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HomeMy WebLinkAboutPermit D16-0093 - SINGH RESIDENCE / LOT 6 - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE LOT 6 14831 46 LN S D16-0093 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 0042000142 14831 46TH LN S Project Name: SINGH RESIDENCE - LOT 6 COMBOSFR PERMIT Permit Number: D16-0093 Issue Date: 7/25/2016 Permit Expires On: 1/21/2017 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 4101 SQ FT SINGLE FAMILY RESIDENCE WITH A 670 SQ FT ATTACHED GARAGE. Project Valuation: $542,342.92 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $13,008.68 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 296-469: 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:_."4 '') Date: C `AS �t 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: Print Name: Date: 7/ Z'Lt 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 and10 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). 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) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 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: 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. 33: 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. 34: 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. 35: 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). 36: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 37: 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. 38: 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. 39: ***MECHANICAL PERMIT CONDITIONS*** 40: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 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 0502 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 TUIO A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.tgov Combination 1 ermit No. bk (o oogi Project No.: Date Application Accepted: Lk_,)4--4 �p (For office use only) Date Application Expires: 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 (.�`jt‘ King Co Assessor's Tax No.: Site Address: Lo� Lig 31 � S. j u kLt,u 1 L ( w A- 9 s j L PROPERTY OWNER ` Name: l DSU 'i"0it-t-eS LAC Address: LM -2.-1 S- 1 i U.. S\''�� _ 4 �Zip City: \ u v k State:utik ci,m1,1 CONTACT PERSON — person receiving all project communication Name: ` _ Loi L Address: City: T u 1Lw [ t_41 State: w4 Zip: gRI 68 1 Phone: 2.„(A.2.4(.1 �!51(.1106 Fax: v'1 Email: p Di s i /i 4 H'F `-C3, CaA_. tit GENERAL CONTRACTOR INFORMATION Company Name: S 4 s Sic_ Address: 1 s vi Z S, ` LA/ E 1Ncek City: c,‘„.uf< 4 State: Zip: / $' L Phone: 2t‘42.1 t'c.1`ickax: 1 Contr Reg No.: 5'`'1 i� 1ft g x> Tate: by/ 1 y 1 �•1 7 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Dy ,-1 l �� � �1 ZitAs;5 Architect Name: Address: City: State: cuq i Zip: rrFpx Phone: 42c _ BDL s CC/. �] Email: ENGINEER OF RECORD Company Name: /} ,/J 14e PG Ve.-f_ Engineer Name: %� sCt/S Address: ,t.. e, City: 1[4 CCS, LA State: Lit Zip: � _,l - I gri clFax: Phone:?}A0-57 LJ� Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: S j e1 ,,,,, ,t.. e, Address: �j City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.doca Revised: August 2011 bh Page 1 of 4 r PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 3 So / o o Scope of work (please provide detailed information): (fj ua l DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1St floor Z) 3 9 2"d floor 1`i(40/ - Garage ►i carport ■ i -:7 0 Deck — covered ■ uncovered II(A 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 $ ce) S 0 V furnace <100k btu 1 thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ L 5- 2- 7S appliance vent wood/gas stove fuel type: ❑ electric [, gas ventilation fan connected to single duct water heater (electric) other mechanical equipment bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\ApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 1. clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT IN.FORN, JON — 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 ❑... 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): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... 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 ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑... Curb Cut ❑ .. Utility Undergrounding ❑... Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑... 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 ❑ .. water ❑ .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) ❑ .. sewage treatment Mailing Address: Day Telephone: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \20I I 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: Date: I it t Print Name: Day Telephone: Mailing Address: \ cog s - 71.1 t_w I -A.))t1/4 GQ' City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised'. August 2011 bh 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 £ I`a1G/-1 (S 62. to -r- c PERMIT # ( -.00°13 (, 14,3 - 4(* LJ 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 Erosion prevention Water/Sewer/Surface Water 500 Road/Parking/Access A. Total Improvements m I' a s - 3. Calculate improvement -based fees: / 2S B. 2.5% of first $100,000 of A. 31 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) RS6 #500 $250 (1) 5. Enter total excavation volume /o cubic yards Enter total fill volume %0 cubic yards $ 31 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 2C (1+4+5) $ 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 t(0- OOd?3 RECEIVED CITY OF TUKWILA APR 0 4 201 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) $ 31f (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 pavement mitigation fee. 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. (7) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for lst 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 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 ' Last Revised 01/15/16 $ 2 7¢ (9) • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 0 /3 — I. Other Fees $ Total A through I $ `O/3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /° 7 I — 37 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)RCFC— Installation s. Cascade Water Alliance 01.01.2016.31.2016 Total Fee 0.75 625 /$6005 $6630 1 $if25 / $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825,-' \ $48,040 $50,865 3 $425 \ $96,080 $100,505 4 /$7825 $1'50,,125 $157,950 6 / $12525 $300,2 .._ $312,775 Approved 09.25.02 Last Revised 01/15/16 Temporary Meter 0.75" $300 2.5" $1,500 3 014771 DESCRIPTIONS 1 ACCOUNT 1 QUANTITY PermitTRAK PAID .'. $1,378.48 D16-0093 Address: 14831 46TH LN S Apn: 0042000142 $1,378.48 DEVELOPMENT $566.68 PERMIT FEE R000.322.100.00.00 0.00 $562.18 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 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 $86.00 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 TECHNOLOGY FEE $284.80 TECHNOLOGY FEE • R000.322.900.04.00 0.00 $284.80 ..-n; 1 TOTAL FEES PAID BY RECEIPT: R9049 $1,378,48:x;''. Date Paid: Monday, July 25, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 08857C Printed: Monday, July 25, 2016 1:26 PM 1 of 1 , SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT 1 QUANTITY I PAID $5,000.00 D16-0093 Address: 14831 46TH LN S Apn: 0042000142 $5,000.00 DEVELOPMENT $1,638.12 PERMIT FEE R000.322.100.00.00 0.00 $1,638.12 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 PUBLIC WORKS $1,013.88 TRAFFIC IMPACT FEE TOTAL FEES PAID BY RECEIPT: R9048$5,000.006 R104.345.840.00.00 0.00 $1,013.88 Date Paid: Monday, July 25, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 85244P Printed: Monday, July 25, 2016 1:25 PM 1 of 1 rP'LlilaSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY I PAID D16-0093 'Address: 14831 46TH LN S Apn: 0042000142 $3,000.00 DEVELOPMENT $3,000.00 PERMIT FEE TOTAL FEES PAID BY RECEIPT: R9047 R000.322.100.00.00 0.00 $3,000.00 $3,000.00 Date Paid: Monday, July 25, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 19879H Printed: Monday, July 25, 2016 1:21 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,500.00 D16-0093 Address: 14831 46TH LN 5 Apn: 0042000142 $2,500.00 DEVELOPMENT $2,500.00 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R8110 R000.345.830.00.00 0.00 $2,500.00 $2,500.00 Date Paid: Monday, April 04, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 05051P Printed: Monday, April 04, 2016 4:08 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I PAID $1,130.20 D16-0093 Address: 14831 46TH LN S Apn: 0042000142 $1,130.20 DEVELOPMENT $880.20 PLAN CHECK FEE R000.345.830.00.00 0.00 $880.20 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R8111 R000.322.100.00.00 0.00 $250.00 $1,130.20 Date Paid: Monday, April 04, 2016 Paid By: GURDIP SINGH Pay Method: CREDIT CARD 80389F Printed: Monday, April 04, 2016 4:09 PM 1 of 1 OrPF ISYSTEMS WA' Retain a copy with permit INSPECTION RECORD ' ON NO. PERMIT NO. oo 3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: ,/) 51 A/64-1l� i l %0Cf Typ�of Inspection: j3.1a tbimic• r—ii✓ ii - Address: NCSI+1617ujS Date Called: Special Instructions: 6 7-- 6 Date Wanted: i f Vil my Requester: Phone No: 2(4 z.i zi /960 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Dater r 7 REINSPECTION FEE REQUIRED. Prior to next inspe tion, fele must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b)( oo1 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 \k'kr Project: SiA104 a t , 16C---AX-6- Typ f Inspection: 'rite/ill 1Si AlCr <AA t— Address: rl / EJ 1 4'671 ZAI .S Date Called: Special Instructions:>> ler& & Date Wanted: ` l�1 7 Al a. . .m. Requester Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 44...1 Date: 0//7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)/6 ,'o 93 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Tye of Inspection: �, Address:y�/ /'3j / yP' z, I Date Called: 't aitt ie Special Instructions: _ 7 Lye L Date l e •�i� a.m. p.m. Requ ter: Phone No: cvAl y ! t- A.I r eviviPtere A --1r ' i7414 ElApproved per applicable codes. 4 Corrections required prior to approval. COMMENTS: I RtfkvVei,&,- 6: A 't aitt ie MAIN Are- l'2 Air- r g4,44 bee.36 47— nz e irc cvAl y ! t- A.I r eviviPtere A --1r ' i7414 1, CM CIN � - 0'x/1 c�,4ce /6'x,0 Inspector: A.),Ivi 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 ti& -0,093 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: i -(1-4 1 � cE% Typfof Inspection: , [`c.. vvi 6/A16 /< J/7- 1... Address: /9621 41 114 ill Date Called: Special Instructions: Date Wan � /� �m_ p.m. Requeste . Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: I) IdArniie 121 -AX LEAE.id& Inspector; �ki� Dated/C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 93 Project: Si 24,4 e5 Ct'' Type of Inspection: nl/4#i 4Oi,--":141;4L- Address: e/3/ 416 5 Date Called: Instructions: i 457 --Special f Date Waned' i j 7 �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 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 (..19 93 Project:.Type 44 3�� SPik:/31.13ia of Inspection: � M5 pipil! ' f4t._ Address:f� / 48. �f / `'6 w Date Called: Special Instructions: Date Wail d: Reque er: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 0,17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD /111 Retain a copy with permit TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: S iAi'44 • ibajCE. Type of Inspection: GiM 1 "-JAL- -- Address: Address: /gee 1 %p1 Lid S Date Called: Special Instructions: • j .� C-ei a Date Want f a.m p.m. Requester: Phone No: Approved per applicable codes. /J Corrections required prior to approval. COMMENTS: 1) )71-646J J /100biCXX 1 %•cjS;i��+9t Inspector: REINSPECTION FEE REQUIRED. Prior to next inspectioI . 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 bib-oo9 (206) 431-3670 \ff Project: J S, 4 I�6Sgl�-ilii%" Type of InsRection: 64g ()01%ild& 44i, Address: / i A/8Si / 1 J Date Called: Special Instructions: Ce Date Wanlei ' a . Requester. Phone No: JApproved per applicable codes.Corrections required prior to approval. COMMENTS: IC I TrJ+Elki 1 .✓d3" eroam5tffebkigrAutA inspector:7 Date:g, l/31�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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proect: SiAf&i4 l'17DCcer' Type of Inspection: MS pip/A16- f--/A/-L. Address:Date /41611 4M1 r Called: Special Instructions: �))�o f �. Date Wanted: a.m. p.m. Requester: Phone No: EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: i) G i 1ACE /007' ei - ' Cry ,v6r Inspector: Date:711 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 bib- &'93 Project: S/A14 ESiDCA/C Tye of Inspection: , 4AAPeAl_ AdAL. Address: )/b?/ 404Z4 ,( Date Called: Special Instructions: Date Want ed/ "71�f % m. p.m. Requester: Phone No: Approved per applicable codes. gi Corrections required prior to approval. COMMENTS: I) SpdieJ 1 D tIt1IRer ijoT )Ami a Inspector: A Date: >ei /% 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 bi6..ecri3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 \K-11- P�e� � Tyrie of Ins ection: Address:®' . )4/ ? f /ol a 14 S Date Ca ed: Special Instructions: Zero Date Wanted Requester. Phone No: 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date /q f7 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 lb/6- cm 93 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: Siny�.r.- 126.c.ifi Air..6' Type of Inspection: (.ovuze SLA Address:�4 /9g31 4/ i ' Date Called: Special Instructions: ll•pp Date Wante 7 .107 a.m.' Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dater J/qJ;7 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 - 093 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: i C44 lain i D��.AfCt . Ty a of Inspection: ij i 7'& )AJ ' 4T7t d Address: /WV lid774LA/ .5 Date Called: 20 %Special Instructions: —6 Date Wanted 6 2i/7 p.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date 2,/r7 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 pl (e - 6°93 Project: sr/16/7L �P. it, r- '/ZV Type of Inspection: Piro /IVSDLfrria,v Address: /V,S3/ 510 XAIs, Date Called: Special Instructions: Date Wanted: 2 - 7-17 a.m., p.m. Requester: Phone No: 20 -2'/q-1 c3 ❑ 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 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 D/!,- OO?3 Project: 5 . '6-f /2 iD. i /L'�' Type of Inspection: c4' "aje Rode Address: ` / 3/ .94,77/ ALN. S, Date Called: Special Instructions: Date Wanted: (p —/ ? a.m. p.m. Requester: Phone No: NApproved per applicable codes. Corrections required prior to approval. COMMENTS: Pito ODA- tivz 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 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 DIIQ -0003 Project: Type of Inspection: Address: `tg,3I qle LM.S, Date Called: special Instructions:LD �P Date Wanted: y V%,-8-17 / a.m. p.m. Requester: Phone No: Approved per applicable codes. E 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. NSPECTION RECORD Retain a copy with permit PI&-aog3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila. WA 9818: Permit Inspection Request Line (206) 438-9350 'OOIr C G'tStoi Ica +si Project: (Pi e -s Type of Inspection: �J (1 ` , "t s �c(� �C-. Addres . 1.1 83 I igk Lat.e—S0' . Date Called: e... Spe ial Instructions: Date Wanted: /X3—/7 CAM - p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: DatT 3 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 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)16 O©ci3 Proje : lA c -H as'b=Aze Typespection: /724M J JC - Address: )z/ / zeill Ai' S Date Called: Special Instructions: r' Date Wante : I iq/ 7 p.m. Request : Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: AbArwt Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2� 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 D/& -©vQ3 Proect: S> 1a Oa/1)64166'Oa/1)64166'u Ty f Inspection: - )7,1 Q/)118)4k Address: NB i Ue Cij Date Called: Instructions: zer_Special Date Wante 1 q J 7 a.r p.m. Request : Phone No: figApproved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector: Date: ,)/7./i REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. `D1_q3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projefj,t Ty e of Inspec ion: " - Address: /4 / Igr743 Date Called: Special Instructions: tar / C1 C[� Date Wan ed: ig / 7 a.m: p.m. Reque er: Phone No: Approved per applicable codes. M Corrections required prior to approval. COMMENTS: i AIR i Roub-ht APPa 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 IN TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4 1-3670 Permit Inspection Request Line (206) 438-9350 v /4t) 13) Pro' /106.1-) 1`�i�/13ek .�i' T pe of Insp ion: Addllress: �) /`f'' / 76 Date Cal d: Special Instructions: Date Wane /g a.m. Request : Phone No: Approved per applicable codes. (Corrections required prior to approval. COMMENTS: a) .1 ec Inspector: /--�y._y 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 INSPELTION 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 bi(-O293 Project: Xf4 QES iliEiJC Type nspection: l' elk 1 /fer Address: Jz/ 3 / 46774 G, i S Date Called: Special Instructions: Date Want / 7 % 7 P. b> -1t-- Request r: Phone No: Approved per applicable codes. ZI Corrections required prior to approval. COMMENTS: <til-Lz,e liJObTrzoi Inspector: 4 Avvi Date:1 / 7/1 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 INS 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 bk - ©o `3 Pro'ect: 5>,1 /4 P'niD&,a T of Inspection: �4 - �i P;,tnai,ti Address: /46S I 4O774 kJS Date Called: Special Instructions: Date Want ` : m. Request : Phone No: Approved per applicable codes. COMMENTS: 4Corrections required prior to approval. 4,74,,B,Ar„ inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fie must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: r �614 ge)Sit•6e Tyof Inspection I4Z51)- /Ai en 6/.(i - VC/01'�)3/ Address: /� rti � � Date Called: Special Instructions: 6 Date Want a.m. Reques r: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 5oPPL>1 Inspector: Date:a /ction t REINSPECTION FEE REQUIRED. Prior to next insp fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSCTION NO. INSPECTION RECORD Retain a copy with permit bib- ` oof3 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: 7AZ4-1 ')Q Type spection: ANA hil I Piln4rqAk- r?i4- hi . a .4Qpa S L L c/i41 l3 i,t)6, threleicAt ; pt 7 �472.� Address://`�G``re� / :, 07-14- 4j .S Date Called: S Ree'e w pt 1Je ,4J gitli - e sPAC Vtvil“/Ar6- 1/Sc''.iPS AT" oulei'? ZarrSpecial Instructions: % Date Wanted: 7 % 7 a . �P• Requester: ' Phone No: EllApproved per applicable codes. Corrections required prior to approval. COMMENTS: I Piln4rqAk- r?i4- hi . a .4Qpa S L L c/i41 l3 i,t)6, threleicAt ; pt 7 �472.� mid /,1 ) rstweer/c -- 5A -c6 9 -7761-1f %ia.d%,t,.S ,41-- L/ w f6- Om S Ree'e w pt 1Je ,4J gitli - e sPAC Vtvil“/Ar6- 1/Sc''.iPS AT" oulei'? S 5 / g ,_ 6.\--ria-S5 rilUSS/AJ :Cs &,1 A-M—pelPig ? --miss a AAs gaifevoi Inspector: Date: r ! 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 INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION i)J&"0,q2 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Ciro -644 s T e of Inspection: Kmera -id j / JZi Address:Date i''8 i 46,Li � Called: Special Instructions: Date Wanted: i 4//7 a.m. Requeste . Phone No: Approved per applicable codes. ki Corrections required prior to approval. COMMENTS: Rivm abtic ,ocr ci i r Inspector:��� Date: g�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 INS 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 b/6.- 001.3 Protect:' ^ y y� S ?) 6'i- i a Type ofofInspection: `, (7'I�C 1A. t101 l� Address: /q€1i y f 1.A Date Called: Special Instructions: / Date Wanted a. Requeste . Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector/ Date: )ei/ 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. 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&- aq3 Project: SiAJ64-1 at ibkI Typ of Inspection: &LA Ziif& Address: //g.� i 9071 IA/ S Date Called: Date Wanted: Pq `�arRequeste Special Instructions: / �_ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: JZ 29 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 Proect: 5!/jam a i berle6 Ty��jje of Inspection: 16116/4 - )J )C4 -L Address: J&/4/�i74/AJIV .c Date Called: Special Instructions:/ .. r6 Date Wanted: i Z0/1 p.m. Requester. Phone No: EglApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspeLtion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit tWl -oeti3 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: Sfak6}�a /be -A E'e Type of Inspection: pvlei4 GCva' t?%F' Address: /Ws/ ««114 La F 5 Date Called: Special Instructions: ` �� (!J, Date Wane Z*_ / O '// p.m. Requester Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Avvi Date: REINSPECTION FEE REQUIRED. Prior to next inspe&tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INS ECTION INSPECTION RECORD Retain a copy with permit 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 l�G - 001 vqt- Pr ect: i S%�c4- r&beitiar Type`�of,In ction: 6AC halt -14e Acertr— Address: AIM OO M GA) 5 Date Called: Special Instructions: yy // GGA(' Date Wante / ) Z. 206 .rr p.m. Reque ter./ / . Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dater. /Z9/4 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 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 bk.