0000 1970 0.006 0.000 I 69 0.0051 0.0000 1971 0.011 0.000 1 70 0.0050 0.0000 1972 0.011 0.007 1 71 0.0050 0.0000 1973 0.007 0.000 1 72 0.0050 0.0000 1974 0.005 0.000 I 73 0.0049 0.0000 1975 0.012 0.000 I 74 0.0049 0.0000 1976 0.005 0.000 I 75 0.0049 0.0000 1977 0.003 0.000 I 76 0.0048 0.0000 1978 0.010 0.000 I 77 0.0048 0.0000 1979 0.002 0.000 I 78 0.0048 0.0000 1980 0.004 0.000 I 79 0.0047 0.0000 1981 0.004 0.000 I 80 0.0047 0.0000 1982 0.003 0.000 I 81 0.0046 0.0000 1983 0.008 0.000 1 82 0.0046 0.0000 1984 0.003 0.000 1 83 0.0046 0.0000 1985 0.004 0.000 I 84 0.0046 0.0000 1986 0.004 0.000 I 85 0.0046 0.0000 1987 0.009 0.000 1 86 0.0045 0.0000 1988 0.006 0.000 1 87 0.0045 0.0000 1989 0.005 0.000 1 88 0.0045 0.0000 1990 0.006 0.000 1 89 0.0045 0.0000 1991 0.005 0.000 1 90 0.0044 0.0000 1992 0.007 0.000 1 91 0.0044 0.0000 1993 0.006 0.000 1 92 0.0044 0.0000 1994 0.010 0.000 1 93 0.0043 0.0000 1995 0.003 0.000 1 94 0.0043 0.0000 1996 0.010 0.000 1 95 0.0043 0.0000 1997 0.005 0.000 1 96 0.0043 0.0000 1998 0.005 0.000 1 97 0.0043 0.0000 1999 0.000 0.000 1 98 0.0043 0.0000 2000 0.004 0.000 1 99 0.0041 0.0000 2001 0.003 0.000 1 100 0.0040 0.0000 2002 0.009 0.000 1 101 0.0039 0.0000 2003 0.005 0.000 1 102 0.0039 0.0000 2004 0.006 0.000 1 103 0.0039 0.0000 2005 0.007 0.000 1 104 0.0039 0.0000 2006 0.003 0.000 1 105 0.0038 0.0000 2007 0.003 0.000 1 106 0.0037 0.0000 2008 0.005 0.000 1 107 0.0037 0.0000 2009 0.003 0.000 1 108 0.0037 0.0000 2010 0.003 0.000 1 109 0.0037 0.0000 2011 0.003 0.000 1 110 0.0036 0.0000 2012 0.007 0.000 1 111 0.0035 0.0000 2013 0.003 0.000 1 112 0.0035 0.0000 2014 0.003 0.000 1 113 0.0034 0.0000 2015 0.011 0.000 1 114 0.0034 0.0000 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-8 2016 0.002 0.000 1 115 0.0034 0.0000 2017 0.009 0.000 1 116 0.0034 0.0000 2018 0.013 0.000 1 117 0.0033 0.0000 2019 0.017 0.005 1 118 0.0033 0.0000 2020 0.005 0.000 1 119 0.0033 0.0000 2021 0.007 0.000 1 120 0.0032 0.0000 2022 0.002 0.000 1 121 0.0031 0.0000 2023 0.005 0.000 1 122 0.0031 0.0000 2024 0.017 0.000 1 123 0.0031 0.0000 2025 0.004 0.000 1 124 0.0031 0.0000 2026 0.007 0.000 1 125 0.0030 0.0000 2027 0.004 0.000 1 126 0.0030 0.0000 2028 0.002 0.000 1 127 0.0029 0.0000 2029 0.006 0.000 1 128 0.0028 0.0000 2030 0.011 0.000 1 129 0.0028 0.0000 2031 0.003 0.000 1 130 0.0028 0.0000 2032 0.003 0.000 1 131 0.0027 0.0000 2033 0.002 0.000 1 132 0.0027 0.0000 2034 0.003 0.000 1 133 0.0026 0.0000 2035 0.012 0.000 1 134 0.0026 0.0000 2036 0.006 0.000 1 135 0.0026 0.0000 2037 0.001 0.000 1 136 0.0026 0.0000 2038 0.008 0.000 1 137 0.0025 0.0000 2039 0.001 0.000 1 138 0.0025 0.0000 2040 0.003 0.000 1 139 0.0024 0.0000 2041 0.004 0.000 1 140 0.0024 0.0000 2042 0.014 0.005 1 141 0.0024 0.0000 2043 0.005 0.000 1 142 0.0024 0.0000 2044 0.007 0.000 1 143 0.0024 0.0000 2045 0.004 0.000 1 144 0.0023 0.0000 2046 0.005 0.000 1 145 0.0023 0.0000 2047 0.003 0.000 1 146 0.0022 0.0000 2048 0.005 0.000 1 147 0.0022 0.0000 2049 0.005 0.000 1 148 0.0021 0.0000 2050 0.004 0.000 1 149 0.0020 0.0000 2051 0.007 0.000 1 150 0.0019 0.0000 2052 0.003 0.000 1 151 0.0018 0.0000 2053 0.005 0.000 1 152 0.0018 0.0000 2054 0.009 0.000 1 153 0.0015 0.0000 2055 0.003 0.000 1 154 0.0014 0.0000 2056 0.002 0.000 1 155 0.0006 0.0000 2057 0.003 0.000 1 156 0.0006 0.0000 2058 0.003 0.000 1 157 0.0001 0.0000 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-9 Stream Protection Duration POC #1 The Facility PASSED. Flow(cfs) Predev Mitg'd % Test I Flow(cfs) Predev Mitg'd % Test 0.0026 7997 9 0 Pass 1 0.0077 367 2 0 Pass 0.0027 7356 9 0 Pass 1 0.0078 351 2 0 Pass 0.0028 6768 9 0 Pass 1 0.0079 337 2 0 Pass 0.0029 6261 9 0 Pass 1 0.0080 320 2 0 Pass 0.0030 5767 9 0 Pass 1 0.0081 307 2 0 Pass 0.0031 5316 9 0 Pass 1 0.0082 290 2 0 Pass 0.0032 4921 9 0 Pass 1 0.0083 277 2 0 Pass 0.0033 4542 9 0 Pass 1 0.0084 266 2 0 Pass 0.0034 4187 9 0 Pass 1 0.0085 255 2 0 Pass 0.0035 3865 9 0 Pass 1 0.0086 240 2 0 Pass 0.0036 3589 9 0 Pass 1 0.0087 231 2 0 Pass 0.0037 3313 9 0 Pass 1 0.0088 222 2 0 Pass 0.0038 3077 8 0 Pass 1 0.0089 215 2 0 Pass 0.0039 2653 8 0 Pass 1 0.0090 203 2 0 Pass 0.0040 2666 8 0 Pass 1 0.0091 197 2 1 Pass 0.0041 2473 8 0 Pass 1 0.0092 188 2 1 Pass 0.0042 2309 8 0 Pass 1 0.0093 182 2 1 Pass 0.0043 2146 8 0 Pass 1 0.0094 169 2 1 Pass 0.0044 2024 8 0 Pass 1 0.0095 158 2 1 Pass 0.0045 1890 8 0 Pass 1 0.0096 149 2 1 Pass 0.0046 1770 8 0 Pass 1 0.0097 140 2 1 Pass 0.0047 1640 8 0 Pass 1 0.0099 134 2 1 Pass 0.0048 1550 8 0 Pass 1 0.0100 125 2 1 Pass 0.0049 1459 8 0 Pass 1 0.0101 118 2 1 Pass 0.0050 1386 6 0 Pass 1 0.0102 112 2 1 Pass 0.0051 1310 6 0 Pass 1 0.0103 103 2 1 Pass 0.0052 1228 5 0 Pass 1 0.0104 98 2 2 Pass 0.0053 1161 5 0 Pass 1 0.0105 90 2 2 Pass 0.0054 1089 5 0 Pass 1 0.0106 84 2 2 Pass 0.0056 1034 5 0 Pass 1 0.0107 79 2 2 Pass 0.0057 972 4 0 Pass 1 0.0208 77 2 2 Pass 0.0058 923 4 0 Pass 1 0.0109 72 2 2 Pass 0.0059 874 4 0 Pass 1 0.0110 69 2 2 Pass 0.0060 827 4 0 Pass 1 0.0111 60 2 3 Pass 0.0061 776 4 0 Pass 1 0.0112 57 2 3 Pass 0.0062 724 4 0 Pass 1 0.0113 52 2 3 Pass 0.0063 698 4 0 Pass 1 0.0114 49 2 4 Pass 0.0064 655 4 0 Pass 1 0.0115 44 2 4 Pass 0.0065 628 4 0 Pass 1 0.0116 40 2 5 Pass 0.0066 600 4 0 Pass 1 0.0117 38 2 5 Pass 0.0067 570 4 0 Pass 1 0.0118 34 2 5 Pass 0.0068 550 2 0 Pass 1 0.0119 31 2 6 Pass 0.0069 525 2 0 Pass 1 0.0120 29 2 6 Pass 0.0070 501 2 0 Pass 1 0.0121 28 2 7 Pass 0.0071 483 2 0 Pass 1 0.0122 26 2 7 Pass 0.0072 464 2 0 Pass 1 0.0123 26 2 7 Pass 0.0073 442 2 0 Pass 1 0.0124 24 2 8 Pass 0.0074 423 2 0 Pass 1 0.0125 22 2 9 Pass 0.0075 406 2 0 Pass 1 0.0126 20 2 10 Pass 0.0036 381 2 0 Pass 1 0.0127 20 2 10 Pass Water Quality BMP Flow and Vol' me :for POC ##1 0.01490 ac--ft L L, a1'.yet. 0.02050 cr., x,d u ..cn, m ... 0.02320 cs C t < 0.01190 C-n- 0.01340 wfs PerInd and Impind Changes Flow Control for Lot-2 Building Permit 30-Dec-2016 3-10 5.2 Conveyance Analysis DRIVEWAY AREA LAND USE Name Bypass: GroundWater: Pervious Land Use Pervious Total Impervious Land Use DRIVEWAYS STEEP Impervious Total Basin Total Element Flows To: Surface POC-1 Driveway Area No No acre 0.00000 acre 0.07002 0.07002 0.07002 Interflow POC-1 ROOF & DECK AREA LAND USE Name Bypass: GroundWater: Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface POC-1 Roof & Deck No No acre 0.00000 acre 0.10135 0.00999 0.11134 0.11134 Interflow POC-1 Groundwater Groundwater Flow Control for Lot-2 Building Permit 30-Dec-2016 3-11 ANALYSIS RESULTS Roof & Deck Area Landuse Totals for POC #1 Total Pervious Area: 0.00000 Total Impervious Area: 0.07002 Driveway Area Landuse Totals for POC #1 Total Pervious Area: 0.00000 Total Impervious Area: 0.11134 Flow Frequency Return Periods for Driveway Area (15-min) POC#1 Return Period Flow (cfs) 2 year 0.030312 5 year 0.040744 10 year 0.048335 25 year 0.058732 50 year 0.067083 100 year 0.075970 <-- peak flow Flow Frequency Return Periods for Roof & Deck Area (15-min) POC#1 Return Period Flow (cfs) 2 year 0.035678 5 year 0.048642 10 year 0.058178 25 year 0.071355 50 year 0.082021 100 year 0.093442 <-- peak flow Flow Control for Lot-2 Building Permit 30-Dec-2016 3-12 5.3 T.E.S.C. Runoff Analysis The Entire graded area of 15,160-sf was used to assess potential runoff. The coverage assed 50% lawn and 50% pavement. The 15- min time series was used to assess sediment trap sizing. MITIGATED LAND USE Name Bypass: Groundwater: Pervious Land Use C, Lawn, Steep Pervious Total Impervious Land Use DRIVEWAYS FLAT Impervious Total Basin Total Element Flows To: Surface POC-1 Disturbed Areas No No acre 0.17800 0.17800 acre 0.17000 0.17000 0.34800 Interflow POC-1 ANALYSIS RESULTS Developed Landuse Totals for POC #1 Total Pervious Area: 0.17800 Total Impervious Area: 0.17000 Groundwater Flow Frequency Return Periods for Mitigated (15-min) POC#1 Return Period Flow (cfs) 2 year 0.051259 5 year 0.071473 10 year 0.086916 25 year 0.108928 50 year 0.127248 100 year 0.147307 Flow Control for Lot-2 Building Permit 30-Dec-2016 3-13 ENGINEERING ANALYSIS FOR: BEN & HEATHER SWERK SITE: 18816 OLYMPIC VIEW DR. EDMONDS, WA ORIGINAL STAMP MUST BE RED TO BE VALID O DATE: PLAN NUMBER: PHILLIPS STRUCTURAL ENGINEERING JULY 13, 2016 SWERK RESIDENCE vo. sHPoao. wn Paw. B OPhonep(M) 9)0.99M RE CE JUL 29 6 OEVELOPMENT SER 11 ES CTR. CITY OF EDm N S STRUCTUAL PHILLIPS STRUCTURAL ENGINEERING ENGINEERING CALCULATIONS The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam size changes, sheathing changes etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2015 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 8%2x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Phillips Structural Engineering must be contacted immediately. LOADING CRITERIA Building Code 2015 International Building Code (IBC) Seismic Design Catagory (SDC) D Ss (Short Period) 1.28 S1 (1 Second Period) 0.50 Response Mod. Coeff. (R) 6.5 Seismic Site Class D Basic Wind Speed (3 Sec) 110 MPH Exposure C LIVE LOADS (psf) U.N.O. -Uninhabitable attics without storage 10 -Uninhabitable attics with storage 20 -Habitable attics and sleeping areas 30 -All other areas 40 DEAD LOADS (psf) U.N.O. -Roof with composition roofing 15 -Floor 10 SNOW LOADS (psf) U.N.O. -Flat Roof Snow (Reduced from Ground) 25 SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report # None (U.N.O.) Allowable Pressure Req'd 1500 psf (Verify w/ Site Conditions) Frost Bearing Depth 18" PHILLIPS STRUCTURAL ENGINEERING P.O. BOX 38 ASHFORD, WA 98304 Phone (253) 970-9944 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Swerk Thu February 25, 2016 00:48:5)7 t1TC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.8270N, 122.362°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 1.282 g S„s = 1.282 g S,5 = 0.855 g Sx = 0.503 g Sal = 0.754 g Sui = 0.503 g Page 1 of 2 For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEA Response Spectrum 1143 1.n 1.1 s 1.04 0.51 0,70:. 0.52 u.6 0.13 MO €P70 �a,40 0,60 0.20 :1.00 1...21.40 i.&0 1.9.5 2.Oa Period, T ( sec) Design Response Spectrum 0:?9 4.5E I. 0.P1 �.iz. .0F 15.s4 (7,45 01s a�03- ..,„w....;..............{,..,._,.._y....,,.._.„..y.„_„.w...}„.....,.},,,,,,,,,,,,,,,},..._...„.rµwq,.,,........ .� 0 IN 0 ai3 0 0 O.gn 0'.. 20 1..0;1 1 s0 1.40 1-60 1.20 2.00 Period. T (sec} http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitu... 2/24/2016 3 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN shear.wsw WoodWorks® Shearwalls 10.42 July 13, 2016 14:03:27 Level 1 of 2 70' 2 ....... 3" 65' ... ..... .. .. fi0' ....... 55' 50' ev G1 45' F-1 40' N ' li _...... N .................. _ _........ 35' l:. E 1 I� E 2 ...._..._.._ _ 30' M D - DA .._ D-3 ,.... 25' D-2 20' N 10, L C-1 5' B-1 c� 0' _ _._ g_2...... �.... ......... 5' N _.. m A2: A-1 10' _ . _...... .......... ........... ......... ... 15' .......... 20' -25' -15' -10, -5' P. 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' Orange = Selected wali(s) 4 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN shear.wsw WoodWorks® Shearwalls 10.42 July 13, 2016 14:03:27 Level 2 of 2 70' ............. 65' 60' 55, 50' G1 . — j 45' 1 40' W. ...'. E-1 30' E co ........ .. ...... 25 1 - 3 20' i C-1 10 5' B-1 U' of ..........,...... ............. . 5' v' u A 2 i A-1 -10, .... ......... .... 15' ...... 20' -25' -15' -10' -5' 0' 5' 10' 15' 20' 25 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' Orange = Selected wall(s) 5 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.42 shear.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Phillips Structural Engineering PC Box 38 Ashford, WA 98304 DESIGN SETTINGS Jul. 13, 201614:03:36 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 1.33 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: All shearwalls have the same rigidity Design Shearwall Force/Length: Same for all walls SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure C Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.500g Ss:1.280g - - - Fundamental Period E-W N-S Site Location: - T Used Approximate Ta 0.189s 0.189s 0.189s 0.189s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.264s 0.264s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa: 1 .00 Fv: 1.50 Loaded at 75 0 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 22.27 0.0 Level 13.27 11.3 9.00 Levels 2.33 4.0 10.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 2 Story N-S Ridge Location X,Y = 0.00 -3.50 North Gable 90.0 1.50 Extent X,Y= 32.00 49.50 South Gable 90.0 1.50 Ridge X Location, Offset 16.00 0.00 East Side 22. 6 1.50 Ridge Elevation, Height 28.93 6.66 West Side 22.6 1.50 Block 2 2 Story N-S Ridge Location X,Y = 32.00 -8.00 North Gable 90.0 1.50 Extent X,Y= 12.00 46.50 South Gable 90.0 1.50 Ridge X Location, Offset 38.00 0.00 East Side 22.6 1.50 Ridge Elevation, Height 24.77 2.50 West Side 22.6 1.50 Block 2 Story E-W Ridge Location X,Y = 44.00 -8.00 North Side 22.6 1.50 Extent X,Y= 12.50 37.00 South Side 22.6 1.50 Ridge Y Location, Offset 10.50 0.00 East Gable 90.0 1.50 Ridge Elevation, Height 29.97 7.70 West Gable 90.0 1.50 Block 2 Story E-W Ridge Location X,Y = 56.50 -6.50 North Side 22.6 1.50 Extent X,Y = 12.50 30.00 South Side 22.6 1.50 Ridge Y Location, Offset 8.50 0.00 East Gable 90.0 1.50 Ridge Elevation, Height 28.51 6.24 West Gable 90.0 1.50 Woodworks® Shearwalls shearmsw Jul.13, 2016 14:03:36 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg I'd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick— Nominal panel thickness GU - Gypsum underlay thickness Ply— Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ibin. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box -box nail; Casing —casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92" x 118". Cooler or gypsum wallboard nail: 5d =. 086" x 1-518"; 6d = .092" x 1-7/8"; 8d = .113" x 2-318 , 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in si" 6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Sw6 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legena: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E— Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 SHEARLINE. WALL and OPENING DIMENSIONS North -south Shearlines Type Wall GroupX Location ft Extent [ft] Start End Length ft FHS [ft] Wind Seismic Line 1 Level 2 ff675 Line 1 Seg 1 0.00 0.00 30.00 30.00 19.25 19.25 Wall 1-1 Seg 1 0.00 0.00 30.00 30.00 19.25 19.25Opening 1 - - 5.75 9.00 3.25 - - Opening 2 - - 17.75 25.25 7.50 - - 6.75 Levell Line 1 Seg 2 0.00 0.00 30.00 30.00 15.75 15.75 10.00 Wall 1-1 Seg 2 0.00 0.00 30.00 30.00 15.75 15.75 - Opening 1 - - 10.00 13.25 3.25 - - 6.75 Opening 2 - - 19.00 28.00 9.00 - - 6.75 Line 2 Leve12 Line 2 NSW 13.50 30.00 46.00 16.00 0.00 0.00 9.00 Wall 2-1 NSW 13.50 30.00 46.00 16.00 0.00 0.00 - Level 1 Line 2 Seg 3 13.50 0.00 46.00 46.00 8.00 3.00 10.00 Wall 2-1 Seg 3 13.50 30.00 46.00 16.00 8.00 8.00 - Opening 1 - - 32.50 35.50 3.00 - - 6.75 Opening 2 - - 43.50 45.50 2.00 - - 6.75 Line 3 Level 2 Line 3 NSW 24.00 -3.50 0.00 3.50 0.00 0.00 9.00 Wall 3-1 NSW 24.00 -3.50 0.00 3.50 0.00 0.00 - Level 1 Line 3 NSW 24.00 -3.50 0.00 3.50 0.00 0.00 10.00 Wall 3-1 NSW 24.00 -3.50 0.00 3.50 0.00 0.00 - Line 4 Level 2 Line 4 NSW 32.00 38.50 46.00 7.50 0.00 0.00 9.00 Wall 4-1 NSW 32.00 38.50 46.00 7.50 0.00 0.00 - Level 1 Line 4 NSW 32.00 38.50 46.00 7.50 0.00 0.00 10.00 Wall 4-1 NSW 32.00 38.50 46.00 7.50 0.00 0.00 - Opening 1 - - 40.50 42.50 2.00 - - 6.75 Line 5 Level 2 Line 5 NSW 41.00 -8.00 38.50 46.50 0.00 0.00 9.00 Wall 5-1 NSW 41.00 -8.00 -3.50 4.50 0.00 0.00 - Wall 5-2 NSW 44.00 29.00 38.50 9.50 0.00 0.00 - Opening 1 - - 34.75 37.25 2.50 - - 6.75 Level 1 Line 5 NSW 41.00 -8.00 38.50 46.50 0.00 0.00 10.00 Wall 5-1 NSW 41.00 -8.00 -3.50 4.50 0.00 0.00 - Wall 5-2 NSW 44.00 29.00 38.50 9.50 0.00 0.00 - Opening 1 - - 34.25 38.50 4.25 - - 6.75 Line 6 Level 2 Line 6 Seg 1 56.50 -6.50 29.00 35.50 35.00 35.00 9.00 Wall 6-2 Seg 1 56.50 -6.00 23.50 29.50 29.50 29.50 - Wall 6-3 Seg 1 56.50 23.50 29.00 5.50 5.50 5.50 - Wall 6-1 NSW 56.50 -8.00 -6.50 1.50 0.00 0.00 - Level 1 Line 6 Seg 1 56.50 -8.00 29.00 37.00 35.00 35.00 10.00 Wall 6-2 Seg 1 56.50 -6.00 23.50 29.50 29.50 29.50 - Wall 6-3 Seg 1 56.50 23.50 29.00 5.50 5.50 5.50 - Wall 6-1 Seg 1 56.50 -8.00 -6.50 1.50 0.00 0.00 - Line 7 Level 2 Line 7 Seg 1 69.00 -6.50 23.50 30.00 20.75 20.75 9.00 Wall 7-1 Seg 1 69.00 -6.50 23.50 30.00 20.75 20.75 - Opening 1 - - -3.75 -0.50 3.25 - - 6.75 Opening 2 - - 3.50 5.50 2.00 - - 6.75 Opening 3 - - 8.50 10.50 2.00 - - 6.75 Opening 4 - - 13.50 15.50 2.00 - - 6.75 Level 1 Line 7 Seg 1 69.00 -6.50 23.50 30.00 30.00 30.00 10.00 Wall 7-1 Seg 1 69.00 -6.50 23.50 30.00 30.00 30.