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Permit D16-0094 - SINGH RESIDENCE / LOT 4 - NEW SINGLE FAMILY RESIDENCE
SINGH RESIDENCE 14825 46 LN S D16-0094 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.gov 0042000133 14825 46TH LN S Project Name: SINGH RESIDENCE - LOT 4 COMBOSFR PERMIT Permit Number: D16-0094 Issue Date: 8/31/2016 Permit Expires On: 2/27/2017 Owner: Name: Address: SINGH GURDIP 4642 S 146TH ST , TUKWILA, WA, 98168 Contact Person: Name: GARY SINGH Address: 4642 S 146 ST , TUKWILA, WA, 98168 Contractor: Name: SIDHU HOMES INC Address: 4642 S 148 ST, TUKWILA, WA, 98168 License No: SIDHUHI881JF Lender: Name: SIDHU HOMES Address: 4642 S 146TH ST, TUKWILA, WA, 98168 Phone: (206) 244-1900 Phone: (206) 244-1900 Expiration Date: 3/22/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 4085 SQ FT SINGLE FAMILY RESIDENCE WITH A 703 SQ FT ATTACHED GARAGE. Project Valuation: $541,980.50 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $12,996.78 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW,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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: OS113/��� 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 or 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: 1/ Date: *112-611e • Print Name: 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: Any material spilled onto any street shall be cleaned up immediately. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 6: 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. 7: 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. 8: 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. 9: 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. 10: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on-site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 11: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on-site ponding of storm water runoff. 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: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 14: Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 15: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 16: 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). 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 18: 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) 19: 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) 20: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 23: ***BUILDING PERMIT CONDITIONS*** 24: 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. 25: 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. 26: 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. 27: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 28: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 29: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 30: All wood to remain in placed concrete shall be treated wood. 31: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 32: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 33: 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. 34: 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. 35: 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. 36: 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). 37: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 38: 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. 39: 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. 40: ***MECHANICAL PERMIT CONDITIONS*** 41: 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. 42: Manufacturers installation instructions shall be available on the job site at the time of inspection. 43: 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. 44: 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. 45: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 46: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 47: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 48: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 49: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 50: 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. 51: 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. 52: 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 guage. 53: 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. 54: 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. 55: 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. 56: 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. 57: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 58: 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 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 LATH & GYPSUM 0703 MECH EQUIP EFF 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 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKi' A Community Develop».c.:t Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TtikwilaWA.gov Combination 1 ermit No. D ), �o ' y Project No.: Date Application Accepted: a q/O eke. Date Application Expires: / D �0 y// G (For office use only) 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: King Co Assessor's Tax No.: 0612- OOo /3 3 L0 'el IL{%2' 504.6 PROPERTY OWNER Name: Name: cuY i S .L Address: � y L `l Z 5, 1(IG Cr& Shed City: C-4 4%.) I Lot State: IA Zip: Q g/L CONTACT PERSON — person receiving all project communication Name: '`( SIA) J Address: L1.Ltk L S_ 1 t.A. (p K. ST-- City: 70 l(l.0 1 LA State: W ( o c Zip: mi r b 6 Phone: 2 v (e 1.....41A14960: Tukwila Business License No.: Email: G 5 "A / Z Cb2wc9,L, k GENERAL CONTRACTOR INFORMATION Company Name: l4� T -r-e- - Address:j(,q 2 i S, 9rS- lState: Engineer Name: City: V1_TC�ti,/L.A c yA f� Zip: 9514 Phone: "ZVI�'j 1 Li rq�Fax: City: 1 Li t�e� 1 /A State: Contr Reg No.: Sidi", 111-8 V x : , Phone: 2,0 LS -7/ gmptFax: Tukwila Business License No.: City: ARCHITECT OF RECORD Name: Company Name:�{ Company Name: Engineer Name: Address: Architect Name: - City: 1 Li t�e� 1 /A State: Address: Phone: 2,0 LS -7/ gmptFax: Zip City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name:�{ '" '� 1/2 -Ly Engineer Name: Address: Address: - City: 1 Li t�e� 1 /A State: Zip: Phone: 2,0 LS -7/ gmptFax: Zip Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: $,et Address: C, t r 2— s, /' t r`? ' - City: State:! L JN -11.4 LC &A 14. Zip 1 al c. 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 — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1St floor icrIS— ri floor —IA \ Garage carport ■ -16. r Deck — covered ■ uncovered ■ Total square footage 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 - 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 $ furnace <100k btu thermostat cb emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher _11 lavatory (bathroom sink) water heater (gas) a_ appliance vent d- wood/gas stove fuel type: other mechanical equipment -7 S-6 -P- bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh ❑ electric ❑ gas ventilation fan connected to single duct water heater (electric) clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORM- ION — Scope of work (please provide detailed information): 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 ❑ .. Sewer use certificate ❑... Highline ❑ ...Valley View 0...Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for 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): D .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report p ❑ ...Hold Harmless — (SAO) ❑ .. Bond 0...Insurance D... Easement(s) 0...Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill Cubic Yards Cubic Yards 0...Work In Flood Zone ❑... Storm Drainage ❑ .. Sanitary Side Sewer ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities 0...Curb Cut ❑ ..Utility Undergrounding ❑ .. Frontage Improvements ❑... Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Traffic Control ❑... Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. Water Main Extension Public❑ ❑ - or - Private FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line 0 .. water 0 .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) 0 .. sewage treatment Mailing Address: Day Telephone: City State Zip WATER METER REFUND/BILLING: Name. Day Telephone: Mailing Address: City State Zip r H:\Applications\Forms-Applications On Line k2011 Applications\Combination Permit Application Revised 8-9-11. docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 'LICABLE TO ALL PERMITS IN THIS LICATION — 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: Print Name: Mailing Address: Day Telephone: L S • / (16 $ /e//16 Date: `u1 `'l CTTT') City H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Sln/ GH(SSP`) L©( 4- PERMIT # I (0--61.61Y �@/4g2 4494A L/1/41 s,) 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 ' 2 sv Erosion prevention .S (s' Water/Sewer/Surface Water WIT Sc'° Road/Parking/Access A. Total Improvements $ V1 -St) 3. Calculate improvement -based fees: l B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 31 zS $250 (1) 5. Enter total excavation volume /0 cubic yards Enter total fill volume /0 cubic yards $ 31 z,-." 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 (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2g (2� 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 01/15/16 bUo ooq'1 RECEIVED CITY OF TIJKWILA APR 04 2016 PERMIT CENTER 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) $ 3 [ (6) 7. Pavement Mitigation Fee $ 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. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 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 lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 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 01/15/16 (7) (8) $ 2 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 $ I. Other Fees $ gg Total A through I $ /0/$ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ , 0- ! �� 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 01.01.2016 -12.31.2016 Total Fee 0.75 $625-\ $6005 / $6630 1 $1125 $15,012,-' $16,137.50 1.5 $2425 536;025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $ 0 $100,505 4 $7825 z''' $157,950 6 $12525 ,/ $300,250 �`--, $312,775 Approved 09.25.02 Last Revised 01/15/16 Temporary Meter 0.75" $300 2.5" $1,500 3 C»/ Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $5,000.00 D16-0094 Address: 14825 46TH LN S Apn: 0042000133 $5,000.00 DEVELOPMENT $5,000.00 PERMIT FEE TOTAL FEES PAID BY RECEIPT: R9309 R000.322.100.00.00 0.00 $5,000.00 $5,000.00 Date Paid: Wednesday, August 31, 2016 Paid By: SIDHU HOMES INC Pay Method: CREDIT CARD 06053G Printed: Wednesday, August 31, 2016 2:46 PM 1 of 1 !SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT 1 QUANTITY I PAID PermitTRAK $4,371.13 D16-0094 Address: 14825 46TH LN S Apn: 0042000133 $4,371.13 DEVELOPMENT $197.80 PERMIT FEE R000.322.100.00.00 0.00 $193.30 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 $1,099.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $31.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $31.25 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 $284.45 TECHNOLOGY FEE R000.322.900.04.00 0.00 TOTAL FEES PAID BY RECEIPT: R9310 $284.45 $4,371.13 Date Paid: Wednesday, August 31, 2016 Paid By: SUKHBIR K GREWAL Pay Method: CREDIT CARD 93026P Printed: Wednesday, August 31, 2016 2:47 PM 1 of 1 91'SY5TEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT 1 QUANTITY I PAID $3,625.65 D16-0094 Address: 14825 46TH LN S Apn: 0042000133 $3,625.65 DEVELOPMENT $3,375.65 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,375.65 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R8112 R000.322.100.00.00 0.00 $250.00 $3,625.65 Date Paid: Monday, April 04, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 51950F Printed: Monday, April 04, 2016 4:24 PM 1 of 1 CRSYSTEMS 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 Project: o� -� (? ,b64ra T lL` it - t7AAL Address: /1/90r 467LAir S Date Called: Special Instructions:�U� � Date We� ' � � �*""'M Request r: Phone No: 14 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 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 INSION 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 bi6 -6C9111 Pro' ctt:I y�pi, iA �rA eaiDi .JCS Typ Inspection:�j �, ��j� 1✓ 11,AilJ-- 7 1/V.K1L Address: , /r Date Called: Special Instructions: Date Wqt i Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector:717,41,4.1 Date: , 4 f 7 REINSPECTION FEE REQUIRED. Prior to next inspe tion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN ION 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 b? • co9q Project: S iiti61-1 iaZ ibtW C " Txpe of Inspection: `I 11 cbiljz;- t° hkd L Address: o/ o j Date Called: Special Instructions: //'' L(;%- / Date Wan di 7 / 7 p.m. Requester Phone No: QApproved per applicable codes. Corrections required prior to approval. COMMENTS: I Pcovlabd-c_ APPedat i& 1 Date: 7/1 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 bga-odg eft 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: f -644 It 9 T'je of Inspection: CzumBilje'r rwA-.1.- Address: 1162,5`4(`4tAi,- .: Date Called: Special Instructions: Date Wanted: e1/ i 7 a : 1 1 :, I 4 ,1 i : Requester: Phone No: Approved per applicable codes. IRICorrections required prior to approval. COMMENTS: nteuicenzeccpc-ACS Inspector: / Dateg 7 f'7 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)/Cc - cc eq Project: 5 Ak •4 (2a9b6J T e of Inspection: ISv) Lb'4&J - 7 AL, Address:Date 14'F2S" lie -.I CAI s Called: Special Instructions: Date Wa� / 7 a.m. p.m. Requeste : Phone No: ElApproved per applicable codes. g Corrections required prior to approval. COMMENTS: 12621/4bV See- 'Pag-riev_-_, Inspector: 41) '7 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 big. - co -4/ 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /,J61 -d X61.2 V .:=N Ty of Inspection: ,J&- t-7rt / Address: /82 S-- 414 1111 a 5 Date Called: Special Instructions: - Date W3te j : a.m. Request : Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: qi 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Zs 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 bib - 0094f Proje,St: Si/lie/44 'e/44 Y2a)D T e of Inspection: `%� i Lb/AZ, /L Address:Date /4/9?s ' ridC,.1 S Called: 3 6stJAift1lo1L 126606NA) ,4T 7V P C 5T--1r2S v�.�c,xAy Special Instructions: Wary Date Wangle ? / .�= a.m. Requeste . 5 .. ,4t' I eL :91? Wk r-- (16- A" lMAx Rae Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: SQL ,4LL 7 cx�� Art— �i�P.�Gt� 1 GUW'A) L 4 C YZbY2AIL ardw 1nL&b /I -r 5-r,A I T -S 3 6stJAift1lo1L 126606NA) ,4T 7V P C 5T--1r2S v�.�c,xAy I) rr:P-6- ePr- F/AAt_ APPi2A-AL t v rti Sht fe_i i✓i4C_ APPRPAC. 7 5 .. ,4t' I eL :91? Wk r-- (16- A" lMAx Rae Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. '' r� INSPECTION RECORD Retain a copy with permit INION NO. bi6 0091/ 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: F �r iN164i iA ice Tye of Inspection: l' Gim',1evA.Y; kixor _ Address: ,74 � /LiE2s'—' 467tif Date Called: Special Instructions: 7 q Date W?t d: 0 ? f a.m. P•me Reques r: xi SOcArJeS, 7'&S1 7ILefr Phone No: k ijZ2) Approved per applicable codes. Corrections required prior to approval. COMMENTS: i) 5Ett' yeAC .brSi-l-W%7d CZE- CarAi P OAQ)ivL�rS Z L4 xi SOcArJeS, 7'&S1 7ILefr k ijZ2) l •CJS ff.+Et LA'i 1c Ab r /�► Inspector: Date: 613J t 7 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 IN CTION NO. -0091/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projj�e^^ct: Typ of Inspection: Address: /01X ' #6114 Ai 5 Date Called: Special Instructions: Date Wante : 7 /i� l /7 p.m. Request . Phone No: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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. bib -ae**/ 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: S iA k.: i Pa I16V4 Lam' Ty a of Inspection: tIlA )le/A . 1-7,4"� r Address: r' S.-- .� /02 J!(a �1� ate Called: Special Instructions: Date Want . Request r: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: Ab„...t 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 a%!o oogi 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 Pro ect: Sig a i 74) Type of Inspection: 6A -s ► l i t ,�' f'l L Address: Date Called: Special Instructions: i e'r ll Date Want : % /9 l7 p.m. Request r: Phone No: Approved per applicable codes. 1__J Corrections required prior to approval. COMMENTS: Inspector: 4,4t,,, Date: 1 //7 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 oo fel Project: 3/Ai-AA f a- 016J Z," T e of Inspection: 'i Y W iiC/ZATIC;jr Address: 4617' hs Date Called: Special Instructions: % Date Wante Request : Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: ,7 /IGtf 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 bile -6094 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: -iftie�k4 ¢' ?bcA.'e; Ty a of In pection: r a'iai v- :/, ).1, Address: I/ /,` J4/ es L+( J Date C ed: Special Instructions: • Date Wanted: , -7/` / 7 a.m p. : Requester: / q Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 NO - 6V94 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 of Inspection: Address: )LA24' 06714 ifu S Date Called: Special Instructions: Date Want : I -2 %% m. Request j Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: Date y/? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l Retain a copy with permit INSPECTIO 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 o094 Project: 5/Am- Ty of Insp ction: c' tiRvAJ-6- %v'cre r—ZerJ Address: /4' 2' 417.1 a S Date Cal d: Special Instructions: /or y Date Wanted J 6-72//, C a.m. phi . Requester.' Phone No: ElApproved per applicable codes. C1Corrections required prior to approval. COMMENTS: pawThr tAl2bh AcL6ss Inspector: Date: g/ 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 IN "T' ON 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 vkiN Pect: rS tiJb?4 )2a IN:-,' c9 pe of Inspection: ThALLl A4c,)44TYc%rj Address: /4/0x' 1/014 6' S Date Called: Special Instructions: i Date Wante a.m. Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:Abortvi Date: REINSPECTION FEE REQUIRED. Prior to next inspection, flee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b16-OOVi 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: //���� iAka I 5si Ty,peInspection: t"PAM i AZ' Address: /492‘.'- 2 ` lel Id � Date Called: Special Instructions: knit Date Wanted:a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A 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 INS.W ON NO. -.1I oo9q 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' Gt: T pe of Inss ection: Address: Date Calved: Special Instructions: Ler— q Date Wanted: am. p.m Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector:44141 Date: 71/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V INSPECTION RECORD etain a copy with permit IN ION ION NO. 9'i 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 Pect: rSiAJ 4 12et ittvee Type of Inspection: (,tiALI_ 1 AALJ?477 il I 1/%-C 1 /06›, V (- - ,i /A.- Address: /4# ' 46114 tiJ i Date Called: z tfo i S 1 A5tr )./o s 1t_is AT- '772P V' Special Instructions: J _�'1 ,.,� zi L Date Wante : it 27 7 a.m. p.m` Request : `APPeliVbe I Orb Phone No: 0 Approved per applicable codes. gi Corrections required prior to approval. COMMENTS: I 1/%-C 1 /06›, V (- - ,i /A.- ---rig /su6s Ar 5 /g./1►Lre.,: L us z tfo i S 1 A5tr )./o s 1t_is AT- '772P V' Com- bare 3) }v r �S" J&- l 4 (AA. oAl 4r TVP b /4-r /VIA -S-82- B cvm -- itglie Arut J' f �i ra -wu Ai& ), Pee C J `APPeliVbe I Orb 1 Inspector: 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 INS' ': NO. �l�r ex2I1l PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PrSject: l.J j=-Sib.AR.76 Type spection: 11 tJ& Address: /11412E--404 , J Date Called: 1 Special Instructions: h'r- i! Date Wanteda z/ 27 i7 p.m; Requeste V.rei/k4A empea-enoLK ? 