(- o©93 Pro'ect: Siw4 261 -A.) T of Inspection: 4 - I4' 6 PIp/,J6- Address: /4631 a774s Date Called: Special Instructions: Date Want d: , l L / zi/ 6 -�m. Request r: 77 Phone No: Approved per applicable codes. LJ Corrections required prior to approval. C* MENTS: Inspector: Date, 2120 REINSPECTION FEE REQUIRED. Prior to next inspection. fffee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit VG. -0013 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prooject: Sj /cZi4 i AX Type of Inspection: UiV brz6 gar -p Address: J 11/1/4 ' Date Called: Special Instructions: Date Want /, 24y/6 mle�-6 p.m. Request r: Phone No: kApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: inspector: Date' 24® 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 1)16„-o4013 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: 5�/, -F PLSmeAxe T e of Ins ction: 126 v 1,uSI.Zfi-Vaa l Address: Nfig/ l04Z-AirS Date Cal d: Special Instructions: jDate Wante " f 6 i2 �In� p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: At, Date: 0 0e/ �� r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION NO. 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: ‹/A9e 4 emtbc)6 Type of Inspection: LA -7-74 Address: '?/ 1/ /Aj Date Called: Special Instructions: td ! ea GCJ 6!,C) Date Wanted: 6 2///4' p.m. Requester: Phone No: WApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /4",r1.1 Date: /0z//� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rc INSPECTION RECORD Retain a copy with permit I 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 1/6- 06'73 NS ECTI Pro' 0 t: 4. •05- iej Type o v gecti�o7q' ei4 e. re l q dre 1(4 b 3I lic tit bottit_e_ Date Called(/:kkitt Special Instructions: Dat "--rg0 — j t Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: I ns pector: Date (z) -- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r� IM INSPECTION RECORD Retain a copy with permit ���-.3 1�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 Prgjeo: � � � CGS Sf Type pf Insp ctio��� � i (c i (coot- t, Addres . )`i31'IC Ce - Date Called: Special Instructions: nted: �C Date Wanted: v p m Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: eKy 'ate7----g REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. VININSPECTION RECORD A Retain a copy with permit TIONO. bi60693 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: SinJ&/-J AS' L il. Type,of Inspection: U�%DeeFi Z 112A l✓UAk - Address: /1/6." 1 y'774 L..1 Date Called: Special Instructions: 1_ !�' %� Date Want d' ` t�J�I�CP p.m. Requester: 67 Y Phone No: 'zc' Z'u% ' 4/00 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: Q /Z//‘ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD f' Retain a copy with permit INS TION NO. bi& -oag3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec : 31/4644 !2eS Type of I ection: GOI7AJ - bI2A)ALC Adddreess�s: / Date Called: Special Instructions: 0 _6 G� Date Wantee/e %, / p.m. Requester: Phone No: Approved per applicable codes. l__J Corrections required prior to approval. COMMENTS: Date 4 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 6 -4'3 Project: )/L- -i aes Type spectio OcriZO-6- O )JS Address: t� Date Called: Special Instructions:,, 1 . „� 6 /0 W(5rGG sthieS. 0L%-'( Date Wane ;�, / jG // Requester: Phone No: ❑ Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: Vit Inspector: Date: iiivti eis,.`6. 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b'6 -001.3 PERMIT NO. Project: lAf&i4 j2r Type f Inspection: FrAwhATtoA la ALL Address: AI / 4/o n4 1/4 Date Called: Special Instructions: 7 "T Gv Date Wante/� /// mom. Requester: Phone No: Approved per applicable codes. l._.J Corrections required prior to approval. COMMENTS: Inspector:Ar, AA1 Date: 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 716 - 00q3 INS 7 ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 (Project: 1a of._ s . CC Type o spection: -1' Address: 1/931 UG na l i S Date Called: Special Instructions: /Oro Date Wanted: Z % l 7 / � P.in. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: inspectorAbilwi : Date: 7/2 7 g I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit- ()/(,-- )ti 733 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:_ .5/ i(nq RES. ter k Type of Inspection: g de_ -t-- (Sp-itcrt Le_ -(e. -- Address./ .- Suite #: t7j),a. . Contact Person: gv G T- r ` T- P s Special Instructions: tv��cb /2 C: /444r4 3v s.c & Phone No.: 4 2 c- - Z — Z ZS -0 ,Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: gv G T- r ` T- P s 4r 2 _ He. 13 ' tv��cb /2 C: /444r4 3v s.c & 61— /Yr hNsE-- ina,V-9-✓ (4- A,ie ( , Pi gel S.e c . $ ,4 k1i-- ._ 6 a I- 1z Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: „1/1 c Date: /q /r Hrs.: / r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 INSPECTI Retain a co PERMIT NUMBERS CITY OF TUKWIL,A FIRE DEPARTMENT 206-575-4407 Project: Sprinklers: Fire Alarm: Hood & Duct: Type of vection: t Oa 0I Pre -Fire: Permits: Occupancy Type: Address: Suite #: -' Contact Person: t l.OV z - f7 5 rkc6- ” 67/#9-64467r, ry - Special Instructions: 11 /„,• 14 2,4\/ S Phone No.: ,G.7,5- _ r 7. — •7 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: K1 -a- gm l.OV z - f7 5 rkc6- ” 67/#9-64467r, ry - 2 m n4 -- fel-- -i 5 cr 77(t'YZ Si C 1 le Ems'\ priz 01 17 `s 114 tf 5 erd • r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /e-5Date: /24 5-71 a Hrs.: i r $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: I Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 July 26, 2016 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168\bs Cell: 206-571-8794 I - OO?.3 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Foundation Subgrade Field Inspection - New Residence 14831 46th Lane S. Tukwila, WA 98168 RECEIVED PN: 004200-0142 CITY OF TUKWILA (Site Lot #6) JUL 27 2016 PERMIT CENTER 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 4 feet. 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 is 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 of this new residence. Sincerely, Br • ce S. MacVeigh, P. Civil Engineer 1 EXPIRES: 4/24/ (7 1 garysinghlot6soilsltr/1621 L March 21, 2016 Bruce S. MacVeigh, P.E. ivil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Structural Soil Information - New Residence 14831. 46th Lane S. Tukwila, WA 98168 PN: 004200-0142 (Site Lot #6) Dear Mr. Johannessen: Two areas concerning soils for this site: 1. Drainaqe and Runoff Infiltration - REVIEWED FOR CODACE APPROVED MAY 19 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER 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. The "U" shaped private access road has the name 46th Lane S. As part of the road design and construction, the two large 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 Tots, 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. tUT Ooq3 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 garysinghlot6soilsltrrevised/1621 1 EXPIRES: 4/24/1 1 27 "OW 1/‘ FILM STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 NEW RESIDENCE 14831 46th Lane S. Tukwila, WA 98168 PN: 004200-0142 (Site Lot #6) Sidhu Homes Gary Singh 206-244-1900 March 21, 2016 REVIEWED FOR APVtCE ED MAY 19 2016 ftyofTukwila CLAIMING DMSION RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER E EXPIRES: 4/24/ t7 Zi btOo93 BEAM CALCULATIONS FAMILY ROOM OPEN TO ABOVE 1 16'-5" T.J.I. JOISTS 13EDROOM-5 W.I.O. X `T18"x24" MIN. n CRAWL SPACE ACCESS AT WALL 10 DINING JOISTS Ito ENTRY 3'08' 3'08' 3 6 3' 3 6' S. TEM ERED 3 6' S. ./ TEMPERED 36" MIN ML HANDRAI_S SOLO CDREOSI WEATHEPSTE SELF-Cl. LI\ 3'6 06' 3'6 O OI • 16' 6' 8"x24" 616. CRAWL SPACE ACCESS AT WA 5"06 POST III 01 36" MIN HANDRAI SOLID C WEATHE' SELF -C RE, STRIP STRIP OSER ea r'g LIVING X6 3"6 06 -I .60. SMOKE & CARBON MON HARDWIRED WITH BATTEF FAN LOCATION RATED Al 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN NON COMBUSTABLE'MATE WITH TIMER AT EACH LO, WHOLE HOUSE VENTILATI( 1. INSTALL FAN IN LAUN[ 2. INSTALL 24HR TIME T( 3. EXHAUST FAN TO BE 4. INSTALL AUTOMATIC EL 5. INSTALL 7" OUTSIDE A OF POWER. ADD 1" DIAME THIRD ELBOW. THE TERMII BUILDING MECHANICAL SY£ BEAM CALCULATIONS DATE: 2 Z SE -1P '/ PROJECT: 6 / /'‘4's�`'' BEAM LOCATION: 7©2 SPAN = L = FEET ((,,)c,)25Y E) /457.-1 ,Ft P4_, lu.iDJ--/ vs �Sx 22,5— ,L) 6 2,5 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 DL = PSF LL = 2 s PSF THEREFORE TL = PSF w = TL x width contrib. area = MDES. (UNIF. LOAD) = 10/3 , 6.7;76 w x L2/8 .-4, 675— MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE : / /z./ . GRADE: biz:* a. S b x d2/6 IN3 = 3. s, /1, 2 -/c THEREFORE: McAP. = S . McAP. _ v 3 ° PLF FT # FT # FT # IN # 7LxP)xXFT# FT # FT # IN # Fb = 75- PSI (Min. S Req'd = 6'z, IN3) =%.3.83 pN3 IN # = IN# = 675— IN # REQUIRED Fb 875 GREATER THAN MDES. ('.s' 74, e 7 !/,'-3._.) THEREFORE OKAY BEAM CALCULATIONS { DATE: PROJECT: BY: Brute S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 BEAM LOCATION: J' c tri^ (JJ, -f r e ; g -71)/Pc, d cr ,14 1) tom. SPAN = L = FEET DL = PSF LL = 4C PSF THEREFORE TL = .6'C PSF w = TL x width contrib. area = PLF �Gx g -- 442/3 pt 4- ( 57 €'s is J G l�J � 40/3 ÷ /, 4' .3 pc BEAM OR JOIST TYPE D S GRADE: 5---7D, Fb = 4.‘27 o PSI % x / a MDES. (UNIF. LOAD) MDES. (POINT LOAD) w x L2/8 FT # = 6Ve FT # FT # IN# (L X)/L x P) x X FT# FT # FT # IN # S b x d2/6 IN3 = 3l� ` -7‘ THEREFORE: MCAP. MCAP. (Min. S Req'd = 33, IN3) = 7.`c IN3 = S Fb = IN# _ 75 -,ODS j () GREATER THAN MDES. _ /l8 ©, coo IN # = 6?/ 6z- z- IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 SPAN = L = / FEET DL = zd PSF LL = PSF THEREFORE TL = 20 PSF � i - w = TL x width contrib. area = ZG o PLF 20 x. /o MDES. (UNIF. LOAD) _ - W X L2/8 = ZG'o /&/. BEAM OR JOIST TYPE : S = b x d2/6 IN3 = THEREFORE: McAP. MCAP. MDES. (POINT LOAD) = ((L ,res IC GED 6/"x/zk, = s . /C,.. 3//c FT # FT # FT # IN # )/L x P) x X FT# FT # FT # IN # GRADE: J c �. Fb = -7c PSI (Min. S Req'd = IN3) = IN3 Fb GREATER THAN MDES. IN # = 9‘, g 7 IN# = %6J '9° p IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = % FEET DL = 7o PSF LL = "A4 PSF THEREFORE TL = gD PSF w = TL x width contrib. area = 7S0 PLF X 2 72- MDES. (UNIF. LOAD) BEAM OR JOIST TYPE : ri/ z zL S = b x d2/6 IN3 = THEREFORE: MC = S MCAP. _ w x L2/8 FT # FT # FT # IN # MDES. (POINT LOAD) = ((L - / L x P) x X FT # //z7 75, 83 FT # FT # IN # GRADE: 61:7#?---, Fb = 7S PSI Fb (Min. S Req'd = 3z,1 IN3) = 73 . e 3 IN3 GREATER THAN MDES. IN # = IN# = 74 /z IN # REQUIRED THEREFORE OKAY //.;‘ BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE: 14245 59th Ave. S. Tukwila, WA 98168 PROJECT: Cell: (206) 571-8794 BEAM LOCATION: /3 P1 SPAN = L = FEET DL = ?o PSF LL ='1d PSF THEREFORE TL = PSF w = TL x width contrib. area = S/ PLF 60 L 7e,v W/LL $ /q-1 MDES. (UNIF. LOAD) = W X L2/8 q,s 78 zoo pc.F' = 657/8 FT # FT # FT # IN # MDES. (POINT LOAD) _ ((L —/X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : /`1// GRADE: ,412_ S = b x d2/6 IN3 = Fb = 87S PSI (Min. S Req'd = 72' 7 IN3) _ //p, 74 1N3 THEREFORE: McAp, = S • Fb = IN # MCAP. = /,'O,74 75 = 96 5 i S' IN # GREATER THAN MDEs. = 6 P, 7/8 IN # REQUIRED THEREFORE OKAY ti BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = FEET DL = zo PSF LL = .51-0 PSF THEREFORE TL = 6C) PSF w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 FT # FT # FT # IN # r MDES. (POINT LOAD) = ((L - X) / L x P) x X FT # { p = �' z� -` = o,s-3.� f®s x,su? FT# 2 = "_ FT # /,7o = SD,5ip0 IN# BEAM OR JOIST TYPE : S = b x d2/6 IN3 = THEREFORE: z ED GRADE: = 6;7> PSI Il )C/" MCAD. = S MCAP. = (Min. S Req'd = 5 7.6 IN3) = 23• s IN3 Fb = IN # GREATER THAN MDES. e/ IN# = S—O, 49,9 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS /4 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 PROJECT: Cell: (206) 571-8794 c` DATE: BEAM LOCATION: SPAN = L = 7 FEET DL = 2c PSF LL = 40 PSF THEREFORE TL = 6° PSF (3a w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 FT # dal/S FT# FT # = Zq IN # MDES. (POINT LOAD) = ((L -/X) / L x P) x X FT # FT# FT # IN # BEAM OR JOIST TYPE : t//4Z ED GRADE: .0 P7*? Fb = 87PSI (Min. S Req'd = 3z 7' IN3) S = b x d2/6 IN3 = e3 IN3 THEREFORE: MCAP. = S • Fb = IN # MCAP. = 73' 83 r 7 = f✓%/ / IN # GREATER THAN MDES. = ZP �G S IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 8F, 9 f 1 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 SPAN = L = ,g FEET DL = 26 PSF LL = d Q PSF THEREFORE TL = PSF w = TL x width contrib. area = /oS PLF MDES. (UNIF. LOAD) — W X L2/8 = /or, 64/0 = /D o e i FT # FT # FT # IN # 8�t MDES. (POINT LOAD) — ((L - j / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : fr" GRADE: I) F Fb = 75— PSI 2'' x IZ`1 (Min. S Req'd = //. c a- IN3) S = b x d2/6 IN3 = = c 4- IN3 THEREFORE: MCAP. = S . Fb = IN # MCAP. = 3/, 8q Y7 = 27‘8C IN # = 72, ‘;',2°' IN # REQUIRED GREATER THAN MDES. THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION:/J.C�.I No BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 CeII: (206) 571-8794 SPAN = L = FEET DL = Z0 PSF LL = 4°0 PSF THEREFORE TL = Ca PSF p 6 w = TL x width contrib. area = 7? .7- PLF x'4-6) MDES. (UNIF. LOAD) = w X L2/8 FT # 2 . /6z/8 FT# FT # 7-.6 Z2 IN# MDES. (POINT LOAD) = ((L 7/6 )/L P)xXFT# FT # FT # IN # BEAM OR JOIST TYPE : L.ED GRADE: /.� . Z Fb = g7 PSI » II (Min. S Req'd = S = b x d2/6 IN3 = = //O, 74/ IN3 THEREFORE: McAP. = S Fb = IN # MCAP. = I/ 0,7Z/8?S = 87rJ IN # GREATER THAN MDES. = .67Z IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: !i SPAN = L = BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 FEET DL = Z o PSF LL = 10 PSF THEREFORE TL = 60 PSF w = TL x width contrib. area = '6 PLF MDES. (UNIF. LOAD) W X L2/8 Zoo /o / g FT # FT # FT # IN# MDES. (POINT LOAD) = ((L X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : (1z_2? GRADE: X70 - Fb = ��� PSI (Min. S Req'd = -f/ IN3) S = b x d2/6 IN3 = = 7s7, 7'i,'7 IN3 THEREFORE: MCAP. S . Fb = IN # MCAP. = 7 ; 2 = ZZC2 oo6IN# GREATER THAN MDES: = (PD ) IN # REQUIRED THEREFORE OKAY /,6 BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: FA ,`7 SPAN = L = /d FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 2 g DL = 20 PSF LL = 4a PSF /"T THEREFORE TL = Q�PSF l�m� bD „E-Ca.ad W = TL x width contrib. area = /, 8z® PLF 47- x 3 z � 440 (c) 3 - iso MDES. (UNIF. LOAD) = w X L2 /8 FT # goo x Mh1/43 FT# FT # ry _ 273» Dc%c) IN# Gt.)/9--G/ (CJI ?oo Po= MDES. (POINT LOAD) = ((L - )() / L x P) x X FT # FT # - FT # IN # BEAM OR JOIST TYPE : /B GRADE: .577, Fb = 240 PSI s'"Ys ilx /2" (Min. S Req'd = //3 IN3) S = b x d2/6 IN3 = = (23, IN3 THEREFORE: MCS. = S . Fb = IN # MCAP. = l 23' z / = 2 2o © IN # GREATER THAN MDES. = 2 77, e ©c) IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = / FEET DL = PSF LL = PSF THEREFORE TL = PSF /z/tc- w = TL x width contrib. area = /, ?c) PLF (?e), --"S” 12 VA 77 MDES. (UNIF. LOAD) = w X L2/8 0 /e2-/ 8 FT # FT # = FT # .8-7; # MDES. (POINT LOAD) — ((L — )// L x P) x X FT # FT # FT # = IN# BEAM OR JOIST TYPE : � GRADE: 3-7o x c?/ (( Fb = ?,469) PSI (Min. S Req'd = 3G r IN3) S = b x d2/6 IN3 = = 3 7 ' IN3 THEREFORE: MCAD. = S . . Fb = IN # MCAP. ,q"G d = jp 9 oho IN # GREATER THAN MDES. = gad) ' IN # REQUIRED THEREFORE OKAY C/✓ BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = FEET toALL 24,67 pcF BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = Za PSF LL = 75- PSF THEREFORE TL = c PSF w = TL x width contrib. area = z 70 PLF ‘r -f e, p61= - w x 1=-w.x L2/8 FT# 4'767 G`/ FT# FT # = zs 3 867 IN# MDES. (UNIF. LOAD) p D �+1d j c)7 ,a y-/ MDES. (POINT LOAD) = ((L - X) / L X P X FT # FT # FT # IN# BEAM OR JOIST TYPE :'G z -� GRADE: Fb = 6 7 PSI 4 L 'x/z " (Min. S Req'd = 2 IN3) S = b x d2/6 IN3 = = 73 3 IN3 THEREFORE: McAP. = MCAP. = S Fb IN# 7Y.83 - g7- = �9� IN# GREATER THAN MDES. = z s 38 D IN # REQUIRED THEREFORE OKAY 9'/‘ 76/ --- 7 (//7,5 t'5. /3 /J97 70 ( 5 7 5 // (%- 3 31 ),�,�' c >. A- -e 0,"57S // t. // 7j = zv PSr- L� _leo P5 7L= S,o�9ci�4 17,4x. 2_55 C t.V /, O v /' s pC,- t 3 < 7/Q/ zo z -z /t7,Qx_ /r8 �JZ zt� azo j �NaRlC 2/ 4 2c— = 80 + Lam/ 247 = G �- cel' �I YS " / ✓ Z 25c3 l" -/DE -5 = C 90 G = L_ /_ 4' /� 1) 5 , moo,3' 2- ,;A> // o / 21 = / ,S, L 2 3c ;q ?c , _ /,‘, Design Properties, Material Weights, and Job -Site Safety 5 design Properties (100% Load Duration) Trus Joist • TIP Joist Specifier's Guide 2025 • January 2004 /‘//c Depth TJI® Basic Properties Reaction Properties 31/2" intermediate: ,,:: Reaction (lbs) Maximum ' ,.. Joist Resistive Joist Only Maximum : Weight '.. Moment(11 � El x 106 .. •:Vertical" (lbs/ft) • (ft lbs) ' ,(in.2-lbs). Shear (lbs) 13/4".': End ' Reaction ,(lbs)... No Web -• With Web Stiffeners :, Stiffeners -.91,4" 110 2.3' '2,380 .. 140 ' 1,220 885 ,` 1,935 :. N.A. 210 ,.. 2.6 .• .'2,860" 167:.. =. 1,330,..'. ' 99.980:,..• . 2,,145.-,.-::-N.A. 2,410 , .°:.: N.A. 230 2.7 • . 3,175 183 1,330 > 1,035: 117A". 110 . 2.5 - _- . 3,015 :. _ : 238. >. 1;560: ,:. 885-: 1,935: : •- •-. 2,295 210. 2.8 • : -"-3,620'-' -283 ` 1,655:..- 1,655-: •:980 ::' 1,035.: 2,145 ., '_ 2,505 :2,410 • 2 765 230 3.0 ' 4,015. `310 360 3.0 . . 6180 - 419 1,705. 2,050. 1,080 " : 1,265-:•: ' 2,460 ' 2,815 3,000 ' - 3,475 560 .. 4.0•: ..-,9,500:1-;^. :;:. 636. 14" 110 2.8'`- - 3,565,--'k- ' 351 . = ., _ 1,860 ' ' • 885:'-'. ' 980.:... 1,935 ,' . 2,295 2,145 - ' - 2,505 210 3.1_ . •"`.4,280'" ,:415 1,945 .. 230 -3.3 .» .4,755. ' :..'.454 1,945 .. 1,955 . = ...1,035:, ,.- :1,080 f. '. ; 1.1,265 , 2,410 •- - ' .-: 2,765. 2,460.. -,-::2,815 ;• _ 3,000 `- • 3,475 • 360 3.3 ::.7;335 ,..;. 612;- 560 4.2:-.' 11,275 ; •. :`.'926 . 2,390 . 16" 210., 3.3 ' .::-4895' ;`..- ..: -566 - 2,190..., .: 980•1,.\ 2,145..:.,: 2,505 _ 230 3.5 ' . 5 440 618 2190 '1,035: 2410'. -'.- . 2,765__ 2,460 "" 2,815 3,000 '::...3.475 , 360 ' 3.5 8,405 . '830 2,190 1 080 1,265•-' ' . 560 4.5' ... 12,925 .' .::..1,252 . 2,710. (1) Caution: Do not Increase joist moment design properties by a repetitive member use factor. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR -1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of A (inches): For For TJI® 110, 210, 230, and 360 Joists TJI® 560 Joists 22.5 wL4 2.67 wL2 A- El + dx105 22.5 wL4 2.29 wL2 A- El + dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches EI = value from table above TJi® joists are intended for dry -use applications Material Weights (Include TJI® weights in dead load calculations -see Design Properties table at left for joist weights) Floor Panels Southern Pine W plywood 1.7 psf W plywood 2 0 psf �a' plywood 2.5 psf 11%' plywood 3.8 psf OSB 1.8 psf 443' OSB 2.2 psf 3/4' OSB 2.7 psf W OSB 3.1 psf 1W OSB 4.1 psf Based on: Southern pine - 40 pcf for plywood, 44 pct for OSB Roofing_ Asphalt shingles 2 5 psf Wood shingles 2 0 psf Clay tile 9.0 to 14.0 psf Slate (3,1' thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 0 Glass wool - 0 .2 psf .1 psf Floor Finishes Hardwood (nominal 1') 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf 3/a' ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.O'psf Gypsum concrete (3/a') 6.5 psf Ceilings Acoustical fiber tile 1.0 psf 1h' gypsum board 2.2 psf W gypsum board 2.8 psf Plaster (1' thick) 8.0 psf WARNINGr Lack of concernlor proper bracing during. construction can result.in serious'accidents .Under°normal conditions if the 'ROTES „ tollcwing guldelines are observed,' accidents will be avoided.-'-. ;NOTcallow-;workers to'. "on joists untl(ibrd?etl' ;Aff EIRilklAYikESULr op, oristas, buitdi gs eick ori u"nsheai"he joists�f&ock'on �overrbdains or` walls*1i ri 7 ? Joists, are unstable untilbraeed:. laterally - Bracing Includes:' • Blocking • Hangers • • Rim Board • Sheathing • Ri(ri'Joist • Strut Lines All blocking; ani ng rtrim ti a ds sand rim' joists at.the end supports of the fx.J(®joists muust be�yc,,tini 1etetyyinstalled and:properjy nailed , aeral strength pike a braced end wall or an existin deck .must be estab llshetl at the ands of thebay-,This .can'also be accomplished by a temporary or ;; ,,,..,,� A' Ln NA,44, fP i Sc permahent deck sheathing):fas(ened to the first 4 feet of Joists at.the end of hehegby',. - ASafe'Abracing,hn s 0664 (m(nimum) must be nailed txo a braced end.wall or ii eared ar �as,i 6 �2 a ti to°each joist Without this t racing; buckling ,:, sideways Ori,�rallover; s ighly probable'undi;"'j�right construction toads-hke a j 'Bari of or le ertasf�tuflnalled'sheathing `< "'' arid K"'W • F LL hr . - S thing us 6 tdta ttached ft. each TJI® loistTiefore at 'caricbe plaped`oh fhe system '' t 4 � canti a q�iire safety bracing`on both `the top arld bottom flanges e rine straklghtwtthm a•tolerance;bfxf�" from true aIignment, �..