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y ft Start End ft Wind Seismic ft Woodworks® Shearwalls shear.wsw Jul. 13, 201614:03:36 sntwrcurvt, VVALL ana UrtnmU uImLNblUNs Iconanueal Line A Level 2 Line A Seg 1 -7.33 41.00 69.00 28.00 8.25 8.25 9.00 Wall A-1 Seg 1 -8.00 41.00 56.50 15.50 4.75 4.75 - Opening 1 - - 45.75 55.75 10.00 - - 6.75 Wall A-2 Seg 1 -6.50 56.50 69.00 12.50 3.S0 3.50 - Openinc 1 - - 57.50 65.50 8.00 - - 6.75 Level 1 Line A Seg 1 -7.33 41.00 69.00 28.00 28.00 28.00 10.00 Wall A-1 Seg 1 -8.00 41.00 56.50 15.50 15.50 15.50 - Wall A-2 Seg 1 -6.50 56.50 69.00 12.50 12.50 12.50 - Line B Level 2 Line B Seg 1 -1.45 0.00 69.00 69.00 19.75 19.75 9.00 Wall B-2 Seg 1 -3.50 24.00 41.00 17.00 6.75 6.75 - Opening 1 - - 25.00 27.00 2.00 - - 6.75 Opening 2 - - 33.75 40.75 7.00 - - 6.75 Wall B-1 Seg 1 0.00 0.00 24.00 24.00 13.00 13.00 - Opening 1 - - 3.25 5.75 2.50 - - 6.75 Opening 2 - - 10.00 16.00 6.00 - - 6.75 Opening 3 - - 18.75 21.25 2.50 - - 6.75 Level 1 Line B Seg 1 -1.45 0.00 69.00 69.00 41.00 41.00 10.00 Wall B-2 Seg 1 -3.50 24.00 41.00 17.00 17.00 17.00 - Wall B-1 Seg 1 0.00 0.00 24.00 24.00 24.00 24.00 - Line C Level 2 Line C Seg 1 10.00 0.00 69.00 69.00 23.25 23.25 9.00 Wall C-1 Seg 1 10.00 0.00 27.25 27.25 23.25 23.25 - Opening 1 - - 11.50 15.50 4.00 - - 6.75 Level 1 Line C Seg 1 7.00 0.00 69.00 69.00 25.50 25.50 10.00 Wall C-1 Seg 1 7.00 30.00 55.50 25.50 25.50 25.50 - Line D Level 2 Line D Seg 2 23.80 0.00 69.00 69.00 17.75 17.75 9.00 Wall D-2 Seg 2 23.50 56.50 69.00 12.50 12.50 12.50 - Wall D-1 Seg 2 24.50 31.75 37.00 5.25 5.25 5.25 - Level l Line D Seg 1 23.40 0.00 69.00 69.00 29.50 29.50 10.00 Wall D-2 Seg 1 22.25 31.50 43.25 11.75 11.75 11.75 - Wall D-3 Seg 1 23.50 56.50 69.00 12.50 12.50 12.50 - Wall D-1 Seg 1 25.75 26.25 31.50 5.25 5.25 5.25 - Line E Level 2 Line E Seg 1 29.25 0.00 44.00 44.00 8.00 8.00 9.00 Wall E-2 Seg 1 29.25 31.00 44.00 13.00 8.00 8.00 - Opening 1 - - 33.75 38.75 5.00 - - 6.75 Wall E-3 NSW 29.00 44.00 56.50 12.50 0.00 0.00 - Wall E-1 NSW 30.00 0.00 13.50 13.50 0.00 0.00 - Level 1 Line E Seg 3 29.52 0.00 56.50 56.50 7.75 7.75 10.00 Wall E-2 Seg 3 29.00 44.00 56.50 12.50 3.75 3.75 - Opening 1 - - 46.75 52.75 6.00 - - 6.75 Wall E-1 Seg 3 30.00 0.00 13.50 13.50 4.00 4.00 - Opening 1 - - 4.00 12.00 8.00 - - 6.75 Line F Level 2 Line F Seg 1 38.50 13.50 44.00 30.50 4.50 4.50 9.00 Wall F-1 Seg 1 38.50 32.00 44.00 12.00 4.50 4.50 - Opening 1 - - 36.50 41.50 5.00 - - 6.75 Level 1 Line F Seg 2 38.50 13.50 44.00 30.50 7.00 7.00 10.00 Wall F-1 Seg 2 38.50 32.00 44.00 12.00 7.00 7.00 - Opening 1 - - 35.50 40.50 5.00 - - 6.75 Line G Level 2 Line G Seg 1 46.00 13.50 32.00 18.50 4.50 4.50 9.00 Wall G-'_ Seg 1 46.00 13.50 32.00 18.50 4.50 4.50 - Opening 1 - - 15.50 27.50 12.00 - - 6.75 Level 1 Line G Seg 1 1 46.00 13.50 32.00 18.50 7.75 7.75 10.00 5 10 Woodworks® Shearwans shear.wsw Jul. 13, 2016 14:03:36 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall G-1 Seg 1 46.00 13.50 32.00 18.50 7.75 7.75 - Opening 1 - - 14.25 24.25 10.00 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 11 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude pbs,plf,psf] Start Trib Ht End ft Block 1 W Wall 1 W->E Wind Line -8.00 -3.50 72.7 Block 1 W Wall Min W->E Wind Line -8.00 -3.50 36.0 Block 1 W Roof Min W->E Wind Line -5.00 47.50 29.1 Block 1 W Roof 1 W->E Wind Line -5.00 47.50 -1.6 Block 1 W Wall Min W->E Wind Line -3.50 0.00 36.0 Block 1 W Wall 1 W->E Wind Line -3.50 0.00 72.7 Block 1 W Wall Min W->E Wind Line 0.00 30.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 30.00 72.7 Block 1 W Wall Min W->E Wind Line 30.00 46.00 36.0 Block 1 W Wall 1 W->E Wind Line 30.00 46.00 72.7 Block 1 E Wall 1 W->E Lee Line -8.00 -6.50 47.8 Block 1 E Wall Min W->E Lee Line -8.00 -6.50 36.0 Block 1 E Wall 1 W->E Lee Line -6.50 23.50 47.8 Block 1 E Wall Min W->E Lee Line -6.50 23.50 36.0 Block 1 E Roof 1 W->E Lee Line -5.00 47.50 92.9 Block 1 E Roof Min W->E Lee Line -5.00 47.50 29.1 Block 1 E Wall 1 W->E Lee Line 23.50 29.00 47.8 Block 1 E Wall Min W->E Lee Line 23.50 29.00 36.0 Block 1 E Wall 1 W->E Lee Line 29.00 38.50 47.8 Block 1 E Wall Min W->7 Lee Line 29.00 38.50 36.0 Block 1 E Wall Min W->E Lee Line 38.50 46.00 36.0 Block 1 E Wall 1 W->E Lee Line 38.50 46.00 47.8 Block 1 W Wall Min E->W Lee Line -8.00 -3.50 36.0 Block 1 W Wall 1 E->W Lee Line -8.00 -3.50 47.8 Block 1 W Roof Min E->W Lee Line -5.00 47.50 29.1 Block 1 W Roof 1 E->W Lee Line -5.00 47.50 92.9 Block 1 W Wall Min E->W Lee Line -3.50 0.00 36.0 Block 1 W Wall 1 E->W Lee Line -3.50 0.00 47.8 Block 1 W Wall 1 E->W Lee Line 0.00 30.00 47.8 Block 1 W Wall Min E->W Lee Line 0.00 30.00 36.0 Block 1 W Wall 1 E->W Lee Line 30.00 46.00 47.8 Block 1 W Wall Min E->W Lee Line 30.00 46.00 36.0 Block 1 E Wall Min E->W Wind Line -8.00 -6.50 36.0 Block 1 E Wall 1 E->W Wind Line -8.00 -6.50 72.7 Block 1 E Wall Min E->W Wind Line -6.50 23.50 36.0 Block 1 E Wall 1 E->W Wind Line -6.50 23.50 72.7 Block 1 E Roof Min E->W Wind Line -5.00 47.50 29.1 Block 1 E Roof 1 E->W Wind Line -5.00 47.50 -1.6 Block 1 E Wall Min E->W Wind Line 23.50 29.00 36.0 Block 1 E Wall 1 E->W Wind Line 23.50 29.00 72.7 Block 1 E Wall Min E->W Wind Line 29.00 38.50 36.0 Block 1 E Wall 1 E->W Wind Line 29.00 38.50 72.7 Block 1 E Wall Min E->W Wind Line 38.50 46.00 36.0 Block 1 E Wall 1 E->W Wind Line 38.50 46.00 72.7 Block 1 S L Gable 1 S->N Wind Line 0.00 16.00 0.0 112.2 Block 1 S L Gable Min S->N Wind Line 0.00 16.00 0.0 53.3 Block 1 S Wall Min S->N Wind Line 0:00 24.00 36.0 Block 1 S Wall 1 S->N Wind Line 0.00 24.00 72.7 Block 1 S R Gable 1 S->N Wind Line 16.00 32.00 112.2 0.0 Block 1 S R Gable Min S->N Wind Line 16.00 32.00 53.3 0.0 Block 1 S Wall 1 S->N Wind Line 24.00 41.00 72.7 Block 1 S Wall Min S->N Wind Line 24.00 41.00 36.0 Block 1 S Wall Min S->N Wind Line 41.00 56.50 36.0 Block 1 S Wall 1 S->N Wind Line 41.00 56.50 72.7 Block 1 S Wall 1 S->N Wind Line 56.50 69.00 72.7 Block 1 S Wall Min S->N Wind Line 56.50 69.00 36.0 Block 1 N Wall 1 S->N Lee Line 0.00 13.50 37.4 Block 1 N L Gable 1 S->N Lee Line 0.00 16.00 0.0 55.3 Block 1 N Wall Min S->N Lee Line 0.00 13.50 36.0 Block 1 N L Gable Min S->N Lee Line 0.00 16.00 0.0 53.3 Block 1 N Wall 1 S->N Lee Line 13.50 32.00 37.4 Block 1 N Wall Min S->N Lee Line 13.50 32.00 36.0 Block 1 N R Gable Min S->N Lee Line 16.00 32.00 53.3 0.0 Block 1 N R Gable 1 S->N Lee Line 16.00 32.00 55.3 0.0 Block 1 N Wall 1 S->N Lee Line 32.00 44.00 37.4 Block 1 N Wall Min S->N Lee Line 32.00 44.00 36.0 Block 1 N Wall Min S->N Lee Line 44.00 56.50 36.0 Block 1 N Wall 1 S->N Lee Line 44.00 56.50 37.4 Block 1 N Wall Min S->N Lee Line 56.50 69.00 36.0 Block 1 N Wall 1 S->N Lee Line 56.50 69.00 37.4 12 Woodworks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 S Wall 1 N->S Lee Line 0.00 24.00 37.4 Block 1 S L Cable Min N->S Lee Line 0.00 16.00 0.0 53.3 Block 1 S Wall Min N->S Lee Line 0.00 24.00 36.0 Block 1 S L Gable 1 N->S Lee Line 0.00 16.00 0.0 55.3 Block 1 S R Gable 1 N->S Lee Line 16.00 32.00 55.3 0.0 Block 1 S R Gable Min N->S Lee Line 16.00 32.00 53.3 0.0 Block 1 S Wall Min N->S Lee Line 24.00 41.00 36.0 Block 1 S Wall 1 N->S Lee Line 24.00 41.00 37.4 Block 1 S Wall 1 N->S Lee Line 41.00 56.50 37.4 Block 1 S Wall Min N->S Lee Line 41.00 56.50 36.0 Block 1 S Wall Min N->S Lee Line 56.50 69.00 36.0 Block 1 S Wall 1 N->S Lee Line 56.50 69.00 37.4 Block 1 N Wall 1 N->S Wind Line 0.00 13.50 72.7 Block 1 N L Gable Min N->S Wind Line 0.00 16.00 0.0 53.3 Block 1 N L Gable 1 N->S Wind Line 0.00 16.00 0.0 112.2 Block 1 N Wall Min N->S Wind Line 0.00 13.50 36.0 Block 1 N Wall Min N->S Wind Line 13.50 32.00 36.0 Block 1 N Wall 1 N->S Wind Line 13.50 32.00 72.7 Block 1 N R Gable 1 N->S Wind Line 16.00 32.00 112.2 0.0 Block 1 N R Gable Min N->S Wind Line 16.00 32.00 53.3 0.0 Block 1 N Wall Min N->S Wind Line 32.00 44.00 36.0 Block 1 N Wall 1 N->S Wind Line 32.00 44.00 72.7 Block 1 N Wall, 1 N->S Wind Line 44.00 56.50 72.7 Block 1 N Wall Min N->S Wind Line 44.00 56.50 36.0 Block 1 N Wall 1 N->S Wind Line 56.50 69.00 72.7 Block 1 N Wall Min N->S Wind Line 56.50 69.00 36.0 Block 2 W Roof Min W->E Wind Line -9.50 40.00 12.5 Block 2 W Roof 1 W->E Wind Line -9.50 40.00 -5.6 Block 2 E Roof 1 W->E Lee Line -9.50 40.00 39.1 Block 2 E Roof Min W->E Lee Line -9.50 40.00 12.5 Block 2 W Roof 1 E->W Lee Line -9.50 40.00 39.1 Block 2 W Roof Min E->W Lee Line -9.50 40.00 12.5 Block 2 E Roof 1 E->W Wind Line -9.50 40.00 -5.6 Block 2 E Roof Min E->W Wind Line -9.50 40.00 12.5 Block 2 S L Gable Min S->N Wind Line 32.00 38.00 0.0 20.0 Block 2 S L Gable 1 S->N Wind Line 32.00 38.00 0.0 41.6 Block 2 S R Gable 1 S->N Wind Line 38.00 44.00 41.6 0.0 Block 2 S R Gable Min S->N Wind Line 38.00 44.00 20.0 0.0 Block 2 N L Gable 1 S->N Lee Line 32.00 38.00 0.0 10.8 Block 2 N L Gable Min S->N Lee Line 32.00 38.00 0.0 20.0 Block 2 N R Gable Min S->N Lee Line 38.00 44.00 20.0 0.0 Block 2 N R Gable 1 S->N Lee Line 38.00 44.00 10.8 0.0 Block 2 S L Gable 1 N->S Lee Line 32.00 38.00 0.0 10.8 Block 2 S L Gable Min N->S Lee Line 32.00 38.00 0.0 20.0 Block 2 S R Gable Min N->S Lee Line 38.00 44.00 20.0 0.0 Block 2 S R Gable 1 N->S Lee Line 38.00 44.00 10.8 0.0 Block 2 N L Gable Min N->S Wind Line 32.00 38.00 0.0 20.0 Block 2 N L Gable 1 N->S Wind Line 32.00 38.00 0.0 41.6 Block 2 N R Gable 1 N->S Wind Line 38.00 44.00 41.6 0.0 Block 2 N R Gable Min N->S Wind Line 38.00 44.00 20.0 0.0 Block 3 W L Gable Min W->E Wind Line -8.00 10.50 0.0 61.6 Block 3 W L Gable 1 W->E Wind Line -8.00 10.50 0.0 130.1 Block 3 W R Gable Min W->E Wind Line 10.50 29.00 61.6 0.0 Block 3 W R Gable 1 W->E Wind Line 10.50 29.00 130.1 0.0 Block 3 E L Gable Min W->E Lee Line -8.00 10.50 0.0 61.6 Block 3 E L Gable 1 W->E Lee Line -8.00 10.50 0.0 82.2 Block 3 E R Gable Min W->E Lee Line 10.50 29.00 61.6 0.0 Block 3 E R Gable 1 W->E Lee Line 10.50 29.00 82.2 0.0 Block 3 W L Gable 1 E->W Lee Line -8.00 10.50 0.0 82.2 Block 3 W L Gable Min E->W Lee Line -8.00 10.50 0.0 61.6 Block 3 W R Gable Min E->W Lee Line 10.50 29.00 61.6 0.0 Block 3 W R Gable 1 E->W Lee Line 10.50 29.00 82.2 0.0 Block 3 E L Gable Min E->W Wind Line -8.00 10.50 0.0 61.6 Block 3 E L Gable 1 E->W Wind Line -8.00 10.50 0.0 130.1 Block 3 E R Gable 1 E->W Wind Line 10.50 29.00 130.1 0.0 Block 3 E R Gable Min E->W Wind Line 10.50 29.00 61.6 0.0 Block 3 S Roof Min S->N Wind Line 42.50 58.00 33.3 Block 3 S Roof 1 S->N Wind Line 42.50 58.00 4.5 Block 3 N Roof 1 S->N Lee Line 42.50 58.00 106.7 Block 3 N Roof Min S->N Lee Line 42.50 58.00 33.3 Block 3 S Roof Min N->S Lee Line 42.50 58.00 33.3 Block 3 S Roof 1 N->S Lee Line 42.50 58.00 106.7 Block 3 N Roof Min N->S Wind Line 42.50 58.00 33.3 Block 3 N Roof 1 N->S Wind Line 42.50 58.00 4.5 8 13 WoodWorksO Shearwalls shear.wsw Jul. 13, 2016 14:03:36 WIND SHEAR LOADS (as entered or generated) (continued) Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 Block 4 W W W W E E E E W W W W E E E E S S N N S S N N L Gable L Gable R Gable R Gable L Gable L Gable R Gable R Gable L Gable L Gable R Gable R Gable L Gable L Gable R Gable R Gable Roof Roof Roof Roof Roof Roof Roof Roof Min 1 Min 1 Min 1 Min 1 Min 1 1 Min Min 1 Min 1 Min 1 1 Min Min 1 Min 1 W->E W->E W->E W->E W->E W->E W->E W->E E->W E->W E->W E->W E->W E->W E->W E->W S->N S->N S->N S->N N->S N->S N->S N->S Wind Wind Wind Wind Lee Lee Lee Lee Lee Lee Lee Lee Wind Wind Wind Wind Wind Wind Lee Lee Lee Lee Wind Wind Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line -6.50 -6.50 8.50 8.50 -6.50 -6.50 8.50 8.50 -6.50 -6.50 8.50 8.50 -6.50 -6.50 8.50 8.50 55.00 55.00 55.00 55.00 55.00 55.00 55.00 55.00 8.50 8.50 23.50 23.50 8.50 8.50 23.50 23.50 8.50 8.50 23.50 23.50 8.50 8.50 23.50 23.50 70.50 70.50 70.50 70.50 70.50 70.50 70.50 70.50 0.0 50.0 0.0 105.1 50.0 0.0 105.1 0.0 0.0 50.0 0.0 66.3 50.0 0.0 66.3 0.0 0.0 50.0 0.0 66.3 66.3 0.0 50.0 0.0 0.0 50.0 0.0 105.1 50.0 0.0 105.1 0.0 27.5 -4.1 87.5 27.5 27.5 87.5 27.5 -4.1 Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W Wall 1 W->E Wind Line -8.00 -3.50 90.2 Block 1 W Wall Min W->E Wind Line -8.00 -3.50 47.5 Block 1 W Wall Min W->E Wind Line -8.00 -3.50 36.0 Block 1 W Wall 1 W->E Wind Line -8.00 -3.S0 69.2 Block 1 W Wall 1 W->E Wind Line -3.50 0.00 69.2 Block 1 W Wall Min W->E Wind Line -3.50 0.00 36.0 Block 1 W Wall 1 W->E Wind Line -3.50 0.00 90.2 Block 1 W Wall Min W->E Wind Line -3.50 0.00 47.5 Block 1 W Wall Min W->E Wind Line 0.00 30.00 47.5 Block 1 W Wall 1 W->E Wind Line 0.00 30.00 90.2 Block 1 W Wall 1 W->E Wind Line 0.00 30.00 69.2 Block 1 W Wall Min W->E Wind Line 0.00 30.00 36.0 Block 1 W Wall 1 W->E Wind Line 30.00 46.00 69.2 Block 1 W Wall 1 W->E Wind Line 30.00 46.00 90.2 Block 1 W Wall Min W->E Wind Line 30.00 46.00 36.0 Block 1 W Wall Min W->E Wind Line 30.00 46.00 47.5 Block 1 E Wall 1 W->E Lee Line -8.00 -6.50 47.8 Block 1 E Wall Min W->E Lee Line -8.00 -6.50 47.5 Block 1 E Wall 1 W->E Lee Line -8.00 -6.50 63.1 Block 1 E Wall Min W->E Lee Line -8.00 -6.50 36.0 Block 1 E Wall 1 W->E Lee Line -6.50 23.50 63.1 Block 1 E Wall 1 W->E Lee Line -6.50 23.50 47.8 Block 1 E Wall Min W->E Lee Line -6.50 23.50 36.0 Block 1 E Wall Min W->E Lee Line -6.50 23.50 47.5 Block 1 E Wall 1 W->E Lee Line 23.50 29.00 47.8 Block 1 E Wall 1 W->E Lee Line 23.50 29.00 63.1 Block 1 E Wall Min W->E Lee Line 23.50 29.00 36.0 Block 1 E Wall Min W->E Lee Line 23.50 29.00 47.5 Block 1 E Wall 1 W->E Lee Line 29.00 38.50 63.1 Block 1 E Wall Min W->E Lee Line 29.00 38.50 47.5 Block 1 E Wall Min W->E Lee Line 29.00 38.50 36.0 Block 1 E Wall 1 W->E Lee Line 29.00 38.50 47.8 Block 1 E Wall 1 W->E Lee Line 38.50 46.00 63.1 Block 1 E Wall Min W->E Lee Line 38.50 46.00 47.5 Block 1 E Wall Min W->E Lee Line 38.50 46.00 36.0 Block 1 E Wall 1 W->E Lee Line 38.50 46.00 47.8 Block 1 W Wall 1 E->W Lee Line -8.00 -3.50 63.1 Block 1 W Wall 1 E->W Lee Line -8.00 -3.50 47.8 Block 1 W Wall Min E->W Lee Line -8.00 -3.50 36.0 Block 1 W Wall Min E->W Lee Line -8.00 -3.50 47.5 Block 1 W Wall Min E->W Lee Line -3.50 0.00 47.5 Block 1 W Wall 1 E->W Lee Line -3.50 0.00 47.8 Block 1 W Wall Min E->W Lee Line -3.50 0.00 36.0 Block 1 W Wall 1 E->W Lee Line -3.50 0.00 63.1 Block '_ W Wall 1 E->W Lee Line 0.00 30.00 63.1 Block ': W Wall 1 E->W Lee Line 0.00 30.00 47.8 14 Woodworks® Shearwans shear.wsw Jul. 13, 2016 14:03:36 :71 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 W Wall Min E->W Lee Line 0.00 30.00 36.0 Block 1 W Wall Min E->W Lee Line 0.00 30.00 47.5 Block 1 W Wall Min E->W Lee Line 30.00 46.00 36.0 Block 1 W Wall 1 E->W Lee Line 30.00 46.00 47.8 Block 1 W Wall Min E->W Lee Line 30.00 46.00 47.5 Block 1 W Wall 1 E->W Lee Line 30.00 46.00 63.1 Block 1 E Wall 1 E->W Wind Line -8.00 -6.50 90.2 Block 1 E Wall Min E->W Wind Line -8.00 -6.50 36.0 Block 1 E Wall Min E->W Wind Line -8.00 -6.50 47.5 Block 1 E Wall 1 E->W Wind Line -8.00 -6.50 69.2 Block 1 E Wall 1 E->W Wind Line -6.50 23.50 90.2 Block 1 E Wall 1 E->W Wind Line -6.50 23.50 69.2 Block 1 E Wall Min E->W Wind Line -6.50 23.50 36.0 Block 1 E Wall Min E->W Wind Line -6.50 23.50 47.5 Block 1 E Wall 1 E->W Wind Line 23.50 29.00 69.2 Block 1 E Wall Min E->W Wind Line 23.50 29.00 36.0 Block 1 E Wall Min E->W Wind Line 23.50 29.00 47.5 Block 1 E Wall 1 E->W Wind Line 23.50 29.00 90.2 Block 1 E Wall 1 E->W Wind Line 29.00 38.50 90.2 Block 1 E Wall Min E->W Wind Line 29.00 38.50 36.0 Block 1 E Wall 1 E->W Wind Line 29.00 38.50 69.2 Block 1 E Wall Min E->W Wind Line 29.00 38.50 47.5 Block 1 E Wall 1 E->W Wind Line 38.50 46.00 90.2 Block 1 E Wall 1 E->W Wind Line 38.50 46.00 69.2 Block 1 E Wall Min E->W Wind Line 38.50 46.00 36.0 Block 1 E Wall Min E->W Wind Line 38.50 46.00 47.5 Block 1 S Wall Min S->N Wind Line 0.00 24.00 47.5 Block 1 S Wall Min S->N Wind Line 0.00 24.00 36.0 Block 1 S Wall 1 S->N Wind Line 0.00 24.00 69.2 Block 1 S Wall 1 S->N Wind Line 0.00 24.00 90.2 Block 1 S Wall 1 S->N Wind Line 24.00 41.00 69.2 Block 1 S Wall Min S->N Wind Line 24.00 41.00 47.5 Block 1 S Wall 1 S->N Wind Line 24.00 41.00 90.2 Block 1 S Wall Min S->N Wind Line 24.00 41.00 36.0 Block 1 S Wall 1 S->N Wind Line 41.00 56.50 69.2 Block 1 S Wall Min S->N Wind Line 41.00 56.50 36.0 Block 1 S Wall Min S->N Wind Line 41.00 56.50 47.5 Block 1 S Wall 1 S->N Wind Line 41.00 56.50 90.2 Block 1 S Wall Min S->N Wind Line 56.50 69.00 36.0 Block 1 S Wall 1 S->N Wind Line 56.50 69.00 69.2 Block 1 S Wall 1 S->N Wind Line 56.50 69.00 90.2 Block 1 S Wall Min S->N Wind Line 56.50 69.00 47.5 Block 1 N Wall Min S->N Lee Line 0.00 13.50 47.5 Block 1 N Wall 1 S->N Lee Line 0.00 13.50 37.4 Block 1 N Wall 1 S->N Lee Line 0.00 13.50 49.3 Block 1 N Wall Min S->N Lee Line 0.00 13.50 36.0 Block 1 N Wall Min S->N Lee Line 13.50 32.00 36.0 Block 1 N Wall 1 S->N Lee Line 13.50 32.00 49.3 Block 1 N Wall Min S->N Lee Line 13.50 32.00 47.5 Block 1 N Wall 1 S->N Lee Line 13.50 32.00 37.4 Block 1 N Wall Min S->N Lee Line 32.00 44.00 47.5 Block 1 N Wall 1 S->N Lee Line 32.00 44.00 37.4 Block 1 N Wall Min S->N Lee Line 32.00 44.00 36.0 Block 1 N Wall 1 S->N Lee Line 32.00 44.00 49.3 Block 1 N Wall 1 S->N Lee Line 44.00 56.50 49.3 Block 1 N Wall 1 S->N Lee Line 44.00 56.50 37.4 Block 1 N Wall Min S->N Lee Line 44.00 56.50 36.0 Block 1 N Wall Min S->N Lee Line 44.00 56.50 47.5 Block 1 N Wall Min S->N Lee Line 56.50 69.00 36.0 Block 1 N Wall 1 S->N Lee Line 56.50 69.00 49.3 Block 1 N Wall 1 S->N Lee Line 56.50 69.00 37.4 Block 1 N Wall Min S->N Lee Line 56.50 69.00 47.5 Block 1 S Wall Min N->S Lee Line 0.00 24.00 36.0 Block 1 S Wall 1 N->S Lee Line 0.00 24.00 49.3 Block 1 S Wall 1 N->S Lee Line 0.00 24.00 37.4 Block 1 S Wall Min N->S Lee Line 0.00 24.00 47.5 Block 1 S Wall Min N->S Lee Line 24.00 41.00 47.5 Block 1 S Wall Min N->S Lee Line 24.00 41.00 36.0 Block 1 S Wall 1 N->S Lee Line 24.00 41.00 49.3 Block 1 S Wall 1 N->S Lee Line 24.00 41.00 37.4 Block 1 S Wall Min N->S Lee Line 41.00 56.50 36.0 Block 1 S Wall 1 N->S Lee Line 41.00 56.50 49.3 Block 1 S Wall Min N->S Lee Line 41.00 56.50 47.5 Block 1 S Wall 1 N->S Lee Line 41.00 56.50 37.4 10 15 Woodworks® Shearwalls shear.wsw Jul. 13, 201614:03:36 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 S Wall 1 N->S Lee Line 56.50 69.00 37.4 Block 1 S Wall 1 N->S Lee Line 56.50 69.00 49.3 Block 1 S Wall Min N->S Lee Line 56.50 69.00 47.5 Block 1 S Wall Min N->S Lee Line 56.50 69.00 36.0 Block 1 N Wall 1 N->S Wind Line 0.00 13.50 69.2 Block 1 N Wall Min N->S Wind Line 0.00 13.50 47.5 Block 1 N Wall 1 N->S Wind Line 0.00 13.50 90.2 Block 1 N Wall Min N->S Wind Line 0.00 13.50 36.0 Block 1 N Wall Min N->S Wind Line 13.50 32.00 47.5 Block 1 N Wall 1 N->S Wind Line 13.30 32.00 90.2 Block 1 N Wall Min N->S Wind Line 13.50 32.00 36.0 Block 1 N Wall 1 N->S Wind Line 13.50 32.00 69.2 Block 1 N Wall Min N->S Wind Line 32.00 44.00 47.5 Block 1 N Wall 1 N->S Wind Line 32.00 44.00 90.2 Block 1 N Wall 1 N->S Wind Line 32.00 44.00 69.2 Block 1 N Wall Min N->S Wind Line 32.00 44.00 36.0 Block 1 N Wall 1 N->S Wind Line 44.00 56.50 69.2 Block 1 N Wall 1 N->S Wind Line 44.00 56.50 90.2 Block 1 N Wall Min N->S Wind Line 44.00 56.50 47.5 Block 1 N Wall Min N->S Wind Line 44.00 56.50 36.0 Block 1 N Wall Min N->S Wind Line 56.50 69.00 36.0 Block 1 N Wall Min N->S Wind Line 56.50 69.00 47.5 Block 1 N Wall 1 N->S Wind Line 56.50 69.00 90.2 Block 1 N Wall 1 N->S Wind Line 56.50 69.00 69.2 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 11 16 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,pst] Width Dir Element Line Start End Start End ft E-W Roof Block 1 1 Line -5.00 47.50 262.5 262.5 E-W Roof Block 1 4 Line -5.00 47.50 262.5 262.5 E-W Roof Block 2 4 Line -9.50 40.00 112.5 112.5 E-W Roof Block 2 Line -9.50 40.00 112.5 112.5 E-W Roof Block 3 Line -9.50 30.50 116.3 116.3 E-W Roof Block 3 6 Line -9.50 30.50 116.3 116.3 E-W Roof Block 4 6 Line -8.00 25.00 116.3 116.3 E-W Roof Block 4 7 Line -8.00 25.00 116.3 116.3 E-W R Gable Block 3 Line -8.00 10.50 77.0 0.0 E-W L Gable Block 3 Line 10.50 29.00 0.0 77.0 E-W L Gable Block 3 6 Line -8.00 10.50 77.0 0.0 E-W R Gable Block 3 6 Line 10.50 29.00 0.0 77.0 E-W R Gable Block 4 6 Line -6.50 8.50 62.4 0.0 E-W L Gable Block 4 6 Line 8.50 23.50 0.0 62.4 E-W L Gable Block 4 7 Line -6.50 8.50 62.4 0.0 E-W R Gable Block 4 7 Line 8.50 23.50 0.0 62.4 N-S Roof Block 1 B Line -1.50 33.50 393.8 393.8 N-S Roof Block 1 G Line -1.50 33.50 393.8 393.8 N-S Roof Block 2 A Line 30.50 45.50 371.3 371.3 N-S Roof Block 2 F Line 30.50 45.50 371.3 371.3 N-S Roof Block 3 A Line 42.50 58.00 300.0 300.0 N-S Roof Block 3 E Line 42.50 58.00 300.0 300.0 N-S Roof Block 4 Line 55.00 70.50 247.5 247.5 N-S Roof Block 4 Line 55.00 70.50 247.5 247.5 N-S L Gable Block 1 B Line 0.00 16.00 66.6 0.0 N-S R Gable Block 1 B Line 16.00 32.00 0.0 66.6 N-S R Gable Block 1 G Line 0.00 16.00 66.6 0.0 N-S L Gable Block 1 G Line 16.00 32.00 0.0 66.6 N-S L Gable Block 2 A Line 32.00 38.00 25.0 0.0 N-S R Gable Block 2 A Line 38.00 44.00 0.0 25.0 N-S R Gable Block 2 F Line 32.00 38.00 25.0 0.0 N-S L Gable Block 2 F Line 38.00 44.00 0.0 25.0 Both Wall 1-1 n/a 1 Line 0.00 30.