1 3 Phone No: Approved per applicable codes. 121 Corrections required prior to approval. COMMENTS: 1 loud s ( Ogl :'' "1 barl AM--- 4' R c&g:- V.rei/k4A empea-enoLK ? 1 3 o . g -er s Nr- y." o el /As Zvi),I�AT '� �✓' w /" i.,' reuf r g �y 5t 1 �rH 7 ° ° ieL .I L's . ', /� 422/ 1' be Y A W'L��' ',, (6E� �(' ,.0- `i 72 �r 1. cf,,riAJeciez err Qeecab hi -ye Inspector: eA 1 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 Project: Ty a of Ins ction: Address: Alga'''. 46711 CA Date Called: Special Instructions: Date Wanted: et 20/ 7 wrn- Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date 177 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 Proct: _iAJ A I2 f CE ectiion: T of Inspection: 11614- ?,J Ku tAAAJ Addres: /4' 2s 6 S" Date Called: Special Instructions: Date Wan d *Ti Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPEC -ION 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 13/6 -0o99 Pr ject: S 1ASZr14 bc c : Type of spection: 0MI/ ;/i '661/117/Y6- G�•[ 19 7,41C/E T COWI EW s7? 3l/, Address: J4%4/6171 LTJ S Date Called: t— _4'11-/ NC -- Special Instructions: Date Wanted: 9 20// 7 .,sP.m. p.m. Requester:: Phone No: 1» /iZ T ;P' �i�' in -- 'Tc, 0 Approved per applicable codes. NI Corrections required prior to approval. COMMENTS: ;/i '661/117/Y6- G�•[ 19 7,41C/E T COWI EW s7? 3l/, ft -7— A Ry 191.4-4:7 6H-P-ck !,-L Z t_'z-cr4-, .dU d) 2 • D/40-7 -- D Uc-T G ✓.O -1--tler t— _4'11-/ NC -- 3 . Reeki /e ' L-grnrAz e3 "T'�/ @ aw Ar14- I / 1» /iZ T ;P' �i�' in -- 'Tc, ri ' Pt 5- -14 (13,_ -, OK w/ L67i61-771411)(6/3711r47‹ Inspector: DatV-2.10 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' ct:„//�� f `il.�. �14 (2c,-l�” Type of Inspeion: 1ji/i4Ll._ /Ai eA/ Address: /4 zs--- 460 Lf Date Called: Special Instructions: Date Wanted f/ 2/ I7 a.m. p.m. Requeste . Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: n CA-AX6- Po2 67070Atc---nis inspector:4 D 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 00% Project: /�,,M. � � i/ti 61-I I s,tit./ a Type��ws`of Ins tion: 9 ' )..uer Address: /L/OZS j�''4i,.J S Date Called: Special Instructions: Date Want d: 1 17 /7 pm. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: folim6 peavivr----os t-oe_ busparyatv ,14-ebt.itcx iA)--T-711)1/4) inspector:At,.. Date: ))/71r7 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 IN 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)i6 - oogg Pro'ect: S/A1614 OS Tyr); of Inspection: l T"1-� �Cri Address: Alen- 46"4 tivrS Date Called: Special Instructions: Date Wante iIVI7 Requeste . Phone No: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: Inspector: eetvvi Date: ' , I1.7 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 INSP ION NO. bid -0#911 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: < A1644- Oaf - Typpof Inspection: tSLo a/Air& Address: 11r4 2 `"i c� J Date Called: Special Instructions: j ti Date Wanted : % Z/ �, p' Requester: Phone No: 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: etell Date: r /Z /17 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 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: SiA)t1a 2 � rC6lyd7A4 T e of Inspection: - ,A/ main al_ Address: /t/'2( I/L774 LAI � Date Called: Special Instructions: Date Wante�y. 112// `'J a.m. .m. Requester/: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 IN TION 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' t: 3ilO644 Paib Tye of Inspection: ECi4 1.i)► P jam' Address: /1/62C 46771tid Date Called: Special Instructions: �! T., q Date Wante / /Z % % p.m. Request : Phone No: RApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: /7 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 INSP 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 tib-Oogzt Project- 1 [r 4 axio T e of In ection: / Pe Doa' AtKi A 70J Address: / /'25 yo i' s ate Cal ed: Special Instructions: bT 4 Date ae Wntd: l� 7 Amy p.m. Requester' Phone No: iApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A 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 INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Tj)G -vo9y 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projec : ) AJ(,j4al-O CIF Type of Insp ion: 'use/12 Address: ,..„6-A)P� Date Called: Special Instructions: I Date Want % 12// a. m Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i' c2120/1 E' tifArCP/1202 Inspector:7 !7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)/6 _mgr/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje4t: SMk4-1 '?Esi 6Wcg-' Type of Inspection: Unlb 6��tztAM Address: J4'9z dom LAT S Date Called: Special Instructions: j y zi L c�/ Date Wante f i/ l7 p.rfs. Request Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ai A Inspector: Date: 1 l / / .� 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 y Pro', ct: /,J6 /4 1 a TWA.ICE pilige of Inspection: 1 1} ` Ai CAS `IP!,P/, Address: /1`r2S`-4l6'l Lycos 5 Date Called: Special Instructions: br-- y Date Wante : ////7 a rr p.m. Request r: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 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 permit `Did- - 0o9y 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: SI -I PKtrbe Type of Inspection: WAIL SF% > S>af l r, �drgss:k2S yd n' Date Called: Special Instructions:Date L0 r "1 /' Want II ie /a a.m. .S Reques r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: At) A Date: 1l / ie REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. c4r 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 D16 cvQ1-1 Project: Si 4 2esr t eb xE Ty of Inspection: Izoor .5)-164-7-74/Az- Address: 1082s- SP1' LAf 5 Date Called: Special Instructions: 4 1G7— Date Want& : jl / ` /t�i a.m. CP m. Request . Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 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 TION 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 bib vo°4 Pro'ect: S /10C4-1 ot,- ibc-,urce Type of Inspection: 0Ameeppow nbtrimi Ar -6-- Address: Date Called: Special Instructions: / ,�--zi Date Wanted:, /1 106 / 4 .'16 m. - - Requester. Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: .�vz�vvl n 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 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: + *� / T �, i ►�E- f Typj nsp�e/ction: / Cx1T /4/6.- �l iA-/ill c Address: ll' fl2s 4'f 17 G'S Date Called: Special Instructions: Date a ted: a.m. Reque ter: Phone No: ElApproved per applicable codes. [—_-_]Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. &AiN INSPECTION RECORD Retain a copy with permit t(6 —C3NO. y INSirECTION NO. PERMIT N . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'eta: C �t /�I ►2 of Type of Inspec ion tAjV( A drew l'/523 1V 2 ( k'_fa. Date Called: Spe ial Instructions: Date Wa ed 6.a- Requester: Phone No: giApproved per applicable codes. Ll Corrections required prior to approval. COMMENTS: 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 (206) 431-3670 - */ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Proje t: SiAl 12gClba.te Type spection: 1-conAf6- Address: /1102c" 1JC S Date Called: Special Instructions: Date Want eVA.a.m. m. Requester: Phone No: RIApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 1/6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1)/A-, or PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �I O i"-( if fGlnrc4=- ter 1--gl_ac Type of Inspection: Ce_{-AeNg--1,v �Lt Address:k Suite #: 1 4-<0.-5— 46 Lj Contact Person: E ---1D Special Instructions: ` BVt tr7eS`— n-e,is /376(/36See-&.Z .acs Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: 6 -ed 19rferi le..(ey- I'tf 4' S / . .bi4 e> &r,c" � / 1 $ ovvI (} �' A, --r aye_ h •€'.P cis h 1.e__-`I� t ,rvl rhe �1 C+` Monitor: Pre -Fire: BVt tr7eS`— n-e,is /376(/36See-&.Z .acs 5t) fi- a v&- - / 4- Sea o ._wf 2- Y //z ct_c. i- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Of() _QQ`f4_ Type of Inspectio rte -5--605" Hood & Duct: PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ti, 7- 4, 5 1 Ot-h{ ildww, Type of Inspectio Fire Alarm: Hood & Duct: Address: / f� �-� Suite #: (a/(6?iC t C� �, Contact Person: ,1 Permits: Special Instructions: Phone No.: j Approved per applicable codes. Corrections required prior to approval. COMMENTS: k_ aveYe___ -7/')G7 /,7?q7,( CJ-7A-7�" G O k Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 74- Date: NIT/ — 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 INSPECTION NUMBER INSPECTION- RECORD Retain a copy with permit 1 Mo Ga`t'es PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: D j..�, / H O C { -f Sprinklers: Type of Inspection: Address: /4i'2 Suite #: - 47,, t-,. Contact' Person: Special Instructions: 51S ( P Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: — Fit 19 rug - / is(A/6 51S ( P 5/744-7.(., Aa- 2, Pa i 0 ,(2- -to c.-xt-- • I FM -1 f\l(r7 g P.--0,_ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: f1/14 4 Date: 1 IR 1!-z., 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 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 August 19, 2016 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Foundation Subgrade Field Inspection - New Residence 14825 46th Lane S. Tukwila, WA 98168 PN: 004200-0133 (Site Lot #4) Dear Mr. Johannessen: On this date and at the request of Gary Singh, builder, this office visited the above site to personally observe the exposed soils in the bottom of the excavation for the foundation footings. All areas were excavated and open for observation. The typical depth was 3 to 5 feet. Backfill will largely be replaced on both sides of the finished wall. Bottom soils observed were a generally dense very sandy loam with some trace of clay. The depth of soil and observed characteristics indicates that it original and undisturbed. While not possible to confirm, it is likely older glacial outwash which has been glacially compacted since deposition. The observations of the foundation bearing soils confirms the earlier assessment of bearing soils for this site as providing an allowable foundation bearing pressure of up to 2,000 psf. Thank you for your continuing assistance and care in the construction Qfitt� s: ew residence. { (ITV OF TIsKVgILA Sincer- j y �GtS3ri'�►` ��' t tl VS DEFb viir CENTER garysinghlot4soilsltr/1621 ruce S. MacVeigh, P.E. Civil Engineer Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 March 28, 2016 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Structural Soil Information - New Residence 14825 -46th Lane S. Tukwila, WA 98168 PN: 004200-0133 (Site Lot #4) D Dear Mr. Johannessen: Two areas concerning soils for this site: 1. Drainage and Runoff Infiltration - The soils for the above site were evaluated several years ago as part of a complete geotechnical evaluation required for the design of the access road. REVIEWED FOR CODE COMPLIANCE AMMO MAY 2 4 2016 Iat ati4uttw^b BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER The "U" shaped private access road has the name 46th Lane S. As part of the road design and construction, the two Targe infiltration trenches were installed under the roadbed to dispose of road surface runoff. They were also sized to accept and infiltrate the future runoff from the adjacent residential lots, to include roof and driveway runoff. For this purpose, a 6" storm stub was run from the street catch basin system to each lot for convenient future connection without having to disturb the road storm system or its pavement during construction of the future residences on the lots. 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 5 dated September 25, 2015 used as a limit a 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. bu ooq'' 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. Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot4soilsltrrevised/1602 EXPIRES: 4/24/ 17 FIL� STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION REV EWED FOR OODE CQMPLIANCE "" APPROVED MAY 2 4 2016 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 NEW RESIDENCE 14825 46th Lane S. Tukwila, WA 98168 PN: 004200-0133 (Site Lot #4) Sidhu Homes Gary Singh 206-244-1900 March 28, 2016 RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER 'aiaEs:4/24/cz 1 P/2 e �i�n i BEAM CALCULATIONS See beam reference lettering on plan sheets which correspond to the following beam calculations. BEAM CALCULATIONS DATE: / 1/ PROJECT: —<- MEMBER LOCATION: ,41 -revfi iectr,,,a6 (/2 ,„ /cif). SPAN = L = C. FEET DL = PSF LL = PSF NS 2 ef a' THEREFORE 11 = 4'S PSF• w = 11 x width contrib. area = PLF 4S -k 2/' MDES. (UNIF. LOAD) = W X L2/8 621e MDES. (POINT LOAD) = ((1-, FT # FT # FT # IN# /L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : /1/44 GRADE: Fb = ‘5 S- PSI BEAM OR JOIST SIZE: 4 /I g / 2 ff S = b x d2/6 1N3 = THEREFORE: MCAP. S • Fb Minimum S req'd = ‘40,, //v3 7 1N3 73' e9 f Ce) MCAP. McAp. =Z,75TSIN# GREATER THAN MDEs. = 7° IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) ("". X../0`1 CA-V71a 7 :3.) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: tin/11 45°9 fri SPAN = L = f7 FEET — 1-41 At -4,Z: k 7entjag7,44 j7ci C., 7:3 DL= Z PSF LL = 4° PSF THEREFORE 11 = CD PSF w = 11 x width contrib. area = h e5) PLF k .73 MDES. (UNIF. LOAD) == W X L2/8 = 69' MDES. (POINT LOAD) = FT # FT # FT # IN # )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : 777' GRADE: 2/ 0 PSI BEAM OR JOIST SIZE: // 3""g0 //Minimum S req'd = //v3 S = b x d2/6 IN3 = THEREFORE: WAR= S MCAP. GREATER THAN Fb MDES. THEREFORE OKAY (AABEAMBLANKBLANKDOC) IN3 MCAP. IN # 3,79s- 0 (1 it''19' 7 A-7-7 = 2,9 ?42 # REQUIRED • BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /14 i'i / "i' 4 SPAN = L = // f FEET ___ 7 tci BEAM OR JOIST TYPE : 7-J-2 BEAM OR JOIST SIDE: //%' S = b x d2/6 IN3 = THEREFORE: McAP. = S MCAD. _ (AABEAMBLANKBLANKDOC) 1 DL = 2° PSF THEREFORE TL LL = c = PSF w = TL x width contrib. area = ‘,0 / MDES. (UNIF. LOAD) = w x L2/8 C=1 ' r. 2 z5"—m MDES. (POINT LOAD) = ((L GRADE: //e7 F Minimum S req'd = „pa(' el, PSF (-' 0 PLF FT # FT # FT # IN# /LxP)xXFT# FT # FT # IN # IN3 Fb = MCAD. IN # = /‘D p<r# PSI /4, 3 GREATER THAN MDES. = z # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ifr-70 1/-ff ire ju-/14 o 7b7e1 (3., 4. ,414-1r e AP FAO 17,4., SPAN = L = FEET DL = PSF LL = PSF THEREFORE TL = t40 PSF• w = 11 x width contrib. area = S-7° PLF MDESJUNIF LOAD) = w x L2/8 FT # S -?0, 6VE FT # MDES. (POINT LOAD) = la•••••7•••••••• F T # e9 c) IN # )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : /1/ ‘-z r9 GRADE: ,4#2 Fb = r54-0 PSI BEAM ORJOIST SIZE: .4 '1 Minimum S req'd = 3er //v3 S = b x. d2/6 IN3 = = 7_? INT3 THEREFORE: MCAP. = S . Fb MCAP. IN # MCAP. = 7.3. 12 3 &7 -- GREATER THAN = 75 -5 -IN# MDES. = 7e 11 IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANICDOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /Ill SPAN = L = (9 FEET , • bii-e/A/4 DL = PSF LL = PSF THEREFORE TL =S PSF. w = 11 x width contrib. area = PLF 6-0 y e) MDES. (UNIF. LOAD) = W X L2/8 = MDES. (POINT LOAD) = FT # FT # FT # IN # L x P) x X FT # 7 FT # FT # f -JN# BEAM OR JOIST TYPE : (5.e' 2.? GRADE: .5-7,1) Fb = 2,4 e'ot PSI BEAM OR JOIST SIZE: ‘.3/4 A- S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) MCAP. = MCAP. Minimum S req'd = M/s = /6,o IN3 Fb = MCAP. IN # /6e, D • 2 „ziee 41) = 386,0° IN # - 3`1L/6f5- IN # REQUIRED GREATER THAN MDES. — THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: 1-119,11-( 0 ee_ SPAN = L= 7 FEET C 4",>0 37. Ela ‘"1 DL= 7c PSF LL = 40 PSF THEREFORE TL = 60 PSF w = TL x width contrib. area = PLF e 2' MDES. (UNIF. LOAD) = W X L2/8 = FT # FT # FT # IN # )/L x P) x X FT# FT # FT # # BEAM OR JOIST TYPE : C GRADE: '5 71> Fb = Y"° PSI BEAM OR JOIST SIZE: ..7Y8" Minimum S req'd = Z1,-2 //V3 S = b x d2/6 IN3 = THEREFORE: McAp. = S . MCAP. = (AABEAMBLANKBLANKDOC) = IN3 Fb MCAY 1N# = ireoleePo IN # GREATER THAN MDES. (2) IN # REQUIRED THEREFORE OKAY • BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ev-e e• 0 le 167 23 1-1C4P-1 SPAN = L= ( FEET DL = 7e. PSF LL = 414:1 PSF THEREFORE TL = 62 PSF w = TL x width contrib. area = PLF -f— ? MDESJUNIF LOAD) = w X L2/8 ;ve FT # FT # FT # IN # MDES. (POINT LOAD) = — / L x P) x X FT # FT # FT # rfr es. 7t c IN # r' BEAM OR JOIST TYPE : <347 ir GRADE: - 7D Fb ° PSI BEAM OR JOIST SIZE: S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) MCAP. = MCAP. = s / Fb r .0 Minimum S req'd o IN3 MCAP. IN# = IN # GREATER THAN MDES. = 7 / 3 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: 1.1i.; / ep es _sSr E. Air -1 SPAN = L = "' FEET DL = ?0 PSF LL = T 0 PSF THEREFORE TL = PSF 4; a, 4, )5 pe, BEAM OR JOIST TYPE : free -B' GRADE: BEAM OR JOIST SIZE: '7"x?2/' w = TL x width contrib. area 4 PLF +J9' MDES. (UNIF. (UNIF. LOAD) = w x L2/8 = /5-, oft-/, = = MDES. (POINT LOAD) = — X) FT # FT # FT # IN # x P) x X FT # FT # FT # 1N# Fb = 45 PSI Minimum S req'd = 4/I4, S = b x d2/6 IN3 = = 4-, C ri 3 IN3 THEREFORE: McAP. = S . Fb = MCAP. IN # McAp. = </(--' , -:? '70 C = tim7r-a-IN # GREATER THAN MDES. = e,6,.IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DALE,: PROJECT: MEMBER LOCATION: /14 SPAN = L = 7 FEET 2 p P5FfLA) /e0 p DL = 20 PSF LL = e7OPSF THEREFORE TL =6 PSF w =11 x width contrib. area = .?&.t") PLF + e MDES. (UMF. LOAD) = w X L2/8 = FT # FT # •FT # IN # MDES. (POINT LOAD) — - X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: ‘1" (5 GRADE: Fb--PSI BEAM OR JOIST SIZE: 5- Minimum S req'd = S = b x d2/6 IN3 = =( 2_3 IN3 THEREFORE: McAp. = S • Fb = McAp. IN # MCAP. zo • ?4-€:9 = 2 SI? ex, 1N GREATER THAN MDEs, =7IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ,-7,9// 7-4-e " /0 — 17,9e_rar-e SPAN = L = /0 FEET DL = 2 PSF LL = en) PSF THEREFORE TL = 60 PSF • w = TL x width contrib. area = /5-c7 PLF MDEs. (UNIF. LOAD) = w x L2/8 MDES. (POINT LOAD) = ((L FT # FT # FT # IN # /L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : 7 GRADE: /.1-F44-. r> Fb YS PSI BEAM OR JOIST SIZE: 4" rf- Minimum S req'd = /4/3 S = b x d2/6 IN3 = 73, 83" IN3 THEREFORE: WAR = S • Fb MCAP. # MCAp. , =63 7s-s—IN GREATER THAN MDES. = ¶>° IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: A---(2 6./ ,-/DA7 77`o SPAN = L = /-C-- FEET 45- (ig DL = 20 PSF LL = 0 PSF THEREFORE TL = PSF w = TL x width contrib. area = PLF ‘Z) MDES. (UMF. LOAD) = w x L2/8 FT # O /8 FT # FT # IN # MDES. (POINT LOAD) ((L )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : 7 3" 7- GRADE: // 67) Fb BEAM OR JOIST SIZE: // Minimum S req'd = S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) McAP. IN3 Fb = MCAP. IN# = fe6 t) IN # PSI 3 /A' GREATER THAN MDES. IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ,e -o >/ c '-/ SPAN = L = O FEET DL= 20 PSF LL =40 PSF THEREFORE TL = GTO PSF w = TL x width contrib. area = PLF j r(i MDES. (UNIF. LOAD) — �yW X ? L2/8 = MDES. (POINT LOAD) — ((L — / L x P BEAM OR JOIST TYPE : jT a.. GRADE: ?' 6- 0 Fb = FT # FT # FT # IN# X FT # FT # FT # IN # PSI 3 BEAM OR JOIST SIZE: ,1/ 7/8 4« Minimum S req'd = //t' S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) MCAD. = S Fb Mc IN# MCAD. = _ / d IN # GREATER THAN MDES, _'r; IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: SPAN = L = FEET DL = PSF LL = PSF THEREFORE TL = PSF f-5 w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 FT # FT # FT# IN# MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # = FT # = FT # IN# BEAM OR JOIST TYPE : / J GRADE: -2( 0 Fb =/ PSI BEAM OR JOIST SIZE: /7 'rte Minimum S req'd = /4`3 S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) MCAD. _ MCAD. S Fb 1N3 MCAD. IN # = IN# GREATER THAN MDES. _ THEREFORE OKAY IN # REQUIRED BEAM CALCULATIONS DALE: PROJECT: MEMBER LOCATION: / f) <0 7� SPAN = L = FEET /1 — b ////..