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Permit D18-0062 - GARY SINGH - LOT 2 - NEW SINGLE FAMILY RESIDENCE
GARYSINGH-LOT2 4640 S 148T" ST D18-0062 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Kov 0040000681 4640 S 148TH ST Project, Name:, GARY SINGH - LOT 2 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: • D18-0062 4/5/2018 10/2/2018 Owner. Name:' • Address: SINGH GURDIP 4642 S 146TH ST GREWAL SUKHBIR K, TUKWILA, WA, 98168 Contact Person: Name: GARY SINGH Phone: (206) 244-1900 Address: 4642 S 146 ST , TUKWILA, WA, 98168 Contractor: Name: SIDHU HOMES INC Phone: (206) 244-1900 Address: 4642 S 148 ST, TUKWILA, WA, 98168 License No: SIDHUHI881JF Expiration Date: 3/22/2020 Lender: Name: GARY SINGH Address: 4642 S 146 ST, TUKWILA, WA, 98168 DESCRIPTION OF WORK: NEW SFR - 4368 SF LIVING SPACE, 650 SF GARAGE, 60 SF PORCH PUBLIC WORKS ACTIVIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. Project Valuation: $608,369.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $14,091.12 Occupancy per IBC: R-3 Water District: 125 Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature:&ilk Date: LI I qt I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein o not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 6: Any material spilled onto any street shall be cleaned up immediately. 7: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 8: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 9: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 10: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 11: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 12: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 13: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 14: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 15: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 16: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 17: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 18: ***BUILDING PERMIT CONDITIONS*** 19: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 20: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 21: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 22: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 23: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 24: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 25: All wood to remain in placed concrete shall be treated wood. 26: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 27: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 28: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 29: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 30: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 31: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 32: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 33: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 34: ***MECHANICAL PERMIT CONDITIONS*** 35: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 36: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 37: Manufacturers installation instructions shall be available on the job site at the time of inspection. 38: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 39: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 40: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 41: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 42: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 43: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 44: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 45: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 46: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 47: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 48: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 49: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 50: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 51: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 52: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 53: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 54: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 55: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 57: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 58: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 59: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 56: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 60: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 61: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF l 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httD://www.TukwilaWA.gov Combination PermNo., Project Date Application eptedit: �(��' Date Application ExAccpires: / 1.��. {dor ofce.0 COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 1/617/0 s' /4/4- 1 s Yee - PROPERTY OWN,JR King Co Assessor's Tax No.: 00 9 0065 06g Mice -JR -4 /wig- 'yg164E Name: Address: Gur&psis L/6/2 S, lc -1G sr City: �U jGWJe-a State: W A Zip: fig/b8 CONTACT PERSON communication.; - Name: St gall project Address: �c,yz G si-. City: • eijaw L. J4 State: 6,.0 A Zip: (9, Phone: . t, rI t 4 nix Fax. Email: GENERAL CONTRACTOR INFORMATION Company Name: 0 r37 14CGY ;PE Company Name: 5(d 111 � 44.-61"422-.5 n Address: ly�zyS 501 6%4- J Address: i 10CiZ g // G- 6Sf. r'' IM City: --1-4 t ti.,AState: A. Zip: 1 8/621 Phone: 7,6 f 2-44 e x: Architect Name: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: 0 r37 14CGY ;PE Engineer Name: n Address: ly�zyS 501 6%4- J Company Name:1 r'' IM Email: e-M'' i ("iesf514A.Cdeb1. lafr 41 in Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 0 r37 14CGY ;PE Engineer Name: n Address: ly�zyS 501 6%4- J City: -To K� 11.4x State: L.4)N Zip: cy Er6 p J Phone: �7 , Ls -,x, g7 / Fax: [ �entre., Email: e-M'' i ("iesf514A.Cdeb1. lafr LENDER/BOND ISSUED greater per R.CW 19.27.095) ired for projects'$5,t00 or Name:C (i�/iFP /P , r-rrf �►�4 �/ f/i41f Address: 4 6 4 z .s, /4 c ?•1i` s� City: '--, /l G/ / L n State: (M/4 Zip: feAt H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — 00 Valuation of project (contractor's bid price): $ ,3 soo 00o, Scope of work (please provide detailed information): p f?,c�ff Fttj�ir %ti, )2611 C, DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS` PROPOSEDSQUARE FOOTAGE Basement 151 floor 2o°j1 rd floor 22-7 Garage 54, carport ❑ Deck — covered [( uncovered ❑ 6S-0 CPO Total square footage so i$ 9 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ Ja gsob- furnace <100k btu thermostat emergency generator appliance vent O wood/gas stove fuel type: 9 other mechanical equipment PLUMBING: '00 Value of plumbing/gas piping work $ 3 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) • bidet floor drain sink lawn sprinkler system H:\Applications\rorms-Applications On Line\2011 Applications\Combination Permit Application Revised 5.9-11.docx Revised: August 2011 bh D electric ®. gas ventilation fan connected to single duct water heater (electric) 3 clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Cd61't,t - s' -�✓F ,?f4) , Wo-rk Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ... Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila 0 ...Sewer use certificate 0 .. Highline , ...Valley View 0 .. Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: p flet. ❑ .. On-site septic system — or on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ 0] ...Total Cut 0 ...Total Fill b 51 Cubic Yards Cubic Yards ❑ .. Work In Flood Zone 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size WO # ❑ ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private ❑ 0 ...Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number o ublic fire hydrant(s) ❑ ...water 0 ...sewer ❑ . ewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-I I.docs Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLETO ALL PERMITS IN THIS APPLICATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: #1) 441% Print Name: C7(/Y StDay Telephone: G. 244 110-0 Mailing Address: LICL{ 2- E. /'[ � • / 4 L' a f cJ A Date: SID y'rZ-Za H'\Applications\Fortes-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 A2 TYPE C PERMITBULLETIN FEE ESTIMATE C.) PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME GAY S 1 N G N L01- Z 1 PERMIT # .b/c? -ao6Z (( '4-640 s, 1 4-s -fk% ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) 500 15.0/ 7.5-a//ao0 i3Oo0 / o o 0 /oo C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume /0 cubic yards Enter total fill volume /0 cubic yards $ /0 0 (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 —100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) . TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3`<o The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 F-\ BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ /0 0 (6) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $235% (8) QUANTITY IN CUBIC YARDS RATE ./ 50 or less $23.50 51-100 $37.00 101— 1,000 $37.00 for 1' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (9) ( BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ /0 13 I. Other Fees $ sg Total A through I $ /b I3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ( `t" � i ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017 ......---- otal Fee 0.75 0.75 $625 $6005 / $6630 1 $1125 $15,0150 $16,137.50 1.5 $2425 0,025 $32,450 2 $2825 $48,640-..,,$50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $125225 $300,250 ,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $10,100.94 D18-0062 Address: 4640 S 148TH ST Apn: 0040000681 $10,100.94 DEVELOPMENT $5,758.63 PERMIT FEE R000.322.100.00.00 0.00 $5,754.13 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL, $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $315.93 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14167 R000.322.900.04.00 0.00 $315.93 $10,100.94 Date Paid: Thursday, April 05, 2018 Paid By: SIDHU HOMES Pay Method: CHECK 5279 Printed: Thursday, April 05, 2018 2:50 PM 1 of 1 IrW.SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,990.18 D18-0062 Address: Apn: 0040000681 $3,990.18 DEVELOPMENT $3,740.18 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,740.18 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13960 R000.322.100.00.00 0.00 : $250.00 $3,990.18 Date Paid: Thursday, March 08, 2018 Paid By: SIDHU HOMES INC Pay Method: CHECK 5255 Printed: Thursday, March 08, 2018 12:57 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bdIS Project: / ,/ Type of Inspection: Address: 2.1 bio,3/41P --6-1 Date Called: Special Instructions: -^' Date Wanted: 171" S r, p.m. Requester: Phone No: 2.66 2`11-‘14 /Q pproved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date: 1.9 ri REINSPECTIFEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di$r 00(y2 -- Project: GAgy N61k-to-r 7- Type of Inspection: 5 r o Fi,478 L Address: 116)16' 47 I -( EQ ) S7 Date Called: Special Instructions: / Date Wanted:, il- Bite I q a.m. p.m. Reque ter: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Stvi 0 4 ES _ Fait iA 7 4�-7 i)&t � c t OS (o,p, l=r,J 41 ... oR • 4L. ioD /4^v A tic ebi iN PLAc, Inspector: Fil of G (7(Zt'-re i4 A Zj Date: • �3 ft((1-b I 1q REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ply, -006z Project: 67.4? --Y 5«6a — /0T Type of Inspection: VW P Jk- Address: `16ijD 4 ('fe 47 Date Called: .,-- ,- -Special SpecialInstructions: Date Wanted: --- a,m. p.m. Requester: C' l7 l><I id— Phona N6: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -51 ®;, F-Pa4 U -s vAlfl -1.--g-41 g7 -K ti-) r jGod : D- Tb ring4c Inspector: e G-i?igr''1G-itbzf 7.0 Date: C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 8 -oof z Project: (' A ja `7fIJGti –1-o7 - Type of Inspection: P) P JJ4 L Aress: d164'o s rig 4-7— Date Called: Special Instructions: Date Wanted: a.m. p.m. R4 u�eter: Phone No: / ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: S-1 ;19 : No -r -r63--1) y 16o®; dorr v� Inspector: Date: 077t 7 -on REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ie. tax, 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:Type �� ‘ i 4-f1' of Inspection: ri»(,s. �7-v4-c. Address: 4 .S - PeV11 Date Called: Special Instructions: r;;;1111'4111Requester: - ..7 - — - Date Wanted: Phone No: 29 6 ;*f / Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: K`- afL Date .,q _ ,zo`r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit u G00102-1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type , I pection: filea# ke-C_.. Address: -K Date Called: Special Instructions: Date Wanted: z„ l i.. 1 1 p.m. Requester:n,Y, if Phone No: 244 I61>, Approved per applicable codes. Corrections required prior to approval. COMMENTS: av i&4 vii 5 1 flC� i c� Inspector: Date: L—� Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: L71 Mei - Lo -r Type of Inspection: (2D'to J wt e v jet Address:/�1 W714Stile' `"7' Date Called: Special Instructions: Date W nted: GP ?j 00 a.m. p.m. Requ ter: S1 M Phone No: Approved per applicable codes. (Corrections required prior to approval. COMMENTS: Inspector: 9 rri p Date: tt REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PIS 0 v6.7 Project: 40V61,1- — 4 O Z Type of Inspection: pw PtvA-t- Address: 'i(e4fo 4, i'i53 ell Date Called: Special Instructions: Date Wanted: 07,1219 /7-•(5 a.m. p.m. Requester: r -i4- / 5 406 N Phone No: 741(—'7-Vq- l4or9 Approved per applicable codes. gCorrections required prior to approval. COMMENTS: r"� 4L?f nod -r St vat z , I\167i y PAAAL,, 1•107 Inspector: Date: 1142 J7-oI 20 (°j REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI' -0062 Project: 417—...6 Type of Inspection: Pl ..E-FF1' -¢ Address: LJ a or Air Btttefaifedr M. _A, FINAL /C /pe i Special Instructions: a.m. p.m. Requester: o / 24:Y7 Phone: LJApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: arr (Yl h tcc�1. FiNtert— ,Txx dl curg Inspector: REINSPECTION FEE REQUIRED. Prior to next inspes'Eion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 118'-Dt'6Z 'ect: Pro(p4-vOC/ AJC ,n Type f Inspection::/ (' �� COA/Ci / e. - Cit -.� i,j Aaaress: y Ti . : Special Instructions: Date Wanted: a'` :. P.m. Requester: Phone No: pproved per applicable codes. Co rections required prior to approval. COMMENTS: � J l�y-O ku7ar� C ori c , -c- Lv tJ — MA - )c A' )c Eng E Ce-ri- inspector:,'% .0 DatIC e /A z, REINSPECTION FEE REQUIRED. Prior to next inspection. ee must'he paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project 41474 Ty, of Inspe t�ion:, - % (�' �/_P/ i " / /.)ti .lam Address: 1/640 cSi / � Date Called: Special Instructions: #—Z Date Wanted: ,/2 fr a.m. p.m. Requester: ff'rTt rr l7 /� v e No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ft1(/ Inspector:? CQ Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 OP3 Cao2- Project: �r�4 �t �, Type Inspection: L, �I SJ L Address: 4140 S a ig.14. s r Date Called: Y&Q)L L - iAA'�la, -(\r\‘ Special Instructions: Date Wanted: ' Z 2^l / P.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: q1e651",a3t) .16.sc,ci•SS — Y&Q)L L - iAA'�la, -(\r\‘ 1" okmi - Avs- .s.A.is, 1..w--01-1" _ Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P/rAject: ytocien Crp4t1 t. Type of Inspection: Add es . ci--- Date Called: Special Instructions: Date Wanted: O $' z/!e ( a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: InspectVOCIL REI SPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: . 6') ..._>1 % Type f Inspection: 1n�A4LL =N-tit,Le-v Address: 11 Date Called: Special Instructions: Date Wanted: c a re 8.--6"-24:7/E''p.m. //t.....0 -i(- - - / 2. Requester: Phone No: X Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 'a// jsd/ �' nspector: Date: RE ECTION FEE QUIRED. Prior to next inspr3ction. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)178-6062,9__ Pr ect: SI. L Type of Inspection: ' Aii rerdg � Date Called: (p40 ii l Special Instructions: LOA- ik a Date Wanted: g-2-20 cr Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 E_ r►rAlvt/nl —Cn n,p l iT V 3 rt L,rtitJ4,y kle c; irpteirspc iliYigtH 74-rs/ = ,�- d�VJA) ,h - Ljotk_mkD�dirASE4 a*1b loo " lt% r (,11 -Y lode- - .8e, 0 A'Llt,r) alt 6'0411 P-400 r r « d -S -bbl-el r pk} , r r_ , a f- tnr trseci 3 "i0 V 'S� 3 I-vex+.0 otc_ -TO (14_5 (k(t)(e_ Inspector: 1.c O (2 ( 1 E_ Dater _ Z_ ^i REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ect: Y le of Inspection: _ oi Address: Date ailed: Special Instructicffis: .."-- OPhone Date Wanted: Z-3- 7-107V a.m. p.m. Requester: No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 ReAle (`mss st 6,4 ;As recrlAcz RotArek r -P 6AS Re ;It )(-C A< rtp) t5 /5----/S2--.)<- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with perm! PERMIT PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: j of Inspectic r Iof;=!I/2f- �i /, lI 1;0; LID £. , 1,4 Date Cal : Special Instructions: 1._,o+4 -Z Date Wanted: --1,-9- zoig a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ATTY-E4*0JQ InspectorWO Date: _2 _ze2JV REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' t: (� 51 Type of Inspection: GL42/AI lA . * GLAZ. wA)g A41(0LIO E. 1y8"- f pi . Special Instructions: Lo 4- Date W:':d: 7_.6 -2.4r 4.1 ,0 p.m. Requester: p. e.g 7" Phone No: C de ,,'Approved per applicable codes. Io, Corrections required prior to approval. COMMENTS: * GLAZ. wA)g rovvvi N ici- • i PL cornib° -- h. C p. e.g 7" . /to• t 1+4lif71'11::411) C de Inspector 00 Date: 7V6 —z. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)18 COlea Project: /� �'lt,6-. Ty�of �eofpectiO�y� 1 ' � cs, A dress: I Date Ca_ Iled: LL _ 6pecia structiof I-04 ^ "(!/`) Date Wanted:a.m.. l.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Yoz siread41._ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 12 INSPECTION RECORD Retain a copy with permit IN iN N0' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 018 -00C,2 Project: C Gey 5I'a00 Type of Inspection: LAIRCte-lrP1- I ieltii Address: Date Called: Special Instructions: L°li- 2......, 4—Requester: Date Wanted:m. y -3D - 20>g p. . Phone No: Approved per applicable codes. EJ Corrections required prior to approval. Inspector: Kn Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt8-004)2. Protw: r f!RX &al/ L6ra Type of Inspection: A77N6 pm-ifiItiS Address: 0 /5/8015%• Date Called: Special Instructions: Date Wanted: ,4/6-16 a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 034- Fooii DRA-6113 Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �1£S -08((Z Project6� Iri, r 1 Typ.pf Ins ection: \ na �� Address: ���a W Sf j�"''"_` Date Ca led: Special Instructions: L__O + *- !� Date Wanted: a.m. Requester: Phone No: 0 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Foo+w& bv-tkvs Nod Ald4- Pe.,04v Inspector: fLQ Date: //'azo( REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit .N8 --0062 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proect: t1 nG'f ter2.Type of Inspection: �ai, 291 G�%-w .0 Address: Yee 90 4; i 'S Date Called: Special Instructions: Date Wanted: y'% lei a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,raw_h9D-re4/ uAt-t_s- Inspector: Date: —16 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dols -006 Z Project: �,,"., etYN S I l.Special spect�on: Type of=on: Address: tt ryo Sl /48 Date Called:( Instructions: Le) f ttZ Date Wanted:�J / ^�� / "(D - 2J06. a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4a71r q1S Inspector: Date: L,/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:(A Sprinklers: Type` of:Inspection: Fire Alarm: I Address: .f_ /( rl Suite #:-7 V`�V Ft' <54,1 c� Person: ( 6.,/ 7e.:::—IA Special Instructions: Phone No.: / ' 1)‹. Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Date: v2 h54 Fire Alarm: Hood & Duct: Monitor: Pre -Fire: ( j - Ai E 0(jv t i) 50, (0 6C I -e ✓ V J 6,s GN s17`6-- 7a f 0, ' ' r--0 Sa, f.. `1, 4--n_ c-7-,-.,4-1_ / - n (� T7 C 6 ---AV 2' r-- fric Needs Shift Inspection: % Sprinklers: Date: v2 h54 Fire Alarm: Hood & Duct: Monitor: Pre -Fire: ( j Permits: Occupancy Type: / Inspector:r�-- s ---- L Date: v2 h54 Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 00- 2 9 N O 9 9 9 coO to 0-z li,i,.. cv,.. r. chill ''filL. tt 5il1\ fid 11II\ 11111111k1 I NP'41 'IF L 21 40 £ 4 r O 9 cO M r )8 j7 9 9 L 090V 00- £ vfr r rzsnr 60V :10,01.‘1 0-6 f ect c)u fir' Z1`J£ly W Q 9k L4 61 Z A N —O— U N w 0 w O U a0 0 0 0 0 co M :WED FOR CPL NCEc TON; 0 9 2018 1 ti Oa LL) M 00-£0-6 1. f T1 )1e.foila b--31.. LANG DOI!StOi� 9 00-L0-6£ 0 0 9 00-00-bti Job 3.1708698 Truss Co, Sumner, WA Truss A01GR Truss Type Califomia Girder QtY PIy 2 -0-Oq 3-11-5 73.15 810.9 11-7-13 15-10-9 0-0 3-11-5 3-6-10 0-6-1 3-7-13 4-2-12 5x8 1 20-1-5 4-2-12 ( Job Reference (optional) 111935039 8.130 s Sep 15 2017 M7ek Industries, Inc. Wed Sep 27 14:51:33 2017 Page 1 I D: p?6p8v_HTs5o6LggM5BDXFyaPbU-XJ PyiKpJn6Ao6Gzd6IdNYSij?yn4hCrXSOPKyZOqu 126-4-152%-9-615 209.615 7-102-24-1 42--12 2-0-15 3-9-2 0- 3-3-3 37-1-1310- 3.4-3 q-�0o Scale = 1:72.2 5x8 3x6 42 25 43 2444 4523 46 47 48 22 21 1.5x4 II JUS243x4 JUS24 4x10 = JUS24 JUS24 3x6 = = 3x63x4 = JUS24 JUS24 JUS24 JUS24 3-11-5 7-5-15 1 11-7-13 17-2-12 3-11-5 3-6-10 4-1-13 5-6-15 Plate Offsets (X.Y)— f2:0-3-3 0-1-81.[13:0-3-3.0-1-81.j19:0-3-0.0-3-01 20 19 18 3x4 = 5x6 = 3x4 = 17 16 15 3x4 = 1.5x4 11 3x8 = 1 20-1-5 1 24-4-1 _ 126-415 1 31-0-1 1 34-3-4 1 37-113 408-0 2-10-9 4-2-12 2-0-15 4-7-1 3-3-3 2-10-9 34-3 3x6 = 139 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.38 BC 0.52 WB 0.49 Matrix -MSH DEFL. in (loc) 1/deft Lid Vert(LL) -0.05 22-23 >999 360 Vert(CT) -0.09 22-23 >999 240 Horz(CT) 0.02 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 401 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (8-0-0 max.): 4-8, 9-10. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except (ft -length) 22=0-3-8. (Ib) - Max Horz 2=109(LC 58) Max Uplift All uplift 100 Ib or less at joint(s) 13 except 2=-238(LC 10), 22=-660(LC 10), 16=-140(LC 11) Max Gray All reactions 250 Ib or less at joint(s) except 2=1847(LC 34), 22=4222(LC 33), 16=1584(LC 34), 13=465(LC 34) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-32=-2774/371, 3-32=-2705/383, 3-4=-2205/404, 4-33=-1226/310, 5-33=-1226/310, 5-34=-1226/310, 34-35=-1226/310, 6-35=-1226/310, 6-36=-183/1301, 7-36=-183/1301, 7-8=-155/652, 8-9=-566/121, 9-37=-374/125, 37-38=-373/125, 10-38=-370/125, 10-39=389/122, 11-39=-503/114, 11-40=0/296, 12-13=-295/59 BOT CHORD 2-42=-351/2336, 25-42=351/2336, 25-43=-351/2336, 24-43=-351/2336, 24-44=352/1788, 44-45=-352/1788, 23-45=-352/1788, 23-46=-606/116, 46.47=606/116, 47-48=606/116, 2248=-606/116, 21-22=-652/189, 20-21=652/189, 19-20=118/390, 18-19=-116/391, 17-18=-50/504 WEBS 3-25=0/280, 3-24=-609/51, 4-24=24/700, 4-23=-881/137, 5-23=-584/161, 6-23=-457/2610, 6-22=-2491/489, 7-22=-1602/188, 7-20=-79/797, 8-20=-1227/179, 8-18=-165/508, 9-18=-423/198, 10-17=-446/86, 11-17=-71/812, 11-16=1283/129, 12-16=-436/58 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 09-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of IAe building designer. For general guidance regarding fabrication, quality control, 6101898, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety tnforrnation avalable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 28,201 theTRUSSCo, INC. Job 3.1708898 Taus Co, Sumner, WA ro N Truss A02 Truss Type California Qty Ply 4-11-5 4-11-5 7.00 12 1.5x4 3 26 9-5-15 9-115 15-0-12 4-6-10 0 5-1-13 5x6 4 Job Reference (optional) 111935040 8.130 s Sep 15 2017 Wed Industries, Inc. Wed Sep 2714:51:35 2017 Page 1 ID:p?6p8v_HTs506LggM5BDXFy8PbU-UhXi70rZJjRWLa70D6fret xFlUk9zugv_CiTCyZOgs 20-8-6 26-4-1 28-8-8 34-4-7 I 40-6-0 5-7-11 5-7-11 2-4-7 5-7-15 6-1-9 4x4 = 3x4 = 63. 