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 30.00 46.00 45.0 45.0 Both Wall 3-1 n/a 3 Line -3.50 0.00 45.0 45.0 Both Wall 4-1 n/a 4 Line 38.50 46.00 45.0 45.0 Both Wall 5-1 n/a 5 Line -8.00 -3.50 45.0 45.0 Both Wall 5-2 n/a Line 29.00 38.50 45.0 45.0 Both Wall 6-1 n/a 6 Line -8.00 -6.50 45.0 45.0 Both Wall 6-2 n/a 6 Line -6.00 23.50 27.0 27.0 Both Wall 6-3 n/a 6 Line 23.50 29.00 45.0 45.0 Both Wall 7-1 n/a 7 Line -6.50 23.50 45.0 45.0 Both Wall A-1 n/a A Line 41.00 56.50 45.0 45.0 Both Wall A-2 n/a Line 56.50 69.00 45.0 45.0 Both Wall B-2 n/a B Line 24.00 41.00 45.0 45.0 Both Wall B-1 n/a Line 0.00 24.00 45.0 45.0 Both Wall C-1 n/a Line 0.00 27.25 27.0 27.0 Both Wall D-2 n/a Line 56.50 69.00 45.0 45.0 Both Wall D-1 n/a Line 31.75 37.00 27.0 27.0 Both Wall E-3 n/a E Line 44.00 56.50 45.0 45.0 Both Wall E-2 n/a Line 31.00 44.00 27.0 27.0 Both Wall E-1 n/a Line 0.00 13.50 45.0 45.0 Both Wall F-1 n/a F Line 32.00 44.00 45.0 45.0 Both Wall G-1 n/a G Line 13.50 32.00 45.0 45.0 Levell Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf] Width Dir Element Line Start End Start End ft Both Wall 1-1 n/a 1 Line 0.00 30.00 45.0 45.0 E-W Floor F4 n/a 1 Line 0.00 23.50 345.0 345.0 E-W Floor F5 n/a 1 Line 23.50 29.00 282.5 282.5 E-W Floor F6 n/a 1 Line 29.00 30.00 220.0 220.0 Both Wall 2-1 n/a 2 Line 30.00 46.00 45.0 45.0 E-W Floor F7 n/a 2 Line 30.00 38.50 152.5 152.5 E-W Floor F8 n/a 2 Line 38.50 46.00 92.5 92.5 E-W Floor F3 n/a 3 Line -3.50 0.00 225.0 225.0 12 17 Woodworks® Shearwalls shear.wsw Ju). 13, 2016 14:03:36 BUILDING MASSES (continued) Both Wall 3-1 n/a 3 Line -3.50 0.00 45.0 45.0 E-W Floor F8 n/a 4 Line 38.50 46.00 92.5 92.5 Both Wall 4-1 n/a 4 Line 38.50 46.00 45.0 45.0 E-W Floor F1 n/a 5 Line -8.00 -6.50 77.5 77.5 Both Wall 5-1 n/a 5 Line -8.00 -3.50 45.0 45.0 E-W Floor F2 n/a 5 Line -6.50 -3.50 140.0 140.0 Both Wall 5-2 n/a Line 29.00 38.50 45.0 45.0 E-W Floor F6 n/a Line 29.00 30.00 220.0 220.0 E-W Floor F7 n/a Line 30.00 38.50 152.5 152.5 E-W Floor F1 n/a 6 Line -8.00 -6.50 77.5 77.5 Both Wall 6-1 n/a 6 Line -8.00 -6.50 45.0 45.0 Both Wall 6-2 n/a 6 Line -6.00 23.50 27.0 27.0 Both Wall 6-3 n/a 6 Line 23.50 29.00 45.0 45.0 E-W Floor F5 n/a 6 Line 23.50 29.00 282.5 282.5 E-W Floor F2 n/a 7 Line -6.50 -3.50 140.0 140.0 Both Wall 7-1 n/a 7 Line -6.50 23.50 45.0 45.0 E-W Floor F3 n/a 7 Line -3.50 0.00 225.0 225.0 E-W Floor F4 n/a 7 Line 0.00 23.50 345.0 345.0 Both Wall A-1 n/a A Line 41.00 56.50 45.0 45.0 N-S Floor F5 n/a A Line 41.00 44.00 232.5 232.5 N-S Floor F6 n/a A Line 44.00 56.50 185.0 185.0 Both Wall A-2 n/a Line 56.50 69.00 45.0 45.0 N-S Floor F7 n/a Line 56.50 69.00 150.0 150.0 Both Wall B-2 n/a B Line 24.00 41.00 45.0 45.0 N-S Floor F3 n/a B Line 24.00 32.00 247.5 247.5 N-S Floor F4 n/a B Line 32.00 41.00 210.0 210.0 N-S Floor F1 n/a Line 0.00 13.50 150.0 150.0 Both Wall B-1 n/a Line 0.00 24.00 45.0 45.0 N-S Floor F2 n/a Line 13.50 24.00 230.0 230.0 Both Wall C-1 n/a Line 0.00 27.25 27.0 27.0 Both Wall D-2 n/a Line 56.50 69.00 45.0 45.0 N-S Floor F7 n/a Line 56.50 69.00 150.0 150.0 Both Wall D-1 n/a Line 31.75 37.00 27.0 27.0 N-S Floor F6 n/a E Line 44.00 56.5C 185.0 185.0 Both Wall E-3 n/a E Line 44.00 56.50 45.0 45.0 Both Wall E-2 n/a Line 31.00 44.00 27.0 27.0 Both Wall E-1 n/a Line 0.00 13.50 45.0 45.0 N-S Floor Fl n/a Line 0.00 13.50 150.0 150.0 N-S Floor F4 n/a F Line 32.00 41.00 210.0 210.0 Both Wall F-1 n/a F Line 32.00 44.00 45.0 45.0 N-S Floor F5 n/a F Line 41.00 44.0C 232.5 232.5 N-S Floor F2 n/a G Line 13.50 24.00 230.0 230.0 Both Wall G-1 n/a G Line 13.50 32.00 45.0 45.0 N-S Floor F3 n/a G Line 24.00 32.00 247.5 247.5 13 M WoodWorks® Shearwalls shear.wsw Jul.13, 2016 14:03:36 BUILDING MASSES (continued) Both Wall 1-1 n/a 1 Line 0.00 30.00 50.0 50.0 Both Wall 2-1 n/a 2 Line 30.00 46.00 50.0 50.0 Both Wall 3-1 n/a 3 Line -3.50 0.00 50.0 50.0 Both Wall 4-1 n/a 4 Line 3B.50 46.00 50.0 50.0 Both Wall 5-1 n/a 5 Line -8.00 -3.50 50.0 50.0 Both Wall 5-2 n/a Line 29.00 38.50 50.0 50.0 Both Wall 6-1 n/a 6 Line -8.00 -6.50 50.0 50.0 Both Wall 6-2 n/a 6 Line -6.00 23.50 30.0 30.0 Both Wall 6-3 n/a 6 Line 23.50 29.00 50.0 50.0 Both Wall 7-1 n/a 7 Line -6.50 23.50 50.0 50.0 Both Wall A-1 n/a A Line 41.00 56.50 50.0 50.0 Both Wall A-2 n/a Line 56.50 69.00 50.0 50.0 Both Wall B-2 n/a B Line 24.00 41.00 50.0 50.0 Both Wall B-1 n/a Line 0.00 24.00 50.0 50.0 Both Wall C-1 n/a C Line 30.00 55.50 30.0 30.0 Both Wall D-2 n/a D Line 31.50 43.25 30.0 30.0 Both Wall D-3 n/a Line 56.50 69.00 50.0 50.0 Both Wall D-1 n/a Line 26.25 31.50 30.0 30.0 Both Wall E-2 n/a E Line 44.00 56.50 50.0 50.0 Both Wall E-1 n/a Line 0.00 13.50 50.0 50.0 Both Wall F-1 n/a F Line 32.00 44.00 50.0 50.0 Both Wall G-1 n/a G Line 13.50 32.00 50.0 50.0 Legend. Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Sheadine that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 14 ivz WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E-W Line -9.50 -8.00 73.9 73.9 E-W Point -8.00 -8.00 137 137 E-W Line -8.00 -6.50 126.0 128.1 E-W Point -6.50 -6.50 91 91 E-W Line -6.50 -6.00 128.1 129.4 E-W Line -6.00 -5.00 133.8 136.4 E-W Line -5.00 -3.50 221.3 225.3 E-W Point -3.50 -3.50 296 296 E-W Line -3.50 0.00 225.3 234.7 E-W Point 0.00 0.00 175 175 E-W Line 0.00 8.50 234.7 257.6 E-W Line 8.50 10.50 257.6 257.6 E-W Point 10.00 10.00 119 119 E-W Line 10.50 23.50 257.6 222.6 E-W Point 23.50 23.50 91 91 E-W Line 23.50 25.00 218.3 216.2 E-W Point 24.50 24.50 23 23 E-W Line 25.00 29.00 178.7 173.3 E-W Point 29.00 29.00 91 91 E-W Line 29.00 30.00 173.3 173.3 E-W Point 29.25 29.25 57 57 E-W Point 30.00 30.00 98 98 E-W Line 30.00 30.50 173.3 173.3 E-W Line 30.50 38.50 135.7 135.7 E-W Point 38.50 38.50 ill ill E-W Line 38.50 40.00 135.7 135.7 E-W Line 40.00 46.00 99.4 99.4 E-W Point 46.00 46.00 307 307 E-W Line 46.00 47.50 84.8 84.8 N-S Line -1.50 0.00 127.2 127.2 N-S Point 0.00 0.00 218 218 N-S Line 0.00 13.50 146.1 164.3 N-S Point 13.50 13.50 116 116 N-S Line 13.50 16.00 164.3 167.7 N-S Line 16.00 24.00 167.7 156.9 N-S Point 24.00 24.00 25 25 N-S Line 24.00 27.25 156.9 152.5 N-S Line 27.25 30.50 148.2 143.8 N-S Line 30.50 31.00 263.8 263.1 N-S Line 31.00 31.75 267.5 266.5 N-S Line 31.75 32.00 270.8 270.5 N-S Point 32.00 32.00 55 55 N-S Line 32.00 33.50 270.5 272.5 N-S Line 33.50 37.00 145.3 150.0 N-S Line 37.00 38.00 145.6 146.9 N-S Line 38.00 41.00 146.9 142.9 N-S Point 41.00 41.00 33 33 N-S Line 41.00 42.50 142.9 140.9 N-S Line 42.50 44.00 237.8 235.8 N-S Point 44.00 44.00 299 299 N-S Line 44.00 45.50 231.5 231.5 N-S Line 45.50 55.00 111.5 111.5 N-S Line 55.00 56.50 191.5 191.5 N-S Point 56.50 56.50 561 561 N-S Line 56.50 58.00 191.5 191.5 N-S Line 58.00 69.00 94.5 94.5 N-S Point 69.00 69.00 369 369 N-S Line 69.00 70.50 80.0 80.0 Level 1 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E-W Point -8.00 -8.00 1.31 131 E-W Line -8.00 -6.50 30.6 30.6 E-W Point -6.50 -6.50 105 105 E-W Line -6.50 -6.00 41.7 41.7 E-W Line -6.00 -3.50 46.7 46.7 E-W Point -3.50 -3.50 143 143 E-W Line -3.50 0.00 61.8 61.8 15 20 Woodworks® Shearwalls shear.wsw Jul. 13, 201614:03:36 SEISMIC LOADS (continued) E-W Point 0.00 0.00 202 202 E-W Line 0.00 23.50 83.1 83.1 E-W Point 7.00 7.00 68 68 E-W Point 10.00 10.00 65 65 E-W Point 22.25 22.25 31 31 E-W Point 23.50 23.50 105 105 E-W Line 23.50 29.00 66.9 66.9 E-W Point 24.50 24.50 13 13 E-W Point 25.75 25.75 14 14 E-W Point 29.00 29.00 105 105 E-W Line 29.00 30.00 55.8 55.8 E-W Point 29.25 29.25 31 31 E-W Point 30.00 30.00 114 114 E-W Line 30.00 38.50 43.9 43.9 E-W Point 38.50 38.50 101 101 E-W Line 36.50 46.00 33.2 33.2 E-W Point 46.00 46.00 156 156 N-S Point 0.00 0.00 253 253 N-S Line 0.00 13.50 45.8 45.8 N-S Point 13.50 13.50 135 135 N-S Line 13.50 24.00 60.0 60.0 N-S Point 24.00 24.00 29 29 N-S Line 24.00 26.25 63.1 63.1 N-S Line 26.25 27.25 65.8 65.8 N-S Line 27.25 30.00 63.4 63.4 N-S Line 30.00 31.00 66.0 66.0 N-S Line 31.00 31.50 68.4 68.4 N-S Line 31.50 31.75 68.4 68.4 N-S Line 31.75 32.00 70.8 70.8 N-S Point 32.00 32.00 63 63 N-S Line 32.00 37.00 64.2 64.2 N-S Line 37.00 41.00 61.8 61.8 N-S Point 41.00 41.00 38 38 N-S Line 41.00 43.25 65.8 65.8 N-S Line 43.25 44.00 63.1 63.1 N-S Point 44.00 44.00 80 80 N-S Line 44.00 55.50 52.3 52.3 N-S Line 55.50 56.50 49.6 49.6 N-S Point 56.50 56.50 208 208 N-S Line 56.50 69.00 43.4 43.4 N-S Point 69.00 69.00 253 253 Legend. Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 16 21 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 17 22 Woodworks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS NS W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 1 Both 1.0 3196 166.0 166.0 339 1.00 S 339 6517 0.49 Level 1 Lnl, Levl 2 Both 1.0 4193 266.2 266.2 495 1.00 S 495 7792 0.54 Line 2 Ln2, Levl 3^ Both 1.0 4171 521.4 521.4 638 1.00 S 638 5104 0.82 Line 6 Level 2 Ln6, Lev2 1 Both 1.0 4159 - 118.8 339 1.00 S 339 11848 0.35 Wall 6-2 1 Both 1.0 3505 118.8 118.8 339 1.00 339 9986 0.35 Wall 6-3 1 Both 1.0 654 118.8 118.8 339 1.00 339 1862 0.35 Level 1 Ln6, Levl 1 Both 1.0 8256 - 235.9 339 1.00 S 339 11848 0.70 Wall 6-2 1 Both 1.0 6959 235.9 235.9 339 1.00 339 9986 0.70 Wall 6-3 1 Both 1.0 1297 235.9 235.9 339 1.00 339 1862 0.70 Wall 6-1 1 Both 1.0 0 339 1.00 339 - - Line 7 Level 2 Ln7, Lev2 1 Both 1.0 806 38.9 38.9 339 1.00 S 339 7024 0.11 Level 1 Ln7, Levl 1 Both 1.0 1729 57.6 57.6 339 1.00 S 339 10156 0.17 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 502 - 60.9 339 1.00 S 339 2793 0.18 Wall A-1 1 Both 1.0 289 60.9 60.9 339 1.00 339 1608 0.18 Wall A-2 1 Both 1.0 213 60.9 60.9 339 1.00 339 1185 0.18 Level 1 LnA, Levl 1 Both 1.0 1088 - 38.8 339 1.00 S 339 9479 0.11 Wall A-1 1 Both 1.0 602 38.8 38.8 339 1.00 339 5247 0.11 Wall A-2 1 Both 1.0 486 38.8 38.8 339 1.00 339 4232 0.11 Line B Level 2 LnB, Lev2 1 Both 1.0 2161 - 109.4 339 1.00 S 339 6686 0.32 Wall B-2 1 Both 1.0 739 109.4 109.4 339 1.00 339 2285 0.32 Wall B-1 1 Both 1.0 1423 109.4 109.4 339 1.00 339 4401 0.32 Level 1 LnB, Levl 1 Both 1.0 3324 - 81.1 339 1.00 S 339 13879 0.24 Wall B-2 1 Both 1.0 1378 81.1 81.1 339 1.00 339 5755 0.24 Wall B-1 1 Both 1.0 1946 81.1 81.1 339 1.00 339 8124 0.24 Line C Level 2 LnC, Lev2 1 Both 1.0 4003 172.2 172.2 339 1.00 S 339 7871 0.51 Level 1 LnC, Levl 1 Both 1.0 6019 236.0 236.0 339 1.00 S 339 8632 0.70 Line D Level 2 LnD, Lev2 2 Both 1.0 2150 - 121.1 495 1.00 S 495 8782 0.24 Wall D-2 2 Both 1.0 1514 121.1 121.1 495 1.00 495 6185 0.24 Wall D-1 2 Both 1.0 636 121.1 121.1 495 1.00 495 2597 0.24 Level 1 LnD, Levl 1 Both 1.0 3976 - 134.8 339 1.00 S 339 9986 0.40 Wall D-2 1 Both 1.0 1584 134.8 134.8 339 1.00 339 3978 0.40 Wall D-3 1 Both 1.0 1685 134.8 134.8 339 1.00 339 4232 0.40 Wall D-1 1 Both 1.0 708 134.8 134.8 339 1.00 339 1777 0.40 Line E Level 2 LnE, Lev2 1 Both 1.0 1112 139.0 139.0 339 1.00 S 339 270E 0.41 Level 1 LnE, Levl 3 Both 1.0 2336 - 301.5 638 1.00 S 638 4944 0.47 Wall E-2 3 Both 1.0 1131 301.5 301.5 636 1.00 638 2392 0.47 Wall E-1 3 Both 1.0 1206 301.5 301.5 1 638 1.00 638 2552 0.47 18 23 Woodworks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 :71 SHEAR RESULTS ( flexible wind design, continued) Line F Level 2 LnF, Lev2 1 Both 1.0 1185 263.2 263.2 339 1.00 S 339 1523 0.78 Level 1 LnF, Levl 2^ Both 1.0 2521 360.2 360.2 495 1.00 S 495 3463 0.73 Line G Level 2 LnG, Lev2 1 Both 1.0 562 124.9 124.9 339 1.00 S 339 1523 0.37 Level 1 LnG, Levl 1 Both 1.0 1170 151.0 151.0 339 1.00 S 339 2624 0.45 Legeno: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. HM--Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V — For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = vlTotal = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 19 24 WoodWorks® Shearwalls shear.WSW Jul. 13, 2016 14:03:36 HOLD-DOWN DESIGN (flexible wind desianl Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 0.12 1 4293 4293 N/A 99999 0.04 V Elem 0.00 5.63 1 1562 1562 Refer to upper level V Elem 0.00 9.13 1 1538 1538 Refer to upper level 1-1 L Op 1 0.00 9.87 1 2730 2730 N/A 99999 0.03 1-1 R Op 1 0.00 13.38 1 2783 2783 STHD14 (Co 3815 0.73 V Elem 0.00 17.63 1 1538 1538 Refer to upper level 1-1 L Op 2 0.00 18.88 1 2323 2323 STHD14 (Co 3815 0.61 V Elem 0.00 28.13 1 1117 1117 Refer to upper level V Elem 0.00 29.88 1 1577 1577 Refer to upper level Line 2 2-1 R Op 1 13.50 35.63 1 5382 5382 HDU5-SDS2. 5645 0.95 2-1 L Op 2 13.50 43.38 1 5382 5382 HDU5-SDS2. 5645 0.95 Line 6 6-2 L End 56.50 -5.87 1 3458 3458 N/A 99999 0.03 6-2 R End 56.50 23.38 1 3458 3458 N/A 99999 0.03 6-3 L End 56.50 23.63 1 3734 3734 STHD14 (Co 3815 0.98 6-3 R End 56.50 28.88 1 3734 3734 STHD14 (Co 3815 0.98 Line 7 7-1 L End 69.00 -6.37 1 990 990 LIMIT w/o 1500 0.66 V Elem 69.00 -3.87 1 409 409 Refer to upper level V Elem 69.00 -0.37 1 511 511 Refer to upper level V Elem 69.00 3.38 1 511 511 Refer to upper level V Elem 69.00 5.63 1 620 620 Refer to upper level V Elem 69.00 8.38 1 620 620 Refer to upper level V Elem 69.00 10.63 1 585 585 Refer to upper level V Elem 69.00 13.38 1 585 585 Refer to upper level V Elem 69.00 15.63 1 428 428 Refer to upper level 7-1 R End 69.00 23.38 1 1009 1009 LIMIT w/o 1500 0.67 Line A A-1 L End 41.13 -8.00 1 997 997 N/A 99999 0.01 V Elem 45.63 -8.00 1 603 603 Refer to upper level A-1 R End 56.38 -8.00 1 395 395 N/A 99999 0.00 A-2 L End 56.63 -6.50 1 396 396 N/A 99999 0.00 V Elem 65.63 -8.00 1 590 590 Refer to upper level A-2 R End 68.88 -6.50 1 986 986 N/A 99999 0.01 Line B B-1 L End 0.12 0.00 1 1886 1886 N/A 99999 0.02 V Elem 3.13 -3.50 1 1067 1067 Refer to upper level V Elem 5.88 -3.50 1 1046 1046 Refer to upper level V Elem 9.87 -3.50 1 1046 1046 Refer to upper level V Elem 16.13 -3.50 1 1083 1083 Refer to upper level V Elem 18.63 -3.50 1 1083 1083 Refer to upper level V Elem 21.38 -3.50 1 1083 1083 Refer to upper level B-1 R End 23.88 0.00 1 1903 1903 N/A 99999 0.02 B-2 L End 24.13 -3.50 1 823 823 N/A 99999 0.01 V Elem 27.13 -3.50 1 1109 1109 Refer to upper level V Elem 33.63 -3.50 1 1109 1109 Refer to upper level B-2 R End 40.88 -3.50 1 823 823 N/A 99999 0.01 Line C V Elem 0.12 10.00 1 1584 1584 Refer to upper level V Elem 11.38 10.00 1 1584 1584 Refer to upper level V Elem 15.63 10.00 1 1583 1583 Refer to upper level V Elem 27.13 10.00 1 1583 1583 Refer to upper level C-1 L End 30.13 7.00 1 2384 2384 HDU5-SDS2. 4065 0.59 C-1 R End 55.38 7.00 1 2384 2384 HDU5-SDS2. 