(/4 Awa DL = PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 FT # FT # FT # IN# MDES. (POINT LOAD) — ((L — X) / L x P) x X FT # FT # FT# IN# BEAM OR JOIST TYPE : 7 - z GRADE: // F BEAM OR JOIST SIZE: // 749 Minimum S req'd = S = b x d2/6 IN3= THEREFORE: (AABEAMBLANKBLANK.DOC) MCAD. _ MCAD. = S IN3 Fb = McAP. IN # GREATER THAN MDES. THEREFORE OKAY IN # PSI /A, IN # REQUIRED DESIGN PROPERTIES 11 riv4" i 1 rm" 1 1 x-2 6" T 1'/�"-1136'-13r1" I 11/2"-1W -1 934° 934" 9'k" n/g' 117-0" 3%" IPA" 111" 14" 14" 14' Tit® 110 Joists TJI® 210 Joists TJI® 230 Joists 13%° I --j r 2mie" n1/2" 3A° 14" 16' 7h6" r334" 11w 14" 16" T11® 360 Joists TJI® 560 Joists Desisn Properties (100% Load Duration) ' ` Deplha rr a; � , ' ,s�Dasi000..0104� K , h x, r "r ` r ., 1 .. Reeeii9R`Pi tertieb,"2. ,, ;� , -TJI , w; + T , ^ _-.eight ' i tiltbs/ Ci :. v. Aaxrmuin ' Resistive) 47".1°T,,1ltt f �lft lbs)IbS) ..r... , .. ; . 0 y 41in,2 Ib3) , ' 14aximifm' `Vetical L $heara� t . + ' '''f ,,Reaction � �\� tis) i G '' a $' w kni =n�eaction '' A 34"• 1 ''e tit diite, f ea%tioi (1bS) r ' Y.„Intiti`odia1e` s �teac'(ion{lbs) ,. - 1, �xgbs) ;six ' . _ �, t(gW h ,`1YJtli 'ebtf .0federsalsStiffs)tern,.aa;St.040. E ry tff Webs ,t fd ners(2� S54)4100.ers,.>. 1d0 2.3 2,500 157 1,220 910 1,220 1,935 N.A. 2 350 N.A. 934„ •21014 2-6.F,(;__3,0000 T 186 -1,330 i 1005 ' 1,330 2,145 _A.: -N A. Z565. Nit. - " F5 23Vi. 2.7 3 330 f 206 1,330 1060 1330 2,410 N.A. 2,7 0 N.A. 11D X25 1 J 31_60. ✓��/'267 + 1;560 910•:_ 1,375 4;935 2;295 2350 2705 4 210.E 2.8 l 3,795 ✓ 315 1,655 1005 1,460 2,145 { 2,505 2,565 2,925 1Ar/r"'.:'-e4/.30:44`• ;-__3A ._x_.__4,215 , 347 1;655 1,060 1485 ! 2,410 _ 2,765 _ 2,790 3,150 - 360' 3.0 6,180 i:: 419 I 1,705 1,080 1,505 2,460 2,815 _ 3 000 .�, 3,3601._ .y -.1560';1 4.0. j. 9;500 •; 636 1 '2,050 1,265 1,725 "'3;000 i ::3,475 3,455 3,930 mit04 2.8 3,740 392 ' 1,860 _91_0 1,375 1935 2,295 2,350 2,705 ,,*i? 2f0; � _ .w31 ` 4-,4-90-7-74-61...1----17,1-4- _ 5 _ _ 1,05 fiT,1-._":72,1-4-5-7--171.,__21505 2,565 _2,925 X14" : c '290 53': 3.3 4,990 509 1,945 1,060 1,485 2,410 2,765 2,190 . 3,150 ,,,,,:c.,461110.74_.,3:3- , .i;7-050 y _ 1 7,335 i . 612 4.2 11,275 926 I 1,955 L080 1;505 _:,_:,:Z.460 j :'2_815__,_ 3,000 3,475 3;000 , 3,360 ' 2,390 1,265 1,725 3,455 3,930 • D':'....7.7' _ '33 { 5,140 i • 629 , . -2;190. . "1;005 ^ 1;460 2145 •_.i 2;505: 2;565 2;925 4230 -• 3.5 5,710 691 •2,190 1,060 1,485 2,410 2,765 2,790 3,150 16 .'-'41111).).:3. 2_190 __.__1,080 i8,405 '._ 830 i___ .2;190 _ ,___._2460. 1;_2,815_.__• __3,000 _, _3360 __ ' i58O,S _3.5 4.5 ! µ12,925 ' -1,252 2,710 ,__1505. 1,265 1,725 3,000 3,475 3,455 3,930 (1) Caution Do not increase joist moment design properties by a repetitive member use factor. (2) See detail W on page 6 for web stiffener requirements and nailing information. General Notes ■ Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR -1153, and these increases are reflected in span tables. • The following formulas approximate the uniform For TJI®110, 210, 230, and 360 Joists A = 22.5 wt4 + 2.67 wL2 El d x 105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above load deflection of A (inches): For Tile 560 Joists A = 22.5 ye + 2.29 wL2 El d x 105 PRODUCT STORAGE Fll®oists=are intended for dry -use ,applications 44, Protect product from sun and water CAU110H.• Wrap is slippery when wet or icy Use support blocks at 10'on-center to keep bundles out of mud and water Align stickers directly over support blocks Trus Joists The Joist Specifier's Guide TJ -4000 I May 2013 3 Western Woods Use Book 3.3 BASE VALUES FOR WESTERN DIMENSION LUMBER' Sizes: 2" to 4" thick by 2" and wider - Use with appropriate Adjustments in Tables 3.1A through 3,1G Grades described in Western Lumber Grading Rules, Sections 40.00, 41.00, 42.00 and 62.00. MOW wlwaggaati► Species or Group Grade ,Douglas Fir - Larch Dougias Fir Western Larch Select Structural No. 1 & Btr. No. 1 No. 2 No. 3 Construction Standard Utility Stud Extreme Fiber Stress in Bending Fly Single Tension Parallel to Grain Ft Western Lumber Design Values Table 3.4 BASE VALUES Also Stress -Related Boards, see Section 30.60 tior1 ontal Shear Fr Compression Perpen- Parallel dicular to Grain Fc l Fc Modulus of Elasticity E 1450 1150 1000 875' 500 1000. 550 275 675 1000 775 675 575 325 650 375 175 450 95 95 95 95 95 95 95 95 '95. 625 1700 1,900,000 625 1500 1,800,000 625. 1450 1,700,000 625 1300 - 1,600.000 625 750 1,400,000 625 1600 1,500,000 625 1350 1,400,000 625 875 1,300,000 625 825 1,400,000 Douglas Fir - South Douglas Fir South WeStern Hemlock Noble Fir Caldomia Red Fa Grand Fh Pacific S"ver Fir While Far Select Structural 1300 No. 1 900 No. 2 825 No. 3 475 Construction 925 Standard 525 t)tility 250 Stud 650 Select Structural 1400 No. 1 & Btr. 1050 No,. 1 No. "NCD. 3 Construction Standard Utility Stud n 850 0 975 550 250 675 875 600 525 300 600 350 150 425 900 700 600 500 300 575 325 150 :.400 Spruce -Pine -Fir (South) Western Species: Engelmann Spruce Sirke Spruce Lodgepole Pine Select Structural No. 1 No. 2 No. 3 Construction Standard Utility Stud 1300 850 750 425 850 475 225 575 575 400 325 200 375 2.25 100 250 Western Cedars ! Western Rod Cedar rnceh$P Codar Port Orford Geoar Alaska Cedar Select Structural No. 1 No. 2 No. 3 Construction Standard: Utility -'Stud' 1000 725 700 400 800 450 Western Woods Any of the species in the first four species groups above plus any Or all of the loliowing: Idaho White Pine Ponderosa Pine Sugar Pine Alpine Fir Mountain Hemlock Select Structural No. 1 No. 2 No. 3 Construction • Standard Utility • 225 550 875 650 650 375 725 400 200 500 600 425 425 250 475 275 125 325 90 90 90 90 90 90 90 90 7 75 75 75 75 75 75 75 -.75 70 70 70 70 70 70 70 70 75 75 75 75 75 75 75 75 '70' 70 70 70 70 70 70 400 300 275 175 325 175 520 1550 1,400,000 520 1400 1,300,000 520 1300 1,200,000 520 750 1,100,000 520 1550 1,200, 000 520 1300 1,100, 000 520 875 1.000,000 520- 825 ,. 1,100,000 405 405 405 405 405 405. 405 405 1500 1350 1300 1250 725 1500 1300 850 800 1,600,000 1,500,000 1,500,000 1,300,000 1,200.000 1,300,000 1,200,000 1,100,000 1,200,000 335 335 335 335 335 335 335 335 1200 1050 975 550 1200 1000 650 600, 1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 900,000 900,000 1;000,000 425 1000 1,100,000 425 825 1,000,000 425 650 1,000,000 425 375 900,000 425 850 900,000 425 650 800,000 425 425 800,000 425 400 900,000 335 1050 1,200,000 335 335 335 335 335 335 335 925 875 500 1059 900 600 550 1,100,00: , 1,000,000 900,000 , 1,000,000 900,000 800,000• _900,000 'Design velues in pounds per square inch. SHEAR CALCULATIONS N\ HOLD DOWNS AND TIES KEY MODEL # CAPACITY NOTES ❑ STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST O HD9B 6,580# 5.25" X 5.25" MIN. STUD/POST ® HD12 12,065# 5.25" X 5.25" MIN. STUD/POST O HD19 15,270# 5.25" X 7.25" MIN. STUD/POST 0 MST48 3,640# 3.5" X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 2.5" SQUARE WASHERS (PER USUAL PRACTICE) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Iot2.wsw Level 2 of 2 132.0 - 54.9 54.9 - 132.0 WoodWorks® Shearwalls 9.3 45.8 -• 257.1 257.1 - 45.8 July 1, 2013 10:01:32 0 0 771 C-1 6 0 0 v r `n°O5 f84 357 0.0 - -15' -10' -5' 0' 55.7 - 126.2 126.2 - 55.7 - 0.0 0 0 65' 60' 55' 50' 45' 40' co i 35' a). N 30' 25' 20' 15' N co 10' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' -- Factored shearline force (lbs) Factored holddown force (lbs) • C Compression force exists ■ Vertical element required Loads Shown: W: Forces: W + 0.6D LLB Unfactored applied shear Toad (plf) -® Unfactored dead load (plf,Ibs) ®-Q Uplift wind load (plf,lbs) ---{I Applied point load or discontinuous shearline force (lbs) 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lot2.wsw Level 1 of 2 ti WoodWorks® Shearwalls 9.3 85.0 HIJJJHJHIIJJJHH IJJJIJIIJJHJJIIJJJI July 1, 2013 10:01:32 -15' -10' -5' iiiiiiiiiiiiiiiiii 111171,1 I i 1 I i I 1 1 i I 1 i 1 1 i ai 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' -- Factored shearline force (lbs) tll.1 • Factored holddown force (lbs) 0--® • C Compression force exists 0-0 • Vertical element required Loads Shown: W; Forces: W + 0.6D. Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind Toad (ptf,lbs) Applied point load or discontinuous shearline force (lbs) 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 WoodWorks® Shearwalls 9.3 lot2.wsw Project Information DESIGN SETTINGS Jul. 1, 2013 13:39:32 Design Code Wind Standard Seismic Standard IBC 2009/AWC 2008 SDPWS ASCE 7-05 All heights ASCE 7-05 ASD Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1 00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T< -100F 19% 10€ Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 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 Design Shearwall Force/Length: Based on wall rigidity/length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION Category IBC Occupancy II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7-05 general analytic method for all bldgs Seismic ASCE 7-05 equivalent lateral force procedure Design Wind Speed Exposure Enclosure loomph Exposure C Partly Enclosed Structure Type Regular Design Category D Site Class D Shape - Site Location: Topographic Information [ft] Height - - Length - Spectral Response Acceleration S1:0.400g Ss:0.750g Fundamental Period E -W T Used 0.174s Approximate Ta 0.174s Maximum T 0.243s N -S 0.174s 0.174s 0.243s - - Response Factor 2.00 2.00 Fa: 1.20 Fv: 1 . 60 1 WoodWorks® Sheamails Iot2.wsw Jul. 1, 2013 13:39:32 Structural Data STORY INFORMATION 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 Level1 Foundation 20.67 12.67 2.83 2.00 0. 0 10.0 10.0 8.00 9.00 13.8 13.8 14.5 14.5 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Hip 30.0 1.00 Extent X,Y = 67.00 45.00 South Hip 30.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 40.01 19.34 West Side 30.0 1.00 2 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 SHEATHING MATERIALS by WALL GROUP 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 Ib/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 Dotes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 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 and IBC T2306.3 Note d. FRAMING MATERIALS by WALL GROUP Wall Species Grade b Sheathing Spacing SG E Group Fasteners in in in Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv lbs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 6 Y 2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 2 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 3 Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 4 Y 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 Ib/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 Dotes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 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 and IBC T2306.3 Note d. FRAMING MATERIALS by WALL GROUP Wall Species Grade b d Spacing SG E Group in in in psi^6 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 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 �egeno: Wall Group — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 1 0.00 0.00 45.00 45.00 39.00 39.00 8.00 Wall 1-1 Seg 1 0.00 0.00 45.00 45.00 39.00 39.00 - Openina 1 - - 24.00 30.00 6.00 - - 6.75 Level 1 Line 1 Seg 1 0.00 0.00 45.00 45.00 42.00 42.00 9.00 Wall 1-1 Seg 1 0.00 0.00 45.00 45.00 42.00 42.00 - Opening 1 - - 21.00 24.00 3.00 - - 6.75 Line 2 Level 2 Line 2 Seg 1 67.00 0.00 45.00 45.00 36.00 36.00 8.00 Wall 2-1 Seg_ 1 67.00 0.00 45.00 45.00 36.00 36.00 - Opening 1 - - 13.50 20.50 7.00 - - 6.75 Opening 2 -- 35.00 37.00 2.00 - - 6.75 Level 1 Line 2 Seg 1 67.00 0.00 45.00 45.00 45.00 45.00 9.00 Wall 2-1 Seg 1 67.00 0.00 45.00 45.00 45.00 45.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 2 Line A Seg 1 0.00 0.00 67.00 67.00 28.00 28.00 8.00 Wall A-1 Seg 1 0.00 0.00 67.00 67.00 28.00 28.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 18.00 24.00 6.00 - - 6.75 Opening 3 - - 29.50 35.50 6.00 - - 6.75 Opening 4 - - 42.00 48.00 6.00 - - 6.75 Opening 5 - - 54.00 61.00 7.00 - - 6.75 Level 1 Line A Seg 1 0.00 0.00 67.00 67.00 0.00 0.00 9.00 Wall A-1 Seg 1 0.00 0.00 67.00 67.00 0.00 0.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 16.00 26.00 10.00 - - 6.75 Opening 3 - - 28.50 36.50 8.00 - - 6.75 Opening 4 - - 40.00 48.00 8.00 - - 6.75 Opening 5 - - 49.50 65.50 16.00 - - 6.75 Line B Level 1 Line B Seg 2 23.00 0.00 67.00 67.00 17.00' 17.00 9.00 Wall B-1 Seg 2 23.00 42.00 59.00 17.00 17.00 17.00 - Line C Level 2 Line C Seg 1 45.00 0.00 67.00 67.00 35.00 35.00 8.00 Wall C-1 Seg 1 45.00 0.00 67.00 67.00 35.00 35.00 - Opening 1 - - 5.00 7.00 2.00 - - 6.75 Opening 2 - - 19.00 31.00 12.00 - - 6.75 Opening 3 - - 34.00 43.00 9.00 - - 6.75 Opening 4 - - 48.00 54.00 6.00 - - 6.75 Level 1 Line C Seg 3 45.00 0.00 67.00 67.00 36.00 36.00 9.00 Wall 0-1 ' Seg 3 45.00 0.00 67.00 67.00 36.00 36.00 - Opening 1 - - 6.00 12.00 6.00 - - 6.75 Opening 2 - - 19.00 31.00 12.00 - - 6.75 Opening 3 - - 34.00 43.00 9.00 - - 6.75 Opening 4 - - 48.00 52.00 4.00 - - 6.75 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp, to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results fables for each design case if more than one group 4 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 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 -0.67 22.50 0.0 79.4 Block 1 W L Roof 2 W ->E Wind Line -0.67 22.50 0.0 59.5 Block 1 W Wall 1 W ->E Wind Line 0.00 45.00 52.6 Block 1 W Wall 2 W ->E Wind Line 0.00 45.00 39.4 Block 1 W R Roof 2 W ->E Wind Line 22.50 45.67 59.5 0.0 Block 1 W R Roof 1 W ->E Wind Line 22.50 45.67 79.4 0.0 Block 1 E L Roof 2 W ->E Lee Line -0.67 22.50 0.0 163.2 Block 1 E L Roof 1 W ->E Lee Line -0.67 22.50 0.0 217.6 Block 1 E Wall 1 W ->E Lee Line 0.00 45.00 29.3 Block 1 E Wall 2 W ->E Lee Line 0.00 45.00 22.0 Block 1 E R Roof 1 W ->E Lee Line 22.50 45.67 217.6 0.0 Block 1 E R Roof 2 W ->E Lee Line 22.50 45.67 163.2 0.0 Block 1 W L Roof 2 E ->W Lee Line -0.67 22.50 0.0 163.2 Block 1 W L Roof 1 E ->W Lee Line -0.67 22.50 0.0 217.6 Block 1 W Wall 1 E ->W Lee Line 0.00 45.00 29.3 Block 1 W .Wall 2 E ->W Lee Line 0.00 45.00 22.0 Block 1 W R Roof 1 E ->W Lee Line 22.50 45.67 217.6 0.0 Block 1 W R Roof 2 E ->W Lee Line 22.50 45.67 163.2 0.0 Block 1 E L Roof 1 E ->W Wind Line -0.67 22.50 0.0 79.4 Block 1 E L Roof 2 E ->W Wind Line -0.67 22.50 0.0 59.5 Block 1 E Wall 2 E ->W Wind Line 0.00 45.00 39.4 Block 1 E Wall 1 E ->W Wind Line 0.00 45.00 52.6 Block 1 E R Roof 1 E ->W Wind Line 22.50 45.67 79.4 0.0 Block 1 E R Roof 2 E ->W Wind Line 22.50 45.67 59.5 0.0 Block 1 S L Roof 2 S ->N Wind Line -1.49 33:50 0.0 55.2 Block 1 S L Roof 1 S ->N Wind Line -1.49 33.50 0.0 73.6 Block 1 S Wall 1 S ->N Wind Line 0.00 67.00 52.6 Block 1 S Wall 2 S ->N Wind Line 0.00 67.00 39.4 Block 1 S R Roof 1 S ->N Wind Line 33.50 68.49 73.6 0.0 Block 1 S R Roof 2 S ->N Wind Line 33.50 68.49 55.2 0.0 Block 1 N L Roof 2 S ->N Lee Line -1.49 33.50 0.0 165.5 Block 1 N L Roof 1 S ->N Lee Line -1.49 33.50 0.0 220.7 Block 1 N Wall 2 S ->N Lee Line 0.00 67.00 27.3 Block. 1 N Wall 1 S ->N Lee Line 0.00 67.00 36.4 Block 1 N R Roof 1 S ->N Lee Line 33.50 68.49 220.7 0.0 Block 1 N R Roof 2 S ->N Lee Line 33.50 68.49 165.5 0.0 Block 1 S L Roof 2 N ->S Lee Line -1.49 33.50 0.0 165.5 Block 1 S L Roof 1 N ->S Lee Line -1.49 33.50 0.0 220.7 Block 1 S Wall 2 N ->S Lee Line 0.00 67.00 27.3 Block 1 S Wall 1 N ->S Lee Line 0.00 67.00 36.4 Block 1 S R Roof 2 N ->S Lee Line 33.50 68.49 165.5 0.0 Block 1 S R Roof 1 N ->S Lee Line 33.50 68.49 220.7 0.0 Block 1 N L Roof 2 N ->S Wind Line -1.49 33.50 0.0 55.2 Block 1 N L Roof 1 N ->S Wind Line -1.49 33.50 0.0 73.6 Block 1 N Wall 1 N ->S Wind Line 0.00 67.00 52.6 Block 1 N Wall 2 N ->S Wind Line 0.00 67.00 39'.4 Block 1 N R Roof 1 N ->S Wind Line 33.5,0 68.49 73.6 0.0 Block 1 N R Roof 2 N ->S Wind Line 33.50 68.49 55.2 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 45.00 50.5 Block 1 W Wall 2 W ->E Wind Line 0.00 45.00 50.2 Block 1 W Wall 2 W ->E Wind Line 0.00 45.00 37.9 Block 1 W Wall 1 W ->E Wind Line 0.00 45.00 67.0 Block 1 E Wall 2 W ->E Lee Line 0.00 45.00 29.3 Block 1 E Wall 1 W ->E Lee Line 0.00 45.00 39.1 Block 1 E Wall 2 W ->E Lee Line 0.00 45.00 22.0 Block 1 E Wall 1 W ->E Lee Line 0.00 45.00 29.3 Block 1 W Wall 1 E ->W Lee Line 0.00 45.00 29.3 Block 1 W Wall 2 E ->W Lee Line 0.00 45.00 29.3 Block 1 W Wall 1 E ->W Lee Line 0.00 45.00 39.1 Block 1 W Wali 2 E ->W Lee Line 0.00 45.00 22.0 Block 1 E Wall 2 E ->W Wind Line 0.00 45.00 50.2 Block 1 E Wall 1 E ->W Wind Line 0.00 45.00 50.5 Block 1 E Wall 2 E ->W Wind Line 0.00 45.00 37.9 Block 1 E Wall 1 E ->W Wind Line 0.00 45.00 67.0 Block 1 S Wall 1 S ->N Wind Line 0.00 67.00 67.0 5 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall .2 S ->N Wind 2 S ->N Wind 1 S ->N Wind 1 S ->N Lee 2 5->N Lee 1 S ->N Lee 2 S ->N Lee 2 N ->S Lee 2 N ->S Lee 1 N ->S Lee 1 N ->S Lee 1 N ->S Wind 2 N ->S Wind 2 N ->S Wind 1 N ->S Wind Line 0.00 67.00 50.2 Line 0.00 67.00 37.9 Line 0.00 67.00 50.5 Line 0.00 67.00 36.4 Line 0.00 67.00 36.4 Line 0.00 67.00 48.6 Line 0.00 67.00 27.3 Line 0.00 67.00 36.4 Line 0.00 67.00 27.3 Line 0.00 67.00 36.4 Line 0.00 67.00 48.6 Line 0.00 67.00 50.5 Line 0.00 67.00 37.9 Line 0.00 67.00 50.2 Line 0.00 67.00 67.0 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 loadsgenerated or entered, Load Case - ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T = Transverse, L = Longitudinal; Surf Dir - Windward or leeward side of the building; 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 user -applied area loads only 6 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 WIND C&C LOADS Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 2 35.3 41.8 Block 1 East 2 35.3 41.8 Block 1 South 2 35.3 41.8 Block 1 North 2 35.3 41.8 Block 1 West 1 35.3 41.8 Block 1 West 1 35.3 41.8 Block 1 East 1 35.3 41.8 Block 1 East 1 35.3 41.8 Block 1 South 1 35.3 41.8 Block 1 South 1 35.3 41.8 Block 1 North 1 35.3 41.8 Block 1 North 1 35.3 41.8 7 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile _ Location [ft] Start , End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line -1.00 46.00 345.0 345.0 E -W Roof Block 1 2. Line -1.00 46.00 345.0 345.0 N -S Roof Block 1 A Line -1.00 68.00 235.0 235.0 N -S Roof Block 1 C ''Line -1.00 68.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.:00 40.0 40.0 Both Wall 2-1 n/a 2 Line 0.0.0 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 67.00 40.0 40.0 Both Wall C-1 n/a C Line 0.00 67.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 E -W Floor F1 n/a 1 Line 0.00 45.00 335.0 335.0 Both Wall 2-1 n/a 2 Line 0.00 45.00 40.0 40.0 E -W Floor F1 n/a 2. Line '0..00 45.00 335.0 335.0 N -S Floor Fl n/a A .Line .. 0.00 '67:00 225.0 225.0 Both Wall A-1 n/a A , 'Line' .. 0.00 ` 67.00 40.0 40.0 N -S Floor Fl n/a C Line 0.00 67.00 225.0 225.0 Both Wall C-1 n/a C Line 0.00 67.00 40.0 40.0 Both Wall 1-1 n/a ' 1' Line 0.00 45.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 67.00 45.0 45.0 Both Wall C-1 n/a C Line 0.00 67.