- N.. �f'�'S�4{:-f., ....::! SHEAR CALCULATIONS WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN ggryslot5.wsw Level 1 of 2 WoodWorks® Shearwalls 10.1 84.7 TTJ'JTtttJ'tHHTJTIIJIIJIJJ �F2 4147 C&C26.9/33.2 Sep. 24, 2015 12:49:14 70' 65' 60' 55' 50' ' 1 45' ./C-7) 40' 35' N N 30' n a, rn 25' NCr M•N U ' eh' 20' • e4c) cD °6 2515 o I420 O 70" A-1 026.9/33.2 71' B-1 M O c0 0 15' 10' 5' 0' -5' -10' 119.7 -15' -20' -25' -30' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' --- Factored shearline force (lbs) Factored holddown force (lbs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: 0.6W + 0.6D. tttt 0-0 Unfactored applied shear load (plf) Unfactored dead Toad (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) v Orange = Selected wall(s) Red = Failur WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN. garyslot5.wsw Level 2 of 2 0.0 41.9 — 180.9 WoodWorks® Shearwalls 10.1 80.9 180.9 — 41.9 0.0 Sep. 24, 2015 12:49:14 70' 65' 60' 55' 50' 45' 40' N C' M z 35' co 34.2 - 173.3 30' 25' 20' 15' 10' 5' 0' -10' -15' -20' -25' -30' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' -- Factored shearline force (lbs) Factored holddown force (lbs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: 0.6W + 0.6D. tilt 0--0 0--o Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Orange = Selected wall(s) Red = Failur WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.1 garyslot5.wsw Project Information DESIGN SETTINGS Sep. 24, 2015 13:07:42 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity 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 1.00 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 SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 100mph Exposure Exposure C Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Category II Structure Type Regular Building System Bearing Wall Design Category D Site Class D - All others Topographic Information [ft) Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.400g Ss:0.750g Fundamental Period T Used Approximate Ta Maximum T E -W 0.175s 0.175s 0.245s NS 0.175s 0.175s 0.245s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E -W loads NS loads Eccentricity (%) 15 15 Loaded at 75% Response Factor R 2.00 2.00 Fa: 1.20 Fv: 1.60 1 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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 Levell Foundation 21.00 13.00 3.00 2.00 0.0 12.0 12.0 8.00 9.00 15.7 15.7 16.5 16.5 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 2 Story E -W Ridge Location X,Y = 0.00 0.00 North Side 30.0 1.00 Extent X,Y= 60.00 45.00 South Side 30.0 1.00 Ridge Location, Offset 22.50 0.00 East Hip 30.0 1.00 Ridge Elevation, Height 33.99 12.99 West Hip 30.0 1.00 2 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 821 Both Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 - 7/16 - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 2 4 4 6 Y Y 2,3 2,3 Int Gyp WB 1 -ply 16 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 © Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail. N 3 4 Y 2,3 0 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 d Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 6 Y 2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Na N 7 7 Y 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 GLI - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvty— Shear stiffness in Ibiin. 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" path & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086"x 1-58"; 6d = .092" x 1-7/8"; 8d = .113"x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk— Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side NOtes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1:.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS by WALL GROUP Wall Group Species Grade b in d in Spacing in SG E 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 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 5 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: 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 garyslot5.wsw Sep. 24, 2015 13:07:42 SHEARLINE, WALL and OPENING DIMENSIONS 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 2 0.00 0.00 45.00 45.00 37.00 37.00 8.00 Wall 1-1 Seg 2 0.00 0.00 45.00 45.00 37.00 37.00 - Opening 1 - - 21.00 23.00 2.00 - - 6.75 Opening 2 - - 32.00 38.00 6.00 - - 6.75 Level 1 Line 1 Seg 4 0.00 0.00 45.00 45.00 35.00 35.00 9.00 Wall 1-1 Seg 4 0.00 0.00 45.00 45.00 35.00 35.00 - Opening 1 - - 21.00 26.00 5.00 - - 6.75 Opening 2 - - 33.00 38.00 5.00 - - 6.75 Line 2 Level 1 Line 2 Seg 3 45.50 0.00 45.00 45.00 23.00 23.00 9.00 Wall 2-1 Seg 3 45.50 16.00 39.00 23.00 23.00 23.00 - Line3 Level 2 Line 3 Seg 5 69.00 0.00 45.00 45.00 16.00 16.00 8.00 Wall 3-1 Seg 5 69.00 0.00 45.00 45.00 16.00 16.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 18.50 22.50 4.00 - - 6.75 Opening 3 - - 28.00 34.00 6.00 - - 6.75 Opening 4 - - 40.00 44.00 4.00 - - 6.75 Level 1 Line 3 Seg 1 69.00 0.00 45.00 45.00 8.00 8.00 9.00 Wall 3-1 Seg 1 69.00 0.00 45.00 45.00 8.00 8.00 - Opening 1 - - 2.00 10.00 8.00 - - 6.75 Opening 2 - - 18.00 34.00 16.00 - - 6.75 Opening 3 - - 35:00 43:00 8.00 - - 6.75 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 2 0.00 0.00 69.00 69.00 24.50 24.50 8.00 Wall A-1 Seg 2 0.00 0.00 69.00 69.00 24.50 24.50 - Opening 1 - - 2.50 14.50 12.00 - - 6.75 Opening 2 - - 20.00 26.00 6.00 - - 6.75 Opening 3 - - 32.00 44.00 12.00 - - 6.75 Opening 4 - - 48.50 60.50 12.00 - - 6.75 Lever( Line A Seg 1 0.00 0.00 69.00 69.00 19.50 19.50 9.00 Wall A-1 Seg 1 0.00 0.00 69.00 69.00 19.50 19.50 - Opening 1 - - 2.50 14.50 12.00 - - 6.75 Opening 2 - - 18.00 28.50 10.50 - - 6.75 Opening 3 - - 32.00 44.50 12.50 - - 6.75 Opening 4 - - 48.50 60.50 12.00 - - 6.75 Line B Level 1 Line B Seg 3 16.00 0.00 69.00 69.00 24.00 24.00 9.00 Wall 8-1 Seg 3 16.00 45.00 69.00 24.00 24.00 24.00 - Line C Level 2 Line C Seg 2 45.00 0.00 69.00 69.00 58.00 58.00 8.00 Wall 0-1 Seg 2 45.00 0.00 69.00 69.00 58.00 58.00 - Opening 1 - - 24.00 30.00 6.00 - - 6.75 Opening 2 - - 36.00 39.00 3.00 - - 6.75 Opening 3 - - 51.00 53.00 2.00 - - 6.75 Level 1 Line C Seg 4 45.00 0.00 69.00 69.00 63.00 63.00 9.00 Wall 0-1 Seg 4 45.00 0.00 69.00 69.00 63.00 63.00 - Opening 1 - - 25.00 31.00 6.00 - - 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 tables for each design case if more than one group 4 , WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 Loads WIND SHEAR LOADS (as entered or generated) Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof 1 W ->E Wind Line -1.00 22.50 0.0 58.2 Block 1 W L Roof Min W ->E Wind Line -1.00 22.50 0.0 54.3 Block 1 W Wall Min W ->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W ->E Wind Line 0.00 45.00 52.8 Block 1 W R Roof 1 W ->E Wind Line 22.50 46.00 58.2 0.0 Block 1 W R Roof Min W ->E Wind Line 22.50 46.00 54.3 0.0 Block 1 E L Roof Min W ->E Lee Line -1.00 22.50 0.0 54.3 Block 1 E L Roof 1 W ->E Lee Line -1.00 22.50 0.0 145.2 Block 1 E Wall Min W ->E Lee Line 0.00 45.00 32.0 Block 1 E Wall 1 W ->E Lee Line 0.00 45.00 28.1 Block 1 E R Roof 1 W ->E Lee Line 22.50 46.00 145.2 0.0 Block 1 E R Roof Min W ->E Lee Line 22.50 46.00 54.3 0.0 Block 1 W L Roof Min E ->W Lee Line -1.00 22.50 0.0 54.3 Block 1 W L Roof 1 E ->W Lee Line -1.00 22.50 0.0 145.2 Block 1 W Wall 1 E ->W Lee Line 0.00 45.00 28.1 Block 1 W Wall Min E ->W Lee Line 0.00 45.00 32.0 Block 1 W R Roof 1 E ->W Lee Line 22.50 46.00 145.2 0.0 Block 1 W R Roof Min E ->W Lee Line 22.50 46.00 54.3 0.0 Block 1 E L Roof 1 E ->W Wind Line -1.00 22.50 0.0 58.2 Block 1 E L Roof Min E ->W Wind Line -1.00 22.50 0.0 54.3 Block 1 E Wall 1 E ->W Wind Line 0.00 45.00 52.8 Block 1 E Wall Min E ->W Wind Line 0.00 45.00 32.0 Block 1 E R Roof Min E ->W Wind Line 22.50 46.00 54.3 0.0 Block 1 E R Roof 1 E ->W Wind Line 22.50 46.00 58.2 0.0 Block 1 S L Roof 1 S ->N Wind Line -1.00 22.50 0.0 48.4 Block 1 S L Roof Min S ->N Wind Line -1.00 22.50 0.0 54.3 Block 1 S Wall Min S ->N Wind Line 0.00 69.00 32.0 Block 1 S Wall 1 S ->N Wind Line 0.00 69.00 52.8 Block 1 S Ctr Roof Min S ->N Wind Line 22.50 46.50 54.3 Block 1 S Ctr Roof 1 S ->N Wind Line 22.50 46.50 48.4 Block 1 S R Roof Min S ->N Wind Line 46.50 70.00 54.3 0.0 Block 1 S R Roof 1 S ->N Wind Line 46.50 70.00 48.4 0.0 Block 1 N L Roof 1 S ->N Lee Line -1.00 22.50 0.0 145.2 Block 1 N L Roof Min S ->N Lee Line -1.00 22.50 0.0 54.3 Block 1 N Wall Min S ->N Lee Line 0.00 69.00 32.0 Block 1 N Wall 1 S ->N Lee Line 0.00 69.00 35.7 Block 1 N Ctr Roof Min S ->N Lee Line 22.50 46.50 54.3 Block 1 N Ctr Roof 1 S ->N Lee Line 22.50 46.50 145.2 Block 1 N R Roof Min S ->N Lee Line 46.50 70.00 54.3 0.0 Block 1 N R Roof 1 S ->N Lee Line 46.50 70.00 145.2 0.0 Block 1 S L Roof Min N ->S Lee Line -1.00 22.50 0.0 54.3 Block 1 S L Roof 1 N ->S Lee Line -1.00 22.50 0.0 145.2 Block 1 S Wall 1 N ->S Lee Line 0.00 69.00 35.7 Block 1 S Wall Min N ->S Lee Line 0.00 69.00 32.0 Block 1 S Ctr Roof 1 N ->S Lee Line 22.50 46.50 145.2 Block 1 S Ctr Roof Min N ->S Lee Line 22.50 46.50 54.3 Block 1 S R Roof 1 N ->S Lee Line 46.50 70.00 145.2 0.0 Block 1 S R Roof Min N ->S Lee Line 46.50 70.00 54.3 0.0 Block 1 N L Roof Min N ->S Wind Line -1.00 22.50 0.0 54.3 Block 1 N L Roof 1 N ->S Wind Line -1.00 22.50 0.0 48.4 Block 1 N Wall Min N ->S Wind Line 0.00 69.00 32.0 Block 1 N Wall 1 N ->S Wind Line 0.00 69.00 52.8 Block 1 N Ctr Roof Min N ->S Wind Line 22.50 46.50 54.3 Block 1 N Ctr Roof 1 N ->S Wind Line 22.50 46.50 48.4 Block 1 N R Roof 1 N ->S Wind Line 46.50 70.00 48.4 0.0 Block 1 N R Roof Min N ->S Wind Line 46.50 70.00 54.3 0.0 Level1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,pst] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W ->E Wind Line 0.00 45.00 44.0 Block 1 W Wall Min W ->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W ->E Wind Line 0.00 45.00 50.6 Block 1 W Wall 1 W ->E Wind Line 0.00 45.00 69.1 Block 1 E Wall Min W ->E Lee Line 0.00 45.00 32.0 Block 1 E Wall Min W ->E Lee Line 0.00 45.00 44.0 Block 1 t; Wall 1 W ->E Lee Line 0.00 45.00 28.1 Block 1 E Wall 1 W ->E Lee Line 0.00 45.00 38.6 Block 1 W Wall Min E ->W Lee Line 0.00 45.00 44.0 5 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 W Wall W Wall W Wall E Wall E Wall E Wall E Wall S Wall 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 Min E ->W Lee 1 E ->W Lee 1 E ->W Lee Min E ->W Wind 1 E ->W Wind Min E ->W Wind 1 E ->W Wind Min S ->N Wind 1 S ->N Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Lee Min S ->N Lee 1 S ->N Lee Min S ->N Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N ->S Wind Line 0.00 45.00 32.0 Line 0.00 45.00 38.6 Line 0.00 45.00 28.1 Line 0.00 45.00 32.0 Line 0.00 45.00 50.6 Line 0.00 45.00 44.0 Line 0.00 45.00 69.1 Line 0.00 69.00 44.0 Line 0.00 69.00 50.6 Line 0.00 69.00 69.1 Line 0.00 69.00 32.0 Line 0.00 69.00 49.1 Line 0.00 69.00 44.0 Line 0.00 69.00 35.7 Line 0.00 69.00 32.0 Line 0.00 69.00 44.0 Line 0.00 69.00 49.1 Line 0.00 69.00 35.7 Line 0.00 69.00 32.0 Line 0.00 69.00 44.0 Line 0.00 69.00 50.6 Line 0.00 69.00 69.1 Line 0.00 69.00 32.0 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 loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A orB from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir- Direction of wind for loads with positive magnitude, also direction ofMWFRS. Surf Dir- Windward or leeward side of the building for loads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a Toad factor of 0.60 to wind toads before distributing them to the shearlines. 6 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] - Interior End Zone Block 1 West Windward 2 26.9 33.2 Block 1 East Leeward 2 26.9 33.2 Block 1 West Leeward 2 26.9 33.2 Block 1 East Windward 2 26.9 33.2 Block 1 South Windward 2 26.9 33.2 Block 1 North Leeward 2 26.9 33.2 Block 1 South Leeward 2 26.9 33.2 Block 1 North Windward 2 26.9 33.2 Block 1 West Windward 1 26.9 33.2 Block 1 East Leeward 1 26.9 33.2 Block 1 West Leeward 1 26.9 33.2 Block 1 East Windward 1 26.9 33.2 Block 1 South Windward 1 26.9 33.2 Block 1 North Leeward 1 26.9 33.2 Block 1 South Leeward 1 26.9 33.2 Block 1 North Windward 1 26.9 33.2 7 WoodWorks® Shearwails garyslot5.wsw Sep. 24, 2015 13:07:42 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 46.00 355.0 355.0 E -W Roof Block 1 3 Line -1.00 46.00 355.0 355.0 N -S Roof Block 1 A Line -1.00 70.00 235.0 235.0 N -S Roof Block 1 C Line -1.00 70.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 69.00 40.0 40.0 Both Wall C-1 n/a C Line 0.00 69.00 40.0 40.0 Levell 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 Fl n/a 1 Line 0.00 45.00 345.0 345.0 E -W Floor F1 n/a 3 Line 0.00 45.00 345.0 345.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 69.00 40.0 40.0 N -S Floor F1 n/a A Line 0.00 69.00 225.0 225.0 N -S Floor F1 n/a C Line 0.00 69.00 225.0 225.0 Both Wall C-1 n/a C Line 0.00 69.00 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 16.00 39.00 27.0 27.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 69.00 45.0 45.0 Both Wall B-1 n/a B Line 45.00 69.00 27.0 27.0 Both Wall C-1 n/a C Line 0.00 69.00 45.0 45.0 iegeno: 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 - Sheartine 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 garyslot5.wsw Sep. 24, 2015 13:07:42 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Line -1.00 0.00 281.7 281.7 E -W Point 0.00 0.00 1095 1095 E -W Line 0.00 45.00 313.5 313.5 E -W Point 45.00 45.00 1095 1095 E -W Line 45.00 46.00 281.7 281.7 N -S Line -1.00 0.00 186.5 186.5 N -S Point 0.00 0.00 714 714 N -S Line 0.00 69.00 218.2 218.2 N -S Point 69.00 69.00 714 714 N -S Line 69.00 70.00 186.5 186.5 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 1293 1293 E -W Line 0.00 16.00 189.6 189.6 E -W Point 16.00 /6.00 143 143 E -W Line 16.00 39.00 195.5 195.5 E -W Line 39.00 45.00 189.6 189.6 E -W Point 45.00 45.00 1293 1293 N -S Point 0.00 0.00 843 843 N -S Line 0.00 45.00 136.7 136.7 N -S Line 45.00 69.00 142.6 142.6 N -S Point 45.50 45:50 137 137 N -S Point 69.00 69.00 843 843 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 ofload in direction perpendicular to seismic force direction Notes: Ail loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 9 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS North-South Shearlines W Gp For Dir H/W-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 Lnl, Lev2 2 Both 1.0 1.0 4590 218.6 218.6 125 532 1.00 A 657 24309 0.33 Level 1 Ln1, Levl 4 Both 1.0 1.0 7380 351.4 351.4 364 364 1.00 A 728 25480 0.48 Line 2 Ln2, Levl 3 Both 1.0 1.0 4231 184.0 184.0 686 686 1.00 A 1372 31556 0.13 Line3 Level 2 Ln3, Lev2 5 Both 1.0 1.0 4590 343.4 343.4 125 686 1.00 A 811 12976 0.42 Level 1 Ln3, Levl 1 Both 1.0 1.0 6031 753.9 753.9 896 896 1.00 A 1792 14336 0.42 East-West W For HIW-Cub ASD Shear Force 1plf] 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 2 Both 1.0 1.0 2526 228.9 228.9 125 532 1.00 A 657 16097 0.35 Level 1 LnA, Levl 1 Both 1.0 1.0 3420 402.3 402.3 896 896 1.00 A 1792 34944 0.22 Line B LnB, Levl 3 Both 1.0 1.0 2515 104.8 104.8 686 686 1.00 A 1372 32928 0.08 Line C Level 2 LnC, Lev2 2 Both 1.0 1.0 2526 105.2 105.2 125 532 1.00 A 657 38106 0.16 Level 1 LnC, Lev1 4 Both 1.0 1.0 4147 109.1 109.1 364 364 1.00 A 728 45864 0.15 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 sheartine. WAN -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 = 1/IF-HS/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 al! 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 v, WoodWorks® Shearwalls garys[ot5.wsw Sep. 24, 2015 13:07:42 s> - HOLD -DOWN DESIGN ( flexible wind design) Level 1 Line- Wall PosWn Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [Ibs] Dead Uplift Cmb'd Cap Hold-down (lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 4911 4911 HD9 8810 0.56 1-1 L Op 1 0.00 20.88 1 4911 17 17 4911 HD9 8810 0.56 1-1 R Op 2 0.00 26.13 13 V Elem 0.00 31.88 10 Refer to upper level 1-1 L Op 2 0.00 32.88 12 1-1 R Op 2 0.00 38.13 22 Line 2 2-1 L End 45.50 16.13 1 1656 1656 HD9 8810 0.19 2-1 R End 45.50 38.87 1 1656 1656 HD9 8810 0.19 Line 3 3-1 L Op 3 69.00 1.88 1 39 3-1 R Op 1 69.00 10.13 1 6785 19 19 6785 HD9 8810 0.77 V Elem 69.00 14.13 1 1523 20 20 1523 Refer to upper level 3-1 L Op 2 69.00 17.87 1 7473 53 53 7473 HD9 8810 0.85 V Elem 69.00 34.13 1 1913 56 56 1913 Refer to upper level V Elem 69.00 34.88 1 1073 21 21 1073 Refer to upper level V Elem 69.00 43.13 1 1674 23 23 1674 Refer to upper level V Elem 69.00 44:13 1 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 1 48 V Elem 14.63 0.00 1 170 48 48 170 HD9 8810 0.02 V Elem 17.87 0.00 1 35 0 Refer to upper level V Elem 28.63 0.00 1 448 34 34 448 H09 8810 0.05 V Elem 31.88 0.00 1 618 50 50 618 Refer to upper level V Elem 44.63 0.00 1 1 49 49 1 HD9 8810 0.00 V Elem 48.38 0.00 1 1 48 48 1 Refer to upper level A-1 R Op 4 60.63 0.00 1 5452 48 48 5452 HD9 8810 0.62 A-1 R End 68.88 0.00 1 5452 5452 HD9 8810 0.62 Line B B-1 L End 45.13 16.00 1 943 943 HD9 8810 0.11 B-1 R End 68.88 16.00 1 943 943 HD9 8810 0.11 Line C V Elem 0.12 45.00 1 842 842 Refer to upper level V Elem 23.88 45.00 1 842 10 10 842 Refer to upper level C-1 L Op 1 24.88 45.00 16 C-1 R Op 1 31.13 45.00 1 982 23 23 982 HD9 8810 0.11 V Elem 35.88 45.00 5 Refer to upper level V Elem 39.13 45.00 5 Refer to upper level V Elem 50.88 45.00 3 Refer to upper level V Elem 53.13 45.00 3 Refer to upper level C -i R End 68.88 45.00 1 982 982 HD9 8810 0.11 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posirn X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 1748 1748 HD9 8810 0.20 1-1 L Op 1 0.00 20.88 1 1748 3 3 1748 HD9 8810 0.20 1-1 R Op 2 0.00 23.13 3 1-1 L Op 2 0.00 31.88 10 1-1 R Op 2 0.00 38.13 10 Line 3 3-1 L Op 4 69.00 1.88 1 20 3-1 R Op 1 69.00 14.13 1 1523 20 20 1523 HD9 8810 0.17 3-1 L Op 2 69.00 18.38 1 1523 7 7 1523 HD9 8810 0.17 3-1 R Op 2 69.00 22.63 1 2433 7 7 2433 HD9 8810 0.28 3-1 L Op 3 69.00 27.88 1 2433 10 10 2433 HD9 8810 0.28 3-1 R Op 3 69.00 34.13 1 2748 10 10 2748 HD9 8810 0.31 3-1 L Op 4 69.00 39.88 1 2748 7 7 2748 HD9 8810 0.31 3-1 R Op 4 69.00 44.13 1 7 Line A A-1 L Op 4 2.38 0.00 1 20 A-1 R Op 1 14.63 0.00 1 170 20 20 170 HD9 8810 0.02 A-1 L Op 2 19.88 0.00 1 170 10 10 170 HD9 8810 0.02 A-1 R Op 2 26.13 0.00 1 618 10 10 618 HD9 8810 0.07 A-1 L Op 3 31.88 0.00 1 618 20 20 618 HD9 8810 0.07 A-1 R Op 3 44.13 0.00 1 1 20 20 1 HD9 8810 0.00 A-1 L Op 4 48.38 0.00 1 1 20 20 1 HD9 8810 0.00 A-1 R Op 4 60.63 0.00 1 1831 20 20 1831 HD9 8810 0.21 11 YWoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DESIGN ( flexible wind design, continued) A-1 Line C C-1 R End L End 68.88 0.12 0.00 45.00 1 1 1831 842 1831 842 HD9 HD9 8810 8810 0.21 0.10 C-1 L Op 1 23.88 45.00 1 842 10 10 842 HD9 8810 0.10 C-1 R Op 3 30.13 45.00 10 C-1 L Op 3 35.88 45.00 5 C-1 R Op 3 39.13 45.00 5 C-1 L Op 3 50.88 45.00 3 C-1 R Op 3 53.13 45.00 3 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element- Sheariine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A orB from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on sheariine force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift- Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force f for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap- Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 12 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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] ---> <-- Line 1 1-1 Left Opening 1 0.00 21.00 1 3936 3936 Line 2 2-1 Left Wall. End 45.50 16.00 1 1504 1504 2-1 Right Wall End 45.50 39.00 1 564 564 Line 3 3-1 Right Opening 1 69.00 10.00 1 1340 1340 3-1 Left Opening 2 69.00 18.00 1 3619 3619 Line A A-1 .Right Opening 4 60.50 0.00 1 2999 2999 Line B B-1 Left Wall End 45.00 16.00 1. 1640 1640 Line C C-1 Right Opening 1 31.00 45.00 1 1863 1863 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 21.00 1 2448 2448 Line 3 3-1 Right Opening 1 69.00 14.00 1 1428 1428 3-1 Left Opening 2 69.00 18.50 . 1 1031 1031 3-1 Right Opening 2 69.00 22.50 1 1439. 1439 3-1 Left Opening 3 69.00 28.00 1 . 327 327 3-1 Right Opening 3 69.00 34.00 3. 939 939 3-1 Left Opening 4 69.00 40.00 1 510 510 Line A A-1 Right Opening 1 14.50 0.00 1 531 531 A-1 Left Opening 2 20.00 0.00 1 615 615 A-1 Right Opening 2 26.00 0.00 1 835 835 A-1 Left Opening 3 32.00 0.00 1 591 591 A-1 Right Opening 3 44.00 0.00 1 1031 1031 A-1 Left Opening 4 48.50 0.00 1 1195 1195 A-1 Right Opening 4 60.50 0.00 1 1634 1634 Line C C-1 Left Opening 1 24.00 45.00 1 1647 1647 Legend: Line -Wall - Sheariine and wall number Position.. - Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, Case A or 8 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearfine force, includes perforation factor Co. -> Due to sheariine force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 13 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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 Defl in Total Defl in Level 1 Line 1 4 1-1,1 Both Both 585.7 21.00 9.00 16.5 .007 .032 146 .016 .106 0.19 0.33 1-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line2 3 2-1 Both Both 306.6 23.00 9.00 16.5 .003 .017 38 .000 .002 0.14 0.16 Line3 1 3-1,2 S ->N Both 1256.5 8.00 9.00 16.5 .040 .068 105 .006 .039 0.53 0.68 N ->S Both 1256.5 8.00 9.00 16.5 .040 .068 105 .006 .039 0.55 0.70 LineA 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 Both Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 Both Both 670.5 8.50 9.00 16.5 .020 .036 56 .001 .006 0.47 0.53 Line B 3 B-1 Both Both 174.7 24.00 9.00 16.5 .002 .009 22 .000 .000 0.13 0.14 LineC 4 C-1,1 Both Both 0.0 25.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,2 Both Both 181.9 38.00 9.00 16.5 .001 .010 45 .000 .003 0.08 0.10 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Deft plf ft ft sq.in in in lbs in in in in Level 2 Line 1 2 1-1,1 Both Ext 364.3 21.00 8.00 16.5 .003 .035 121 .009 .054 0.15 0.24 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 0.0 9.