4065 0.59 Line D D-1 L End 26.38 25.75 1 1415 1415 LIMIT w/o 1500 0.94 D-1 R End 31.38 25.75 1 1415 1415 LIMIT w/o 1500 0.94 D-2 L End 31.63 22.25 1 1377 1377 LIMIT w/o 1500 0.92 V Elem 31.88 23.50 1 1144 1144 Refer to upper level V Elem 36.88 23.50 1 1144 1144 Refer to upper level D-2 R End 43.13 22.25 1 1377 1377 LIMIT w/o 1500 0.92 D-3 L End 56.63 23.50 1 2488 2488 N/A 99999 0.02 D-3 R End 68.88 23.50 1 2488 2488 N/A 99999 0.02 Line E E-1 L End 0.12 30.00 1 3216 3216 STHD14 (Co 3815 0.84 E-1 L Op 1 3.88 30.00 1 3216 3216 STHD14 (Co 3815 0.84 V Elem 31.13 29.25 1 1376 1376 Refer to upper level V Elem 33.63 29.25 1 1376 1376 Refer to upper level V Elem 38.87 29.25 1 1313 1313 Refer to upper level V Elem 43.88 29.25 1 1313 1313 Refer to upper level 20 25 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 HOLD-DOWN DESIGN ( flexible wind design, continued) E-2 E-2 Line F F-1 F-1 F-1 F-1 Line G G-1 G-1 R Op 1 R End L End L Op 1 R Op 1 R End R Op 1 V Elem R End 52.88 56.38 32.13 35.38 40.63 43.88 24.38 27.63 31.88 29.00 29.00 38.50 38.50 38.50 38.50 46.00 46.00 46.00 1 1 1 1 1 1 1 1 1 3230 3230 6648 6164 3394 3879 1560 1314 2874 3230 3230 6648 6164 3394 3879 1560 1314 2874 STHD14 (Co STHD14 (Co HDQ8-SDS3 HDQ8-SDS3 HDU5-SDS2. HDU5-SDS2. STHD14 (Co Refer to upper STHD14 (Co 3815 3815 9230 9230 4065 4065 3815 level 3815 0.85 0.85 0.72 0.67 0.83 0.95 0.41 0.75 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 1 1562 1562 STHD14 (Co 3815 0.41 1-1 L Op 1 0.00 5.63 1 1562 1562 STHD14 (Co 3815 0.41 1-1 R Op 1 0.00 9.13 1 1538 1538 STHD14 (Co 3815 0.40 1-1 L Op 2 0.00 17.63 1 1538 1538 MST48 3425 0.45 1-1 R Op 2 0.00 25.38 1 1577 1577 MST48 3425 0.46 1-1 R End 0.00 29.88 1 1577 1577 MST48 3425 0.46 Line 6 6-2 L End 56.50 -5.B7 1 1079 1079 LIMIT w/o 1500 0.72 6-2 R End 56.50 23.38 1 1079 1079 LIMIT w/o 1500 0.72 6-3 L End 56.50 23.63 1 1263 1263 LIMIT w/o 1500 0.84 6-3 R End 56.50 28.88 1 1263 1263 LIMIT w/o 1500 0.84 Line 7 7-1 L End 69.00 -6.37 1 409 409 LIMIT w/o 1500 0.27 7-1 L Op 1 69.00 -3.87 1 409 409 LIMIT w/o 1500 0.27 7-1 R Op 1 69.00 -0.37 1 511 511 LIMIT w/o 1500 0.34 7-1 L Op 2 69.00 3.38 1 511 511 LIMIT w/o 1500 0.34 7-1 R Op 2 69.00 5.63 1 620 620 LIMIT w/o 1500 0.41 7-1 L Op 3 69.00 8.38 1 620 620 LIMIT w/o 1500 0.41 7-1 R Op 3 69.00 10.63 1 585 585 LIMIT w/o 1500 0.39 7-1 L Op 4 69.00 13.38 1 585 585 LIMIT w/o 1500 0.39 7-1 R Op 4 69.00 15.63 1 428 428 LIMIT w/o 1500 0.29 7-1 R End 69.00 23.38 1 428 428 LIMIT w/o 1500 0.29 Line A A-1 L End 41.13 -8.00 1 603 603 LIMIT w/o 1500 0.40 A-1 L Op 1 45.63 -8.00 1 603 603 LIMIT w/o 1500 0.40 A-2 R Op 1 65.63 -6.50 1 590 590 LIMIT w/o 1500 0.39 A-2 R End 68.88 -6.50 1 590 590 LIMIT w/o 1500 0.39 Line B B-1 L End 0.12 0.00 1 1067 1067 LIMIT w/o 1500 0.71 B-1 L Op 1 3.13 0.00 1 1067 1067 LIMIT w/o 1500 0.71 B-1 R Op 1 5.88 0.00 1 1046 1046 LIMIT w/o 1500 0.70 B-1 L Op 2 9.87 0.00 1 1046 1046 LIMIT w/o 1500 0.70 B-1 R Op 2 16.13 0.00 1 1083 1083 LIMIT w/o 1500 0.72 B-1 L Op 3 18.63 0.00 1 1083 1083 LIMIT w/o 1500 0.72 B-1 R Op 3 21.38 0.00 1 1083 1083 LIMIT w/o 1500 0.72 B-1 R End 23.88 0.00 1 1083 1083 LIMIT w/o 1500 0.72 B-2 R Op 1 27.13 -3.50 1 1109 1109 LIMIT w/o 1500 0.74 B-2 L Op 2 33.63 -3.50 1 1109 1109 LIMIT w/o 1500 0.74 Line C C-1 L End 0.12 10.00 1 1584 1584 MST48 3425 0.46 C-1 L Op 1 11.38 10.00 1 1584 1S84 MST48 3425 0.46 C-1 R Op 1 15.63 10.00 1 1583 1583 MST48 3425 0.46 C-1 R End 27.13 10.00 1 1583 1583 MST48 3425 0.46 Line D D-1 L End 31.88 24.50 1 1144 1144 LIMIT w/o 1500 0.76 D-1 R End 36.88 24.50 1 1144 1144 LIMIT w/o 1500 0.76 D-2 L End 56.63 23.50 1 1112 1112 LIMIT w/o 1500 0.74 D-2 R End 68.88 23.30 1 1112 1112 LIMIT w/o 1500 0.74 Line E E-2 L End 31.13 29.25 1 1376 1376 LIMIT w/o 1500 0.92 E-2 L Op 1 33.63 29.25 1 1376 1376 LIMIT w/o 1500 0.92 E-2 R Op 1 38.87 29.25 1 1313 1313 LIMIT w/o 1500 0.88 E-2 R End 43.88 29.25 1 1313 1313 LIMIT w/o 1500 0.88 Line F F-1 L End 32.13 38.50 1 2769 2769 MST48 3425 0.81 F-1 L Op 1 36.37 38.50 1 2769 2769 MST48 3425 0.81 Line G 21 26 Woodworks® Shearwalls shear-wsw Jul. 13, 2016 14:03:36 HOLD-DOWN DESIGN (flexible wind design, continued) G-1 R Op 1 27.63 46.00 1 1314 1314 LIMIT w/o 1500 0.88 G-1 R End 31.88 46.00 1 1314 1314 LIMIT w/o 1 1500 0.88 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Bern - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on sheartine force, includes perforation factor Co, factored forASD by 0.60 Dead- Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 22 27 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <-- Line 1 1-1 Left Opening 1 0.00 10.00 1 1264 1264 1-1 Right Opening 1 0.00 13.25 1 810 810 1-1 Left Opening 2 0.00 19.00 1 1537 1537 Line 2 2-1 Right Opening 1 13.50 35.50 1 3219 3219 2-1 Left Opening 2 13.50 43.50 1 227 227 Line 6 6-2 Left Wall End 56.50 -6.00 1 446 446 Line B B-2 Right Wall End 41.00 -3.50 1 1349 1349 Line C C-1 Left Wall End 30.00 7.00 1 2617 2617 C-1 Right Wall End 55.50 7.00 1 1178 1178 Line D D-1 Left Wall End 26.25 25.75 1 1513 1513 D-2 Right Wall End 43.25 22.25 1 201 201 D-3 Left Wall End 56.50 23.50 1 964 964 Line E E-1 Left Opening 1 4.00 30.00 1 1040 1040 E-2 Right Opening 1 52.75 29.00 1 975 975 Line F F-1 Left Wall End 32.00 38.50 1 1529 1529 F-1 Left Opening 1 35.50 38.50 1 558 558 F-1 Right Opening 1 40.30 38.50 1 971 971 Line G G-1 Right Opening 1 24.25 46.00 1 680 680 Leve12 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening x Y Case -.> <.- Line 1 1-1 Left Opening 1 0.00 5.75 1 342 342 1-1 Right Opening 1 0.00 9.00 1 4 4 1-1 Left Opening 2 0.00 17.75 1 516 516 1-1 Right Opening 2 0.00 25.25 1 283 283 Line 6 6-2 Left Wall End 56.50 -6.00 1 234 234 Line 7 7-1 Left Opening 1 69.00 -3.75 1 33 33 7-1 Right Opening 1 69.00 -0.50 1 54 54 7-1 Left Opening 2 69.00 3.50 1 6 6 7-1 Right Opening 2 69.00 5.50 1 60 60 7-1 Left Opening 3 69.00 8.50 1 24 24 7-1 Right Opening 3 69.00 10.50 1 78 78 7-1 Left Opening 4 69.00 13.50 1 42 42 7-1 Right Opening 4 69.00 15.50 1 96 96 Line A A-1 Left Opening 1 45.75 -8.00 1 204 204 A-2 Right Opening 1 65.50 -6.50 1 150 150 Line B B-1 Left Opening 1 3.25 0.00 1 254 254 3-1 Right Opening 1 5.75 0.00 1 176 176 B-1 Left Opening 2 10.00 0.00 1 507 507 B-1 Right Opening 2 16.00 0.00 1 320 320 B-1 Left Opening 3 18.75 0.00 1 534 534 B-1 Right Opening 3 21.25 0.00 1 456 456 B-2 Right Opening 1 27.00 -3.50 1 577 577 B-2 Left Opening 2 33.75 -3.50 1 1104 1104 Line C C-1 Left Opening 1 11.50 10.00 1 1313 1313 C-1 Right Opening 1 15.50 10.00 1 1081 1081 C-1 Right Wall End 27.25 10.00 1 2422 2422 Line D D-1 Left Wall End 31.75 24.50 1 989 989 D-1 Right Wall End 37.00 24.50 1 517 517 D-2 Left Wall End 56.50 23.50 1 1124 1124 Line E E-2 Left Wall End 31.00 29.25 1 1 783 783 23 w Woodworks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 DRAG STRUT FORCES ( flexible wind design, continued) E-2 Left Opening 1 33.75 29.25 1 471 471 E-2 Right Opening 1 38.75 29.25 1 597 597 Line F F-1 Left Wall End 32.00 38.50 1 718 718 F-1 Left Opening 1 36.50 38.50 1 291 291 Line G G-1 Right Opening 1 27.50 46.00 1 425 425 Legend Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 24 29 WoodWorks® Shearwalls shear.wsw Jul. 13, 201614:03:36 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story Shear [Ibs] E-W N-S Diaphragm E-W Force Fpx [Ibs] NS 2 75921 2639.0 12267 12267 12957 12957 1 53945 2639.0 4782 4782 9207 9207 All 129866 - 17049 17049 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.85; Ev = 0.171 D unfactored; 0.119 D factored; total dead load factor: 0.6 - 0.119 = 0.481 tension, 1.0 + 0.119 = 1.119 compression. 25 'Cue WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 SHEAR RESULTS I flexible seismic design) N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 1 Both 1.0 3613 187.7 187.7 242 1.00 S 242 4655 0.78 Level 1 Lnl, Levl 2 Both 1.0 4006 254.3 254.3 353 1.00 S 353 5566 0.72 Line 2 Ln2, Levl 3 Both 1.0 1301 162.E 162.6 456 1.00 S 456 3646 0.36 Line 6 Level 2 Ln6, Lev2 1 Both 1.0 4212 - 120.4 242 1.00 S 242 8463 0.50 Wall 6-2 1 Both 1.0 3550 120.4 120.4 242 1.00 242 7133 0.50 Wall 6-3 1 Both 1.0 662 120.4 120.4 242 1.00 242 1330 0.50 Level 1 Ln6, Levl 1 Both 1.0 5499 - 157.1 242 1.00 S 242 8463 0.65 Wall 6-2 1 Both 1.0 4635 157.1 157.1 242 1.00 242 7133 0.65 Wall 6-3 1 Both 1.0 864 157.1 157.1 242 1.00 242 1330 0.65 Wall 6-1 1 Both 1.0 0 242 1.00 242 - - Line 7 Level 2 Ln7, Lev2 1 Both .61 762 36.7 36.7 148 1.00 S 148 3066 0.25 Level 1 Ln7, Levl 1 Both 1.0 1129 37.6 37.6 242 1.00 S 242 7254 0.16 E-W W For H/W-Cub ASD Shear Force [piq Allowable Shear [piq Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both .78 699 - 84.7 188 1.00 S 188 1552 0.45 Wall A-1 1 Both 1.0 402 84.7 84.7 242 1.00 242 1149 0.35 Wall A-2 1 Both .78 296 84.1 84.7 188 1.00 188 658 0.45 Level 1 LnA, Levl 1 Both 1.0 992 - 35.4 242 1.00 S 242 6770 0.15 Wall A-1 1 Both 1.0 549 35.4 35.4 242 1.00 242 3748 0.15 Wall A-2 1 Both 1.0 443 35.4 35.4 242 1.00 242 3023 0.15 Line B Level 2 LnB, Lev2 1 Both .61 1653 - 83.7 148 1.00 S 148 2918 0.57 Wall B-2 1 Both 1.0 565 83.7 83.7 242 1.00 242 1632 0.35 Wall 8-1 1 Both .61 1088 83.7 83.7 148 1.00 148 1921 0.57 Level 1 LnB, Levl 1 Both 1.0 2185 - 53.3 242 1.00 S 242 9914 0.22 Wall B-2 1 Both 1.0 906 53.3 53.3 242 1.00 242 4111 0.22 Wall B-1 1 Both 1.0 1279 53.3 53.3 242 1.00 242 5803 0.22 Line C Level 2 LnC, Lev2 1 Both 1.0 2296 96.7 98.7 242 1.00 S 242 5622 0.41 Level 1 LnC, Levl 1 Both 1.0 3127 122.6 122.6 242 1.00 S 242 6166 0.51 Line D Level 2 LnD, Lev2 2 Both 1.0 1577 - 88.8 353 1.00 S 353 6273 0.25 Wall D-2 2 Both 1.0 1110 88.8 88.8 353 1.00 353 4418 0.25 Wall D-1 2 Both 1.0 466 88.8 88.8 353 1.00 353 1855 0.25 Level 1 LnD, Levl 1 Both 1.0 2319 - 78.6 242 1.00 S 242 7133 0.33 Wall D-2 1 Both 1.0 924 78.6 78.6 242 1.00 242 2841 0.33 Wall D-3 1 Both 1.0 983 78.6 78.6 242 1.00 242 3023 0.33 Wall D-1 1 Both 1.0 413 78.6 78.6 242 1.00 242 1269 0.33 Line E Level 2 LnE, Lev2 1^ Both .61 974 121.8 121.8 148 1.00 S 148 1182 0.82 Level 1 LnE, Levl 3 Both .75 1425 - 183.9 342 1.00 S 342 2649 0.54 Wall E-2 3 Both .75 690 183.9 183.9 342 1.00 342 1282 0.54 Wall E-1 3 Both .80 736 183.9 183.9 365 1.00 365 1458 0.50 Line F Level 2 LnF, Lev2 1 Both 1.0 820 182.3 182.3 242 1.00 S 242 1088 0.75 Level 1 26 31 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 SHEAR RESULTS ( flexible seismic design, continued) LnF, Levl 2 Both .70 1121 160.1 160.1 247 1.00 S 247 1732 0.65 Line G Level 2 LnG, Lev2 1 Both 1.0 568 126.3 126.3 242 1.00 S 242 1088 0.52 Level 1 LnG, Levl 1 Both 1.0 765 98.7 98.7 242 1.00 S 242 1874 0.41 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. H/W--Cub — Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V — For wall., combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = vlfotal = design shear force/unit shear capacity for critical segment on wall or shearline. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 2% 32 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 nvLu-uurvrn uCawn t nex[Die seismic aesign Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 4374 4374 N/A 99999 0.04 V Elem 0.00 5.63 1766 1766 Refer to upper level V Elem 0.00 9.13 1739 1739 Refer to upper level 1-1 L Op 1 0.00 9.87 2609 2609 N/A 99999 0.03 1-1 R Op 1 0.00 13.38 2659 2659 STHD14 (Co 3815 0.70 V Elem 0.00 17.63 1739 1739 Refer to upper level 1-1 L Op 2 0.00 18.88 2139 2139 STHD14 (Co 3815 0.56 V Elem 0.00 28.13 1263 1263 Refer to upper level V Elem 0.00 29.88 1783 1783 Refer to upper level Line 2 2-1 R Op 1 13.50 35.63 1678 1678 HDU5-SDS2. 5645 0.30 2-1 L Op 2 13.50 43.38 1678 1678 HDU5-SDS2. 5645 0.30 Line 6 6-2 L End 56.50 -5.87 2677 2677 N/A 99999 0.03 6-2 R End 56.50 23.38 2677 2677 N/A 99999 0.03 6-3 L End 56.50 23.63 2925 2925 STHD14 (Co 3815 0.77 6-3 R End 56.50 28.88 2925 2925 STHD14 (Co 3815 0.77 Line 7 7-1 L End 69.00 -6.37 766 766 LIMIT w/o 1500 0.51 V Elem 69.00 -3.87 387 387 Refer to upper level V Elem 69.00 -0.37 483 483 Refer to upper level V Elem 69.00 3.38 483 483 Refer to upper level V Elem 69.00 5.63 586 586 Refer to upper level V Elem 69.00 8.38 586 586 Refer to upper level V Elem 69.00 10.63 553 553 Refer to upper level V Elem 69.00 13.38 553 553 Refer to upper level V Elem 69.00 15.63 404 404 Refer to upper level 7-1 R End 69.00 23.38 784 784 LIMIT w/o 1500 0.52 Line A A-1 L End 41.13 -8.00 1199 1199 N/A 99999 0.01 V Elem 45.63 -8.00 839 839 Refer to upper level A-1 R End 56.38 -8.00 360 360 N/A 99999 0.00 A-2 L End 56.63 -6.50 362 362 N/A 99999 0.00 V Elem 65.63 -8.00 821 821 Refer to upper level A-2 R End 68.88 -6.50 1182 1182 N/A 99999 0.01 Line B B-1 L End 0.12 0.00 1355 1355 N/A 99999 0.01 V Elem 3.13 -3.50 816 816 Refer to upper level V Elem 5.88 -3.50 800 800 Refer to upper level V Elem 9.87 -3.50 800 800 Refer to upper level V Elem 16.13 -3.50 829 B29 Refer to upper level V Elem 18.63 -3.50 829 829 Refer to upper level V Elem 21.38 -3.50 829 829 Refer to upper level B-1 R End 23.88 0.00 1367 1367 N/A 99999 0.01 B-2 L End 24.13 -3.50 541 541 N/A 99999 0.01 V Elem 27.13 -3.50 848 848 Refer to upper level V Elem 33.63 -3.50 848 848 Refer to upper level B-2 R End 40.88 -3.50 541 541 N/A 99999 0.01 Line C V Elem 0.12 10.00 908 908 Refer to upper level V Elem 11.38 10.00 908 908 Refer to upper level V Elem 15.63 10.00 908 908 Refer to upper level V Elem 27.13 10.00 908 908 Refer to upper level C-1 L End 30.13 7.00 1238 1238 HDU5-SDS2. 4065 0.30 C-1 R End 55.38 7.00 1238 1238 HDU5-SDS2. 4065 0.30 Line D D-1 L End 26.38 25.75 826 826 LIMIT w/o 1500 0.55 D-1 R End 31.38 25.75 826 826 LIMIT w/o 1500 0.55 D-2 L End 31.63 22.25 803 803 LIMIT w/o 1500 0.54 V Elem 31.88 23.50 839 839 Refer to upper level V Elem 36.88 23.50 839 839 Refer to upper level D-2 R End 43.13 22.25 803 803 LIMIT w/o 1500 0.54 D-3 L End 56.63 23.50 1618 1618 N/A 99999 0.02 D-3 R End 68.88 23.50 1618 1618 N/A 99999 0.02 Line E E-1 L End 0.12 30.00 1962 1962 STHD14 (Co 3815 0.51 E-1 L Op 1 3.88 30.00 1962 1962 STHD14 (Co 3815 0.51 V Elem 31.13 29.25 1205 1205 Refer to upper level V Elem 33.63 29.25 1205 1205 Refer to upper level V Elem 38.87 29.25 1151 1151 Refer to upper level V Elem 43.88 29.25 1151 1151 Refer to upper level 28 33 WoodWorks® Shearwalls shear.wsw Jul. 13, 201614:03:36 HOLD-DOWN DESIGN ( flexible seismic design, continued) E-2 E-2 Line F F-1 F-1 F-1 F-1 Line G G-1 G-1 R Op 1 R End L End L Op 1 R Op 1 R End R Op 1 V Elem R End 52.88 56.38 32.13 35.38 40.63 43.88 24.38 27.63 31.88 29.00 29.00 38.50 38.50 38.50 38.50 46.00 46.00 46.00 1971 1971 3642 3307 1388 1724 1020 1329 2349 1971 1971 3642 3307 1388 1724 1020 1329 2349 STHD14 (Co STHD14 (Co HDQ8-SDS3 HDQ8-SDS3 HDU5-SDS2. HDU5-SDS2. STHD14 (Co Refer to upper STHD14 (Co 3815 3815 9230 9230 4065 4065 3815 level 3815 0.52 0.52 0.39 0.36 0.34 0.42 0.27 0.62 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 1766 1766 STHD14 (Co 3815 0.46 1-1 L Op 1 0.00 5.63 1766 1766 STHD14 (Co 3815 0.46 1-1 R Op 1 0.00 9.13 1739 1739 STHD14 (Co 3815 0.46 1-1 L Op 2 0.00 17.63 1739 1739 MST48 3425 0.51 1-1 R Op 2 0.00 25.38 1783 1783 MST48 3425 0.52 1-1 R End 0.00 29.88 1783 1783 MST48 3425 0.52 Line 6 6-2 L End 56.50 -5.87 1092 1092 LIMIT w/o 1500 0.73 6-2 R End 56.50 23.38 1092 1092 LIMIT w/o 1500 0.73 6-3 L End 56.50 23.63 1279 1279 LIMIT w/o 1500 0.85 6-3 R End 56.50 28.88 1279 1279 LIMIT w/o 1500 0.85 Line 7 7-1 L End 69.00 -6.37 387 387 LIMIT w/o 1500 0.26 7-1 L Op 1 69.00 -3.87 387 387 LIMIT w/o 1500 0.26 7-1 R Op 1 69.00 -0.37 483 483 LIMIT w/o 1500 0.32 7-1 L Op 2 69.00 3.38 483 483 LIMIT w/o 1500 0.32 7-1 R Op 2 69.00 5.63 586 586 LIMIT w/o 1500 0.39 7-1 L Op 3 69.00 8.38 586 586 LIMIT w/o 1500 0.39 7-1 R Op 3 69.00 10.63 553 553 LIMIT w/o 1500 0.37 7-1 L Op 4 69.00 13.38 553 553 LIMIT w/o 1500 0.37 7-1 R Op 4 69.00 15.63 404 404 LIMIT w/o 1500 0.27 7-1 R End 69.00 23.38 404 404 LIMIT w/o 1500 0.27 Line A A-1 L End 41.13 -8.00 839 839 LIMIT w/o 1500 0.56 A-1 L Op 1 45.63 -8.00 839 839 LIMIT w/o 1500 0.56 A-2 R Op 1 65.63 -6.50 821 821 LIMIT w/o 1500 0.55 A-2 R End 68.88 -6.50 821 821 LIMIT w/o 1500 0.55 Line B B-1 L End 0.12 0.00 816 816 LIMIT w/o 1500 0.54 B-1 L Op 1 3.13 0.00 816 816 LIMIT w/o 1500 0.54 B-1 R Op 1 5.88 0.00 800 800 LIMIT w/o 1500 0.53 B-1 L Op 2 9.87 0.00 800 800 LIMIT w/o 1500 0.53 B-1 R Op 2 16.13 0.00 829 829 LIMIT w/o 1500 0.55 B-1 L Op 3 18.63 0.00 829 829 LIMIT w/o 1500 0.55 B-1 R Op 3 21.38 0.00 829 829 LIMIT w/o 1500 0.55 B-1 R End 23.88 0.00 829 829 LIMIT w/o 1500 0.55 B-2 R Op 1 27.13 -3.50 848 848 LIMIT w/o 1500 0.57 B-2 L Op 2 33.63 -3.50 848 848 LIMIT w/o 1500 0.57 Line C C-1 L End 0.12 10.00 908 908 MST48 3425 0.27 C-1 L Op 1 11.38 10.00 908 908 MST48 3425 0.27 C-1 R Op 1 15.63 10.00 908 908 MST48 3425 0.27 C-1 R End 27.13 10.00 908 908 MST48 3425 0.27 Line D D-1 L End 31.88 24.50 839 839 LIMIT w/o 1500 0.56 D-1 R End 36.88 24.50 839 839 LIMIT w/o 1500 0.56 D-2 L End 56.63 23.50 616 816 LIMIT w/o 1500 0.54 D-2 R End 68.88 23.50 816 816 LIMIT w/o 1500 0.54 Line E E-2 L End 31.13 29.25 1205 1205 LIMIT w/o 1500 0.80 E-2 L Op 1 33.63 29.25 1205 1205 LIMIT w/o 1500 0.80 E-2 R Op 1 38.87 29.25 1151 1151 LIMIT w/o 1500 0.77 E-2 R End 43.88 29.25 1151 1151 LIMIT w/o 1500 0.77 Line F F-1 L End 32.13 38.50 1918 1918 MST48 3425 0.56 F-1 L Op 1 36.37 38.50 1918 1918 MST48 3425 0.56 Line G 29 34 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 HOLD-DOWN DESIGN ( flexible seismic design, continued) G-1 R Op 1 27.63 46.00 1 1329 1329 LIMIT w/o 1500 0.89 G-1 R End 31.88 46.00 1329 1329 LIMIT w/o 1500 0.89 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7, includes perforation factor Co. Dead- Dead load resisting component, factored forASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = a 199 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 30 35 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y --> <-- Line 1 1-1 Left Opening 1 0.00 10.00 1208 1208 1-1 Right Opening 1 0.00 13.25 774 774 1-1 Left Opening 2 0.00 19.00 1469 1469 Line 2 2-1 Right Opening 1 13.50 35.50 1004 1004 2-1 Left Opening 2 13.50 43.50 71 71 Line 6 6-2 Left Wall End 56.50 -6.00 297 297 Line B B-2 Right Wall End 41.00 -3.50 887 887 Line C C-1 Left Wall End 30.00 7.00 1360 1360 C-1 Right Wall End 55.50 7.00 612 612 Line D D-1 Left Wall End 26.25 25.75 882 882 D-2 Right Wall End 43.25 22.25 117 117 D-3 Left Wall End 56.50 23.50 563 563 Line E E-1 Left Opening 1 4.00 30.00 635 635 E-2 Right Opening 1 52.75 29.00 595 595 Line F F-1 Left Wall End 32.00 38.50 680 680 F-1 Left Opening 1 35.50 38.50 248 248 F-1 Right Opening 1 40.50 38.50 432 432 Line G G-1 Right Opening 1 24.25 46.00 444 444 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening x Y -> <- Line 1 1-1 Left Opening 1 0.00 5.75 408 408 1-1 Right Opening 1 0.00 9.00 5 5 1-1 Left Opening 2 0.00 17.75 617 617 1-1 Right Opening 2 0.00 25.25 337 337 Line 6 6-2 Left Wall End 56.50 -6.00 251 251 Line 7 7-1 Left Opening 1 69.00 -3.75 33 33 7-1 Right Opening 1 69.00 -0.50 54 54 7-1 Left Opening 2 69.00 3.50 6 6 7-1 Right Opening 2 69.00 5.50 60 60 7-1 Left Opening 3 69.00 8.50 24 24 7-1 Right Opening 3 69.00 10.50 78 78 7-1 Left Opening 4 69.00 13.50 42 42 7-1 Right Opening 4 69.00 15.50 96 96 Line A A-1 Left Opening 1 45.75 -8.00 300 300 A-2 Right Opening 1 65.50 -6.50 221 221 Line B B-1 Left Opening 1 3.25 0.00 205 205 B-1 Right opening 1 5.75 0.00 142 142 B-1 Left Opening 2 10.00 0.00 410 410 B-1 Right Opening 2 16.00 0.00 258 256 B-1 Left Opening 3 18.75 0.00 432 432 B-1 Right Opening 3 21.25 0.00 368 368 B-2 Right Opening 1 27.00 -3.50 466 466 B-2 Left Opening 2 33.75 -3.50 892 892 Line C C-1 Left Opening 1 11.50 10.00 795 795 C-1 Right Opening 1 15.50 10.00 655 655 C-1 Right Wall End 27.25 10.00 1467 1467 Line D D-1 Left Wall End 31.75 24.50 766 766 D-1 Right Wall End 37.00 24.50 400 400 D-2 Left Wall End 56.50 23.50 871 871 Line E E-2 Left Wall End 31.00 29.25 1 725 725 31 M. Woodworks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 DRAG STRUT FORCES ( flexible seismic design, continued) E-2 Left Opening 1 33.75 29.25 435 435 E-2 Right Opening 1 38.75 29.25 552 552 Line F F-1 Left Wall End 32.00 38.50 526 526 F-1 Left Opening 1 36.50 38.50 213 213 Line G G-1 Right Opening 1 27.50 46.00 454 454 Legend Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Cc and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 32 37 WoodWorks® Shearwalls shear.wsw Jul. 13, 2016 14:03:36 33 m Phi >s Structural Engineering 14 As�lord, WIll ihingtort Shee a 39 PhiMos Structural insi"' all WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 35' 30' 25' 20' 15' 10' 5' 0' 41 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Wood Works® Shearwalls 10.42 shear garage.