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S, or Both Building element - Roof gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 8 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Line -1.00 0.00 273.7 273_7, E -W Point 0.00 .0.00 1063 1063 E -W Line 0.00 45.00 305.4 305.4 E -W Point 45.00 45.00 '1063 1063 E -W Line 45.00 46.00 273.7 273.7 N -S Line -1.00 0.00 186:4 186.4. N -S Point 0.00 0.00 714 ' 714 N -S Line 0.00 67.00 218.1 218.1 N -S Point 67.00 67.00 714 714 N -S Line 67.00 68.00 186.4 186.4 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 8208 8208 E -W Point 0.00 0.00 1245 1245 E -W Line 0.00 45.00 183.7 183.7 E -W Point 45.00 45.00 1245 1245 N -S Point 0.00 0.00 '837 837 N -S Line 0.00 67.00 135.6 135.6 N -S Point 67.00 67.00` 837. 837 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. • 9 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 Flexible Diaphragm Wind Design SHEAR RESULTS North-South Shearlines W Gp For Dir WIN -Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext , Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 8131 280.3 280.3 125 . 532 1.00 A 657 25623 0.43 Level 1 Lnl, Levl 1 S ->N 1.0 1.0 14913 . 385.8 385.8 125 532 1.00 A 657 27594 0.59 1 N ->S 1.0 1.0 14913 359.7. 359.7 125 532 1.00 A 657 27594 0.55 Line 2 . Level 2 Ln2, Lev2 1 Both 1.0 1.0 8131 303.3 : 303.3 '.:125 532. 1.00 A 657 23652 0.46 Level 1 Ln2, Levl 1 Both 1.0 1.0 14913 331.4 331.4 125 532 1.00 A 657 29565 0.50 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 5284 270.0 270.0 125 532 1.00 A 657 18396 0.41 Line B Level 1 LnB, Levl 2 Both 1.0 1.0 11602 682.5 682.5 532 532 1.00 A 1064 18088 0.64 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 5284 230.0 230.0 125 532 1.00 A 657 22995 0.35 Level 1 LnC, Levl 3 W ->E 1.0 1.0 7328 488.4 488.4 686 686 1.00 A 1372 49392 0.36 3 E ->W 1.0 1.0 7328 434.3 434.3 686 686 1.00 A 1372 49392 0.32 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note,3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext•!- Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side br twice weakest. Total - Combined unit shear capacity inc. perforation. factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 10 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DESIGN ( flexible wind design Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 5220 5220 HD9 8810 0.59 1-1 L Op 1 0.00 20.88 1 3371 3371 HD9 8810 0.38 1-1 R Op 1 0.00 24.13 1 1343 1343 HD9 8810 0.15 V Elem 0.00 30.13 1 761 761 Refer to upper level 1-1 R End 0.00 44.88 1 3953 3953 HD9 8810 0.45 Line 2 2-1 L End 67.00 0.12 1 5247 5247 HD9 8810 0.60 V Elem 67.00 13.38 !81 2247 2247 Refer to upper level V Elem 67.00 20.63 1 2469 2469 Refer to upper level V Elem 67.00 34.88 .1 2469 2469 Refer to upper level V Elem 67.00 37.13 1 14 11 Refer to upper level 2-1 R End 67.00 44.88 1 "3010 ., 3010 HD9 8810 0.34 Line A V Elem 15.88 0.00 1 254 254 Refer to upper level V Elem 26.13 0.00 1 1100 1100 Refer to upper level V Elem 28.38 0.00'. '1 _ . 960 .960 Refer to upper level V Elem 36.63 0.00-' 1 1853 1853 Refer to upper level V Elem 39.88 0.00 1 1720 1720 Refer to upper level V Elem 48.13 0.00 1 1310 1310 Refer to upper level V Elem 49.38 0.00 1 832 832 Refer to upper level V Elem 65.63 0.00 1 832 832 Refer to upper level V Elem 66.88 0.00 1 1836 1836 Refer to upper level Line B 8-1 L End 42.13 23.00 1 6234 6234 HD9 8810 0.71 8-1 R End 58.88 23.00 1 6234 6234 HD9 8810 0.71 Line C C-1 L Op 1 5.88 45.00 1 1268 1268 Refer to upper level V Elem 12.13 45.00 1. 293 .293 HD9 8810 0.03 C-1 L Op 2 18.88 45.00 ". 1. ..1562=. :1562 Refer to upper level C-1 L Op 3 33.87 45.00 1'. 1 1 HD9 8810 0.00 C-1 L Op 4 47.88 45.00 . 1 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 -- 1 4471 4471 HD9 8810 0.51 V Elem 54.13 45.00 1 1876 1876 Refer to upper level 0-1 R End 66.88 45.00 1 5851 5851 HD9 8810 0.66 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs]• Cap Crit Wall Posit'n X Y Case .. Shear: Dead ' Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1' .2266 2266 HD9 8810 0.26 1-1 L Op 1 0.00 23.88 1 2266 2266 HD9 8810 0.26 1-1 R Op 1 0.00 30.13 1 761 761 HD9 8810 0.09 1-1 R End 0.00 44.88 1 761 761 HD9 8810 0.09 Line 2 2-1 L End 67.00 0.12 1 2247 2247 HD9 8810 0.26 2-1 L Op 1 67.00 13.38 1 2247 2247 HD9 8810 0.26 2-1 R Op 1 67.00 20.63 1 2469 2469 HD9 8810 0.28 2-1 L Op 2 67.00 34.88 1 2469 2469 HD9 8810 0.28 2-1 R Op 2 67.00 37.13 1 11 11 HD9 8810 0.00 2-1 R End 67.00 44.88 1 11 11 HD9 8810 0.00 Line A A-1 R Op 2 24.13 0.00.: 1 1354 1354 HD9 8810 0.15 A-1 L Op 3 29.38 0.00 1.-' 1354.. 1354 HD9 8810 0.15 A-1 R Op 3 35.63 0.00 1 2247 2247 HD9 8810 0.26 A-1 L Op 4 41.88 0.00 ' 1 <2247 2247 HD9 8810 0.26 A-1 R Op 4 48.13 0.00 , 1, 1836, 1836 HD9 8810 0.21 A-1 L Op 5 53.88 0.00 '1 1836 1836 HD9 8810 0.21 A-1 R Op 5 61.13 0.00..: 1 1836 1836 HD9 8810 0.21 A-1 R End 66.88 0.00 ... 1 1836 1836 HD9 8810 0.21 Line C 0-1 R Op 1 7.13 45.00 1 1561 1561 HD9 8810 0.18 0-1 L Op 2 18.88 45.00 1 .1561 1561 HD9 8810 0.18 0-1 R Op 4 54.13 45.00 1,. .1876 1876 HD9 8810 0.21 0-1 R End 66.88 45.00 1 1876 1876 HD9 8810 0.21 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: 11 WoodWorks® Shearwalls [ot2.wsw Jul. 1, 2013 13:39:32 DRAG STRUT FORCES ( flexible wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] --a <--- Line 1 1-1 Left Opening 1 0.00 21.00 1 148 594 1-1 Right Opening 1 0.00 24.00 1 1143 400 Line B B-1 Left Wall End 42.00 23.00 1 7273 7273 6-1 Right Wall End 59.00 23.00 1 1385 1385 Line C C-1 Left Opening 1 6.00 45.00 1 157 C-1 Right Opening 1 12.00 45.00 1 499 C-1 Left Opening 2 19.00 45.00 1 1264 C-1 Right Opening 2 31.00 45.00 1 2577 C-1 Left Opening 3 34.00 45.00 1 2905 C-1 Right Opening 3 43.00 45.00 1 3889 C-1 Left Opening 4 48.00 45.00 1 4436 C-1 Right Opening 4 52.00 45.00 1 5687 4873 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <-- Line 1 1-1 Left Opening 1 0.00 24.00 1 2391 2391 1-1 Right Opening 1 0.00 30.00 1 1307 1307 Line 2 2-1 Left Opening 1 67.00 13.50 1 1283 1283 2-1 Right Opening 1 67.00 20.50 1 18 18 2-1 Left Opening 2 67.00 35.00 1 1796 1796 2-1 Right Opening 2 67.00 37.00 1 1435 1435 Line A A-1 Right Opening 2 24.00 0.00 1 1893 1893 A-1 Left Opening 3 29.50 0.00 1 1438 1438 A-1 Right Opening 3 35.50 0.00 1 1911 1911 A-1 Left Opening 4 42.00 0.00 1 669 669 A-1 Right Opening 4 48.00 0.00 1 1142 1142 A-1 Left Opening 5 54.00 0.00 1 295, 295 A-1 Right Opening,5 61.00 0.00 1 847 847 Line C C-1 Right Opening 1 7.00 45.00 1 552 552 C-1 Left Opening 2 19.00 45.00 1 794 794 C-1 Right Opening 4 54.00 45.00 1 1966 1966 Legend: Line -Wall - Shea/line 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; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 13 WoodWorks® Shearwalls ot2.wsw Jul. 1, 2013 13:39:32 DEFLECTION ( flexible wind design) Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Deft in Total Defl in Level 1 Line 1 1 1-1,1 S ->N Ext 324.3 21.00 9.00 16.5 .004 .035 108 .006 .042 0.17 0.25 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 359.7 21.00 9.00 16.5 .004 .039 120 .009 .058 0.16 0.26 N ->S Int 0.0 .000 0 .000 .000 1-1,2 S ->N Ext 385.8 21.00 9.00 16.5 .005 .042 129 .011 .072 0.14 0.25 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 350.5 21.00 9.00 16.5 .004 .038 117 .008 .054 0.16 0.26 N ->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S ->N Ext 331.4 45.00 9.00 16.5 .002 .036 110 .007 .045 0.08 0.16 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 331.4 45.00 9.00 16.5 .002 .036 110 .007 .045 0.07 0.15 N ->S Int 0.0 .000 0 .000 .000 Line B 2 8-1 Both Both 682.5 17.00 9.00 16.5 .010 .037 114 .007 .049 0.22 0.32 Line C 3 0-1,1 W ->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E ->W Both 215.3 6.00 9.00 16.5 .009 .012 27 .000 .001 0.46 0.48 0-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W ->E Both 488.4 15.00 9.00 16.5 .008 .026 61 .001 .008 0.23 0.27 E ->W Both 402.4 15.00 9.00 16.5 .007 .022 50 .001 .004 0.25 0.28 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1,1 Both Ext 280.3 24.00 8.00 16.5 .002 .027 93 .004 .024 0.13 0.18 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 93.6 15.00 8.00 16.5 .001 .009 31 .000 .001 0.17 0.18 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 275.7 13.50 8.00 16.5 .004 .026 92 .004 .023 0.23 0.26 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 303.3 14.50 8.00 16.5 .004 .029 101 .005 .031 0.22 0.28 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 1.4 8.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 161.5 5.50 8.00 16.5 .005 .015 54 .001 .005 0.50 0.53 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 270.0 6.50 8.00 16.5 .007 .026 90 .004 .022 0.47 0.53 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 220.0 6.00 8.00 16.5 .007 .021 73 .002 .012 0.49 0.53 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 220.0 6.00 8.00 16.5 .007 .021 73 .002 .012 0.49 0.53 Both Int 0.0 .000 0 .000 .000 Line C 1 0-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,2 Both Ext 191.1 12.00 8.00 16.5 .003 .018 64 .001 .008 0.24 0.27 Both Int 0.0 .000 0 .000 .000 0-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 230.0 13.00 8.00 16.5 .003 .022 77 .002 .013 0.23 0.27 Both Int 0.0 .000 0 .000 .000 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, refer to Sheathing and Framing Materials Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Shear force per unit foot on wall segment b - Width of wall segment between openings h - Wall height 14 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DISPLACEMENT ( flexible wind design) Wall, segment Dir Hold- down Uplift force lbs Elong / 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 1-1,1 S ->N HD9 5220 .114 .001 0.115 - - 0.248 0.04 0.40 0.17 N ->S HD9 3371 .073 .001 0.074 - - 0.248 0.04 0.36 0.16 1-1,2 S ->N HD9 1343 .029 .000 0.030 - - 0.248 0.04 0.32 0.14 N ->S HD9 3953 .086 .001 0.087 - - 0.248 0.04 0.37 0.16 Line 2 2-1 S ->N HD9 5247 .114 .001 0.116 - - 0.248 0.04 0.40 0.08 N ->S HD9 3010 .066 .001 0.066 - - 0.248 0.04 0.35 0.07 Line B 0-1 Both HD9 6234 .136 .001 0.137 - - 0.248 0.04 0.42 0.22 Line C C-1,1 W ->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 5 .016 .000 0.017 - - 0.248 0.04 0.30 0.46 C-1,2 W ->E HD9 293 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1562 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 W ->E HD9 4471 .097 .001 0.098 - - 0.248 0.04 0.39 0.23 E ->W HD9 5851 .121 .001 0.122 - - 0.248 0.04 0.41 0.25 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 HD9 2266 .099 .000 0.099 - - 0.248 0.04 0.39 0.13 1-1,2 Both HD9 761 .033 .000 0.033 - - 0.248 0.04 0.32 0.17 Line 2 2-1,1 Both HD9 2247 .098 .000 0.098 - - 0.248 0.04 0.39 0.23 2-1,2 Both HD9 2469 .108 .000 0.108 - - 0.248 0.04 0.40 0.22 2-1,3 Both HD9 11 .000 .000 0.000 - - 0.248 0.04 0.29 0.29 Line A A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 1354 .059 .000 0.059 - - 0.248 0.04 0.35 0.50 A-1,4 Both HD9 2247 .098 .000 0.098 - - 0.248 0.04 0.39 0.47 A-1,5 Both HD9 1836 .080 .000 0.080 - - 0.248 0.04 0.37 0.49 A-1,6 Both HD9 1836 .080 .000 0.080 - - 0.248 0.04 0.37 0.49 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 Both HD9 1561 .068 .000 0.068 - - 0.248 0.04 0.36 0.24 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 Both HD9 1876 .082 .000 0.082 - - 0.248 0.04 0.37 0.23 egeno: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir- Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift 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 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% 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 16 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 Rigid Diaphragm Wind Design Rigid analysis performed using Case 2 loading in ASCE 7-05 Fig 6-9, using only the eccentricity prescribed to generate a torsional moment. For analysis using Case 1 loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. SHEAR RESULTS North-South Shearlines W Gp For Dir HAN-Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 9577 311.4 311.4 125 532 1.00 A 657 25623 0.47 Level 1 Lnl, Levl 1 S ->N 1.0 1.0 11809 327.3 327.3 125 532 1.00 A 657 27594 0.50 1 N ->S 1.0 1.0 11528 284.5 284.5 125 532 1.00 A 657 27594 0.43 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 6005 230.2 230.2 125 532 1.00 A 657 23652 0.35 Level 1 Ln2, Levl 1 S ->N 1.0 1.0 16992 377.6 377.6 125 532 1.00 A 657 29565 0.57 1 N ->S 1.0 1.0 17289 384.2 384.2 125 532 1.00 A 657 29565 0.58 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Grit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 1995 135.7 135.7 125 532 1.00 A 657 18396 0.21 Line B Level 1 LnB, Levl 2 W ->E 1.0 1.0 8311 488.9 488.9 532 532 1.00 A 1064 18088 0.46 2 E ->W 1.0 1.0 8763 515.5 515.5 532 532 1.00 A 1064 18088 0.48 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 6209 265.7 265.7 125 532 1.00 A 657 22995 0.40 Level 1 LnC, Levl 3 W ->E 1.0 1.0 6249 416.5 416.5 686 686 1.00 A 1372 49392 0.30 3 E ->W 1.0 1.0 5776 335.0 335.0 686 686 1.00 A 1372 49392 0.24 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v,Total = design shear force/unit shear capacity for critical segment on wall or shearfine. 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. 17 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DESIGN ( rigid wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 2 4659 4659 HD9 8810 0.53 1-1 L Op 1 0.00 20.88 2 2696 2696 HD9 8810 0.31 1-1 R Op 1 0.00 24.13 2 568 568 HD9 8810 0.06 V Elem 0.00 30.13 2 1140 1140 Refer to upper level 1-1 R End 0.00 44.88 2 3549 3549 HD9 8810 0.40 Line 2 2-1 L End 67.00 0.12 2 5028 5028 HD9 8810 0.57 V Elem 67.00 13.38 2 1610 1610 Refer to upper level V Elem 67.00 20.63 2 1874 1874 Refer to upper level V Elem 67.00 34.88 2 1874 1874 Refer to upper level 2-1 R End 67.00 44.88 2 3477 3477 HD9 8810 0.39 Line A V Elem 14.13 0.00 2 1 1 Refer to upper level V Elem 15.88 0.00 2 37 37 Refer to upper level V Elem 26.13 0.00 2 163 163 Refer to upper level V Elem 28.38 0.00 2 56 56 Refer to upper level V Elem 36.63 0.00 2 984 984 Refer to upper level V Elem 39.88 0.00 2 864 864 Refer to upper level V Elem 48.13 0.00 2 418 418 Refer to upper level V Elem 49.38 0.00 2 309 309 Refer to upper level V Elem 65.63 0.00 2 309 309 Refer to upper level V Elem 66.88 0.00 2 682 682 Refer to upper level Line B 8-1 L End 42.13 23.00 2 4466 4466 HD9 8810 0.51 B-1 R End 58.88 23.00 2 4708 4708 HD9 8810 0.53 Line C C-1 L End 0.12 45.00 2 -1173 V Elem 5.88 45.00 2 1523 1523 Refer to upper level V Elem 12.13 45.00 2 352 352 Refer to upper level V Elem 18.88 45.00 2 1875 1875 Refer to upper level C-1 R Op 2 31.13 45.00 2 -1 0-1 L Op 3 33.87 45.00 2 1 1 HD9 8810 0.00 0-1 L Op 4 47.88 45.00 2 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 2 3812 3812 HD9 8810 0.43 V Elem 54.13 45.00 2 2168 2168 Refer to upper level 0-1 R End 66.88 45.00 2 5234 5234 HD9 8810 0.59 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 2 2518 2518 HD9 8810 0.29 1-1 L Op 1 0.00 23.88 2 2518 2518 HD9 8810 0.29 1-1 R Op 1 0.00 30.13 2 1140 1140 HD9 8810 0.13 1-1 R End 0.00 44.88 2 1140 1140 HD9 8810 0.13 Line 2 2-1 L End 67.00 0.12 2 1610 1610 HD9 8810 0.18 2-1 L Op 1 67.00 13.38 2 1610 1610 HD9 8810 0.18 2-1 R Op 1 67.00 20.63 2 1874 1874 HD9 8810 0.21 2-1 L Op 2 67.00 34.88 2 1874 1874 HD9 8810 0.21 Line A A-1 R Op 1 14.13 0.00 2 1 1 HD9 8810 0.00 A-1 L Op 2 17.87 0.00 2 1 1 HD9 8810 0.00 A-1 R Op 2 24.13 0.00 2 201 201 HD9 8810 0.02 A-1 L Op 3 29.38 0.00 2 201 201 HD9 8810 0.02 A-1 R Op 3 35.63 0.00 2 1129 1129 HD9 8810 0.13 A-1 L Op 4 41.88 0.00 2 1129 1129 HD9 8810 0.13 A-1 R Op 4 48.13 0.00 2 682 682 HD9 8810 0.08 A-1 L Op 5 53.88 0.00 2 682 682 HD9 8810 0.08 A-1 R Op 5 61.13 0.00 2 682 682 HD9 8810 0.08 A-1 R End 66.88 0.00 2 682 682 HD9 8810 0.08 Line C 0-1 R Op 1 7.13 45.00 2 1875 1875 HD9 8810 0.21 0-1 L Op 2 18.88 45.00 2 1875 1875 HD9 8810 0.21 0-1 R Op 4 54.13 45.00 2 2168 2168 HD9 8810 0.25 0-1 R End 66.88 45.00 2 2168 2168 HD9 8810 0.25 Legend: Line -Wall: 18 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 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 1-1 Left Opening 1 0.00 21.00 2 574 594 1-1 Right Opening 1 0.00 24.00 2 1362 174 Line B B-1 Left Wall End 42.00 23.00 2 5210 5493 B-1 Right Wall End 59.00 23.00 2 992 1046 Line C C-1 Left Opening 1 6.00 45.00 2 232 C-1 Right Opening 1 12.00 45.00 2 285 C-1 Left Opening 2 19.00 45.00 2 888 C-1 Right Opening 2 31.00 45.00 2 1923 C-1 Left Opening 3 34.00 45.00 2 2181 C-1 Right Opening 3 43.00 45.00 2 2957 C-1 Left Opening 4 48.00 45.00 2 3387 C-1 Right Opening 4 52.00 45.00 2 4850 3732 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <-- Line 1 1-1 Left Opening 1 0.00 24.00 2 2366 2366 1-1 Right Opening 1 0.00 30.00 2 1089 1089 Line 2 2-1 Left Opening 1 67.00 13.50 2 866 866 2-1 Right Opening 1 67.00 20.50 2 68 68 2-1 Left Opening 2 67.00 35.00 2 1334 1334 Line A A-1 Right Opening 1 14.00 0.00 2 417 417 A-1 Left Opening 2 18.00 0.00 2 536 536 A-1 Right Opening 2 24.00 0.00 2 714 714 A-1 Left Opening 3 29.50 0.00 2 746 746 A-1 Right Opening 3 35.50 0.00 2 925 925 A-1 Left Opening 4 42.00 0.00 2 236 236 A-1 Right Opening 4 48.00 0.00 2 415 415 A-1 Left Opening 5 54.00 0.00 2 103 103 A-1 Right Opening 5 61.00 0.00 2 312 312 Line C C-1 Right Opening 1 7.00 45.00 2 649 649 C-1 Left Opening 2 19.00 45.00 2 993 993 C-1 Right Opening 4 54.00 - 45.00 2 2251 2251 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 20 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 DEFLECTION ( rigid wind design) Wall, segment W Gp Dir Srf v pit b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S ->N Ext 235.1 21.00 9.00 16.5 .003 .025 78 .002 .016 0.17 0.21 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 284.5 21.00 9.00 16.5 .003 .031 95 .004 .029 0.15 0.21 N ->S Int 0.0 .000 0 .000 .000 1-1,2 S ->N Ext 327.3 21.00 9.00 16.5 .004 .035 109 .006 .044 0.13 0.21 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 264.5 21.00 9.00 16.5 .003 .029 88 .003 .023 0.16 0.21 N ->S Int 0.0 .000 0 .000 .000 Line2 1 2-1 S ->N Ext 377.6 45.00 9.00 16.5 .002 .041 126 .010 .067 0.08 0.19 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 384.2 45.00 9.00 16.5 .002 .041 128 .010 .071 0.07 0.19 N ->S Int 0.0 .000 0 .000 .000 Line B 2 8-1 W ->E Both 488.9 17.00 9.00 16.5 .007 .026 81 .003 .018 0.20 0.26 E ->W Both 515.5 17.00 9.00 16.5 .008 .028 86 .003 .021 0.21 0.26 Line C 3 C-1,1 W ->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E ->W Both 201.2 6.00 9.00 16.5 .008 .011 25 .000 .001 0.44 0.46 0-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W ->E Both 416.5 15.00 9.00 16.5 .007 .022 52 .001 .005 0.22 0.26 E ->W Both 304.5 15.00 9.00 16.5 .005 .016 38 .000 .002 0.24 0.26 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1,1 Both Ext 311.4 24.00 8.00 16.5 .002 .030 104 .006 .033 0.13 0.20 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 140.2 15.00 8.00 16.5 .002 .013 47 .001 .003 0.18 0.20 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 197.6 13.50 8.00 16.5 .003 .019 66 .001 .008 0.21 0.24 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 230.2 14.50 8.00 16.5 .003 .022 77 .002 .013 0.20 0.24 Both Int 0.0 .000 0 .•000 .000 2-1,3 Both Ext 0.0 8.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 24.0 5.50 8.00 16.5 .001 .002 8 .000 .000 0.43 0.43 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 135.7 6.50 8.00 16.5 .004 .013 45 .000 .003 0.41 0.43 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 81.7 6.00 8.00 16.5 .002 .008 27 .000 .001 0.42 0.43 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 81.7 6.00 8.00 16.5 .002 .008 27 .000 .001 0.42 0.43 Both Int 0.0 .000 0 .000 .000 Line C 1 0-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 229.5 12.00 8.00 16.5 .003 .022 76 .002 .013 0.25 0.28 Both Int 0.0 .000 0 .000 .000 0-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 265.7 13.00 8.00 16.5 .004 .025 89 .003 .021 0.24 0.28 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wal! 