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 317.2 4.50 8.00 16.5 .012 .030 79 .002 .015 0.69 0.75 Both Int 0.0 .000 0 .000 .000 3-1,3 Both Ext 507.0 5.50 8.00 16.5 .016 .049 127 .010 .061 0.62 0.75 Both Int 0.0 .000 0 .000 .000 3-1,4 Both Ext 572.4 6.00 8.00 16.5 .017 .055 143 .015 .088 0.59 0.75 Both Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 Both Ext 35.4 5.50 8.00 16.5 .001 .003 12 .000 .000 0.48 0.49 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 128.6 6.00 8.00 16.5 .004 .012 43 .000 .002 0.47 0.49 Both Int 0.0 .000 0 .000 .000 A-1,4 Both. Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 381.5 8.50 8.00 16.5 .008 .037 127 .010 .062 0.38 0.49 Both Int 0.0 .000 0 .000 .000 Line C 2 C-1,1 Both Ext 175.4 24.00 8.00 16.5 .001 .017 58 .001 .006 0.12 0.14 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,3 Both Ext 0.0 12.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,4 Both Ext 0.0 16.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 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 Sheariine 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- Unfactored (strength -level) shear force per unit foot on wall segment = ASD force 10.60 b = Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear= vh /Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da 14 • • WoodWorks® Shearwalls garysl o t5. wsw Sep. 24, 2015 13:07:42 Total deft = Deflection from bending + shear+ nail slip + hold-down, as per SDPWS C4.3.2-1 15 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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 Deft in Level 1 Line 1 1-1,1 S ->N HD9 8185 .107 .002 0.109 - - 0.284 0.04 0.43 0.19 N ->S HD9 8188 .107 .002 0.109 - - 0.284 0.04 0.43 0.19 1-1,2 S ->N HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-1,3 S ->N HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line2 2-1 Both HD9 2759 .036 .001 0.037 - - 0.284 0.04 0.36 0.14 Line 3 3-1,2 S ->N HD9 11312 .148 .003 0.151 - - 0.284 0.04 0.47 0.53 N ->S HD9 12465 .163 .004 0.167 - - 0.284 0.04 0.49 0.55 LineA A-1,2 W ->E HD9 292 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 7 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W ->E HD9 753 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1039 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 10 .000 .000 0.000 = - 0.000 0.00 0.00 0.00 A-1,5 W ->E HD9 9094 .119 .003 0.121 - - 0.284 0.04 0.44 0.47 E ->W HD9 9086 .119 .003 0.121 - - 0.284 0.04 0.44 0.47 Linea B-1 Both HD9 1572 .021 .000 0.021 - - 0.284 0.04 0.34 0.13 Line C 0-1,1 14->E HD9 1403 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,2 11->E HD9 1641 .021 .000 0.022 - - 0.284 0.04 0.35 0.08 E ->W HD9 1637 .021 .000 0.022 - - 0.284 0.04 0.35 0:08 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hokf Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N HD9 2914 .076 .000 0.076 - - 0.284 0.04 0.40 0.15 N ->S HD9 2915 .076 .000 0.076 - - 0.284 0.04 0.40 0.15 1-1,2 S ->N HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-1,3 S ->N HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S ->N HD9 2541 .066 .000 0.066 - - 0.284 0.04 0.39 0.69 N ->S HD9 2539 .066 .000 0.066 - - 0.284 0.04 0.39 0.69 3-1,3 Both HD9 4057 .106 .000 0.106 - - 0.284 0.04 0.43 0.62 3-1,4 S ->N HD9 4581 .120 .000 0.120 - - 0.284 0.04 0.44 0.59 N ->S HD9 4580 .120 .000 0.120 - - 0.284 0.04 0.44 0.59 Line A A-1,2 W ->E HD9 286 .007 .000 0.007 - - 0.284 0.04 0.33 0.48 E ->W HD9 285 .007 .000 0.007 - - 0.284 0.04 0.33 0.48 A-1,3 W ->E HD9 1031 .027 .000 0.027 - - 0.284 0.04 0.35 0.47 E ->W HD9 1033 .027 .000 0.027 - - 0.284 0.04 0.35 0.47 A-1,4 Both HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W ->E HD9 3055 .080 .000 0.080 - - 0.284 0.04 0.40 0.38 E ->W HD9 3052 .080 .000 0.080 - - 0.284 0.04 0.40 0.38 Line C 0-1,1 W ->E HD9 1403 .037 .000 0.037 - - 0.284 0.04 0.36 0.12 E ->W HD9 1405 .037 .000 0.037 - - 0.284 0.04 0.36 0.12 C-1,2 W ->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1 .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 W ->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Legend: 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) -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 16 iv 4 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13: 07:42 * - 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 Pffor 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 17 WoodWorks® Shearwalis garyslot5.wsw Sep. 24, 2015 13:07:42 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS North-South Shearlines W Gp For Dir HIW-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 2 Both 1.0 1.0 5230 246.9 248.9 125 532 1.00 A 657 24309 0.38 Level 1 Lnl, Levl 4 S ->N 1.0 1.0 5461 260.0 260.0 364 364 1.00 A 728 25480 0.36 4 N ->S 1.0 1.0 5456 259.8 259.8 364 364 1.00 A 728 25480 0.36 Line 2 Ln2, Levl 3 S ->N 1.0 1.0 10444 454.1 454.1 686 686 1.00 A 1372 31556 0.33 3 N ->S 1.0 1.0 10476 455.5 455.5 686 686 1.00 A 1372 31556 0.33 Line 3 Level 2 Ln3, Lev2 5 Both 1.0 1.0 3951 308.0 308.0 125 686 1.00 A 811 12976 0.38 Level 1 Ln3, Levi 1 S ->N 1.0 1.0 1738 217.3 217.3 896 896 1.00 A 1792 14336 0.12 1 N->5 1.0 1.0 1711 213.8 213.8 896 896 1.00 A 1792 14336 0.12 East-West W For HIW-Cub ASD Shear Force [pH) Allowable Shear [pit) Crit. Shearlines Gp Dir int Ext V [lbs] vmax v Int Ext Co C Total V (lbs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 1301 152.9 152.9 125 532 1.00 A 657 16097 0.23 Level 1 LnA, Levl 1 W ->E 1.0 1.0 1087 127.9 127.9 896 896 1.00 A 1792 34944 0.07 1 E ->W 1.0 1.0 1090 128.1 128.1 896 896 1.00 A 1792 34944 0.07 Line B LnB, Levl 3 W ->E 1.0 1.0 3280 136.7 136.7 686 686 1.00 A 1372 32928 0.10 3 E ->W 1.0 1.0 3288 137.0 137.0 686 686 1.00 A 1372 32928 0.10 Line C Level 2 LnC, Lev2 2 Both 1.0 1.0 3751 147.2 147.2 125 532 1.00 A 657 38106 0.22 Level 1 LnC, Levl 4 W ->E 1.0 1.0 5715 150.4 150.4 364 364 1.00 A 728 45864 0.21 4 E ->W 1.0 1.0 5704 150.1 150.1 364 364 1.00 A 728 45864 0.21 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 sheariine 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, itis 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 sheariine: sum of all wall capacities on line. Crit Resp- Critical response = viTotal = 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. 18 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 • HOLD-DOWN DESIGN ( rigid wind design) Level 1 Line- Location [ft] Load Wall Posirn X Y Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Crit Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 1-1 L Op 1 0.00 20.68 1 ✓ Elem 0.00 26.13 1 ✓ Elem 0.00 31.88 1 1-1 L Op 2 0.00 32.88 1-1 R Op 2 0.00 38.13 Line 2 2-1 L End 45.50 16.13 1 2-1 R End 45.50 38.87 1 Line 3 3-1 L Op 3 69.00 1.88 3-1 R Op 1 69.00 10.13 1 ✓ Elem 69.00 14.13 1 3-1 L Op 2 69.00 17.87 1 ✓ Elem 69.00 34.13 1 ✓ Elem 69.00 34.88 1 ✓ Elem 69.00 43.13 1 ✓ Elem 69.00 44.13 Line A A-1 L Op 4 2.38 0.00 A-1 R Op 4 14.63 0.00 A-1 L Op 4 17.87 0.00 A-1 R Op 4 28.63 0.00 A-1 L Op 4 31.88 0.00 A-1 R Op 4 44.63 0.00 A-1 L Op 4 48.38 0.00 A-1 R Op 4 60.63 0.00 1 A-1 R End 68.88 0.00 1 Line B 8-1 L End 45.13 16.00 1 8-1 R End 68.88 16.00 1 Line C ✓ Elem 0.12 45.00 1 ✓ Elem 23.88 45.00 1 C-1 L Op 1 24.88 45.00 C-1 R Op 1 31.13 45.00 1 ✓ Elem 35.88 45.00 ✓ Elem 39.13 45.00 ✓ Elem 50.88 45.00 ✓ Elem 53.13 45.00 1 C-1 R End 68.88 45.00 1 4331 4331 4327 17 17 4327 1 13 13 1 3 10 10 3 12 22 4087 4099 4087 4099 39 1955 19 19 1955 1144 20 20 1144 2345 53 53 2345 1740 56 56 1740 962 21 21 962 1501 23 23 1501 7 2374 2376 1230 1233 48 48 35 34 50 49 48 48 48 2374 2376 1230 1233 1178 1178 1178 10 10 1178 16 1353 23 23 1353 5 5 3 109 3 3 109 1460 1460 HD9 8810 0.49 HD9 8810 0.49 Refer to upper level Refer to upper level HD9 8810 0.46 HD9 8810 0.47 HD9 8810 0.22 Refer to upper level HD9 8810 0.27 Refer to upper level HD9 8810 0.11 Refer to upper level Refer to upper level HD9 HD9 HD9 HD9 8810 0.27 8810 0.27 8810 0.14 8810 0.14 Refer to upper level Refer to upper level HD9 8810 0.15 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD9 8810 0.17 Level 2 Line- Location [ft] Load Wail Posirn X Y Case Line 1 1-1 L End 0.00 0.12 1 1-1 L Op 1 0.00 20.88 1 1-1 R Op 1 0.00 23.13 1 1-1 L Op 2 0.00 31.88 1 1-1 R Op 2 0.00 38.13 Line 3 3-1 L Op 4 69.00 1.88 3-1 R Op 1 69.00 14.13 1 3-1 L Op 2 69.00 18.38 1 3-1 R Op 2 69.00 22.63 1 3-1 L Op 3 69.00 27.88 1 3-1 R Op 3 69.00 34.13 1 3-1 L Op 4 69.00 39.88 1 3-1 R Op 4 69.00 44.13 Line A A-1 L Op 4 2.38 0.00 A-1 R Op 4 14.63 0.00 A-1 L Op 4 19.88 0.00 A-1 R Op 4 26.13 0.00 A-1 L Op 4 31.88 0.00 A-1 R Op 4 44.13 0.00 A-1 L Op 4 48.38 0.00 A-1 R Op 4 60.63 0.00 1 Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Crit Hold-down [lbs] Resp. 1991 1991 1991 3 3 1991 3 3 3 3 3 10 10 3 10 20 1144 20 20 1144 1144 7 7 1144 2123 7 7 2123 2123 10 10 2123 2464 10 ` 10 2464 2464 7 7 2464 7 20 20 10 10 20 20 20 1223 20 20 1223 HD9 8810 0.23 HD9 8810 0.23 HD9 8810 0.00 HD9 8810 0.00 HD9 8810 0.13 HD9 8810 0.13 HD9 8810 0.24 HD9 8810 0.24 HD9 8810 0.28 HD9 8810 0.28 HD9 8810 0.14 19 r` . WoodWorks® Shearwalls garysiot5.wsw Sep. 24, 2015 13:07:42 J HOLD-DOWN DESIGN ( rigid wind design, continued) A-1 Line C C-1 R End L End 68.88 0.12 0.00 45.00 1 1 1223 1178 1223 1178 HD9 HD9 8810 8810 0.14 0.13 C-1 L Op 1 23.88 45.00 1 1178 10 10 1178 HD9 8810 0.13 C-1 R Op 3 30.13 45.00 10 C-1 L Op 3 35.88 45.00 5 C-1 R Op 3 39.13 45.00 5 C-1 L Op 3 50.88 45.00 3 C-1 R Op 3 53.13 45.00 1 109 3 3 109 HD9 8810 0.01 C-1 R End 68.88 45.00 1 109 109 HD9 8810 0.01 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At teff or right wall end L orR Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A orb from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored forASD by 0.60 Dead - Dead Load resisting component, factored forASD by 0.60 Uplift- Uplift wind load component, factored forASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension Load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 20 WoodWorks® Shearwalls • garyslot5.wsw Sep. 24, 2015 13:07:42 DRAG STRUT FORCES ( rigid wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [Ibs] --> <-- Line 1 1-1 Left Opening 1 0.00 21.00 1 2912 2909 Line 2 2-1 Left Wall End 45.50 16.00 1 3713 3725 2-1 Right Wall End 45.50 39.00 1 1392 1397 Line 3 3-1 Right Opening 1 69.00 10.00 1 386 380 3-1 Left Opening 2 69.00 18.00 1 1043 1026 Line A A-1 Right Opening 4 60.50 0.00 1 953 955 Line B B-1 Left Wall End 45.00 16.00 1 2139 2145 Line C 0-1 Right Opening 1 31.00 45.00 1 2567 2563 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case --> <- Line 1 1-1 Left Opening 1 0.00 21.00 1 2785 2785 1-1 Right Opening 1 0.00 23.00 1 2553 2553 1-1 Left Opening 2 0.00 32.00 1 1511 1511 1-1 Right Opening 2 0.00 38.00 1 813 813 Line 3 3-1 Right Opening 1 69.00 14.00 1 1229 1229 3-1 Left Opening 2 69.00 18.50 1 981 981 3-1 Right Opening 2 69.00 22.50 1 1332 1332 3-1 Left Opening 3 69.00 28.00 1 355 355 3-1 Right Opening 3 69.00 34.00 1 882 882 3-1 Left Opening 4 69.00 40.00 1 439 439 Line A A-1 Right Opening 4 60.50 0.00 1 1140 1140 Line C C-1 Left Opening 1 24.00 45.00 1 2229 2229 C-1 Right Opening 1 30.00 45.00 1 1902 1902 C-1 Left Opening 2 36.00 45.00 1 1576 1576 C-1 Right Opening 2 39.00 45.00 1 1413 1413 C-1 Left Opening 3 51.00 45.00 1 761 761 C-1 Right Opening 3 53.00 45.00 1 653 653 Legend: Line -Wall - Shearline and wall number Position ...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, Case A orB Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to sheartine ;'Dice in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 21 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201513:07:42 .i' DEFLECTION ( rigid 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 Nonslip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 4 1-1,1 S ->N Both 433.3 21.00 9.00 16.5 .005 .023 108 .006 .043 0.18 0.25 N ->S Both 432.9 2.1.00 9.00 16.5 .005 .023 108 .006 .043 0.18 0.25 1-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 S ->N Both 756.8 23.00 9.00 16.5 .008 .041 95 .004 .028 0.16 0.24 N ->S Both 759.1 23.00 9.00 16.5 .008 .041 95 .004 .029 0.16 0.24 Line 3 1 3-1,2 S ->N Both 362.1 8.00 9.00 16.5 .011 .020 30 .000 .001 0.41 0.44 N ->S Both 356.4 8.00 9.00 16.5 .011 .019 30 .000 .001 0.42 0.45 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 Both Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 W ->E Both 213.1 8.50 9.00. 16.5 .006 .011 18 .000 .000 0.40 0.42. E ->W Both 213.5 8.50 9.00 16.5 .006 .012 18 .000 .000 0.40 0.42 LineB 3 8-1 W ->E Both 227.8 24.00 9.00 16.5 .002 .012 28 .000 .001 0.13 0.15 E ->W Both 228.4 24.00 9.00 16.5 .002 .012 29 .000 .001 0.13 0.15 LineC 4 C-1,1 Both Both 0.0 25.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,2 W ->E Both 250.6 38.00 9.00 16.5 .002 .014 63 .001 .008 0.08 0.11 E ->W Both 250.2 38.00 9.00 16.5 .002 .013 63 .001 .008 0.08 0.11 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nonslip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 2 1-1,1 Both Ext 414.8 21.00 8.00 16.5 .004 .040 138 .013 .079 0.16 0.28 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 0.7 9.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 Both Int 0.0 .000 0 .000 .000 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 238.3 4.50 8.00 16.5 .009 .023 60 .001 .006 0.66 0.70 Both Int 0.0 .000 0 .000 .000 3-1,3 Both Ext 442.2 5.50 8.00 16.5 .014 .042 111 .007 .040 0.61 0.70 Both Int 0.0 .000 0 .000 .000 3-1,4 Both Ext 513.3 6.00 8.00 16.5 .015 .049 128 .011 .063 0.57 0.70 Both Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 Both Ext 0.0 5.50 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 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 254.9 8.50 8.00 16.5 .005 .024 85 .003 .018 0.35 0.40 Both Int 0.0 .000 0 .000 .000 Line C 2 0-1,1 Both Ext 245.4 24.00 8.00 16.5 .002 .024 82 .003 .016 0.12 0.17 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,3 Both Ext 0.0 12.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,4 Both Ext 22.6 16.00 8.00 16.5 .000 .002 8 .000 .000 0.16 0.17 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. 13-3, 2 = second segment on Wall 3 on Sheariine 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- Unfactored (strength -level) shear force per unit foot on wall segment = ASD force /0.60 u - Width of wall Segment between openings h - Wall height 22 WoodWorks® Shearwalls garysl o t5. wsw Sep. 24, 2015 13: 07:42 Defl — Horizontal shearwall deflection due to given term: Bending = 8vhA3 /EAb; A— Cross sectional area of segment end stud(s); E— stud mod. of elasticity in Framing Materials table Shear = vh /Gt; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en — From SDPWS Table C4.2.2D; Vn — Unfactored shear force per nail along panel edge Hold — Halt -down = da x h /b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 23 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 • 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 7218 .094 .002 0.097 -- 0.284 0.04 0.42 0.18 N ->S HD9 7214 .094 .002 0.096 -- 0.284 0.04 0.42 0.18 1-1,2 S ->N HD9 5 .000 .000 0.000 -- 0.000 0.00 0.00 0.00 N ->S HD9 2 .000 .000 0.000 -- 0.000 0.00 0.00 0.00 1-1,3 S ->N HD9 4 .000 .000 0.000 -- 0.000 0.00 0.00 0.00 N ->S HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 S ->N HD9 6811 .089 .002 0.091 - - 0.284 0.04 0.41 0.16 N ->S HD9 6832 .089 .002 0.091 - - 0.284 0.04 0.41 0.16 Line3 3-1,2 S ->N HD9 3262 .043 .001 0.044 - - 0.284 0.04 0.37 0.41 N ->S HD9 3917 .051 .001 0.052 - - 0.284 0.04 0.38 0.42 Line A A-1,2 W ->E HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 7 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W ->E HD9 6 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E=>W HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W ->E HD9 3965 .052 .001 0.053 - - 0.284 0.04 0.38 0.40 E ->W HD9 3961 .052 .001 0.053 - - 0.284 0.04 0.38 0.40 Line B B-1 W ->E HD9 2050 .027 .001 0.027 - - 0.284 _ 0.04 0.35 0.13 E ->W HD9 2055 .027 .001 0.027 - - 0.284 0.04 0.35 0.13 Line C C-1,1 W ->E HD9 1963 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 W ->E HD9 2259 .029 .001 0.030 - - 0.284 0.04 0.35 0.08 E ->W HD9 2433 .032 .001 0.033 - - 0.284 0.04 0.36 0.08 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Dell lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N HD9 3318 .087 .000 0.087 -- 0.284 0.04 0.41 0.16 N ->S HD9 3319 .087 .000 0.087 - - 0.284 0.04 0.41 0.16 1-1,2 S ->N HD9 6 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 N ->S HD9 7 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 1-1,3 S ->N HD9 2 .000 .000 0.000 - 0.000 0.00 0.00 0.00 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S ->N HD9 1910 .050 .000 0.050 - - 0.284 0.04 0.37 0.66 N ->S HD9 1907 .050 .000 0.050 - - 0.284 0.04 0.37 0.66 3-1,3 S ->N HD9 3539 .093 .000 0.093 - - 0.284 0.04 0.42 0.61 N ->S HD9 3540 .093 .000 0.093 - - 0.284 0.04 0.42 0.61 3-1,4 S ->N HD9 4108 .107 .000 0.107 - - 0.284 0.04 0.43 0.57 N ->S HD9 4107 .107 .000 0.107 - - 0.284 0.04 0.43 0.57 Line A A-1,2 W ->E HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W ->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W ->E HD9 2042 .053 .000 0.053 - - 0.284 0.04 0.38 0.35 E->4 HD9 2039 .053 .000 0.053 - - 0.284 0.04 0.38 0.35 Line C C-1,1 W ->E HD9 1963 .051 .000 0.051 - - 0.284 0.04 0.37 0.12 E ->W HD9 1965 .051 .000 0.051 - - 0.284 0.04 0.37 0.12 C-1,2 W ->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1 .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 W ->E HD9 182 .005 .000 0.005 - - 0.284 0.04 0.33 0.16 E ->W HD9 181 .005 .000 0.005 - - 0.284 0.04 0.33 0.16 Legend: Wail, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overtumina: dead and wind uplift da - Vertical displacements due to the fallowing components: 24 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 1 Eibng/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 /ASO hold-down capacity) x max strength -levet 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 forgiven 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: = Pf1(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 25 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 t. Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal ribs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 4 33.2 178.7 0.19 44.2 35.8 105.5 0.42 0.34 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 3 1 1 33.2 178.7 0.19 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 5 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 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 33.2 178.7 0.19. 