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Phillips Structural Engineering PO Box 38 Ashford, WA 98304 DESIGN SETTINGS Jul.13, 201614:09:38 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: All shearwalls have the same rigidity Design Shearwall Force/Length: Same for all walls SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure C Structure Type Regular Enclosure Partly Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.500g Ss:1.280g - - - Fundamental Period E-W N-S Site Location: - T Used ApproximateTa 0.104s 0.104s 0.104s 0.104s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.145s 0.145s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa: 1 .00 Fv: 1.50 Loaded at 73% 42 Woodworks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 11.13 0.0 Level 2.13 1.5 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 1 1 Story N-S Ridge LocationX,Y= 0.00 13.00 North Gable 90.0 1.00 Extent X,Y= 24.00 24.00 South Joined 157.4 1.00 Ridge X Location, Offset 6.88 -5.12 East Side 9.0 1.00 Ridge Elevation, Height 13.83 2.71 West Side 21.5 1.00 Block 2 1 Story E-W Ridge LocationX,Y= 0.00 0.00 North Side 22.6 1.00 Extent X,Y= 24.00 13.00 South Side 22.6 1.00 Ridge Y Location, Offset 6.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 13.83 2.71 West Gable 90.0 1.00 43 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg I'd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng— Span rating, see SDPWS Table C4.2.2.2C Thick— Nominal panel thickness GU - Gypsum underlay thickness Ply— Numberof plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb)"In. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box -box nail; Casing— casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A 1 (casing sizes = box sizes). Gauges: 11 ga = a 120"x 1-3/4" (gypsum sheathing, 25132"fiberboard ), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8 Cooler or gypsum wallboard nail: 5d = .086"x 1-518 6d = .092" x 1-7/8 8d = .113"x 2-318 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd — Field spacing interior to panels Bk— Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade I b d Spcg I in in in SG E Standard Wall si^6 1 I Hem -Fir Stud 1 1.50 5.50 16 0.43 1.20 L-egena: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E— Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 44 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group X ft Start End Iftl Wind Seismic ft Line 1 Level 1 Line 1 Seg 1 0.00 0.00 37.00 37.00 32.00 32.00 9.00 Wall 1-1 Seg 1 0.00 0.00 37.00 37.00 32.00 32.00 - Opening 1 - - 21.75 24.25 2.50 - - 7.00 Opening 2 - - 27.75 30.25 2.50 - - 7.00 Line 2 Level 1 Line 2 NSW 12.00 35.00 37.00 2.00 0.00 0.00 9.00 Wall 2-1 NSW 12.00 35.00 37.00 2.00 0.00 0.00 - Line 3 Level 1 Line 3 Seg 1 23.06 0.00 35.00 35.00 9.25 9.25 9.00 Wall 3-2 Seg 1 22.25 13.00 28.00 15.00 5.25 5.25 - Opening 1 - - 13.75 22.75 9.00 - - 7.00 Wall 3-1 Seg 1 24.00 0.00 13.00 13.00 4.00 4.00 - Opening 1 - - 4.00 13.00 9.00 - - 7.00 Wall 3-3 NSW 24.00 28.00 35.00 7.00 0.00 0.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y ft Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 0.00 24.00 24.00 14.50 14.50 9.00 Wall A-1 Seg 1 0.00 0.00 24.00 24.00 14.50 14.50 - Opening 1 - - 2.25 5.50 3.25 - - 7.00 Opening 2 - - 10.00 12.00 2.00 - - 7.00 Opening 3 - - 15.00 17.00 2.00 - - 7.00 Line B Level 1 Line B NSW 13.00 22.25 24.00 1.75 0.00 0.00 9.00 Wall B-1 NSW 13.00 22.25 24.00 1.75 0.00 0.00 - Line C Levels Line C NSW 28.00 22.25 24.00 1.75 0.0C 0.00 9.00 Wall C-1 NSW 28.00 22.25 24.00 1.75 0.0C 0.00 - Line D Level 1 Line D Seg 1 37.00 0.00 12.00 12.00 8.00 8.00 9.00 Wall D-1 Seg 1 37.00 0.00 12.00 12.00 8.00 8.00 - Opening 1 - - 4.25 8.25 4.00 - - 7.00 Wall D-2 NSW 35.00 12.00 24.00 12.00 0.00 0.00 - Legena: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS -length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 45 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Ht ft Block 1 W Wall Min W->E Wind Line 0.00 37.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 37.00 68.4 Block 1 W L Roof Min W->E Wind Line 6.50 13.94 0.0 5.3 Block 1 W L Roof 1 W->E Wind Line 6.50 13.94 0.0 3.0 Block 1 W Ctr Roof Min W->E Wind Line 13.94 38.00 5.3 Block 1 W Ctr Roof 1 W->E Wind Line 13.94 38.00 3.0 Block 1 E Wall Min W->E Lee Line 0.00 13.00 36.0 Block 1 E Wall 1 W->E Lee Line 0.00 13.00 42.7 Block 1 E L Roof Min W->E Lee Line 6.50 13.38 0.0 11.5 Block 1 E L Roof 1 W->E Lee Line 6.50 13.38 0.0 32.3 Block 1 E Wall Min W->E Lee Line 13.00 28.00 36.0 Block 1 E Wall 1 W->E Lee Line 13.00 28.00 42.7 Block 1 E Ctr Roof 1 W->E Lee Line 13.38 38.00 32.3 Block 1 E Ctr Roof Min W->E Lee Line 13.38 38.00 11.5 Block 1 E Wall Min W->E Lee Line 28.00 35.00 36.0 Block 1 E Wall 1 W->E Lee Line 28.00 35.00 42.7 Block 1 E Wall Min W->E Lee Line 35.00 37.00 36.0 Block 1 E Wall 1 W->E Lee Line 35.00 37.00 42.7 Block 1 W Wall 1 E->W Lee Line 0.00 37.00 42.7 Block 1 W Wall Min E->W Lee Line 0.00 37.00 36.0 Block 1 W L Roof 1 E->W Lee Line 6.50 13.94 0.0 35.3 Block 1 W L Roof Min E->W Lee Line 6.50 13.94 0.0 5.3 Block 1 W Ctr Roof 1 E->W Lee Line 13.94 38.00 35.3 Block 1 W Ctr Roof Min E->W Lee Line 13.94 38.00 5.3 Block 1 E Wall Min E->W Wind Line 0.00 13.00 36.0 Block 1 E Wall 1 E->W Wind Line 0.00 13.00 68.4 Block 1 E L Roof Min E->W Wind Line 6.50 13.38 0.0 11.5 Block 1 E L Roof 1 E->W Wind Line 6.50 13.38 -0.0 -9.8 Block 1 E Wall Min E->W Wind Line 13.00 28.00 36.0 Block 1 E Wall 1 E->W Wind Line 13.00 28.00 68.4 Block 1 E Ctr Roof 1 E->W Wind Line 13.38 38.00 -9.8 Block 1 E Ctr Roof Min E->W Wind Line 13.38 38.00 11.5 Block 1 E Wall 1 E->W Wind Line 28.00 35.00 68.4 Block 1 E Wall Min E->W Wind Line 28.00 35.00 36.0 Block 1 E Wall Min E->W Wind Line 35.00 37.00 36.0 Block 1 E Wall 1 E->W Wind Line 35.00 37.00 68.4 Block 1 S Wall Min S->N Wind Line 0.00 24.00 36.0 Block 1 S Wall 1 S->N Wind Line 0.00 24.00 68.4 Block 1 S Wall Min S->N Wind Line 22.25 24.00 36.0 Block 1 S Wall 1 S->N Wind Line 22.25 24.00 68.4 Block 1 N Wall Min S->N Lee Line 0.00 12.00 36.0 Block 1 N Wall 1 S->N Lee Line 0.00 12.00 42.7 Block 1 N L Gable 1 S->N Lee Line 0.00 6.88 0.0 25.7 Block 1 N L Gable Min S->N Lee Line 0.00 6.88 0.0 21.6 Block 1 N R Gable Min S->N Lee Line 6.88 24.00 21.6 0.0 Block 1 N R Gable 1 S->N Lee Line 6.88 24.00 25.7 0.0 Block 1 N Wall Min S->N Lee Line 12.00 24.00 36.0 Block 1 N Wall 1 S->N Lee Line 12.00 24.00 42.7 Block 1 N Wall 1 S->N Lee Line 22.25 24.00 42.7 Block 1 N Wall Min S->N Lee Line 22.25 24.00 36.0 Block 1 S Wall 1 N->S Lee Line 0.00 24.00 42.7 Block 1 S Wall Min N->S Lee Line 0.00 24.00 36.0 Block 1 S Wall 1 N->S Lee Line 22.25 24.00 42.7 Block 1 S Wall Min N->S Lee Line 22.25 24.00 36.0 Block 1 N L Gable Min N->S Wind Line 0.00 6.88 0.0 21.6 Block 1 N Wall Min N->S Wind Line 0.00 12.00 36.0 Block 1 N L Gable 1 N->S Wind Line 0.00 6.88 0.0 41.1 Block 1 N Wall 1 N->S Wind Line 0.00 12.00 68.4 Block 1 N R Gable 1 N->S Wind Line 6.88 24.00 41.1 0.0 Block 1 N R Gable Min N->S Wind Line 6.88 24.00 21.6 0.0 Block 1 N Wail Min N->S Wind Line 12.00 24.00 36.0 Block 1 N Wall 1 N->S Wind Line 12.00 24.00 68.4 Block 1 N Wall 1 N->S Wind Line 22.25 24.00 68.4 Block 1 N Wall Min N->S Wind Line 22.25 24.00 36.0 Block 2 W L Gable Min W->E Wind Line 0.00 6.50 0.0 21.6 Block 2 W L Gable 1 W->E Wind Line 0.00 6.50 0.0 41.1 46 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 W R Gable 1 W->E Wind Line 6.50 13.00 41.1 0.0 Block 2 W R Gable Min W->E Wind Line 6.50 13.00 21.6 0.0 Block 2 E L Gable Min W->E Lee Line 0.00 6.30 0.0 21.6 Block 2 E L Gable 1 W->E Lee Line 0.00 6.50 0.0 17.0 Block 2 E R Gable 1 W->E Lee Line 6.50 13.00 17.0 0.0 Block 2 E R Gable Min W->E Lee Line 6.50 13.00 21.6 0.0 Block 2 W L Gable 1 E->W Lee Line 0.00 6.50 0.0 17.0 Block 2 W L Gable Min E->W Lee Line 0.00 6.50 0.0 21.6 Block 2 W R Gable 1 E->W Lee Line 6.50 13.00 17.0 0.0 Block 2 W R Gable Min E->W Lee Line 6.50 13.00 21.6 0.0 Block 2 E L Gable 1 E->W Wind Line 0.00 6.50 0.0 41.1 Block 2 E L Gable Min E->W Wind Line 0.00 6.50 0.0 21.6 Block 2 E R Gable Min E->W Wind Line 6.50 13.00 21.6 0.0 Block 2 E R Gable 1 E->W Wind Line 6.50 13.00 41.1 0.0 Block 2 S Roof 1 S->N Wind Line -1.00 25.00 -4.2 Block 2 S Roof Min S->N Wind Line -1.00 25.00 12.5 Block 2 N Roof 1 S->N Lee Line -1.00 25.00 35.6 Block 2 N Roof Min S->N Lee Line -1.00 25.00 12.5 Block 2 S Roof Min N->S Lee Line -1.00 25.00 12.5 Block 2 S Roof 1 N->S Lee Line -1.00 25.00 35.6 Block 2 N Roof Min N->S Wind Line -1.00 25.00 12.5 Block 2 N Roof 1 N->S Wind Line -1.00 25.00 -4.2 Legend Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir- Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir- Windward orleeward side of the building forloads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 6 47 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 BUILDING MASSES Level Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Width Iftl E-W Roof Block 1 1 Line 13.00 38.00 195.0 195.0 E-W Roof Block 1 Line 13.00 38.00 195.0 195.0 E-W Roof Block 2 1 Line -1.00 14.00 195.0 195.0 E-W Roof Block 2 Line -1.00 14.00 195.0 195.0 E-W R Gable Block 2 1 Line 0.00 6.50 27.1 0.0 E-W L Gable Block 2 1 Line 6.50 13.00 0.0 27.1 E-W L Gable Block 2 Line 0.00 6.50 27.1 0.0 E-W R Gable Block 2 Line 6.50 13.00 0.0 27.1 N-S Roof Block 1 B Line -1.00 25.00 180.0 180.0 N-S Roof Block 1 D Line -1.00 25.00 195.0 195.0 N-S Roof Block 2 A Line -1.00 25.00 112.5 112.5 N-S Roof Block 2 B Line -1.00 25.00 112.5 112.5 N-S R Gable Block 1 D Line 0.00 6.88 27.1 0.0 N-S L Gable Block 1 D Line 6.88 24.00 0.0 27.1 Both Wall 1-1 n/a 1 Line 0.00 37.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 35.00 37.00 45.0 45.0 Both Wall 3-2 n/a 3 Line 13.00 28.00 45.0 45.0 Both Wall 3-1 n/a Line 0.00 13.00 45.0 45.0 Both Wall 3-3 n/a Line 28.00 35.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 24.00 45.0 45.0 Both Wall B-1 n/a B Line 22.25 24.00 45.0 45.0 Both Wall C-1 n/a C Line 22.25 24.00 45.0 45.0 Both Wall D-2 n/a Line 12.00 24.00 45.0 45.0 Both Wall D-1 n/a D Line 0.00 12.00 45.0 45.0 Legend Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only M WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 SEISMIC LOADS Level 1 Force Dir Profile Location [ft] Start End Mag [lbs,plf,psf] Start End E-W Line -1.00 0.00 51.2 51.2 E-W Point 0.00 0.00 142 142 E-W Line 0.00 6.50 63.0 70.1 E-W Line 6.50 13.00 70.1 63.0 E-W Point 13.00 13.00 10 10 E-W Line 13.00 14.00 114.2 114.2 E-W Line 14.00 28.00 63.0 63.0 E-W Point 26.00 28.00 10 10 E-W Line 28.00 35.00 63.0 63.0 E-W Point 35.00 35.00 71 71 E-W Line 35.00 37.00 63.0 63.0 E-W Point 37.00 37.00 114 114 E-W Line 37.00 38.00 51.2 51.2 N-S Line -1.00 0.00 78.8 78.8 N-S Point 0.00 0.00 242 242 N-S Line 0.00 6.88 90.6 94.1 N-S Line 6.88 12.00 94.1 93.1 N-S Point 12.00 12.00 12 12 N-S Line 12.00 22.25 93.1 90.9 N-S Point 22.25 22.25 89 89 N-S Line 22.25 24.00 102.8 102.4 N-S Point 24.00 24.00 141 141 N-S Line 24.00 25.00 78.8 78.8 Legend Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 8 49 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 50 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 S->N 1.0 1108 34.6 34.6 339 1.00 S 339 10833 0.10 1 N->S 1.0 1170 36.6 36.6 339 1.00 S 339 10833 0.11 Line 3 Ln3, Levl 1 S->N 1.0 1283 - 138.7 339 1.00 S 339 3131 0.41 1 N->S 1.0 1333 - 144.1 339 1.00 S 339 3131 0.43 Wall 3-2 1 S->N 1.0 728 138.7 138.7 339 1.00 339 1777 0.41 1 N->S 1.0 756 144.1 144.1 339 1.00 339 1777 0.43 Wall 3-1 1 S->N 1.0 555 138.7 138.7 339 1.00 339 1354 0.41 1 N->S 1.0 576 144.1 144.1 339 1.00 339 1354 0.43 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext Vfibs] vmax v Int Ext Co C Total V Ibs Res . Line A Level LnA, Levl 1 W->E 1.0 1631 112.5 112.5 339 1.00 S 339 4909 0.33 1 E->W 1.0 1569 108.2 108.2 339 1.00 S 339 4909 0.32 Line D LnD, Levl 1 W->E 1.0 1657 207.2 207.2 339 1.00 S 339 2708 0.61 1 E->W 1.0 1549 193.6 193.6 339 1.00 S 339 2708 0.57 Legend: Unless otherwise noted, the value in the table fora sheadine is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. '"means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along sheadine. HIV -Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For sheadine: total sheadine force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V - For wall: Sum of combined shear capacities for all segments on wall. For sheadine: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or sheadine. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 10 51 Woodworks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 HOLD-DOWN DESIGN ( flexible wind desian) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 0.12 1 344 344 LIMIT w/o 1500 0.23 1-1 L Op 1 0.00 21.63 1 363 363 LIMIT w/o 1500 0.24 1-1 R Op 1 0.00 24.38 1 336 336 LIMIT w/o 1500 0.22 1-1 L Op 2 0.00 27.63 1 354 354 LIMIT w/o 1500 0.24 1-1 R Op 2 0.00 30.38 1 324 324 LIMIT w/o 1500 0.22 1-1 R End 0.00 36.88 1 342 342 LIMIT w/o 1500 0.23 Line 3 3-1 L End 24.00 0.12 1 1455 1455 STHD14 3815 0.38 3-1 L Op 1 24.00 3.88 1 1511 1511 STHD14 3815 0.40 3-2 R Op 1 22.25 22.88 1 1311 1311 LIMIT w/o 1500 0.87 3-2 R End 22.25 27.88 1 1362 1362 LIMIT w/o 1500 0.91 Line A A-1 R Op 1 5.63 0.00 1 1072 1072 LIMIT w/o 1500 0.71 A-1 L Op 2 9.87 0.00 1 1031 1031 LIMIT w/o 1500 0.69 A-1 R Op 2 12.13 0.00 1 1104 1104 LIMIT w/o 1500 0.74 A-1 L Op 3 14.88 0.00 1 1062 1062 LIMIT w/o 1500 0.71 A-1 R Op 3 17.13 0.00 1 1050 1050 LIMIT w/o 1500 0.70 A-1 R End 23.88 0.00 1 1010 1010 LIMIT w/o 1500 0.67 Line D D-1 L End 0.12 37.00 1 2165 2165 STHD14 (Co 3815 0.57 D-1 L Op 1 4.13 37.00 1 2024 2024 STHD14 (Co 3815 0.53 D-1 R Op 1 8.38 37.00 1 2485 2485 STHD14 (Co 3815 0.65 D-1 R End 11.88 37.00 1 2322 2322 STHD14 (Co 3815 0.61 Legend: Line -Wall: At wall or opening - Sheartine and wall number At vertical element - Sheadine Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overtuming component, based on sheadine force, includes perforation factor Co, factored forASD by 0.60 Dead- Dead load resisting component, factored forASD by 0.60 Uplift - Uplift wind load component, factored forASD by 0.60 CmbV - Sum ofASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Cdt. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 11 52 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case --> <-- Line 1 1-1 Left Opening 1 0.00 21.75 1 102 107 1-1 Right Opening 1 0.00 24.25 1 27 28 1-1 Left Opening 2 0.00 27.75 1 43 46 1-1 Right Opening 2 0.00 30.25 1 32 33 Line 3 3-1 Left Opening 1 24.00 4.00 1 408 424 3-2 Right Opening 1 22.25 22.75 1 279 290 3-2 Right Wall End 22.25 28.00 1 257 267 Line A A-1 Right Opening 1 5.50 0.00 1 374 360 A-1 Left Opening 2 10.00 0.00 1 173 167 A-1 Right Opening 2 12.00 0.00 1 309 298 A-1 Left Opening 3 15.00 0.00 1 176 169 A-1 Right Opening 3 17.00 0.00 1 312 300 Line D D-1 Left Opening 1 4.25 37.00 1 293 274 D-1 Right Opening 1 8.25 37.00 1 259 242 D-1 Right Wall End 12.00 37.00 1 0 Legend Line -Wall - Sheartine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 12 53 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] Ibs s .ft E-W N-S E-W N-S 1 21924 837.8 2878 2878 3742 3742 All 21924 - 2878 2878 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Sheanvalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.85; Ev = 0.171 D unfactored; 0.119 D factored; total dead load factor: 0.6 - 0.119 = 0.481 tension, 1.0 + 0.119 =1.119 compression. 13 54 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 SHEAR RESULTS ( flexible seismic design) N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both .78 978 30.6 30.6 188 1.00 S 188 6018 0.16 Line 3 Ln3, Levl 1 Both 89 1036 - 112.1 215 1.00 S 215 1988 0.52 Wall 3-2 1 Both 1.0 588 112.1 112.1 242 1.00 242 1269 0.46 Wall 3-1 1 Both .89 448 112.1 112.1 215 1.00 215 860 0.52 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 67 1010 69.6 69.6 161 1.00 S 161 2337 0.43 Line D LnD, Levl 1^ Both .83 1005 125.6 125.6 202 1.00 S 202 1612 0.62 Legend: Unless otherwise noted, the value in the table fora shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. '"means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along shearline. HAW --Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear forcelunit shear capacity for critical segment on wall or shearline. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 14 55 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09:38 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 L End 0.00 0.12 304 304 LIMIT w/o 1500 0.20 1-1 L Op 1 0.00 21.63 304 304 LIMIT w/o 1500 0.20 1-1 R Op 1 0.00 24.38 296 296 LIMIT w/o 1500 0.20 1-1 L Op 2 0.00 27.63 296 296 LIMIT w/o 1500 0.20 1-1 R Op 2 0.00 30.38 286 286 LIMIT w/o 1500 0.19 1-1 R End 0.00 36.88 286 286 LIMIT w/o 1500 0.19 Line 3 3-1 L End 24.00 0.12 1175 1175 STHD14 3815 0.31 3-1 L Op 1 24.00 3.88 1175 1175 STHD14 3815 0.31 3-2 R Op 1 22.25 22.88 1059 1059 LIMIT w/o 1500 0.71 3-2 R End 22.25 27.88 1059 1059 LIMIT w/o 1500 0.71 Line A A-1 R Op 1 5.63 0.00 664 664 LIMIT w/o 1500 0.44 A-1 L Op 2 9.87 0.00 664 664 LIMIT w/o 1500 0.44 A-1 R Op 2 12.13 0.00 684 684 LIMIT w/o 1500 0.46 A-1 L Op 3 14.88 0.00 684 684 LIMIT w/o 1500 0.46 A-1 R Op 3 17.13 0.00 650 650 LIMIT w/o 1500 0.43 A-1 R End 23.88 0.00 650 650 LIMIT w/o 1500 0.43 Line D D-1 L End 0.12 37.00 1313 1313 STHD14 (Co 3815 0.34 D-1 L Op 1 4.13 37.00 1313 1313 STHD14 (Co 3815 0.34 D-1 R Op 1 8.38 37.00 1507 1507 STHD14 (Co 3815 0.40 D-1 R End 11.88 37.00 1507 1507 STHD14 (Co 3815 0.40 Legere: Line -Wall: At wall or opening - Sheadine and wall number At vertical element - Shearline Positn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.199 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Cdt. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 15 56 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 201614:09:38 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] .-> <._ Line 1 1-1 Left Opening 1 0.00 21.75 117 117 1-1 Right Opening 1 0.00 24.25 31 31 1-1 Left Opening 2 0.00 27.75 50 50 1-1 Right Opening 2 0.00 30.25 36 36 Line 3 3-1 Left Opening 1 24.00 4.00 429 429 3-2 Right Opening 1 22.25 22.75 293 293 3-2 Right Wall End 22.25 28.00 269 269 Line A A-1 Right Opening 1 5.50 0.00 301 301 A-1 Left Opening 2 10.00 0.00 140 140 A-1 Right Opening 2 12.00 0.00 249 249 A-1 Left Opening 3 15.00 0.00 141 141 A-1 Right Opening 3 17.00 0.00 251 251 Line D D-1 Left Opening 1 4.25 37.00 231 231 D-1 Right Opening 1 8.25 37.00 204 204 Legend Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of.• Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 16 57 WoodWorks® Shearwalls shear garage.wsw Jul. 13, 2016 14:09.38 17 W Wood orks�` R1.wvb Feb. 25, 2016 15:19 rHILi Design Check Calculation Sheet Woodworks Size, 10.42 (Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfa stored: Dead Snow 982 1523 982 1523 ea: a Total Bea ing: 2505 2505 Capacity 505 z5 "PP..pp0tc 26]6 2616]6 Anal/Oes Bean Support 1.00 0.12 1.00 Loacomb 12 0.12d 12 Lang [h 0.]3 0.]3 Min req'd D.T3 0.]3 cb Cb min l.Do 1.00 l.00 10 Cb support 1.0] 1.0 e 625 625 625 R1 Timber-so11, D.Fir-L, No.2, 6.12 (5-1/2".11414") Supports: An - Timber -soft Beam, D.Fir l- No Total length: g1.5"; volume = 4.0 tuft: Beam and strnge1. Lateral support: top= at supports, bolt_= at supports; vs. Allowable Stress and Deflection „sing NDS 21012: Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrc Ci cn LCI 1Io 1.l5 1.00 1.00 3.00 1.00 L.00 I- F 8]5 1.15 1.00 1.00 0.992 1.00o 1 00 1 00 1.00 Fcp' 625 1. 00 I..- - - - 1.00 1.00 - E7 1.3 million 1.00 I- - - o.41 million 1.00 1.00 - - - - 1- l.00 - CRITICAL LOAD CDMBINATIONS: Shear LC 12 - WS, V - 24E 9, V design - 1112 lb, Bending(+I: LC 12 D+S, M - 5]94 lbs-ft Deflecci en: LC #2 hive) LC 12 - D+5 (total) D-dead L-live 5=anov -and 1"impact Lr-roo.' live Lc -concentrated E=earthquake All LC's a e listed in the Analysis output Iuad combing Limn s: ASCE ]-10 / ZBc 2012 CALCULATIONS: Oeflectian: EI " 848e06 lb-ing "Live" deflection Oeflectlon from all n n-dead leads (live, wind, s ov,..) 'total neileccion 1.50(Oead Loatl Defl ec ci on7 + Load Deflection.n Lateral stability (+): Lu - 9'-3.]5" Le - 1]'-11189" FiB - 0.9e Design Notes: 1. Wood Works analysis and decry, are In accordance with the ICC International Building Code (IBC 2012), the Nallonal Design Specification (NDS 2012), and NOS Design Supplement. 2. Please verify that the default defledion grails are appropriate for your application. 3. S- lumbar bending members shall be laterafly supported -cling to the provisions of NDS pause 4.4.1. Note: all beam calculations conform to the 2015 IBC 59 59 1Woodw rk,s R21 Feb. 25, 2016 16:05 Design Cheek Calculation Sheet WoodWorks Sizer 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4' 9" 4' .5- 'Minimum bear g 1111. setting used: 112" for end supports R2 Timber -soft, D.Fir4-, No.2, Bxe (5-112".7-114") Supports. All - Timber -soft Beam, D.Firi No.2 Total length: 4'9.0'; vdune = 1.3-A; Post and timber, Lateral support: top= at suppor5, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Anal s s Value Design Value Unit jAralyli./-igm 5 ea fv 1 19 Ft•' - 195 psi fv Fv Its Fb' - 962 psi fb/Fb' - 0.1I Live Def 1'n 0.01 - <L/999 0.16 = L/360 0.04 Total Defl'n 0.01 - <L/999 0.24 - L/240 0.05 Additional Data: FACTDAS: F/E(psi)CD CM Ct CL CF CfU Cr Cfrt Ci Cn LC4 Fv• 1J0 1. 15 1.00 1.OD - - 1.00 1.00 I W 2 Fb'+ 350 1.15 1.00 1.00 1.000 1.000 1.. 1.00 1.00 1. 00 - 2 Fcp' 625 1.00 1.00 - - - - 1.00 1. 00 - E' 1.3 million 1.00- CPJTl AL LOAD COMBINATIONS: Shear : LC 12 = D+S, V = 493, V design - 362 lbs Bending(+1: [< 42 9e1 lbs-f'. Deflection: u 42 D+S (live) LC 42 = DiS (total) D-dead L-live 5-snov W-wind I -impact Lr-roof live Lc -concentrated E-earthquake All - a listed i the Analysis output Load-binati ons: ASCE 7-10 / IBC 2012 CALCULATIONS: Oeflet ti on: EI = 227e06 lb-in2 "Live. deflection Deflection from all --dead loads (live, wind, Total Deflectlon = 1.50(Dead Load Deflection) ♦ Live Load Deflecti.r.n Design Notes: 1. W eodWorks analysis and design are in-dI.nce xiM the ICC Int-dorsal Building Code (IBC 2012), Me National Design Spedfi a on (NDS 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate foryour application. 3. Sam lumber bending members Mal be laterally supported according to the pmvisiom of NDS Clause 4.4.1. .101 un[acco red: Dead 200 200 Snow 29J 29T Factored: Total 991 q9] Bearing: Capacity Beam 1]19 1J19 Support ]936 1836 Anal/Dea Beam 0.29 0.29 Support 0.2? 0,2J Load comb a2 k2 Length 0.50' Min rea_'d 0.50' 0.50' Cb 1.00 1.00 Cb min 1.00 3.00 Cb support 1.Oi ].OJ Ft s 625 525 un[acco red: Dead 200 200 Snow 29J 29T Factored: Total 991 q9] Bearing: Capacity Beam 1]19 1J19 Support ]936 1836 Anal/Dea Beam 0.29 0.29 Support 0.2? 0,2J Load comb a2 k2 Length 0.50' Min rea_'d 0.50' 0.50' Cb 1.00 1.00 Cb min 1.00 3.00 Cb support 1.Oi ].OJ Ft s 625 525 Yi od • rks 12) ` R3.w,M Feb. 25, 2016 17:36 PH117_1PS Design Check Calculation Sheet WoodWorks Size, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in): 2T-40.3" 2T- .2' Minimum eating lentil gmemed by the require vao H the supponmg member. R3 Glulank-Unbal., West Species, 24F-V4 DF, 6-314"x2l" 14I-Matimrs, 6J/4' maalmun width, Supports: All -Tmber-soft Beam, D.Fir-L No.2 Tndal length: 2T-10.3•;vdume= 27.4 aA.; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2012 : Criterion Anal s s Value Desi n Value unit Anal sis/Oast n psi Bending l±) fb 822 Fb' " 2469 psi fb/Fb' = 0.33 Live Oefl•n 0.29 " <L/999 0.9I " L/360 0.31 Total Defl`n 0. 61 - L154S ].39 L/240 in 0.44 Additional Data: FACTORS: F/ElpoilC❑ CN CL CV Cfu Q Cfrt Notes Cn•Cvr ]XI Fv' 265 1.15 1.00 I." - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.901 0.695 1 00 1.00 1.00 1.00 - 2 Fcp' 650 1.00 1.00 - - - - 1.00 - - E' ].9 million 1.00 1.Oo - - - - L 00 - - 2 Eniny O.as million 1.00 1.00 - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NOS 5.3.6 CRITICAL LOAD COMBINATIONS: sli : LC 12 = D+S, V = 4895, V design = 4261 Lod Bending(+): LC 12 = D+S, N = 33971 lbs-ft Deflection: LC 12 = D+S (live) LC 12 " D+s (total) '-d L"llve 5 --d I=impact L li.re Lc=concentrated E=earUquake A.11 LC's a e listedvI. the Analysis output f Load combine ci ons: ADCE 7-10 / IBC 2012 CALCULATIONS: Deflection: - 9377e06 lb-in2 "live" deflection = Deflection from all n n-dead loads (live, vird, Total Deflection 1.50(Dead Load Deflection) + Live Load Def le ccion.n Lateral stability (+): Lu - 2'1'-9.19" Le = 51'-1.00" PM = 16.91 Design Notes: 1. W oodWorks analysis and design are m accordance with the ICC Irdema0onal Building Code (IRC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2 Please verify that the default deflection limas ere appropriate for your application. B Glulam design valuesare for materials condomning to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bad = actual breadth r actual depth. 5. GIJam Beams shall be laterally supported according to the prWisime of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fty(tensim), Fcp(compn). M. Unfacco red: Dead 2125 2125 snow 2786 2786 Factored: Total 4911 4911 Beating: capactcy Hearn slo7 slo7 Sucport 4911 4911 Anal/Des Haan 0.96 0.96 suppo rc I.00 1.00 Load coreb 42 /2 Length 1.16 1.16 req'd 1.16•• .16•' Cb� 1.00 1.00 cb in 1.00 1. ore Cb snppvxt 1.00 1.00 Fc .. 625 625 61 Unfacco red: Dead 2125 2125 snow 2786 2786 Factored: Total 4911 4911 Beating: capactcy Hearn slo7 slo7 Sucport 4911 4911 Anal/Des Haan 0.96 0.96 suppo rc I.00 1.00 Load coreb 42 /2 Length 1.16 1.16 req'd 1.16•• .16•' Cb� 1.00 1.00 cb in 1.00 1. ore Cb snppvxt 1.00 1.00 Fc .. 625 625 61 61 Wood Y oElk,s - P Il .., .,IPs R4.vwb Feb. 25, 2016 17:41 Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3C-3.t• 3G-1.5• in ••hknimum bee ng ergth gwem W by the requii Wdth of the supporting men er. R4 Glulam-Unbal, West Species, 24F-V4 DF, 6-21M"x24" 16 laminations, 6-314• maximum vddh, Supports: An - Timber -sail Sam, D.Flr-L No.2 Total length: 36' 1%vo1ume= 40.8 cu.ft.; Lateral support: top= at supports, bottom= M supports; Analysis vs. Allowable Stress and Deflection ualni Nos 21,12: C ricerion Anal sis Value Desi Value Unit Anal sis/DGsi n- n.l B e F`u ps1 Sentling lal fb lO6D Fb' m 2096 psi fb/Fb' = 0.51 Live De£1'n 0.55 11 1.20 - L1360 0.45 To [al Defl'n 1.19 - L/363 1.B1 - L/240 in 0.66 Additional Data: FACTORS: F/E(ps11CD CM Ct CL CV Cfu Cr Cfrc Notes C-Cvr 1C1 Fv' 265 1.15 1.00 1.00 - 1.00 3.00 1.00 Fb'+ 2900 1.11 1.00 1.00 0.760 0.860 1.D0 1 00 1.00 1.00 - 2 pep' 650 1.00 1.00- E' 1.9 million 1.00 1.00 - - - - 1.00 - - 2 -miry' 0.85 million 1.00 1.00 - - 1.00 O117 the lesser of CL and CJ is applied, as per NDS 5.3.6 (X9ITICAL LOAD COMBINATIONS: Shear : 1G 12 = "" v - 6454, V deslgn = 571] lbs eluding(sl: u 12 = D1, H 5s299 1bs-fl Deflection: LC i2 - D.S I1 ive) >A 12 Itotall D�dead L=live S=snov -id I=impact Lr=roof live Lc=concentrated E=earthquake A11 LC's a e listed in the Analysis output Loatl cmnbinations: ASCE 7-10 / ICC 2022 CALCULATIONS: Deflection: EI = 13997e06 16-in2 "Live" deflection = Def le eeien from all --dead loads (live, wind, s v-.1 Total Deflection = 1.50(1 Load De£len CS on7 a Live Load Defleccion.no Lateral arability (al; Lc m 36'-1.56^ - 56'-5.69^ - 20.50 Design Notes: 1. Woad Works anaN6is and deslgn are In accordance with the ICC Irrtemalkehal Building Code (IBC 2012), the National Design Spermration (NDS 2012), and NDS Design Supplemere- 2 Please verify that the default deflection limits are appropriate for your appliWdon. 3. Gi11are design values am for materials conforming to ANSI 117-2010 and manufactured In accordance with ANSI At 90.1-2007 4. GLULAM: bxd = actual breach x actual depth. 5. Olue'" Beams shall be latem0y cupporind -ding to Me provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fty(tension), Fcp(CDmp'n). UnEactcred- Dead Snow Factored: 2849 3626 2649 3626 Total 64 ]5 64]5 Bearing: Capacity Support 6739 6975 6J 34 69]5 Anal/Les Bean supp"rc 0.96 1.00 0.96 Load earth ez 1.00 az Length 1.53 1.53 Min req'd Ch 1.53" 1.OD .53'• Cb m 1.00 1.00 1.00 Cb supprrL 1.00 1.00 Fc s 625 625 62 62 Wood • orksf' RS xvA Feb. 25, 2016 19:16 PHI,,'"_1Ps !,M' 7".3, M' 77 Design Check Calculation Sheet WoodWorks Sae, 10.42 I Loads, Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : LAN unfaetored: Deaa Snow Factored: 121 464 121 464 Total Bearing: 792 792 Capacity Be- 1719 1719 Support 1836 1636636 Anal/Dec Eeam 0.46 0.96 Support Load comb 0.93 82 0.43 12 Length 0.50' 0.so• a Cbg'd o.so- aso' 1.00 1.00 Cb min Cb support 1.00 1.07 1.00 1.07 Fc s 625 625 Tireber-soft, D.Fir-L, No 2, 6x10 (5-112"x9-114") Supports: All -Timber-ft Beam, D.FIr-L N0.2 Total length: 6.9.0'; volume = 2.9 -ft: Beare and stringer. Lateral support: top= at supports, bottom= at supports; vs. Allowable Stress and Deflection usina NDS 2M2: Additional Data: FACTORS: F/E(psilCD CN Ct CL CF Cfu Cr Cfrt CS Cn LEIFv' 170 1.15 1.00 1.00 l.on 1.00 I.00 Fb'a 871 1.16 1.00 1.00 1.000 1.000 1 nu 1 00 100 1.00 - 2 Fcp' 625 1.00 1.00 - - - - 1..00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.W - CRITICAL LOAD COMBINATIONS: She : LC I2 D+S, V = 766, V design III lbs Bending l+(; LC{2 - 0+s, H - 1616 lbs-ft Deflection: K a2 - D+s Ilivel K 72 0+5 Icocal7 Wdead L-live 6-snow W-wind I -impact Lrf live Lc=concentrated E=earthquake All K's a e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 472e06 lb-in2 "Live" deflection = Deflection from all n n-dead leads (live, wind, s ow...) Total p fleccion - 1.50(Dead Load Oeflectien) ♦ Live Load Def lection.n Design Notes: i. WaodWorks enaysis and dasi- ere in --ante-in the ICC Inlemadonal Building Code (IBC2012), the National Design Speacation (NDS 2012), and NDS Design Supplement L please verify Mai the default defle lion Gmita are appropriate for your appfration. 3. Saxe lumber bending members shall be laterally supported ac=dng to the pmvision , of NOS Clause 4.4.1. Al 63 1@ flood iF Y.1Jrk r R6.rwb Feb. 25. 2016 19:24 PHIL 7APS ;77: Design Check Calculation Sheet Wood Works Size, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6-7- 6' S' ir 'Minimum bem ng length setting used: 1/2• for and supports R6 Lumber -soft, D.Fir-L, No,2, 4x10 (3.1/2"x9.1/4-) Supports: Ali -Timber-soft Beam, D.Fir-L Not Taal length: 62.0'; volume = 1.5 w.fL; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion [Analysis Value Desi o Value Uni[ Anal sis -i n 5 e fV • 29 A 2 ps1 IV- - .1 Bending l+l fb q24 Zb = 1226 psi fibI-' 0.35 Live Defl'n 0.r2 • <L/999 0.22 - L/360 D.D6 Total Dafl'n 0.04 <L/999 0.33 = L/240 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfo Cr Cf- Ci C. LCb 180 .15 1.00 3.00 - - - - 1.00 1.00 L u 2 Fb'+ 111 1.11 1.1. 1.00 0.991 1.200 1.00 1.00 1.00 1.00 Fcp' 625 - 1.00 1.00 - - 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - Emin' O.Sa million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: 5hear L, 62 D+S, V 688, V design • 618 lb, .ending(+I: LC 62 0+5, M 1]64 1bs-ft Deflection: L< 62 J+5 hive) LC 62 = 0+5 I[otal) Dade ad L•live 5•snow k•wind I•inpac[ Lr=roof live L<=concentrated E•earGhqua ke All LC's a e listed in the Analysis output Load combinations: ASCE ]-to / 1.0 2012 CALCULATIONS: Deflection: EI - 369e06 16-in2 "Live" deflection = Deflection from all n n-dead leads (live, wind, s .....t Toial Oeflection 1.S0IDead Load Deflection) ♦ Live igad Deflecti- Lateral stability 1+): W = 6'-6.50" k = 12•-11.69" R. 1D. E4 Design Notes: 1. Wood Works analysis and design min accordance vall, the ICC Intemetional Building Code QBC2012), Me National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verffy that the default deflection limits are appropriate for your application. 3. Ss,An lumber bending members shall be Intensify supported according to the provisions of NDS Qause 4.4.1. � s Unfactoretl: Dead Snow Factored: 290 qOD 266 394 TO Gal .eari 690 6]9 nq: Capacity Beam l094 1p 9q Support 1211 1211 Anal/Des Beam 0.63 0.62 Support 0.5] 0.56 Load cvab Length t2 0. 50• Ara 0.50• Min req'tl 0. 50` 0.50` Cb 1.00 1.00 cb m l.oD i.Dp lb support 1.11 1.11 Fc s 625 625 64 64 Wood • Y qrk ' R7 wnb aw 2+'> . Feb. 25, 2016 19:31 -"�; 2 {? i.'C'd i %: J.I..1i2�;:P41 T.R;:-.: •; Design Check Calculation Sheet Woodworks S¢er 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : {- 1o•-s.t• Dnfac[oeed: Dead Hnov Fa 13]9 201 1311 21]1 c[oretl: To [al Hea ing: 3550 3550 Capacity Beam 3550 3550 Support il. 3192 Anal/Des Seam 1.00 1.00 support Load comb 0.12 F2 2 0.1 12 Length1.03 .in re,1.03 1.03 Cb 1.00 1,00 cb m Cb support 1.00 1.01 3.00 1,0] F 62� 625 R7 Timber -soft, D.Fir-L, No.2, 6x12 (6-112"xl 1-1 A-) Supports: All-Timb-ft Deem, D.PIrL No.2 Total length: 10'.5.1 •; volume = 4.5 w.ft.; Beam and atdriger, Lateral support: top= full, bottom, at supports; Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Anal sis Value Desi nValue Uri[ nal eis/O ai n shear £v " 9 R' " 195 psv fv Fv' 0. endin9i+) fb = 941 Fb' 3006 psi fh/Fb' 0.94 Live Defl'n 15 = L/983 0.34 L/36D 0. Total Dfl e'n 0.O.25 L/503 0.52 L/240 In 0.4846 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu C[ Cfrt Ci Cn LCI Fv' 170 1.15 1.00 1.00 1.00 1.00 1.io Fb'+ 875 1.11 1.00 1.00 1.000 1.000 1 00 1 00 1.00 1.00 - 2 , . 625 1.00i.0o - E' 1.3 million 1.00 1.00 - - - - 1.OD 1.00 Emin' 0.4] million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Sheaz : LC 12 = D+S, V 3521, V design = 2653 lba Sending(+I: LC /2 = D+S, M - 9099 lb-ft De£lec[i on: LC I2 = D+S (live) LC 12 D+S (total) o-dead L=live S=sn- Nwind I=impact Lr=roof live r--rcentratnd E=earthgoake All LC', a e listed in the Analysis output Load combing tl on s: ABCE ]-10 / LHC 2012 CALCULATIONS: Deflection: EI - 848e06 lb-in2 "Live" deflection = Deflection from all n n-dead loads (live, wind, sn ou_) Total Deflection - 1.50(Dead Load Deflection) + Lave Load DeElectior. Design Notes: 1. Woodworks analysis and design are in accordance with the ICC Irtmatioral Budding Code (IBC 2012), Me National Design Sped6wgon (NDS 2012), and NOS Design Supplement. 2. Please very that the default deflection limits are appropriate feryour application 3. Sawn lumber bending members shall be laterally supported -dng to the provisions of NOS Clause 4.4.1. 65 65 WoodWQrks"RBwae Fdn. 25, 2016 19:35 rlwj'aps'Tr�. Design Check Calculation Sheet Woodworks Size, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfa 110 red: .ad Snow Factored: 613 9E3 633 983 tal Bearing: 1596 159fi Capacity Beam ]596 1596 Support 1]6] I]6] Anal/Des seam 1.00 1.00 support Load comb 0.o !2 0.90 12 eng[F 0.]3 0.]3 Min req'd 0.]3 0.]3 Cb 1.00 1.OJ Cb min Cb aup - 1.00 1.11 1.00 1.11 Fc s 625 625 R8 Lumber -soft, D.Fir-L, No.2, 4x1B (3-1/2"x9-1/4") Supp.ds: AO-Timber-sofl Beam, D.Fw-L No.2 Tda length: 6'3.5'; volume = 1.4 w.R; Lateral support: top= full, bottom= al supports; Analysis vs. Allowable Stress and Deflection using Nos 2012: Cz1<erlon nal s Vetve valve unit sis/Deli n S e fv i oe ns 20 alfv Fv 0.26 Bending(Ii fb - 511 kb' = 1292 psi fb/Fb' = 0.4E Live Defl'n 0.03 = <L/999 0.21 = L/3 so in 0.14 Total Oefl`n 0.06 <L/999 0.31 11240in 0.18 Additional Data: FAMRO ; F/E(psilCO CM Ct CL CF C£u Cr Cfrt Ci Cn LC! 1.so I.15 1.00 1.ao LDo Lgo I.on 2 et•. 