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir -Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Shear force per unit foot on wall segment b - Width of wall segment between openings 21 1 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DISPLACEMENT ( rigid wind design) Wall, segment Dir Hold- down Uplift force lbs Elong / 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 1-1,1 S ->N HD9 4659 .102 .001 0.103 - - 0.248 0.04 0.39 0.17 N ->S HD9 2696 .059 .001 0.059 - - 0.248 0.04 0.35 0.15 1-1,2 S ->N HD9 568 .012 .000 0.013 - - 0.248 0.04 0.30 0.13 N ->S HD9 3549 .077 .001 0.078 - - 0.248 0.04 0.37 0.16 Line 2 2-1 S ->N HD9 5028 .110 .001 0.111 - - 0.248 0.04 ,0.40 0.08 N ->S HD9 3477 .076 .001 0.077 - - 0.248 0.04 0.36 0.07 Line B B-1 W ->E HD9 4466 .097 .001 0.098 - - 0.248 0.04 0.39 0.20 E ->W HD9 4708 .103 .001 0.104 - - 0.248 0.04 0.39 0.21 Line C 0-1,1 W ->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 -350 .008 .000 0.008 - - 0.248 0.04 0.30 0.44 C-1,2 W ->E HD9 352 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1875 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 W ->E HD9 3812 .083 .001 0.084 - - 0.248 0.04 0.37 0.22 E ->W HD9 5234 .108 .001 0.109 - - 0.248 0.04 0.40 0.24 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 HD9 2518 .110 .000 0.110 - - 0.248 0.04 0.40 0.13 1-1,2 Both HD9 1140 .050 .000 0.050 - - 0.248 0.04 0.34 0.18 Line 2 2-1,1 Both HD9 1610 .070 .000 0.070 - - 0.248 0.04 0.36 0.21 2-1,2 Both HD9 1874 .082 .000 0.082 - - 0.248 0.04 0.37 0.20 2-1,3 Both HD9 _ 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line A A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 201 .009 .000 0.009 - - 0.248 0.04 0.30 0.43 A-1,4 Both HD9 1129 .049 .000 0.049 -. - 0.248 0.04 0.34 0.41 A-1,5 Both HD9 682 .030 .000 0.030 - - 0.248 0.04 0.32 0.42 A-1,6 Both HD9 682 .030 .000 0.030 - - 0.248 0.04 0.32 0.42 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,2 Both HD9 1875 .082 .000 0.082 - - 0.248 0.04 0.37 0.25 0-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 Both HD9 2168 .094 .000 0.094 - - 0.248 0.04 0.38 0.24 Legend: 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) -Accumulated hold-down tension force from overturning, dead and wind uplift 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 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% 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) 23 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 East-West Sheathing [psf] 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 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 C 1 3 41.8 35.2 1.19* 18.6 15.7 105.5 0.18 0.15 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 Legend: 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 6-11A added to interior pressure using coefficients from Figure 6-5 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 11.2-3 *WARNING - Sheathing design capacity is exceeded. 25 WoodWorks® ShearwaIls I ot2.wsw Jul. 1, 2013 13:39:32 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Redundancy Factor p E -W N -S 2 41390 3015.0 16416 16416 - - 1 49190 3015.0 10758 10758 - - All 90580 - 27174 27174 1.00 1.00 Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-11. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p (rho)- 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 load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 26 WoodWorks® Shearwalls [ot2.wsw Jul. 1, 2013 13:39:32 SHEAR RESULTS ( flexible seismic design) North-South Shearlines W Gp For Dir HNV-Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 5746 200.9 200.9 125 380 1.00 X 380 14820 0.53 Level 1 Lnl, Levl 1 S ->N 1.0 1.0 9511 244.8 244.8 125 380 1.00 X 380 15960 0.64 1 N ->S 1.0 1.0 9511 229.0 229.0 125 380 1.00 X 380 15960 0.60 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 5746 214.7 214.7 125 380 1.00 X 380 13680 0.56 Level 1 Ln2, Levl 1 Both 1.0 1.0 9511 211.4 211.4 125 380 1.00 X " 380 17100 0.56 East-West W For HNV-Cub ASD Shear Force [plf] Allowable Shear [plt] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 i Both 1.0 1.0 5746 269.5 269.5 125 380 1.00 X 380 10640 0.71 Line B Level 1 LnB, Levl 2 Both 1.0 1.0 10990 646.5 646.5 380 380 1.00 A 760 12920 0.85 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 5746 240.2 240.2 125 380 1.00 X 380 13300 0.63 Level 1 LnC, Levl 3 W ->E .67 .67 8032 535.4 535.4 327 327 1.00 A 653 23520 0.82 3 E ->W .67 .67 8032 441.4 441.4 327 327 1.00 A 653 23520 0.68 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir- Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 2,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 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. 27 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 3520 3520 HD9 8810 0.40 1-1 L Op 1 0.00 20.88 2153 2153 HD9 8810 0.24 1-1 R Op 1 0.00 24.13 673 673 HD9 8810 0.08 V Elem 0.00 30.13 501 501 Refer to upper level 1-1 R End 0.00 44.88 2540 2540 HD9 8810 0.29 Line 2 2-1 L End 67.00 0.12 3502 3502 HD9 8810 0.40 V Elem 67.00 13.38 1590 1590 Refer to upper level V Elem 67.00 20.63 1747 1747 Refer to upper level V Elem 67.00 34.88 1747 1747 Refer to upper level 2-1 R End 67.00 44.88 1913 1913 HD9 8810 0.22 Line A V Elem 14.13 0.00 103 103 Refer to upper level V Elem 15.88 0.00 228 228 Refer to upper level V Elem 26.13 0.00 1330 1330 Refer to upper level V Elem 28.38 0.00 1234 1234 Refer to upper level V Elem 36.63 0.00 1815 1815 Refer to upper level V Elem 39.88 0.00 1717 1717 Refer to upper level V Elem 48.13 0.00 1461 1461 Refer to upper level V Elem 49.38 0.00 900 900 Refer to upper level V Elem 65.63 0.00 900 900 Refer to upper level V Elem 66.88 0.00 1986 1986 Refer to upper level Line B 8-1 L End 42.13 23.00 5905 5905 HD9 8810 0.67 B-1 R End 58.88 23.00 5905 5905 HD9 8810 0.67 Line C C-1 L End 0.12 45.00 -2208 0-1 L Op 1 5.88 45.00 1451 1451 HD9 8810 0.16 V Elem 12.13 45.00 335 335 Refer to upper level V Elem 18.88 45.00 1786 1786 Refer to upper level C-1 R Op 2 31.13 45.00 -0 0-1 L Op 3 33.87 45.00 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 4900 4900 HD9 8810 0.56 V Elerri 54.13 45.00 1959 1959 Refer to upper level 0-1 R End 66.88 45.00 5999 5999 HD9 8810 0.68 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1624 1624 HD9 8810 0.18 1-1 L Op 1 0.00 23.88 1624 1624 HD9 8810 0.18 1-1 R Op 1 0.00 30.13 501 501 HD9 8810 0.06 1-1 R End 0.00 44.88 501 501 HD9 8810 0.06 Line 2 2-1 L End 67.00 0.12 1590 1590 HD9 8810 0.18 2-1 L Op 1 67.00 13.38 1590 1590 HD9 8810 0.18 2-1 R Op 1 67.00 20.63 1747 1747 HD9. 8810 0.20 2-1 L Op 2 67.00 34.88 1747 1747 HD9 8810 0.20 Line A A-1 R Op 1 14.13 0.00 103 103 HD9 8810 0.01 A-1 L Op 2 17.87 0.00 103 103 HD9 8810 0.01 A-1 R Op 2 24.13 0.00 1661 1661 HD9 8810 0.19 A-1 L Op 3 29.38 0.00 1661 1661 HD9 8810 0.19 A-1 R Op 3 35.63 0.00 2242 2242 HD9 8810 0.25 A-1 L Op 4 41.88 0.00 2242 2242 HD9 8810 0.25 A.-1 R Op 4 48.13 0.00 1986 1986 HD9 8810 0.23 A-1 L Op 5 53.88 0.00 1986 1986 HD9 8810 0.23 A-1 R Op 5 61.13 0.00 1986 1986 HD9 8810 0.23 A-1 R End 66.88 0.00 1986 1986 HD9 8810 0.23 Line C 0-1 R Op 1 7.13 45.00 1786 1786 HD9 8810 0.20 0-1 L Op 2 18.88 45.00 1786 1786 HD9 8810 0.20 0-1 R Op 4 54.13 45.00 1959 1959 HD9 8810 0.22 0-1 R End 66.88 45.00 1959 1959 HD9 8810 0.22 �egena: Line -Wall: At wall or opening - Sheadine and wall number 28 Woocatkraicsia StheaTteaft fisairean kn. /1,, 201133 1122fftle Defl - Horizontal shearwall deflection due to given term: DtkrvglimiliMileat elle t> the inetaltiliff segment end stud(s); E - stud mod. of elasticity in Framing Materials table able ail along panel edge L n= vh / Cif; Cit - Shear stiffness from SUPWS C4.3.3.2, valuers rn AtqAfigp=0.75hxptigifigiTlimbilDPWS Table CL1oZnliftr Unfactored Hcf,gaii Hold-down =014r{irefer to Hold-dowj Displacemenntable Sheai rgij mats of per n for comppner3tsof da r@fl = Deflection from en • rng + shear + nail stip + hold-down, as per SDPWS C4.3.2-1 1-1 Left Opening 1 0.00 21.00 69 370 1-1 Right Opening 1 0.00 24.00 703 264 Line B B-1 Left Wall End 42.00 23.00 6889 6889 B-1 Right Wall End 59.00 23.00 1312 1312 Line C C-1 Left Opening 1 6.00 45.00 692 C-1 Right Opening 1 12.00 45.00 28 C-1 Left Opening 2 19.00 45.00 867 C-1 Right Opening 2 31.00 45.00 2305 C-1 Left Opening 3 34.00 45.00 2665 C-1 Right Opening 3 43.00 45.00 3743 C-1 Left Opening 4 48.00 45.00 4343 C-1 Right Opening 4 52.00 45.00 6234 4822 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y .-a <--- Line 1 1-1 Left Opening 1 0.00 24.00 1758 1758 1-1 Right Opening 1 0.00 30.00 992 992 Line 2 2-1 Left Opening 1 67.00 13.50 909 909 2-1 Right Opening 1 67.00 20.50 15 15 2-1 Left Opening 2 67.00 35.00 1276 1276 Line A A-1 Right Opening 1 14.00 0.00 1201 1201 A-1 Left Opening 2 18.00 0.00 1495 1495 A-1 Right Opening 2 24.00 0.00 2010 2010 A-1 Left Opening 3 29.50 0.00 1391 1391 A-1 Right Opening 3 35.50 0.00 1906 1906 A-1 Left Opening 4 42.00 0.00 711 711 A-1 Right Opening 4 48.00 0.00 1226 1226 A-1 Left Opening 5 54.00 0.00 313 313 A-1 Right Opening 5 61.00 0.00 913 913 Line C C-1 Right Opening 1 7.00 45.00 600 600 C-1 Left Opening 2 19.00 45.00 994 994 C-1 Right Opening 4 54.00 45.00 2008 2008 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:39:32 DEFLECTION ( flexible seismic design) Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S ->N Ext 297.2 21.00 9.00 16.5 .004 .032 99 .005 .033 0.16 0.22 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 327.1 21.00 9.00 16.5 .004 .035 109 .006 .044 0.14 0.23 N ->S Int 0.0 .000 0 .000 .000 1-1,2 S ->N Ext 349.8 21.00 9.00 16.5 .004 .038 117 .008 .053 0.13 0.22 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 319.9 21.00 9.00 16.5 .004 .034 107 .006 .041 0.15 0.23 N ->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S ->N Ext 301.9 45.00 9.00 16.5 .002 .033 101 .005 .034 0.07 0.14 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 301.9 45.00 9.00 16.5 .002 .033 101 .005 .034 0.07 0.13 N ->S Int 0.0 .000 0 .000 .000 LineB 2 B-1 Both Both 923.5 17.00 9.00 16.5 .014 .050 154 .018 .123 0.22 0.41 LineC 3 C-1,1 W ->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E ->W Both 561.1 6.00 9.00 16.5 .024 .030 70 .002 .011 0.51 0.57 0-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W ->E Both 764.9 15.00 9.00 16.5 .013 .041 96 .004 .029 0.24 0.32 E ->W Both 540.5 15.00 9.00 16.5 .009 .029 68 .002 .010 0.24 0.29 Wall, segment W . Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1,1 Both Ext 287.1 24.00 8.00 16.5 .002 .028 96 .004 .026 0.12 0.18 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 87.9 15.00 8.00 16.5 .001 .008 29 .000 .001 0.16 0.18 Both Int 0.0 .000 0 .000 .000 Line2 1 2-1,1 Both Ext 278.6 13.50 8.00 16.5 .004 .027 93 .004 .024 0.21 0.27 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 306.7 14.50 8.00 16.5 .004 .029 102 .005 .032 0.20 0.27 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 0.0 8.00 6.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 17.3 4.00 8.00 16.5 .001 .002 6 .000 .000 0.58 0.59 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 283.2 5.50 8.00 16.5 .009 .027 94 .004 .025 0.52 0.58 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 385.0 6.50 8.00 16.5 .011 .037 128 .011 .063 0.47 0.58 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 339.9 6.00 8.00 16.5 .010 .033 113 .007 .043 0.50 0.58 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 339.9 6.00 8.00 16.5 .010 .033 113 .007 .043 0.50 0.58 Both Int 0.0 .000 0 .000 .000 Line C 1 0-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,2 Both Ext 312.2 12.00 8.00 16.5 .005 .030 104 .006 .034 0.24 0.31 Both Int 0.0 .000 0 .000 .000 0-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 343.1 13.00 8.00 16.5 .005 .033 114 .007 .045 0.23 0.31 Both Int 0.0 .000 0 .000 .000 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, refer to Sheathing and Framing Materials Dir - Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height 31 Unta s®w kit 1, 21V3113:s 2 Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) HOtEl-DdifblifliftV43WRITEIVerilikhiteASVIEMINIRI4A413 values in Deflection table Wall, segment Dir Hold- down Uplift force lbs Elong / 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 1-1,1 S ->N HD9 5028 .077 .001 0.078 - - 0.248 0.04 0.37 0.16 N ->S HD9 3076 .047 .001 0.048 - - 0.248 0.04 0.34 0.14 1-1,2 S ->N HD9 962 .015 .000 0.015 - - 0.248 0.04 0.30 0.13 N ->S 009 3629 .055 .001 0.056 - - 0.248 0.04 0.34 0.15 Line 2 2-1 S ->N HD9 5003 .076 .001 0.077 - - 0.248 0.04 0.36 0.07 N ->S HD9 2733 .042 .001 0.042 - - 0.248 0.04 0.33 0.07 Line B 0-1 Both HD9 8936 .129 .002 0.131 - - 0.248 0.09 0.92 0.22 Line C C-1,1 W ->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1082 .049 .001 0.049 - - 0.248 0.04 0.34 0.51 0-1,2 W ->E HD9 479 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 2552 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 9->E HD9 7000 .107 .002 0.108 - - 0.248 0.04 0.40 0.24 E ->W HD9 8570 .118 .002 0.120 - - 0.248 0.04 0.41 0.24 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 HD9 2321 .071 .000 0.071 - - 0.298 0.04 0.36 0.12 1-1,2 Both HD9 715 .022 .000 0.022 - - 0.248 0.04 0.31 0.16 Line 2 2-1,1 Both HD9 2271 .069 .000 0.069 - - 0.248 0.04 0.36 0.21 2-1,2 Both HD9 2496 .076 .000 0.076 - - 0.248 0.04 0.36 0.20 2-1,3 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line A A-1,2 Both HD9 148 .005 .000 0.005 - - 0.248 0.09 0.29 0.58 A-1,3 Both HD9 2373 .072 .000 0.072 - - 0.248 0.04 0.36 0.52 A-1,4 Both HD9 3203 .098 .000 0.098 - - 0.248 0.04 0.39 0.47 A-1,5 Both HD9 2837 .087 .000 0.087 - - 0.248 0.04 0.37 0.50 A-1,6 Both HD9 2837 .087 .000 0.087 - - 0.248 0.04 0.37 0.50 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,2 Both HD9 2551 .078 .000 0.078 - - 0.248 0.04 0.37 0.24 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 Both HD9 2799 .085 .000 0.085 - - 0.248 0.04 0.37 0.23 Legend: 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) -Unfactored (strength -level) accumulated hold-down tension force from overturning, dead and wind uplift 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 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% 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 33 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:39:32 STORY DRIFT ( flexible seismic design Level Dir Wall height ft Cd Actual Story Drift (in) I Max Line dxe Max dx Allowable Story Drift hsx Delta a Ratio ft in 1 9.00 9.83 2.70 N ->S 2.0 1.00 0.23 1 0.45 0.17 S ->N 2.0 1.00 0.23 1 0.45 0.17 E ->W 2.0 1.00 0.57 C 1.14 0.42 W ->E 2.0 1.00 0.57 C 1.14 0.42 2 8.00 8.00 2.40 N ->S 2.0 1.00 0.27 2 0.53 0.22 S ->N 2.0 1.00 0.27 2 0.53 0.22 E ->W 2.0 1.00 0.59 A 1.17 0.49 W ->E 2.0 1.00 0.59 A 1.17 0.49 Legend: Cd - Deflection amplification factor from ASCE 7 Table 12.2-1, used in Eq'n 12.8-15. I - Importance factor Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection 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 Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Redundancy Factor p E -W NS 2 41390 3015.0 16416 16416 - - 1 49190 3015.0 10758 10758 - All 90580 - 27174 27174 1.00 1.00 Legend: Building mass — Sum of all generated and input building masses on leve! = wx in ASCE 7 equation 12.8-11. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. • Redundancy factor p (rho)- 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 load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 35 1. WoodWorks® Shearwalls ot2.wsw Jul. 1, 2013 13:39:32 SHEAR RESULTS ( rigid seismic design North-South Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [pit] V [lbs] vmax v Int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 6453 215.1 215.1 125 380 1.00 X 380 14820 0.57 Level 1 Lnl, Levl 1 S ->N 1.0 1.0 10305 262.9 262.9 125 380 1.00 X 380 15960 0.69 1 N ->S 1.0 1.0 10296 248.4 248.4 125 380 1.00 X 380 15960 0.65 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 6028 224.3 224.3 125 380 1.00 X 380 13680 0.59 Level 1 Ln2, Levl 1 S ->N 1.0 1.0 10520 233.8 233.8 125 380 1.00 - X 380 17100 0.62 1 N ->S 1.0 1.0 10532 234.0 234.0 125 380 1.00 X 380 17100 0.62 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pH] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 3948 203.2 203.2 125 380 1.00 X 380 10640 0.53 Line B Level 1 LnB, Levl 2 W ->E 1.0 1.0 10379 610.5 610.5 380 380 1.00 A 760 12920 0.80 2 E ->W 1.0 1.0 10498 617.5 617.5 380 380 1.00 A 760 12920 0.81 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 7740 317.2 317.2 125 380 1.00 X 380 13300 0.83 Level 1 LnC, Levl 3 W ->E .67 .67 8845 589.6 589.6 327 327 1.00 A 653 23520 0.90 3 E ->W .67 .67 8721 567.1 567.1 327 327 1.00 A 653 23520 0.87 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir- Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 2,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, if is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 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. 36 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:39:32 HOLD-DOWN DESIGN 1 rigid seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 3814 3814 HD9 8810 0.43 1-1 L Op 1 0.00 20.88 2335 2335 HD9 8810 0.27 1-1 R Op 1 0.00 24.13 729 729 HD9 8810 0.08 V Elem 0.00 30.13 700 700 Refer to upper level 1-1 R End 0.00 44.88 2904 2904 HD9 8810 0.33 Line 2 2-1 L End 67.00 0.12 3791 3791 HD9 8810 0.43 V Elem 67.00 13.38 1675 1675 Refer to upper level V Elem 67.00 20.63 1826 1826 Refer to upper level V Elem 67.00 34.88 1826 1826 Refer to upper level V Elem 67.00 37.13 1 1 Refer to upper level 2-1 R End 67.00 44.88 2119 2119 HD9 8810 0.24 Line A V Elem 15.88 0.00 185 185 Refer to upper level V Elem 26.13 0.00 800 800 Refer to upper level V Elem 28.38 0.00 692 692 Refer to upper level V Elem 36.63 0.00 1398 1398 Refer to upper level V Elem 39.88 0.00 1295 1295 Refer to upper level V Elem 48.13 0.00 981 981 Refer to upper level V Elem 49.38 0.00 624 624 Refer to upper level V Elem 65.63 0.00 624 624 Refer to upper level V Elem 66.88 0.00 1377 1377 Refer to upper level Line B 8-1 L End 42.13 23.00 5577 5577 HD9 8810 0.63 B-1 R End 58.88 23.00 5641 5641 HD9 8810 0.64 Line C C-1 L End 0.12 45.00 -5325 0-1 L Op 1 5.88 45.00 3325 3325 HD9 8810 0.38 V Elem 12.13 45.00 462 462 Refer to upper level V Elem 18.88 45.00 2462 2462 Refer to upper level C-1 R Op 2 31.13 45.00 -0 0-1 L Op 3 33.87 45.00 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 5396 5396 HD9 8810 0.61 V Elem 54.13 45.00 2587 2587 Refer to upper level 0-1 R End 66.88 45.00 5832 5832 HD9 8810 0.66 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1739 1739 HD9 8810 0.20 1-1 •L Op 1 0.00 23.88 1739 1739 HD9 8810 0.20 1-1 R Op 1 0.00 30.13 700 700 HD9 8810 0.08 1-1 R End 0.00 44.88 700 700 HD9 8810 0.08 Line 2 2-1 L End 67.00 0.12 1675 1675 HD9 8810 0.19 2-1 L Op 1 67.00 13.38 1675 1675 HD9 8810 0.19 2-1 R Op 1 67.00 20.63 1826 1826 HD9 8810 0.21 2-1 L Op 2 67.00 34.88 1826 1826 HD9 8810 0.21 2-1 R Op 22 67.00 37.13 1 1 HD9 8810 0.00 2-1 R End 67.00 44.88 1 1 HD9 8810 0.00 Line A A-1 R Op 2 24.13 0.00 985 985 HD9 8810 0.11 A-1 L Op 3 29.38 0.00 985 985 HD9 8810 0.11 A-1 R Op 3 35.63 0.00 1691 1691 HD9 8810 0.19 A-1 L Op 4 41.88 0.00 1691 1691 HD9 8810 0.19 F.