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 C 1 4 33.2 178.7 0.19 44.2 35.8 105.5 0.42 0.34 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 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 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 26 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] - Story Shear [lbs] E -W NS Diaphragm Force Fpx [lbs] E -W NS 2 42490 3105.0 16860 16860 10198 10198 1 51699 3105.0 11397 11397 12408 12408 All 94189 - 28257 28257 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength4evel) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwafs only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead Toad factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 27 WoodWorks® ShearwalIs garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force ribs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 5947 5947 HD9 8810 0.68 1-1 L Op 1 0.00 20.88 5920 17 2 5906 HD9 8810 0.67 1-1 R Op 1 0.00 26.13 19 13 2 8 HD9 8810 0.00 V Elem 0.00 31.88 36 10 1 27 Refer to upper level 1-1 L Op 2 0.00 32.88 19 12 2 9 HD9 8810 0.00 1-1 R Op 2 0.00 38.13 24 22 3 5 HD9 8810 0.00 1-1 R End 0.00 44.88 -24 Line 2 2-1 L End 45.50 16.13 1349 1349 HD9 8810 0.15 2-1 R End 45.50 38.87 1349 1349 HD9 8810 0.15 Line 3 3-1 L Op 3 69.00 1.88 39 - 3-1 R Op 1 69.00 10.13 8622 19 3 8606 HD9 8810 0.98 V Elem 69.00 14.13 2130 20 3 2113 Refer to upper level 3-1 L Op 2 69.00 17.87 9683 53 7 9637 HD9 8810 1.09* V Elem 69.00 34.13 2371 56 8 2323 Refer to upper level V Elem 69.00 34.88 1342 21 3 1324 Refer to upper level V Elem 69.00 43.13 2094 23 3 2074 Refer to upper level V Elem 69.00 44.13 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 48 A-1 R Op 1 14.63 0.00 1530 48 7 1488 HD9 8810 0.17 A-1 L Op 2 17.87 0.00 829 35 5 799 HD9 8810 0.09 A-1 R Op 2 28.63 0.00 1181 34 5 1152 HD9 8810 0.13 A-1 L Op 3 31.88 0.00 1870 50 7 1827 HD9 8810 0.21 A-1 R Op 3 44.63 0.00 645 49 7 603 HD9 8810 0.07 A-1 L Op 4 48.38 0.00 663 48 7 621 HD9 8810 0.07 A-1 R Op 4 60.63 0.00 11229 48 7 11188 HD9 8810 1.27* A-1 R End 68.88 0.00 11225 11225 HD9 8810 1.27* Line B 8-1 L End 45.13 16.00 1179 1179 HD9 8810 0.13 8-1 R End 68.88 16.00 1179 1179 HD9 8810 0.13 Line C C-1 L End 0.12 45.00 1592 1592 HD9 8810 0.18 V Elem 23.88 45.00 1587 10 1 1578 Refer to upper level C-1 L Op 1 24.88 45.00 287 16 2 274 HD9 8810 0.03 C-1 R Op 1 31.13 45.00 2090 23 3 2071 HD9 8810 0.24 V Elem 35.88 45.00 3 5 Refer to upper level V Elem 39.13 45.00 18 5 1 14 Refer to upper level V Elem 50.88 45.00 20 3 0 18 Refer to upper level V Elem 53.13 45.00 551 3 0 548 Refer to upper level C-1 R End 68.88 45.00 2441 2441 HD9 8810 0.28 Level 2 Tensile ASD Line- Location [ft] Holddown Force jibs] Cap Crit Wali Posit'n X Y Shear Dead Ev Cmb'd Hold-down jibs] Resp. Line 1 1-1 L End 0.00 0.12 2243 2243 HD9 8810 0.25 1-1 L Op 1 0.00 20.88 2233 3 0 2230 HD9 8810 0.25 1-1 R Op 1 0.00 23.13 5 3 0 2 HD9 8810 0.00 1-1 L Op 2 0.00 31.88 36 10 1 27 HD9 8810 0.00 1-1 R Op 2 0.00 38.13 8 10 1-1 R End 0.00 44.88 -7 Line 3 3-1 L Op 4 69.00 1.88 20 3-1 R Op 1 69.00 14.13 2130 20 3 2113 HD9 8810 0.24 3-1 L Op 2 ' 69.00 18.38 2126 7 1 2120 HD9 8810 0.24 3-1 R Op 2 69.00 22.63 3092 7 1 3086 HD9 8810 0.35 3-1 L Op 3 69.00 27.88 3095 10 1 3086 HD9 8810 0.35 3-1 R Op 3 69.00 34.13 3436 10 1 3427 HD9 8810 0.39 3-1 L Op 4 69.00 39.88 3436 7 1 3431 HD9 8810 0.39 3-1 R Op 4 69.00 44.13 7 Line A A-1 L Op 4 2.38 0.00 20 A-1 R Op 1 14.63 0.00 1529 20 3 1512 HD9 8810 0.17 A-1 L Op 2 19.88 0.00 1528 10 1 1519 HD9 8810 0.17 A-1 R Op 2 26.13 0.00 1878 10 1 1870 HD9 8810 0.21 A-1 L Op 3 31.88 0.00 1884 20 3 1867 HD9 8810 0.21 A-1 R Op 3 44.13 0.00 486 20 3 469 HD9 8810 0.05 29 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DESIGN ( flexible seismic design, continued) V-1 L Op 4 48.38 0.00 „A-1 R Op 4 60.63 0.00 A-1 R End 68.88 0.00 Line C 0-1 L End 0.12 45.00 0-1 L Op 1 23.88 45.00 0-1 R Op 1 30.13 45.00 0-1 L Op 2 35.88 45.00 0-1 R Op 2 39.13 45.00 0-1 L Op 3 50.88 45.00 0-1 R Op 3 53.13 45.00 0-1 R End 68.88 45.00 490 20 3 472 2981 20 3 2964 2976 2976 1585 1585 1587 10 1 1578 21 10 1 13 3 5 18 5 1 14 20 3 0 18 551 3 0 548 554 554 HD9 HD9 HD9 8810 8810 8810 0.05 0.34 0.34 HD9 8810 0.18 HD9 8810 0.18 HD9 8810 0.00 HD9 8810 0.00 HD9 8810 0.00 HD9 8810 0.06 HD9 8810 0.06 Legend: Line -Wall: At wall or opening - Sheadine and wall number At vertical element - Sheadine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wail end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factorx unfactored D = 0.140 x factored D. Refer to Seismic information table for more details. Cmb d - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic Toad effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. *WARNING - Design capacity has been exceedec 30 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Watt Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] --> <- Line 1 1-1 Left Opening 1 0.00 21.00 4597 4607 1-1 Right Opening 1 0.00 26.00 3634 3644 1-1 Left Opening 2 0.00 33.00 2299 2311 1-1 Right Opening 2 0.00 38.00 1336 1348 Line 2 2-1 Left Wall End 45.50 16.00 1226 1226 2-1 Right Wall End 45.50 39.00 460 460 Line 3 3-1 Right Opening 1 69.00 10.00 1703 1703 3-1 Left Opening 2 69.00 18.00 4599 4599 Line A A-1 Right Opening 1 14.50 0.00 1653 1653 A-1 Left Opening 2 18.00 0.00 2052 2052 A-1 Right Opening 2 28.50 0.00 3249 3249 A-1 Left Opening 3 32.00 0.00 3648 3648 A-1 Right Opening 3 44.50 0.00 5073 5073 A-1 Left Opening 4 48.50 0.00 5452 5452 A-1 Right Opening 4 60.50 0.00 6821 6821 Line B B-1 Left Wall End 45.00 16.00 2050 2050 Line C C-1 Left Opening 1 25.00 45.00 3157 2377 C-1 Right Opening 1 31.00 45.00 3920 3140 Level 2 - Drag Strut Line- Position on Wail Location [ft] Force [lbs] Wall or Opening X Y --a <- Line 1 1-1 Left Opening 1 0.00 21.00 3135 3107 1-1 Right Opening 1 0.00 23.00 2873 2845 1-1 Left Opening 2 0.00 32.00 1698 1704 1-1 Right Opening 2 0.00 38.00 911 918 Line 3 3-1 Right Opening 1 69.00 14.00 1836 1836 3-1 Left Opening 2 69.00 18.50 1228 1230 3-1 Right Opening 2 69.00 22.50 1752 1755 3-1 Left Opening 3 69.00 28.00 348 348 3-1 Right Opening 3 69.00 34.00 1134 1135 3-1 Left Opening 4 69.00 40.00 656 656 Line A A-1 Right Opening 1 14.50 0.00 1240 1240 A-1 Left Opening 2 20.00 0.00 659 660 A-1 Right Opening 2 26.00 0.00 1172 1173 A-1 Left Opening 3 32.00 0.00 277 273 A-1 Right Opening 3 44.00 0.00 1303 1300 A-1 Left Opening 4 48.50 0.00 1414 1409 A-1 Right Opening 4 60.50 0.00 2441 2435 Line C C-1 Left Opening 1 24.00 45.00 2702 2707 C-1 Right Opening 1 30.00 45.00 2189 2194 C-1 Left Opening 2 36.00 45.00 1692 1683 C-1 Right Opening 2 39.00 45.00 1436 1427 C-1 Left Opening 3 51.00 45.00 437 431 C-1 Right Opening 3 53.00 45.00 266 260 Legend: Line -Wall - Sheariine and wall number Position..: Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho_ -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 31 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DEFLECTION ( flexible seismic 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 Defi in Hold Deft in Total Defl in Level 1 Line 1 4 1-1,1 S ->N Both 587.5 21.00 9.00 16.5 .007 .032 147 .016 .107 0.20 0.34 N ->S Both 588.4 21.00 9.00 16.5 .007 .032 147 .016 .107 0.19 0.34 1-1,2 S ->N Both 3.3 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 N ->S Both 3.7 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 1-1,3 S ->N Both 3.2 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 N ->S Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 Both Both 214.1 23.00 9.00 16.5 .002 .012 27 .000 .001 0.14 0.15 Line 3 1 3-1,2 S ->N Both 1368.6 8.00 9.00 16.5 .043 .074 114 .007 .050 0.58 0.75 N ->S Both 1368.6 8.00 9.00 16.5 .043 .074 114 .007 .050 0.60 0.77 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 W ->E Both 27.7 4.00 9.00 16.5 .002 .001 2 .000 .000 0.76 0.76 E ->W Both 27.6 4.00 9.00 16.5 .002 .001 2 .000 .000 0.76 0.76 A-1,5 Both Both 1309.2 8.50 9.00 16.5 .039 .071 109 .006 .044 0.61 0.76 Line B 3 B-1 Both Both 187.1 24.00 9.00 16.5 .002 .010 23 .000 .000 0.13 0.14 Line C 4 C-1,1 W ->E Both 1.2 25.00 9.00 16.5 .000 .000 0 .000 .000 0.13 0.13 E ->W Both 45.7 25.00 9.00 16.5 .000 .002 11 .000 .000 0.12 0.12 C-1,2 W ->E Both 328.9 38.00 9.00 16.5 .002 .018 82 .003 .019 0.09 0.13 E ->W Both 299.6 38.00 9.00 16.5 .002 .016 75 .002 .014 0.09 0.12 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 2 1-1,1 S ->N Ext 400.4 21.00 8.00 16.5 .003 .038 133 .012 .071 0.16 0.27 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 398.5 21.00 8.00 16.5 .003 .038 133 .012 .070 0.16 0.27 N ->S Int 0.0 .000 0 .000 .000 1-1,2 S ->N Ext 0.9 9.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 6.8 9.00 8.00 16.5 .000 .001 2 .000 .000 0.29 0.29 N ->S Int 0.0 .000 0 .000 .000 1-1,3 S ->N Ext 1.8 7.00 8.00 16.5 .000 .000 1 .000 .000 0.37 0.37 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N ->S Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 S ->N Ext 380.4 4.50 8.00 16.5 .015 .036 95 .004 .026 0.74 0.82 5->N Int 0.0 .000 0 .000 .000 N ->S Ext 379.6 4.50 8.00 16.5 .015 .036 95 .004 .025 0.74 0.82 N ->S Int 0.0 .000 0 .000 .000 3-1,3 S ->N Ext 552.2 5.50 8.00 16.5 .018 .053 138 .013 .079 0.67 0.82 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 552.7 5.50 8.00 16.5 .018 .053 138 .013 .079 0.67 0.82 N ->S Int 0.0 .000 0 .000 .000 3-1,4 S ->N Ext 613.5 6.00 8.00 16.5 .018 .059 153 .018 .108 0.63 0.82 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 613.6 6.00 8.00 16.5 .018 .059 153 .018 .108 0.63 0.82 N ->S Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 W ->E Ext 2.73.1 5.50 8.00 16.5 .009 .026 91 .004 .022 0.57 0.62 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 272.8 5.50 8.00 16.5 .009 .026 91 .004 .022 0.57 0.62 E ->W Int 0.0 .000 0 .000 .000 A-1,3 W ->E Ext 335.4 6.00 8.00 16.5 .010 .032 112 .007 .042 0.54 0.62 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 336.5 6.00 8.00 16.5 .010 .032 112 .007 .042 0.54 0.62 E ->W Int 0.0 .000 0 .000 .000 A-1,4 W ->E Ext 86.8 4.50 8.00 16.5 .003 .008 29 .000 .001 0.61 0.62 W ->E Int 0.0 .000 0 .000 .000 E->4 Ext 87.4 4.50 8.00 16.5 .003 .008 29 .000 .001 0.61 0.62 E ->W Int 0.0 .000 0 .000 .000 A-1,5 W ->E Ext 499.3 8.50 8.00 16.5 .011 .048 166 .023 .139 0.431 0.62 32 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DEFLECTION ( flexible seismic design, continued Legend: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Sheariine 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Sri- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interiorpartitions 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 Deft - Horizontal shearwall deflection due to given term: Bending = 8vh^3 /EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear= vh /Gt, Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 33 W ->E Int 33.1 .007 19 .030 .180 E ->W Ext 499.1 8.50 8.00 16.5 .011 .048 166 .023 .139 0.43 0.62 E ->W Int 32.3 .006 19 .030 .180 Line C 2 0-1,1 W ->E Ext 283.3 24.00 8.00 16.5 .002 .027 94 .004 .025 0.13 0.19 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 284.4 24.00 8.00 16.5 .002 .027 95 .004 .025 0.13 0.19 E ->W Int 0.0 .000 0 .000 .000 C-1,2 W ->E Ext 1.1 6.00 8.00 16.5 .000 .000 0 .000 .000 0.05 0.05 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 1.3 6.00 8.00 16.5 .000 .000 0 .000 .000 0.43 0.43 E ->W Int 0.0 .000 0 .000 .000 C-1,3 W ->E Ext 3.8 12.00 8.00 16.5 .000 .000 1 .000 .000 0.22 0.22 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 0.5 12.00 8.00 16.5 .000 .000 0 .000 .000 0.03 0.03 E ->W Int 0.0 .000 0 .000 .000 0-1,4 W ->E Ext 98.6 16.00 8.00 16.5 .001 .009 33 .000 .001 0.17 0.19 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 99.3 16.00 8.00 16.5 .001 .010 33 .000 .001 0.17 0.19 E ->W 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 Sheariine 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Sri- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interiorpartitions 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 Deft - Horizontal shearwall deflection due to given term: Bending = 8vh^3 /EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear= vh /Gt, Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 33 d WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DISPLACEMENT ( flexible seismic 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 Deft in Level 1 Line 1 1-1,1 S ->N HD9 8496 .130 .003 0.132 - - 0.284 0.04 0.46 0.20 N ->S HD9 8436 .129 .002 0.131 - - 0.284 0.04 0.45 0.19 1-1,2 S ->N HD9 10 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 N ->S HD9 12 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 1-1,3 S ->N HD9 6 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 Both HD9 1927 .029 .001 0.030 - - 0.284 0.04 0.35 0.14 Line 3 3-1,2 S ->N HD9 12293 .188 .004 0.191 - - 0.284 0.04 0.51 0.58 N ->S HD9 13764 .210 .004 0.214 - - 0.284 0.04 0.54 0.60 Line A A-1,2 W ->E HD9 2123 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1139 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W ->E HD9 1643 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 2607 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A=1,4 W ->E HD9 858 .013 .000 0.013 = = 0.284 0.04 0.34 0.76 E ->W HD9 884 .014 .000 0.014 - - 0.284 0.04 0.34 0.76 A-1,5 W ->E HD9 15979 .244 .005 0.249 - - 0.264 0.04 0.57 0.61 E ->W HD9 16035 .245 .005 0.249 - - 0.284 0.04 0.57 0.61 Line B B-1 Both HD9 1684 .026 .000 0.026 - - 0.284 0.04 0.35 0.13 Line C C-1,1 W ->E HD9 2274 .035 .001 0.035 - - 0.284 0.04 0.36 0.13 E ->W HD9 390 .006 .000 0.006 - - 0.284 0.04 0.33 0.12 C-1,2 W ->E HD9 2957 .045 .001 0.046 - - 0.284 0.04 0.37 0.09 E->11 HD9 3488 .053 .001 0.054 - - 0.284 0.04 0.38 0.09 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Deft lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N HD9 3205 .098 .000 0.098 - - 0.284 0.04 0.42 0.16 N ->S HD9 3185 .097 .000 0.097 - - 0.284 0.04 0.42 0.16 1-1,2 S ->N HD9 3 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 N->5 HD9 38 .001 .000 0.001 - - 0.284 0.04 0.32 0.29 1-1,3 5->N HD9 -2 .000 .000 0.000 - - 0.284 0.04 0.32 0.37 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S ->N HD9 3017 .092 .000 0.092 - - 0.284 0.04 0.42 0.74 N ->S HD9 3028 .092 .000 0.092 - - 0.284 0.04 0.42 0.74 3-1,3 S ->N HD9 4409 .135 .000 0.135 - - 0.284 0.04 0.46 0.67 N->5 HD9 4408 .135 .000 0.135 - _ - 0.284 0.04 0.46 0.67 3-1,4 S ->N HD9 4895 .149 .000 0.149 - - 3.284 0.04 0.47 0.63 N ->S HD9 4900 .150 .000 0.150 - - 0.284 0.04 0.47 0.63 Line A A-1,2 W ->E HD9 2158 .066 .000 0.066 - - 0.284 0.04 0.39 0.57 E ->W HD9 2169 .066 .000 0.066 - - 0.284 0.04 0.39 0.57 A-1,3 W ->E HD9 2670 .081 .000 0.082 - - 0.284 0.04 0.41 0.54 E->14 HD9 2665 .081 .000 0.081 - - 0.284 0.04 0.40 0.54 A-1,4 W ->E HD9 668 .020 .000 0.020 - - 0.284 0.04 0.34 0.61 E ->W HD9 673 .021 .000 0.021 - - 0.284 0.04 0.34 0.61 A-1,5 W ->E HD9 4232 .129 .000 0.129 - - 0.284 0.04 0.45 0.43 E ->W HD9 4252 .130 .000 0.130 - - 0.284 0.04 0.45 0.43 Line C C-1,1 W ->E HD9 2264 .069 .000 0.069 - - 0.284 0.04 0.39 0.13 E ->W HD9 2253 .069 .000 0.069 - - 0.284 0.04 0.39 0.13 C-1,2 W ->E HD9 17 .000 .000 0.000 - - 0.000 0.04 0.04 0.05 E ->W HD9 -2 .000 .000 0.000 - - 0.284 0.04 0.32 0.43 C-1,3 W ->E HD9 19 .001 .000 0.001 - - 0.284 0.04 0.32 0.22 E ->W HD9 25 .000 .000 0.000 - - 0.000 0.04 0.04 0.03 C-1,4 W ->E HD9 783 .024 .000 0.024 - - 0.284 0.04 0.35 0.17 E ->W HD9 792 .024 .000 0.024 - - 0.284 0.04 0.35 0.17 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheadine B Dir- Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift 34 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 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 Deft — 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 35 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 STORY DRIFT ( flexible seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 2.70 N ->S 0.77 3 1.54 34.91 0.21 0.43 0.57 0.16 S ->N 0.77 3 1.54 34.91 0.21 0.43 0.57 0.16 E ->W 0.76 A 1.52 22.48 0.14 0.28 0.56 0.10 W ->E 0.76 A 1.52 22.48 0.14 0.28 0.56 0.10 2 8.00 8.00 2.40 N->8 0.82 3 1.63 34.50 0.55 1.11 0.66 0.46 8->N 0.82 3 1.63 34.50 0.55 1.11 0.68 0.46 E ->W 0.62 A 1.25 22.50 0.53 1.06 0.52 0.44 W ->E 0.62 A 1.25 22.50 0.53 1.06 0.52 0.44 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 2.0 (E -W), 2.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Sheariine with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of wads plus joist depth between this level and the one above. Max dx- Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. 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. 36 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 iM Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 42490 3105.0 16860 16860 10198 10198 1 51699 3105.0 11397 11397 12408 12408 All 94189 - 28257 28257 - - Legend: Building mass— Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Sheanaalls only for drag strut forces, see 12.10.2.1 Exception 2. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead Toad factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 37 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 SHEAR RESULTS ( rigid seismic design) North-South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pif] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 2 S ->N 1.0 1.0 7539 324.8 324.8 125 380 1.00 X 380 14060 0.85 2 N ->S 1.0 1.0 7533 325.0 325.0 125 380 1.00 X 380 14060 0.86 Level 1 Lnl, Levl 4 S ->N 1.0 1.0 6955 331.2 331.2 260 260 1.00 A 520 18200 0.64 4 N ->S 1.0 1.0 6975 331.4 331.4 260 260 1.00 A 520 18200 0.64 Line2 Ln2, Levl 3 S ->N 1.0 1.0 12269 533.4 533.4 490 490 1.00 A 980 22540 0.54 3 N ->S 1.0 1.0 12312 535.3 535.3 490 490 1.00 A 980 22540 0.55 Line3 Level 2 Ln3, Lev2 5 S ->N 1.0 1.0 5350 398.3 398.3 125 490 1.00 X 490 7840 0.81 5 N ->S 1.0 1.0 5359 398.8 398.8 125 490 1.00 X 490 7840 0.81 Level 1 Ln3, Levl 1 S ->N 1.0 1.0 2233 279.2 279.2 640 640 1.00 A 1280 10240 0.22 1 N ->S 1.0 1.0 2166 270.8 270.8 640 640 1.00 A 1280 10240 0.21 East-West W For HM/ -Cub ASD Shear Force [pif] Allowable Shear (pif] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 2 W ->E- 1.0 1.0 3628 286.3 286.3 125 380 1.00 X 380 9310 0.75 2 E ->W 1.0 1.0 3670 287.0 287.0 125 380 1.00 X 380 9310 0.76 Level 1 LnA, Levl 1 W ->E .78 .78 2650 310.7 310.7 498 498 1.00 A 996 19413 0.31 1 E ->W .78 .78 2633 309.7 309.7 498 498 1.00 A 996 19413 0.31 Line B LnI3, Levl 3 W ->E 1.0 1.0 8048 335.3 335.3 490 490 1.00 A 980 23520 0.34 3 E ->W 1.0 1.0 7967 332.0 332.0 _490 490 1.00 A 980 23520 0.34 Line C Level 2 LnC, Lev2 2 W ->E 1.0 1.0 8603 248.1 248.1 125 380 1.00 X 380 22040 0.65 2 E ->W 1.0 1.0 8559 247.6 247.6 125 380 1.00 X 380 22040 0.65 Level 1 LnC, Levl 4 W ->E 1.0 1.0 11242 264.6 264.6 260 260 1.00 A 520 32760 0.51 4 E ->W 1:0 1.0 11363 234.2 234.2 260 260 1.00 A 520 32760 0.45 Legend: Unless otherwise noted, the value in the table for a sheariine 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. HM/ --Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total sheariine 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. 38 • WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DESIGN ( rigid seismic design) Level 1 Line- Location [ft] Wall Posirn X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Crit Hold-down [lbs] Resp. Line 1 1-1 L End 1-1 L Op 1 ✓ Elem ✓ Elem 1-1 L Op 2 ✓ Elem Line 2 2-1 L End 2-1 R End Line 3 3-1 L Op 3 3-1 R Op 1 ✓ Elem 3-1 L Op 2 ✓ Elem ✓ Elem ✓ Elem ✓ Elem Line A A-1 L Op 4 A-1 R Op 1 ✓ Elem ✓ Elem A-1 L Op 3 A-1 R Op 3 ✓ Elem A-1 R Op 4 A-1 R End Line B B-1 L End 8-1 R End Line C C-1 L End ✓ Elem C-1 L Op 1 C-1 R Op 1 ✓ Elem ✓ Elem ✓ Elem ✓ Elem C-1 R End 0.00 0.00 0.00 0.00 0.00 0.00 0.12 20.88 26.13 31.88 32.88 38.13 45.50 16.13 45.50 38.87 69.00 69.00 69.00 69.00 69.00 69.00 69.00 69.00 2.38 14.63 17.87 28.63 31.88 44.63 48.38 60.63 68.88 1.88 10.13 14.13 17.87 34.13 34.88 43.13 44.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45.13 16.00 68.88 16.00 0.12 23.88 24.88 31.13 35.88 39.13 50.88 53.13 68.88 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 5579 5579 5221 17 2 5206 263 13 2 251 629 10 1 621 20 12 2 10 26 22 3 7 4801 4801 4818 4818 39 2512 19 3 2496 1813 20 3 1795 3279 53 7 3233 2217 56 8 2169 1246 21 3 1228 1944 23 3 1925 7 48 580 48 7 538 249 35 5 219 697 34 5 667 1051 50 7 1008 57 49 7 15 58 48 7 17 5086 48 7 5045 5084 5084 3018 3018 2988 2988 2412 2412 1981 10 1 1972 885 16 2 872 2390 23 3 2371 9 5 1 5 143 5 1 138 133 3 0 130 1214 3 0 1211 3313 3313 HD9 8810 0.63 HD9 8810 0.59 HD9 8810 0.03 Refer to upper level HD9 8810 0.00 Refer to upper level HD9 8810 0.54 HD9 8810 ' 0.55 HD9 8810 0.28 Refer to upper level HD9 8810 0.37 Refer to upper level HD9 8810 0.14 Refer to upper level Refer to upper level HD9 8810 0.06 HD9 8810 0.02 HD9 8810 0.08 Refer to upper level HD9 8810 0.00 HD9 8810 0.00 HD9 8810 0.57 HD9 8810 0.58 HD9 HD9 8810 8810 HD9 8810 Refer to upper level HD9 8810 HD9 8810 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD9 8810 0.34 0.34 0.27 0.10 0.27 0.38 Level 2 Line- Location [ft] Wall Posirn X Y Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd Line 1 1-1 L End 0.00 0.12 1-1 L Op 1 0.00 20.88 1-1 R Op 1 0.00 23.13 1-1 L Op 2 0.00 31.88 1-1 R Op 2 0.00 38.13 Line 3 3-1 L Op 4 69.00 1.88 3-1 R Op '1 69.00 14.13 3-1 L Op 2 69.00 18.38 3-1 R Op 2 69.00 22.63 3-1 L Op 3 69.00 27.88 3-1 R Op 3 69.00 34.13 3-1 L Op 4 69.00 39.88 3-1 R Op 4 69.00 44.13 Line A A-1 L Op 4 2.38 0.00 A-1 R Op 1 14.63 0.00 A-1 L Op 2 19.88 0.00 A-1 R Op 2 26.13 0.00 A-1 L Op 3 31.88 0.00 A-1 R Op 3 44.13 0.00 A-1 L Op 4 48.38 0.00 A-1 R Op 4 60.63 0.00 Cap Crit Hold-down [lbs] Resp. 2598 2598 HD9 2600 3 0 2597 HD9 618 3 0 615 HD9 629 10 1 621 HD9 26 10 1 18 HD9 20 1813 20 3 1795 HD9 1813 7 1 1807 HD9 2823 7 1 2817 HD9 2830 10 1 2822 HD9 3186 10 1 3178 HD9 3191 7 1 3185 HD9 7 20 579 20 3 562 HD9 593 10 1 584 HD9 1033 10 1 1024 HD9 1053 20 3 1036 HD9 38 20 3 21 HD9 58 20 3 41 HD9 2290 20 3 2273 HD9 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 8810 0.29 0.29 0.07 0.07 0.00 0.20 0.21 0.32 0.32 0.36 0.36 0.06 0.07 0.12 0.12 0.00 0.00 0.26 39 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 -,r HOLD-DOWN DESIGN ( rigid seismic design, continued) A-1 R End 68.88 0.00 Line C C-1 L End 0.12 45.00 C-1 L Op 1 23.88 45.00 C-1 R Op 1 30.13 45.00 C-1 L Op 2 35.88 45.00 C-1 R Op 2 39.13 45.00 C-1 L Op 3 50.88 45.00 C-1 R Op 3 53.13 45.00 C-1 R End 68.88 45.00 2296 2296 1985 1985 1981 10 1 1972 10 10 1 2 9 5 1 5 143 5 1 138 133 3 0 130 1214 3 0 1211 1205 1205 HD9 HD9 HD9 HD9 HD9 HD9 HD9 HD9 HD9 8810 0.26 8810 0.23 8810 0.22 8810 0.00 8810 0.00 8810 0.02 8810 0.01 8810 0.14 8810 0.14 Legend: Line -Wall: At wall or opening - Sheadine and wall number At vertical element- Sheadine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored forASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factorx unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force tfor perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 40 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DRAG STRUT FORCES ( rigid seismic design) Level 1 Line- Wall Positron on Wall or Opening Location [ft] X Y Drag Strut Forceps] --a <- Line 1 1-1 Left Opening 1 0.00 21.00 3709 3705 1-1 Right Opening 1 0.00 26.00 2930 1-1 Left Opening 2 0.00 33.00 1860 1-1 Right Opening 2 0.00 38.00 1085 Line 2 2-1 Left Wall End 45.50 16.00 4362 4378 2-1 Right Wall End 45.50 39.00 1636 1642 Line 3 3-1 Right Opening 1 69.00 10.00 496 481 3-1 Left Opening 2 69.00 18.00 1340 1300 Line A A-1 Right Opening 1 14.50 0.00 557 A-1 Left Opening 2 18.00 0.00 691 A-1 Right Opening 2 28.50 0.00 1094 A-1 Left Opening 3 32.00 0.00 1228 A-1 Right Opening 3 44.50 0.00 1708 A-1 Left Opening 4 48.50 0.00 1853 A-1 Right Opening 4 60.50 0.00 2314 2309 Line B B-1 Left Wall End 45.00 16.00 5249 5196 Line C C-1 Left Opening 1 25.00 45.00 2885 1654 C-1 Right Opening 1 31.00 45.00 3863 2642 Level2 Drag Strut Line- Position on Wall Location [ft] Force (lbs] Wall or Opening X Y -> <_.... Line 1 1-1 Left Opening 1 0.00 21.00 3303 3309 1-1 Right Opening 1 0.00 23.00 2967 2975 1-1 Left Opening 2 0.00 32.00 2155 2176 1-1 Right Opening 2 0.00 38.00 1150 Line 3 3-1 Right Opening 1 69.00 14.00 1665 1667 3-1 Left Opening 2 69.00 18.50 1180 1183 3-1 