111 1.11 1.00 1.0o 1.000 1.200 1 J0 1 00 1.0o I.00 - z Ecp' 625 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 Ervin' 0.5s million 1.00 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC !2 W5, V 15B 1, V design = Il]9 lbs Bend ing(tl: LC !2 Da S, M 2461 lbs-ft Deflection: LC !2 = D+5 (live) k i2 (cetal) D=dead L=live B=snow x=wind I"impact Lr=roof live Lc=concentrated E=earthquake All L-,, i e listed in the Mal Isis output Loaa combinations: Asce 7-10 / lec 2012 CALCULATIONS: Deflection: EI - 369e06 1b-in2 "Live" deflection Deflection from all --dead loads (live, wind, Total Oeflecti on = 1.50(Dead Load Deflection) * Live Load Def lection.n Design Notes: i. Wood Works analysis and design are In scmrdance with the IOC Idan9tionel Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemem. 2. Please verify that the default deflection limits am appropriate for your application. 3. Sawn lumber bending members shall be laterally supported acw5ng to the pmvisions of NDS Clause 4.4.1. • • Woo 4" \10 r ks ' 19) - ri, R9.w+h Feb. 25, 2016 19:48 :P H I " I P Design Check Calculation Sheet WoodWodts Sae, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9'-8.3- R9 Glulam-Unbal., West Species, 24F-V4 DF, 5-112":12" 8 laminations, 5.112' maximum Wdlh, Supports All - Timber -soft Beam, D. Fill- No.2 Total length 9'.&3-;volume= 4.4 co.ft.; Lateral suppat top= fua, batom= at supprxts; Analysis vs. Allowable Stress and Deflection using NOS 2012: Additional Data: FACT095: F/Elpsi)CD CM Ct CL CV CfU Cr Cfrt Notes C,-Cvr LCt Fv. 165 1.15 1.11 1.01 - - - - 1.00 1.00 1.00 Fh'+ 2900 1.15 1.00 1.00 1. 000 1.000 1.00 3.0a 1.on 1.00 - 2 Fcp' 650 1.00 1-00- E' 1.8 million 1.00 1.00 Eminy' 0.a5 million 1.00 1.00 - - - - 1.OD - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 D+S, V - 4778, V design - 4594 lbs Bending('): LC t2 -, M = 16721 1bs-ft Deflection: LC t2 0+S Ilive7 u 12 - Ico tat) D-dead L-live a-snov N- ind I -impact Lr-roof live Lc -concentrated E-earthquake A11 LC's a e listed in the Analytic output Load comhinacions: ASCE 7-10 / IEC 2012 CALCULATIONS: Deflection: El - 1426e06 lb-in2 "Live" deflection Deflection from all n n-tlead loads (live, vino, Total Deflection 1.50(0ead Load Deflec [i on) + Live Load Deflection.n Design Notes: 1. WoodWorkS analysis and design are in accordance Wit, the ICC Inteme0onal Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement 2. Please verify that the default ddleWon Il mitsore appropriate for your applintlon. I.Gulam design values are for maledals cordonning to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLUL U: bxd = actual bmadth x actual depth. 5. Glulam Beams shall be laterally supposed according to the provisions of NOS Cause 3.3.3. 6. GLULAM: beadng length based on triune, of F p(tension), FW(canp'n). i Unfac Cc red: Snev ea ceored: 19]9 t904 209� 2691 Total any: HCapa 33a4 g7g7 ci [y Heam 33a4 g7g7 gvPpo rt 39]6 4917 riot/Dea AHeam Support 1.00 1.00 Lnaa oemh Lenyth rz 0.95 4z .in req'd 0.95 1.39 1.39 Cb 1.00 1.00 Cb min 1.00 1.00 b svppor[ 'I',, 1.07 1.0] F.. 625 625 Cri texion [Analysis Value n Desi Value Uni[ Anal sis/Oesi R- psi Henning (+1 fb 152] Fb' = 2760 psi0:55 Live De fl'n 0.09 - <L/999 0.32 - L/360 in 0.26 Total Defl'n 0.19 L/594 0.48 - L)240 Sn 0.40 67 * rood Y Y ti, rks' . .Hw R/Ob -. Feb. 26. 2016 08:38 PHl l..1P Design Check Calculation Sheet Wood Works Size, 10.42 Loads: �mm Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : Dnfactcred: Dead Sn oW Fac 2252 3a 66 1842 294p red: Total Bearinq: 5318 4282 Capacity Beam 5318 4282 Support 5462 4396 Anal/Oeo aeam 1.p0 1.00 6uppor[ 0.12 p_97 Load comb 42 Length 1.1149 1.2 Min req'd Cb 1.49 1.00 1.21 1.0. Cb my 1.00 1.00 11 Cb support 1.07 1 625 62S 625 R10 Glulam-Unbal., West Species, 24F-V4 DF, 5-112"x16.112" 11 lamination; 5-12' maximun Width, Supports All -Timber-soft Beam, D.Fir-L No.2 Total length: 16-2_T; volume = 10.2 cu.n.; Lateral supper[ top= Iul, bottan= at supports; vs. Allowable Stress and Deflection using NDS 2012; criterion Anal s s Valce n Deli value U.11 Anal sis/De si Shear fv - Fv OS psv v Fv 0. 6 ii-di fb - 1102 Eb' - 2126 psi fb/Fb' p.51 0ef1'n 0.18 - 5L/999 0.54 " LI360 1 14 Total Defl'n 0.38 = L/502 0.81 = L/240 in 0.48 ldditional Data: ACT0R5: F/ElpsilCD CM Ct CL CV Cfu Cr Cfxt Notes Cn•Cvx LSO Fv' 265 1.15 1.00 Fb'+ 2400 1.15 1.00 1.00 1.000 0.9E8 ].00 1.D0 1.00 Fcp' 650 1.00 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.OD Eminy' 0.85 mil liun 1.00 1.00 - - - - 1.2 :RITICAL LOAD COMBINATIONS: Shear : u Y2 = D+S, V = 5293, V design 4741 lb, Bending(+): LC t2 D+S, M = 29154 Ibs-ft Deflection: LC 12 = Ds (lve) u i2 = D+B Icital) D=dead L-live S=snov ll the I=impact Lr-roof live Lc-cancentxated E-eax thquake All u's i e lintetl i� the 0/ rsi output Load combinations: AS CE 7-10 / IBC 2012 :ALCULATIONS: Deflection: EI = 3706e06 lb-in2 "Live" deflection Deflectrom ion fall n n-dead loads (live, wind, s o..I Total Deflection = 1.50(Dead Load Deflection) t Live Loatl ]efleccion.nv. Design Notes: i. WoodWori an and design are in accordance With the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement 2. Please verify that the default deflegion limits are appropriate for your application. 3. Glom design values are for materials wriorming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = acNal breadth x actual depth. 6. dram Beams shall be laterally supported of N ed according to the prwisiorDS pause 3.3.3. 6. GLULAM: bearing length based on smaller of Ftp(mnsion), Fcp(eomph). 1^014 Feb. 26, 2016 06:33 imil-T 71ps Design Check Calculation Sheet Wood Works Sorer 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) r-7.4" unfaotored- Deeo Snow F 600 952 600 952 actored: Total Bearin5' 1553 1553 Capacity 553 Support 1719 3 1]19 Anal/Oes Beam 1.00 1.00 Support Load comb 0. 12 f2 0.90 12 Length 0.]1 0.]1 Min req'd 0.71 Cb 1.00 1,90 Ch min 1.00 1.00 Cb suppori 1.11 1.11 Fcp s 625 625 R11 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112-x9-1/4") Supports: All -Timber-soft Beam, D.Fs-L No.2 Total length: T-7.4"; volume= 1.7 cu.a.; Lateral support: to = full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 21112: Criterion Anal s s Value 1 Desi n Value Unit Anal sis/Deli tv 56 20"I pa 0.2! Be ndinq(rI fb 700 Fb' .11; psi fb/Fb' - 0.56 Live Defl'n 0.05 <L/999 0.25 L1360 0.20 Total Oefl'n 0.10 L/93] 0.38 Ll240 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn .1 ISO1 15 l.nn 1.00 1.00 1.on 1-On Fb'♦ 900 1.15 1.00 i.00 1.000 1.200 1.00 1 00 1.00 1.00 - 2 FCP' 625 1.00 1.00 - - - - 1.90 1.00 - - E• 1.6 million 1.00 1.Or - - - - 1.00 1.00 - 2 F.min• O. SB millinn 1.00 l_00 - - - - ].. 00 ].00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 D+E, V = 1591, V design = 1215 Ile Bending)+l: k 12 D+S, M. = 2912 lbs-rt Deflec ci an: LC 42 � D+5 (live) k 12 D±5 (total) D=dead L=live 5=snow wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's a e listetl inO the Analysis output I...d e0mna„ecio.,e: ,vsce 1-10 / 16c zmz CALCULATIONS: Deflection: EI 369e06 !b-in2 "Live" detle c[ion = Def le Ce ion from all n n-dead loads (live, mtal o<ne�cie� - 1.50(Dead Loaa Derleccienl . Live Leea oefle�c,o„ano Design Notes: 1. Wood Works analysis and design are'm accordance rah the ICC International Building Code pBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement 2. Please -nify that the default denection limits am appropriate for your application. 3. Sam lumber bending members shall be Ialemlly supported according to the pmvisions of NOS Clause 4.4.1. C-� • 0 i hood Y o. �k§IX SFI-b k. wxit'tsw rov, . Feb. 26, 2016 09:31 )PIn' ips Design Check Calculation Sheet WoodWwks Sae, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : ME unfaetnred: Dead Live Factored: "I "I545 "I Total Bearing: ]29 9 Capacity Beam 8 891 Sopocrt Anal/Des Ig3636 1836 lean 0.82 0.82 SoppC rt 0.40 it Load ccmb M2 12 Leng Lb 0. 50' Nin Cb I.00 100 Cb min Cb support 1.00 1.0] 1..00 1.0] Fc s 625 625 SF1 Timber -soft, Hem Fir, No.2, 6x10 (6.112"x9-114") Supports: Ail-Timberson eee n: O.Fir-L N0.2 Total length: 9'-1.0'; vdume = 3.2 -fL; Beam and M inger, Lateral support: top= fug, batam= at wpparts; Analysis vs. Allowable Stress and Deflection using Nos 21112 : Cri tericn Anal s s Valve Oesi Value Unit Iw,al sir/pest Bending(+) fv la fb 251 Eb' = 590 psi fb/Fb' 0.46 Live Defl'n 0.11 - <L/999 0.30 - L/360 0.16 Total Defl'n 0.0] _ <L/999 0.45 L1240 0.16 Additional Data: FACTORS: F/E(pni)CID CM Ct CL CF Cfo Cr Cfrt Ci Cn LCI Fv' 140 1.00 1.00 1.00 1.00 0. 80 1.00 2 Fb:1 6]5 1.00 1.00 1.00 1.000 1.000 1 00 100 1.00 0.g0 - 2 Fcp' 405 1.00 1.00 - - - - 1.00 1.00 - - E• 1.1 million 1.00 1.00 - - - - 1.00 0. 95 - 2 CRITICAL LDAD COMBINATIONS: Shear : LC I2 - D+L, V = ]26, V design - 599 lbs Bending(+): LC Y2 D+L, M - 1640 lbs-ft Oeflecti an: LC 12 - D+L (live) LC I2 D+L Itatal) D-dead L=live B-snow N=wind I=impact Lr--roof live Lc -concentrated E-earthquake All LC's a e listed in the Analysis output Load combinations: ASCE ]-10 / IBC 2012 CALCOLATIONS: Deflection: EI - 399e06 lb-in2 "Live" deflection - Deflection from all n n-dead loads (live, wind, s ow...l Total Deflection 1.504Deatl Load Deflection) + Live Load Defle c[ion.n Design Notes: 1. WwdWwks analysis and design are h acmrdame x4th the ICC Intemaional Building Code (IBC2012), the Nationa10esign Specification (NOS 2012), and NDS Design Supplement. 2 Please verify that the default daft- ion limits are appmpriate foryour application. 3w . San lumber bending members shall be laterally supported acmdN to the p sions of NOS 0- 4.4.1. 70 i f ood 1f 7 o r"s SF2.wrb Feb. 26, 2016 09:41 ±'F. ,i A.'l.d vs >< it:,�,.yth:'.1..iiN'..iVl17 SS: Design Check Calculation Sheet WoodWDrks Size,10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 V-0A' Vnf acto retl: Dead Live Factored: 989 1655 4B4 1655 Total 2139 2139 Beating: Capacity 9 39 5'aPPart 440] 490] Anal/Des seam 1.00 1.00 support 0.99 0.4I Load ccaob !2 12 Length 1.2D 1.2o .1, req'd Cb 1.20 1.00 1.21 1.00 Cb min I no 1.00 Cb support 1.0] 1.01 Fc 625 625 SF2 Timber -soft, Hem -Fir, No,l, 6t12 (6.112'k11-114-) Supports: All -Timbercon Beam, D.Fir{ N0.2 Total length: 1 V-0.4'; volume = 4.7 w.fL; Beam and stringer, support top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection aline Nos 2m2: Criterion Anal s s Value Desi n Value Unit Anal sis/Dell n .1c - 42 �.' 840 psi fv Fv - 0.3B Bending 141 Eb = 599 Fb' 890 psi fb/Fb' = ii 11 Live De £3'n 0.12 0.36 - L/3E0 0.33 Total Deft 0.17 - L/]61 0.55 - L/240 0.32 Additional Data. FACT - F/Elpsi)C0 CL CF Cfu Cf[t Cl LC4 Fv 140 1.0 0 1-Co 1.00 1.00 0.80 1'on 2 Fb'a 3050 1.00 1. 00 1.00 1.000 1.000 1 00 1 00 1.do 0.80 - 2 Fcp' 405 1. 00 1.00 - - - - I.00 1.00 - E' 1.3 million ].00 1.00 - - - - 1. no Ervin' 0.0 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Sheaf : LC t2 = Da L, V = 2120, V design 1737 lbs Bending(.): LC 42 Da L, M = 5194 lba-ft Deflection: LC r2 DiL (live) LC r2 = D+L (total) ❑=dead L-live S=snot/ N=wind I -impact Lr-roof lfve Lc -concentrated EQeai[hquake A11 LC's a e listed i the Analysis output Load canbinati on a: ASCE 7-1D / IHC 2012 CALCULATIONS: Deflection: EI - 848e06 lb-in2 "Live" deflection - Deflection from all n n-dead loads (live, wind, Total Deflection = 1.500ead Load Del-io,.) ♦ Live Load Deflection.n Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Intenational Building Code (IBC 2012). the National Design Specification (NOS 2012), and NDS Design Supplement 2 Please vadfy that [ha default de0atlion Il mite am alapropdata }or your applicatlOn. 3. Sawn lumber bending members shall be laterally supported a-rdn g to the provisions of NDS Clause 4.4.1. 71 71 %DWoodWorks' SF3 Design Check Calcu!ation Sheet Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Analysis Allowable Stress and Deflection 2- 2. 72 72 ood ■ Y o k,s" SF4-b >. YWf.br ru Feb. 26, 2016 11:33 s Design Check Calculation Sheet WoodWorks Saer 10.42 (Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : s-1.r unfactorod- Dead Live Factored: "1 9. 211 968 Total Beazing: 1229 1229 Capacity Beam 1229 1229 Support 1361 1361 Anal/0<1 Bean Support 1.00 0.90 1.00 0.90 Load comb 62 1z Length 0.56 0.56 Min req'd 0.56 0.56 Cb 1.00 1.00 Cb min ].00 1.00 Cb support Fc .. 1.11 625 1.11 625 SF4 Lumber -son, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4-) Supports: All-Timbersoft Beam, O.Fir-L No.2 Total length: 5-1.1%volume= 1.1 m.fL; Lateral support: top= full, boft- et supports: vs. Allowable Stress and Deflection own. Nos 2d12: 10.02 Al 1L/290 I t 14 TLeiGetnDefl'n Oefl`n <L/999 0 D.OB Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF C£u Cc Cfct Ci Cn LCb Fv' la0 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1 00 1.00 1.00 1. 00 - 2 FcW 625 - 1.00 1.00- E' .e mill Emir' 0.59 milliion on 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Sheds : LC 12 DaL, V = 121 B, V design .11 lbs Bending "1: LC 62 OIL, M 1537 lbs-ft Deflection: LC 12 = D+L hive) LC 12 = D+L Itotal7 D=dead L=live S=snov W=tuind 1=impact Lr=coof live Lc=concentrated E=earthquake All LC'1 a e listed in the Analysis output Load combinations: ASCE 1-10 / IEC 2012 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection - Deflection from all n -dead leads (live, wind, Total Deflection = 1.50(Dead Load Deflection) i Live Load De[lection,no Design Notes: 1. Wood Works 1),sia aM design -in acconlanw wxh the ICC Int-fionsl Building Code (IBC 2012), the National Design Spe fiaa ion (NOS 2012), and NOS Design Supplement. 2 Please v ify that the defedtt deflection limits are appropriate for yaw applicator. 3. Sawn lumber bending members shall he laterally supported -ding to the provlslon , of NOS pause 4.4.1. 73 73 1j) ood fi F orkr 7APS SFS.Iwb Feb. 26, 2016 11:36 PH11, Design Cheek Calculation Sheet WocdWorks Suer 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1o•-r 10-1• 11 SF5 Lumber -son, D.FIr-L, No.2, 4xl2 (3-112"xl l-114") Supports: All -Timber-soft Beam, D.F"" No.2 Total length: 10-2 (r; volume = 2.6 "ft.; Lateral support: top=full, bod- at supports; Analysis vs. Allowable Stress and Deflection using NDs 2012; n Cr1Yerl on Anal s s Value Desi Value unit A 18 Fsi fv 0.3 1-11aih/ e ntli ng (+) tb all tb' - 990 psi tb /Fb' _ Live Defl'n 0.12 = -IM 0.34 = L/350 0.35 Total Defl•n 0.1] " L/]1] 0.50 L/240 0.33 Additional Data: FACf01is: F/E(psi)CD CH Ct CL CF Cfu Cr Cfrt Ci Cn LCP Fv' 1Bo 1.00 1.00 1.00 ].00 1.00 1.00 2 Fb•+ 900 1.00 1.00 1.00 1.000 1.100 1 00 1 00 I.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.OG 1.00 - 2 Emin' 0.58 million 1.0o 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: LC P2 - U+L, v 2190, V aeslgn 1]65 lbs Bending(+): LG P2 - 0*L, N - 5521 lbs-ft Deflection: IL 12 WL IliVe) LC 12 - D+1, Ito [al) D-dead L-live 5-nno" N- ind I -impact Lr-roof live Lc -concentrated E-earthquake All LC'a a e listed in [he Analysis outpvY Load combinations: ASCE ]-10 / IHC 2012 CALCUT-n rvs: Deflection: 664 e06 lb-in2 "Live" deflection Deflection from all n n-dead loads (liv ind, Total Deflection 1.5o (Dead Load Deflection) + Live Load Deflectionsn Design Notes: 1. WoodWotks analysis and design are In acmrdance W th the ICC ime n ifional Budding Code (IBC 2012). the National Design Specification (NOS 2012), and NOS Design Supplement. 2. Please veiny Mal the default deflection limits are appropriate for your applicagat 3. Sawn lumber banding members shag be laterally supported according to the provisions of NOS pause 4.4.1. Unfactored- Dead Live 4]9 1]29 q]9 1]29 ma: eaTo tat Hearing: 2200 2208 Capa ci [y Beam 2200 Support 2945 2208 2445 Anal/Des Beam 1.00 1.00 Support Loatl comb 0. 90 P2 0.90 P2 Le ngth 1.01 I.O1 req'd 1.01 1.01 Cbn 1.00 1.00 m min 1.Go l.00 Cb SuppO[C 1.11 1.11 Fr s 625 625 74 74 Wood"Works F6 Loads: 12d" 1— Design Check Calculation Sheet Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) SF6 Glula—Unbal., West Spede% 24F-V4DF, 3-W-AG-112- Besot Tm 4� ".T.— t ..ft; Analysis vs. Allowable Stress and Deflection Additional Data: LR 0 0 1.11 2 Design Note.: ---C— —g Leas(IBC-4, Ne NwleerDnlpn sprJlksbn(NDS -2).aN0.s —,s,pp— dlg to the b..kv x„O d Fw(—). F.P(wm4 75 75 1j) WoodWorks' BP-e rl's FeD. 2B, 2016 12:07 Design Check Calculation Sheet Wood Works Sae, 10.42 Loads: Loatl Type ......... Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : W-3.4' 1 AlY SF7 Glula n-Unbal., West Species, 24F-V4 DF, 5.112"x1V 121aminations, 5-112- maAmun width, Supports: All -Tin,.,. oh Beam, D.Rr L No.2 Total length: 1".3.4'; volume= 13.3..fL; Lateral support top= full, bosom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Anal s s Value Oesi n Value Unit Anal sis/Desi Shear J Bending(+) fb 1152 2]30 pal Live Defl'n 0.30 = L/762 0.64 L131 Total Defl'n 0.99 = L/527 0.96 - L/240 0.46 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notpa Cn-C, LC! Fv' 265 1.00 1.00 1.00 - 1.00 1.do 1.00 2 F"1, 2111 1.11 1.00 1.00 1.000 0.162 1 00 1 00 1.00 1.00 - 2 650 1.00 1.00- E�p 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC !2 - D+L, V - 5960, V tlesign - 49e2 lba Bending(fl: LC 12 - ML, tl - 28519 lla-ft Deflec [ion: LC 12 - DtL (live) !G !2 DtL Ito at D=dead k.-live W=wind I -impact Lr=roof live Lc=concentrated E�cariM1quake A11 LC's are listed in the Analysis output listed Loaa eombinacipna: Asce i-lo / lee zo12 CALCULATIONS: Deflection: ET - 4011e06 11-in2 "Live" deflection - Defleci ion from all non -dead loads (live, wind, Total Deflection = 1.50(Desd Load Deflection) i ill Load neflection.n Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC lnlemational Building Code (IBC 2012). the National Design Specification (NDS 2012), and NOS Design Supplement. 2 Please verify that the default de0edlon limits are appmprfate fmrymur application. 3. Gltlam deign values are for malenals conforming to ANSI 117-2010 and mamdaclured in accordance with ANSI A190.1-2007 4. GLULAM: bd = actaal breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n). ie [[iDu ti on PaG- Locailon 1[[1 Magni Gutle 1[ Cetn start End Star[ E d Loa 1 Uea k'U Aeea 1112. ) ps. Load2 Live Full Area 40.00112.00') ps: Self-vel ht Dead FU11 UDL 22.0 if Unf acco zed: Dead Live Factored: 3375 962i 1]75 4621 Total Hearing: 6002 6002 Capacity Beam 6002 6002 support 6165 6L65 Anal/Oet eeam l.ao I.00 support 0. 97 0.97 Load crab 42 12 Length 1.50 1.68 Min req'd 1.68 1.66 Cb m rain 1.00 1.0o 1.00 I.00 Cb support 1.Op 1.9J Fc s 625 625 76 76 ID WoodWorks 1 rill, IP's F S—.2- 12,10 F Loads: 11 D 21!: Design Check Calculation Sheet Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) '2 Support '..d LLh SF8 LVLn-ply,I.BE,260OFb,l-!�rll,I:,111",I-PY(5-1/4"Al-718'), D FIr-L 1.2 WOW wive P— (rd— — h*), DO-- This section FAILS the design check Anatysis, vs. Allowable Stress and Deflection g mo, m, Note: 5.25X1 1-7/8" PSL used which has Ihigher E and Fb, okay by inspection Additional Data: CM& LOAD TI�Illtr— nzJazs 1.501— Design Notes: . limns 3 T. FIRE1.1, --, mtl 77 77 Z WoodWorks r1a 6F— _26 2016 12:2D I I I P "S F, 7-11777 1 —, Design Check Calculation Sheet Loads: a cocoaMl- nsDo DI: "ill 1 11 Z" I d Maximum Reactions (lbs), Bearing Capacities fibs) and Bearing Lengths (in) supp 12, SF9 LVL n-ply, 1.8E, 2600Fb, 1 'V"" 11 -718", 3jAy (5-1 14"A 1 -718") Laivl tI w Analysis vs. Allowable Stress and Deflection 0sm9 NDS2012: m Additional Data: 1:2 camuv. Long s -d -2 1 Design Notes: 6.IL-LT1 41E.--- , FIRE 78 W 7'lps uL Design Check Calculation Sheet Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) SFIO Design Notes: 7S 79 WPM/ odWo , rktx3s I I ru, "I IP's F$Fi Loads: F.1i "I is 0.016 Design Check Calculation Sheet W--D.42 I 26. pie Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) I d 2 '9 11 SF1 1 Timb—It, D.Fir-L, N..2, 6A2 (6-1/2-.11-114-) I— —T. I I— — 1412 I a — Analysis w. Allowable Stress and Deflection -1.6 NOx 2012 ... ....... i. V.— —1- Additional '�,,Dat.: E(P.T IF ci 1— 11 F7- III 1 1- 'o ---cm j 1. — D.esign—Notes: 2. _ _il - d~ fl, i- Ipp- 3, S. — —o —. — w —Y ww —� 10 .. m— I NM w WoOdWorks"" , r,111"IP's Loads: J—d U Design Check Calculation Sheet W-10.42 1�1 I In Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 121 I— ng-. SF12 Giula Unbal., WestSp.des, 24F.V4 DF, 3,IrTxI2" Analysis vs. Afl—ble Stress and Deflection EF al rasa Additional _ : 1— "I I.00 1.11 d D;.din,1-1: 'ran ,-,o 1 .12 liv. L..d Design Notes: Sp—(IDS-2), N—pn verily 1. d 81 H WoodWorks ri-Ill"Llp's- Loads: I n 11 IDL Design Check Calculation Sheet Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) —2 2- -port ta 2- 1v -d SF13 Timbe,sofk DAL, N..2, 6A 2 (5-1/2-.11-1)4-) — T_.an a— D.wi N..3 Analysis vs. Allowable Stress and Deflection aeAas Nos m z: 1 1:21 Additional Data: F/E(I-CD C� CL CF Cf Cr C— C, I - 22el, I Cn LZI 00 3 Design Notes: 2— vsily,NN,Ne d.=— a seen� , hd ne -,fty , d NDS A kl 82 82 WoodW rk§ . .. �2svk-sw tare re<�e!--via>f'6 Loads: Design Check Calculation Sheet WoodW orks Size, 10.42 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1D-1D.r SF 14-b Feb. 25, 2016 15:18 unfaecored: alod Live Factored: 211 86] 211 63a To cal Bearing: 1140 855 Capacity Bean 1140 891 9nppa r[ 2399 1836 AnallGes Beam Suppo tt 1.00 D. 0.96 0.42 Load crnib 12 4 2 Lang"' 0 . " 64 0.50` Min req'd 0.50` Cb 1.00 1.00 1.00 Cb m!n 1.00 1.00 Cb suPPort ].07 1.07 F 629 fi25 I -a m-m oramg a gm -mg Dsop: ,r4 - era suppers SF14 Timber -soft, Hem -Fir, No.2, 6x10 (5.112"x9.114") Supports' All -Timbe-11 Beam, D.Fir-L No.2 Total length, 1(1`40.1`, volume = 3.8 -A: Beam and stringer, Lateral support: top= fug, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2012: o criterion Ana] s s Value Oesl n value Unic Ana] sis/Oesl 6 e fv 1 2 E\• 112 psr - eendingl+I Pb = 914 Eb' - 540 psi fb/Fb' 0.7] Live Vefl'n 0.11 = <L/999 0.36 L/360 Total Gefl'n 0.17 = L/7 14 0.54 - L1240 0. Additional Data: FACTORS: F/E 1psi)C0 CM Ct CL CF Cfn Cr Cfrt Ci Cn LC! Fv' 140 1.00 1.00 1.00 - -0. 80 1.00 2 Fb'a 676 1.0o 1.00 1.00 1. 000 1.000 1.00 1.00 1.00 0. 80 - 2 Fcp' 405 1.11 1.11 - - - - 1.00 1. 00 - E' 1.1 million 1.00 1.00 - - - - 1.00 0. 95 - 2 CRITICAL LOAD COMBINATIONS: Shear LC !2 1133, V 1 119, a 114 lbs Bendingl'1: LC !2 D+L, M 2706 ]bs-Ec Oeflec[ion: u !2 OIL hive) LC !2 D+L (total) D=dead L=live S=snos wind I=impact Lr-roof live Lc=c01-Crated E=earthquake A11 LC's a e listed i the Analoutput Load co:nbinadons: ASCE 7-10 / NECI2012 Oeflec [i399e06 1b-fn2 "Live' deflection = Oeflecfion from all n n-dead loads Ili— wind, sn ov_ Total Def lecci on a 1.5010ead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance v*h the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement. 2 Please verity ZI the default deflection limits are appropriate for your application 3. Savn lumber banding members shall be Iat"y supported according to the provisions of NOS Clause 4.4.1. 83 M. Y:rks"- Woodworks"' 12) ...4 MYaad+e_� SF15.w,.b ' )PH11, Mar. 1, 2016 17:17 Al fsN:.iv';: ,;'r Design Check Calculation Sheet WoDdWorks Sae, 10.42 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13 .p SF15 Lumbersoft, Hem -Fir, NoA, 2.10 (1-1/2"x9-114") Supports: All - T'unber-ft Beam, D.Fir1 No.2 Floe Joist spaded at 16.U- cic; Total length: IS-1.5; volume = 1.3 -ft.; Lateral support: top= fug, bottom= at supports; Repetitive factor. applied w - permitted (refer to canine help); Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion l s1Value Desi n Value Unit Anal sis/Desipsvfb !`� 1139Live Defl'n 0.25 L/630 1.41 = L360 in 0.50taloefl'n .36 = L/932 0.65 = L/240 0.55 Additional Data: FACTO,is: Mies -)CD CN Ct CL Cr Cfu Cr Cfrt Ci Cn IX If 150 1.00 1.00 1.00 1.00 0.90 1.00 2 Fb'f 975 1.00 1.00 1.00 1.000 1.100 1 00 1 15 111, 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.55 million 1.00 1.00 - - - - 1.00 0.95 - CRITICAL LOAD COMBINATIONS: shear : LC 92 = Di L, V = 455, V design 396 Ids Bendingl- LC 12 D-, M = 1457 the-ft Deflection: k 12 D L (live) u /2 - D+L (co cal) D=dead L=live 5=snow W-wi ntl I-imFact Lx=roof live Lc=concentrated E=earthquake All LC's a e listed i the Analysis output Load ccmbinations: MCE 7-10 / IBC 2012 .I.ATIONS: Oef lec ci on: EI m 148e06 lb-in2 " deflection Deflection from all n n-dead loads (live, wird, Total Deflection = 1.50(oead Load Deflection) + Live Load oeflection.n Design Notes: 1. W mdWods analysis and design we In acmnlanca With the ICC In ematimal Building Code (IBC 2012), the Nadonal Design Specification (NOS 2012), and NOS Design Supplement 2. Please verify that the default deflection limits are appmpiate foryour application. 3. Sawn lumber bending members shag be leterafly supported according to the pmvislors of NOS Clause 4.4.1. 4. FIRE RATING: Joists, wall aluds, and multiply members are not rated for fire endurance. Unfacco zed: Dead Fac 106 351 306 351 zed: Total Bearing: 95l q57 Capacity Joist 457 q5� Support 1103 1303 Mal/Des Joist 1.00 1.00 SuppozC 0.41 0.41 Load cmb d2 42 Length 0.99 0.99 Min req'd 0.9-0 0.94 Cb 1.00 Cb m ].00 1. DO CD support Fc s 1.25 62S 1.25 625M. 84 ltoberr'Swerk P.0`B.ui,.164 — Fdiiion&-;,Wk 98020 NIIN�YIflI�I�IWI�Ii�INA 00449 7 PGS 0611M �15 0 eamk@ 00 WHOM H COMY, SHINGTON NO EXCISE TAX REOUIRED JUN 0 9 2915 YJRKE SIEVEhb, bliallomisn Gounty Treasurer By- KIRK— I 'i - Document Tt C6.('0i -tr'.gactionb contained therein) I Reservatiorf-ofV�e,6v Easement 7 Reference Number(s)',Qf.R96cu4ments-' (on page — of docutnetits(s N/A Grantor(s) (Last name first, theh.firs-t.naa-ne.H114-t6itj. ij 1 Robert W Swerk, 11 2 Carol Kosco 3 E] Additional names on page of dacunic.1.jt*"` Grantee(s) (Last name first, then first name 14d ins6 - als I Robert W Swerk 11 2 Carol Kosco Legal description (abbreviated i c lot, block, Pik oi'§&t1Gn'..ww.nship, range) Lot I Wominant E-state) Lot 1 of Short Plat F fle .. Tq,o, PIN201 30043 recorded under Snohomish County Auchto He No C` ... 1- .. . ' ' . * A '.-. 0 'ecqlon 1-6 Y_--j . .. .: 3 Lot 2 (Servient Estate) Lot 2 of Short Plat File No Pi-N 26-5b043-Y'r-ecorded under Snohomish County Auditor's File No FX7 Pull legal is on pages 1 and 2 of instrument Assessor's Property Tax Parcel/Account Numbers Lot 1 27031300400600 Lot 2 RESERVATION OF VIEW EASEMENT ... RESERVATION OF EASEMENT BY OWNERS OF DOMINANT AND SERVIENT PARCELS 4 _ 7 : Hdpkground and Purpose Lots 1 and 2, identified below, are adjacent parcels Robert W':.,Svtierk, II•avd Carol J Kosco (the "Grantors") are the owners of Lot t and Lot 2 as tenants in common Thee'Ggnt rs•wish to retain a view easement over Lot 2 for the preservation of the view in favor of'l,ot };-a.nd for.the benefit of themselves, their heirs, successors and assigns. 2 IdeAficatioir of thq. Properties The two affected properties are Parcel A (the•doilninhdt'estate): 18812 Olympic View Drive Edmonds, Snohomish County, Washington Assessor's Property Tax Parcel No 27031300400600 Lot 1 of Short Plat' .File''Is1.oI Pl- 2 130043 recorded under Snohomish County Auditor's File Lot I is more particujarly--descrihed--.m Exhibit A. Parcel B (the servient e`state)c /� Olympic View Dnve Edmonds, Snohomish County, Washington A&sessor's Property, -"Tax Parcel No. Lot 2 of Short Plat file No PLN20130.0, 3 recorded 'under Snohomish County auditor's File No Zo►se�ros Lot 2 is mote particularly descnbcd in txhj.bit-$,--•--- 3 Reservation of View Easement The Gr�ntRfs hereVy grant, create and dedicate by reserving unto themselves a view easement over Lpt I for-Jh-e•••Benefit of Lot I (the "View Easement") as follows a Vertical Datum The elevations specified herein:'are based` on the North American Vertical Datum of 1988 ("NAVD88") Attached hereto A' ---- fhiibit C''is- the reference mark elevation certification prepared by Gary T Christensen, PLC; dated: Aprtk 3, 2015, for the identification of Site Benchmarks Nos. I and 2 as the local eleuafionr're'ferertce marks. Said reference marks shall be used to determine compliance with the re' pcfign`imposed by this view easement. b View Corridor For the purpose of the View Easement, a view cotnddi is.6stablished across the southern 60 feet of Lot 2 as depicted on Exhibit C (the `'View Corridor"-},, - c Lot 2 View Restrictions for the benefit of Lot 1 Within the View:-C.,o'rr'rdor, no structure or improvement may extend to a height above the horizontal plan`..of-1a a0: feet NAVD88 For the purpose of this View Easement, structures and improvements ire manmade constructed or erected objects, including, but not limited to, the following buildings" Arid appurtenances such as chimneys, flues or plumbing system air vents, antennae, satellite dishes or 'decks; -whether attached to a structure or self-supporting. -d Vegetation Except the existing trees expressly identified in Exhibit C ("Existing -�.'[reeS°'j; no` trees, shrubs, or other plants or vegetation located on Lot 2 may extend to a height above the_horrzontal plane of 103 00 feet NAVD88 4 :.' Eriforeenten.t -The rights of the owner of Lot I under this View Easement may be strictly enforced "'The.'owner ,of _loot 2 shall, at its cost, remove obstructions that violate this View Easemer.f'�vithni.60..dayt�..after.,receipt of notice of the violation and a demand for removal of the obstruction:` Faildre to remove1he obstruction within 60 days of notice shall entitle the owner of Lot 1 the right to•-entry.oi}- l ot;-2 for the purpose of removing the obstruction by a licensed contractor and �to record. -a lii;""on Parcel B for the cost of removal and any costs incurred to enforce this VteV Easemvnf;.tndudtng attorney fees The owners of Lot 1 shall have the right to any remedy available at •iaw or 'equity including, but not limited to, specific performance or injunctive relief and the'right to.colJect actual damages The owner of Lot 2 shall have the right to recover only actual darli,ages• rn the"event p. 0a breach by the owner of Lot 1 5 Maintenance of Exi§ttixg• "'Trees:. The owner of Lot 1 may, at its cost, undertake maintenance of the Existing.•Tree-g't&-preserve views for the benefit of Lot I For all such maintenance of Existing Trees,,;the-'o%;r-e-r a#' Lot- I' -.shall retain a qualified licensed, insured and bonded landscaping contractor, and,tivifi rot,pe'rinlS•dny lien or encumbrance of any kind or nature, including without limitation any meehani& ©r'matcrialmen's lien against Lot 2 The owner of Lot 1 agrees to pay and discharge id. full any lien, e_nc'umbrance, claim or demand before any action is brought to enforce the same against Lot 2 6 Easement Appurtenant This View Easement is binding on the heirs, successors, and assigns of the owners of Lot 2 and inures to'tkle 6cnefit of •the heirs, successors and assigns of the owners of Lot 1 It shall be enforceable as a restrlcttve ;coveffant and equitable servitude upon the land affected hereby, shalt run with the land affected.tiereby„and shall be binding upon and inure to the benefit such land, each person having or acgtiirittg.any right, title or interest therein or any part thereof or any improvements thereon, and upon their res} eetiv-e•successors, heirs and assigns owning all or a portion of such land As used herein, the term..."6wrier" shall refer to those individuals or entities that now own or hereafter acquire arty tttle to.'or.interest in the real property described in Exhibits A and B 7 Severability. If any provision of this View Easement, or rts•'appticatibn to any person or circumstance, is found to be invalid, the remainder of the provisions of ft§...Vie-w Easement will not be affected {Signatures on Following Page} t' .... -..Robert VII:: Swerk, Il Carol J Kosco S FATE QF-VA&HINGTON ) -- ; ) ss COUNTY OF'SNPHON41SH ) cert4fy that-I..kiiow'oi4have satisfactory evidence that Robert W. Swerk, 11, is the person who appeared '�efore.me, and.each of said person acknowledged that he signed this instrument and acknowledged tt ta•he a•,i re6,,arul v-0Iuntary act for the uses and purposes mentioned in this instrument Executed this �'�� day of 2015 DYLAW ALXE My► Appointment EVIM Jm 7. 2019 ..,-•Title, .�' •. ... r L My'Appointf»ent Expires STATE OF WASHINGTON ) ss COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence:tfik'iCaroI J. Kosco is the person who appeared before me, and each of said person acknowledged-that:she signed this instrument and acknowledged it to be a free and voluntary act for the'u-ses„and•purpcses mentioned in this instrument Execu S day.of.- Vr.�2 , 2015 _.. Nogry Pul to ure ±` No of Wam"" DYLAN ALKE My Appolntment Expires Jan 7, 2019 Title;::.. .. My Appointment Expires EXHIBIT A _,.:...., LOT 1 4 r ' .••..... Legal Description That portion of Gbvernmcpt Lot 3. Section 13, Township 27 North, Range 3 East, W M , record'� of-Sn' obdlliish County, Washington, more particularly described as follows COMMENCIN.G'at the Northeast corner of said Lot 3, THENCE Saath 0i "5:Z!-B b.E�st:on the East line thereof a distance of 49 96 feet, THENCE South' 8V5'.'.k— .''e`st a distance of 30 00 feet to the easterly margin of Olympic View Drive and `fhe: TR[�iE" POINT OF BEGINNING; THENCE South O1-°..52':flI "_East'a,long said margin a distance of 140.00 feet, THENCE South 88' 33' Obi' W�st:a distdhce of 120 26 feet; THENCE North 030 26�51' "YVest.a'drs'ta�ice of 93 60 feet, THENCE North 340 16' 7}l-"-'Easf.distance of 35 05 feet, THENCE North 880 33' 00TEast--a djstancr, of 70 93 feet, THENCE North 010 27' 00" West a. disWnce of M00 feet, THENCE North 880 33' 00" East a.di'stance.pf`31. I.2 feet to the POINT OF BEGINNING. Containing 15,132 8 SF, more or lest-' APN 27031300400600 r .. r r. .1 EXHIBIT B __..� LOT 2 - r- Legal Description That that p6rhon-6fGoveriimcnt Lot 3, Section 13, Township 27 North, Range 3 East, W M., records of Snohomf'sh Co:*hn`•ty; Washington, more particularly described as follows COMMENCIN£•at-the Northeast corner of said Lot 3, THENCE South 41 °52''01" East -.on the East line thereof a distance of 49 96 feet, THENCE South 88°33' 0.0" Westa distance of 30 00 feet to the easterly margin of Olympic View Drive, THENCE Continuing 5buth=8,8•133'.fl0" West a distance of 31 12 feet to the TRUE POINT OF BEGINNING; THENCE South 01 ° 2706'18asf-a diltance of 18 00 feet. THENCE South 89' 33' 00 Nyest a;dikan�e of 70:93 feet; THENCE South 34' 16' 01" Weft a disfan-66 of-T.05 feet THENCE South 03' 26' 51" East a`dNstance of 93 60 feet THENCE South 88' 33' 00" West a•distance of 159.0 feet; THENCE North 32' 00' 00" East a distance of.1.6`7.79-fee*4- THENCE North 88' 33' 00" East a distance-tif 154'64 feet: to the POINT OF BEGINNING Containing 17,417 7 SF, more or less APN; r .. r EXHIBIT C VIEW EASEMENT EXHIBIT AND ELEVATION REFERENCES 10 10 SITE ISM 2 VIEW EASEMENT FOR THE BENEFIT OF Laf '1 ..-W1YHIN--'tHE --(AEW EASEMENT CORRIDOR OF THE SOUTH 60 FEET OF LOT 2 OF THIS -04JORT-RtAf. NO�--STRUCTURE. APPURTENANCES TO A STRUCTURE, OR VEGETATION MAY EXTEND TO A.-HEI.G.H.T ABOVE THE HORIZONTAL SITE BENCH MARK # 1: TOP OF CONCRETE SLAB FINISP 1`1,00R� AT WESTERLY GARAGE DOOR FRAME OF WEST GARAGE DOOR OF EXISTINO. H6)JSE'OR-"LOT 1 ELEVATION SITE BENCH MARK # 2 NAG NAIL IN CENTER OF SIDEWALK.-AfkUtH SIDE OF DRIVEWAY ENTRANCE TO SHORT PLAT SM. WGS SURVEY POINT WAREHOUSE DATABASE POINT i 7a3O, EL'EV. 09 39.;*"NAVD 88 DATUM ------------ SHEET aRAVM BY PROFESSIONAL LAND SURVE O�f� 18520 23rd Dr SE File path & Name