-1 R Op 4 48.13 0.00 1377 1377 HD9 8810 0.16 A-1 L Op 5 53.88 0.00 1377 1377 HD9 8810 0.16 A-1 R Op 5 61.13 0.00 1377 1377 HD9 8810 0.16 A-1 R End 66.88 0.00 1377 1377 HD9 8810 0.16 Line C 0-1 R Op 1 7.13 45.00 2462 2462 HD9 8810 0.28 0-1 L Op 2 18.88 45.00 2462 2462 HD9 8810 0.28 0-1 R Op 4 54.13 45.00 2587 2587 HD9 8810 0.29 0-1 R End 66.88 45.00 2587 2587 HD9 8810 0.29 Legend: Line -Wall: At wall or opening - Shearline and wall number 37 FOUNDATION EVALUATION c.4< M.•••••••••••Obs /47 4.f.' r/'5T — ,Pe r Ve7, p Li= 0 C.,:-"--- 7-7‘ o.o P >- 2, 4, (1et e?,e) .74 ( 2 7 2, 47 k‘e _x;-: SJ c9 c9 C.9 (A_) f4t 5 Peos —) 00 J/244 )e'A= S -- ,--.7 ZE /7/A (rt....) 2k 43- Oo S " cp f7.6 ; /2 57 z4( PRoa, r-' /?/ e -77rt \ 4E - /o) og 0 14, /// 340 -57Z- C)& = f",e1 ( 2 April 29, 2016 City of Tukwila Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0094 SINGH RESIDENCE - LOT 4 - 14825 46TH LN S Dear GARY SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Provide a footing drain detail, to show gravel shall extend at least 1 foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least on sieve size larger than perforation and covered with not less than 6 inches of the same materials. 2. General Notes (CO and Smoke alarms) language shall be revised to "For new construction, an approved carbon monoxide alarm shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units and on each level of the dwelling and in accordance with the manufacturer's recommendations." "All" new or altered residential buildings shall be required to have CO alarms. (IRC R315.1 — 4, Washington State Amendments) I put a red line to show the alarms mounted outside the bedroom on the main floor. Also two detectors are marked in red to be within close vicinity of upstairs bedrooms one by the master bedroom and one outside of the other bedrooms. 3. Show designated egress windows at all bedrooms or sleeping rooms. Include in the window schedule with minimum egress openings sizes specified per code. (IRC R310.1) 4. Egress windows located on the buildings minimum 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 -foot wide area below the rescue window. Since the minimum set back is 5 -feet on each side of the property lines, minimum of 10 -feet by 4 -feet shall be allowed between buildings if applicable. Provide a note on the plan that no Tann C,,:r" Munn ML,.,:1., U/ �43:ti„r„14 OR1QQ 1nK X21 2.^7n - )nom A21 2440 fence other than a wood fence or similar shall be allowed at that location. Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be designed where bedrooms are located on the side of the building to provide for adequate ground ladder access. (TMC 16.16.070) PLANNING DEPARTMENT: LAURA BENJAMIN at (206)433-7166 if you have questions regarding these comments. • Confirm scale on elevations (sheets P5 -P6). Scale states 1/8"=1', however elevations show 1/4"=1'. Home does not meet code if scale is 1/8"=1'. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D16-0094 f2/)11 Qnrvtlaworitor Rnulovnrli Cu;t,, .2t11111 T..L.a;l.. UIrsety ..t,-1, OR/RR . 711E 421 24711. D,..-'1/1. 421 24-4C PERMIT COORD COSY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0094 DATE: 05/11/16 PROJECT NAME: SINGH RESIDENCE — LOT 4 SITE ADDRESS: 14825 46TH LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural l 10j�I' Planning Divisi n Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 05/12/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: S1 L ��s 3 a DUE DATE: 06/09/16 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0094 DATE: 04/04/16 PROJECT NAME: SINGH RESIDENCE - LOT 4 SITE ADDRESS: 14825 46 LN S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: k5 Cow - -B'LP Building Division mg PrA ublic Works ,fits'' IMV of Q4I1 t Fire Prevention ip Structural us Co 4-274 p Planning Division 111 111 Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/05/16 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 05/03/16 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping'' PW ❑ Staff initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 510 I i & Plan Check/Permit Number: D16-0094 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: SINGH RESIDENCE - LOT 4 Project Address: 14825 46TH LN S Contact Person: �� 5 t II Summary of Revision: 11/ Phone Number: 1/R.1/"I "II' 8O Co, /ecEph U Pii/` l/J Ga e4 J RECEIVED CITY OF TUKWILA MAY 0 9 2016 PERMIT CENTER Sheet Number(s): L_ e'k "Cloud" or highlight all areas of revision including date Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.dec Revised: August 2015 r vision alt al' CER IFICATE OF WATER AVAILA ILITY Required only if outside City of Tukwila water district DE1iE� +W PERMIT NO.: gvAgtfa.rte: Site address (attach map and legal description showing hydrant location and size of main): 2/6 /..ss AQP M cx 4. "A f, S'i't. t y ` Sf- '4 -R_. .. k, itteiftli.. .. '"`.:�t:��?�Y_���.'�ri���+��i G' Itlr,. .. J��, ° i�� Ka4iry��W'.��� �'�t1.12'�r'�Yµt Name: , r`JsN-W 4Sr 7114 C_ Name: Address: R, v <1 /y p.-st` uk. Address: Phone: 7,0-0 r Z4tt-49.00r /---.) Phone: This certificate is for the purposes of: ❑ Residential Building Permit 0 Commercial/Industrial Building Permit ❑ 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): IA) b. 12—J 0 Preliminary Plat 8 Short Subdivision ❑ Other t. 5r) ft. Owner/Agent Signature 1. The proposed project is within c lar 2.[2<o -improvements required. 43, Date _(City/County) 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 sheet if more mom is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of IA 9 i, gpm at 20 psi residual for a duration of 2 hours at a velocity of Ga fps as documented by the attached calculations. 5. Water availability: RECEIVED { Acceptable service can be provided to this project CITY OF TUKWILA ID 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. (09 ocst'-j I hereby certify that the above information is true and correct. K i ne, C. 2-5 APR 0 4 2016 PERMIT CENTER CERTIFICAT''- OF SEWER AVAILABILITY/Nr '1 -AVAILABILITY Residential: $50 Commercial: $100 i'Certificate of Sewer Availability OR U Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: U Building Permit U Preliminary Plat or PUD ❑ Other ErShort Subdivision U Rezone Propos Use: et Residential Single Family ❑ Residential Multi -Family U Commercial ❑ Other Applicants Name: 6,) irli 6.) ii l l /51 el iii, )1 iy1S- Phone: 2_O (, • 244 • 19 D 0 Property Address or Approximate Location: Tax Lot Number: C5 .34 ,.-2._(,. a r 46 t 5 S. t 48 ex.rd i s stiown n -e habr+ A 14 6 Legal Description(Attach Map and Legal Dcripti if necessary): es4 d4 -6.:, M i ►K,r�--r� �,s L* 2. Wk._ 2_ ..me. c€4 ok,c,„ , ) -6--t-i-, e 1:21-/- —fie-vc ©-P ►'c_. co-rei �c1 1'- 1101 12 p(. .' ,a3 y.. I n K C " . Part (To Be Completed by Sewer Agency) ,B�:' 1. U a. Sewer Service will be provided by side sewer connection only to an existing Cc. size sewer A4J feet-frem the site and the sewer system has the capacity to serve the proposed use. OR U b. Sewer service will require an improvement to the sewer system of: U (1) feet of sewer trunk or lateral to reach the site; and/or U (2) the construction of a collection system on the site; and/or U (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 U b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Er 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 U b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ District Connection ---Tj, a. Charges due prior to connection: g .s - T L. - GFC: $ SFC: $ UNIT: $ A Southwest Suburban Sewer District connection charge will be due prior to cor IREIVED _,/ CITY OF TUKWILA b. Easements: tJ Required U May be Required APR 0 4 2016 c. Other: b110- Qo' 41 PERMIT CENTER Certificate of Sewer Availability/*T-n-Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein ("Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from. King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's, sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as, a condition ofgranting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ofSewerAvailability/NonAvailability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature (/' ?(0 Date 1— 0 3, 11 0 r (100006Z190L00Zif '3311 ILO -S01 dSRI- Z 101) (100006Z190L00?J '0319 ,OZ- 1L0-901 d5tll- l 1010 ;f - 4;0 p m CO O r ° o .. f g 0 c° 50. O.. 0 0 0o pNp C+� ,€ a. J x qr qo 0 o Wf 5 E inq :n a O 4 n � wouen03 souaua1u10Yi 1300U 610M d puo - nEou10ip o} }oo(gn5 :salmon pup sso)ba ssor6ul .I01 1u0uwsoo ,OZ'a10mJd Ma .,,.. 3 £S.OZ.ION,... (1 q mIFD". I ag ,0L 1 ° I I �Q �: 1 • • a - • f {t} v z W W J set rebar w/cop 123604 1-- I 0o mq ✓ U .0 J a Jr I0 — Found pipe or mbar N (»0-90Mdi lluuad 011MIIn1:) M.9Z,£ 1.los ,do's£' / £ 130J1 sull 1603 10ut6N0__/. ru oy d d 3.99Z;£I.ION ,L£'16 ~` M.9Z,£1.105 7. M.9Z,£I.10S, (s'B£-Lo *wad Iould . £r9$'# swum i' SC1000Zt00# l0'} x01) S S L. " � I:r NIm \; •moi^0 ' I`) _' _ O 0 jq , 00 1 c0 1.) v r) = 1UDuan03 sOu0ua}ur0y1.pooN s10AUd puo til 'o 1 s I' s5out0.Ip 0 i0afgn% :valllp° puo ssoJ69 '6s9.,5u X01 luauWasos .0Z •land MON-1 (gZ£-L.00# 1!(0J6d I0utd 9£9$'# asfOH 9£100OZ1,00/ 101 601) K_ L. • c oL c:31 ° '�. ,08'£21 *8 m,._._ o • T a r` N I (i•1'o-90Mdl ' 1IWJ0d ONM,I01) // M.�B.ZI t05 o wi (71,81../Z -4 , [[0�t -_-. ri6'99t L M«i2ZL WS._ 1\ �ii(o....,.." 13-1111 t �_.–� - W0 )4,..t CCdx 1 / 11 d. s t N 1x10 In Z V 0 n C O }.^�[}�� '^I 1 £ -1----lir 1 _ — — ' i r '�j r od t`F qq g 04 .: o O O c0 _r I.01'.. i t h 41 1 1 n �.� .`. — —I N p. Eo#0go ;Sri! 1 [L! 16!,'"i co N o-0-5 n m�f N nn I `oE E e E i 1 ln�, I _. Y m 0' o o;N N w,r v o o m or... 3 1' - i` m- 00n o o r t v3E� I 401 1 0 E o 1 I —.la I� ` .at I !s Is,s1 a 1 VISI t L— _J'L J JS'SL ,z5 -LL ,ZS'LL BL c in .0Z kris- , i a. ;14: \— E ucv ten - 411121 :;:::::** -- "E3 \ ...1.J11 11vb -al c c n el rnN- Lit o M.EZ,ZLIOS dr.u V fG 7) r ui • cri VS '9Ay y,9fEr La N M a 1- H 1- n n to N CO 00 I d d r< H T 6 = 10,638 SIDHU HOMES INC Home Espanol Contact Safety & Health Claims & Insurance • 0. Washington State Department of Labor & industries Search L&I Page 1 of 2 A -Z Index Help My L&I Workplace Rights Trades & Licensing SIDHU HOMES INC Owner or tradesperson SINGH, GURDIP Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT WA UBI No. 602 228 341 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation 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— 03/22/2018 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 ............................ Developers Surety & Indem Co $1,000,000.00 Policy no. BIS0002479501 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date 03/17/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 8/31/2016 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, DETAILS & WINDOW SCHEDULE P-8 STRUCTURAL & GENERAL NOTES P-9 STRUCTURAL & GENERAL NOTES P-1 0 STRUCTURAL & ENERGY NOTES LANDING P. EL. =291.0' E.EL. =294.9' DOWN SPOUT DRAINAGE WATER LINE FOOTING DRAIN I cgs w N' - L t -e oatA 2�6- *INFILTRATION SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE MT. NDUIT 2" PHONE & CABLE COVER Q UALCONY *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. TITLE CONCRETE DRIVEWAY EXPOSED AGGREGAT€ --- N4c1. " — t1 1\kk it or cL eci -T s t r1 Q24:‘ ec.k Ye,g t.):// eco: -kve.. Co PAwtws SEPARATE PERMIT REQUIRED rOI1: ❑ ochanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila Bl-i+J 7' a DIVISION PROPOSED FOR S1DHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. 45.61' 1 /8"-1 ' DRIVEWAY 29'-0" [29.00'] EXISTING STORM DRAINAGE STUB WATER, mph CABLE, KY ELECTRICITY EXISTING STUBS 6'-2" [6.20'] PHONE: JAN.11.16 (206) 244-1900 DRAWING NO. I'eir ce_ of ev- fKapi a wood -cemce ..<i11 -1-;10(1,--S et t i 6e- '1115 11.4_ INZ�Q.v'�v Et4:yess Lc.))/1.)014) s Located, w;thsh '»� r u PPI l Sec-bck_t 't, ✓t 13't.c{.4.4 ..oi lo 7� 1 `. . fi �, _�i" �c? tagV i d e J '!v ' SIf a�Nl� j t i~I 1 t i hese plans have been reviewed by the Public tE Ir •.'r1ror Works Department for confoinuance 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: By: NOTE: HOUSE WILL BE SPRINKLED AS PER CITY OF TUKWILA CODE REVISIONS No charges shall be made to the scope of work without prior approval of la Building Division_ res= ?"c..s will require a new plan submittal ,ski may i,,;,:ude additional plan review fees. ( SITE COVERAGE= TOTAL LOT AREA=10,783 SQ.FT. ALLOWABLE SITE COVERAGE=3,197 SQ.FT. ACTUAL SITE COVERAGE=2,743 SQ.FT. PLANNINe APF;.: No chenges.can be '— plans without epprc. Planning Divisi .. 7_ ,' roved By:___�� • syr 46T-- LAN E SOUTH FILE COPY F�, n rz.,-v;ev,•::::-.1r,rclvE1 is subject to errors and o, � i2.3ion3. . ,..o 1 c oft documents d.os not aut! oiiza 1 I [ _1s C.. ! fir adop+io coda o. r, dinanca. Rcocipt Copy and ccncii n5 is ac noMod jod: Ey: Date: City of Tukwila BUILDING DIVISION SITE PLAN CORRE TON LTR# - RECEIVED CITY OF TUKWILA MAY 0 6 2016 PERMIT CENTER 67' MATERIALS NOTE: 1. Alt milled lumber, including beams, unless otherwisespecified, are to be HF#2 with an Fb = 850 psi. 2. All gtulam beams to be rated Fb = 2,400 psi. 3. All connectors to be by Simpson Strong Tie, unless otherwise noted. All connectors used with their products shalt be as specified for that product. Y 15' 18'-6" f 10' / 21'-6" i / 2 / r 1— 1 I _J 1 I- . _ -1 1 L —I Th \ /T 1 1 / x 1 0 \ I �' L- 1 Q LO 3'-0" WIDE MIN. CRAWL SPACE ACCESS cam-- _ o D ec • a. FT) mQ0 \ i/\I- /I I r� % F:o w YF . L_N I I I J 1 3'-0" WIDE I MIN. CRAWL I SPACE ACCESS L I I L - X ).< X = 7 c C- 5'-10' .,-/ 3' 6 -2 ..-U 3'-9" 3 .. 6'- 4 3 2'-6' 1-\ N N \ N N \ \ 36"x24" MIN. CRAWL SPACE / / ACCESS AT WALL / / / 27 / / 15' 1 1'-2" -�- 1 1 1'-10"10'-9" \ N 18'-3" / / N \ / k—�N \ / w i \ / X 3'-0" WIDE MIN. - i \ / \ / CRAWL SPACE \ / / \ ACCESS \ /.c ,, N /\ T.J.I. JOISTS / / \ / \ / \ 0 �1 N /1 ' " 7 -3 J f/. / X \ / \ 7 \ r Qag)- r- °� f / lic 36"x24" MIN. CRAWL SPACE ACCESS �' / / / / / — 1 N N \ — \ I N N / N 1 i Q 6"X6" POST ON \ J � , / 1 10'x10 CONC. N X /2" N 1 -r —� CD ( / L ---j PIER ON �' -11X4' CONC. FOOTING WITH N ._I ' 1 1 L- --� / / t° -� #4 REBAR ©1' 0.C. \ ERT. & HOR. TYP. \_.J- r- ,/ r- r _ _ -1 1 1 L t- -1 r I N 1 1 L - 6"X6" POST ON 1 1 L—y-- \ 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. 16' 10' r -----1 12' 29' fi 67' L. m d 7 741E / Def Ph -4//) F .&W i.Nv 24' CRAWL SPACE & FOUNDATION PLAN SCALE:1/4"-1' —, H 1 6"X6" POST ON 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. r\ 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. 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 1/2" 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.) 1N/ 7rief, /JD E X ;fX7DX. .E 57E/"s A) L' 2 fl `. ` / / Z" 4 .�.",. f 'FA . i 4e - FOOTING 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. I VIEWED FOR CODE.CQMPLIANCE A PROVED •,r MAY 2 4 MB City oink/Ala BUILDING DIVISION oe /046 0 �qqITILA RECEIVED APR 04 2016 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. DWN: HB SCALE: 1/8"-1' DATE: JAN.1 1.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7075 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 0 N I e) L 67' HEADER NOTE: Unless otherwise shown, all window, exterior door and minor interior headers/beams to be 6" x 10" or 4" x 12". Note thatheaders for these uses have been designed for the support of a maximum contributing floor load for that floor and with a beam span of up to 6 feet. (However the location of girder trusses (when known) may require a re-evaluation of certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) MATERIALS NOTE: 1. AH milled lumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. All glulam beams to be rated Fb = 2,400 psi. 3. All truss joists to be TJI or rated equivalent. 4. All connectors to be by Simpson Strong Tie, unless otherwise noted. All connectors used with their productsshall be as specified for that product. 9'-2" 5'-10" 18'-6" 10' 16' 5'-6" 2' 4'-6" 4'-8" Fasteners 5'-6" 3'-9" 3'-9" 5'-6" Grp Surf 6'-11" 9'-1" Thick In GU In Ply Or Gvtv Ibs►In Size Type . Df. Eg In Fd in Bk Notes Ext • Struct Sh OSB. 24/16 7/16 - 3 Vert 83500 115 Nail N ■ 6 Y '. 2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 - 2-2'6'X6'8" Both • Struct Sh OSB 24/16 ?'X3"`' 3 Horz 3,X6,0 3'X6'v 3'X6, 0 0 4 FRENCH DOORS S.G./TEMPERED Y 2;3 (�'� �/ Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 4 Y 2.3 0 °W co W.I.C. 4'X4 4 o NOOK �- o to BATH a WADSHE - - -i ,c) L _ _1 (2'6"x68"... 2'6"X6'8"- FAMILY ROOM 04 I- tai KITCHEN 1. w> 1/.4/11,, C \ PANTRY gjs2? al ,--.' o0 '' BEDROOM -4 I 0.4,4 f , ISLAND k 15' 6'-10" N 4'-4" { 3'-6" 8'-4" %r 21'-6" ` 5'-6" f� 6 r 0 . ' i < (------icja ,P as `� FLUSH "} %::, BEAM ,E -` v FLUSH BEM/ WEAT�IERSTRI SELF SOLID CO , -CLOSER 2 8X6 8' REF. '- Q &-- 0 - - _Z J D U-- r - - -fie .D _ ,,,_ - R- BEAM \`," �•� jjj { t�/ I I 2R UP �- 3'-6" DD N 1137' _-�� PO DER ROOM 1161,--......„1 IGARAGE: 16'-3" 36 MINIMUM /I ANDRAILS SLAB & n'> DRIVEWAY AT ' l . 2'-44" I it)<�' S1';<12° CO DJ #2 fie #'` MIN. 2% , SLOPE ipowo\ LINO GOPE 3'-6" 8'-4" j co 21'-6" 5'-6" 2' ` •6R''' �v / �, N TO ABOVE ( / • A1C /a j - ;- °' /, �..� GARAG E ;- ' T.J.I. JOISTS "' 'c DINING N Xi`'" ENTRY . ocKEr 10'-9" 18'-3" -''- a " X/2 "r »F " 1N 7 BEAM - 3'X 3'X8' iv 6"X6" BEAM POST 3'X6' 3'X6' 0 4 3'X6' 4 4 a ! ' I V 4' `� � - I 1 �� N' 0 f8 `� l "� C� ��� o I iii 42" I K ' I� 6'^6` � i MINIMUM GUARDRAILS Tip. ;� BF B$- - {> BEAM N 0 30 l DROP BEAM DROP. BEAM �'� 5 II 0 4-3 3-9 3-9 d" X 4-3 /2 " DF Z 2R UP tZ� 6 4 5'-8" -9fi -6, 16' 1 -9 , 16' ,. 10' f / 12' f1 29' 67' Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and 1B0 T2306.3 Note e. 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 and IBC T2306.3 Note d. - FRAMING MATERIALS by WALL GROUP Species Grade Wall •G p b d in in Spacing in SG E. - psi"6 D.Fir-L D.Fir-L D.Fir-L Stud Stud Stud 1.50 5.50 150 5.50 1.50 5.50 16 16 16 0.50 0.50 0.50 1.40 1.40 1.40 NAI \ FL00 SCALE:1 /4"-1 ' TOTAL MAIN FLOOR AREA = 2,678 SQ.FT. GARAGE AREA = 703 SQ.FT. NET MAIN FLOOR AREA = 1,975 SQ.FT. MWD51) VE//T5, ale A7 l e)L 71, +dc L.// D /1 #47 4`3/Z///.4 Awe /rfSAll,EP 74) Pin) V PE t'f /IJL 7s6// N 0 I N \ 6"X6" POST NOTE: THE HOLD DOWNS ARE SHOWN ON THE -FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW HOLD DOWNS AND TIES KEY 0 0 MODEL # CAPACITY NOTES STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST 1-D98 6,580# 5.25" X 5.25" MIN. STUD/POST HD12 12,065# 5.25" X 5.25" MIN. STUD/POST HD19 15,270# 5.25" X 7.25" MIN. STUD/POST MST48 3,640# 3.5" X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS 'FOR EACH HOLD DOWN OR TIE. (A- COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONSARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 2.5" SQUARE WASHERS (PER USUAL PRACTICE) SMOKE & CARBON MONOXIDE DETECTOR LOCATION HARDWIRED WITH BATTERY BACK UP 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 COMBUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE WITH TIMER AT EACH LOCATION WHOLE HOUSE VENTILATION 1. INSTALL FAN IN LAUNDRY ROOM 2. INSTALL 24HR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4. INSTALL AUTOMATIC ELECTRIC DAMPER IN THE OUTSIDE ELECTRIC AIR INTAKE 5. INSTALL 7" OUTSIDE AIR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-O OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRECIRPTIVE OPTION 2012. NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. SCALE: JAN.11.16 PHONE: (206) 244-1900 3. 22"X28" ATTIC ACCESS TO ALL . ROOF SPACES_ 4. WHOLE HOUSE FAN VENT TO FAN OUTSIDE. DRAWING NO. 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. 