Right Opening 2 69.00 22.50 1655 1660 3-1 Left Opening 3 69.00 28.00 368 369 3-1 Right Opening 3 69.00 34.00 1082 1083 3-1 Left Opening 4 ' 69.00 40.00 594 595 Line A A-1 Right Opening 1 14.50 0.00 762 771 A-1 Left Opening 2 20.00 0.00 653 656 A-1 Right Opening 2 26.00 0.00 969 975 A-1 Left Opening 3 32.00 0.00 510 505 A-1 Right Opening 3 44.00 0.00 1141 1143 A-1 Left Opening 4 48.50 0.00 1356 1349 A-1 Right Opening 4 60.50 0.00 1987 1988 Line C C-1 Left Opening 1 24.00 45.00 2961 2965 C-1 Right Opening 1 30.00 45.00 2213 2221 C-1 Left Opening 2 36.00 45.00 1473 1484 C-1 Right Opening 2 39.00 45.00 1099 1112 .0-1 Left Opening 3 51.00 45.00 183 177 C-1 Right Opening 3 53.00 45.00 432 425 Legend: Line -Wall - Sheariine and wall number Position Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 41 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DEFLECTION ( rigid 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 4 1-1,1 S ->N Both 473.1 21.00 9.00 16.5 .006 .025 118 .008 .056 0.19 0.28 N ->S Both 472.9 21.00 9.00 16.5 .006 .025 118 .008 .056 0.19 0.27 1-1,2 S ->N Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N->8 Both 4.7 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 8->N Both 762.0 23.00 9.00 16.5 .008 .041 95 .004 .029 0.17 0.25 N ->S Both 764.7 23.00 9.00 16.5 .008 .041 96 .004 .029 0.17 0.25 Line 3 1 3-1,2 S ->N Both 398.8 8.00 9.00 16.5 .013 .021 33 .000 .001 0.43 0.46 N ->S Both 386.8 8.00 9.00 16.5 .012 .021 32 .000 .001 0.44 0.48 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 W ->E Both 4.5 4.00 9.00 16.5 .000 .000 0 .000 .000 0.73 0.73 E ->W Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 W ->E Both 443.1 8.50 9.00 16.5 .013 .024 37 .000 .002 0.46 0.50 E ->W Both 442.4 8.50 9.00 16.5 .013 .024 37 .000 .002 0.46 0.50 Line B 3 8-1 W ->E Both 479.1 24.00 9.00 16.5 .005 .026 60 .001 .007 0.15 0.18 E ->W Both 474.2 24.00 9.00 16.5 .005 .026 59 .001 .007 0.15 0.18 Line C 4 C-1,1 W ->E Both 67.9 25.00 9.00 16.5 .001 .004 17 .000 .000 0.14 0.14 E ->W Both 140.8 25.00 9.00 16.5 .001 .008 35 .000 .001 0.12 0.13 C-1,2 W ->E Both 378.0 38.00 9.00 16.5 .003 .020 94 .004 .028 0.09 0.14 E ->W Both 334.6 38.00 9.00 16.5 .002 .018 84 .003 .020 0.09 0.13 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 2 1-1,1 S ->N Ext 463.8 21.00 8.00 16.5 .004 .044 155 .019 .111 0.17 0.33 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 464.3 21.00 8.00 16.5 .004 .044 155 .019 .111 0.17 0.33 N ->S int 0.0 .000 0 .000 .000 1-1,2 S ->N Ext 110.2 9.00 8.00 16.5 .002 .011 37 .000 .001 0.31 0.33 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 112.4 9.00 8.00 16.5 .002 .011 37 .000 .002 0.31 0.33 N ->S Int 0.0 .000 0 .000 .000 1-1,3 8->N Ext 5.3 7.00 8.00 16.5 .000 .001 2 .000 .000 0.37 0.37 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N ->S Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 323.7 4.50 8.00 16.5 .013 .031 81 .003 .016 0.71 0.77 Both Int 0.0 .000 0 .000 .000 3-1,3 8->N Ext 504.2 5.50 8.00 16.5 .016 .048 126 .010 .060 0.65 0.77 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 505.4 5.50 8.00 16.5 .016 .048 126 .010 .060 0.65 0.77 N ->S Int 0.0 .000 0 .000 .000 3-1,4 S ->N Ext 569.0 6.00 8.00 16.5 .017 .055 142 .014 .086 0.62 0.77 S ->N Int 0.0 .000 0 .000 .000 N->8 Ext 569.8 6.00 8.00 16.5 .017 .055 142 .014 .087 0.62 0.77 N ->S Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 W ->E Ext 103.2 5.50 8.00 16.5 .003 .010 34 .000 .001 0.51 0.52 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 105.7 5.50 8.00 16.5 .003 .010 35 .000 .001 0.51 0.52 E ->W Int 0.0 .000 0 .000 .000 A-1,3 W ->E Ext 184.2 6.00 8.00 16.5 .005 .018 61 .001 .007 0.49 0.52 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 187.7 6.00 8.00 16.5 .006 .018 63 .001 .007 0.49 0.52 E ->W Int 0.0 .000 0 .000 .000 A-1,4 W ->E Ext 7.6 4.50 8.00 16.5 .000 .001 3 .000 .000 0.58 0.58 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 11.6 4.50 8.00 16.5 .000 .001 4 .000 .000 0.58 0.58 E ->W Int 0.0 .000 0 .000 .000 A-1,5 W ->E Ext 408.9 8.50 8.00 16.5 .009 .039 136 .013 .076 0.40 0.52 42 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 DEFLECTION ( rigid seismic design, continued) Legend: Wall, segment- and segtncnt be'ween openings, e.g. B-3, 2 = second segment oh Wall 3 on Shear/hie B W Gp - Wail design group, refer to Sheathing and Framing Materials Dir- Force direction Sri` - Wail surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v= Unfectored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wail height Dell - Horizontal shearwall deflection due to given term: Bending = 8vh^3 /EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 43 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 409.8 8.50 8.00 16.5 .009 .039 137 .013 .076 0.40 0.52 E ->W Int 0.0 .000 0 .000 .000 LineC 2 C-1,1 W ->E Ext 354.0 24.00 8.00 16.5 .003 .034 118 .008 .049 0.14 0.22 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 353.4 24.00 8.00 16.5 .003 .034 118 .008 .049 0.14 0.22 E ->W Int 0.0 .000 0 .000 .000 C-1,2 W ->E Ext 3.6 6.00 8.00 16.5 .000 .000 1 .000 .000 0.43 0.43 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 3.3 6.00 8.00 16.5 .000 .000 1 .000 .000 0.43 0.43 E ->W Int 0.0 .000 0 .000 .000 C-1,3 W ->E Ext 25.5 12.00 8.00 16.5 .000 .002 8 .000 .000 0.22 0.22 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 23.8 12.00 8.00 16.5 .000 .002 8 .000 .000 0.22 0.22 E ->W Int 0.0 .000 0 .000 .000 C-1,4 W ->E Ext 216.6 16.00 8.00 16.5 .002 .021 72 .002 .011 0.19 0.22 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 215.1 16.00 8.00 16.5 .002 .021 72 .002 .011 0.19 0.22 E ->W Int 0.0 .000 0 .000 .000 Legend: Wall, segment- and segtncnt be'ween openings, e.g. B-3, 2 = second segment oh Wall 3 on Shear/hie B W Gp - Wail design group, refer to Sheathing and Framing Materials Dir- Force direction Sri` - Wail surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v= Unfectored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wail height Dell - Horizontal shearwall deflection due to given term: Bending = 8vh^3 /EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 43 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 HOLD-DOWN DISPLACEMENT ( rigid seismic 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 Deft in Level 1 Line 1 1-1,1 S ->N HD9 7970 .122 .002 0.124 - - 0.284 0.04 0.45 0.19 N ->S HD9 7436 .113 .002 0.116 - - 0.284 0.04 0.44 0.19 1-1,2 S ->N HD9 359 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 13 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 1-1,3 S ->N HD9 10 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 S ->N HD9 6858 .105 .002 0.107 - - 0.284 0.04 0.43 0.17 N ->S HD9 6883 .105 .002 0.107 - - 0.284 0.04 0.43 0.17 Line 3 3-1,2 S ->N HD9 3565 .054 .001 0.055 - - 0.284 0.04 0.38 0.43 N ->S HD9 4615 .070 .001 0.072 - - 0.284 0.04 0.40 0.44 Line A A-1,2 W ->E HD9 765 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 311 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W ->E HD9 951 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E ->W HD9 1438 .000 .000 0.000 = = 0.000 0.00 0.00 0.00 A-1,4 W ->E HD9 17 .001 .000 0.001 - - 0.284 0.04 0.32 0.73 E ->W HD9 22 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W ->E HD9 7203 .110 .002 0.112 - - 0.284 0.04 0.44 0.46 E ->W HD9 7262 .111 .002 0.113 - - 0.284 0.04 0.44 0.46 Line B B-1 W ->E HD9 4312 .066 .001 0.067 - - 0.284 0.04 0.39 0.15 E ->W HD9 4268 .065 .001 0.066 - - 0.284 0.04 0.39 0.15 Line C 0-1,1 W ->E HD9 3446 .053 .001 0.054 - - 0.284 0.04 0:38 0.14 E ->W HD9 1245 .019 .000 0.019 - - 0.284 0.04 0.34 0.12 0-1,2 W ->E HD9 3385 .052 .001 0.053 - - 0.284 0.04 0.38 0.09 E ->W HD9 4732 .072 .001 0.074 - - 0.284 0.04 0.40 0.09 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N HD9 3712 .113 .000 0.113 - - 0.284 0.04 0.44 0.17 N ->S HD9 3710 .113 .000 0.113 - - 0.284 0.04 0.44 0.17 1-1,2 S ->N HD9 878 .027 .000 0.027 - - 0.284 0.04 0.35 0.31 N ->S HD9 886 .027 .000 0.027 - - 0.284 0.04 0.35 0.31 1-1,3 S ->N HD9 24 .001 .000 0.001 - - 0.284 0.04 0.32 0.37 N ->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S ->N HD9 2563 .078 .000 0.078 - - 0.284 0.04 0.40 0.71 N ->S HD9 2581 .079 .000 0.079 - - 0.284 0.04 0.40 0.72 3-1,3 S ->N HD9 4024 .123 .000 0.123 - - 0.284 0.04 0.45 0.65 N ->S HD9 4030 .123 .000 0.123 - - 0.284 0.04 0.45 0.65 3-1,4 S ->N HD9 4539 .138 .000 0.139 - - 0.284 0.04 0.46 0.62 N ->S HD9 4549 .139 .000 0.139 - - 0.284 0.04 0.46 0.62 Line A A-1,2 W ->E HD9 801 .024 .000 0.024 - - 0.284 0.04 0.35 0.51 E ->W HD9 834 .025 .000 0.025 - - 0.284 0.04 0.35 0.51 A-1,3 W ->E HD9 1462 .045 .000 0.045 - - 0.284 0.04 0.37 0.49 E ->W HD9 1478 .045 .000 0.045 - - 0.284 - 0.04 0.37 0.49 A-1,4 W ->E HD9 29 .001 .000 0.001 - - 0.284 0.04 0.32 0.58 E ->W HD9 57 .002 .000 0.002 - - 0.284 0.04 0.33 0.58 A-1,5 W ->E HD9 3245 .099 .000 0.099 - - 0.284 0.04 0.42 0.40 E ->W HD9 3280 .100 .000 0.100 - - 0.284 0.04 0.42 0.40 Line C 0-1,1 W ->E HD9 2835 .086 .000 0.086 - - 0.284 0.04 0.41 0.14 E ->W HD9 2816 .086 .000 0.086 - - 0.284 0.04 0.41 0.14 0-1,2 W ->E HD9 2 .001 .000 0.001 - - 0.284 0.04 0.32 0.43 E ->W HD9 7 .001 .000 0.001 - - 0.284 0.04 0.32 0.43 0-1,3 W ->E HD9 197 .006 .000 0.006 - - 0.284 0.04 0.33 0.22 E ->W HD9 186 .006 .000 0.006 - - 0.284 0.04 0.33 0.22 0-1,4 W ->E HD9 1729 .053 .000 0.053 - - 0.284 0.04 0.38 0.19 E ->W HD9 1721 .052 .000 0.053 - - 0.284 0.04 0.38 0.19 �egena: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir- Force direction 44 WoodWorks® Shearwalis garyslot5.wsw Sep. 24, 2015 13:07:42 Uplift force (P) —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 /RSD hold-down capacity) x max strength -level elongation or displacement "- Maximum strength4evel 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 = hlb 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 45 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 2015 13:07:42 STORY DRIFT ( rigid seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 2.70 N ->S 0.48 3 0.96 34.91 0.29 0.57 0.35 0.21 S ->N 0.48 3 0.96 34.91 0.29 0.57 0.35 0.21 E ->W 0.50 A 1.00 22.48 0.17 0.35 0.37 0.13 W ->E 0.50 A 1.00 22.48 0.17 0.35 0.37 0.13 2 8.00 8.00 2.40 N ->S 0.77 3 1.55 34.50 0.55 1.10 0.65 0.46 S ->N 0.77 3 1.55 34.50 0.55 1.10 0.65 0.46 E ->W 0.58 A 1.16 22.50 0.51 1.01 0.48 0.42 W ->E 0.58 A 1.16 22.50 0.51 1.01 0.48 0.42 ASCE 7 Egn.12.8-15:dx= the xCd/le Deflection amplification factor Cd from Table 12.2-1 = 2.0 (E -W), 2.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any sheariine along a building edge; refer to Deflections table Line - Shearline withlargest 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 C of M dxe - Deflection at the centre of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at centre of mass using Eq'n 12.8-15. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. 46 FOUNDATION EVALUATION A---.24,_9w.0/57,7"/Off' ,;VEc . 4x /C &,,43,e$7 ,'. s /P )( 5-0 ://0_, T- U( es - 2a X 2a ,47/./.2), l 7) -/ s'p ,7e/z- -- f / 1"0 , g 5— P' /55' fri 5-c7 4/-a x/2.54 A Fags-/ e/O /66 7,1f — ex)c 12 -7 >'17/ cAle C,4_r 2: 2 i /,(2c „.-_ 4 2c_7 pc • = /, 67 r(25---, 4- 47 ,,,...5/7-) April 29, 2016 ,t. City of Tukwila Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0093 SINGH RESIDENCE - LOT 6 - 14831 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) Plans show CO and Smoke alarms in the laundry on the main floor. I put a red line to show the alarms mounted outside the bedroom in the hall. 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) 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. 62111) Cn„tlIporitor Rn„lo„nrll C,,;to iflnn a T„6,.,;1n 1a7.,n1.;N t 03219.1 - 1314,-“A 1 1.< it? 1 247/1 - n ')/14 421 2440 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, PO VA C Rachelle Ripley Permit Technician File No. D16-0093 !,?fl Cr/ if, }flnn (-1521 QS? DI....., 1n4 421 24'711 _ c.._. '1/14 7 , c PERMIT COO1D COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0093 DATE: 05/11/16 PROJECT NAME: SINGH RESIDENCE — LOT 6 SITE ADDRESS: 14831 46TH LN S Original Plan Submittal Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A-wc ST��-cfr Suilding Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (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:SA4 CV -6, ecti-P 2 - Noes ? 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: D16-0093 DATE: 04/04/16 PROJECT NAME: SINGH RESIDENCE - LOT 6 SITE ADDRESS: 14831 46 LN S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Corte 44* Building Division NA /60G litico Public Works Fire Prevention Structural 1,5 A -f Planning Division Permit Coordinator a PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/05/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) 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: s( �! 6' Plan Check/Permit Number: D16-0093 ❑ 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 6 Project Address: 14831 46TH LN S Contact Person: Cj A Al s f i t Phone Number: 2 `P ' 2(f_ t'1 0 0 Summary of Revision: Lowed -Jai Le ceiv- c dl RECEIVED CITY OF TUKWILA MAY 092016 PERMIT CEN Sheet Number(s): L_ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: •� ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Porm.doc Revised: August 2015 DEVELOP. CER IFICATE OF WATER AVAILAgi'LITY Required only if outside City of Tukwila water district PERMIT NO.: Site address (attach map and legal description showinghydrantlocation and size of main): / S p j �' J_p,. dk- Z✓t 'moi nA " SD 4 f / ss `ed 51;009016:1#10M411;0: rf J,'.� ..... 4 l i. o ,11' 1:te.. LS at.a. i 'cv ), '«4 Name: Name: Address:' c RA Li .: / r - 2 z t.'/ Ij u Address: Phone: 7,02.=-1 tt "49. 00 (4 -Th Phone: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Building Permit 0 Rezone 0 Preliminary Plat Estimated number of service connections and water meter size(s): gi Short Subdivision ❑ Other 1,e, (A..tv.e4e h-24? 4 14: Vehicular distance from nearest hydrant to the closest point of structure is .56 ft. Area is served by (Water Utility District): Ln/ t • l 2-J Owner/Agent Signature SaA-;A)leitt.) Date 1. The proposed project is within ( t A.� tt9 t j a n �, (City/County) 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate 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 It, 5'43 gpm at 20 psi residual for a duration of 2 hours at a velocity of fps as documented by the attached calculations. 5. Water availability: RECEIVED Acceptable service can be provided to this project CITY OF TUKWILA ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. I hereby certify that the above information is true and correct. ► n c, C . clawr I TR go -00(i3 kV Atli— P411.4941r/A. APR 04 2016 CERTIFICAT - OF SEWER AVAILABILITY/Nr 1 -AVAILABILITY Residential: $50 Commercial: $100 IIIVCertificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: ❑ Building Permit U Preliminary Plat or PUD ❑ Other Short Subdivision U Rezone Propos Use: il Residential Single Family U Residential Multi -Family U Commercial U Other Applicants Name: 6,„) D s-11ii i, /sic/ lity 11 ns Phone: 2_06, . 244 • t 9 D Property Address or Approximate Location: Tax Lot Number: 6 ?�`� a 3� 4 IS S. t 48 ex.nd `a5 sliow!01 n �xha.b,+ A 1 141> Legal Description(Attach Map and Legal Descripti if necessary): .�.z ul 4 Ad. -6z, Mei a fvt 44,1A-112_< 1_cy- 2 b)k_ 2 ..e, c ta-1'-ikvevc of/ r'c, caref �d 1h V01 12 c cc.o t''3 -to -- :e .P pi {-'g Pq , , In K C. OA. Part (To Be Completed by Sewer Agency) ,B�:' 1. U Sewer Service will be provided by side sewer connection only to an existing Co size sewer c)A 1 feetfrera the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: U (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (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 ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a 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 ❑ b. Annexation or BRB approval will be necessary to provide service. / PERMIT: $ 4. Service is subject to the following:'11--77:a '; a. District Connection Charges due prior to connection: -7-a gam- s 7 i"4-7---72 GFC: $ SFC: $ UNIT: $ A Southwest Suburban Sewer District connection charge will be due prior to connection. RECEIVED _/ CITY OF TUKWILrt b. Easements: tJ Required ❑ May be Required c. Other: APR 04 2016 i ilt.`ll 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 of granting 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. 1 acknowledge that I have received the Certificate ofSewerAvailability/NonAvailability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature (/' ? 7. Date CITY OF TUKWILA KING COUNTY, WASHINGTON SHORT PLAT FILE NO. L06--011 SEE PAGE 3 OF 3 FOR CONTROL 20' 45th Ave. So. S8759''s5•E 126.23' (c) 1 <5.4` (P) Me-Idlan Assumed T AREAS T 1 er 8,233 sq.ft. (excluding easement) T 1 er 9,784 sq.ft. (including easement) T 2 = 8,232 sq.ft. (excluding easement) T 2 = 9,783 sq.ft. (Including easement) T 3 = 8.231 sq.ft. (excluding easement) T 3 = 8,867 sq.ft. (including easement) T 4 = 10.296 sq.ft (excluding easement) T 4 = 10,784 sq.ft (Including easement) N r N T 5 = 8,835 sq.fl. (excluding access easement) T 5 = 11,530 sq.ft. (including access easement) T 6 = 10,638 eq.ft "rote, ;ieid data fcr this survey was obtained by direct field measurements. Angular and linear relationships were measured with a ex second theodolite and electronic measuring device, supplemented by a steel tape. This survey meets or exceeds the standards centained in WAC 332-130-090. x 0 0 /0�' So. 748th Street Northwest corner T 587.59'05"E 126.23' (e) 126.4' (P) } 1 1 5' easement for sidewalk—«•I I LOT Address = j4.615 hl 10.1 ( ) NI 10'1 L `N ih 1 S0'1 L. N 10' r-SultdIng Setback 1 Lines (TYP) LOT 2 Address = #4619 (Tax _ot #0042000130 r.. .5157:59'03T. . )21�. S87 59.05"E 20.00' 1 25' LOT 3 Address = /4623 25' LEGEND Concrete Monument in Case Tack In Lead or Nair 2c Disk set rebar w/cap %23604 Found pipe or rebar Fire Hydrant sn.x 'n 0 126.23' (c) 68.01' if, V 1 s §° N�� 252 El`: ye., 6 , ze -fir ..J • t;o 126.4' (P) 58.22' 1' 1 west corn RECORDING NO. VOL./PAGE SCALE: t incb = 30 ft. 1 0 PORTION OF SE 1/4 of _ NE_1 /4, S. 22 T 23 N , 64.7 ^' existing fire hydrar 25' j,3 = •. vc$P ound rebar w/cap #19635 0.33' west r_ 176.21'... �. J LOT 4 Address = #4627 Qaj d p• 035 W_ �8 t1ry M deo• 10'1 m I LINES (TYP) 687'59'05"5 N . +"' I sagg 1-1-5-' ��--- -- 1- i 5' easement for ektewal o'c 3 tgot (House #4645 - Preikn.IS o Permit Ij007-409) 15 g € 3wg g ' I^- � 5 LOT 7 Address # 4645 011 b O N 'a 0 'N owe ,""1340 � 1'z?54 001 g�A- 15,0; oro P �0*.�9 1p a }�� —1 �e _ 97- p5'E - 1i (Tax Lot #0042000144 1 97- al L - •vi House #4647 o Final (Permit #007-277) 1 10 Nzr-Buiding Setback Lines (T PE ) 1 134 14 LOT 5 Address = # BUILDING SETBACK �• 1. (Tax Lot # 0042000140) i"26.1g,.._�. 587.59'05"E b 5' easement for sidewalk LOT 6 drielrwan - C 20' )0? 78 w N88'46•3 r. 20.00' 25' 1I 57.75'26"W 19.31 LOT 8 Address = q� r\-- 25' 1 1 Address I ti ryl 7n' 1 . 8 ' _0.-0 a9 (Tax Lot $0 House ., lf'\ 110'} / Approximate line of 1 1>' ° slope greater that 40% LOT 9 I II I• /JI 587'5905 "E ._195:5$' _....,..... (BLA L05-077 1 1- slope te line th oft I' slope greoter that 40% / SIDHU HOMES INC Page 1 of 2 Home Espanol Contact Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & Industries A -Z Index Help Aly 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. ConstructionContractor Active. ...................................................................... Meets current requirements. License specialties GENERAL License no. SIDHUHI881,JF Effective — expiration 04/06/2012— 03/22/2018 Bond .............._. Wesco Insurance Co Bond account no. 46WB074082 $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 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 7/25/2016 INDEX: P-2 P-3 P-4 P-.5 P-6 Pa -7 P-8 P-9 P-1 0 CRAWL SPACE & FOUNDATION PLAN MAIN FLOOR PLAN TOP FLOOR PLAN ELEVATIONS ELEVATIONS CROSS SECTION, DETAILS & WINDOW SCHEDULE STRUCTURAL & GENERAL NOTES STRUCTURAL & GENERAL NOTES STRUCTURAL & ENERGY CALCULATIONS AND MECHANICAL NOTES z gli Fern .„ vscL0,Q It L -Was y C 41IP p)Fe_ qII P‘isvA War,, ,D.A. rack woks e \ rock, tUct 1-0A G4 -a -6-1A 2(i i eel s) ' `` 1\kt it..ek.o or ccjtec . -zr>°SdQ1.4cc.,k t ` spa Ye..tu I,-ect - v€ Co PACULIAAS 'Ye5S 1,0ti/o \)'elc 3°.1 1 )ec‘n75AC5 1/' S\e+lArt5-15W^S tt a,1( / n .�-- Sl ik5 roans .-f,�Dt tri a '-%y1=‘ vv.t ,3'y1-ttAA.A.' 6\ ] 544C �� 1. � C 6 k c�, 2- ) �"� 'n��- cl�, v yip t b -e, 21-.j i1 e ! c{1 n p p Z ' r "� Cgiy`1�C= Z. 10,J , NOTE: HOUSE WILL BE SPRINKLED AS PER CITY OF TUKWILA CODE SITE COVERAGE TOTAL LOT AREA=10,638 SQ.FT. ALLOWABLE SITE COVERAGE=3,173 SQ.FT, ACTUAL SITE COVERAGE=2,783 SQ.FT. U) r-, 0 0 u) u) 20' [20.00'] DOWN SPOUT DRAINAGE (HIDDEN LINE) FOOTING DRAIN (CENTER LINE) *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. 96'-2" [96.17'] 126.18' CO N 1(0— 0053 F!^n rsvievi approval is subject to errors and omissions. A oroval of construction documents doe; not authorize t:3 violaiian of any adopted code or ordinance. Rocci jt of approval Field Copy and conditions i, acknowlodjed: *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. Ey: Date: -2/<7/4 City of Tukwila BUILDING DIVISION 10' [1 0 .001 / r-, 0 0 u in 649_31'4$ [64.28' O 0 d 0 EXISTING 4" STUB FOR SEWER CONCRETE DRIVEWAY EXPOSED AGGR ATE 0 0 FRN.ARIGE SLAB & IVEWAY AT 2% SLOPE P.EL.