63. ..-. 63. T9 53. , - 63. 63. 5x6 = 5x6 = 8 41.0.0 Scale =1:71.0 1.5x4 11 9 33 2 3x6 = 101 18 34 35 t7 16 1514 36 13 37 4x8 = 5x8 = 3x4 = 3x6 = 9-5-15 1 17-2-12 9-5-15 7-8-13 26-4-1 34-3.4 38 12 3x4 = 40-6-0 3x6 = 9-1-5 7-11-3 6-2-12 0 Plate Offsets (X.Y)- [2:0.6.0.0.0-6]. (7:0-3-0.EdgeJ. [10:0-3-3.0-1-8]. [13:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 ` BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.85 BC 0.51 WB 0.99 Matrix -MSH DEFL, in (loc) (/dell Ud Vert(LL) -0.17 18-21 >999 360 Vert(CT) -0.31 18-21 >657 240 Horz(CT) 0.02 16 n/a n/a PLATES GRIP MT20 185/148 Weight 176 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W8,W4,W2: 2x4 HF No.2 REACTIONS. (Ib) - BRACING - TOP CHORD BOT CHORD WEBS All bearings 0-5-8 except (jt=length) 16=0-4-0 (input: 0-3-8 + bearing block). Max Horz 2=133(LC 53) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10 except 16=256(LC 10), 12=-115(LC 56) Max Gray All reactions 250 Ib or less at joint(s) except 2=1109(LC 32), 16=2444(LC 31), 12=1202(LC 18), 10=312(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-26=1370/115, 3-26=1143/134, 3-4=787/125, 4-27=-536/121, 27-28=-536/122, 28-29=-537/122, 5-29=-538/122, 5-30=40/594, 30.31=40/594, 6-31=-40/594, 6-32=464/107, 7-32=-464/107, 7-8=-549/135 BOT CHORD 2-18=-139/1117, 18-34=256/153, 34-35=-256/153, 17-35=256/153, 16-17=-256/153, 13-37=0/316, 37-38=0/316, 12-38=0/316 WEBS 3-18=-685/141, 5-18=-90/942, 5-16=1325/232, 6-16=1285/129, 6-13=2/590, 7-13=-634/114, 8-13=-81/494, 8-12=-476/30, 9-12=-758/178 Structural wood sheathing directly applied or 4-3-1 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-16, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) 2x4 HF No.2 bearing block 12" long at jt. 16 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10 except (jt=lb) 16=256, 12=115. Continued on page 2 September 28,201 ,A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSUrP11 Quality Criteria, DSa-89 and BCSH Building Component Safety Information available from Tensa Plate Institute, 503 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. iztc. Job 0J708698 Truss Co, Sumner, WA Truss AO8GR Truss Type Roof Special Girder Ply 2 Job Reference (optional) 111935046 8.130 s Sep 16 2017 MTek Industries, Inc. Wed Sep 27 14:51:49 2017 Page 1 ID:p?6p8vHTs5o6LggM5BDXFyaPbU-30N?3o?LOOBX1k13123v7CgMSbOCJRNMu79bRzPyZOge 4-10-7 8-11-14 I 13-1-5 17-2-12 19-9-0 I 24-6-0 I 29-3-0 34-0-0 37-1-4 40-6-0 4-10-7 4-1-7 4-1-7 4-1-7 2-8-4 4-9-0 4-9-0 4-9-0 3-1-4 3-4-12 7.00 11-2- 3x6 i 5x6 = 3x6 3x6 5x12 = 1.5x4 I1 4x5 = 11 12 24 23 22 2120 19 32 t8 17 2x4 II 4x4 = 4x4 = 4x8 =4x8 = 4x4 =4x8 4x4 = 4-10-7 I 8-11-14 4-1-7 4-10-7 Plate Offsets (X.Y)— [1:0-3-0.0-2-111 13-1-5 17-2-12 19.9-0 I 24-6-0 4-1-7 4-1-7 2-6-4 4-9-0 29-3-0 4-9-0 16 4x4 = 15 14 13 2x4 II 4x8 = 2x4 II 34-0-0 37-1-4 406-0 3-1-4 3-4-12 4-9-0 Scale = 1:79.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.34 BC 0.75 WB 0.71 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.07 24-26 >999 380 Vert(CT) -0.11 24-26 >999 240 Horz(CT) 0.01 13 n/a n/a PLATES GRIP MT20 185/148 Weight 554 ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF SS 2x4 HF Stud'Except• W8,W5,W4,W2,W1,W3,W6,1A17: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-12. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22,19-21,18.19. REACTIONS. (lb/size) 13=805/0-5-8 (min. 0-1-8), 1=2331/0-5-8 (min. 0-1-15), 21=2807/0-3-8 (min. 0-2-5) Max Holz 1=234(LC 7) Max Uplift 13=-120(LC 48), 1=-138(LC 10), 21=-196(LC 10) Max Gray 13=905(LC 28), 1=2387(LC 16), 21=2807(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2237/112, 2-3=-660/4, 3-4=-562/22, 4-5=-57/368, 5-27=-37/632, 6-27=27/781, 6-7=-63/403, 7-28=-19/435, 8-28=-164/353, 8-29=-537/177, 9-29=-788/175, 9-30=-1191/172, 10-30=-1330/159, 10-11=-820/90,11-12=820/90, 12-13=-866/126 BOT CHORD 1-31=205/1919, 24-31=-205/1919, 23-24=-205/1919, 22-23=-119/485, 21-22=-306/163, 20-21=-606/136, 19-20=-606/136, 19-32=-59/543, 18-32=-59/543, 17-18=-135/1002, 16-17=-135/1002, 15-16=-192/1445, 14-15=-194/1443 WEBS 2-24=-6411351, 2-234-1734/182, 4-23=-451746, 4-22=-904/134, 5-22=-68/719, 5-21=-955/161, 6-21=-1775/122, 6-19=81/1472, 7-19=-598/5, 8-19=-1281/164, 8-18=51/837, 9-18=-917/122, 9-16=-0/416, 10-16=-636/69, 10-14=-937/105, 11-14=-470/74, 12-14=143/1133 NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 1I; Exp B; Partially Exp.; Ct=1 .1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 23.0psf on the bottom chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at)oint(s) except (jt=lb) 13=120, 1=138, 21=196. Continued on page 2 September 28,201 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the averse structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANBIITPII Quality Criteria, DSB-88 and SCSI1 Budding Component Safety lnfonnatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job 3J708898 Voss Co, Sumner, WA Truss A13GR Truss Type Cardomia Girder 10-0-0 1 4-0-0 1 6-8.8 1 9315 {{1-5.11 16-7-0 4-0-0 2-8-8 2-9-7 0-8-4 5-2-0 1-5-1 7.00 12 5x8 5x6 i 5x8 �i 5x12 = Ply 111935051 2 Job Reference (optional) 8.130 s Sep 15 e 1 ID:p?6p8vHTs5o6LggM5BDXFyaPbU-16QPxt6?unKFfTek o6tNR43ZE3jEu 11GD2O3DC3HPnNyZ27 14:51:58 2017 OgV 21-9-0 5-2-0 26-6-14 31-4-11 36-2-9 5x6 = 4-9-14 4-9-14 3x6 4-9-14 3x6 30 5-42�ri 5.3-7 1 3x6 •� Scale 1:89.2 32 24 23 22 21 5x8 MT18HS i 3x12 MT2OHS I I MUS26 4x6 = THDH26-2 4-0-0 4-0-0 Plate Offsets (X.Y)— [1:0-3-1.0-3-0] 6-8-8 1 2-8-8 4x4 =4x4 = 1 9-5-15 111-5-11 16-7-0 2-9.7 1-11-1 5-2-0 20 19 318834 17 16 4x4 = 4x8 = 4x8 = 4x4 = 4x8 = 21-9-0 { 26-6-14 1 31-4-11 4-9-14 4-9-14 5-2-0 15 14 4x4 = 2x4 11 36-2-9 4-9-14 41+0 5-3-7 4x5 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incl NO Code IRC2015/TP12014 CSI. TC 0.81 BC 0.82 WB 0.94 Matrix -MSH DEFL. in (loc) 1/deft L/d Vert(LL) -0.22 20-21 >999 360 Vert(CT) -0.36 20-21 >999 240 Horz(CT) 0.09 12 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight: 534 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* W7,W6,W2,W1,W3,W4,W5: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except 2-0-0 oc purlins (5-0-2 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=6197/0-5-8 (req. 0-5-9), 12=2428/0-5-8 (min. 0-2-0) Max Horz 1=211(LC 48) Max Uplift 1=-426(LC 10), 12=-154(LC 11) Max Gray 1=6730(LC 31), 12=2428(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-11802/730, 2-3=-8184/501, 3-4=-6395/408, 4-5=5686/368, 5-29=-4554/291, 6-29=-4217/293, 6-7=-3175/258, 7-30=-2932/267, 8-30=-3030/252, 8-31=-3212/243, 9-31=-3387/231, 9-10=3755/246, 10-11=3856/234, 11-12=-4315/255 BOT CHORD 1-32=-719/10138, 24-32=-719/10138, 23-24=-719/10138, 22-23=-472/7001, 21-22=-346/5475,20-21=345/5670,20-33=184/3820,19-33=-184/3820, 18 -19=184/3820,18 -34=-67/2842,17-34=-67/2842,16-17=-8113248,15-16=81/3248, 14-15=-150/3655, 12-14=-150/3655 WEBS 2-24=-265/4087, 2-23=-4109/324, 3-23=-172/2732, 3-22=-2468/203, 4-22=-155/2088, 4-21=-206/1015, 5-21=969/254, 5-20=-2698/235, 6-20=121/1973, 6-18=-2391/247, 7-18=-196/2598, 8-18=-925/175, 8-17=58/581, 9-17=-638/125, 9-15=-13/352, 11-15=-486/105 NOTES- (19) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-2-0 oc, Except member 23-2 2x4 -1 row at 0-9-0 oc, member 3-23 2x4 -1 row at 0-9-0 oc, member 22-3 2x4 -1 row at 0-9-0 oc, member 22-4 2x4 - 1 row at 0-9-0 oc, member 21-4 2x4 -1 row at 0-9-0 oc, member 21-5 2x4 -1 row at 0-9-0 oc, member 20-5 2x4 - 1 row at 0-9-0 oc, member 6-20 2x4 - 1 row at 0-9-0 oc, member 18-6 2x4 - 1 row at 0-9-0 oc, member 18-7 2x4 - 1 row at 0-9-0 oc, member 18-8 2x4 - 1 row at 0-9-0 oc, member 8-17 2x4 - 1 row at 0-9-0 oc, member 17-9 2x4 -1 row at 0-9-0 oc, member 9-15 2x4 -1 row at 0-9-0 oc, member 15-11 2x4 - 1 row at 0-9-0 oc, member 11-14 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow Toads have been considered for this design. Continued on page 2 September 28,201 A WARNING - Verily design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE 501-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabflcation, quality control. storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, D8B-89 and BCSII Building Component Safety Information avaNabie from Truss Plate Institute, 583 D'Onokto Drive, Madison, WI 53719. theTRUSSco, INC. Job Truss Truss Type 3J708698 , A24GR Califomla Girder flues Co, Sumner, WA 11-01 3-11-5 i 7-5-15 7-110-115 11-3-13 I 15-2-8 1-0-0 3-11-5 3-6-10 0-5-0 3-4-14 3-10-12 in 2 7.00 12 3x6 i 3 5x8 1.5x4 11 w31T2 32 PIy 111935062 2 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Sep 27 14:52:23 2017 P e 1 ID:p?6p8v_HTS5o6LggM5BDXFyaPbU-4wRsBQQg?TUi6rE1 CW6a?mDB6bPmyuySrEAQyZOg6 19-14 I 234-14 1 27-10-5 I 31-8-1 32r1r1 35-7-11 1 39-7-0 4? -4141 3-10-12 4-3-10 4-5-6 3-9-12 0 3-6-10 3-11-5 4x10 = 3x6 = 33 7 34 ra 6a 1.5x4 11 35 j 36 w 37 0 4x10 = 910 39 d0 38 n 1.5x4 II 5x8 11 Scale = 1:70.6 W2 3x6 W2 W2 12 41 24 42 2343 44 22 45 46 21 47 48 20 19 49 18 50 17 51 52 5316 54 15 55 JUS24 1.5x4 II JUS24 3x4 = 4x10 = 1.5x4 II JUS24 3x6 = 1.5x4 JUS24 4x10 = 3x4 = 1.5x4 II 3x6 =4x8 = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 3-11-5 1 7-5-15 1 11-3-13 15-2-8 I 19-1-4 3-11-5 3-6-10 3-9-13 3-10-12 3-10-12 Plate Offsets (X.Y)-- (2 0-3 3.01-8]. [13:0-3-3.0-1-81 23-4-t4 27-10-5 4-3-10 4-5-6 32-1-t 1 35-7-11 3-6-10 4-2-12 39.7-0 3-11-5 3x6 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code 1RC2015/TPI2014 CSI. TC 0.52 BC 0.45 WB 0.70 Matrix -MSH DEFL. in (loc) I/deft lid Vert(LL) -0.06 16-17 >999 360 Vert(CT) -0.11 16-17 >999 240 Horz(CT) 0.04 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 371 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (6-0-0 max.): 4-11. WEBS . 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=1508/0-5-8 (min. 0-1-8), 20=6208/0-3-8 (req. 0-5-7), 13=1724/0-5-8 (min. 0-1-11) Max Horz 2=87(LC 47) Max Uplift 2=-236(LC 10), 20=-1203(LC 10), 13=-286(LC 11) Max Gray 2=1805(LC 29), 20=6603(LC 28), 13=2027(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - M forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2692/379, 3-4=2139/394, 4-31=-1210/278, 5-31=-1210/278, 5-32=-1210/278, 6-32=1210/278.6-33=1210/278, 7-33=-1210/278, 7-34=-409/2639, 34-35=-409/2639, 8-35 409/2639, 8-36=-409/2639, 36-37=-409/2639, 9-37=-409/2639, 9-38=-1724/395, 38-39=-1724/395, 10-39=-1724/395, 10-40=-1724/395, 11.40=-1724/395, 11-12=2584/496, 12-13=-3116/476 BOT CHORD 2-41=334/2266, 24-41=-334/2266, 24-42=-334/2266, 23-42=-334/2266, 23-43=-318/1738, 43-44=318/1738, 22-44=318/1738, 22-45=369/108, 45-46=-369/108, 21-46=-369/108, 21-47=-369/108, 4748=-369/108, 20-48=-369/108, 17-52=-330/2131, 52-53=330/2131, 16-53=-330/2131, 16-54=-358/2631, 15-54=358/2631, 15-55=-358/2631, 13-55=-358/2631 WEBS 3-24=0/276, 3-23=-613/52, 4-23=-24/713, 4-22=-894/137, 5-22=-544/145, 7-22=-399/2291, 7-21=-40/481, 7-20=3463/636, 8-20=-596/169, 9-20=-3835/695, 9-18=-55/605, 9-17=-395/2333, 10-17=-614/163, 11-17=701/88, 11-16=-25/731, 12-16=-572/51, 12-15=0/262 NOTES- (17) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 0; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design, 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITER REFERENCE PAGE 1111-7473 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibsiy of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, BSB -89 and BCSI1 Building Component Safety Information avalable from Truss Plate Instltute, 583 D'Onobio Drive, Madison, WI 53719. September 28,201 theTRUSSco. INC. Job 3J708698 Trtlss Co, Truss BO1GR Truss Type Califomia Girder Ply Sumner, WA I.1-0.0 I 3-11-5 1_0_0 3.11-5 7.00 12 3x6 7-5-15 70-15 3-6-10 5.0 4x10 = 11-9-8 1 15-8-1 1 1 1 19.7-11 23-5.0 3 10 9 3-10-9 d -5-J 3--10 3.9-5 111935063 2 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Sep 27 14:62:26 2017 Page 1 ID:p?6p8v_HTs5o6LggM5BDXFyaPbU-UV6_gSSZIOsHzPWpjK3pCdOpdJngcDoLeQ3unyZOg3 1.5x4 11 4x10 = Scale =1:41.1 3x4 = 1 Plate Offsets (X Y)- 15 1.5x4 11 JUS24 3-11-5 6-0-0 3-11-5 2-0-11 j4 0-5 0.0 1-].[6.0-5-0.0-1-2] 1 13 28 29 72 30 JUS24 3x4 = JUS24 7-5-15 11-9-8 4x8 = JUS24 1-5-15 4-3-9 1 JUS24 16-1-1 31 11 10 JUS243x4 = 3x4 = JUS24 4-3-9 1 19-7-11 1.5x4 11 JUS24 3-6-10 1 32 JUS24 23-5-0 3-9-5 4x4 = 1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 15.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IRC2015/TPI2014 CSI. TC 0.25 BC 0.96 WB 0.31 Matrix -MSH DEFL. in (loc) 1/deft Vert(LL) -0.0912-13 >999 Vert(CT) -0.16 12-13 >999 Horz(CT) 0.04 8 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 210 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 *Except* B1: 2x4 DF No.18,Btr 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 8=2125/0-3-8 (min. 0-2-0), 2=1438/0-5-8 (min. 0-1-8), 14=1547/0-5-8 (min. 0-1-8) Max Horz 2=84(LC 7) Max Uplift 8=342(LC 11), 2=232(LC 10), 14=-269(LC 10) Max Gray 8=2420(LC 29), 2=1718(LC 29), 14=1700(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-22=2341/334, 3-22=-2289/346, 3-4=2436/454, 4-23=-3194/616, 5-23=-3194/616, 5-24=-3194/616, 24-25=-3194/616, 6-25=-3194/616, 6-7=-3570/623, 7-26=-3889/588, 8-26=-4011/573 BOT CHORD 2-27=-315/1977, 15-27=-315/1977, 14-15=-315/1977, 13-14=-315/1977, 13-28=-376/2079, 28-29=-376/2079, 12-29=-376/2079, 12-30=-463/3002, 30-31=-463/3002, 11-31=-463/3002, 10-11=-468/3359, 9-10=-468/3359, 9-32=-468/3359, 8-32=-468/3359 WEBS 3-15=-557/144, 3-13=-390/346, 4-13=-924/229, 4-12=-289/1648, 5-12=-625/174, 6-12=-146/428, 6-11=-8/616, 7-11=-493/137 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fol between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=342, 2=232, 14=269. Continued on page 2 September 28,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPN quality Criteria, DSB-89 and BCSI1 Building Component Safety Infomtation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco, INC. POPS BACKFLOW TESTING INC. (206) 551-5174 WATER PURVEYOR KCWD #125 pI3-0,0(0g- BACKFLOW -2O g - BACKFLOW PREVENTION ASSEMBLY TEST REPORT ASSEMBLY ID/FILE #/UTILITY DEVICE # ACCOUNT # Meter # NAME OF PREMISE New Construction — 14828-14837- 4640 Commercial ❑ Residential SERVICE ADDRESS 4640 S 148th St CONTACT PERSON Gary Singh LOCATION OF ASSEMBLY 1st Floor Hall Closet Tukwila ZIP 98168 PHONE (206) 244-1900 DOWNSTREAM PROCESS Fire Service DCVA 0 RPBA ❑ PVBA ❑ OTHER NEW INSTALL 0 EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES 0 NO ❑ MAKE OF ASSEMBLY Ames MODEL 2000B SERIAL NO, 37530 SIZE 1" PROPER INSTALLATION? YES 0 NO ❑ INITIAL TEST DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT ' SID AIR INLET OPENED AT PSID CLOSED TIGHT 0 ❑ 2.0 PSID CLOSED TIGHT v #1 CHECK 'SID DID NOT OPEN ❑ PASSED vLEAKED FAILED ❑ LEAKED AIRGAP OK? 2.2 PSID NEW PARTS AND REPAIRS CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID ❑ ■ ■ ❑ ❑ ❑ LEAKED ❑ ❑ ■ • ❑ � � � ❑ ❑ ❑ CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED•PSID CLOSED TIGHT ❑ LEAKED ❑ CLOSED TIGHT ❑ RV EXERCISED ❑ OPENED AT PSID AIR INLET PSID LEAKED • CHK VALVE PSID PSID #1 CHECK PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open (] Closed ❑ SOV#1: Open ❑d Closed ❑ SOV#2: Open ❑ Closed SEPARATION PASS ❑ FAIL ❑ REMARKS: LINE PRESSURE 90 PSI CONFINED SPACE? No TESTERS SIGNATURE: SO4,0144401A, S/rCERT. NO. B6626 DATE 4/1/2019 TESTERS NAME PRINTED Solomon Salter TESTERS PHONE # (206)551-5174 REPAIRED BY: Solomon Salter LIC No, SALTESA8320Q DATE FINAL TEST BY: Solomon SalterCERT. NO. B6626 DATE CALIBRATION DATE 01-15-2019 GAUGE # 01081289 MODEL Midwest 835 SERVICE RESTORED YES ❑ NO I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION NEW SINGLE FAMILY RESIDENCE Sidhu Homes, Inc. 4640 S. 146st Street Tukwila, WA 98168 Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA i•�, ,yZ 0 8 2313 PERMIT CENTER [EXPIRES: 4/241/9 Dl&iUf2- BEAM CALCULATIONS BEAM CALCULATIONS DATE: 2/ "r-4"°' ' PROJECT: .S`/P/" - BEAM LOCATION: 3"-e)/ SPAN = L = Z. FEET BEAM OR JOIST TYPE : BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 DL = / PSF LL = ' PSF THEREFORE TL = PSF w = TL x width contrib. area = 7 3 PLF MDES. (UNIF. LOAD) = w X L2/8 = 3 •)7;.1e 3 7c9 MDES. (POINT LOAD) = ((L / GRADE: S = b x d2/6 IN3 = THEREFORE: McAP. = S Fb MCAD. = GREATER THAN MDES. //D FT # FT # FT # IN# X)/L x P) x X FT# FT # FT # IN# Fb = - PSI (Min. S Req'd = IN3 IN# = 3 0/5-- IN# = /, � 2vIN# REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: (% ep S 7 SPAN = L = /d, FEET E) BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 DL = / $ PSF LL = 469 PSF THEREFORE TL = _ PSF w = TL x width contrib. area = 7J, 3 PLF MDES. (UNIF. LOAD) ` W X L218 7, 4' 5 - FT # FT # FT # IN# M L `X/LXr xXFT# DES. (POINT LOAD) (( ,� FT # FT # IN# BEAM OR JOIST TYPE : Z GRADE: S=bxd2/6 IN3= THEREFORE: Mcg. = S Fb MCAP. _ GREATER THAN MDES, Fb= (Min. S Req'd = IN3 IN# PSI IN3) = 3Gro IN# = 2, 49-C- IN # REQUIRED THEREFORE OKAY 5 BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: .% /S 7 -_ SPAN = L = Z Z. FEET /6" 5 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 2 ? DL = / 5 PSF LL = ¢Q PSF THEREFORE TL = 5.5-PSF w = TL x width contrib. area = 73 PLF 519—( /, ?3 MDES. (UNIF. LOAD) — W X L2/8 = 7.3e3'22/e MDES. (POINT LOAD) = ((L FT # FT # FT # IN# )/LxP)xXFT# FT # FT # IN# /// BEAM OR JOIST TYPE : 7 Y t GRADE: 3 G e' Fb = S = b x d2/6 IN3 = THEREFORE: McAP. = S Fb MCAP. --- GREATER GREATER THAN MDES. - PSI (Min. S Req'd = IN3 IN# = /8O IN # = ; 95' 6 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 6;9/2441C — �� r SPAN = L = /6 ( f FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = /s PSF LL.. = 4° PSF _ HEREFORE TL �: s`- PSF - 27.c- ps- w = TL x width contrib. area = // 4 5—PLF MDES. (UNIF. LOAD) = w X L2/8 FT # _ �� �s /6 /� FT # FT # IN# = .1697, Zg� MDES. (POINT LOAD) ((L - XL x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : 3 GRADE: _5"--7.e'. Fb = ' 1° 49 PSI S = b x d2/6 IN3 = THEREFORE: McAP. = S MCAD. — • Fb GREATER THAN MDES. (Min. S Req'd = /6 7 IN3) / 9Z . 2 IN3 IN# ?gc IN # = 10/ 210 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = / FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 DL = /S- PSF LL = 4 PSF THEREFORE TL = s` PSF w = TL x width contrib. area = O S PLF .5'x. ?Z' MDES. (UNIF. LOAD) = = q4 -23O w x L2/8 FT # 6a S-, / 8 /e FT # FT # MDES. (POINT LOAD) = ((L — /._ IN# /LxP)xXFT# FT# FT # IN# BEAM OR JOIST TYPE : GRADE: S 7 > Fb = 2 /o U PSI -5-/P /a" (Min. S Req'd = / Z Z IN3) S=bxd2/6 IN3= = /2 oIN3 THEREFORE: MCAP. = S . Fb rz3,c7 z� fro ° MCAP. GREATER THAN MDES, IN # 2F'.5` z e e IN # = 2 q41 01 b IN # REQUIRED t/ THEREFORE OKAY BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE: 14245 59th Ave. S. Tukwila, WA 98168 PROJECT: C I_It(206) 571-8794 BEAM LOCATION: 1�'�,tv/e i /e /., / i SPAN = L = ,4 FEET DL = s PSF LL = 4' PSF THEREFORE TL = PSF c I¢1 op tr (2e pc w = TL x width contrib. area = .T.:-'° PLF c`)(" 6 ( -,J- /2 o - ¢ro f' c w /pir. MDES. (UNIF. LOAD) = w X L2/8 FT # ="s- . /'( Z/ FT # = FT # IN# (3?Yoe) MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE :L 3 GRADE: ,r71 , S = b x d2/6 1N3 = THEREFORE: McAP. _ MCAD. X)/Lx P)xXFT# FT # FT # IN# Fb = ICC") PSI (Min. S Req'd = S IN3) = ?s --c D IN3 S • Fb S` o �,1rc' GREATER THAN MDES. IN # _ IN# (2) 7c; 0 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 13FAt"i F4 b a ,2)ALL SPAN = L = 1 6 FEET G BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = / PSF LL 7=41° PSF THEREFORE TL = PSF w = TL x width contrib. area =PLF S e V MDES. (UNIF. LOAD) = w x L2/8 X40 67-/e MDES. (POINT LOAD) = ((L FT # FT # FT # IN# )/LxP)xXFT# FT # FT # IN # BEAM OR JOIST TYPE : /'f/G (5-D GRADE: p r Fb = 97C- C- PSI �f- Y (Min. S Req'd = © IN3) S = b x d2/6 IN3 = = 7e.c IN3 THEREFORE: MCAP. = S MCAP. = Fb = IN # GREATER THAN MDES. —zd7 IN# = (3 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: P/`%") o' SPAN = L = FEET ((a 0 e'w BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 S f DL = / s PSF LL =PSF THEREFORE TL = S PSF w = TL x width contrib. area = 6 ' PLF 5 // MDES. (UNIF. LOAD) — W X L2/8 6O SZ/& = ZZ) gg FT # FT # FT # IN # MDES. (POINT LOAD) = ((L rX) / L x P) x X FT # _ FT# FT # IN # BEAM OR JOIST TYPE : /1/4 P Fb = xe (Min. S Req'd = S=bxd2/6 IN3= THEREFORE: McAP. = s . MCAP. Fb GREATER THAN MDES. C. PSI IN3 IN# Fes% IN# = 27 G F3 IN # REQUIRED THEREFORE OKAY Design Properties, Material Weights, and Job -Site Safety Trus Joist • Tile Joist Specifier's Guide 2025 • January 2004 Design Properties (10o°% Load Duration) . 86pth `' TJI® •j�feigttf Basic Properties -':• ' '>Reaction Properties • :. lea"� 31 Intermediate• End Reaction (lbs) . . (Maximum �; 4ti ,, ' Jol3t iesistive ^. Ohl:.it Maximum t Mortientil). ;4 EI.x 100 ' Verticals. .. (Ibsflt)J,` ; 41t jibs) £ (In 2 lbs) Shear (Ibs) '... ;Rieaetioti : Ne Web {; .Wittf Web ;. ° (lbs) : Stiffeners': ;Stiffeners , ; ,.. 110 ' r 2,3 X2,380 r 140 . , 1,220 8851 935 N A:; 19 " , 210 ( 4 ,.2.4. 444:,.800i7, 167' 180'i. 145;. a.N.. -,'3:: 8. ,.. A : 230 _ i �-:"3,,175 i '8341;!,330:,!-,':',.i 1;,035..2,4110'..,;..i"::::!...'-',;.:, N.A:: � t 11`ri6": 110' k2 5 i^3 i115 y%, 2.38 1560 •'..::,...,.:0‘.8.85;:.:.*.;;i:..,.. - :1 935 +' , 2;295 980 " _2145 2,505 1.;035 ?;:2.,21.10::, 2,765 .' 210:: , 2`$ �� ,` .0620 283.:655 - 23'0 3 0 "" 41)15 310 ..:.1655 . 360:0••••.':••••.31,,,.'••'6.-.18.0.:•;•.::....;:::.'.. '419 -'1-',7•05..'......".' .. 1;080; ' 2,460 .: 2',815. 1.;265 : 3,00a: x3,475 x,560_<4;0'' ,'' 4.. 9,500,kr4 fi r° 636 F : '2.050 ;,,,? r :•1.10; :21' �. e; 3`'565.7: . f; 851` . 14160 ::;`$.85'e, 1-9.35.,:.).'.' '= 295r: 2111:, r',. ,4 ,, F 4,2 0 y 415 ,1145 s 980 2,145...,......•!.:42;505.:-.;,.., q , , T 3 8', a 4,,155 3 454 Y 1,945 � 1,035 5 2,410 n, 2,765 7,080 2 460,8, 2,815 wi X165 ° ;;;.?3,006.T,:: w 3,475 980.' ':2145 , est ;.:':.':;2,505-'i:-,.,..-',-: 360: ' 't 5 x v � f {�6 i «, 1 955 „ 560 4 ,41'27.5.7.4w{x' 926 .t.390.:_?;4, F y 16". 7210 ' '3r s� 48955 't �x 666 , .:2190 : '230`; r -a.;5 �� s,440��,rr 618 •::"2*1.90 10351 .410 2,765 . 1;080 t '.2.,4611, 2,815!::::.-.....' N x::::3,000..:',,.3;475.. - 360 8 405 ' . ; B30 2,190 560:: ,, .4,5' ry-s..,'a1LZs.4925:r. 1.252,...: �2t710�;!:��.1461,265 (1) Caution: Do not increase joist moment design properties' by a repetitive member use factor. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR -1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of A (inches): For For TJI® 110, 210, 230, anis"360 Joists TJI® 560 Joists 22.5 wL4 2.67 wL2 A= EI + dx105 22.5 wL4 2.29 wL2 EI + dx105 w = uniform toad in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches • El = value•from table above . TJI® joists are intended for dry -use applications • FtNi Joists are unstable until .braced laterally Bracing Includes: •.Blocking. • Hangers • Rim Board • Sheathing . Rim Joist • Strut Lines Material Weights (Include TJ10 weightsin dead load calculations -see Design Properties table at Left for joist weights) Floor Panels Southern Pine i " plywood 1.7 psf W plywood 2 0 psf a/a° plywood 2.5 psf 13/4' plywood 3.8 psf OSB 1.8 psf e%" OSB 2.2.psf 3A" OSB 2.7 psf r/e" OSB 3.1 psf 13" OSB 4.1 psf Based on: Southern pine - 40 pcf for plywood. 44 pcf for OSB Roofing Asphalt shingles 2.5 psf Wood shingles 2 0 psf Clay tile 9.0 to 14.0 psf Slate (t%" thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 0.2 psf Glass wool , 0.1 psf Floor Finishes Hardwood (nominal 1°) 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf 3/a" ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (3/4") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf 3' Gypsum board 2.2�sf 3" gypsum hoard 2.8 psf Plaster (1" thick) . 8.0 psf gi rerifloor, rt�tor ifejler bratbing during a:onstractian can • result fn°Urta`as°ascldents Jndernormatconditions if the;: ollcwuing'''llidelines are observed, accidentswfil be avoided =s. SHEAR CALCULATIONS WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks& Shearwalls 11.0.1 ga rysi ng h l ot2s p hs0l . wsw Project Information DESIGN SETTINGS Feb. 21, 2018 16:28:03 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 15% dry 10% dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 1.00 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... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3 -term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed 130 mph Serviceability Wind Speed 100 mph Exposure Exposure C Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Wall D D - All others Spectral Response Acceleration S1: 0.400g Ss: 0.750g Topographic Information [ft] Shape Height - - Site Location: - Length - Fundamental Period T Used Approximate Ta Maximum T E -W 0.231s 0.231s 0.323s N -S 0.231s 0.231s 0.323s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E -W loads Eccentricity (%) 15 Loaded at 75% N -S loads 15 Fa: 1.20 Fv: 1.60 T WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghlot2sphs0l .wsw Level 1 of 2 •C E N co N IF WoodWorks® Shearwalls 11.0.1 151.2 1 1 C&C 45.9786.7 Q � Feb. 21, 2018 16:24:40 Factored shearline force (lbs) Factored holddown force (lbs) Compression force exists Vertical element required 213.2 213.2 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Loads_drectiq rai Cie 1 mind (''); Fog es: Q.0W +A'6D; jgid ¢igtribuktn; Stigarlincforcsf5dueggrigickies fr®Oi cribEal loqj'case 105' 100' 95' 90' 85' 80' 75' 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghlot2sphs0l .wsw Level 2 of 2 o 0 108_3 191.1 0.0 - 78.6 - 279.3 WoodWorks® Shearwalls 11.0.1 279.3 - 3 T 5:9 - 337.5 337.5 - 78.6 1C .6 - 0.0 O 0 Feb. 21, 2018 16:24:40 CL • 104.6 - 142.2 1� `r tib 5159 ▪ L 7 '-4'▪ C&C 4#:6 F 5:0.sr (b9=% 13 108.1 - 185.3185.3 -1-4.o 191.0 - 104.7 5 - 0.0 105' 100' 95' 90' 85' 80' 75' 70' co65' co co co 60' 55' 50' m 45' co 0 40' O rn 0 35' 0i 30' 0124 25' 0 rn 20' Go 15' 10' 5' 0' -5' -10' -15' - 20' - 25' -30' 76.8 -- 189.6 -- Factored shearline force (lbs) f 4 4 4 Unfactored applied shear load (plf) ► Factored holddown force (lbs) 0-43 Unfactored dead load (plf,lbs) • C Compression force exists o -Q Unfactored uplift wind load (plf,lbs) ■ Vertical element required --{I Applied point load or discontinuous shearline force (lbs) Loads_krectip5ral Cfge 1 Wind OM; FoEpes: (11.6/W +14r6D;itjgid ¢i§tributj'n; Stgarlir forciiiii5duegwrigirjges fry cri I loij'case WoodWorks® Shearwalls garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 Structural Data STORY INFORMAT ON BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Levell Foundation 22.00 13.00 3.00 2.00 0.0 12.0 12.0 9.00 9.00 15.7 15.7 16.5 16.5 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 22.00 29.00 South Hip 30.0 1.00 Ridge X Location, Offset 11.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 28.35 6.35 West Side 30.0 1.00 Block 2 2 Story E -W Ridge Location X,Y = 0.00 29.00 North Side 30.0 1.00 ExtentX,Y= 48.00 49.00 South Side 30.0 1.00 Ridge Y Location, Offset 53.50 0.00 East Hip 30.0 1.00 Ridge Elevation, Height 36.15 14.15 West Hip 30.0 1.00 2 WoodWorks® Shearwalls garysinghlot2sphs01.wsw Feb. 21, 2018 16:28:03 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Both Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 4 4 4 4 Y Y 2,3 2,3 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 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 Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8" 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" 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: 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 psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 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. 3 WoodWorks® Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Level 2 Line 1 2 0.00 0.00 78.00 78.00 65.00 - 9.00 Wall 1-1 Seg 2 0.00 0.00 29.00 29.00 26.00 - - Segment 1 - - 0.00 21.00 21.00 - 0.43 - Opening 1 - - 21.00 24.00 3.00 - - 7.00 Segment 2 - - 24.00 29.00 5.00 - 1.80 - Wall 1-2 Seg 2 0.00 29.00 30.00 1.00 0.00 9.00 - Wall 1-3 Seg 2 0.00 30.00 31.00 1.00 0.00 9.00 - Wall 1-4 Seg 2 0.00 31.00 78.00 47.00 39.00 - - Segment 1 - - 31.00 34.00 3.00 - 3.00 - Opening 1 - - 34.00 37.00 3.00 - - 7.00 Segment 2 - - 37.00 47.00 10.00 - 0.90 - Opening 2 - - 47.00 52.00 5.00 - - 7.00 Segment 3 - - 52.00 78.00 26.00 - 0.35 - Level 1 Line 1 2 0.00 0.00 78.00 78.00 69.00 - 9.00 Wall 1-1 Seg 2 0.00 0.00 29.00 29.00 29.00 0.31 - Wall 1-2 Seg 2 0.00 29.00 30.00 1.00 0.00 9.00 - Wall 1-3 Seg 2 0.00 30.00 31.00 1.00 0.00 9.00 - Wall 1-4 Seg 2 0.00 31.00 78.00 47.00 40.00 - - Segment 1 - - 31.00 39.00 8.00 - 1.13 - Opening 1 - - 39.00 41.00 2.00 - - 7.00 Segment 2 - - 41.00 49.00 8.00 - 1.13 - Opening 2 - - 49.00 54.00 5.00 - - 7.00 Segment 3 - - 54.00 78.00 24.00 - 0.38 - Line 2 Level 2 Line 2 2 22.00 0.00 78.00 78.00 18.00 - 9.00 Wall 2-1 Seg 2 22.00 0.00 29.00 29.00 18.00 - - Segment 1 - - 0.00 2.00 2.00 - 4.50 - Opening 1 - - 2.00 4.00 2.00 - - 7.00 Segment 2 - - 4.00 22.00 18.00 - 0.50 - opening 2 - - 22.00 27.00 5.00 - - 7.00 Segment 3 - - 27.00 29.00 2.00 - 4.50 - Level 1 Line 2 2 22.00 0.00 78.00 78.00 0.00 - 9.00 Wall 2-1 Seg 2 22.00 0.00 29.00 29.00 0.00 - - Segment 1 - - 0.00 1.50 1.50 - 6.00 - Opening 1 - - 1.50 9.50 8.00 - - 7.00 Segment 2 - - 9.50 11.00 1.50 - 6.00 - Opening 2 - - 11.00 27.00 16.00 - - 7.00 Segment 3 - - 27.00 29.00 2.00 - 4.50 - Line 3 Level 2 Line 3 2 48.00 29.00 78.00 49.00 41.00 - 9.00 Wall 3-1 Seg 2 48.00 29.00 78.00 49.00 41.00 - - Segment 1 - - 29.00 49.00 20.00 - 0.45 - Opening 1 - - 49.00 54.00 5.00 - - 7.00 Segment 2 - - 54.00 64.00 10.00 - 0.90 - Opening 2 - - 64.00 67.00 3.00 - - 7.00 Segment 3 - - 67.00 78.00 11.00 - 0.82 - Level 1 Line 3 2 48.00 29.00 78.00 49.00 44.00 - 9.00 Wall 3-1 Seg 2 48.00 29.00 78.00 49.00 44.00 - - Segment 1 - - 29.00 46.00 17.00 - 0.53 - Opening 1 - - 46.00 51.00 5.00 - - 7.00 Segment 2 - - 51.00 78.00 27.00 - 0.33 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 0.00 0.00 22.00 22.00 13.00 - 9.00 Wall A-1 Seg 2 0.00 0.00 22.00 22.00 13.00 - - Segment 1 - - 0.00 4.00 4.00 - 2.25 - opening 1 - - 4.00 13.00 9.00 - - 7.00 Segment 2 - -. :13.00 22.00 9.00 - 1.00 - Level 1 Line A 1 0.00 0.00 22.00 22.00 16.00 - 9.00 Wall A-1 Seg 1 0.00 0.00 22.00 22.00 16.O0 - - Segment 1 - - 0.00 8.00 8.00 - 1.13 - 4 WoodWorks® Shearwalls garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 Segment 2 Line B Level 2 Line B 2 Wall B-1 Seg 2 Segment 1 Opening 1 - Segment 2 Opening 2 Segment 3 Level 1 Line B 1 Wall B-1 Seg 1 Segment 1 - Opening 1 Segment 2 Wall B-2 Seg Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Line C Level 2 Line C 2 Wall C-1 Seg 2 Segment 1 - Opening 1 Segment 2 Opening 2 Segment 3 Level 1 Line C 1 Wall C-1 Seg 1 Segment 1 1 Opening 1 Segment 2 Opening 2 Segment 3 - 8.00 14.00 6.00 - 14.00 22.00 8.00 29.00 0.00 48.00 48.00 5.00 29.00 22.00 48.00 26.00 5.00 - 22.00 24.00 2.00 - - 24.00 30.00 6.00 - 30.00 35.00 5.00 - 35.00 46.00 11.00 - 46.00 48.00 2.00 29.00 0.00 48.00 48.00 18.00 29.00 0.00 21.50 21.50 12.50 - 0.00 1.00 1.00 - - 1.00 9.00 8.00 - 9.00 21.50 12.50 - 29.00 22.00 48.00 26.00 5.50 - 22.00 23.50 1.50 - - 23.50 29.50 6.00 - 29.50 35.00 5.50 - 35.00 46.00 11.00 - 46.00 48.00 2.00 78.00 0.00 48.00 48.00 38.00 78.00 0.00 48.00 48.00 38.00 - 0.00 2.00 2.00 - - 2.00 5.00 3.00 - 5.00 21.00 16.00 - 21.00 26.00 5.00 - 26.00 48.00 22.00 78.00 0.00 48.00 48.00 33.00 78.00 0.00 48.00 48.00 33.00 - 0.00 5.00 5.00 - - 5.00 16.00 11.00 - 16.00 35.00 19.00 - 35.00 39.00 4.00 - 39.00 48.00 9.00 1.13 4.50 1.80 4.50 9.00 0.72 6.00 1.64 4.50 4.50 0.56 0.41 1.80 0.47 1.00 7.00 9.00 7.00 7.00 9.00 7.00 7.00 7.00 9.00 7.00 7.00 9.00 7.00 7.00 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. For perforated walls, it is based on thefactored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof 1 W ->E Wind Line -1.00 11.00 0.0 41.0 Block 1 W L Roof Min W ->E Wind Line -1.00 11.00 0.0 27.7 Block 1 W Wall Min W ->E Wind Line 0.00 29.00 36.0 Block 1 W Wall 1 W ->E Wind Line 0.00 29.00 101.2 Block 1 W Ctr Roof 1 W ->E Wind Line 11.00 30.00 41.0 Block 1 W Ctr Roof Min W ->E Wind Line 11.00 30.00 27.7 Block 1 E L Roof Min W ->E Lee Line -1.00 11.00 0.0 27.7 Block 1 E L Roof 1 W ->E Lee Line -1.00 11.00 0.0 123.0 Block 1 E Wall 1 W ->E Lee Line 0.00 29.00 66.6 Block 1 E Wall Min W ->E Lee Line 0.00 29.00 36.0 Block 1 E Ctr Roof Min W ->E Lee Line 11.00 30.00 27.7 Block 1 E Ctr Roof 1 W ->E Lee Line 11.00 30.00 123.0 Block 1 W L Roof . Min E ->W Lee Line -1.00 11.00 0.0 27.7 Block 1 W L Roof 1 E ->W Lee Line -1.00 11.00 0.0 123.0 Block 1 W Wall 1 E ->W Lee Line 0.00 29.00 66.6 Block 1 W Wall Min E ->W Lee Line 0.00 29.00 36.0 Block 1 W Ctr Roof Min E ->W Lee Line 11.00 30.00 27.7 Block 1 W Ctr Roof 1 E ->W Lee Line 11.00 30.00 123.0 Block 1 E L Roof Min E ->W Wind Line -1.00 11.00 0.0 27.7 Block 1 E L Roof 1 E ->W Wind Line -1.00 11.00 0.0 41.0 Block 1 E Wall Min E ->W Wind Line 0.00 29.00 36.0 Block 1 E Wall 1 E ->W Wind Line 0.00 29.00 101.2 Block 1 E Ctr Roof Min E ->W Wind Line 11.00 30.00 27.7 Block 1 E Ctr Roof 1 E ->W Wind Line 11.00 30.00 41.0 Block 1 S L Roof 1 S ->N Wind Line -1.00 11.00 0.0 41.0 Block 1 S L Roof Min S ->N Wind Line -1.00 11.00 0.0 55.4 Block 1 S Wall 1 S ->N Wind Line 0.00 22.00 101.2 Block 1 S Wall Min S ->N Wind Line 0.00 22.00 36.0 Block 1 S R Roof Min S ->N Wind Line 11.00 23.00 55.4 0.0 Block 1 S R Roof 1 S ->N Wind Line 11.00 23.00 41.0 0.0 Block 1 N L Gable Min S ->N Lee Line 0.00 11.00 0.0 50.8 Block 1 N L Gable 1 S ->N Lee Line 0.00 11.00 0.0 82.0 Block 1 N R Gable 1 S ->N Lee Line 11.00 22.00 82.0 0.0 Block 1 N R Gable Min S ->N Lee Line 11.00 22.00 50.8 0.0 Block 1 S L Roof Min N ->S Lee Line -1.00 11.00 0.0 55.4 Block 1 S L Roof 1 N ->S Lee Line -1.00 11.00 0.0 123.0 Block 1 S Wall 1 N ->S Lee Line 0.00 22.00 58.1 Block 1 S Wall Min N ->S Lee Line 0.00 22.00 36.0 Block 1 S R Roof 1 N ->S Lee Line 11.00 23.00 123.0 0.0 Block 1 S R Roof Min N ->S Lee Line 11.00 23.00 55.4 0.0 Block 1 N L Gable 1 N ->S Wind Line 0.00 11.00 0.0 148.9 Block 1 N L Gable Min N ->S Wind Line 0.00 11.00 0.0 50.8 Block 1 N R Gable Min N ->S Wind Line 11.00 22.00 50.8 0.0 Block 1 N R Gable 1 N ->S Wind Line 11.00 22.00 148.9 0.0 Block 2 W L Roof 1 W ->E Wind Line 27.98 53.50 0.0 89.9 Block 2 W L Roof Min W ->E Wind Line 27.98 53.50 0.0 58.9 Block 2 W Wall Min W ->E Wind Line 29.00 78.00 36.0 Block 2 W Wall 1 W ->E Wind Line 29.00 78.00 101.2 Block 2 W R Roof 1 W ->E Wind Line 53.50 79.02 89.9 0.0 Block 2 W R Roof Min W ->E Wind Line 53.50 79.02 58.9 0.0 Block 2 E L Roof 1 W ->E Lee Line 27.98 53.50 0.0 269.7 Block 2 E L Roof Min W ->E Lee Line 27.98 53.50 0.0 58.9 Block 2 E Wall 1 W ->E Lee Line 29.00 78.00 68.6 Block 2 E Wall Min W ->E Lee Line 29.00 78.00 36.0 Block 2 E R Roof Min W ->E Lee Line 53.50 79.02 58.9 0.0 Block 2 E R Roof 1 W ->E Lee Line 53.50 79.02 269.7 0.0 Block 2 W L Roof 1 E ->W Lee Line 27.98 53.50 0.0 269.7 Block 2 W L Roof Min E ->W Lee Line 27.98 53.50 0.0 58.9 Block 2 W wall in E ->W Lee Line 29.00 78.00 36.0 Block 2 W Wall 1 E ->W Lee Line 29.00 78.00 68.6 Block 2 W R Roof Min E ->W Lee Line 53.50 79.02 58.9 0.0 Block 2 W R Roof 1 E ->W Lee Line 53.50 79.02 269.7 0.0 Block 2 E L Roof 1 E ->W Wind Line 27.98 53.50 0.0 89.9 Block 2 E L Roof Min E ->W Wind Line 27.98 53.50 0.0 58.9 Block 2 E Wall 1 E ->W Wind Line 29.00 78.00 101.2 Block 2 E Wall Min E ->W Wind Line 29.00 78.00 36.0 Block 2 E R Roof 1 E ->W Wind Line 53.50 79.02 89.9 0.0 Block 2 E R Roof Min E ->W Wind Line 53.50 79.02 58.9 0.0 Block 2 S L Roof Min S ->N Wind Line -0.98 24.00 0.0 58.9 6 WoodWorks® Shearwalls garysingh[ot2sphs0l.wsw Feb. 21, 2018 16:28:03 WIND SHEAR LOADS (as entered or Generated) (continued Block 2 S L Roof 1 S ->N Wind Line -0.98 24.00 0.0 89.8 Biock 2 S Wall Min S ->N Wind Line 22.00 48.00 36.0 Block 2 S Wall 1 S ->N Wind Line 22.00 48.00 101.2 Block 2 S R Roof 1 S ->N Wind Line 24.00 48.98 89.8 0.0 Block 2 S R Roof Min S ->N Wind Line 24.00 48.9& 58.9 0.0 Block 2 N L Roof 1 S ->N Lee Line -0.98 24.00 0.0 269.4. Block 2 N L Roof Min S ->N Lee Line -0.98 24.00 0.0 58.9 Block 2 N Wall 1 S ->N Lee Line 0.00 48.00 68.1 Block 2 N Wall Min S ->N Lee Line 0.00 48.00 36.0 Block 2 N R Roof Min S ->N Lee Line 24.00 48.98 58.9 0.0 Block 2 N R Roof 1 S ->N Lee Line 24.00 48.98 269.4 0.0 Block 2 S L Roof Min N ->S Lee Line -0.98 24.00 0.0 58.9 Block 2 S L Roof 1 N ->S Lee Line -0.98 24.00 0.0 269.4 Block 2 S Wall Min N ->S Lee Line 22.00 48.00 36.0 Block 2 S Wall 1 N ->S Lee Line 22.00 48.00 68.1 Block 2 S R Roof 1 N ->S Lee Line 24.00 48.98 269.4 0.0 Block 2 S R Roof Min N ->S Lee Line 24.00 48.98 58.9 0.0 Block 2 N L Roof 1 N ->S Wind Line -0.98 24.00 0.0 89.8 Block 2 N L Roof Min N ->S Wind Line -0.98 24.00 0.0 58.9 Block 2 N Wall 1 N ->S Wind Line 0.00 48.00 101.2 Block 2 N Wall Min N ->S Wind Line 0.00 48.00 36.0 Block 2 N R Roof Min N ->S Wind Line 24.00 48.98 58.9 0.0 Block 2 N R Roof 1 N ->S Wind Line 24.00 48.98 89.8 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W ->E Wind Line 0.00 29.00 96.4 Block 1 W Wall 1 W ->E Wind Line 0.00 29.00 116.8 Block 1 W Wall Min W ->E Wind Line 0.00 29.00 36.0 Block 1 W Wail Min W ->E Wind Line 0.00 29.00 44.0 Block 1 E Wall 1 W ->E Lee Line 0.00 29.00 81.4 Block 1 E Wall Min W ->E Lee Line 0.00 29.00 44.0 Block 1 E Wall Min W ->E Lee Line 0.00 29.00 36.0 Block 1 E Wall 1 W ->E Lee Line 0.00 29.00 66.6 Block 1 W Wall Min E ->W Lee Line 0.00 29.00 44.0 Block 1 W Wall Min E ->W Lee Line 0.00 29.00 36.0 Block 1 W Wall . 1 E ->W Lee Line 0.00 29.00 81.4 Block 1 W Wall 1 E ->W Lee Line 0.00 29.00 66.6 Block 1 E Wall Min E ->W Wind Line 0.00 29.00 44.0 Block 1 E Wall Min E ->W Wind Line 0.00 29.00 36.0 Block 1 E Wall 1 E ->W Wind Line 0.00 29.00 116.8 Block 1 E Wall 1 E ->W Wind Line 0.00 29.00 96.4 Block 1 S Wall 1 S ->N Wind Line 0.00 22.00 96.4 Block 1 S Wall Min S ->N Wind Line 0.00 22.00 44.0 Block 1 S Wall Min S ->N Wind Line 0.00 22.00 36.0 Block 1 S Wall 1 S ->N Wind Line 0.00 22.00 116.8 Block 1 S Wall 1 N ->S Lee Line 0.00 22.00 71.0 Block 1 S Wall Min N ->S Lee Line 0.00 22.00 36.0 Block 1 S Wall Min N ->S Lee Line 0.00 22.00 44.0 Block 1 S Wall 1 N ->S Lee Line 0.00 22.00 58.1 Block 2 W Wall Min W ->E Wind Line 29.00 78.00 36.0 Block 2 W Wall 1 W ->E Wind Line 29.00 78.00 96.4 Block 2 W Wall 1 W ->E Wind Line 29.00 78.00 116.8 Block 2 W Wall Min W ->E Wind Line 29.00 78.00 44.0 Block 2 E Wall 1 W ->E Lee Line 29.00 78.00 83.9 Block 2 E Wall Min W ->E Lee Line 29.00 78.00 44.0 Block 2 E Wall Min W ->E Lee Line 29.00 78.00 36.0 Block 2 E Wall 1 W ->E Lee Line 29.00 78.00 68.6 Block 2 W Wall Min E ->W Lee Line 29.00 78.00 36.0 Block 2 W Wall 1 E ->W Lee Line 29.00 78.00 83.9 Block 2 W Wall 1 E ->W Lee Line 29.00 78.00 68.6 Block 2 W Wall Min E ->W Lee Line 29.00 78.00 44.0 Block 2 E Wall Min E ->W Wind Line 29.00 78.00 36.0 Block 2 E Wall 1 E ->W Wind Line 29.00 78.00 116.8 Block 2 E Wall Min E ->W Wind Line 29.00 78.00 44.0 Block 2 E Wall 1 E ->W Wind Line 29.00 78.00 96.4 Biock 2 S Wall 1 S ->N Wind Line 22.00 48.00 116.8 Block 2 S Wall Min S ->N Wind Line 22.00 48.00 36.0 Block 2 S Wall Min S ->N Wind Line 22.00 48.00 44.0 Block 2 S Wall 1 S ->N Wind Line 22.00 48.00 96.4 Block 2 N Wall Min S ->N Lee Line 0.00 48.00 44.0 Block 2 N Wall 1 S ->N Lee Line 0.00 48.00 83.2 Woodworks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 1 S ->N Lee Min S ->N Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee Min N ->S Wind Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Line 0.00 48.00 68.1 Line 0.00 48.00 36.0 Line 22.00 48.00 44.0 Line 22.00 48.00 68.1 Line 22.00 48.00 36.0 Line 22.00 48.00 83.2 Line 0.00 48.00 44.0 Line 0.00 48.00 36.0 Line 0.00 48.00 96.4 Line 0.00 48.00 116.8 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 specked (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 8 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psfl Interior End Zone Block 1 West Windward 2 44.6 55.0 Block 1 East Leeward 2 44.6 55.0 Block 1 West Leeward 2 44.6 55.0 Block 1 East Windward 2 44.6 55.0 Block 1 South Windward 2 44.6 55.0 Block 1 South Leeward 2 44.6 55.0 Block 2 West Windward 2 45.9 56.7 Block 2 East Leeward 2 45.9 56.7 Block 2 West Leeward 2 45.9 56.7 Block 2 East Windward 2 45.9 56.7 Block 2 South Windward 2 45.9 56.7 Block 2 North Leeward 2 45.9 56.7 Block 2 South Leeward 2 45.9 56.7 Block 2 North Windward 2 45.9 56.7 Block 1 West Windward 1 44.6 55.0 Block 1 East Leeward 1 44.6 55.0 Block 1 West Leeward 1 44.6 55.0 Block 1 East Windward 1 44.6 55.0 Block 1 South Windward 1 44.6 55.0 Block 1 South Leeward 1 44.6 55.0 Block 2 West Windward 1 45.9 56.7 Block 2 East Leeward 1 45.9 56.7 Block 2 West Leeward 1 45.9 56.7 Block 2 East Windward 1 45.9 56.7 Block 2 South Windward 1 45.9 56.7 Block 2 North Leeward 1 45.9 56.7 Block 2 South Leeward 1 45.9 56.7 Block 2 North Windward 1 45.9 56.7 9 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 BUILDING MASSES Level 2 Force Building Dir Element Block Wall Line Profile E -W Roof E -W Roof E -W Roof E -W Roof Block 1 1 Block 1 2 Block 2 1 Block 2 3 N -S Roof Block 1 A N -S Roof Block 1 B N -S Roof Block 2 B N -S Roof Block 2 C N -S R Gable Block 1 B N -S L Gable Block 1 B Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both wall 1-3 n/a 1 Both Wall 1-4 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall C-1 n/a C Location [ft] Magnitude Trib [Ibs,plf,psf] Width Start End Start End (ft] Line -1.00 30.00 120.0 120.0 Line -1.00 30.00 120.0 120.0 Line 28.00 79.00 250.0 250.0 Line 28.00 79.00 250.0 250.0 Line -1.00 23.00 155.0 155.0 Line -1.00 23.00 155.0 155.0 Line -1.00 49.00 255.0 255.0 Line -1.00 49.00 255.0 255.0 Line 0.00 11.00 63.5 0.0 Line 11.00 22.00 0.0 63.5 Line 0.00 29.00 45.0 45.0 Line 29.00 30.00 45.0 45.0 Line 30.00 31.00 45.0 45.0 Line 31.00 78.00 45.0 45.0 Line 0.00 29.00 45.0 45.0 Line 29.00 78.00 45.0 45.0 Line 0.00 22.00 45.0 45.0 Line 22.00 48.00 45.0 45.0 Line 0.00 48.00 45.0 45.0 Level 1 Force Building Block Wall Dir Element Line Profile E -W Floor Fl n/a 1 Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 E -W Floor F2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 1-4 n/a 1 Both Wall 2-1 n/a 2 E -W Floor F1 n/a 2 Both Wall 3-1 n/a 3 E -W Floor F2 n/a 3 N -S Floor F1 n/a A Both Wall A-1 n/a A N -S Floor F2 n/a B Both Wall B-1 n/a B N -S Floor F1 n/a C Both Wall C-1 n/a C N -S Floor F2 n/a C Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 1-4 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall B-2 n/a B Both Wall C-1 n/a C Line Magnitude Trib Location [ft] [Ibs,plf,psf] Width Start End Start End [ft] 0.00 29.00 110.0 110.0 Line 0.00 29.00 45.0 45.0 Line 29.00 30.00 45.0 45.0 Line 29.00 78.00 240.0 240.0 Line 30.00 31.00 45.0 45.0 Line 31.00 78.00 45.0 45.0 Line 0.00 29.00 45.0 45.0 Line 0.00 29.00 110.0 110.0 Line 29.00 78.00 45.0 45.0 Line 29.00 78.00 240.0 240.0 Line 0.00 22.00 390.0 390.0 Line 0.00 22.00 45.0 45.0 Line 22.00 48.00 245.0 245.0 Line 22.00 48.00 45.0 45.0 Line 0.00 22.00 390.0 390.0 Line 0.00 48.00 45.0 45.0 Line 22.00 48.00 245.0 245.0 Line 0.00 29.00 45.0 45.0 Line 29.00 30.00 45.0 45.0 Line 30.00 31.00 45.0 45.0 Line 31.00 78.00 45.0 45.0 Line 0.00 29.00 45.0 45.0 Line 29.00 78.00 45.0 45.0 Line 0.00 22.00 45.0 45.0 Line 0.00 21.50 27.0 27.0 Line 22.00 48.00 45.0 45.0 Line 0.00 48.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S, or Both 10 WoodWorks® Shearwa//s garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 Building element - Roof, gable end, wall or floor area used to generate mass, 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 11 wall line for user -applied masses, Floor F# - refer to Plan View for floor WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [lbs,plf,psf] Start End E -W Line -1.00 0.00 29.8 29.8 E -W Point 0.00 0.00 123 123 E -W Line 0.00 28.00 41.0 41.0 E -W Line 28.00 29.00 103.1 103.1 E -W Point 29.00 29.00 232 232 E -W Line 29.00 30.00 103.1 103.1 E -W Line 30.00 31.00 73.3 73.3 E -W Line 31.00 78.00 73.3 73.3 E -W Point 78.00 78.00 268 268 E -W Line 78.00 79.00 62.1 62.1 N -S Line -1.00 0.00 101.8 101.8 N -S Point 0.00 0.00 436 436 N -S Line 0.00 11.00 113.0 120.9 N -S Line 11.00 22.00 120.9 113.0 N -S Point 22.00 22.00 162 162 N -S Line 22.00 23.00 113.0 113.0 N -S Line 23.00 48.00 74.5 74.5 N -S Point 48.00 48.00 274 274 N -S Line 48.00 49.00 63.3 63.3 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 129 129 E -W Line 0.00 29.00 26.1 26.1 E -W Point 29.00 29.00 191 191 E -W Line 29.00 30.00 43.1 43.1 E -W Line 30.00 31.00 43.1 43.1 E -W Line 31.00 78.00 43.1 43.1 E -W Point 78.00 78.00 282 282 N -S Point 0.00 0.00 459 459 N -S Line 0.00 21.50 64.5 64.5 N -S Line 21.50 22.00 62.7 62.7 N -S Point 22.00 22.00 171 171 N -S Point 22.00 22.00 2455 2455 N -S Line 22.00 48.00 43.8 43.8 N -S Point 48.00 48.00 288 288 I cncnri• 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. 12 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm The following under -capacity shearlines were found: Level 1: B-1 Level 2: B-1 Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing The following under -capacity shearlines were found: Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: A-1, B-1, Line B Level 2: B-1 Wind Loads, Rigid Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: A-1, B-1, C-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). 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). 13 • WoodWorks® Shearwalls SHEAR RESULTS garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads N -S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V[lbs] Asp -Cub Int Ext Int Allowable Shear [plt] Ext Co C Cmb V[lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - S ->N - - 5535 - - - - - - 34381 - - N ->S - - 6091 - - - - - - 34381 - Wall 1-1 2 S ->N - - 2060 - 1.0 - 532 - - 13832 - 2 N ->S - - 2281 - 1.0 - 532 - - 13832 - Seg. 1 - S ->N 98.1 - 2060 - 1.0 - 532 - 532 11172 0.18 - N ->S 108.6 - 2281 - 1.0 - 532 - 532 11172 0.20 Seg. 2 - Both 0.0 - 0 - 1.0 - 532 - 532 2660 0.00 Wall 1-2 2^ Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-3 2^ Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-4 2 S ->N - - 3475 - 1.0 - 532 - - 20549 - 2 N ->S - - 3810 - 1.0 - 532 - - 20549 - Seg. 1 - Both 0.0 - 0 - .88 - 466 - 466 1397 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 532 - 532 5320 0.00 Seg. 3 - S ->N 133.6 - 3475 - 1.0 - 532 - 532 13832 0.25 - N ->S 146.6 - 3810 - 1.0 - 532 - 532 13832 0.28 Level 1 Lnl, Levl - S ->N - - 11903 - - - - - - 36708 - - N ->S - - 12254 - - - - - - 36708 - Wall 1-1 2 S ->N 240.4 - 6971 - 1.0 - 532 - 532 15428 0.45 2 N ->S 254.9 - 7392 - 1.0 - 532 - 532 15428 0.48 Wall 1-2 2 Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-3 2 Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-4 2 S ->N - - 4932 - 1.0 - 532 - - 21280 - 2 N ->S - - 4862 - 1.0 - 532 - - 21280 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 4256 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 532 - 532 4256 0.00 Seg. 3 - S ->N 205.5 - 4932 - 1.0 - 532 - 532 12768 0.39 - N ->S 202.6 - 4862 - 1.0 - 532 - 532 12768 0.38 Line 2 Level 2 Ln2, Lev2 - S ->N - - 1701 - - - - - - 9576 - - N ->S - - 1843 - - - - - - 9576 - Wall 2-1 2 S ->N - - 1701 - 1.0 - 532 - - 9576 - 2 N ->S - - 1843 - 1.0 - 532 - - 9576 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - S ->N 94.5 - 1701 - 1.0 - 532 - 532 9576 0.18 - N ->S 102.4 - 1843 - 1.0 - 532 - 532 9576 0.19 Seg. 3 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Line 3 Ln3, Lev2 - S ->N - - 3859 - - - - - - 21812 - - N ->S - - 4061 - - - - - - 21812 - Wall 3-1 2 S ->N - - 3859 - 1.0 - 532 - - 21812 - 2 N ->S - - 4061 - 1.0 - 532 - - 21812 - Seg. 1 - S ->N 168.2 - 3363 - 1.0 - 532 - 532 10640 0.32 - N ->S 171.0 - 3419 - 1.0 - 532 - 532 10640 0.32 Seg. 2 - S ->N 10.7 - 107 - 1.0 - 532 - 532 5320 0.02 - N ->S 21.2 - 212 - 1.0 - 532 - 532 5320 0.04 Seg. 3 - S ->N 35.4 - 389 - 1.0 - 532 - 532 5852 0.07 - N ->S 39.0 - 429 - 1.0 - 532 - 532 5852 0.07 Level 1 Ln3, Levl - S ->N - - 9687 - - - - - - 23408 - - N ->S - - 9945 - - - - - - 23408 - Wall 3-1 2 S ->N - - 9687 - 1.0 - 532 - - 23408 - 2 N ->S - - 9945 - 1.0 - 532 - - 23408 - Seg. 1 - S ->N 160.7 - 2731 - 1.0 - 532 - 532 9044 0.30 - N ->S 158.5 - 2694 - 1.0 - 532 - 532 9044 0.30 Seg. 2 - S ->N 257.6 - 6955 - 1.0 - 532 - 532 14364 0.48 - N ->S 268.6 - 7251 - 1.0 - 532 - 532 14364 0.50 E -W W For ASD Shear Force [pIf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V pbs] Ratio Line A Level 2 LnA, Lev2 - W ->E - - 5159 - - - - - - 6850 - - E ->W - - 5123 - - - - - - 6850 - Wall A-1 2 W ->E - - 5159 - 1.0 - 532 - - 6850 - 14 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 SHEAR RESULTS (rigid wind design, continued Seg. 1 Seg. 2 Level 1 LnA, Levl Wall A-1 2 - - - - - - 1 1 E ->W W ->E E ->W W ->E E ->W W ->E E ->W W ->E E ->W - 111.6 111.7 523.7 519.5 - - - - - 5123 - 446 - 447 - 4713 - 4676 - 8052 - 7806 - 8052 - 7806 - - - - - - - 1.0 1.0 1.0 .97 .97 1.0 1.0 - - 1.0 1.0 - - - - - - - 532 532 532 515 515 532 532 - - 532 532 - - - - - - - - A - A - 515 515 532 532 - - - - 6850 2062 2062 4788 4788 17024 17024 17024 17024 - 0.22 0.22 0.98 0.98 - - - - Seg. 1 - W ->E 591.0 - 4728 1.0 1.0 532 532 - 1064 8512 0.56 - E ->W 487.9 - 3903 1.0 1.0 532 532 - 1064 8512 0.46 Seg. 2 - W ->E 415.5 - 3324 1.0 1.0 532 532 - 1064 8512 0.39 - E ->W 487.9 - 3903 1.0 1.0 532 532 - 1064 8512 0.46 Line B Level 2 LnB, Lev2 - W ->E - - 1139 - - - - - - 2660 - - E ->W - - 1134 - - - - - - 2660 - Wall B-1 2 W ->E - - 1139 - 1.0 - 532 - - 2660 - 2 E ->W - - 1134 - 1.0 - 532 - - 2660 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - W ->E 227.9 - 1139 - 1.0 - 532 - 532 2660 0.43 - E ->W 226.8 - 1134 - 1.0 - 532 - 532 2660 0.43 Seg. 3 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Level1 LnB, Levl - W ->E - - 10053 - - - - - - 19152 - - E ->W - - 10051 - - - - - - 19152 - Wall B-1 1 W ->E - - 9129 1.0 1.0 532 532 - A - 13300 - 1 E ->W - - 9635 1.0 1.0 532 532 - A - 13300 - Seg. 1 - Both 0.0 - 0 1.0 1.0 532 532 - 1064 - - Seg. 2 - W ->E 730.3 - 9129 1.0 1.0 532 532 - 1064 13300 0.69 - E ->W 770.8 - 9635 1.0 1.0 532 532 - 1064 13300 0.72 Wall B-2 1 W ->E - - 925 1.0 1.0 532 532 - A - 5852 - 1 E ->W - - 416 1.0 1.0 532 532 - A - 5852 - Seg. 1 - Both. 0.0 - 0 1.0 1.0 532 532 - 1064 - - Seg. 2 - W ->E 168.1 - 925 1.0 1.0 532 532 - 1064 5852 0.16 - E ->W 75.6 - 416 1.0 1.0 532 532 - 1064 5852 0.07 Seq. 3 - Both 0.0 - 0 1.0 1.0 532 532 - 1064 - - Line C Level 2 LnC, Lev2 - W ->E - - 9578 - - - - - - 20216 - - E ->W - - 9621 - - - - - - 20216 - Wa11 C-1 2 W ->E - - 9578 - 1.0 - 532 - - 20216 - 2 E ->W - - 9621 - 1.0 - 532 - - 20216 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - W ->E 214.6 - 3433 - 1.0 - 532 - 532 8512 0.40 - E ->W 218.3 - 3492 - 1.0 - 532 - 532 8512 0.41 Seg. 3 - W ->E 279.3 - 6145 - 1.0 - 532 - 532 11704 0.53 - E ->W 278.5 - 6128 - 1.0 - 532 - 532 11704 0.52 Level 1 LnC, Levl - W ->E - - 14806 - - - - - - 35112 - - E ->W - - 15054 - - - - - - 35112 - Wall C-1 1 W ->E - - 14806 1.0 1.0 532 532 - A - 35112 - 1 E ->W - - 15054 1.0 1.0 532 532 - A - 35112 - Seg. 1 - Both 0.0 - 0 1.0 1.0 532 532 - 1064 5320 G.00 Seg. 2 - W ->E 639.4 - 12149 1.0 1.0 532 532 - 1064 20216 0.60 - E ->W 706.9 - 13431 1.0 1.0 532 532 - 1064 20216 0.66 Seg. 3 - W ->E 295.3 - 2658 1.0 1.0 532 532 - 1064 9576 0.28 - E ->W 180.3 - 1623 1.0 1.0 532 532 - 1064 9576 0.17 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 wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments asper4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. 15 WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior 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. 16 WoodWorks® Shearwalls HOLD-DOWN DESIGN (rigid wind design garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Cap Hold-down [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 3075 3075 HDU5-SDS2. 5645 0.54 V Elem 0.00 20.88 1 989 989 Refer to upper level 1-1 R End 0.00 28.88 1 2314 2314 HDU5-SDS2. 5645 0.41 V Elem 0.00 48.88 1 455 455 Refer to upper level 1-4 R Op 2 0.00 54.13 1 2628 2628 HDU5-SDS2. 5645 0.47 1-4 R End 0.00 77.88 1 3174 3174 HDU5-SDS2. 5645 0.56 Line 2 V Elem 22.00 1.38 1 579 579 Refer to upper level V Elem 22.00 9.63 1 283 283 Refer to upper level V Elem 22.00 10.88 1 299 299 Refer to upper level V Elem 22.00 27.13 1 635 635 Refer to upper level Line 3 3-1 L End 48.00 29.13 1 3000 3000 HDU5-SDS2. 5645 0.53 3-1 L Op 1 48.00 45.88 1 2110 2110 HDU5-SDS2. 5645 0.37 3-1 R Op 1 48.00 51.13 1 1459 1459 HDU5-SDS2. 5645 0.26 V Elem 48.00 54.13 1 99 99 Refer to upper level V Elem 48.00 63.88 1 196 196 Refer to upper level V Elem 48.00 67.12 1 326 326 Refer to upper level 3-1 R End 48.00 77.88 1 2799 2799 HDU5-SDS2. 5645 0.50 Line A A-1 L End 0.12 0.00 1 6561 6561 HDU5-SDS2. 5645 1.16* V Elem 3.88 0.00 1 1072 1072 Refer to upper level A-1 L Op 1 7.88 0.00 1 3831 3831 HDU5-SDS2. 5645 0.68 A-1 R Op 1 14.13 0.00 1 8001 8001 HDU5-SDS2. 5645 1.42* A-1 R End 21.88 0.00 1 9342 9342 HDU5-SDS2. 5645 1.65* Line B B-1 R Op 1 9.13 29.00 1 6707 6707 HDU5-SDS2. 5645 1.19* B-1 R End 21.38 29.00 1 7079 7079 HDU5-SDS2. 5645 1.25* B-2 R Op 1 29.63 29.00 1 1585 1585 HDU5-SDS2. 5645 0.28 V Elem 30.13 29.00 1 2159 2159 Refer to upper level B-2 L Op 2 34.88 29.00 1 2861 2861 HDU5-SDS2. 5645 0.51 Line C V Elem 4.88 78.00 1 1939 1939 Refer to upper level 0-1 R Op 1 16.13 78.00 1 5854 5854 HDU5-SDS2. 5645 1.04* V Elem 20.88 78.00 1 1996 1996 Refer to upper level V Elem 26.13 78.00 1 2543 2543 Refer to upper level 0-1 L Op 2 34.88 78.00 1 6447 6447 HDU5-SDS2. 5645 1.14* 0-1 R Op 2 39.13 78.00 1 2734 2734 HDU5-SDS2. 5645 0.48 C-1 R End 47.88 78.00 1 4205 4205 HDU5-SDS2. 5645 0.74 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Positn X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 0.12 1 893 893 HDU5-SDS2. 5645 0.16 1-1 L Op 1 0.00 20.88 1 989 989 HDU5-SDS2. 5645 0.18 1-4 R Op 2 0.00 52.13 1 1215 1215 HDU5-SDS2. 5645 0.22 1-4 R End 0.00 77.88 1 1332 1332 HDU5-SDS2. 5645 0.24 Line 2 2-1 R Op 1 22.00 4.13 1 862 862 HDU5-SDS2. 5645 0.15 2-1 L Op 2 22.00 21.88 1 935 935 HDU5-SDS2. 5645 0.17 Line 3 3-1 L End 48.00 29.13 1 1533 1533 HDU5-SDS2. 5645 0.27 3-1 L Op 1 48.00 48.88 1 1558 1558 HDU5-SDS2. 5645 0.28 3-1 R Op 1 48.00 54.13 1 99 99 HDU5-SDS2. 5645 0.02 3-1 L Op 2 48.00 63.88 1 196 196 HDU5-SDS2. 5645 0.03 3-1 R Op 2 48.00 67.12 1 326 326 HDU5-SDS2. 5645 0.06 3-1 R End 48.00 77.88 1 360 360 HDU5-SDS2. 5645 0.06 Line A A-1 L End 0.12 0.00 1 1071 1071 HDU5-SDS2. 5645 0.19 A-1 L Op 1 3.88 0.00 1 1072 1072 HDU5-SDS2. 5645 0.19 A-1 R Op 1 13.13 0.00 1 4848 4848 HDU5-SDS2. 5645 0.86 A-1 R End 21.88 0.00 1 4809 4809 HDU5-SDS2. 5645 0.85 Line B B-1 R Op 1 30.13 29.00 1 2159 2159 HDU5-SDS2. 5645 0.38 8-1 L Op 2 34.88 29.00 1 2149 2149 HDU5-SDS2. 5645 0.38 Line C C-1 R Op 1 5.13 78.00 1 1962 1962 HDU5-SDS2. 5645 0.35 0-1 L Op 2 20.88 78.00 1 1996 1996 HDU5-SDS2. 5645 0.35 17 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 HOLD-DOWN DESIGN (rigid wind design, continued) C-1 R Op 2 26.13 78.00 C-1 R End 47.88 78.00 1 1 2543 2536 2593 2536 HDU5-SDS2. 5645 0.45 HDU5-SDS2. 5645 0.45 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 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 shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. 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 factor Co, and sheariine dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. *WARNING - Design capacity has been exceeded. 18 WoodWorks® Shearwalls garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 DRAG STRUT FORCES (rigid wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] -> <-- Line 1 1-4 Right Opening 2 0.00 54.00 1 1270 1091 Line 3 3-1 Left Opening 1 48.00 46.00 1 629 756 3-1 Right Opening 1 48.00 51.00 1 1618 1771 Line A A-1 Left Opening 1 8.00 0.00 1 1800 1064 A-1 Right Opening 1 14.00 0.00 1 396 1064 Line B B-1 Right Opening 1 9.00 29.00 1 1885 1885 B-1 Right Wall Erid 21.50 29.00 1 4626 5133 8-2 Right Opening 1 29.50 29.00 1 2950 3458 B-2 Left Opening 2 35.00 29.00 1 2723 2722 Line C C-1 Right Opening 1 16.00 78.00 1 4935 5018 C-1 Left Opening 2 35.00 78.00 1 1352 2454 C-1 Right Opening 2 39.00 78.00 1 119 1200 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force ribs] Wall or Opening X Y Case -> <-- Line 1 1-1 Left Opening 1 0.00 21.00 1 570 641 1-4 Right Opening 2 0.00 52.00 1 1630 1780 Line 2 2-1 Right Opening 1 22.00 4.00 1 87 95 2-1 Left Opening 2 22.00 22.00 1 1221 1323 Line 3 3-1 Left Opening 1 48.00 49.00 1 1788 1762 3-1 Right Opening 1 48.00 54.00 1 1394 1348 3-1 Left Opening 2 48.00 64.00 1 714 731 3-1 Right Opening 2 48.00 67.00 1 477 482 Line A A-1 Left Opening 1 4.00 0.00 1 492 485 A-1 Right Opening 1 13.00 0.00 1 2602 2580 Line B B-1 Right Opening 1 30.00 29.00 1 712 709 B-1 Left Opening 2 35.00 29.00 1 309 307 Line C C-1 Right Opening 1 5.00 78.00 1 998 1002 C-1 Left Opening 2 21.00 78.00 1 757 716 C-1 Right Opening 2 26.00 78.00 1 1755 1719 �egena: 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 (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 19 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 MWFRS DEFLECTION (rigid wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 2 S ->N Ext 240.4 29.00 9.00 16.5 .002 19.4 177 _028 .111 0.08 0.20 N ->S Ext 254.9 29.00 9.00 16.5 .002 19.4 177 .028 .118 0.08 0.20 1-4,1 2 Both Ext 0.0 8.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,2 Both Ext 0.0 8.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,3 S ->N Ext 205.5 24.00 9.00 16.5 .002 19.4 177 .028 .095 0.10 0.20 N ->S Ext 202.6 24.00 9.00 16.5 .002 19.4 177 .028 .094 0.10 0.20 Line 3 3-1,1 2 S ->N Ext 160.7 17.00 9.00 16.5 .002 19.4 177 .028 .074 0.14 0.22 N ->S Ext 158.5 17.00 9.00 16.5 .002 19.4 177 .028 .073 0.14 0.21 3-1,2 S ->N Ext 257.6 27.00 9.00 16.5 .002 19.4 177 .028 .119 0.09 0.22 N ->S Ext 268.6 27.00 9.00 16.5 .003 19.4 177 .028 .124 0.09 0.21 Line A A-1,1 1 W ->E Both 591.0 8.00 9.00 16.5 .019 19.4 177 .028 .137 0.38 0.54 E ->W Both 487.9 8.00 9.00 16.5 .015 19.4 177 .028 .113 0.45 0.58 A-1,2 W ->E Both 415.5 8.00 9.00 16.5 .013 19.4 177 .028 .096 0.43 0.54 E ->W Both 487.9 8.00 9.00 16.5 .015 19.4 177 .028 .113 0.45 0.58 Line B B-1,2 1 W ->E Both 730.3 12.50 9.00 16.5 .015 19.4 177 .028 .169 0.25 0.43 E ->W Both 770.8 12.50 9.00 16.5 .016 19.4 177 .028 .178 0.25 0.45 B-2,2 1 W ->E Both 168.1 5.50 9.00 16.5 .008 19.4 177 .028 .039 0.38 0.43 E ->W Both 75.6 5.50 9.00 16.5 .003 19.4 177 .028 .017 0.42 0.45 Line C C-1,1 1 Both Both 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 C-1,2 W ->E Both 639.4 19.00 9.00 16.5 .008 19.4 177 .028 .148 0.17 0.33 E ->W Both 706.9 19.00 9.00 16.5 .009 19.4 177 .028 .164 0.16 0.33 C-1,3 W ->E Both 295.3 9.00 9.00 16.5 .008 19.4 177 .028 .068 0.26 0.33 E ->W Both 180.3 9.00 9.00 16.5 .005 19.4 177 .028 .042 0.29 0.33 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 S ->N Ext 98.1 21.00 9.00 16.5 .001 19.4 177 .028 .045 0.09 0.14 N ->S Ext 108.6 21.00 9.00 16.5 .001 19.4 177 .028 .050 0.09 0.15 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,1 2 Both Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,2 Both Ext 0.0 10.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,3 S ->N Ext 133.6 26.00 9.00 16.5 .001 19.4 177 .028 .062 0.08 0.14 N ->S Ext 146.6 26.00 9.00 16.5 .001 19.4 177 .028 .068 0.08 0.15 Line 2 2-1,2 2 S ->N Ext 94.5 18.00 9.00 16.5 .001 19.4 177 .028 .044 0.11 0.15 N ->S Ext 102.4 18.00 9.00 16.5 .001 19.4 177 .028 .047 0.11 0.16 Line 3 3-1,1 2 S ->N Ext 168.2 20.00 9.00 16.5 .002 19.4 177 .028 .078 0.10 0.18 N ->S Ext 171.0 20.00 9.00 16.5 .002 19.4 177 .028 .079 0.10 0.19 3-1,2 S ->N Ext 10.7 10.00 9.00 16.5 .000 19.4 177 .028 .005 0.18 0.18 N ->S Ext 21.2 10.00 9.00 16.5 .001 19.4 177 .028 .010 0.18 0.19 3-1,3 S ->N Ext 35.4 11.00 9.00 16.5 .001 19.4 177 .028 .016 0.17 0.18 N ->S Ext 39.0 11.00 9.00 16.5 .001 19.4 177 .028 .018 0.17 0.19 Line A A-1,1 2 W ->E Ext 111.6 4.00 9.00 16.5 .007 19.4 177 .028 .052 0.50 0.56 E ->W Ext 111.7 4.00 9.00 16.5 .007 19.4 177 .028 .052 0.50 0.56 A-1,2 W ->E Ext 523.7 9.00 9.00 16.5 .015 19.4 177 .028 .242 0.30 0.56 E ->W Ext 519.5 9.00 9.00 16.5 .015 19.4 177 .028 .241 0.30 0.56 Line B 8-1,2 2 W ->E Ext 227.9 5.00 9.00 16.5 .012 19.4 177 .028 .106 0.44 0.56 E ->W Ext 226.8 5.00 9.00 16.5 .011 19.4 177 .028 .105 0.44 0.56 Line C C-1,2 2 W ->E Ext 214.6 16.00 9.00 16.5 .003 19.4 177 .728 .099 0.13 0.24 E ->W Ext 218.3 16.00 9.00 16.5 .003 19.4 177 .028 .101 0.14 0.24 C-1,3 W ->E Ext 279.3 22.00 9.00 16.5 .003 19.4 177 .028 .129 0.10 0.24 E ->W Ext 278.5 22.00 9.00 16.5 .003 19.4 177 .028 .129 0.10 0.24 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction 20 WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 Srf — Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h — Wall height Defl — Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga — vw / (vw/ Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 21 WoodWorks® Shearwalls SERVICEABILITY DEFLECTION (rigid wind design) These deflections are used to determine story drift garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 2 S ->N Ext 235.7 29.00 9.00 16.5 .002 19.9 175 .027 .107 0.06 0.19 N ->S Ext 253.2 29.00 9.00 16.5 .002 19.9 175 .027 .115 0.08 0.19 1-4,1 2 Both Ext 0.0 8.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 1-4,2 Both Ext 0.0 8.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 1-4,3 S ->N Ext 204.3 24.00 9.00 16.5 .002 19.9 175 .027 .093 0.10 0.19 N ->S Ext 197.6 24.00 9.00 16.5 .002 19.9 175 .027 .090 0.10 0.19 Line 3 3-1,1 2 S ->N Ext 158.5 17.00 9.00 16.5 .002 19.9 175 .027 .072 0.14 0.21 N ->S Ext 156.3 17.00 9.00 16.5 .002 19.9 175 .027 .071 0.14 0.21 3-1,2 S ->N Ext 254.0 27.00 9.00 16.5 .002 19.9 175 .027 .115 0.09 0.21 N ->S Ext 264.8 27.00 9.00 16.5 .002 19.9 175 .027 .120 0.09 0.21 Line A A-1,1 1 W ->E Both 585.8 8.00 9.00 16.5 .018 19.9 175 .027 .133 0.38 0.53 E ->W Both 481.1 8.00 9.00 16.5 .015 19.9 175 .027 .109 0.45 0.57 A-1,2 W ->E Both 406.8 8.00 9.00 16.5 .013 19.9 175 .027 .092 0.43 0.53 E ->W Both 481.1 8.00 9.00 16.5 .015 19.9 175 .027 .109 0.45 0.57 Line B B-1,2 1 W ->E Both 766.4 12.50 9.00 16.5 .015 19.9 175 .027 .174 0.24 0.43 E ->W Both 789.6 12.50 9.00 16.5 .016 19.9 175 .027 .179 0.25 0.44 B-2,2 1 W ->E Both 60.9 5.50 9.00 16.5 .003 19.9 175 .027 .014 0.41 0.43 E ->W Both 7.6 5.50 9.00 16.5 .000 19.9 175 .027 .002 0.44 0.44 Line C C-1,1 1 Both Both 0.0 5.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 C-1,2 W ->E Both 631.2 19.00 9.00 16.5 .008 19.9 175 .027 .143 0.17 0.32 E ->W Both 693.5 19.00 9.00 16.5 .009 19.9 175 .027 .157 0.16 0.33 C-1,3 W ->E Both 289.9 9.00 9.00 16.5 .008 19.9 175 .027 .066 0.25 0.32 E ->W Both 185.6 9.00 9.00 16.5 .005 19.9 175 .027 .042 0.29 0.33 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total DefI pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 S ->N Ext 96.7 21.00 9.00 16.5 .001 19.9 175 027 .044 0.09 0.14 N ->S Ext 107.4 21.00 9.00 16.5 .001 19.9 175 027 .049 0.09 0.14 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 1-4,1 2 Both Ext 0.0 3.00 9.00 16.5 .000 19.9 175 027 .000 0.00 0.00 1-4,2 Both Ext 0.0 10.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 1-4,3 S ->N Ext 131.8 26.00 9.00 16.5 .001 19.9 175 .027 .060 0.08 0.14 N ->S Ext 144.3 26.00 9.00 16.5 .001 19.9 175 .027 .065 0.08 0.14 Line 2 2-1,2 2 S ->N Ext 93.2 18.00 9.00 16.5 .001 19.9 175 .027 .042 0.11 0.15 N ->S Ext 101.0 18.00 9.00 16.5 .001 19.9 175 .027 .046 0.11 0.16 Line 3 3-1,1 2 S ->N Ext 165.8 20.00 9.00 16.5 .002 19.9 175 .027 .075 0.10 0.18 N ->S Ext 173.3 20.00 9.00 16.5 .002 19.9 175 .027 .079 0.10 0.19 3-1,2 S ->N Ext 10.6 10.00 9.00 16.5 .000 19.9 175 .027 .005 0.18 0.18 N ->S Ext 13.2 10.00 9.00 16.5 .000 19.9 175 .027 .006 0.18 0.19 3-1,3 S ->N Ext 34.9 11.00 9.00 16.5 .001 19.9 175 .027 .016 0.17 0.18 N ->S Ext 37.0 11.00 9.00 16.5 .001 19.9 175 .027 .017 0.17 0.19 Line A A-1,1 2 W ->E Ext 106.2 4.00 9.00 16.5 .007 19.9 175 .027 .048 0.50 0.55 E ->W Ext 105.4 4.00 9.00 16.5 .007 19.9 175 .027 .048 0.50 0.55 A-1,2 W ->E Ext 518.2 9.00 9.00 16.5 .015 19.9 175 .027 .235 0.30 0.55 E ->W Ext 514.5 9.00 9.00 16.5 .014 19.9 175 .027 .233 0.30 0.55 Line B B-1,2 2 W ->E Ext 224.7 5.00 9.00 16.5 .011 19.9 175 .027 .102 0.44 0.55 E ->W Ext 223.7 5.00 9.00 16.5 .011 19.9 175 .027 .101 0.44 0.55 Line C C-1,2 2 W ->E Ext 215.0 16.00 9.00 16.5 .003 19.9 175 .027 .097 0.13 0.23 E ->W Ext 213.3 16.00 9.00 16.5 .003 19.9 175 .027 .097 0.13 0.23 C-1,3 W ->E Ext 273.0 22.00 9.00 16.5 .003 19.9 175 .027 .124 0.10 0.23 E ->W Ext 276.1 22.00 9.00 16.5 .003 19.9 175 .027 .125 0.10 0.23 �egeno: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction 22 WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CC1- CC4. For perforated wails, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - Factor x vw / (Factor x vw/ Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail using Factor x vw; Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 23 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 MWFRS HOLD-DOWN DISPLACEMENT (rigid wind design) These displacements are used to determine deflections for force distribution Wall, segment Dir Hold- down Uplift force Ibs Elong /Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 S ->N HDU5-SDS 3075 .063 .004 0.066 - - .158 0.04 0.26 0.08 N ->S HDU5-SDS 2314 .047 .003 0.050 - - .158 0.04 0.25 0.08 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 S ->N HDU5-SDS 3084 .063 .004 0.066 - - .158 0.04 0.26 0.10 N ->S HDU5-SDS 3174 .065 .004 0.068 - - .158 0.04 0.27 0.10 Line 3 3-1,1 S ->N HDU5-SDS 3000 .061 .004 0.065 - - .158 0.04 0.26 0.14 N ->S HDU5-SDS 3006 .061 .004 0.065 - - .158 0.04 0.26 0.14 3-1,2 S ->N HDU5-SDS 3873 .079 .005 0.083 - - .158 0.04 0.28 0.09 N ->S HDU5-SDS 2799 .057 .003 0.060 - - .158 0.04 0.26 0.09 Line A A-1,1 W ->E HDU5-SDS 6590 .134 .008 0.141 - - .158 0.04 0.34 0.38 E ->W HDU5-SDS 9342 .190 .011 0.201 - - .158 0.04 0.40 0.45 A-1,2 W ->E HDU5-SDS 8680 .177 .010 0.188 - - .158 0.04 0.39 0.43 E ->W HDU5-SDS 9342 .190 .011 0.201 - - .158 0.04 0.40 0.45 Line B B-1,2 W ->E HDU5-SDS 6698 .137 .008 0.145 - - .158 0.04 0.34 0.25 E ->W HDU5-SDS 7079 .144 .008 0.153 - - .158 0.04 0.35 0.25 B-2,2 W ->E HDU5-SDS 1681 .032 .002 0.034 - - .158 0.04 0.23 0.38 E ->W HDU5-SDS 2861 .058 .003 0.062 - - .158 0.04 0.26 0.42 Line C C-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,2 W ->E HDU5-SDS 7844 .159 .009 0.168 - - .158 0.04 0.37 0.17 E ->W HDU5-SDS 6447 .131 .008 0.139 - - .158 0.04 0.34 0.16 C-1,3 W ->E HDU5-SDS 2659 .056 .003 0.059 - - .158 0.04 0.26 0.26 E ->W HDU5-SDS 4205 .086 .005 0.091 - - .158 0.04 0.29 0.29 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 S ->N HDU5-SDS 893 .018 .001 0.019 - - .158 0.04 0.22 0.09 N ->S HDU5-SDS 1001 .020 .001 0.021 - - .158 0.04 0.22 0.09 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 S ->N HDU5-SDS 1215 .025 .001 0.026 - - .158 0.04 0.22 0.08 N ->S HDU5-SDS 1323 .027 .002 0.029 - - .158 0.04 0.23 0.08 Line 2 2-1,2 S ->N HDU5-SDS 862 .018 .001 0.019 - - .158 0.04 0.22 0.11 N ->S HDU5-SDS 935 .019 .001 0.020 - - .158 0.04 0.22 0.11 Line 3 3-1,1 S ->N HDU5--SDS 1533 .031 .002 0.033 - - .158 0.04 0.23 0.10 N ->S HDU5-SDS 1591 .032 .002 0.034 - - .158 0.04 0.23 0.10 3-1,2 S ->N HDU5--SDS 99 .002 .000 0.002 - - .158 0.04 0.20 0.18 N ->S HDU5-SDS 150 .004 .000 0.004 - - .158 0.04 0.20 0.18 3-1,3 S ->N HDU5-SDS 326 .007 .000 0.007 - - .158 0.04 0.20 0.17 N ->S HDU5-SDS 347 .007 .000 0.008 - - .158 0.04 0.21 0.17 Line A A-1,1 W ->E HDU5-SDS 1071 .022 .001 0.023 - - .158 0.04 0.22 0.50 E ->W HDU5-SDS 1072 .022 .001 0.023 - - .158 0.04 0.22 0.50 A-1,2 W ->E HDU5--SDS 4848 .099 .006 0.104 - - .158 0.04 0.30 0.30 E ->W HDU5-SDS 4809 .098 .006 0.104 - - .158 0.04 0.30 0.30 Line B B-1,2 W ->E HDU5-SDS 2159 .044 .003 0.047 - - .158 0.04 0.24 0.44 E ->W HDU5-SDS 2149 .044 .003 0.046 - - .158 0.04 0.24 0.44 Line C C-1,2 W ->E HDU5-SDS 1935 .040 .002 0.042 - - .158 0.04 0.24 0.13 E ->W HDU5-SDS 1953 .041 .002 0.043 - - .158 0.04 0.24 0.14 C-1,3 W ->E HDU5-SDS 2564 .052 .003 0.055 - - .158 0.04 0.25 0.10 E ->W HDU5--SDS 2569 .052 .003 0.055 - - .158 0.04 0.25 0.10 Legend: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is 24 • WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 used for overtuming da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 25 WoodWorks® Shearwalls SERVICEABILITY HOLD-DOWN DISPLACEMENT rigid wind design) These displacements are used to determine deflections for story drift garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Wall, segment Dir Hold- down Uplift force lbs Elong /Disp Manuf Add in in da in Slippage Pf lbs da in Shrink rla in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 S ->N HDUS-SDS 3042 .062 .004 0.066 - - .158 0.04 0.26 0.08 N ->S HDU5-SDS 2271 .046 .003 0.049 - - .158 0.04 0.25 0.08 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 *Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 S ->N HDU5-SDS 3031 .062 .004 0.065 - - .158 0.04 0.26 0.10 N ->S HDU5-SDS 3144 .064 .004 0.068 - - .158 0.04 0.27 0.10 Line 3 3-1,1 S ->N HDU5-SDS 2959 .060 .003 0.064 - - .158 0.04 0.26 0.14 N ->S HDU5-SDS 2964 .060 .003 0.064 - - .158 0.04 0.26 0.14 3-1,2 S ->N HDU5-SDS 3819 .078 .005 0.082 - - .158 0.04 0.28 0.09 N ->S HDU5-SDS 2760 .056 .003 0.059 - - .158 0.04 0.26 0.09 LineA A-1,1 W ->E HDU5-SDS 6518 .133 .008 0.140 - - .158 0.04 0.34 0.38 E ->W HDU5-SDS 9213 .188 .011 0.199 - - .158 0.04 0.40 0.45 A-1,2 W ->E HDU5-SDS 8541 .174 .010 0.184 - - .158 0.04 0.38 0.43 E ->W HDU5-SDS 9213 .188 .011 0.199 - - .158 0.04 0.40 0.45 Line B B-1,2 W ->E HDU5-SDS 6296 .128 .007 0.136 - - .158 0.04 0.33 0.24 E ->W HDU5-SDS 6795 .138 .008 0.146 - - .158 0.04 0.34 0.25 B-2,2 W ->E HDU5-SDS 2432 .050 .003 0.052 - - .158 0.04 0.25 0.41 E ->W HDU5-SDS 3257 .066 .004 0.070 - - .158 0.04 0.27 0.44 Line C C-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,2 W ->E HDU5-SDS 7809 .159 .009 0.168 - - .158 0.04 0.37 0.17 E ->W HDU5-SDS 6381 .130 .008 0.138 - - .158 0.04 0.34 0.16 C-1,3 W ->E HDU5-SDS 2488 .051 .003 0.054 - - .158 0.04 0.25 0.25 E ->W HDU5-SDS 4097 .083 .005 0.088 - - .158 0.04 0.29 0.29 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N HDU5-SDS 881 .018 .001 0.019 - - .158 0.04 0.22 0.09 N ->S HDU5-SDS 1007 .021 .001 0.022 - - .158 0.04 0.22 0.09 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 S ->N HDU5-SDS 1198 .024 .001 0.026 - - .158 0.04 0.22 0.08 N ->S HDU5-SDS 1289 .026 .002 0.028 -. - .158 0.04 0.23 0.08 Line 2 2-1,2 S ->N HDU5-SDS 850 .017 .001 0.018 - - .158 0.04 0.22 0.11 N ->S HDU5-SDS 922 .019 .001 0.020 - - .158 0.04 0.22 0.11 Line 3 3-1,1 S ->N HDU5-SDS 1511 .031 .002 0.033 - - .158 0.04 0.23 0.10 N ->S HDU5-SDS 1599 .033 .002 0.034 - - .158 0.04 0.23 0.10 3-1,2 S ->N HDU5-SDS 98 .002 .000 0.002 - - .158 0.04 0.20 0.18 N ->S HDU5-SDS 107 .002 .000 0.002 - - .158 0.04 0.20 0.18 3-1,3 S ->N HDU5-SDS 321 .007 .000 0.007 - - .158 0.04 0.20 0.17 N ->S HDU5-SDS 330 .007 .000 0.007 - - .158 0.04 0.20 0.17 Line A A-1,1 W ->E HDU5-SDS 1082 .022 .001 0.023 - - .158 0.04 0.22 0.50 E ->W HDU5-SDS 1089 .022 .001 0.023 - - .158 0.04 0.22 0.50 A-1,2 W ->E HDU5-SDS 4770 .097 .006 0.103 - - .158 0.04 0.30 0.30 E ->W HDU5-SDS 4730 .096 .006 0.102 - - .158 0.04 0.30 0.30 Line B B-1,2 W ->E HDU5-SDS 2129 .043 .003 0.046 - - .158 0.04 0.24 0.44 E ->W HDU5-SDS 2119 .043 .003 0.046 - - .158 0.04 0.24 0.44 Line C C-1,2 W ->E HDU5-SDS 1836 .037 .002 0.040 - - .158 0.04 0.24 0.13 E ->W HDU5-SDS 1858 .038 .002 0.040 - - .158 0.04 0.24 0.13 C-1,3 W ->E HDU5-SDS 2583 .053 .003 0.056 - - .158 0.04 0.25 0.10 E ->W HDU5-SDS 2585 .053 .003 0.056 - - .158 0.04 0.25 0.10 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overtuming, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. 