28 r-7 ' i6 FL00 AEA: TOTAL LOT AREA=10,783 SQ.FT. NET MAIN FLOOR AREA=1,975 SQ.FT. NET TOP FLOOR AREA=2,1 10 SQ.FT. TOTAL FLOOR AREA=4,085 SQ.FT. -FLOOR DRAIN - SAFETY GLASS - HANGER 61/4 -POCKET IN BEAM RECEIVED ITV OF TUKWILA APR 0 4 2016 PERMIT CENTER Sheathing Fasteners Apply Grp Surf Material Ratng Thick In GU In Ply Or Gvtv Ibs►In Size Type . Df. Eg In Fd in Bk Notes Ext • Struct Sh OSB. 24/16 7/16 - 3 Vert 83500 8d Nail N '4 6 Y '. 2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 - Y Both • Struct Sh OSB 24/16 7/16 3 Horz 83500 8d Nail N 4 6 Y 2;3 ('} Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 4 Y 2.3 NAI \ FL00 SCALE:1 /4"-1 ' TOTAL MAIN FLOOR AREA = 2,678 SQ.FT. GARAGE AREA = 703 SQ.FT. NET MAIN FLOOR AREA = 1,975 SQ.FT. MWD51) VE//T5, ale A7 l e)L 71, +dc L.// D /1 #47 4`3/Z///.4 Awe /rfSAll,EP 74) Pin) V PE t'f /IJL 7s6// N 0 I N \ 6"X6" POST NOTE: THE HOLD DOWNS ARE SHOWN ON THE -FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW HOLD DOWNS AND TIES KEY 0 0 MODEL # CAPACITY NOTES STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST 1-D98 6,580# 5.25" X 5.25" MIN. STUD/POST HD12 12,065# 5.25" X 5.25" MIN. STUD/POST HD19 15,270# 5.25" X 7.25" MIN. STUD/POST MST48 3,640# 3.5" X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS 'FOR EACH HOLD DOWN OR TIE. (A- COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONSARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 2.5" SQUARE WASHERS (PER USUAL PRACTICE) SMOKE & CARBON MONOXIDE DETECTOR LOCATION HARDWIRED WITH BATTERY BACK UP 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 COMBUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE WITH TIMER AT EACH LOCATION WHOLE HOUSE VENTILATION 1. INSTALL FAN IN LAUNDRY ROOM 2. INSTALL 24HR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4. INSTALL AUTOMATIC ELECTRIC DAMPER IN THE OUTSIDE ELECTRIC AIR INTAKE 5. INSTALL 7" OUTSIDE AIR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-O OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRECIRPTIVE OPTION 2012. NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. SCALE: JAN.11.16 PHONE: (206) 244-1900 3. 22"X28" ATTIC ACCESS TO ALL . ROOF SPACES_ 4. WHOLE HOUSE FAN VENT TO FAN OUTSIDE. DRAWING NO. 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. 28 r-7 ' i6 FL00 AEA: TOTAL LOT AREA=10,783 SQ.FT. NET MAIN FLOOR AREA=1,975 SQ.FT. NET TOP FLOOR AREA=2,1 10 SQ.FT. TOTAL FLOOR AREA=4,085 SQ.FT. -FLOOR DRAIN - SAFETY GLASS - HANGER 61/4 -POCKET IN BEAM RECEIVED ITV OF TUKWILA APR 0 4 2016 PERMIT CENTER Q h 67' 9'-2" 5'-10" 5' 13'-6" 10' 16' 5'- ,r 4'-6" 4'-8" 2'-6 2'-6" 7' 6'-6" 5' 7'-9" 8'-3" N. � ; Material • Ratng SheathingFasteners Thick GU In in Ply Or Gvtv lbs/in Size Type. Df Eg in Fd In Bk Apply Notes ( Ext $int Both Both Struct Sh OSB Gyp WB 1 -ply Strutt Sh OSB Struct Sh OSB. � 7/16 - 1/2 - 7/16 - 7/16 - 3 - 3 3 = 2,X3,O 83500. • 40000 83500 83500 \S.G./AERED 0 N N N N Xn � _I Y Y Y Y 2,3 2,3 2,3 up co I `n / / o 5'X5° ' J I \ W.1.C.� ® 233M0HS /ens 0/5 ,) DRY 5/0 TUI SHO2 0 J \ \L�� U / c_____--_ 2I3MOHS /��� a 1. 0 BATH BATH •/ 2,6„X6,$„ (2'6"x6'8"_ 1 °o "r? / D i 'in 2 CO .?‹ -C \ i ar / ( ) °' BATH ..----A- -2 /BEDROOM \ W.I.C. •LI o = ! 16'-2" °� co — 1 15' /2'1'X6'80 rD r 7 xBEDROOM-1 F C° / BEDROOM -3 • S �, 'n \ \ 2,8,X6,8 / I/ M I // _o_ /X°' W.I.C. .O _ i S 42MINIMUM I/ 5 _ - t, / / /- >-" .. 10 o N. � r - .- _ -1 O C / N N /// a ` 11114 N N /4\ I `� I W.I.C. I / / 8'-9"_ N N / N / / N i / / k r� •pi`/� OA* / xw 4 14'-9" \ • z, c 1 42" MI UM GU. "DRAILS // , r, / 12 4v 1 I J L / o0 00r. i 4'-2„ N 5, 4" 9tt , !� / N LOFT in MASTER _ BEDROOM ,.2"x30" r ENSUITE �� / / / / OPEN TO / N \�N I N `� `° / i\ ACCESS i I I x I / N I L--� L I 1 0 o0 // / BELOW ///' 7 / / / / ---J I / / `i \ CD 00 INCL. ARCH 0 1 11 COVERED 11 1 cfl / �_ / 6' NCL. 5' ARCH - of / I INCL.�A CH INCL. CH INCL. AR H I 1 'y.. X O °; ,� BALCONY 5 1/(t1/4 W '- COVERE `4 BALCONY &'X5 INCL. ARCH 11 T _ \ 8 6'X5' INCL. ARCH Ana 42 MINIMUM UARDRAILS T'P. , =, _ I ` r 4,-3" 3'-9" 3'-9" 4'-3" 5' 5' 6'-4" 5'-8" 7'-5" 7'-5" 16' 10' 12' 14'-10" 5'-2" 7'_1" 9' 67' TOP FLOOR SCALE:1 /4"-1 ' TOP FLOOR AREA = 2,593 SQ.FT. OPEN AREA = 483 SQ.FT. NET TOP FL. AREA = 2,110 SQ.FT. 6"X6" POST HOLD DOWNS AND TIES KEY MODEL # O STHD14 Q - HD9B • HD12 Q HD19 A MST48 NOTES: CAPACITY 3,815# 6,580# 12,065# 15,270# 3,640# NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X.5.25" MIN. STUD/POST 5.25" X. 5.25" MIN. STUD/POST 5:25" X 7.25" MIN. STUD/POST 35" X 3.5" MIN. STUD/POST • 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. - 2. SEE CURRENT CATALOG TABLES FOR PROPER: FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED 1N THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. NOTE: THE HOLD DOWNS ARE SHOWN ON THE FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW SHEATHING.MATERIALS by Grp Surf Material • Ratng SheathingFasteners Thick GU In in Ply Or Gvtv lbs/in Size Type. Df Eg in Fd In Bk Apply Notes ( Ext $int Both Both Struct Sh OSB Gyp WB 1 -ply Strutt Sh OSB Struct Sh OSB. 24/16 24/16 24/16 7/16 - 1/2 - 7/16 - 7/16 - 3 - 3 3 Vert Horz Horz Vert 83500. • 40000 83500 83500 8d 5d 8d 8d Nail Nail Nail Nail N N N N 4 7 4 3 6 7 6 4 Y Y Y Y 2,3 2,3 2,3 Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 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 and IBC T2306.3 Note d. FRAMING MMAT RIALS. Wail Gr up Species - -- Grade b in d in Spacing In SG E ps1^6 3 D.Fir-L D.Fir-L D.Fir-L Stud Stud Stud 1.50 1.50 1.50 5.50 5.50 5.50 16 16 16 0.50 0.50 0.50 1.40 1.40. 1.40 HEADER NOTE: Unless otherwiseshown, all window and exterior door headers to be 6" x 10" or 4" x 12". Note that headers for the top floor exterior windows and doorshave been designed for the support of a full width roof truss and with a beam span of up to 6 feet. (However the location of girder trusses (when known) may require a re-evaluation of -certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) MATERIALS NOTE: 1. All milled lumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. All glulam beams to be rated Fb = 2,400 psi. - - 3. All connectors to be by Simpson Strong Tie, unless otherwise noted. All connectors used with their products shall be as specified for that. product. - • 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 REVIEWED FOR CODE.CQMPLIANCE MAY 242016 City of Tukwila BUILDING DIVISION "EXPIRES: 4/241(7 z8g RECEIVED CITY OF TUKWILA bi(‘ �og q APR 042016 PERMIT CENTER con 1ft...4 • �►J ft.a Col 141) TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. DWN: HB SCALE: 1/8"-l' DATE: JAN.11.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7075 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RIDGE OF ROOF rn CONCRETE TILE SHAKE PROFILE MIDPOINT OF ROOF TOP OF PLATE MUNTIN BARS TOP FLOOR MIDPOINT OF ROOF 2/71 42" MINIMUM GUARDR4ILS TYP 42" MINIMUM GUARDRAILS TYP.. TOP FLOOR 2"X12' TRIM BOARD 2"X12" TRIM BOARD 2"X12" TRIM BOARD 3 m STUCCO SIDING 4" TRIM ON ALL WINDOWS AND DOORS 9' HIGH DOOR 9' HIGH DOOR MAIN FLOOR=292.3' E.EL.=291.6' P.EL.=291.0' MAIN FLOOR DIRT LEVEL P.EL.=291.0' SLOPING AWAY/ E .EL.=289.0' SLOPING AWAY EAST ELEVATION TITLE 12 PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. CONCRETE TILE SHAKE PROFILE SCALE: JAN.11.16 PHONE: (206) 244-1900 Et 4 2" MIN. DRAILS TYP. 414 1 P.EL.=291.0' HARDI-PLANK SIDING WITH CORNER TRIMS HARDI-PLANK SIDING WITH CORNER TRIMS E. EL.=294.9' bi ,OO'f'1 NORTH ELEVATION P.EL.=291.0' WED FOR CODE COMPLIANCE POVED MAY 2 4 2016 City of Tukwit BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER 18 18 to 11 9' HIGH DOOR 9' HIGH DOOR MAIN FLOOR=292.3' E.EL.=291.6' P.EL.=291.0' MAIN FLOOR DIRT LEVEL P.EL.=291.0' SLOPING AWAY/ E .EL.=289.0' SLOPING AWAY EAST ELEVATION TITLE 12 PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. CONCRETE TILE SHAKE PROFILE SCALE: JAN.11.16 PHONE: (206) 244-1900 Et 4 2" MIN. DRAILS TYP. 414 1 P.EL.=291.0' HARDI-PLANK SIDING WITH CORNER TRIMS HARDI-PLANK SIDING WITH CORNER TRIMS E. EL.=294.9' bi ,OO'f'1 NORTH ELEVATION P.EL.=291.0' WED FOR CODE COMPLIANCE POVED MAY 2 4 2016 City of Tukwit BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER 12 CONCRETE TILE SHAKE PROFILE HARD! —PLANK SIDING WITH CORNER TRIMS E.EL.=294.9' t 00 MPER Dy TF�MP RED —— 6 SXV TEMKREQ HARDI—PLANK SIDING WITH CORNER TRIMS P. EL.=291.0' WEST ELEVATION P.EL.=291.0' E.EL.=291.0' 12 REVIEWED FOR CODE.CQMPLIANCE APPROVED MAY 2 4 2016 City of Tuk lila BUILDING DIVISION CONCRETE TILE SHAKE PROFILE HARDI—PLANK SIDING WITH CORNER TRIMS 25 .:1)`_ ®� 18 TITLE 18 DWN: 18 SCALE: 1/8"-1» DATE: JAN.11.16 CHKD: PHONE: HARDI—PLANK SIDING WITH CORNER TRIMS P. EL.=291.0' WEST ELEVATION P.EL.=291.0' E.EL.=291.0' 12 REVIEWED FOR CODE.CQMPLIANCE APPROVED MAY 2 4 2016 City of Tuk lila BUILDING DIVISION CONCRETE TILE SHAKE PROFILE HARDI—PLANK SIDING WITH CORNER TRIMS I1 42" MINIM dd1 GUARDRAI t . P.EL.=291 A' Q a cNt -------- — -- — — P.EL.=291.0' E.EL.=291.0' _'—_'`----------------- ----—E.EL.=289.0 SOUTH ELEVATION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER 25 I1 42" MINIM dd1 GUARDRAI t . P.EL.=291 A' Q a cNt -------- — -- — — P.EL.=291.0' E.EL.=291.0' _'—_'`----------------- ----—E.EL.=289.0 SOUTH ELEVATION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER �' 6 hz ll n esigns Ltd. .:1)`_ ®� TITLE PROPOSED FOR SIDHU HOMES, INC. 14825-46 LANE SOUTH TUKWILA, WA. DWN: HB SCALE: 1/8"-1» DATE: JAN.11.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD 1 6-7075 /..". --<'.1 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 �' 6 1" PLYWOOD STEPS AND NOSING TYP. STAR SCALE:1 /2"--1 ' 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION Y2" DRYWALL 2"x6" BOTTOM TREATED PLATE 10" x Sid" ANCHOR BOLTS 7" EMBEDMENT © 48" SPACING DETAIL ri WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE 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'X2' 1 6 3 JELD-WEN WINDOWS VINYL 3'X4' 1 12 4 JELD-WEN WINDOWS VINYL 3'X6' 6 18 5 JELD-WEN WINDOWS VINYL 3'X6' ARCH -TOP 3 16.3 6 JELD-WEN WINDOWS VINYL 4'X4' 1 16 7 JELD-WEN WINDOWS VINYL 5'X4' 1 20 8 JELD-WEN WINDOWS VINYL 5'X5' 5 25 9 JELD-WEN WINDOWS VINYL 6'X5' ARCH -TOP 3 27.1 10 JELD-WEN WINDOWS VINYL 6'X6' 1 36 182.4 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 GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2012 IRC/IBC CODES, 2012 WASHINGTON STATE ENERGY CODE VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS TITLE NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. CONC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. *RIDGE VENTING* HEADERS, (SIZE DETERMINED BY OPENING WIDTH) GUTTERS SCALE: JAN.11.16 STUDS 2X4 © 12"O.C. LAUNDRY WINDOW` COVERED �\ BALCONY b [6-oogy PHONE: (206) 244-1900 DRAWING NO. TOP FLOOR=302.4' inXIXN 42" GUARD RAILING BOLTED TO B.J. SHING WITH 2X2 CANSTRIP. TYP. FLOOR CONSTRUCTION; 1" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING OR AS PER FLOOR DESIGN BY OTHERS DINING TYP, EXT. WALL CONSTRUCTION; HARDI-PLANK SIDING BUILDING WRAP 7%6" OSB SHEATHING 2"X6" STUDS ©16" 0.C. R21 BATT INSULATION )i" GYPSUM BOARD 2"Xl 2" BOX JOIST.`'1 REWEWED FOR CODE COMPLIANCE A PROVED MAY 2 4 2016 POWDER ROOM KITCHEN NOOK MAIN FLOOR=292.3' FINISH TO CODE -FRAMING -INSULATION -VAPOUR BARRIER -DRYWALL VINYL WATERPROOF DECKING, 3/4"ACX PLYWOOD, 2"X12" JOISTS SLOPED AWAY FROM WALL TYP. 6"X6" POST SIMPSON LUS212 ENTRY City of Tedmira BUILDING DIVISION ENTRY DOOR FINISHED GRADE .\'j/\\//\`/\` \\ \//\\ \y/\ 8"THICK CONC. WALL DRAIN TILE 4 ‘1*moi 41 0‘ FOUNDA •N 6X6 SIMPSON PO5ft� BRACKET SILL GASKET 3'-0" WIDE MIN. CRAWL SPACE ACCESS #(4) @ 48" 0.C. FOR 11111 CONSTRUCTION JOINT (1) #4 CONTINUOUS REBAR OR AS CALCULATED BY CIVIL ENG. 6 MIL BLACK VAPOR BARRIER 1 SECTION (-A� —R-30 INSULATION FINISHED GRADE L : \moi\\\moi\i\i\!/ Note: Section notes by P. Eng. shall have precedence over designer's notes. DOOR JAM CONC. SLABT4 OPING AWAY SLAB & DEC SCALE:1 /4"-1 DAMPROOFING--) EXTERIOR CRAWL SPACE ENTRY AREA WALL WILL BE CONC. WALL FLUSH TO THE TOP OF THE FIRST FLOOR, 1/16" THICKNESS (MIN.) FLASHING WILL BE INSTALLED. DETAIL AT FRO\ T ENTRY B 2-P4 RECEIV' CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER General Notice international residential code 2012 edition and all applicable codes and authorities having jurisdiction to be followed. 2012 International Residential Code 2012 Washington State Energy Code R310.1 Emergency escape and rescue required. Basements, habitable attics and every sleeping room shall have at least one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, emergency egress and rescue openings shall be required in each sleeping room. Where emergency escape and rescue openings are provided they shall have a sill height of not more than 44 inches (1118 aim) measured from the finished floor to the bottom of the clear opening. Where a door opening having a threshold below the adjacent ground elevation serves as an emergency escape and rescue opening and is provided with a bulkhead enclosure, the bulkhead enclosure shall comply with Section 8310.3. 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. Emergency escape and rescue openings with a finished sill height below the adjacent ground elevation shall be provided with a window well in accordance with Section R310.2. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. Exception: Basements used only to house mechanical equipment and not exceeding total floor area 01 200 square feet (18.58 in-). 8310.1.1 Minimum opening area. All emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet (0.530 m-). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0.465 m2). R3.10.1.2 Minimum opening height. The in ini mum net clear opening height shall be 24 inches (610 mm). 8310.1.3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 min). 8310.1.4 Operational constraints. Emergency escape and rescue openings shall be operational from the inside of the room without the use of keys, tools or special knowledge. 8314.1 Smoke detection and notification. All smoke alarms shall be 1 isted and labeled in accordance with UL 217 and installed in accordance with the provisions of this code and the household tire warning equipment provisions ofNFPA 72. R314.2 Smoke detection systems. Household fire alarm systems installed in accordance with NFPA 72 that include smoke alarms, or a combination of smoke detector and audible notification device installed as required by this section for smoke alarms, shall be permitted. The household fire alarm system shall provide the same level of smoke detection and alarm as required by this section for smoke alarms. Where a household fire warning system is installed using a combination of smoke detector and audible notification device(s), it shall become a permanent fixture of the occupancy and owned by the homeowner. The system shall be monitored by an approved supervising station and be maintained in accordance with NFPA 72. 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 but 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 less than one full story below the upper level. R314.5 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 ofthe alarms in the individual 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. R315.1 Carbon monoxide alarms. For new construction, an approved carbon monoxide alarm shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units within which fuel -fired appliances are installed and in dwelling units that have attached garages. R308.3 Human impact loads. Individual glazed areas, including glass mirrors in hazardous locations such as those indicated as defined in Section R308.4, shall pass the test requirements of Section R308.3.1. Exceptions: 1. Louvered windows and jalousies shall comply with Section R308.2. 2. Mirrors and other glass panels mounted or hung on a surface that provides a continuous backing support. 3. Glass unit masonry complying with Section R610. R308.3.1 Impact test. Where required by other sections of the code, glazing shall be tested in accordance with CPSC 16 CFR 1201. Glazing shall comply with the test criteria for Category II unless otherwise indicated in Table R308.3.1(1). Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers shall be permitted to be tested in accordance with ANSI Z97.1. R302.11 Firebiocking. In combustible construction, fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top stot y and the roof space. Firebiocking shall be provided in wood -frame 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 all 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 ru.n. 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. 5. For the fireblocking of chimneys and fireplaces, see Section R1003.19. R302.6 Dwelling/garage fire separation. The garage shall be separated as required by Table R302.6. Openings in garage walls shall comply with Section R302.5. This provision does not apply to garage walls that are perpendicular to the adjacent dwelling unit wall. TABLE R302.6 DWELLING/GARAGE SEPARATION SEPARATION MATERIAL From the residence and attics From all habitable rooms above the garage Not less than V2 -inch gypsum board or equivalent applied to the garage side Not less than 5/s -inch Type X gypsum board or equivalent Structure(s) supporting floor/ceiling assemblies used for separation required by this section Not less than i/, -inch gypsum board or equivalent Garages located less than 3 feet from a dwelling unit on the same lot Not less than 1/2 -inch gypsum board or equivalent applied to the interior side of exterior walls that are within this area R312.1.1 Where required. Guards shall be located along open -sided walking surfaces, including stairs, ramps and landings, that are located more than 30 inches (762 mm) measured vertically to the floor or grack below at any point within 36 inches (914 min) horizontally to the edge of the open side. Insect screening shall not be considered as a guard. R312.1.2 H eight. Required guards at open -sided walking surfaces, including stairs, porches., balconies or landings, shall be not less than 36 inches (914 nim) high measured vertically above the adjacent walking surface, adjacent fixed seating or the tine connecting the leading edges of the treads. Exceptions: 1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 min) measured vertically from a line connecting the leading edges of the treads. 2. Where the top of the guard also serves as a handrail on the open sides of stairs, the top of the guard shall not be less than 34 inches (864 mm) and not more than 38 inches (965 mm) measured vertically from aline connecting the leading edges of the treads. R312.1.3 Opening limitations. Requiu0 guards shall not have openings from the walking surface to the required guard height which allow passage ofa sphere 4 inches (102 min) in diameter. Exceptions: 1. The triangular openings at the open side of stair, formed by the riser, tread and bottom rail ofa guard, shall not allow passage ofa sphere 6 inches (1 53 nim) in diameter. 2. Gzica-ds on the open side of stairs shall not have openings which allow passage of a sphere 4'/8 inches (111 min) in diameter. R319.1 Address numbers. 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 alphabetical letters. Numbers shall be a minimum of 4 inches (102 mm) high with a minimum stroke width of 1/2inch (12.7 mm). 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. SECTION 8317 PROTECTION OF WOOD AND WOOD BASED PRODUCTS AGAINST DECAY R317.1 Location required. Protection of wood and wood based products from decay shall be provided in the following locations by the use of naturally durable wood or wood that is preservative -treated in accordance with AWPA Ul for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U1. 