=280.00' E.EL.=278.17' 0 r 0 20' [0.00'] PA1(ED 35' r3 .00 ] COVERED BALCONY L 1 /f // '] / 15' [15.00 P► ANNA q . APPRC: D . E ,Ir changes CF,n be toad' to these plans without approval from the Planning Division of DCD tproved B TYPE 1 OR TYPE 40 CB EXISTING._ 4" STORM DRAT' STUB 20' [20.00'] EXISTING STUBS FOR Co WATER, ELECTRICITY, PHONE & CABLE v L ELECTRICTY, CABLE CONNECTION TO HO WATER CONNECTION TO HOUSE LOT 6 14831-46 4 NE SOUTH TUKWI �, WA. z TAX PARCEL NO. •042-000-14,(x' MAIN FLOOR=282.7 & PHONE TOP FLOOR=292.76' SE EX. AVG. BLDG. GR.=281.21 SEWER CONNECTION TO HOUSE P.EL.=280.00' QD E. EL.=278.29' tV ENTRY 20'-3" [20.29']l 19'-a'' [19.291 P.EL. 282.00' EEL. 284.29' 26'-44" [26.3 '] l 22'-7" [22.59'] P.EL.=282.00 E.EL.=284.08] 22'-117" [/2.96'] C0 03 126.1 E E. 7"; , 7. i is PERMIT f s0:.;t=D FOR: ❑ Mfg a nical lcctrical ❑ Plumbing :1 Gas Piping CT ' of Tukwila DIVISION I —1 20'-3Y2" [20.29'] 1 96'-2" [96.18'] 6th LANE SO JT iW REVISIONS No changes shall be made to the scope of work without prior aporovnl of auilding Division. will require a new plan submittal +gid may includs additional plan review fees. SITE PLAN SCALE:1 /8"-1' <o CO 64'--44" [64.34'] O 0 0 0 10' [10.00'] ,REaWED FOR OD_tgt P ,IAI CE APPROVED ICY 1 2016 Tue; 0 0 CORRECTION LTR# (206) 244-1900 RECEIVED CITY OF TUKWILA MAY 662016 PERMIT CENTER 014-oow P1 Z ---X 7Z -de /67,,e 7Jh' S W/PE r- (.0 co N c0 68'-5" 64'-5" 4' 22' 10' 16'-5" 16' , y \r• L \ \ z / / - 1 1. "� T.J.I. JOISTS .Ar- I JOISTS \ b \ /T.J.I. / I\ /I //f" .? Z3Z \ s / 1s 1 X (/ \ `:=� 4,('`, 4, J1'/1" 7"T2 \ // / �' /I%"?TZ //.D '--IL-1 ? / " 47'e` I \ C ih " i 3'-0" WIDE MEN. \ , 7 / '- I ` 18"x24" MIN. ! X a, CRAWL SPACE �- I\ / / CRAWL SPACE b I I ACCESS To X b I I \ / ACCESS AT WALL `�` 1 / \ cv f• _ - -" -A JOISTS I \ 8"X6" POST ON 10"X10" CONC. PIER ON 3'X3'X10" O CONC. FOOTING WITH #4 REBAR ©1' O.C. VERT. & HOR. TYP. \ / \ / \ / = ' \ / X / \ / \ .J.I. \-----7i o s� \ / L / \ - .\ - - - - / \ / \ / I. I �'-� 1'� 3' �'-fid 2'-4" ` 3' 4'-8" 3'-0" WIDE MW. / / /�/7 /0,e 1/1foi/%/�.� s /� `'l i/ / ' \ L L �, CRAWL SPACE ACCESS et 6 16 \\ 3-6 [, 3 I, 3-6 f 6-5 f ; a ,,f. //f / f � if w To 1 I I 1 I I N.D.\3\ ." N,.. \ \ \1 t 7 f / / / / 3'-0" WIDE MIN. CRAWL SPACE ACCESS \ - \ r \a. o \ a� in I \ ! ` X 1 / I I \ cs'. \ \ / � IL"�s T.J.I. JOISTS �� — r � —� 1 1 / / \ x ( 3'-0" WIDE MIN. I I 1. -j r6 �' -t CRAWL SPACE ACCESS 1 I i i � in 6,-7" 3� 6'-5" I % CV in -03 tIJ Ni r, 1 1 // rs'° T 2 3 Z) - I I \ T.J.I. JOISTS \ / T.J.I. JOISTS / \ 7 3'-0" WIDE MW. \ io / X \ // 7/. ' " 71'. z_3 \ / CRAWL SPACE ACCESS ---.--y__ - ' S IL " 4.' iZ, " , , r) / X \ " !1 --1-\T.J.I. JOISTS �� - /17/t9 7T2 //© 11'/g"JJT_Ta ZM 6, /G 1 " ,e, r /LO " ,z',. I T I r -Lo1 11 7 T.J.I. JOISTS I N r N r 1I � I i� r - J L_ - --1 r - - -- 1 i� JJ I I I I iI I 1 \1 1 I L ( --J ,`) 6"X6" POST ON49/ 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. 6' 16' 16'-5" 14' 16' f, ✓ 68' -5" . A CRAWL SPACE & FOUNDATION PLAN SCALE:1 /4"-1' 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. i 0 0) 0 is J T- J N I N To 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" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. •REVWED FOR I f C PLIANCE OVED MAY 19 2016 ;D oTkwfia INC DIVISION EXPtRES:4/241(7 1 RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER ft°14 it4k4 14n4 ta 1A) TITLE PROPOSED FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. OWN: H.B. SCALE: 1 /4"-1 DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7084 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 (-2 z4. L" .s W.WE2 t14.--7/75, ) t2,7/2_4-7..4 7 yz-z4- .6'..z Z _ ? r'Z .4,A/) 4A/e .47 14: //Jf// 2 a-vf1f - ".4 1/4,7 <W7 S-,5 /t ./v .1-7J/2 68'-5" _co'v Material Ratng Sheathing- Thick • in. GU. Ply in Or • Gvtv ltslini Size .. fasteners Type Df j Fd Bk APply Notes \ \ e co 1 24/16 746 - 3 Horz //78" 7.72 i • 8d Nail. N 2 4 Y • Y. 2,3 Struct Sh OSB 24/16. 7/16 ' 3 Horz 83500 8d . • Nail. ,00 4 6 Y r_ _i___ 0, -AO n 1 I_� 1/2 - - Horz 40000 Nail- .W. N 7 /D e/‘"1,e Y Stiuct Sh ©SB 24/16 ( ( Horz I 8d Nair N. 3 4 Y 2,3 Struct Sh OSB 24/16 ... 7/16 - 3 I'~~J 83500 Bd Nail. m 6 -.D. Y 3 W.(.c. \----- II IIH FURN. 3 83500 8d . Nail • I 3 I `� a T.J.I. JOISTS Gyp WB 1 -ply 1:/2 - - Horz T.J.I. JOISTS \I - 50 C.) °' N 7 ' 7 a tt T.J.I. JOISTS -co @ I I 6"X6" III //!8" 7 _7"-2- 2/4 I M I o fl [ �� T.J.I. JOISTS KITCHEN 0 rr, 73 , _-_ I 1 5u F.D. BEDROOM _ ; '4 8 FAN// A' .9 `e7..7-2 POST Jzo C 230 // 8" 7.TI ,: ;>z S OKE ALARM & CA BON MONOXIDE (CO) ALARM 10' / , 4'-5" / l' 41:. • /' u f, a, ° GARAGE a3 si 12' F 1 I- - 1 4 ( I .// t " " 7_1.2 111 DRIVEWAY AT MIN. 2% SLOPE MUD ROM cr e 1 ,.9,9X„8.4 t /� { r 1 \ ' ISLAND I1 ._ V 2'8"X6'8" T.J. JOISTS in _ REF. ( \ \ ! GARAGE Co 0 m� STORAGE IIriP _ lo BATH ,, /1%" T..'.� 3G ® 1 'coN X II , r� x . I 42.7( ) 'rl�s�-z Z x \,\ \` 5R UP / 6'-4" BEAM 8'-1 / _, r� �C1c� " t, � 2' - \ ` NOOK n -+ "3 Cn o 6' BEAM 16' " \\ 0' 3'- / 16'-6" o U l p tea L `�~' ri p it " 4 ma yi /0j `� _ In o Al.."'" DROPPED BEAM - �'�aJ/� 1 36" MINIMUM HANDRAILS - - in X1.2 - u x1 • F o r` X /2 " .Di -z- ' a i ojo1 I I SOLI CORE, oc m I r4" ► - _ 9' -4" /i., r ' 4 BEAM In I "� 0 71)In N -01 0I SELF -1 -CLOSER E 1 \Er 0 • (1 \- J , >, -C 36" MI IMUM - - - - ._..\..�- -{ / '� HANDRAILS \ BEAM t 1 '''. j I x /2 " Piz' Al-- ',-., ° FAMILY rn -F: ROOM m �' In C cn o _ _ 'tI.,... r 16ibUP \ rI-4 N OPEN 0 ABOVE -' T ENTRY 1 _ °' \ -)` _ ~ DINING ...// -7-1,' "/; /.f0 / f' C,in �!J 3'X8' d T.J.i. JOISTS ••,-,3'X8' to �_ I 3'X6' �' o 3' 'X6'X6' 0 3 o Q \ N i 3'X6` S.G./ 3'X6• S.G./ Q� N d o TEMPERED TEMPERED `", 13 1 / 6' „5 o 7 RS Rt _ 3 63 , X6' 3'' 4 4 0 0 X6 I ' L / In _. I,---\__\. _� - ,4L / WJJ/ ////OZZ Y/2 DDW AN •xf" /2" 6//.7 PS tri -if .S-10 SMOKE & CARBON MONOXIDE DETECTOR LOCATION HARDWIRED WITH BATTERY BACK UP F 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'-0 OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-O AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC 2012 PRECIRPTIVE OPTION. TITLE SCALE: 1/4"-1' JAN.26.16 NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. PHONE: (206) 244-1900 DRAWING NO. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. REVIEWED FOR CODE CQMPLIANC APPROVED MAY 2016 HOLD .DOWNS AND TIES / KEY . MODEL # CAPACITY ❑ STHD14 3,615# Q /PT STHDI4RJ 3,615# HD9B 6,580# • HD12 • 12,065# NOTES 3.5" X 3.5" STUD/POST 3.5" X 3.5" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST A MST48 3,640# 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG TIE. SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. 'EXPIRES: 4/24/ 17 1 26' /*lie //4 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. VAIN FLOOR SCALE:1 /4"-1 TOTAL MAIN FLOOR AREA = 2,783 SQ.FT. GARAGE AREA = 649 SQ. FT. NEI MAIN FLOOR AREA = 2,134 SQ.FT. 2:.,Framingatadjoining panel edges must be 3" nominal or wider with staggered nailing according. to SOPNS•4.3.7.1.4 3: -Shear capacity for nurrent-design bas:leen increased to the.valae for -1.5/32" sheathing with sante rcailing•bec ause.siud spacing is 1.6" marc. or panel- : orientation-is:horizontal: See SDPWS T4.3A Note 2. LEGEN Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 FOUNDATION ANCHOR BOLTS TO BE 5/8" DIAMETER ON 48" SPACING (TYPICAL) AND NEAR CORNERS, SECURED WITH- NUT AND 35; SQUARE WASHERS. A WNG MAT ?RIAS by. WALL GROUP Grp Surr Material Ratng Sheathing- Thick • in. GU. Ply in Or • Gvtv ltslini Size .. fasteners Type Df Eg Fd Bk APply Notes 'Oa* CIO{ CXfCil 'm:w a$4ruct•Sh OSB 24/16 746 - 3 Horz 83500 • 8d Nail. N 2 4 Y • Y. 2,3 Struct Sh OSB 24/16. 7/16 ' 3 Horz 83500 8d . • Nail. N 4 6 Y - 2,3 Gyp WB 1-plY 1/2 - - Horz 40000 5d Nail- N 7 7 Y Stiuct Sh ©SB 24/16 7/16 - 3 Horz 83500 8d Nair N. 3 4 Y 2,3 Struct Sh OSB 24/16 ... 7/16 - 3 Horz 83500 Bd Nail. N 6 12 Y 3 Struct Sh OSB • 24/16 7/1:6 3 Harz 83500 8d . Nail • N 3 6 Y: • 2,3 Gyp WB 1 -ply 1:/2 - - Horz 40000 50 Nati N 7 ' 7 Y.. FLOO AEA: TOTAL LOT AREA=10,638 SQ.FT. NET MAIN FLOOR AREA=2,134 SQ.FT. NET TOP FLOOR AREA=1,967 SQ.I- I . TOTAL FLOOR AREA=4, 1 01 SQ.FT. -FLOOR DRAIN -SAFETY GLASS -HANGER -POCKET IN BEAM CEIVED F TUKWILA R 042016 IT CENTER N A,N _'1 0 w on t 6"X6" POST \ t HOLD DOWNS AND TIES KEY 0 or0 A MODEL # STHD14 STHDI4RJ HD9B I -1D12 MST48 68'-5" n / 64'-5" Material 4' 22' 6' 5'-8" 14'-5" Size fasteners Type Of / 16'-3" / 5'-9" / / 2'-10" 2'-10" / 7'-24" 7'-24" 3 Hort 83500 8ct Nail : / / / /, 4 / / �• Ext Struct Sh 088 C- -) (32'X3'O ' 3 2 3'X2'S.G./ TEMPERED 83500 J 7 06'X5' Nail. -� / 6 Y • 2,3 Int Gyp WB 1 -ply 1/2 - - Holz 40000 5d Nail. N 7 7 Y Both Stsuct.Sh 0513 24/16 7/16 - 3 Holz 83500 8d Nail N. 3 4 Y 2,3 4 : Both' Struct Sh 0S8 24/'t6- • .. 7/16 .. 1 I f I - Ft 83500 &! Nail. N 6 /eni 0/S Y. 3 ' ftt Struct Sh CSB' 24/16 7/1:6 3 Horz 83500 Sd. Nail • N 3 6 Y•. / t WB 1-p, JACUZZI •• HvrZ 40000 5d Nail' N 7 ' 7 r, ENSUITE ) -0- / \ BATH 3'x6'8" / cr) BEDRO M-2 (71 n r \ cCO WIC ¢C 70 X BEDROOM -1 N 03. 22' 6 t 5 t " -8 . " , 14 -5 t 5 / re -10 . "� 10 -6 J'�''''� / / MASTER r22"x3 q" IATrIC ' BEDROOM IACCE�s$ "2,9X„9,Z „2,9X„9,Z ///// W.I.C. Q / Co 2'8"X .8” ,`-,9X,!,Z __ / \\ �' / / 5/0 TUB/ ® . / /x6''8"x6'8"d 1 r / Y / &-_ Oii / 0 BALCONY 4ItS / / I BATH !I� , / ( N rn i �� . 42 MINIMUM GUARDRAIL _ - -- CcE / X 2" MINIMUM G RDRAILS II 4M VI� ` `1 I * `j f r \ BEAM 42" MINIMUM GUARDRAILS `E"'' \ / 42" MINIMU GUARD' • r S+ \ / 6" MI HAN IMUM RAILS N \ \ / / / ..--• \ ` \'‘,‘=',' X"9,Z "9,9X„9,Z \ / / 111111 ��� \ / 'I OPEN TO 8' , 5'-6” „ 1 G'-2" , 5'-10" ii BELOW �� �< \ \ BEDROOM 3� / �� \/\ � � / i \ OPEN TO \ � / �� / BELOW / --. / \ \ / ..-'" \ \ / \ '---- / / `` i \ 3'X5' �*N 6'X5' 3'X5' © - / \ 3X6 4 0 3X6 4 0 3'X6 { 1 11.11116. / 'XF>' 3'X6' 4 0 3''6' 4 4 0 0 _ / .. 6X5 7 0 _ �. 4'-3" 3'_g" 3t -9.t 4 -3" / 3'-44" 4'-10" / 4'-10" / 3'-4" 7' / 7' 4' / 3'-9" , 3'-9" 4'-6" 6' / 16' / / / 16'-5" / � 14 / 16 / / 68'-5" / - A CAPACITY 3,615# 3,51 6,580# 12,065# . 3,640# NOTES 3.5" X 3.5" STUD/POST 3.5" X 3.5" STUD/POST 525" X 525" STUD/PAST 5.25" X 5.25" STUD/POST 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG. SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. FOUNDATION ANCHOR. BOLTS TO BE 5/8" DIAMETER ON 48" SPACING (TYPICAL) AND NEAR CORNERS, SECURED WITH NUT AND 3n SQUARE WASHERS. SHEATHING TOP FLOOR SCALE:1 /4"-1 ' TOP FLOOR AREA = 2,731 SQ.FT. OPEN AREA = 764 SQ.FT. NET TOP FL. AREA = 1,967 SQ.FT. TERIAL S by WALL GROUP 10 0 0) 0 iD N C4 N 7/)F F/# ? il',11)rRS P Z GOOF VENTILATION ALL TRUSSES SHALL HAVE: ROOF AREA TO BE VENTILATED — 2,693 SQ FT TYPE OF VENTING PROVIDED - - RIDGE VENTS — 2,600/150 = 18.0 18.0/2 = 9.0 VENTS REQUIRED VEN TI LATI O\ NOTES MINIMUM AREA: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL NET FREE VENTILATING AREA TO 1/300 IS PERMITTED, PROVIDED THAT A MINIMUM OF 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. R806.2 2;Pi ming: at.adJ iring-panel edges must be 3" nominal or wi der writh staggered nailing according. to SDPWS:4.3.7.1.4 3. -shear capacity for can nt•design has..been increased to the.value for 15132" sheathing with same nailing becausestud spacing is i S' max. or Wit- orientatkol :horizontal. See SDPWS T4,3A Note 2. Grp Serf Material Ratng Sheathing. Thick • GU. in. in Ply 4r Gvtv lbst nirc Size fasteners Type Of Eg Fd in Sk Apply Notes .. -Both : Struct Sh CCSB 24/16 7/16 • - 3 Hort 83500 8ct Nail : N 2 4 Y .. 2.3 �• Ext Struct Sh 088 24/16 7/16 - ' 3 Harz 83500 8d , Nail. N 4 6 Y • 2,3 Int Gyp WB 1 -ply 1/2 - - Holz 40000 5d Nail. N 7 7 Y Both Stsuct.Sh 0513 24/16 7/16 - 3 Holz 83500 8d Nail N. 3 4 Y 2,3 4 : Both' Struct Sh 0S8 24/'t6- • .. 7/16 .. 3 Horz 83500 &! Nail. N 6 12 Y. 3 ' ftt Struct Sh CSB' 24/16 7/1:6 3 Horz 83500 Sd. Nail • N 3 6 Y•. 2,3 :rpt WB 1-p, 1:/2 - •• HvrZ 40000 5d Nail' N 7 ' 7 r, 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 TMG 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. NOTE: HOUSE WILL BE SPRINKLED AS PER CITY OF TUKWILA CODE REVIEWED FOR CODE COMPLIANCE • APPROVED MAY 19 2016 City of Tuk it BUILDING DIMS* I EXPIRES: 4/24/ / 2 1 /1MYC RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER V • .i TITLE PROPOSED FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7084 Bruce IVacVeigh, P.E. TUKWILA, WA. 206.242.7665 RIDGE OF ROOF (D MIDPOINT OF ROOF EAVE 42" MINIMUM GUARDRAILS 11 11ITII 111111 111111 11 ill IIIT ( SIH J 1)I 11 11 I l II 11 1T 11 11 11 11 Ii IT II 11 11 II 11 1 ! 11 11 11 TOP FLOOR 2'X10' TRIM BOARD RIDGE OF ROOF 11 MIDPOINT OF ROOF CONCRETE TILE SHAKE PROFILE TAPERED C./ IEAPERED 18 18 18 TAPERED C./ IEAPERED MAIN FLOOR DIRT LEVEL SLOPING AWAY OTES P.Ei.=280.00' .- --- --- r`~ ELEVATION CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS EXTE.IO� ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS. THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4 -INCH DIAMETER PIPES, ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE WOOD IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BEI IER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT. THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC -SILICONE BLEND PAINTABLE CAULK. '12 P. EL, =282.00' TOP OF PLATE MUNTIN BARS 7-3 TOP FLOOR STUCCO SIDING 4" TRIM ON ALL WINDOWS AND DOORS E.EL.=284.08' 0) MAIN FLOOR=282.70' DIRT LEVEL SLOPING AWAY 3L U‘. 117, 2-3 12 - - ( 7,67 1, 6tt 74, E.EL.=284.08' 1-.- --I. 0 0 ST TEM SERE D ../ TEGNSER D MAIN FLOOR=282.70' REVIEWED FOR P COMPLIANCE APPROVED MAY 10 2.016 • Ct'o'itt 3utoi 9II I � tON E.EL.=284.29' P.EL.=282.00' EAST E LEVATI O I\ P.EL=282.00 RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER -Pft:Sj con •tV TITLE PROPOSED FOR SIDHU HOMES INC, 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD 16-7084 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 D5 18 18 18 MAIN FLOOR DIRT LEVEL SLOPING AWAY OTES P.Ei.=280.00' .- --- --- r`~ ELEVATION CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS EXTE.IO� ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS. THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4 -INCH DIAMETER PIPES, ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE WOOD IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BEI IER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT. THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC -SILICONE BLEND PAINTABLE CAULK. '12 P. EL, =282.00' TOP OF PLATE MUNTIN BARS 7-3 TOP FLOOR STUCCO SIDING 4" TRIM ON ALL WINDOWS AND DOORS E.EL.=284.08' 0) MAIN FLOOR=282.70' DIRT LEVEL SLOPING AWAY 3L U‘. 117, 2-3 12 - - ( 7,67 1, 6tt 74, E.EL.=284.08' 1-.- --I. 0 0 ST TEM SERE D ../ TEGNSER D MAIN FLOOR=282.70' REVIEWED FOR P COMPLIANCE APPROVED MAY 10 2.016 • Ct'o'itt 3utoi 9II I � tON E.EL.=284.29' P.EL.=282.00' EAST E LEVATI O I\ P.EL=282.00 RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER -Pft:Sj con •tV TITLE PROPOSED FOR SIDHU HOMES INC, 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD 16-7084 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 D5 12 E.EL.=284.29'~ P. EL. =282.00 6 TEM S.G./ 'FRED HARDI—PLANK SIDING WITH CORNER TRIMS MAIN FLOOR=282.70' SOUT ELEVATION P.EL.=280.00' E.EL.=278.17' 12 12 RRVIEWED FOR E COMPLIANCE APPROVED MAY 1 .City of Tukwila BUILDING DIVISION T 16 S.C./ NP£RED Y 2'50 0” TRIM BOARD 10' HIGH DOOR 10' HIGH DOOR MAIN FLOOR=282.70' • 4 P. EL. =280.00' E. EL. =278.17' P.EL.=280.00' E. EL.=278.29' WEST ELEVATION 1 c c TITLE PROPOSED FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7084 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER �6 J \ 5'-6" 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'X5' 2 15 4 JELD-WEN WINDOWS VINYL 3'X6' 20 18 5 JELD-WEN WINDOWS VINYL 4'X4' 1 16 6 JELD-WEN WINDOWS VINYL 5'X4' 1 20 7 JELD-WEN WINDOWS VINYL 6'X5' 6 30 8 JELD-WEN WINDOWS VINYL 6'X6' 1 36 147 CONC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* GUTTERS J lV N) i L i L TY.D. STAI SCALE: 1 /4"- 1 DLA 12 J6 HEADERS, (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 ® 12"O.C. TYP. EXT. WALL CONSTRUCTION; HARDI—PLANK SIDING BUILDING WRAP 7%6" OSB SHEATHING 2"X6" STUDS ©16" O.C. R21 BATT INSULATION Y2" GYPSUM BOARD FINISH TO CODE —FRAMING —INSULATION —VAPOUR BARRIER —DRYWALL FINISHED GRADE TYP. FLOOR CONSTRUCTION: 3/4" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING OR AS PER FLOOR DESIGN BY OTHERS R-30 INSULATION 3'-0" WIDE MIN. CRAWL SPACE ACCESS Note: Section notes by P. Eng. shall have precedence over designer's notes. —6 MIL BLACK VAPOR BARRIER SECTION SCALE: 1/4"-1' 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION Y2" DRYWALL 2"x6" BOTTOM TREATED VX 5/8" ANCHOR BOLTS 7" EMBEDMENT @ 48" SPACING Xj\\jam/\\j����\�j\�j\�j\��\� #(4) Q 48" O.C. FOR CONSTRUCTION JOINT ,I �-•; (1) #4 CONTINUOUS REBAR FOUNDATION 8"1 -HICK CONC. WALL DRAIN TILE 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 - 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 SKYLIGHTS PER 2012 IBC 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 (0185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS REVIEWED FOR CODE COMP!G4CE t APPROVED MAY > ROA City of Thhr wf f BUILDINe PIVI004 ft RECEIVED CITY OF TUKWILA APR 0 4 2016 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1 /4"-1' DATE: JAN.26.16 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD16-7084 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 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 8310.1 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 ram) 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 R310.3. 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 of 200 square feet (18.58 m"). R310.1.1 Minimum opening area. All emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet (0.530 rri2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0..465 m2). 8310.1.2 Minimum opening height. The rn 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). R310,1.4 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 listed and labeled in accordance with UL 217 and installed in accordance with the provisions of this code and the household fire warning equipment -provisions ofNITA 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 shail_provide the same level of smoke detection andalarm 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 irnmediate vicinity -§f the bedrooms. 3. On each additional story ofthe dwelling,: including:basementjand 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;:Ievels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level'pi•ovided that the lower level isless 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 irt=such'amanner that the actuation of onealarm will activate all ofthe alarms.. in the. individualuriit. Physical rriterconnection of smoke alarms shall not be required where listed wireless. alarms are= istalled'and all alarms sound upon activation of one alarm. R315.1 Carbon monoxide alarms. For new construction, an approved carbon monoxide alarm shall be itstalledbutside of each separate sleeping area in the immediate vicinity ofthe bedrooms in sdwellingunits wititin 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 :i:ri::.h:azardous°l:ocations_ucli=asthose indicated as defined in Section 8308.4, shall pass"the. test requirements ofSection 8308.3 1. Exceptions: 1. Louvered windows and jalousies shall comply with Section 8308.2, 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. 8610.: 8308.3.1 Impact test. lazrn sha l be test :: l the Where required by other sections of h__..code, g b CPSC 16 CFR 1201. Glazing shall • comply with the testcriteria otherwiseindicated in Table R308.3.1(:1).:_ .. in ccor a a. ce with d o or Category II unless Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs andshowers shall be permitted to be tested in accordance with ANSI 297.1, 8302.1.1 Fire blocking. 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 story 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 run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 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 r/2 -inch gypsum board or equivalent applied to the garage side Not less than 5/g -inch Type X gypsum board or equivalent Structure(s) supporting floor/ceiling assemblies used for separation requiredby this section Not less than V2 -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 gypsurn.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 grade 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. 8312.1.2 H eight. Requited guards at open -sided walking stufaces,.;including stairs, porches, balconies or landings, shali be not less. than. 36. inches (914.mm) _h.i.ghtmeasured vertically above the adjacent walking surface adjacent seating or the line connecting the leading edges of the treads.. Exceptions: 1.:Guar'ds:on the"peri sides ofstairs shall have a height not less than 34. inches (864 nim) 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 -o;: stairs,.the top of the gucrr•cl shall not.be less than 34 inches (864 mm) and not more than 38 inches(965 mm) measured. vertically from a line connecting the leading edges ofthe treads. 8312.1.3 Opening limitations. Required guards shall not have openings from the walking surface to the:required grand ltei.gllt which al low passage ofa sphere 4 inches -(102 nun) in diameter. -"Exceptions: - 1.The triangular openings at the open side of stair, fanned by the riser•,.tre,ad and bottom rail:of a guard, shall not allow passage ofa sphere 6 inches (153 mm) in -diameter. 2: Guards on the.open side ofstairs shall not have openings which allow..passage oI'a ...sphere 4/s inches (11 1 mm) in diameter. R313.3. -Address numbers. Buildingsshall have approved address numbers, building numbers or approved building identification _pla:ced.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 in h (12:7:rrrm)::.Where access is by means of a private road and the building address cannot beviewed from the public=way, a monument, pole or-othersign or -means shall be used to identifythestructure. SECTION 8317 PROTECTION OF WOOD ANI) WOOD BASED PRODUCTS AGAINST DECAY =8317;1.; Location:. req u fired. Protection ofwood=and:wood based products from decay shall be provided in the following locatioi s`by;the:usc'of naturally durable wood or wood that is preservative -treated in accordance with AWU :;for: t PA he.. species product, preservative and end use. Preservatives shall be listed in Section:4:or . 1` c od:`i fists =ofthe:b•ott.oiri:of a wood structural, floor when closer that :.1.8 inches (457 min); oi'.wood gir'dei s :v, hen el oser than 12 i riches (305 mm) to the exposed ground in ` crawl:spaees or unexcavated.area located within the periphery of the building foundation, 2.1Alt:•wood frarfiii g:membei`s that rest on concrete or masonry exterior foundation walls orad :ar=c Iess:thai> 8 inches (203 min) 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'/, inch (12.7 rpm) on tops, sides and ends. 5. Wood siding, sheathing and wall framing on the exterior ofa building having a clearance of less than 6 inches (1.52 Hutt) from the ground or less than 2 inches (51 nun) measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather. 6. Wood structural members 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 orframing members. SECTION R301 DESIGN CRITERIA ; R301.1 Application. Buildings and structures, and all parts thereof, shall be constructed to safely support all loads, including dead loads, live loads, roof loads, flood loads, snow loads, wind loads and seismic loads as prescribed by this code. The construction of buildings and structures in accorda nce 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 shall 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. Walls, projections, openings or penetrations in walls perpendicular to the line used to determine the fire .separation distance. 2. Walls of dwellings and accessory structures located on the same 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 mm). 8311.7 Stairways. 8311.7.1 Width. Stairways shall not be less than 36 inches (914 min) in clear width at all points above the permitted handrail height and be -low the required headroom height. Handrails shall not project more than: 4.5 inches (I 14 um) on either side of th.e stairway and the n-di:W um clear- width of the handrails are provided on both sides. Exception: The width of spiral stairways shall be in accordance with Section 831.1.7.10.1. 8311.7.2 Id ead room. 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 si de - hinged, and shall provide aminim WTI 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 minimum clear height of the door opening shall not be less than 78 incites (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 dwelling 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 nr inimum dimension of 36 inches (914 m m) measured in the direction of travel, Exterior landings shall be permitted to have a slope not to exceed 1/4 unit vertical in 12 units horizontal (2 -percent). Exception: Exterior balconies less than 60 square feet (5.6 m2) and only accessible from a door are permitted to have a landing less than 36 inches (914 mm) measured in the direction of travel. 8311.3.1 Floor elevations at the required egress doors. Landings or finished floors at -the required egress door shall not be more than 1'/2 inches (38 nim) lower than the top -of the threshold. SECTION R403 FOOTINGS 8403.1 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 accordingto Section R301 and to transmit the iesul-ting 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 shall be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332. TABLE 8403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)" LOAD-BEARING VALUE OF SOIL (psi') 1,500 2,000 13,000 = 4,000 Con ventional light -frame construction 1 - story 12 12 12 12 R1 VItWED FOR tg,cgMPLIANCE APPROVED MAY 10 2016 Cit fTut►ita **L tt G DIVISION RECEIVED CITYOF TUKWILA APR 04 2016 PERMIT CENTER hilion esigns Ltd. b .(*_._._, TITLE PROPOSED -FOR SiDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. DWN: H.B. • SCALE: 1/8"-1' DATE: JAN.26.16 CHKD: PHONE: -: DRAWING NO. DD16-7084 ____,) Th.<1 Bruce MacVeigh, P.E. TU <WI LA, WA. P 8 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 1 -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 fora safetyfactorof 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 coveredwithan 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 membranOhallcover 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 slip larger than the tile jointopening 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'. feet (915 mm) of - each corner of the building. Ventilation openings shall be covered for. their height and widthwith any of the following materials provided that the least dimension of the covering.shall not exceed 3/4 inch..6,4..;._ mm): R408.4 Access. Access shall be provided to all under -floor spaces. Access_o e...:nin s throu h 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). Whenan Y..portio n of:the: throug hall`a ccess=is below • w not less than 16 inches by24 inches 407 mm. by610 mrrt sha:ll'b:e':: rovided: The:` grade, an areaway e ):::.:..:;:_.. :.:..; 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 resi,dence..See section M1305.1.4 for access requirements where mechanical equipment is:locatedd underfloors. R408,5 Removal of debris. The under -floor grade shall be cleaned of all vegetation and=organic material. All wood forms used for placing concrete shall be removed before abuilding is.occupied or used for any purpose:: All construction materials shall be removed before a building is occupied or used for any purpose 8408.6 Finished grade. The finished grade of under -floor surface may belocated atthe bottom of the footi:ngs_;::however, -.where there is evidence that the groundwater table can rise to within 6 inches (152 mm) ofthe ftnashed floor at the building perimeter or where there is evidence -that the surface water does. not readily dra in from the e in the under -floor space shall be as li h asthe outsides.finished:=rade unlessan building site, the grad _.. ggrade, j approved drainage system is provided. R502.6 Bearing. The ends of each joist, beam or girder shall have not less than metal and not less than 3 inches (76 m m) on: masorryor coicr by 4 -inch (25.4 mm by 102 mm) ribbon strip and -nailed to t joist hangers. The bearing on masonry orconcrete';sha.11 mm) nominal thickness shall be provided u:l:dert;h'e joist, minimum nominal bearing a rea of 48 square inches (308 8502..8 Cutting, drilling and notchi Structural floor members shall not be' c in this section. See Figure R502.8. .inches 38 nim° eexceptwhere-su jacent stud or r a sill plate irder. T hes:'i. uare�ri� m) . •Df6 MAX.. FOR MEMiRS LES$ THAN 4 N.'NOMIP AL '-- .-=- FLOOR JOIST --CENTER CUTS DIMENSION -.1 13 MAX. - FLOOR JOIST—END CUTS 21N. MIt. FIOMToP AND BOTTOM OFJOIST 85©7.1:Decks.. , here- supported by attachmentto.an exterioiwall, decks shall be positively anchored to the primary structure anti designed for both vertical and Lateral loads. Such attachment shall not be accomplished by the<use:of toenails orrails:"subject to withdrawal,Where positive connection to the primary building '.tructurecannot be verified during inspection, dec sshall be self-supporting. For decks with cantilevered framing members, connections to exterior wails or other framing members, shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. PIPE. OR CONDUIT D. (ACTUAL DEPTH) d. The Minimum distance from bottoin row of lata screws or -bolls to the top edge ofthe ledger shall be in accordance with Figure R5072.1(1). 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 of water to the building structural framing components, Self -adhered membranes used as flashing shall. comply with AA.MA 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion -resistant flashings shalt 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 am 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 harrier 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 access opening to attic areas that exceed 30 squa re feet (2,8 m2) and have a vertical height of 30 inches (762 mm) or greater. The vertical height shall be measured from the top of the ceiling framing members to the underside ofthe roofframing members. The rough -framed opening shall not be less than 22 inches by30 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 inches wide 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 ceiling framing members. See Section M 1305.1.3 for access requirements where mechanical equipment is located in attics. 81001.11 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 be filled, except to provide tire blocking in accordance with Section 81001.12. 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 instruetions-arepgrmitted to have combustible material in -contact with their exterior surfaces, 2: When masonry fireplaces are part of masonry or concrete walls, coinbustible materials shall not be in contact with the masonry or concrete walls less than 12 inches (306 nim) from the inside surface of the nearest firebox lining. 3. Exposed combustible trier 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 81001.11, provided such combustible trim or sheathing is a minimum of 12 inches (305 mm) from the inside surface of the nearest firebox. lining. 4. Exposed combustible mantels or trim maybe placed directly on the masonry fireplace lace 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 -mote than I/8 inch (3 mm) for each 1 -inch (25 mm) -distance from such an opening. TITLE PROPOSED -FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, ILA, WA. SCALE: JAN.26.16 CQMSUSTI-SLE SF1lrA'HINC EDGE ABUTTING MASONRY - 12 l N. MIM FROM F1F IEROX PHONE: DRAWING NO. 'u.. 242' -FRAME WALL For S1: 1 inch ry 25,41 min. FIGURE R507.2.1(1) PI.,ACEit4ENT Or LAG SCREWS AND ROL;Is rsi LEDGERS WOOD MANTEL For SI: 1 inch = 25.4 mm. P260L2 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. 2.111 CLEARANCE 018 SPAE TO COMBtiSTif34e-FRAMiNG DD16-7084 .4<i\ REVIEWED FOR ODE,CgMPLIANCE APPROVED ' MAY 19 2016 :note: -RECEIVED ;CITY OF TUKWILA APR 042016, PERMIT CENTER Prescriptive Energy Code Compliance for: Ali'CtimateZOnes in Washington NEW RESIDENCE Contact information /11531 ': >.,;..46th.:Lane `S. tuicwila, WA' 98168 - Exception: Bathtubs, showers, lavatories, clothes washers and 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 a nd urinals or for subsurface landscape irrigation. General Mechanical System Requirements Combustion Air; M1701.1 Scope. Solid -fuel -burning appliances shalt be provided with combustion air in accordance with the appliance manufacturer's installation instructions. OH -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 Chapter 24. M1601.5.3 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. IV11601.5.4 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 mm by 610 mm). M1601.5.5 Furnace controls. The furnace shall be equipped with an automatic control that will start the air -circulating fan when the air in the furnace bonnet reaches a temperature not higher than 150°F (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 to or return air from a garage. MI305.1 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 least 30 inches deep and 30 inches wide (762 mm by 762 mm) shall be provided in front of the control side to service an appliance. Installation of room heaters shall be permitted with at least an 18 - inch (457 mm) working space. A platform shall not be required for room heaters. MI305.1.1 Furnaces and air handlers. Furnaces and air handlers within compartments or alcoves shall have a minimum 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 chamber side. Combustion air openings at the rear or side of the compartment shall comply with the requirements of Chanter 17. Exception: This section shall not apply to replacement appliances installed in existing compartments and alcoves where the working space clearances are in accordance with the equipment or appliance manufacturer's installation instructions M1601.3 Duet insulation materials. Duct insulation materials shall conform to the following requirements: 1. Duct coverings and linings, including adhesives where used, shall have a flame spread index not higher than 25, and a smoke -developed index not over 50 when tested in accordance with ASTM E 84 orUL 723, using the specimen preparation and mounting procedures of ASTM E 2231. Exception: Spray application of polyurethane foam to the exterior of ducts in 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 requirements of Sections R316.5.3 and R316.5.4. 3. The foam plastic complies with the requirements of Section R316. 2. Duct coverings and linings shall not flame, glow, smolder or smoke when tested in accordance with ASTM C 411 at the temperature to which they are exposed in service. The test temperature shall not fall below 250°F (121°C). Coverings and linings shall be listed and labeled. 3. External duct insulation and factory -insulated flexible ducts shall be legibly printed or identified at intervals not longer than 36 inches (914.mm) with the name of the manufacturer, the thermal resistance R -value at the specified installed thickness and the flame spread and smoke -developed indexes of the composite materials. Spray polyurethane foam manufacturers shall provide the same product information and properties, at the nominal installed thickness, to the customer in writing at the time of foam application. All duct insulation product R -values shall be based on insulation only, excluding air films, vapor retarders or other duct components, and shall be based on tested C -values at 75°F (24°C) mean temperature at the installed thickness, in accordance with recognized industry procedures. The installed thickness of duct insulation used to determine its R -value shallbe determined as follows: 3.1. For duct board, duct liner and factory -made rigid ducts not normally subjected to compression, the nominal insulation thickness shall be used. 3.2. For ductwrap, the installed thickness shall be assumed to be 75 percent (25 -percent compression) of nominal thickness. 3.3. For factory -made flexible air ducts. The installed thickness shall be determined by dividing the difference between the actual outside diameter and nominal inside diameter by two. 3.4. For spray polyurethane foam, the aged R -value per inch measured in accordance with recognized industry standards shall be provided to the customer in writing at the time of foam application. In addition, the total R -value for the nominal application thickness shall be provided. This project will use. the.requiremeriis of.the Prescriptive Path'betow and incorporate the the minimum values:listed: In.add€tion,.based'onTesiz_s ofthe structure, the appropriate number of additional credits are checked as chosen by thepermit applicant. Authorized Representative Date j afs krin . ,> Efficient Building Envelope la R Value$ U -Factor Fenestration U -Factor» , n/a 1c 0.30 Skylight i1 -Factor -, n/a • 0.50 Glazed FenestrationSHGC" n/a n/a Ceiling • 49' 0.02E Wood Frame Watls,'`,l . 21 int_ 0:056 Mass Wall R -Value' 21/21h 0.056. Floor _ ,• 20 0.020 2.0 3d Below Grade Walic•k 10/15/21 int +•TB 0.042 Slabd R Value &•Depth - 10, 2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. EXPIRES: 4/241 f 1 1 '47-g 7-6 38 0, 0Z4. Each dwelling unit in .one -atilt fwo-fatimily dwellings and townhou'set3, as defined'in-Section 101.2 of the International Residential -Code -shall comply with sufcient.options from Table -11406.2 so as to achieve the following minimum nurriber of.credits: • • • . 01. Small Dwelling Unit:' 0.5 points• • Dwelling unitsless than 1500 square feet in conditioned floor area with te.ss than 300 square feet of fenestration . area, Additions to.exijing.b U ing that are less than •750 -square feet of heated floor area. [ i Medium Dwelling-t#ni All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 3..Large Dwelling Unit: 2.5 points • Dwelling units exceeding 5000 square feet of conditioned fader area. . 04. Dwelling unit other than;one and two-family dwellings and townhouses: Exempt • As defined in Section 101.2 of the International Residential -Code Table R406.2 Summary on Cre Total Credits . *Please refer to Table 8406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/Table 406 -2 Energy Credits 2012 WSEC.pcif ENERGY CREDITS (DEBITS) 0.0 0.00 OPTION Efficient Building Envelope la . �t lb Efficient Building Envelope lb 1.0 1c EfficientBuildingEnvelope 1c 2.0 2a ' Air Leakage Control.and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b - 1.0 2c Air Leakage Control andEfficientVentilation 2c 1. High Efficiency HVAC 3a �.5 b High Efficiency HVAC 3b _ 10 3c • High EfficiencyHVAC 3c •• 2.0 3d High EfficiencyHVAC-3d 1.0 4 High Efficiency`HVAC.Distribufion System . 1.0 (5a Efficient .Water Heating '0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits . *Please refer to Table 8406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/Table 406 -2 Energy Credits 2012 WSEC.pcif ENERGY CREDITS (DEBITS) 0.0 0.00 OPTION DESCRIPTION C ti(S) - la EFFICIENT BUILDING ENVELOPE la: 0.5 ) Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U .= 0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-111 perimeter and ander entire slab or Compliane,e_based on Section:R402.1.4: Reduce the Mimi lIAby:5%_ 3a • HIGH EFFICIENCY HVAC EQUIPi11ENI' 3a: Gas;.propane or oit;ferecl furnace with minimum AFUE' To qualify to clait tins credit, thebuilding-permit drast `' °"`. :11 specify the option being selectied•and-shell specify -the Melting equipment -type andthc:tninimum equipnient:e iciency., . • • EFFICIENT WATERHEATING 5a: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF o' + . OP or Electric -water heater with a minimum EF of 0.93. and for. both cases . . All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.b To qualify to claim this credit, the building permit drawings shall specify the option. being .selected and shall specify the water heater equipment type and. the minimum equipment efficiency and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and .other lavatory faucets. ( 0 4 Ton Coleman 13 SEER R-410 95.50 AFUE 80,000 BTU Mufti-Positio Gas Furnace Split System (Lim! i Availability) Finalt to a Friend Condenser Model # TC3D48S4IS Furnace Model # TG9S08DC16MP1.1 Coil Model # MC48C3XCI. This product may have limited availability. Please call our Customer Service for more information. * LP Conversion Kit C� No, I do not need one. C? Yes; please add one to my order. +$99.00 +Add to Compare Qty:. t * Required Fields Md to Cart Professional Classic Series: Atmospheric Features Specs/Docs warranties Prnandng Revielas Professtonal.Classtc Pius" Atmospheric gas water heaters are engineered for more hot water ata low operating cost Efficrenc • More hot water at a low operating cost Performance • FHA: 54 - 90 9W/ons • Recovery: 303 to 40.4 GFH at a 90° F rise, depending on model guardian System" & Sensor • Exduslve air/fuel shut -oft device • Maintenance free - no filter to dean • Protective control system that disables the heater in the presence of flammable vapor accumulation tow Emissions . • Eco -friendly burner, tow N0x design • Meets 40 ng/J NOx requirements Longer Lite • . Premium grade anoderod provides tong -tasting tank protection Pius... • Easy to light - no matches required • EverKFeere" patented system fights sediment build-up • Enhanced flow brass drain valve • • Temperature and pressure relief valve included • Low Lead compliant -• Standard replacement parts DESCMP Iota PROFESSIONAL CLASSIC ATMOSPHERIC MODELS TYPE '•. GAL CAP. MODEL NUMBER TALL t;NFRGY XNFO ' ENERGY ENEi FACTOR 24 t PROG29-32N RI -1- 0.6 63 3- 29 : PROG29-30P RH63 ; __LO.63 40 PROG40-36N RH62 ,` 0.62 ; -- 40 PROG40-38N RH62 0.62 - PROG40-40N RH62 0.62 PROG40-36P RH62' PROG40-32P RH62 4.62 RH PROG50-40N 62 0.62 PR0G50-36P R3162 0.62 ': 50 PROGSo-3811 RH60 0.60 -- t • 50 PR0G50-36P RH60 - 0.60 30 PROG305-3011 ill -16 0.63 1 - 40 PROG405-40H RH62 0,62 -- 40 - PROG40S=36P R1162 - i 0:62 40 PROG40S 34N.RH62 0.62 ! - SHORT i /64'4 +y N TITLE PROPOSED -FOR SIDHU HOMES INC. 14831 -46th LANE SO. TUKWILA, WA. DWN: SCALE: DATE: CHKD: H.B. , 1/8"-1' JAN.26.16 PHONE: DRAWING NO. SEWED FOR AC e;n* MANCE APP MED MAY 10 2016 City of Tukwil BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 41016 PERMIT CENTER DD16-7084 Bruce MacVeigh, P.E. TUKWILA, WA.