26 WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs.CC1 - CC4 da — Vertical displacements due to the following components: Elong/Disp — Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P /number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 27 WoodWorks® Shearwalls STORY DRIFT (rigid wind design garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Level Dir Wall height ft Actual Story Drift (in) Max Line defl Allowable Story Drift hs Drift Ratio ft in 1 9.00 10.00 N< ->S 0.21 3 0.24 0.88 E ->W 0.57 A 0.24 2.37* W ->E 0.57 A 0.24 2.37* 2 9.00 9.00 N< ->S 0.19 3 0.22 0.86 E ->W 0.55 A 0.22 2.55* W ->E 0.55 A 0.22 2.55* �egena: Max defl - Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line - Sheadine with largest deflection on level in this direction hs - Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height / 500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Notes: *FAILURE - Story drift on this level is greater than maximum allowed. 28 WoodWorks® ShearwalIs garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [pst] Force Cap Force/ Cap Force End Fastener Withdrawal [lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 .2 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 2 2 34.0 0.0 ** 0.0 0.0 0.0 0.14 0.12 1.00 1.00 2 1 2 33.0 190.6 0.17 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 2 33.0 190.6 0.17 14.7 11.9 105.5 0.14 0.11 1.00 1.00 3 1 2 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 2 2 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 East-West Sheathing [pst] Fastener Withdrawal [lbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 33.0 190.6 0.17 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 2 33.0 190.6 0.17 14.7 11.9 105.5 0.14 0.11 1.00 1.00 B 1 1 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 2 2 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 C 1 1 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 2 2 34.0 190.6 0.18 15.1 12.2 105.5 0.14 0.12 1.00 1.00 Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 **WARNING - No exterior sheathing material or sheathing has no C&C capacity. 29 WoodWorks® Shearwalls garysingh[ot2sphs0l.wsw Feb. 21, 2018 16:28:03 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [Ibs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 44979 2990.0 5585 5585 5585 5585 1 53161 2990.0 3474 3474 6379 6379 An 98139 - 9059 9059 - - �egena: Building mass — Sum of all generated and input building masses on level = avx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -leve!) shear force induced at level x, = Fx in ASCE 7 equation 12.841. 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. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead Toad factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 30 WoodWorks® Shearwalls garysingh[ot2sphs0l.wsw Feb. 21, 2018 16:28:03 SHEAR RESULTS (rigid seismic design) N -S Shearlines W Gp For Dir ASD Shear Force [plt] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [pIt] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 2170 - - - - - - 24558 - Wall 1-1 2 Both - - 696 - 1.0 - 380 - - 9880 - Seg. 1 - Both 33.2 - 696 - 1.0 - 380 - 380 7980 0.09 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 1900 0.00 Wall 1-2 2^ Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-3 2^ Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-4 2 Both - - 1474 - 1.0 - 380 - - 14678 - Seg. 1 - Both 0.0 - 0 - .88 - 333 - 333 998 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 3800 0.00 Seg. 3 - Both 56.7 - 1474 - 1.0 - 380 - 380 9880 0.15 Level 1 Lnl, Levl - S ->N - - 3850 - - - - - - 26220 - - N ->S - - 3839 - - - - - - 26220 - Wall 1-1 2 S ->N 83.3 - 2414 - 1.0 - 380 - 380 11020 0.22 2 N ->S 84.3 - 2446 - 1.0 - 380 - 380 11020 0.22 Wall 1-2 2 Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-3 2 Both 0.0 - 0 - 1.0 - 0 - - - - Wall 1-4 2 S ->N - - 1435 - 1.0 - 380 - - 15200 - 2 N ->S - - 1393 - 1.0 - 380 - - 15200 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 3040 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 3040 0.00 Seg. 3 - S ->N 59.8 - 1435 - 1.0 - 380 - 380 9120 0.16 - N ->S 58.0 - 1393 - 1.0 - 380 - 380 9120 0.15 Line 2 Level 2 Ln2, Lev2 - Both - - 554 - - - - - - 6840 - Wall 2-1 2 Both - - 554 - 1.0 - 380 - - 6840 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 30.8 - 554 - 1.0 - 380 - 380 6840 0.08 Seg. 3 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Line 3 Ln3, Lev2 - Both - - 1366 - - - - - - 15580 - Wall 3-1 2 Both - - 1366 - 1.0 - 380 - - 15580 - Seg. 1 - Both 68.3 - 1366 - 1.0 - 380 - 380 7600 0.18 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 3800 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 380 - 380 4180 0.00 Level 1 Ln3, Levl - S ->N - - 2791 - - - - - - 16720 - - N ->S - - 2809 - - - - - - 16720 - Wall 3-1 2 S ->N - - 2791 - 1.0 - 380 - - 16720 - 2 N ->S - - 2809 - 1.0 - 380 - - 16720 - Seg. 1 - S ->N 26.8 - 455 - 1.0 - 380 - 380 6460 0.07 - N ->S 23.6 - 401 - 1.0 - 380 - 380 6460 0.06 Seg. 2 - S ->N 86.5 - 2336 - 1.0 - 380 - 380 10260 0.23 - N ->S 89.2 - 2408 - 1.0 - 380 - 380 10260 0.23 E -W W For ASD Shear Force half] Asp -Cub Allowable Shear [plt] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V [Ibsj Ratio Line A Level 2 LnA, Lev2 - Both - - 1320 - - - - - - 4893 - Wall A-1 2 Both - - 1320 - 1.0 - 380 - - 4893 - Seg. 1 - Both 0.0 - 0 - .97 - 368 - 368 1473 0.00 Seg. 2 - Both 146.6 - 1320 - 1.0 - 380 - 380 3420 0.39 Level 1 LnA, Levl - W ->E - - 1494 - - - - - - 12160 - - E ->W - - 1424 - - - - - - 12160 - Wall A-1 1 W ->E - - 1494 1.0 1.0 380 380 - A - 12160 - 1 E ->W - - 1424 1.0 1.0 380 380 - A - 12160 - Seg. 1 - W ->E 126.2 - 1009 1.0 1.0 380 380 - 760 6080 0.17 - E ->W 89.0 - 712 1.0 1.0 380 380 - 760 6080 0.12 Seg. 2 - W ->E 60.5 - 484 1.0 1.0 380 380 - 760 6080 0.08 - E ->W 89.0 - 712 1.0 1.0 380 380 - 760 6080 0.12 Line B Level 2 LnB, Lev2 - Both - - 245 - - - - - - 1900 - Wall B-1 2 Both - - 245 - 1.0 - 380 - - 1900 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 48.9 - 245 - 1.0 - 380 - 380 1900 0.13 31 WoodWorks® ShearwalIs garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 SHEAR RESULTS (rigid seismic design, continued Seg. 3 Level 1 LnB, Levl - - - Both W ->E E ->W 0.0 - - - 0 - 1885 - 1907 - - - 1.0 - - - - - 380 - - - - - 380 - - - 13680 13680 - - - Wall B-1 1 W ->E - - 1885 1.0 1.0 380 380 - A - 9500 - 1 E ->W - - 1907 1.0 1.0 380 380 - A - 9500 - Seg. 1 - Both 0.0 - 0 1.0 1.0 380 380 - 760 - - Seg. 2 - W ->E 150.8 - 1885 1.0 1.0 380 380 - 760 9500 0.20 - E ->W 152.5 - 1907 1.0 1.0 380 380 - 760 9500 0.20 Wall B-2 1 Both 0.0 - 0 1.0 1.0 380 380 - A 760 4180 0.00 Line C Level 2 LnC, Lev2 - Both - - 2661 - - - - - - 14440 - Wall C-1 2 Both - - 2661 - 1.0 - 380 - - 14440 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 44.6 - 714 - 1.0 - 380 - 380 6080 0.12 Seg. 3 - Both 88.5 - 1948 - 1.0 - 380 - 380 8360 0.23 Level 1 LnC, Levl - W ->E - - 3422 - - - - - - 25080 - - E ->W - - 3466 - - - - - - 25080 - Wall C-1 1 W ->E - - 3422 1.0 1.0 380 380 - A - 25080 - 1 E ->W - - 3466 1.0 1.0 380 380 - A - 25080 - Seg. 1 - Both 0.0 - 0 1.0 1.0 380 380 - 760 3800 0.00 Seg. 2 - W ->E 180.1 - 3422 1.0 1.0 380 360 - 760 14440 0.24 - E ->W 182.4 - 3466 1.0 1.0 380 380 - 760 14440 0.24 Seg. 3 - Both 0.0 - 0 1.0 1.0 380 380 - 760 6840 0.00 egend: 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. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearfine: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity. of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. 'W' indicates that the wind design criterior 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. 32 • WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 HOLD-DOWN DESIGN (rigid seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tepsile ASD Holddown Force [Ibs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1060 1060 HDU5-SDS2. 5645 0.19 V Elem 0.00 20.88 295 295 Refer to upper level 1-1 R End 0.00 28.88 765 765 HDU5-SDS2. 5645 0.14 V Elem 0.00 48.88 195 195 Refer to upper level 1-4 R Op 2 0.00 54.13 859 859 HDU5-SDS2. 5645 0.15 1-4 R End 0.00 77.88 1049 1049 HDU5-SDS2. 5645 0.19 Line 2 V Elem 22.00 1.38 189 189 Refer to upper level V Elem 22.00 9.63 92 92 Refer to upper level V Elem 22.00 10.88 90 90 Refer to upper level V Elem 22.00 27.13 191 191 Refer to upper level Line 3 3-1 L End 48.00 29.13 911 911 HDU5-SDS2. 5645 0.16 3-1 L Op 1 48.00 45.88 490 490 HDU5-SDS2. 5645 0.09 3-1 R Op 1 48.00 51.13 401 401 HDU5-SDS2. 5645 0.07 3-1 R End 48.00 77.88 804 804 HDU5-SDS2. 5645 0.14 Line A A-1 L End 0.12 0.00 1143 1143 HDU5-SDS2. 5645 0.20 A-1 L Op 1 7.88 0.00 629 629 HDU5-SDS2. 5645 0.11 A-1 R Op 1 14.13 0.00 1752 1752 HDU5-SDS2. 5645 0.31 A-1 R End 21.88 0.00 2184 2184 HDU5-SDS2. 5645 0.39 Line B 0-1 R Op 1 9.13 29.00 1385 1385 HDU5-SDS2. 5645 0.25 B-1 R End 21.38 29.00 1401 1401 HDU5-SDS2. 5645 0.25 V Elem 30.13 29.00 464 464 Refer to upper level V Elem 34.88 29.00 464 464 Refer to upper level Line C V Elem 4.88 78.00 463 463 Refer to upper level C-1 R Op 1 16.13 78.00 1648 - 1648 HDU5-SDS2. 5645 0.29 V Elem 20.88 78.00 468 468 Refer to upper level V Elem 26.13 78.00 762 762 Refer to upper level C-1 L Op 2 34.88 78.00 1664 1664 HDU5-SDS2. 5645 0.29 V Elem 47.88 78.00 762 762 Refer to upper level Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down ribs] Resp. Line 1 1-1 L End 0.00. 0.12 295 295 HDU5-SDS2. 5645 0.05 1-1 L Op 1 0.00 20.88 295 295 HDU5-SDS2. 5645 0.05 1-4 R Op 2 0.00 52.13 521 521 HDU5-SDS2. 5645 0.09 1-4 R End 0.00 77.88 521 521 HDU5-SDS2. 5645 0.09 Line 2 2-1 R Op 1 22.00 4.13 281 281 HDU5-SDS2. 5645 0.05 2-1 L Op 2 22.00 21.88 281 281 HDU5-SDS2. 5645 0.05 Line 3 3-1 L End 48.00 29.13 623 623 HDU5-SDS2. 5645 0.11 3-1 L Op 1 48.00 48.88 623 623 HDU5-SDS2. 5645 0.11 Line A A-1 R Op 1 13.13 0.00 1357 1357 1-IDU5-SDS2. 5645 0.24 A-1 R End 21.88 0.00 1357 1357 HDU5-SDS2. 5645 0.24 Line B B-1 R Op 1 30.13 29.00 464 464 HDU5-SDS2. 5645 0.08 B-1 L Op 2 34.88 29.00 464 464 HDU5-SDS2. 5645 0.08 Line C C-1 R Op 1 5.13 78.00 468 468 HDU5-SDS2. 5645 0.08 C-1 L Op 2 20.88 78.00 468 468 HDU5-3DS2. 5645 0.08 C-1 R Op 2 26.13 78.00 762 762 HDU5-SDS2. 5645 0.13 C-1 R End 47.88 78.00 762 762 HDU5-SDS2. 5645 0.13 Legena: 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 LorREnd- Atleftorrightwallend L or R Op n - At left or right side of opening n 33 • WoodWorks® Shearwalls garysinghiot2sphs0l.wsw Feb. 21, 2018 16:28:03 Location - Co-ordinates in Plan View Hold-down Forces: Shear— Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead — Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overtuming, 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 factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 34 WoodWorks® Shearwalls garysinghlot2sphs0l.wsw Feb. 21, 2018 16:28:03 DRAG STRUT FORCES (rigid seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] -> <- Line 1 1-4 Right Opening 2 0.00 54.00 223 213 Line 3 3-1 Left Opening 1 48.00 46.00 432 554 3-1 Right Opening 1 48.00 51.00 717 841 Line A A-1 Left Opening 1 8.00 0.00 441 194 A-1 Right Opening 1 14.00 0.00 33 194 Line B B-1 Right Opening 1 9.00 29.00 353 358 B-1 Right Wall End 21.50 29.00 1040 1053 Line C C-1 Right Opening 1 16.00 78.00 1141 1155 C-1 Left Opening 2 35.00 78.00 927 939 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 21.00 97 97 1-4 Right Opening 2 0.00 52.00 766 766 Line 2 2-1 Right Opening 1 22.00 4.00 28 28 2-1 Left Opening 2 22.00 22.00 398 398 Line 3 3-1 Left Opening 1 48.00 49.00 809 809 Line A A-1 Right Opening 1 13.00 0.00 780 780 Line B B-1 Right Opening 1 30.00 29.00 153 153 B-1 Left Opening 2 35.00 29.00 66 66 Line C C-1 Right Opening 1 5.00 78.00 277 277 C-1 Left Opening 2 21.00 78.00 345 345 C-1 Right Opening 2 26.00 78.00 622 622 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 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes 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 35 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 DEFLECTION (rigid seismic design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl spin in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 2 S ->N Ext 119.4 29.00 9.00 16.5 .001 19.4 177 .028 .055 0.07 0.13 N ->S Ext 120.5 29.00 9.00 16.5 .001 19.4 177 .028 .056 0.07 0.13 1-4,1 2 Both Ext 0.0 8.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,2 Both Ext 0.0 8.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,3 S ->N Ext 84.8 24.00 9.00 16.5 .001 19.4 177 .028 .039 0.09 0.13 N ->S Ext 82.8 24.00 9.00 16.5 .001 19.4 177 .028 .038 0.09 0.13 Line 3 3-1,1 2 S ->N Ext 37.8 17.00 9.00 16.5 .001 19.4 177 .028 .018 0.12 0.14 N ->S Ext 33.7 17.00 9.00 16.5 .001 19.4 177 .028 .016 0.12 0.13 3-1,2 S ->N Ext 123.9 27.00 9.00 16.5 .001 19.4 177 .028 .057 0.08 0.14 N ->S Ext 127.4 27.00 9.00 16.5 .001 19.4 177 .028 .059 0.07 0.13 Line A A-1,1 1 W ->E Both 180.0 8.00 9.00 16.5 .006 19.4 177 .028 .042 0.26 0.31 E ->W Both 127.1 8.00 9.00 16.5 .004 19.4 177 .028 .029 0.30 0.33 A-1,2 W ->E Both 86.8 8.00 9.00 16.5 .003 19.4 177 .028 .020 0.29 0.31 E ->W Both 127.1 8.00 9.00 16.5 .004 19.4 177 .028 .029 0.30 0.33 Line B B-1,2 1 W ->E Both 215.4 12.50 9.00 16.5 .004 19.4 177 .028 .050 0.17 0.23 E ->W Both 217.9 12.50 9.00 16.5 .004 19.4 177 .028 .050 0.17 0.23 8-2,2 1 Both Both 0.0 5.50 9.00 16.5 .000 19.4 177 _028 .000 0.00 0.00 Line C C-1,1 1 Both Both 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 C-1,2 W ->E Both 257.3 19.00 9.00 16.5 .003 19.4 177 .028 .060 0.12 0.19 E ->W Both 260.6 19.00 9.00 16.5 .003 19.4 177 .028 .060 0.12 0.18 C-1,3 Both Both 0.0 9.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 Both Ext 46.9 21.00 9.00 16.5 .001 19.4 177 .028 .022 0.09 0.11 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.4 177 028 .000 0.00 0.00 1-4,1 2 Both Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-4,2 Both Ext 0.0 10.00 9.00 16.5 .000 19.4 177 ..028 .000 0.00 0.00 1-4,3 Both Ext 81.3 26.00 9.00 16.5 .001 19.4 177 ..028 .038 0.07 0.11 Line 2 2-1,2 2 Both Ext 44.0 18.00 9.00 16.5 .001 19.4 177 .028 .020 0.10 0.12 Line 3 3-1,1 2 Both Ext 97.6 20.00 9.00 16.5 .001 19.4 177 .028 .045 0.10 0.14 3-1,2 Both Ext 0.0 10.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 3-1,3 Both Ext 0.0 11.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 Line A A-1,1 2 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 Both Ext 209.5 9.00 9.00 16.5 .006 19.4 177 .028 .097 0.24 0.34 Line B B-1,2 2 Both Ext 69.9 5.00 9.00 16.5 .004 19.4 177 .028 .032 0.38 0.42 Line C C-1,2 2 Both Ext 62.9 16.00 9.00 16.5 .001 19.4 177 .028 .029 0.12 0.15 C-1,3 Both Ext_ 127.0 22.00 9.00 16.5 .001 19.4 177 .028 .059 0.09 0.15 egeno: Wall, segrnent - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Sr - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 36 WoodWorks® Shearwalls garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 HOLD-DOWN DISPLACEMENT (raid seismic design Wall, segment Dir Hold- down Uplift force lbs Elong 1 Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 S ->N HDU5-SDS 1514 .030 .002 0.031 - - .158 0.04 0.23 0.07 N ->S HDU5-SDS 1090 .021 .001 0.023 - - .158 0.04 0.22 0.07 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 Both HDU5-SDS 1505 .029 .002 0.031 - - .158 0.04 0.23 0.09 Line 3 3-1,1 S ->N HDU5-SDS 1251 .025 .001 0.026 - - .158 0.04 0.22 0.12 N ->S HDU5-SDS 1212 .024 .001 0.025 - - .158 0.04 0.22 0.12 3-1,2 S ->N HDU5-SDS 2004 .039 .002 0.042 - - .158 0.04 0.24 0.08 N ->S HDU5-SDS 1148 .022 .001 0.024 - - .158 0.04 0.22 0.07 Line A A-1,1 W ->E HDU5-SDS 1649 .032 .002 0.034 - - .158 0.04 0.23 0.26 E ->W HDU5-SDS 3120 .061 .004 0.065 - - .158 0.04 0.26 0.30 A-1,2 W ->E HDU5-SDS 2768 .054 .003 0.057 - - .158 0.04 0.25 0.29 E ->W HDU5-SDS 3120 .061 .004 0.065 - - .158 0.04 0.26 0.30 LineB _ B-1,2 W ->E HDU5-SDS 1978 .039 .002 0.041 - - .158 0.04 0.24 0.17 E ->W HDU5-SDS 2001 .039 .002 0.042 - - .158 0.04 0.24 0.17 B-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line C C-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,2 W ->E HDU5-SDS 3015 .059 .004 0.063 - - .158 0.04 0.26 0.12 E ->W HDU5-SDS 2377 .047 .003 0.049 - - .158 0.04 0.25 0.12 C-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 422 .008 .000 0.009 - - .158 0.04 0.21 0.09 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-4,3 Both HDU5-SDS 744 .015 .001 0.015 - - .158 0.04 0.21 0.07 Line 2 2-1,2 Both HDU5-SDS 401 .008 .000 0.008 - - .158 0.04 0.21 0.10 Line 3 3-1,1 Both HDU5-SDS 889 .017 .001 0.018 - - .158 0.04 0.22 0.10 3-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 3-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 Both HDU5-SDS 1939 .038 .002 0.040 - - .158 0.04 0.24 0.24 Line B B-1,2 Both HDU5-SDS 662 .013 .001 0.014 - - .158 0.04 0.21 0.38 Line C C-1,2 Both HDU5-SDS 599 .012 .001 0.012 - - .158 0.04 0.21 0.12 C-1,3 Both HDU5-SDS 1137 .022 .001 0.024 - - .158 0.04 0.22 0.09 Legena: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overtuming, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation 37 WoodWorks® Shearwalls garysinghlot2sphs0l. wsw Feb. 21, 2018 16:28:03 Pf = ASD uplift force P / number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2. 2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 38 WoodWorks® Shearwalls STORY DRIFT (rigid seismic design garysinghlot2sphs0l .wsw Feb. 21, 2018 16:28:03 Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 3.00 N< ->S 0.13 3 0.54 21.02 0.01 0.02 0.18 0.01 E< ->W 0.33 A 1.31 43.64 0.21 0.85 0.44 0.28 2 9.00 9.00 2.70 N< ->S 0.14 3 0.57 20.89 0.12 0.49 0.21 0.18 E< ->W 0.34 A 1.36 43.77 0.34 1.34 0.50 0.50 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / ie Deflection amplification factor Cd from Table 12.2-1 = (E -W), 4.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearfine along a building edge; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the centre of mass of this level; from interpolating deflections at adjacent sheariines. C of M dx - Amplified deflection at centre of mass using Eq'n 12.8-15. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 39 FOUNDATION EVALUATION / -A.-- (4/ 7-, 4e raz-L rz) /c)47,= ,<t-rs6--r2 fri 7i v E �2) ©, S te _ 24- 1/z___ 4 40 6c2 - 24 k (/S - lid PzRoo� oo/1S (Z ) SS /6 (x (/s-44 7) = Te't /ocP- P fa . / J ' d PSA'$t1- 7/ 4/i/) .gLL DcJ r , 4c- D / 7 2 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 February 21, 2018 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 2 Residential Drainage Design - New Residence 4640 S. 148th Street Tukwila, WA 98168 PN: 004000-0681 (Site: Lot #2 of Tukwila Short Plat #L09-038) Dear Sir: r R viEVvED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 Drainage and Runoff Management - BUILD oN of Tukwila G DIVISION The above site is the rear lot of a 2009 residential short plat. As part of the short plat approval, a drainage system for the access driveway through the front Lot 1 was constructed, with an infiltration system sized for the new paved access and for the new relsidences on the two lots. The infiltration trench was installed and approved as part of the access requirements, and at that time a 4" PVC storm line stub was run into Lot 2 for future connection. The existing catch basin has a tee which protects the gravel bed from silt and debris. Except for !connecting the new residence roof lines to the stub, no site drainage is required. The runoff from the new Lot 2 parking pad will sheet flow to the existing catch basin in the paved access. Footing drains will also connect to the stub in such a way and elevation that the infiltration trench water cannot back up into the new house crawlspace. RECEIVED CITU OF TUKW LA Thank you; for your assistance. Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot2spdrainageltr/1810 EXPIRES: 4/24//1 Z/ A -4-B '/,6 1.:A2082018 PERMIT CENTER DIW-Q042. Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 February 21, 2018 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 2 Residential Soils Design Information - New Residence 4640 S. 148th Street Tukwila, WA 98168 PN: 004000-0681 (Site: Lot #2 of Tukwila Short Plat #L09-038) Dear Sir: 111 F-11 Structural Soil Information for Building Design - In all areas in and around the subject lot the soils were found to be undisturbed and fairly dense sandy loam. Concerning the structural characteristics for the site's soils, an Allowable Bearing Pressure may be assumed to be 2,000 pcf. The foundation bearing calculations for the new house on Lot 2 use as a limit a design soil pressure of 1,500 psf. As a result, it may be assumed that the designed building will have suitable soil bearing support for its intended structural loading with a considerable safety factor. Other soil characteristics such as sliding coefficient and equivalent soil density are not relevant for this building since there are no deep foundations or retaining walls proposed. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot2spsoilsltr/1810 EXPIRES: 4/24// l 2/ fib"/8 AI RECEIVED CITY OF TUKWILA 0 8 2343 �ti 1 ENTE1 --°- CODE COM: !CE A?PCO MAR 29 2:1 City of TL}-- `: JILDINO G 1/2/2019 City of Tukwila Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Permit No. D18-0062 GARY SINGH - LOT 2 4640 S 148TH ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/4/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/4/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0062 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0062 PROJECT NAME: GARY SINGH - LOT 2 SITE ADDRESS: 4640 S 148TH ST X Original Plan Submittal Response to Correction Letter # DATE: 03/12/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Auk Building Division Fire Prevention P� ubli"c Works 1\1 Structural Nem Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/13/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/10/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: SN c4 -u- - tC3 El REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 . 71 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district JUL 1P.20B PERMIT NO.: Part';p� To. .... •:. ,y . .......::+.�, _,L',r :f:'r: ry. 4:r_ ..,z . ,.�.: •: r ' •,YS:. ':V%" 'ri n:^ ^.(.;::.��_..:: �iT• ,,.e.:L.. 'Lyse � :``l..r ::+E+: .el'•. .. r:°. ''�"_..:t�,Y.: $iii;;':°;�:F!t„=,: �.. ContipletadbY�PP,IICalt�a-::;�`i::;�•e*� ::�:y.�'.'�r.1:�; ...:;.,.•-:R�';e�;:.........._...:•r::;��... . Site address (attach map and legal description showing hydrant location and size of main): %4/O _ s• /y $ t� S -f yre_i- ( 2 lu!' S --r' ' PL-.-€ ) . • �•v : i ,,:,.: ::�, ::Owner (nfoinjatldn -3- ' "ori . . L e.; a „ tiT:'i?>°4, ,:, :.,:=..r r:;�,� ...,-,.~•�����: `/atlCor►ta i?en:tlh'= i.,r . .� w`<; ;: ”. n w Name: S i A/Cy H 4p LU' Di P Name: Address: as y s. 1 y X 6l 2E 76 6dLirtecsN Phone: aD�'.2L1‘h'—\5C`'O Phone: This certificate is for the purposes ot: 0 Residential Building Permit 0 Preliminary Plat ❑ Commercial/Industrial Building Permit 0 Rezone Qg. Short Subdivision 0 Other q Il Estimated number of service connections and water meter size(s):- . oZ 71)\-,-,l (. O in - `�:� �1 i �,. i 0‘‘c. lvuv / 5/p X;i4 Vehicular distance from nearest hydrant to the closest point of structure is S5 D ft. Area is served by (Water Utility District): L.) , Q • i 2� Owner/Agent Signature Date ^,T" '��' .YF$§S:G?^:1'd��%v •t ,.:4'�dJ „r+"v"''..� �c �ei9'Gax�,•xi£��;;iei�a:�yi�%` `:hY`^n PBtt Bx=76°:bb' cotnpiotooyc, tikio gy,.dpktrgtfe, .,,1, ..1-4A OI - , .,M, w: s ::; 2,: , �. .: A..,., .. , . _ ,,..,:':�..� •',:'mss%, 1. The proposed project is within ( GC.k-r.� : I / �� i Al 2. agt.C.IMprovements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (City/County) /U (Use separate sheet 11 more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at thsite with a flow of ` m , > �• _.. at 20 psi residual for a duration of 2 hours at a velocity of (o fps as documented bythe attached calculatio L.' t 1 V - s.e CITY OF TUKWILA U 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. El System is not capable of providing service to this project MAR 0 8 2018 PERMIT CENTER I hereby certify that the above information is true and conect. K1 . i•: (n. Date Z3 By- 7 AgencylPhone.206.-ZAl 2 -4 5 �4 7 0-jcto? /'B5 6,—Z3 -1c) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" lapplleatlons\water availability (7-2003) Printed: 9.15.03 rV":ft v=1grrmr't JUL 13 200g 1481f "'itOloadSouth P.O. k.__. 69550 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 L91 Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: 0BBuilding Permit ❑ Preliminary Plat or PUD ❑ Other E Short Subdivision 0 Rezone PropoUse: • Residential Single Family ❑ Residential Multi -Family 0 Commercial 0 Other Applicants Name: 'Sid hu NW1S Phone: ?„4.4 - 1 9C0 Property Address or Approximate Location:, Tax Lot Number: We 4.4(ci — .. )61-S-61, 0040 0 00 k,—/ 9 Legal Description(Attach Map and Legal Description if necessary): 004 00 0 U Ge- 1 Part B: (To Be Completed by Sewer Agency) 1. a7 a. SewerS9rvice will be provided by side sewer connection only to an existing 6/1 size sewer • 0A-feettrece-the site and the sewer system has the capacity to serve the proposed use. OR 0 b. Sewer service wit require an improvement to the sewer system of: 0 (1) feet of sewer trunk or lateral to reach the site; and/or 0 (2) the construction of a collection system on the site; and/or . 0 (3) other (describe): 2. (Must be completed if 1.b above is checked) 0 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR b. The sewer system improvement will require a sewer comprehensive plan amendment. �❑ 3. li a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR 0 b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following:__,,PERMIT: $ e, a, District Connection due to --To �£4 Charges prior connection: BE SET r&---1.2., GFC: $ t SFC: $ UNIT: $ _ _ TOTAL: $ (Subject to Change on January 1st) A King County/METRO Capacity Charge will be billed directly by King County after conr�ection'tb c E sewer system. C:I`ry O F b. Easements: 0 Required 0 May be Required ps�*, cnt� c. Other: 1�•i iC PERMIT C I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By •3a• Date WED UKWJLA 8 2018 ENTER CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY • Required only If outside City of Tukwila water district JL:t 209 •J�•1.Ir DENEI_UPwic .fr PERMIT NO.: .Part'A;Ti t�•...... �� : .....;•:ri,u w:'t.i: `{a�........ ......'r„i: .......: r'::.y...:: i "yC -'' .;: compte_tedbY;laP•P,Ilban!'�;::....,��.����..,.a�:.v��;�:,.�x. . _., t.,..,.��,�,r,<:�:,....,..,A-..�:;,.........., ,.e..:.w..::,:';.•: Site address (attach map and legal description showing hydrant location and size of main): s• /4'$ !X s4" -ed- ( LO Q S-4,11# • Pc—' , I (.20 00 oL4 '•QNI(1et, nfQftflattditl2•*....�f:�•. r., ::��t�l,``:,t{S�'.'•::L :get":'e:nV'.'i�;�i`••ua<� �pIQV�Y��. ,R6tid .. .` i'.. n,w-a�F;tl:' ii V. ,,..1i�-,'y`•• Name: -CinlcpH likDi P Name: Address: . e0a ti S• 1 yid c.< �'F Tu S 615rarsr� Phone: QO to - 2L1 ki -'1(*.) / Phone: This certificate is for the purposes of: ❑ Residential Building Permit o Commercial/Industrial BuUdng Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): (9 ' t' 12 e3. Short Subdivision 0 Other• r • 'T�h l (Olit �;�l;:,,-re>:,c n%e 4) skx,r g b ft. Owner/Agent Signature 06/22./rJ `j, Date .., t r•.•,!..: ill, itt; 7457 tF."•1::. .btl'- coy : j eiN•+.:7Sar's*P 4;./ 7.1M : e!::k1F t41 '�P•81t'Scab.b�°�com{ilo�edtiblfwAte��.kY a�.��� `+ :�.��::. .�.r�.•:�.t �,:,t;s'.: .,y�c'.,.: -. .. ,... .. ,. . 1. The proposed project is within f4 / I'S i rU 4.(City/County) 2. o Improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross' connection control requirements: (Use separate sheer it more room is needed) RECEIVED 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flo n, VDAQ. ;o r� I L at 20 psi residual for a duration of 2 hours at a velocity of to fps as documented by the attached flo 5. Water availability: Er Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. El System is not capable of providing service to this project. �•t�� e 3 2018 PERMIT CENTER 1 hereby certify that the above information is true and correct. kl.tt•r (n.lt9.►rv2 Dksr. 12.$ Agency/Phone By Date 20� •-2.412 -45 7 OKto) re5 This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" %applicationslwater availability (7-2003) Printed: 9.16.03 >I � QQ(o2 JUL 13 2009 et hi 1481641Alita17 oad South P.O. Off 69550 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: ,❑� /Building Permit El Preliminary Plat or PUD ❑ Other a Short Subdivision ❑ Rezone ProposUse: • 0' Residential Single Family ❑ Residential Multi -Family ❑ Commercial ❑ Other Applicants Name: ' St Gt h uS Property Address or Approximate Locatio : y�o t�j—. .. 14' -&- Legal Description(Attach Map and Legal Description if necessary): Phone: 044 - 1900 Tax Lot Number: Part B: (To Be Completed by Sewer Agency) co/to o 0 k,L oo4oc)oo Ge 1. ea". Sewer Sgrvice will be provided by side sewer connection only to an existing 61 size sewer ON ..feet -kern -the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or 0 (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. are': The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. fiFifFa 4. Service is subject to the following: - PERMIT: $a a. District Connection Charges due prior to connection: r o BE S e -r 64 rn,z, GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) RE A King County/METRO Capacity Charge will be billed directly by King County after connectl(ift}e sewer system. b. Easements: [al -Required ❑ May be Required c. Other: PERM i•iY '� I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title e•30-•09 . Date • CE1VED F TUKWILA C 2313 IT CENTER D(V-00(o2.- City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0040000681 Address: 4640 S 148TH ST Applicant: GARY SINGH - LOT 2 WATER METER INFORMATION Permit Number: D18-0062 Issue Date: 4/5/2018 Permit Expires On: 10/2/2018 DESCRIPTION OF WORK: NEW SFR - 4368 SF LIVING SPACE, 650 SF GARAGE, 60 SF PORCH PUBLIC WORKS ACTIVIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. METER #1 METER #2 METER #3 Water Meter Size: Water Meter Type: Work Order Number: Connection Charge: $0.00 $0.00 $0.00 Installation: $0.00 $0.00 $0.00 Plan Check Fee: $0.00 $0.00 $0.00 Inspection Fee: $0.00 $0.00 $0.00 Turn on Fees: $0.00 $0.00 $0.00 Subtotal: $0.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 TOTAL WATER FEES: $0.00 SIDHU HOMES INC Cli) Washington State Department of Labor & Industries 0 0 Home Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A -Z Index Help My I.&I Workplace Rights Trades & Licensing SIDHU HOMES INC Owner or tradesperson Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT Doing business as SIDHU HOMES INC WA UBI No. 602 228 341 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation Governing persons SUKHBIR K GREWAL GURDIP SINGH; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2020 Bond Wesco Insurance Co Bond account no. 46WB074082 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date Until Canceled Bond history Insurance ............................. United Specialty Insurance Com $1,000,000.00 Policy no. DCG04994-00 Received by L&I Effective date 04/28/2017 04/26/2017 Expiration date 04/26/2018 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881JF&SAW= 4/5/2018 SIDHU HOMES INC Savings No savings accounts during the previous 6 yerperiod. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&l tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 1..97,.37-01 ....................5.......... Doing business as SIDHU HOMES INC Estimated workers reported Quarter 4 of Year 2017 "Less than 1 Workers" L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ....................................................... No strikes have been issued against this contractor. Contractors not allowed to bid ......................................................_.................................... No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 4/5/2018 09 RT $7 INDEX: P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN P-3 MAIN FLOOR PLAN P-4 TOP FLOOR PLAN P-5 ELEVATIONS P-6 ELEVATIONS P-7 CROSS SECTION & DETAIL WINDOW SCHEDULE P-8 STRUCTURAL & GENERAL. NOTES P-9 STRUCTURAL & GENERAL SPECS. / P-10 STRUCTURAL & GENERAL NOTES MIL HOUSE WILL BE SPRINKLEREO AS PER CRY OF TUKWILA cooE chain link fence SITE COVERAGE TOTAL LOT AREA=11,7.11) S0.FT. ALLOWABLE S1TE COVERA0E43,339 SQ.FT. ACTUAL SITE COVERA0E=2,004.50 SLUT, SITE PLAN 0 c ire 11 5" concrete wall-N‘, 9 So. 148th Strp WO- 2$37-4 power & tele!) one pole p, 7,19.4 w./undergroun drop -41 40 10- 61 N8TE9'06"W 9. .215. LQILZ 4640 198 ST, SOUTH TUKWILA, WA-98188 8446 FLOOR=278.831 TOP FLOOR= 288,891 EX. AVG. OLEO, OR...275.87 PRO. AVG, BLDG. CR...276.15' 235A a , - - 4-9 asphalt drivewa 1,136 s.f.± 3' dia. electrical co duit SC vau S88'I '26"E 27-43 67 277.1, tv 1-1 419' .42..›..) RE A south04 15:1 sedge existing asphalt 4.-r or 80 set rebar w/cap 0 northwest corner 6"x 8'. wood post DOWN SPOUT DRAINAGE (HIDDEN LINE) 2:15'4 FOOTING DRAIN (CENTER LINE) 0 -44 7 c.i. m 13' 73.4 edge of asphal hillon esigns Ltd. TITLE 1 2.0 96.9' 16 Bruce MacVelgh, P.E. TUKWILA, WA. 206.242.7665 W•49----111 ,scz5 DRAW POSED RESIDENCE FOR 51094U HOMES RIC. 4640 148 STREET SOUTH TUKVALA, WA-98166, TAX 886681.1 0040000681 1 ,18 2018 DD18-7685-P1 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: FILE COPY Permit No. 1:45Plan review e7proval is subject to errors and omissions. /— Approval cf con:,:ctr:ticn curs d330 not et.:;ioliza the violation of any adopted coda cr ordinance. Rocaipt of approved Field Co.y and c». ditions is acknowledged: By: him Date: SEFAR!ViT. RED3Lr7D ,.0 Mechanical E Elealcal 0 Plumbing o Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall he mode to the scope of work without prior approval of Tulc,..vila Building Division. NOTE: Revisions will require a naw plan submittal and may inslude additional plan review teas City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 041 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 29 201B A-J City of Tukwila BUILDING DIVISION \ \ n \ a ip m N 0 \ \ \\ CRAWL SPACE & FOUNDATION PLAN SCALE:1 /4"-1' Y 1 20'12' 15' 1'/, I-� N ` I \ J Fr 1 L N 11 A I r 0 vt. k - J L l iin 17' N' h o� �1 J ! 1.1 ro 15'-8" IN ii 14 -8" 8'-10" 3' 5'-2" 5'-8" 3' 8'-10" 4'-5" 3' 7'-1" , / / f CPMIN. L CRAWL SSPAA CE ACCESS 3'-O" WIDE MIN. CRAWL SPACE ACCESS CRAWL SPACE J ACCESS WIDE MIN. r . l t-1 T.J.I. JOIST$ .1I w I I I MINx24"-1\/I I CRAWL I SPACE i/\j i I I ".6. I :r T.J.I. JOISTS S r / `� 7�T2 2 r0 y,-_ ACCESS 'T //'%4 &/6"C'7'e> k .r.'------‘k/ // �J J' li' c ! 3'-0" WIDE Mpl. CRAWL SPACE 1' I I I X iq �'."/fa'�G'9R'S ACCESS I IG.","A I 3'-O" WIDE CRAWL SPACE ACCESS MIN.--4 7' N—_ / I 15'-8" 1 14'-8" t o d j 1 I I M t to f 9 R'/0 12 J7.4:. '11/ yam— ., 7 //✓ I,.0/n7✓,1= (A! L /6' 1 L oe's-) , i . I 3'-0" WIDE MIN. CRAWL SPACE ACCESS ., \ y //>,, f ( //'8 ~ 7'.TZ. �!!9 G� /6 " T.J.I. JOISTS eves. L--I f 11' 8 1 2' 3' 10' 15'-8" J, oie J '-4" 3' 2'-8' j1t�p* " "�1'-2" Sri 7) ' Jfi'I �` . 1 'I r 3'-0" WIDE MIN. CRAWL SPACE --"I ACCESS M �.�- 'tl 1 �r� �I- I----- r ---1 13'-O" WIDE MIN.r ---- 3'-0" WIDE MIN. JCRAWL ACCESS SPACE `1 tc. N I to " in > 1 CRAWL SPACE ACCESS v J E 1, 1 O: C r-__--------I \ L_ -I 1 C1 I L_ ~�\ t ri J I L L r— I I - / \ / \ / \ / r N L-- 10' J `--6"X6" POST ON 105:10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. UrJ \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \/ /\ / \ / \ / \ / \ / \ / \ / \ / \ /\ / \ / \ / \ /\ / \ / \ / \ / \ ,./ // \\ / \ _© 4 J( J 22' 1 28' / \\ 1 i a+ J \ \ 7El?'J.'e G�rD r✓+ = /6' �/ll✓ /o"'s) NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of '/2' or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation.' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 City of Tukwila BUILDING DIVI:.i N L�I� .1c6 EXPIRES: 4/24// f" �✓ 'Gt' "6' RECEIVED CITY OF TUKWILA MAR 0,8 2018 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. r r SCALE: 1/4"-1' DATE: JAN.18, 2018 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD18-7685—P2 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 48' 02 'I MAIN FLOOR SCALE:1 /4"- 1 TOTAL MAIN FL. AREA =2091.64 SQ.FT. GARAGE AREA =650.86 SQ.FT. MAiN FLOOR AREA =2742.50 SQ.FT. / 20' 8'-8" 4' 4' 5'-8" / 12' 15' 5'-1" 9'-11" 1RIUP • N \ \ HtNCR \AWNS h9X„g,Z , J ✓ "g,"8,9X„8,Z QUIL1 9i FLo9E,_ AT O '` \ f1 / \ �I1 +11� - _ _ _ \ NOOK WASHE z 1- z w Q . n) it Ii V Et W FAMILY ~ o �, C S ROOM 1` V 'r'SMOKE ALARM & = CARBON MONOXIDE KITCHEN iCt QZ T j t ,0° �• � (CO) ALARM • F- \ ISLAND 17' l'4) 4'-7i" 10'-10!" 14'-8" / r '-- --B.DhL G 2'8"X6'8" 2'8"X6'8" " in ,.,,„ \ \ I � CLOSET MINx24 CRAWLI,� ~ T.J.I. JOISTS Id INGRESS & SPACE ACCESS I /�� / 1 fJ i " TJZ �/0 /6 " C 7Gt'S . EGRESS WINDOW v _\ \ 0as GUEST ROOM I 36" MINIMUM \ - 0 `�' HANDRAILS TYP. r \ 5' 10" 5'-1 " 5'' 5._ le I I. 9'-41�I+ ' 9, 15' irf „ �..�. cc X SM E • IN A M..., ��^MOKE 1 Ij�I �, 3 X6'8 RI do agAM \ \ $9X„8,Z CARBONARMNOXIDE a \ \ " (CO) ALA��MM ' N rr Z' SfFc'%z�� S LINE OF FLOOR ABOVEra „a,9x,C • - ► 0 ,mob =?,4©©Psi . a m _` "---- ar•TI00 fi �r * Q!► x 10 N3'-2" 00 13' I 10' 16' s'rue/ SHOWER „$sx„$,a ENTRY/FOYER I OPEN TO IIHI \\ o $.sx„a z " {- TSMOKE ALARM m • eI DEN •o m 1R UP tvQ LAUNDRY N 0 © 2 4 4 �• 4 V / PORCH m 62.00 SQ.FT. \ • • FURN '8"x6'8' 1Rr UP // - .� 2RUP z 2 SOLID CORE, WEATHERSTRIP o,,, v �✓ 1 4' ' 4 4' 4 SELF -CLOSER 9'-4" m z 12'-8" 10' 18' / / Outdoor combustion G2407.6.1 (304.6.1) Two permanent openings within 12 inches (305mm) within 12 inches (305mm) shall be provided. The air for >i Two-Permanent.Openings (6" in Diameter), of the top of the b3ttom openings shall ptlance Method; one commencing and one commencing of the enclosure, communicate directy or 1 1 . �, by ducts with the outdoors or spaces with the outdoors. that freely communicate GARAGE I I �^ M 1 GARAGE SLAB & DRIVEWAY AT I b t U T.J.I. JOISTS IN. 1% - SLOPE I -� 1 ;I I I�� I I 10 I I I I -.\i co 11' / 48' SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv Ibs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 2% Both Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 4 4 4 4 Y Y 2,3 2,3 �egena: Grp - Wall Design Group number, used to reference wall in other tables Sun` -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 Ib/in. of depth from SDPWS Tables C4.2.24-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and !umber, 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 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8" 6d = .092" x 1-7/8 8d = .113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" 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: 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. HOLD DOWNS AND TIES KEY z 0 • 0 MODEL # STHD14 STHDI4RJ HD9B HD12 HD19 MST48 SMOKE & CARBON MONOXIDE DETECTOR LOCATION FbIRDWIRED RAH BATTERY BACK UP A. FAN LOCATION RATED AT 100 CFM AT KITCHEN 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN TO THE OUTSIDE. EXHAUST DUCT ARE TO BE CONST, OF SMOOTH BORE NON COMIUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE 1WTH TiMER AT EACH LOCATION *HOLE HOUSE VENTILATION CAPACITY 5,345# 5,345# 6,580# 9,215# 12,690# 4,770# 1. INSTALL FAN IN LAUNDRY ROOM 2. INSTAJ. 24NR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4. INSTALL AUTOMATIC ELECTiRIC DAMPER IN THE OUTSIDE ELECTRIC MR INTAKE 5. INSTALL 7" OUTSIDE MR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-0 OF POWER. ADD 1" DMNMETER FOR FLEX DUCT FOR LENGTH OVER 20'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMMIML ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHILL, BE PER *SEC PRECIIPTNE OPTION. NOTES 3.5" X 3.5" STUD/POST 3.5" X 3.5" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. FOUNDATION ANCHOR BOLTS TO BE-5/8" DIAMETER ON 48" SPACING (TYPICAL) AND NEAR CORNERS, SECURED WiTH NUT AND 3" SQUARE WASHERS. EXPIRES: 4/24//9 2/ Fee 'a' FLOOR AREA: TOTAL LOT AREA=11,730 SQ.FT. TOTAL MAIN FLOOR AREA=2092 SQ.FT. NET TOP FLOOR AREA=2277 SQ.FT. TOTAL FLOOR AREA=4369 SQ.FT. �N NOTES: 1. SIZE OF' T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. WHOLE HOUSE FAN VENT TO OUTSIDE. 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. LEGEND: S.G. -FLOOR DRAIN -SAFETY GLASS -HANGER REVIEWED FOR CODE COMPLIANCE APPROVED BUILDING DIVISION MAR 2 9 2010 City of Tukwila -POCKET IN BEAN b\(6 RECLIVLU CITY OF TUKWILA MAR 0.8 2018 PERMIT CENTER (p2 TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. SCALE: 1/4"-1' DATE: JAN.18, 2018 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD18-7685-P3 Bruce MacVeigh, P.E. TU<WILA, WA. 206.242.7665 L m TOP FLOOR SCALE:1 /4"-1 ' TOP FLOOR AREA =2718.50 SQ.FT. OPEN TO BELOW AREA =441.32 SQ.FT. NET TOP FLOOR AREA =2277.18 SQ.FT. 6/0 TUB/ SHOWER INGRESS & EGRESS WINDOW 9x„9, 14'-10" ,9,9x„9,z 2'8" X SMOKE ALARM BEDROOM 2'B"XS' ENSUITE FREE STANDING TUB „9,9x„9, 17'-2" INGRESS & EGRESS WINDOW BEDROOM-3 TSMOKE ALARM 2-2'8"X6'8" SMOKE ALARM INGRESS & EGRESS WINDOW SMOKE ALARN & — CARBON MONOXIDE (CO) ALARM 42" MINIMUM GUARDRAILS TYP. OPEN TO & BELOW 0 OXIDE 62.00 SQ.FT. 2'8"x6'8 5'-10" 5/0 TUB SHOWE '6"X6'8 SMOKE INGRESS & ALARM EGRESS BEDROOM-4 WINDOW OPEN TO \ BELOW \ HOLD DOWNS AND TIES KEY MODEL* ❑ STHD14 O STHDI4RJ (� HD9B • HD12 0 HD19 MST48 Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv Ibslin Size Fasteners Type Df Eg in Fd in Bk Apply Notes Both Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 = 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 4 4 4 4 Y Y 2,3 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 Iblin: 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 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8 8d = .113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No, 6, 1-1/4" long. 5/8" 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: 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. CAPACITY NOTES 5,345# 3.5" X 3.5" STUD/POST 5,345# 3.5" X 3.5" STUD/POST 6,580# 5.25" X 5.25" STUD/POST 9,215# 5.25" X 5.2 i " STUD/POST 12,690# 5.25" X 5.25" STUD/POST 4,770# 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. VENTILATION NOTES MINIMUM AREA: THE TOTAL NET FREE VENTILATING AREA SWILL. NOT BE LESS 1HAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL NET FREE VETYTILATING AREA TO 1/300 IS PERMITTED, PROVIDED TWIT A MINIMUM OF 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTiLA1ING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WiTH THE iIMIUNCE OF THE REQUIRED VENTILATION PROVIDED BY SAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. R806.2 ROOF VENTILATION ROOF AREA TO BE VENTIIAiED - 3150 SQ FT TYPE OF VENTING PROVIDED - - RIDGE VENTS - 3100/150 = 21.0 21.0/2 = 11 VENTS REQUIRED NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS iN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. NOTE: HOUSE WiLL BE SPRINKLED AS PER CITY OF TUKWILA CODE SAFETY GLAZING REQUIRED IRC 308.4.5 Glazing in walls, enclosures or fences containing or facing hot tubs, spas, whirlpools, saunas, steam rooms, bathtubs, showers and indoor or outdoor swimming pools where the bottom exposed edge of the glazing is less than 60 inches measured vertically above any standing or walking surface shall be considered to be a hazardous location. This shall apply to single glazing and each pane in multiple glazing. Exception: Glazing that is more than 60 inches, measured horizontally and in a straight line, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool or from the edge of a shower, sauna or steam room. (Is Not Required) TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 SCALE: PHONE: 1 /4"-1' JAN.18, 2018 (206) 244-1900 DRAWING NO. DD 18-7685—P4 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 City of Tukwila BUILDING DIVISION MAR 0,8 2018 PERMIT CENTER 2"X8" MIN. FASC/A ELEVATION STUCCO RIDGE OF ROOF MIDPOINT OF ROOF REVigiCZFOR CODE COMPLIANCE APPROVED MAR 2 9 2018 PROPOSED FOR SIDHU HOMES INC. 4640 148 TUKVVISTREET SOUTH LA, WA-98168 TAX PARCEL # 004000068 Bruce MacVeigh, P.E. TUKWILA, WA. 7(-) - P.EL=274. E.EL=274.60' 12 15 MAIN FLOOR=278.63' HARDI-PLANK SIDING W/4' CORNER TRIM 12 15 R UP ------------------------------- ------------- ------ ------ REAR ELEVATION 5 12 P.EL=277.96' E.E1-=277.45" NOTES CAUlX MA SEAL, MI WINDOW/DOOft MD EXTERIOR ENVELOPE PENETRATIONS GIAZING PER STATE ENERGY CODE 50X OF ROOF VENTING MALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR MEAL NOTES S.G = SAFEIY GLASS EXTERIOR ALL EXTEIWOR EELS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MAIIIIWNE MUST EXTEND OVER BOSE FLASHING ON TOP OF THE FOUNDATION. RAM MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPUCES MUST BE SEALED MD WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE MD OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE IIIMOUFACTURERS WRITTEN INSTRUCTIONS. THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-IVILF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE NIASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE ILL STONE WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4-INCH DIAMETER PIPES. ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEAVING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PANTED SHOULD BE PRIMED AND ROPED PMNTED ON ALL SURFACES AND CUT EDGES BEFORE THE 111001:1 IS INSTALLED. DIE PRIMERS USED TO PAINT PRE ROOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PANT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BETTER TO A PRIMER DESIGNED TO WORK WITH THE FINISH MIT. THE RICH POINT SHALL BE ACRYUC-UREIHANE RESIN PAINT (E.G. SHERWIN MUMS 'DURATION. OR SEARS & ROEBUCK'S VEATHERIFATER ULM". AU. CRACKS BETWEEN DISSIMILVI MAMMALS SWLL BE CAULKED WITH TOP -GRADE ACRYLIC-SWOPE BLEND PAINTABLE CAULK. 12 5 12 HARDI-PLANK SIDING W/4" CORNER TRIM AIN FL R= 8 63' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 201B P.EL.=277.0 E.EL=277.45' LEFT ELEVATION City of Tukwila BUILDING DIVISIO P,EL.=277.82. ^E.EL.-•=277.22' RECEIVED CITY OF TUKWILA MAR 082018 PERMIT CENTER D`k(6‘0Do1, TITLE PROPOSED FOR SIDHU HOMES INC. 4640 1 48 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. SCALE: 1/4°-1' DATE: JAN.18, 2018 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD18-7685—PS Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 ROOF SURFACE: ROOF MATERIAL 1"x4" STRAPPING BUILDING PAPER 1 /2" PLYWOOD SHEATHING WOOD TRUSSES R-40 INSULATION 5/8" DRYWALL ROOF PEAK E rn , E n T.0. PLATE TOP FLOOR TYP. EXT. WALL CONSTRUCTION: HARDI-PLANK SIDING BUILDING WRAP 74e" OSB SHEATHING 2"X6" STUDS 016" O.C. R21 BATT INSULATION h" GYPSUM BOARD 10" x %" ANCHOR BOLTS 7" EMBEDMENT 0 48" SPACING u 0) w LL LINTELS' -2"X10" D.F. I♦ .N.O. BY P.ENG 12 5 TOP FLOOR= 288.67' TYP. FLOOR CONSTRUCTION: 3/4" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING OR AS PER FLOOR DESIGN BY OTHERS FINISH 8'THICK CONC. WALL DRAIN TILE • FOUNDA'rN 4► Qi►0''►. • L►rr.�e PRO. AVG. BLDG. GR.=276.15' EX. AVG. BLDG. GR.=275.87 #(4) 0 48" 0.C. FOR CONSTRUCTION JOINT (1) #4 CONTINUOUS REBAR OR AS CALCULATED BY CIVIL ENG. Note: Section notes by P. Eng. shall have precedence over designer's notes. !! Id►T r4`►'i_'F4_,' ROOF MEAN —6 MIL BLACK VAPOR BARRIER WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE 3'-O" WIDE MIN. CRAWL SPACE ACCESS R-30 INSULATION COMPACTED GRIMM UNDISTURBED SOIL NO. MANUFACTURER FRAME MATERIAL SIZE QTY. U-VALUE AREA S.F. 1 JELD-WEN WINDOWS VINYL 2'X3' 3 6 2 JELD-WEN WINDOWS VINYL 3'X4' 3 9 3 JELD-WEN WINDOWS VINYL 3'X5' 2 15 4 JELD-WEN WINDOWS VINYL 3'X6' 9 18 5 JELD-WEN WINDOWS VINYL 4'X4' 2 16 6 JELD-WEN WINDOWS VINYL 5'X5' 6 25 7 JELD-WEN WINDOWS VINYL 6'X5' 2 30 119 ROOF FINISH TO CODE -FRAMING -INSULATION -VAPOUR BARRIER -DRYWALL T.O. FLOOR B.O. JOIST WINDOW NOTES: 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP DRAWINGS 2. OVERALL WINDOW DIMENSIONS ARE MEASURED TO ROUGH OPENINGS, WINDOW MANUFACTURER TO COORDINATE WINDOW SYSTEMS WITH ROUGH OPENINGS 3. WINDOW MANUFACTURER SHALL MEET SEISMIC AND WIND CRITERIA TYP. STAIR DETAIL SCALE:1 /2"-1 GENETIC NOTES ALL CONSTRUCTION STRUCTION PER APPLICABLE CODE MID ORDINANCES 2015 IRC, IBC - 2015 WASH NGTON STATE ENERGY CODE VERIFY Ail DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE TJI PRODUCTS TO BE 'awn PER MANUFAC UER'S INSTALLATION GUIDE MID APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MN. TRIPLE ZINC ZMAX (G1B5 PER ASTM A653); HOT DIP GALVANIZE (ASTs A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 City of Tukwila BUILDING,IVIIG� . J I EXPIRES: WARRWED zeLeflOPVUKWILA MAR 01 2018 PERMIT CENTER • TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. SCALE: 1/4"-1' DATE: JAN.18, 2018 CHKD: PHONE: 206) 244-1900 DRAWING NO. DD18-7685—P7 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 GENERAL NOTES: 1. Approved slte address shall be provided for all new constructions in such position as to be plainly visible from the street fronting the structure. 2. Walls and floors separating dwelling units In the same building shall not be less then 1-hr fire resistive construction. 3. Garage shall be separated from the residence and Its attic area by not less than 1/2" gypsum board applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 5/8" Type "X" gypsum board. 4. Dwelling units shall have at least one room with not less than 120 sq.ft. of floor area. Other habitable rooms, except kitchen, shall have an area of not less than 70 sq.ft., and be not less than 7' In any dimension. 5. All wood In contact with the ground or embedded in concrete shall be approved pressure -treated wood. 6. End of wood girders entertng concrete or masonry walls shall be provided with a 1/2" air space on tops, sides, and ends unless naturally durable or pressure -treated wood used. 7. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq.ft. Such felt shall be applied horizontally with the upper layer lapped over the lower layer not less than 2" and where Joints occur, felt shall be lapped not less than 6". 8. Provide caulking, sealing, weather stripping to prevent air leakage around: all windows and exterior doors, opening between wells and foundation, opening between walls and roof, opening at all penetrations of the building envelope for utility services. 9. All access doors from conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather stripped and Insulated to the level equivalent to the insulation on the surrounding surfaces. FOOTING AND FOUNDATION: 1. All footing shall be supported on undisturbed natural soli or engineered fill. 2. Concrete foundation walls shall extend above finished grade adjacent to the foundation at all points a min. of 4" where masonry used and a min. of 6" elsewhere. 3. All exterior footings shall be placed at least 18" below undisturbed ground surface. 4. A ground cover of 6 mil. black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overlapped 12" mln. at the joints and shall extend to the foundation wall. The ground cover may be omitted If crawl space has concrete slab of min. 3 1/2" In thickness. DRAINAGE NOTES: 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. FRAMING NOTES: 1. Access to all under floor spaces shall be provided with a min. opening of 18" x 24". 2. Under floor clearance shall be a mln. of 18" to the floor joist and 12" mln. to the wood girders. 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22" x 30". DOORS AND WINDOWS: 1. At least one exit door shall be provided for each dwelling unit. The required exit door shall be a side -hinged door not less than 36" In width and 80" In height. 2. Openings from a garage directly Into room used for sleeping purposes shall not be permitted. Other opening between garage and residence shell be 20-minute fire -rated doors. 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net dear openable area of 5.7 sq.ft. The min. net clear openable height shall be 24" and min. openable width shall be not less than 20". The window shall have a finished sill height not more than 44" above the floor. Window wells shall be provided when egress windows have a finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a min. accessible net dear opening of 9 sq.ft. with a mln. dimension of 36". Window wells with a vertical depth of more than 44" shall be provided with a permanent ladder. 4. Any change in windows must be approved by the Bullding Department prior to Installation. NFRC compliance sticker shall remain on the windows until the framing Inspection has been approved by the Building Department. VENTILATION NOTES: 1. All habitable rooms must be provided wllh natural light (glazing area min. 8 percent of the floor area of such room) and ventlatlon, and have a min. openable area to the outdoor of 4 percent of the floor area being ventllated. 2. For the purpose of alr flow, all Interior doors shall be undercut to a min. of 1/2" above the surface of the flnlshed floor covering. EXHAUST FANS; IRC R303.4, Section M1501, M1507. Exhaust fans are required In each ktchen, bathroom, water closet room, laundry facility, Indoor swimming pool, spa and other rooms where excess water vapor or cooking odor Is produced. The alr removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and not less than the distances specified in IMC Section 501.2.1. The air shall be discharged to a location from which It cannot again be readily drawn In by a ventilating system. Dryer exhaust ducts shall not be exhausted Into an attic or crawl space. The terminatlon point shall be located at least 3-feet from property Imes, 3-feet in any direction from openings Into the bulldings and 10-feet from mechanical air Intake SEALS AND WEATHERSTRIPPING: 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior to windows Installation, per manufacturer's recomendatlon. 2. Exterior doors and windows shall be designed to limit alr leakage Into or from the building envelope. 2a. Exterior joints around windows and door frames, opening between walls and foundation, between walls and roof and wall panels; opening et penetrations of utility services through walls, floors and roofs; and all other openings In the building envelope and between units shall be sealed, caulked, gasketed or weathersMpped to limit air leakage. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around their perimeter when in a closed position. 4. Site built windows shall be made tightfitting. Fixed Iltes shall have glass retained by stops with sealant or caulldng all around. Operating sash shall have weatherstripping working against overlapping trim and and a closer/etch which will hold the sash closed. The window frame to framing crack shall be made tight with caulking, overlapping membrane or other approved technique. INSULATION NOTEE: 1. Wall Insulation, attic, vaulted ceiling and under -floor Insulation shall be in accordance with a local energy code. Insulate behind tubs and showers. Insulation baffles to maintain mln. 1" air space above Insulation. Extend baffle 6" above batt Insulation. Extend baffle 12" above blown Insulation. 2. All ductwork shall be Insulated without Impingement from building surface. 3. In deep frost line areas, or as required by local code, water pipes outside of the conditioned space shall be Insulated 10 a min. of R-3. 4. All electric hot water heaters must be Insulated to a R-10 when located in an unheated space or on a concrete floor. MASONRY; 1. Stone and masonry veneers installed over a backing of wood or cold -formed steel shell be limited to the first story above grade and shall not exceed 5" in thickness. STAIRS AND RAILING NOTEE: 1. Handrails height measured vertically from the sloped plane adjoining the tread nosing or finished surface of ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 1 /2". All required handrails shall provide adequate graspebtllty. 2. All stairways shall have a min. of 6' 8" headroom clearance, measured vertically from the sloped plane. Stairways shall be not less than 36" In clear width at all points. Usable space under stairs shall be protected with 1/2" gypsum board from the enclosed side. 3. The max. riser height shall be 7 3/4". The riser shall be measured vertically between leading edges of the adjacent treads. The minimum tread depth shall be 11". The largest tread rise or run may not exceed the smallest by more than 3/8'. Winder treads shall have a min. tread depth of 8" at any point. 4. There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a vertical rise greater than 12.0' between floor levels or landings. The width of each lending shall not be less than the stairway served. Every landing shall have a min. of 36" measured In the direction traveled. Exception: A floor or landing Is not required at the top of an Interior fright of stairs, including stairs In an enclosed garage, provided a door does not swing over the stairs. All Interior and exterior stairways shall be provided with a means to Illuminate the stairs and landing. The floor or landing at the exit door shall not be more than 1.5" lower than the top of the threshold. There shall be a wall switch at each floor level to control the lighting, where the stairway has six or more risers. The illumination of exterior stairways shall be controlled from Inside the dwelling unit. 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min. of 7 1/2" al 12" from the narrower edge. All treads shall be Identical and with a max. rise of 9 1/2". A minimum headroom shall be 8' - 6". (IRC R311.8.1) 6. Porches, balcony, ramps or raised floor surfaces located more than 30 Inches above the floor or grade below shall have guards not less than 36" In height. Open sides of stairs wllh total rise of more than 30" shall have guards not less than 34" In height measured vertically from the nosing of the treads. Opening in guards must be such that a 4" sphere can not pass through. R308.1 Each pane of glass Installed In a hazardous location shall be provided wtth a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard. The designation shall be visible In the final Installation and shall be add etched, sand -blasted, ceramic tired, laser etched, embossed or on that cannot be removed without being destroyed. R308.4 Hazardous locations. The following shall be considered spedflc hazardous locations for the purposes of glazing: 1. Glazing In all fixed and operable panels of swinging, sliding and blfoid doors. Exceptions: 1. Glazed openings of a size through which a 3-Inch diameter (76 mm) sphere Is unable to pass. 2. Decorative glazing. R308.4.2. Glazing in an Individual fixed or operable panel adjacent to a door where the nearest vertical edge Is within a 24-Inch (610 rum) arc of the door In a closed position and whose bottom edge Is less than 80 inches above the floor or walking surface. Exceptlons: 1. Decorative glazing. 2. When there Is an Intervening wall or other permanent barrier between the door and the glazing. 3. Glazing In walls on the latch side of and perpendicular to the plane of the door in a closed position. 4. Glazing where access through the door Is to a doset or storage area 3-ft or less In depth. 5. Glazing that is adjacent to the fixed panel of patio doors. R308.4.3. Glazing in an individual fixed or operable panel that meets all of the following conditions: 1. The exposed area of an Individual pane Is larger than 9 square feet; and 2. The bottom edge of the glazing Is less than 18 Inches above the floor, and 3. The top edge of the glazing Is more than 36 inches above the floor, and 4. One or more walking surfaces are within 36 Inches, measured horizontally and in a straight line, of the glazing. Exceptions: 1. Decorative glazing. 2. When a horizontal roll Is Installed on the accessible stele(s) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 11/2 Inches (38 mm)In cross sectional height 3. Outboard panes In Insulating glass units and other multiple glazed panels when the bottom edge of the glass Is 25 feet or more above grade, a roof, walking surfaces or other horizontal [within 45 degrees of horizontal] surface adjacent to the glass exterior. R308.4.4. An glazing In guards and railings regardless of area or freight above a walldrg surface, Including structural baluster panels and nonstructural Intlll panels. Glass used as a handrail assembly or a guard section shall be firmly supported on all edges. As an option glazing not supported on alledges shall be approved subject to detailed construction documents, detailed shop drawings, and analysts or test data assuring safe performance for the spectflc Installation prepared by a registered design professional shell be required. (ref 1BC2403) R308.4.5. Glazing and wet surfaces Including endosures or walls fadng hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom -exposed edge of the glazing Is less titan 60 inches measured 4ertically above any standing or walking surface and less than 60-Inches measured hodzontafly In a straight line from the water's edge of a bathtub, hot spa, or whldpool, or swimming pod. Glazing in walls and fences adjacent to Indoor and outdoor swimming pools, hot tubs and spas where the bottom edge of the glazing Is less than 60 Inches above a walking surface and within 80 inches, measured hodzontany and In a straight line, of the waters edge. This shall apply to single glazing and alt panes In multiple glazing. R308.4.6. Glazing adjacent to stairways, landings and ramps less than 38 Inches above the plane of the walking surface. Exceptions: 1. When a rail Is Installed on the accessible side(s) of the glazing 34 to • 38 Inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 11/2 Inches In cross sectional height. 2. Glazing 36-Inches or more measured horizontally from the walking surface. R308.4.7. Glazing adjacent to the stair landing at the bottom of a stairway where the glazing Is less than 36- Inches above the landing and within 60 Inches horizontally of the bottom tread. Exceptlons: The side of the stairway has a guardrail or handrail, Including balusters or In -fill panels, complying with Sections R311.7.6 and R312 and the plane of the glass is more then 18 Inches from the guard.\ BATH AND SHOWERB: 1. All walls and ceilings of bathtub and shower enclosures areas shell be covered with approved waterproof material. 2. Shower walls and floors, and walls above the bathtubs with Installed shower heads shall be finished with a nonabsorbent material. Such wall surface shall extend to a height of not less than 8'-8" above finished floor. 3. Water resistant gypsum board shall not be Installed over a vapor retarder in a shower or tub compartments. 4. All surfaces Immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. 5. All bathroom and utility room floor shall be flnlshed with approved rhonabsorptive material. 6. Kitchen floor shall be finished with approved nonabsorptive material. 7. Shower shall have a min. finished Interior floor area of 1024 sq.ln. and shall also be capable of encompassing a 30" circle. 8. Water closet shall be located In a clear space not less than 30 Inches In width. The clear space In front shall be min. of 21 inches. FIRESLOCKING: 1. Flreblocking shall be provided to cut off an concealed draft openings(verttcal and horizontal) and to form an effective fire barrier between stories and the roof spaces. Flrebloc king shall be provided In wood framed construction In the following locations: " At opening around vents, pipes, and dust at calling and floor levels. ' At all drop ceilings, soffits and cove ceilings. • Vertically at the ceiling end floor levels. • Horizontally at Intervals not exceeding 10 ft. ' Between stair stringers at the top and bottom of the run. ' Fireblocking of cornices of a two story dwelling Is required at the line of the dwelling unit separation. CttMNEY TEROM1NATlt311: 1. Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet higher than any portion of building within horizontal distance of 10 feet. 1. Hearth extensions shall extend at least 16" In front of and at least 8" beyond each side of the fireplace opening. Where the fireplace opening Is 6 sq.R or larger, the hearth extension shall extend at least 20" beyond each aide of the fireplace opening. 1. All wood In contact with concrete or masonry slab that Is In direct contact with the earth shall be naturally durable or preservative -treated wood. 2. Wood, siding, sheathing and wall framing on the exterior of a bonding must have a ciearence of 8lnches from the ground, except where material used Is naturally durable or preservative-treatad wood. 3. The post and columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall be not less than 4" x 4" and steel columns shall be not leas than 3 Inches dia. standard pipe or equivalent. I 4. Plywood sub flooring shall be 3/4" T.&G. CDX or 11/16" OSB (glued and nailed). Wall and roof sheathing shall be 112" CDX or 7/18" OSB nailed per shear wall schedule. 1 5. Wood trusses shall be designed with approved engineering practice. Trusses shall be braced to prevent rotation and provide lateral stebNly. Roof truss design and a shop drawings shall be provided to the bullding offldal at the time of pem et epplcatlon and shall be on site prior to erection. FIELD MEASUREMENTS of building framing must be done (to verify drawing/field accuracy) prior to ordering of Trusses. 6. The end of each joist , beam or girder shell have min. of 1 1/2" bearing on wood or metal and min. of 3" on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a min. of 3" and shall be nailed together with a mln. of three 10d face nels. 7. Rldge board shall be at least of 1" Ihlcknees and not less in depth than the cut end of the rafter. Rafters shall be framed to ridge board or to each other with a gusset plate as a the. At all valley and hips there shall be a valley or hip raker min. of 2" thickness and not less In depth than the cut end of the rafters. 8. Ceiling joists shall be continuous or securely jolned where they meet over Interior partitions and nailed te adjacent rafters to provide a continuous tie across the building when such joists are parallel to the rafters. MECHANICAL: All appliances must be Installed per manufacturer spedtcatona. 1. Every dwelling unit shall be provided with heating facfli les capable of maintaining a min. room temperatures of 68 deg. F In all habitable rooms. Each heating -cooling system shall be provided with at least one temperature control device. 2. All warm air furnaces shall be listed and labeled by en approved agency and Installed per manufacturer speclflcatlons. 3. Appliances shall be accessible for Inspection, service and replacement wthout removing permanent constructlon. 4. Appliances having an ignition source shall be elevated such that the source ignition is not less than 18 Inches above the floor of garage. and shall be protected from impact by automobiles. 5. Appliances designed to be fixed In position shall be fastened or anchored In an approved manor. Temperature and pressure relief valves shall be drained to outside. Drain may not be trapped and must terminate from 2" - 6" from the ground. Where required, an approved expansion tank shall be provided. 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing supply. 7. Clothes dryer exhaust ducts shall temnlnate outside the building, and be equipped wllh a backdraft damper. The max. length of a dothes dryer exhaust shall be not more then 25 ft from the dryer location to the wan or lout termination. Duct length must be reduced by 2.51E for 45 deg. bend and 5 ft. for 90 deg. bend. 8. All showers and tubs shall have pressure balancer or thermostatic controlled mixer valves. 9. All heating duct within unconditioned spaces shall be Insulated. 10. Installer shall leave the manufacturer's Installation and operating Instructions attached to the appliance. V Q tARBG TUBE CO TR1DL: IRC R702.7 Chess I,11, or Ifi, vapor retarders shot be Installed en the Interior side of the framed waits. Sheet polyethylene, Inrperforated ahrminum foe, kraR-faced fiberglass batts, latex or enamel paints In tiled In accordance with manufacturer apeclecetons are deemed to meet Baas I, a, or M. Kraft -faced batts shell be face stapled over studs. *AGE LUO8NG REC 8: IECCAYSEC R401.3, R402.4. The building or dweliktg shall be tested and ae an alr leakage rate not exceeding 5 alr changes per hour- Testing shall be conducted Mth a Edowver door In accordance with IECCIWSEC R402.4.1.2. A written report of the results of the test shi be signed by the party conducting the teat t and provided to the building Inspector during thefts! Inspection. Provisions to lhnk air leakage shall be provided to those locations separating outdoor ambient conditions from Interior spaces that are heated or mechanically cold. Seals & Weather-stripping: a) Exterior joints around windows and doorframes, openings between walls and foundation, between walls and roof and well panels; openings at penetrations of utility services through walls, floors, and roofs; and at all other openings In the building envelope, and between dwelling units shell be sealed, caulked, gasketed or weather-stripped to Omit air leakage. Other exmdor joints and seams and seams shall be similarly treated or taped, or covered with moisture vapor permeable house wrap. b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped to Omit air leakage around the perimeter when In a closed position. c) Site built windows are exempt from testing but shall be made tight fitting. Fixed Res shall have glass retained by stops with sealant or caulking all around. RECESSED LIGHTING FIXTURES shall be type IC rated, and Ins and certified under ASTM283 to have no more then 2.0 cfm air movement from the conditioned space to the ceding cavity. The lighting fixture shall be tested at 75 Pascal's or 1.57-Ibs/sq. ft. pressure difference and have a label attached, shoving with Ibis test • method. Recessed lighting fixtures shall be Installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. ELECTIBCAL NOTES: 1. Separate permit may be required for electrical, mechanical and plumbing Inspections. All electrical wiring and Installations shall be es required by state and local electrical codes. 2. Provide GFI for all bath receptacles and waterproof outlets with 6'-0" of all sinks and lays. 3. Smoke detectors shell be installed In each sleeping area, outside of each sleeping area In the Immediate vicinity of the bedrooms and on each additional story of the dwelling including basement but not crawl space or uninhabitable attics. Smoke detectors shall be Interconnected In such a manner that the actuation of one alarm wll activate all of the alarms. In new construction, the required smoke alarm shall receive their power from the building wiring when such wiring Is served, and when primary power Is Intenupted,shall receive power from a battery. Smoke detectors shall be a min. of 3'-0" from duct opening. 4. All receptacles shall be grounded type. Receptacles located In kitchen and bathrooms shall be Installed above the work top. 5. Outlets In garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, and shall be GFI dreult. 6. All recessed lighting to be thermally protected. 7. All ceiling boxes used for support of fans, shall be approved type, and securely fastened to bullding frame. 8. Interior stalways shall be provided with a light source located In the Immediate vicinity of each landing of the stairway. 9. All exterior building and landscaping lighting connected to the common house meter must meet high efficiency requirements and controlled by photocell that prevent operation during daylight hours. 10. Exterior stairways shall be provided with a Hght source located in the Immldlate vldnly of the top of the landing of the stairway. The Illumination of exterior stairways shall be controlled from Inside the dwelling unit. LION t1ECC/WSEC R404 & Chapter 2. A minimum of 75% of permanently Installed Imps In Ilaltkug shell be high- 1 racy lamps. Fuel gas ligiting systems shell not have continuously buring plot lights. High efficiency lamps are defined In Chapter 2 . they include compact fluorescent lamps, T-8 or smaller diameter tensor fluorescent lamps or lamps with an efficacy 1) 60 lumens per watt for lamps over 40 watts; 2) 50 lumens per watt for lamps over 15 watts to 40 watts; 3) 40 lumens per watt for lamps 15 watts or less. AREA TO BE Ex Kitchen Bat roomlTolletRoom _._.._000mm SC 7.4 HAUSTED EXHAUST RATES 100 c*n intermittent or 25 cirri continuous Supply Fan Tsaliad t st O. Specified Volume Minimum Smooth from Table 1507.3.3 (1) Duct Diameter 50 - 90 CFM 4 INCH 90.150CFM NCH 51 6 INCH Minimum fishdble Duct Diameter 5 INCH 6 INCH 7 INCH 8 INCH NOTES PER 2015 IBC & WSEC TNILE PA02.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE FENESTRATION U FACTORb SKYLIGHT U-FACTOR GLAZED FENESTRATION SHGCb, e WOOD FRAME WALL R-VALUE Mass Well Ralaluel FLOOR R-VALUE BELOW-GRADEc,k WALL R-VALUE SLAsd R-VALUE & DEPTH 5 AND MARINE 4 0.30 0.50 NR 49 21 Int 21121h 30g 10/15/21Int +TB 10,2k 1 foot .= 304.8 mm, el = continuous Insulation, int = Intemhedlete framing. a R-values are minimums. U-factors and SHGC are maximums. When Insulation Is installed in a cavity which Is less than the label or design thickness of the insulation, the compressed R-value of the Insulation from Appendix Table A101.4 shall not be less than the R-value spedited In the table. b The fenestration U-factor column exdudes skytlghts. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements In Climate Zonesl through 3 where the SHGC for such skylights does not exceed 0.30. c "10/15/21.+TB" means R-10 continuous insulator on the exterior of the well, or R-15 on the contlnuous Insulation on the Interior of the wall, or R-21 cavity Insulation plus a thermal break between the slab and the basement wall at the Interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity Insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the waft. "10/13" means R-10 continuous Insulatlon on the Interior or exterior of the home or R-13 cavity Insulation at the Interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous Insulation Is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements In the Marine Zone. f Basement wan Insulation is not required In warm-humld locations as defined by Figure R301.1 and table R301.1. g Reserved. h First value Is cavity Insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous Insulation or Insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more then R-3 in the locations where structural sheathing Is used to maintain a consistent total sheathing thickness. 1 The second R-value applies when more than half the Insulatlon is on the Interior of the mass wall. J For single rafter- or joist -vaulted celilngs, the insulation may be reduced to R-38. k Int. (Intermediate framing) denotes standard framing 16 Inches on center with headers Insulated with a rninimum of R-10 Insulation. I Log and solid timber walls with a minimum average thickness of 3.5 Inches are exempt from this Insulation requirement. Venflladon requirements We met Mauro* Atureacriative sneered We Primly air wrovklaii *mush an integrated forced air system siawdvinu fresh alr throuarh the forced alr system and exhaust through the whole house fan. INTERMITTENT 1MMOL.E HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. (Maize -tut alr through the fumace): IRC M1507.5. Integrated ventilation systems shall provide outdoor air at the rate calculated using Table M1507.3.3. The ventilation system shall distribute outdoor air to each habitable room through the forced -air system ducts. The outside air Inlet duct shall terminate outside of the building and be connected to the return air plenum of the forced air system at a point within 4-ft upstream of the air handler. The outdoor inlet shall be connected upstream of the forced air system blower and shall not be connected directly into the furnace cabinet. The system shall be provided with a motorized damper connected to the automatic ventilation control as specified in M1507.3,.2. The required flow rate shall be verified by field-testing with a flow hood or a flow measuring station. A copy of the testing report shall be provided to the Inspector during inspection. The system shall be controlled by a 24-hour clock timer with the capability of continuous operation, manual and automatic. This control will control the forced air system blower and the automatic damper. The 24-hour Timer shall be readily accessible and capable of operating the whole house ventilation system without energizing other energy -consuming appliances. At the time of inspection the automatic control timer shall be set to operate at least 8-hours a day. A label shall be affixed to the control that reads. "Whole House Ventilation (see operating instructions)". TABLE M1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS WELLING UNIT FLOOR AREA (square feat) < 1,500 1 -3,000 500 4,501 -8,000 NUMBER OF BEDROOMS 0-1 2.3 4.5 6.7 >7 Airflow In CFM 30 45 60 45 80 75 60 75 90 75 90 105 8,001 -7,500 90 tr/105//A 120 105 120 135 For Si:1 square foot • 0.0929 m2, 1 cubic foot per minute • 0.0004719 m3/s. TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORSa,b RUN-TIME PERCENTAGE IN EACH 4- HOUR SEGMENT 25% 33% 50% 75% 100 1.5 1.3 1.0 75 90 105 120 135 150 a. For ventilation system run time values between those given, the factors are permitted to be determined • by Interpolation. b. Extrapolation beyond the table le prohibited. Fan Tested CFM Minimum Flex fal .25" W.G. Diameter 80 80 100 00 125 125 4 Inch 51nch 6 Inch 4 Inch" 5 Inch 6 Inch 5 Inch" 6 Inch 6inch 7 Inch • For each additional elbow subtract 1011 Flex ducts of this diameter are not pan WWEC TAKE-8.4.2 PRESCIUPTIVE EXHAUSTDUCT SIZINI Mex. Length Feet 25 90 No Limit N/A 15 90 N/A 45 15 70 fans of this s Mlnlmum Smooth Diameter 4lnch 5 Inch 6 inch 4 Inch 5 Inch 6 Inch 5 Inch 6 Inch 6 Inch 7 Inch Max. Length Feet 70 100 No Limit 20 100 No Llmk 50 Mo Limit No Limit No Llmk 90 105 120 135 150 165 Maximum Elbows' 3 REVIEVVED FOR CODE COMPLIANCE APPROVED MAR 29 2018 City of Tukwila BUILDING 3 3 3 RECEIVED CITY OF TUKWILA MAR 0,8 2018 PERMIT CENTER IW TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. SCALE: 1 /4"-1 DATE: JAN.18, 2018 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD 18-7685-P8 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 �1`6- ODpL- General Notes: International residential code 2015 edition and all applicable codes and authorities having jurisdiction to be followed. 2015 International Residential Code 2015 Washington State Energy Code Foundation: TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE TYPE OR LOCATION OF CONCRETE CONSTRUCTION MINIMUM SPECIFIED COMPRESSIVE STRENGTHa(fc) Weathering Potentlalb Negligible Moderate Severe Basement walls, foundations and other concrete not exposed to the weather 2,500 2,500 2,500c Basement slabs and interior slabs on grade, except garage floor slabs 2,500 2,500 2,500c Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather 2,500 3,000d 3,000d Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2,500 3,000d, e, f 3,500d, e, f TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST -PROTECTED FOOTINGS IN HEATED BUILDINGSa AIR FREEZING INDEX (°F-days)b MINIMUM FOOTING DEPTH, D (inches) VERTICAL INSULATION R.vALUEc,d HORIZONTALHORIZONTAL INSULATION R-VALUEc,e INSULATION DiMENSIONS PER FIGURE R403.3(1) (inches) Along walls At comers A B C 1,500 or less 12 4.5 Not required Not required Not required Not required Not required 2,000 14 5.6 Not required Not required Not required Not required Not required 2,500 16 6.7 1.7 4.9 12 24 40 3,000 16 7.8 6.5 8.6 12 24 40 3,500 16 9.0 8.0 11.2 24 30 60 4,000 16 10.1 10.5 13.1 24 36 60 According to TABLE R403.3(2)-continued AIR -FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY STATE AIR -FREEZING INDEX 1500 or less 2000 2500 3000 3500 4b00 Washington All counties not listed Chelan, Douglas, Ferry, Okanogan R403.3.3 Drainage Final grade shall be sloped in accordance with Section R401.3. In other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R405.1 Concrete or Masonry Foundations Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend not less than 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper. Except where otherwise recommended by the drain manufacturer, perforated drains shall be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock not less than one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. R406.1 Concrete and Masonry Foundation Dampprooflng Except where required by Section R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade R408.6 Finished Grade The finished grade of under -floor surface shall be permitted to be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R302.11 Firebiocking In combustible construction, firebiocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as defined in Section R308.4 shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation. R310.1 Emergency Escape and Rescue Opening Required Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.2.1 Minimum Opening Area Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm). Exception: Grade floor or below grade openings shall have a net clear opening of not Tess than 5 square feet (0.465 m2). R310.2.2 Window Sill Height Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor. R311.1 Means of Egress Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.6 Hallways The width of a hallway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not Tess than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.7.5.1 Risers The riser height shall be not more than 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4-inch- diameter (102 mm) sphere. R311.7.5.2 Treads The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311.7.6 Landings for SMinrays There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm). R311.7.8 Handrails Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. R311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.7.10.1 Spiral Stairways Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660 mm) and the walkline radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the walkline. All treads shall be identical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 6 feet 6 inches (1982 mm). Section R314 Smoke Alarms R314.3 Location Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is Tess than one full story below the upper level. 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Inst&I ttmn Neer Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Section R315 Carbon Monoxide Minns R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R317.1.2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address Identificallon Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws. MATERIAL TYPE AND NOMINAL SIZE MAXIMUM ON -CENTER JOIST SPACING Perpendicular to joist Diagonal to joist 1 t/4- inch thick wood 16 inches 12 inches 2-inch-thick wood 24 inches 16 inches Plastic composite In accordance with Section R507.3 In accordance with Section R507.3 For SI: 1 inch = 25.4 mm., 1 foot = 304.8mm, 1 degree = 0.01745 rad. a. Maximum angle of 45 degrees from perpendicular for wood deck boards Basement slab and wall Insulation R402.2.8 Below -grade walls. Below -grade exterior wall insulation used on the exterior (cold) side of the wall shall extend from the top of the below -grade wall to the top of the footing and shall be approved for below -grade use. Above -grade insulation shall be protected. Insulation used on the interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall include R-5 rigid board providing a thermal break between the concrete wall and the slab. R402.2.9 Slab -on -grade floors. The minimum thermal resistance (R-value) of the insulation around the perimeter of unheated or heated slab -on -grade floors shall be as specified in Table C402.1.1. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table. A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. Insulation extending away from the building shall be protected by pavement or by a minimum of 10 inches (254 mm) of soil. R402.2.9.1 Heated slab -on -grade floors (Mandatory). The entire area of a heated slab -on -grade floor shalt be thermally isolated from the soil with a minimum of R-10 insulation. The insulation shall be an approved product for its intended use. If a soil gas control system is present below the heated slab -on -grade floor, which results in increased convective flow below the heated slab -on -grade floor, the heated slab -on -grade floor shall be thermally isolated from the sub -slab gravel layer. R-10 heated slab -on -grade floor insulation is required for all compliance paths. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2018 City of Tukwila BUILDING DIVI iC Ice alVED F TUKWILA MAR 0 8 2018 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: N.S. vs SCALE: 1/4"-1' DATE: JAN.18, 2018 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD 18-7685-P9 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 FIGURE I IO2.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING R504.2.2 Moisture Barrier Polyethylene sheeting of minimum 6-mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. he polyethylene membrane shall be placed over the pressure preservative treated -wood sleepers and shall not extend beneath the footing plates of the exterior walls. R505.2.6.2 Web Hole Reinforcing Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R505.2.6.3 Hole Patching Patching of web holes in floor joists not conforming to the requirements in Section R505.2.6.1 shall be permitted in accordance with either of the following methods: 1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web. 1.2. The length of the hole, measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R505.2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R507.1 Decks Wood -framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing member's connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live Toad specified in Table R301.5 acting on the cantilevered portion of the deck. R507.2 Deck Ledger Connection to Band Joist Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTANCES AND SPACING BE1WEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledgers 2 inchesd % inch 2 inches" 1 % inchesb Band Joistb 3/4 inch 2 inches 2 inchesb 1 %8 inchesb For SI: 1 inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations shall govem. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). 0 0 0 STAt IN 2 I.FOR2X8' _Ft3R2X10 iN.FOR 2X12 314' MPN. "ills +t".E SE PE T TO i REDUCED TO 4,5* IF LAG SCREWS ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SANS TOATTACH 2XSLEDGERS TO2X8 BAND JOISTS. R602.6 Drifting and Notching of Studs Drilling and notching of studs shall be in accordance with the following: 1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole Is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). R802.7.5 Supports for Headers Headers shah be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full -height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches x 0.135 inches). The minimum number of full -height studs at each end of a header shall be in accordance with Table R602.7.5. R602.8 Flreblocking Required Fireblocking shall be provided in accordance with Section R302.11. R602.9 Cripple Walls Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls wlth a stud height Tess than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance wlth Table R602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. R803.9 Structural ng Structural sheathing shall be Installed In accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings. R702.3.7 Water -Resistant Gypsum Backing Board Gypsum board used as the base or backer for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water- resistant gypsum backing board shall be permitted on ceilings. Water-resistant gypsum board shall not be installed over a Class I or II vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. R802.3.1 Ceiling Joist and Rafter Connections Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wall plate in accordance with Table R602.3(1). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters. R602.10.1 Truss Design Drawings Truss design drawings, prepared in conformance to Section R802.10.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R696.2 Minimum Vent Area The minimum net free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventHation area shall be 1/300 of the vented space provided one or more of the following conditions are met: 1. In Climate Zones 6, 7 and 8, a Class I or II vapor retarder is installed on the warm -in -winter side of the ceiling. 2. Not Tess than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located In the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by eave or comice vents. Where the location of wall or roof framing members conflicts with the installation of upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted. R807.1 Attic Access Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 inches (762 mm) or greater over an area of not less than 30 square feet (2.8 m2). The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. The rough -framed opening shall be not less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). Where the access Is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 9 2010 City of Tukwila BUILDING DiVlSli: Yij C RECEIVED tJ U CITY OF TUKWILA MAR 0,8 2018 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 4640 148 STREET SOUTH TUKWILA, WA-98168 TAX PARCEL # 0040000681 DWN: SCALE: DATE: CHKD: PHONE: N.S. 1/4"-1' JAN.18, 2018 (206) 244-1900 DRAWING NO. DD18-7685—P10 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665