1. Wood joists or the bottom of a wood structural floor when closer than 18 inches (457 mm) or wood girders when.closer than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated area located within the periphery of the building foundation. 2. All wood framing members that rest on concrete or masonry exterior foundation walls and are less than 8 inches (203 trim) from the exposed ground. 3. Sills and sleepers on a concrete or masonry slab that is in direct contact with the ground unless separated from such slab by an impervious moisture barrier. 4. The ends of wood girders entering exterior masonry or concrete walls having clearances of less than V, inch (12.7 niin) ori tops, sides and ends. 5. Wood siding, sheathing and wall framing on the exterior ofa building having a clearance of less than 6 inches (152 mm) from the ground or less than 2 inches (51 mm) measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather. 6. Wood structuralmembers supporting moisture -permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, unless separated from such floors or roofs by an impervious moisture barrier. 7. Wood furring strips or other wood framing members attached directly to the interior of exterior masonry walls or concrete walls below grade except where an approved vapor retarder is applied between the wall and the furring strips orframingmembers. SECTION R301 DESIGN CRITERIA ; R301.1 Application. Buildings and structures, and all parts thereof, shall be constructed to safely support all Toads, including dead loads, live Toads, roof loads, flood loads, snow loads, wind loads and seismic loads as prescribed by this code. The construction of buildings and structures in accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load -resisting elements to the foundation. Buildings and structures constructed as prescribed by this code are deemed to comply with the requirements of this section. R302.1 Exterior walls. Construction, projections, openings and penetrations of exterior walls of dwellings and accessory buildings shal 1 comply with Table R302.1(1); or dwellings equipped throughout with an automatic sprinkler system installed in accordance with Section P2904 shall comply with Table R302.1(2). Exceptions: 1. Wal Is, projections, openings or penetrations in walls perpendicular to the line used. to deternli ne tile, fire separation distance. 2. Walls of dwellings and accessory located on the sane lot. #3 AND #4 Notes to not apply to this house. 5. Foundation vents instal led in compliance with this code are permitted. R311.6 Hallways. The minimum width ofa hallway shall be not less than 3 feet (914 min). R311.7 Stairways. R311.7.1 Width. Stairways shall not be less 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 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the handrails are provided on both sides. Exception: The width of spiral stairways shall be in accordance with Section R311.7.10.1. R311.7.2 Headroom. The minimum headroom in all parts of the stairway shall not be less than 6 feet 8 inches (2032 mm) measured vertically from the sloped line adjoining the tread nosing or from the floor surface of the landing or platform on that portion of the stairway. R311.2 Egress door. At least one egress door shall be provided for each dwelling unit. The egress door shall be side - hinged, and shall provide aminimum clear width of 32 inches (813 mm) when measured between the face of the door and the stop, with the door open 90 degrees (1:57 rad). The minimuili clear height of the door opening shall not be less than 78 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be readily openable from inside the c[velling without the use ofa key or special knowledge or effort. R3113 Floors and landings at exterior doors. There shall be a landing or floor on each side of each exterior door. The width of each landing shall not be less than the door served. Every landing shall have a m inimum dimension of 36 inches (914 m m) measured in the direction of travel. Exterior landings steal I be permitted to have a slope not to exceed i/4 unit vertical in 12 units horizontal (2 -percent). Exception: Exterior balconies less than 60 square feet (5.6 m2) and only accessible frons. a door are permitted to have.a landing less than 36 inches (914 mm) measured in the direction of travel. R311.3.1 Floor elevations at the required egress doors. Landings or finished floors at the required egress door shall not be more than 1'/ inches (38 mm) lower than the top of the threshold. SECTION R403 FOOTINGS R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, crushed stone footings, wood foundations, or other approved structural systems which shall be of sufficient design to accommodate all loads according to Section R301 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shalt be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332. TABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)`' LOAD-BEARING VALUE OF SOIL (psf) 1,500 2,000 ( 3,000 1= 4,000 Conventional light -frame construction 1- 12 12 story 12 12 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 4 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWiLA APR 0 4 2016 PERMIT CENTER b 1 .:„4411 hilion esigns Ltd. .= ''w.11 ®/ TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. OWN: HB SCALE: 1 /8"- 1 ' DATE JAN.11.16 CHKD: PHONE: ' - -_ DRAWING NO. DD 16=:7075 r --.\- < 1 3ruce ViacVeigh, P.E. TU '(WI LA, WA. >>...... ....<1 pg 1 b 1 2 -story 15 12 12 12 3 -story 23 17 12 12 4 -inch brick veneer over light frame or 8 -inch hollow concrete masonry I -story 12 12 12 12 2 -story 21 16 12 12 3 -story 32 24 16 12 8 -inch solid or fully grouted masonry 1 -story 2 -story 16 29 12 21 12 14 12 12 3 -story 42 32 21 16 R404.1 Concrete and masonry foundation walls. Concrete foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.2. Masonry foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.1. R404.4 Retaining walls. Retaining walls that are not laterally supported at the top and that retain in excess of 24 inches (610 mm) of unbalanced fill shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. FOUNDATION DRAINAGE R405.1 Concrete or masonry foundations. Drains shall be provided around all 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 at least 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. 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 at least 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. R408.2 Openings for under -floor ventilation. The minimum net area of ventilation openings shall not be less than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor area. One ventilation opening shall be within 3 feet (915 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed i/flinch (6.4 mm): R408.4 Access. Accessshall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches (457 mm by 610 mm). Openings through a perimeter wall shall be not less than 16 inches by 24 inches (407 mm by 610 mm). When any portion of the through -wall access is below grade, an areaway not less than 16 inches by 24 inches (407 mm by 610 mm) shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a door to the residence. See Section M1305.1.4 for access requirements where mechanical equipment is located under floors. R408.5 Removal of debris. The under -floor grade sha II be cleaned of all vegetation and organic material. All wood forms used for placing concrete shall be removed before a building is occupied or used for any purpose. All construction materials shall be removed before a building is occupied or used for any purpose. R408.6 Finished grade. The finished grade of under -floor surface may 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) ofthe 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 a n approved drainage system is provided. R502.6 Bearing. The ends of each joist, beam or girder shall have not less than 1.5 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76 mm) on masonry or concreteexcept where supported on a 1 -inch by4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the adjacent stud or by the use of approved joist hangers. The bearing on masonry or concrete shall be direct, ora sill plate of 2 -inch -minimum (51 mm) nominal thickness shall be provided under the joist, beam or girder. The sill plate shall provide a minimum nominal bearing area of48 square inches (30 865 square mm). R502.8 Cutting, drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure R502.8. > 1a/3 MM.' L NO NOTCHES PERMITTED D MAX. 174 0/3 MAX. -DIs MAX. FOR MEMBERS LEsg TrAN 41N."NOM MAL FLO R JOIST --CENTER CUTS DIMENSION 014 MAX :DM MAX, FLOOR JOIST --ENO CUTS 0,13 MAX. PIPE OR CONDUIT IN. MIN. FROM TOP AND BOTTOM OF JOIST R (ACTUAL, DEPTH) R507.1 Decks. Where supported by attachment to an exterior wail, 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 members, connections to exterior walls or other framing members, shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.S acting on the cantilevered portion of the deck. d. The minimum distance from bottom row of lag screws or bolts to the top edge ofthe ledger shall be in accordance with Figure R507.2.1(1). •3 For S I : 1 Motu-, 25.4 mnm. rs :ry FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS For SI: 1 inch = 25.4 mm. R703.8 Flashing. Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration ofwaterto the building stnrctural framing components. Self -adhered membranes used as flashing shall comply with AAMA 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion -resistant flashings shall be installed at all of the following locations: 1. Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Flashing at exterior window and door openings shall be installed in accordance with one or more of the following: 1.1. The fenestration manufacturer's installation and flashing instructions, or for applications not addressed in the fenestration manufacturer's instructions, in accordance with the flashing manufacturer's instructions. Where flashing instructions or details are not provided, pan flashing shall be installed at the sill of exterior window and door openings. Pan flashing shall be sealed or sloped in such a manner as to direct water to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Openings using pan flashing shall also incorporate flashing or protection at the head and sides. 1.2. In accordance with the flashing design or method of a registered design professional. 1.3. In accordance with other approved methods. 2. At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings. 3. Under and at the ends of masonry, wood or metal copings and sills. 4. Continuously above all projecting wood trim. 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood - frame construction. 6. At wall and roof intersections. 7. At built-in gutters. R807.1 Attic access. Buildings with combustible ceiling or roof construction shall have an attic a ccess opening to attic areas that exceed 30 squarefeet (2.8 m2) and have a vertical height of30 inches (762 mm) or greater. The vertical height shall be measured from the top of the ceiling framing membersto the underside ofthe rooffra ming members. The rough -framed opening shall not be less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. When located in awall, the opening shall be a minimum of 22 incheswide by 30 inches high (559 mm wide by 762 mm high). When 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 ceilingfra ming members. See Section M 1305.1.3 for access requirements where mechanical equipment is located in attics. R1001.11 Fireplace clearance. All wood beams, joists, studs and other combustible material shall have a clearance of not less than 4 inches (102 mm) from the back faces of masonry fireplaces. The air space shall not he filled, except to provide fire blocking in accordance with Section R1001.12. Exceptions: 1. Masonry fireplaces listed and labeled for use in contact with combustibles in accordance with UL 127 and installed in accordance with the manufacturer's installation instructions are permitted to have combustible material in contact with their exterior surfaces. 2. When masonry fireplaces are part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete walls less than 12 inches (306 mm) from the inside surface of the nearest firebox lining. 3. Exposed combustible trim and the edges of sheathing materials such as wood siding, flooring and drywall shall be permitted to abut the masonry fireplace side walls and hearth extension in accordance with Figure R1001.11, provided such combustible trim or sheathing is a minimum of 12 inches (305 min) from the inside surface of the nearest firebox lining. 4. Exposed combustible mantels or trim maybe placed directly on the masonry fireplace front surrounding the fireplace opening providing such combustible materials are not placed within 6 inches (152 mm) of a fireplace opening. Combustible material within 12 inches (306 mm) of the fireplace opening shall not project more than 1/8 inch (3 mm) for each 1 -inch (25 min) distance from such an opening. MA§ON COMBUSTIBLE :SHEATHING, EDGE ABUTTING MASONRY 12 IN. MIN. FROM FIREBOX WOOD MANTEL: FRAME WALL 2. IN. CLEARANCE (AIR SPACE TO COMBUSTIBLE FRAMING For S1: 1 inch = 25.4 mm. P2601.2 Connections to drainage system. Plumbing fixtures, drains, appurtenances and appliances used to receive or discharge liquid wastes or sewage shall be directly connected to the sanitary drainage system ofthe building or premises, in accordance with the requirements of this code. This section shall not be construed to prevent indirect waste systems. bik 0qq REVIEWED FOR CODE C e PLIANCE APPROVED MAY 2 4 2016 City of TukwiI BUILDING DIVISION RECEIVED CiTY OF TUKWILA APR 0 4 2016 PERMIT CENTER 41111411, 0 TITLE PROPOSED FOR SIDHU HOMES INC. 14825-46 LANE SOUTH TUKWILA, WA. DWN: He SCALE: 1/8"-1' DATE: JAN.11.16 CHKD: PHONE: DRAWING NO. DD1 6-7075 1>r>. Bruce MacVeigh, P.E. TU <Wi LA, WA. azi L-4 Exception: Bathtubs, showers, lavatories, clothes washers arid laundry trays shall not be required to discharge to the sanitary drainage system where such fixtures discharge to an approved gray water system for flushing of water closets and urinals or for subsurface landscape irrigation. General Mechanical System Requirements Combustion Air; M1701,1 Scope. Solid -fuel -burning appliances shall be provided with combustion air in accordance with the appliance manufacturers installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The methods of providing combustion air in this chapter do not apply to fireplaces, fireplace stoves and direct -vent appliances. The requirements for combustion and dilution air for gas-fired appliances shall be In accordance with Chapter24. M160:1.5.3 Furnace connections. A duct shall extend from the furnace supply outlet to not less than 6 inches (152 mm) below the combustible•framing. This duct shall comply with the provisions of Section M1601.1. A noncombustible receptacle shall be installed below any floor opening into the plenum in • accordance with the following requirements: 1. The receptacle shall be securely suspended from the floor members and shall not be more than 18 inches (457 mm) below the floor opening. 2. The area of the receptacle shall extend 3 inches (76 mm) beyond the opening on.all sides. 3. The perimeter of the receptacle shall have avertical lip at least 1 inch (25 mm) -high at the open sides. M1601.5.4 Access. • Access to an under -floor plenum shall be provided through an opening in the floor with minimum dimensions of 18 inches by 24 inches (457 nun by 610 mm). M1601.5.5 Furnace• controls. The furnace shall be•eguipped with an automatic control that will start the air -circulating fan when the air in -the furnace bonnet reaches.a temperature not higher than 1"501. (66°C). The furnace shall additionally be equipped with an approved automatic control that limits the outlet air temperature to 200°F (93°C). M1601.6 Independent garage HVAC systems. Furnaces and air -handling systems that supply air to living spaces shall not supply air teor return air from a garage. .M1305.1 Appliance access for inspection service, repair and replacement. Appliances shall be accessible for inspection, service, repair and replacement without removing permanent construction, other appliances, or any other piping or ducts not connected to the • appliance being inspected, serviced, repaired or replaced. A level working space at leas30 inches deep and 30 inches wide (762 nim by 762 lana) shall be provided in front -of the *trot side to service an appliance. Installation of room heaters shall be permitted with at leastan 18 - inch (457 mm) working space. A platform shall not_be required for room heaters. M1305.1.1 Furnaces and air handlers. Furnaces and air handlers within compartments or alcoves shall have aminimum working space handler. Furnaces having a firebox open to the atmosphere shall have at least a 6 -inch . . (152 mm) working space along the front combustion ehamber..side. Combustion air openings at the rear or side of the compartment shall comply-witl7thi;;t:equiremerts of Chapter 17. Exception: This section shall not apply to replacement appliances -installed :in -existing compartments and alcoves where the working space clearances are inaccordance- with the equipment or appliance manufacturer's installation instructions M1601♦3 Duct insulation materials. Duct insulation materials shall conform to the following requirements: 1. Duct coverings and linings, including adhesives where used, shall have aflaniespread index not higher than 25, and a smoke -developed index not over 50 when tested in:, accordance with ASTM C 84 orUL 723, using the specimen preparation and inotinting procedures of ASTM E 2231. Exception: Spray application of polyurethane foam to the exterior of:ducts iii attics and crawl spaces shall be permitted subject to all of the following: 1. The flame spread index is not greater than 25 and the smoke -developed.• index is not . . greater than 450 at the specified installed thickness. 2. The foam plastic is protected in accordance with the ignition barrier requiremes of • Sections 83165.3 and 8316.5.4. 3. The foam plastic complies with the requirements of Section 8316. 2. Duct coverings and linings shall not flame, glow, smiolder:r'ir smoke-when:tersted in accordance with ASTM C 411 at the temperature to whiclr,they are exposed, in sevice: The test temperature shall not fait below 250°F (121°C),. Coverings and linings scall be listed and labeled. 3. External duct insulation and factory -insulated 1Xexible:ducts.shaii be.legibly pi itedor identified at intervals not longer than. 36 inches (914anm):Withthe nampo f the r •- manufacturer, the thermal resistance R -value at the specif ed installed thicltness and the flame spread -and smoke -developed indexes of the corriposite-materials Spray polyurethane foam manufacturers shall provide the saine.produet.•inforixlation ani(:. properties, at the nominal installed•thickness, to the'customcriti:writiog_at the time of foam application. All duct insulation product R-values`shallbe:•based on insulatlon.only, excluding air films, vapor retarders or other duct components; and'shallbo basecion tested C -values at 75°F (24°C) mean temperature attire: iustalled:thickness, lir aecnrdarice. with -recognized industry procedures, The installed: