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HomeMy WebLinkAboutPermit D12-024 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE 4615 S 148 ST D12M24 City aiPTTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206- 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0042000130 Address: 4615 S 148 ST TUKW Project Name: SINGH RESIDENCE Permit Number: D12-024 Issue Date: 04/06/2012 Permit Expires On: 10/03/2012 Owner: Name: SINGH GURDIP Address: 4224 S 148TH ST , TUKWILA WA 98168 Contact Person: Name: GARY SINGH Address: 4224 S 148 ST , TUKWILA WA 98168 Email: GARYSINGH2 @COMCAST.NET Contractor: Name: SIDHU HOMES INC Address: 4645 S 148 ST , TUKWILA WA 98168 Contractor License No: SIDHUHI881JF Lender: Name: Address: Phone: 206 - 244 -1900 Phone: 206 - 244 -1900 Expiration Date: 04/06/2014 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 3580 SQ FT SINGLE FAMILY RESIDENCE WITH 400 SO FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE W/ INFILTRATION, UNDERGROUNDING OF POWER, AND DRIVEWAY. WATER DIST. 125 & VALLEY VIEW SEWER Value of Construction: $422,939.20 Type of Fire Protection: Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $10,956.35 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc: IBC- SF7 /10 D12 -024 Printed: 04 -06 -2012 • • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: (41-tllL, Date: `, b- t _ I hereby 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: Date: Print Name: This permit shall become null and void if the work is not commenced within 180 days from 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: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. doc: IBC-SF7/10 012 -024 Printed 04 -06 -2012 9: All construction noise to be in complian th Chapter 8.22 of the City of Tukwila Muni 1 Code. A copy can be obtained at City Hall in the office of the Cit rk. 10: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 11: 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. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 16: 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. 17: ** *PLUMBING AND GAS PIPING * ** 18: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 19: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 20: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 21: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 22: 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. 23: 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. 24: 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. 25: 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. 26: 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. 27: 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. 28: 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. 29: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 30: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings 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 and Conservation Standards in doc: IBC- SF7 /10 D12 -024 Printed: 04 -06 -2012 accordance with RCW 19.27.170 and the 200 ' N orm Plumbing Code Section 402 of Was h• State Amendments. DIO 31: ** *PUBLIC WORKS DEPARTMENT CON S * ** 32: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 33: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 35: Any material spilled onto any street shall be cleaned up immediately. 36: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 37: 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. 38: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cublic 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. 39: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV 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. 40: 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. 41: 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. 42: Driveway and storm drainage within the private road shall comply with approved Public Works permit no. PW06 -044. 43: THERE IS NO WORK EXPECTED WITHIN THE PUBLIC RIGHT -OF -WAY AND THEREFORE PUBLIC WORKS DOES NOT REQUIRE (1) ROW HOLD HARMLESS AGREEMENT (2) INSURANCE FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY (3) BOND FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. DURING CONSTRUCTION IF PUBLIC RIGHT -OF -WAY WORK IS NEEDED, THEN OWNER/APPLICANT SHALL PROVIDE ITEMS 1 THRU 3 ABOVE, PRIOR TO STARTING THE WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 44: ** *FIRE DEPARTMENT CONDITIONS * ** 45: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 46: 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. 2050). 47: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 48: Maximum grade for all projects is 15 %. 49: 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) 50: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 51: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: IBC- SF7 /10 D12 -024 Printed: 04 -06 -2012 52: These plans were reviewed by Inspect 1. If you have any questions, please call Tui Fire Prevention Bureau at (206)575 -4407. doc: IBC- SF7/10 D12 -024 Printed: 04 -06 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 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 ** PROPERTY INFORMATION — Site Address: 4615 S.148TH STREET TUKWILA 98168 Property Owners Name: GURDIP SINGH Mailing Address: 4224 S. 148TH ST. King Co Assessor's Tax No.. 0042000130 TUKWILA City WA State 98168 Zip CONTACT PERSON — who do we contact when the permit is ready to be issued. Name: GARY SINGH Day Telephone: (206) 244 -1900 Mailing Address: City State Fax Number: (206) 433 -8788 E -Mail Address: GARYSINGH2 @COMCAST.NET Zip GENERAL CONTRACTOR INFORMATION — Company Name: SANDS CONSTRUCTION Mailing Address: MAPLE VALLEY WA Contact Person: MANNY E -Mail Address: Contractor Registration Number: City State Day Telephone: (206) 244 -1900 Fax Number: Expiration Date: Zip PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 200,950.00_ Scope of work (please provide detailed information): NEW CONSTRUCTION OF SFR DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Rascment _ l st floor 1,790 2' floor 1,796 Garage O'j carport • 400 Deck -- covered • uncovered I■ Total square footage 3,986 Sprinklered building? ❑ yes ❑ no Fire suppression system proposed /required? ❑ yes ❑ no If 'An+hcanons Ennui- 1pphcanons On Inc 2010 .Applicalions,7 -2010 = i'rlinrt 11ydicannn = SFR Conbinauon doe Res6cd 7 -201n hh Page 1 of PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): NEW CONSTRUCTION OF SFR CALL BEFORE YOU DIG: 1-800-424-5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT ❑ ...Tukwila m... Water District #125 ❑ ...Water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline m ...Valley View ❑ .. Renton ❑ 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): m ...Civil Plans (Maximum Paper Size —22" X 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -of -Way Use - Nonprofit For Less Than 72 Hours ❑ ...Right -of -Way Use - No Disturbance ❑ ...Construction /Excavation/Fill - Right -of -Way ❑ Non Right -of -Way ❑ ...Total Cut ❑...Total Fill 50 Cubic Yards 50 Cubic Yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - ❑...Traffic Impact Analysis O ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right -Of -Way Use - Profit for Tess than 72 hours ❑ .. Right-Of-Way Use - Potential disturbance ❑ .. Work In Flood Zone .. • Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Fire Protection Irrigation Domestic Water ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation .. ▪ utility Undcrgrounding ❑ ...Permanent Water Meter Size " WO # ❑ ...Temporary Water Meter Size " WO # ❑ ...Water Only Meter Size " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H W pphcauonstForms.Apphcauons On Linet2010 Apphcat onsl7 2010 - Permit Apphcauon - SFR Combmanon.doc Res tsed 7 -2010 bh Page 2 of 3 EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 4,500.00 1 1 furnace <100k btu thermostat emergency generator appliance vent wood /gas stove fuel type: ❑ electric ❑ gas ventilation fan connected to single duct water heater (electric) 1 other mechanical equipment PLUMBING: Value of plumbing /gas piping work $ 5,000.00 4 1 4 bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) 4 sink 1 water heater (gas) lawn sprinkler system 1 1 3 clothes washer shower water closet gas piping outlets PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT 1 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 AUT ORIZED AGENT: Signature: Print Name: GURDIP SINGH Mailing Address: 4224 S. 148TH STREET Date: 08/30/2011 Day Telephone: (206) 244 -1900 TUKWILA City WA 98168 State Zip IDate Application Accepted: ,;.2.70 (0 Date Application Expires: Of/ O''� //) Staff Initials: li G✓ 1 a H \Apphcat ons \Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application - SFR Combination doe Re%ised 7 -2010 bh Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME St hid 45, J e t• f.„ PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road /Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 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 RENEW FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards $250 (1) a Soap Rot) - S�U`" cP_Cfaved R0 jo 0J $ (4) Use the following table to estimate the grading plan review and permit 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 1S' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1s1 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 and Permit Fees $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (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 01.01.11 1 • 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) $ (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 113 to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 -1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 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. Approved 09.25.02 Last Revised 01.01.11 2 (7) (8) { BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. D. E. Water Meter — Permanent* Water Meter — Water only* Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E \2S $ (9) 10. 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 $ /O / 3 . ES I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) 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 Me Size (inches) Inst tion Cascade Water • ance RC . ' 01.01.20 - 12.31.2011 Total Fee 0.75 $600 N., $6005 $6605 1 $1100 'N $15,012.50 $16,112.50 1.5 $2400 $30,025 $32,425 2 $2800 48,040 $50,840 3 $4400 $9 , 80 $100,480 4 $7800 $150,1 $157,925 6 $1250# $300,250 $312,750 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0042000130 Address: 4615 S 148 ST TURIN Suite No: Applicant: SINGH RESIDENCE RECEIPT Permit Number: D12-024 Status: APPROVED Applied Date: 02/06/2012 Issue Date: Receipt No.: R12 -01263 Initials: User ID: Payee: WER 1655 Payment Amount: $8,017.53 Payment Date: 04/06/2012 04:16 PM Balance: $0.00 SIDHU HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 3016 8,017.53 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLAN CHECK - NONRES PLAN CHECK - RES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 4,136.65 90830402.5000.5304.XXXXX 922.00 000.322.102.00.00 189.00 90330109.5000.5301 XXXXX 1,426.00 000.345.830 - 2,688.82 000.345.830 2,688.82 000.322.103 00.00 252.00 000.342.400 23.50 000.342.400 25.00 000.345.830 25.00 640.237.114 4.50 104.367.120 1,013.88 Total: $8,017.53 doc: Receiot -06 Printed: 04 -06 -2012 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.eov Parcel No.: 0042000130 Address: 4615 S 148 ST TUKW Suite No: Applicant: GURDIP SINGH RESIDENCE RECEIPT Permit Number: D12-024 Status: PENDING Applied Date: 02/06/2012 Issue Date: Receipt No.: R12 -00532 Initials: User ID: LAW 1632 Payment Amount: $2,938.82 Payment Date: 02/06/2012 04:20 PM Balance: $4,632.15 Payee: SIDHU HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2998 2,938.82 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 PW BASE APPLICATION FEE 000.322.100 Total: $2,938.82 2,688.82 250.00 doc: Receiot -06 Printed: 02 -06 -2012 (3- 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) 431 -2451 D12- 021 Project; , ,_r, • t4 1 r j Type a�tnspe N or j . ! '/1 v T Addres : �. et- A91 .S.-- i4yrlf1 Date Called: f44:�... (' / (hI!7Z Special Instructions: Date Wanted r�- ,� Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f44:�... (' / (hI!7Z f,�CQ r d .. -Th Inspg'ttor: t + n Date: 1 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 INSPECTION N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 )(z. _ }zi Pr t ' • r . ' '.J : A Type of Insp r kec ion: i ,,):1(3 :1 Addr ,, A - Pi\ . h Date Called: . Special Instructions: • -/ (,'1 J c) i t Date Wanted ::. _-. ..%:.m. Requester: r -- Phone No: 44 — + 561 ElApproved per applicable codes. orrections required prior to approval. • COMMENTS: 4 p(. I' ' '' ' C A - Pi\ ...y l'?..)( A k ? - I ] _I ST ,N 'I1 tii 1, 1 (,'1 J c) i t t i -, .\ c�, I. i' , Z -T�.. ,�'�'A f i (1A ( C A CAF -, E au: 1o: \(,, f-i .AL -__- r -- NAj.5 i L \.ie E. t t^ r , t 1f, .J% t - `0 R ; _ . ) r; ,f -cL-. i A Inspector: 4- it 11 b Date: ri 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 l "2 _024 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Projec . �1 F ,R-43'11--A ( Tye of Inspection: - ... e-. _ T. ..Sj l /( e <_�l l Addles l48'" -'5' E ,C J/`ti) e.,, f.„ 6�1 c Special Instructions: Date Wanted :. .-- ATM.-. — /3 P.m. / Requester: PhoVy :‘ .� 244 ,,. / (9 co Approved per applicable codes. C erections required prior to approval. S COMMENTS: J ( R kr ) i` ii o (e 1. k rj % r ? Z i �_ l .' . z , t :t Date: C REINSPECTION FEE REQUIRED:Vrior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTISN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Iz, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 1 ,L,7 , Type of Inspection: 6507 L� 1 f, 1:73/7 Address _ re/. / j_. �, Date Called: Special Instructions: Date Wanted:.., r 1'"' 2-7- I ? a.m. Pte;. Requester: Phone No: 101 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: c? _ 2 1 n REINSPECTION FEE QUIRED. 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'ECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Q (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project. Address: Special Instructions: Type of�I spectionn V∎I,'� Date Called: Date Wantet 3 • a.m. p.m. Requester: Phone No: Corrections required prior to approval. COMMENTS: Inspect ,Date 7 — 3 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 INSP'CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project i Typg..of Inspection: 1 Address: (S(5. ` � i St _ Date,La fed (TES H. Special Instructions: (.. =_>`I ; ir . Jtf. Date Wanted:. _ ■ a.m. Requester: Phone No: 1 G' /)o �.r)Ir, -244 - 1 jf�f Approved per applicable codes. Corrections required prior to approval. COMMENTS: ft } IAA l L t ce f ` {.2PV J( ill `r . -\k Ofi;n�-;� MAi ,�. cs K— c,e l 4 n v b k_ ? , Inspec: CAL A n REINSPECTION FEE REQUIRE. 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -360 Permit Inspection Request Line (206) 431 -2451 Project: It . 1464 R.st .e-A Type of Inspection: J c`` ` TICASu 1 Q/ Address: -4 Co I s 7a 1 .1,q• sr- Date Called: Special Instructions: / Date Want _-e rrr� (� —i p.m. Requester: Phone No: 'I Co--2_0 4 - (c coo Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Dat 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 73 (_ n I 1- 0141 INSPECTION NO. PERMIT NO.c.:� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: S. /N 0 4 I-PS' Ae_ACti��i1S Type of Inspection: -C p( &cc Addre : _ rt- Date Called: Special Instructions: Date Wantei. _' t r .m m p. Requester: Phone No: '2)(L' 44 --floc) Approved per applicable codes. D Corrections required prior to approval. COMMENTS: A e =- ck A, -P f InspQctor: � of Date;. (cf f 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 rc_ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �' Project: t 7), 111-(c- i.e?.k^ Li, Type of Inspection: OAMIf.J r 140 OR.. Address: t1 -4 (1 S 148/ ..sT Date Called: _f- . Special Instructions: / Date Wanted: (f< ( �_ am , Pi.m. Requester: Phone No: 7.-0(D -IAA ti 00 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insdector: /r` p Date: 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) 431 -2451 Project; es +iAC Type �JAu. p n: .3LfA•& Address: _ (0 15 ti I41 r`ST Date Called: Special Instructions: / • / Date Wanted: . i - ( "( L '1 P.m. Requester: Phone No: 2.-9(0, 7244 — i i°d Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspe or: Date: -� V 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 INSPtTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Pro t: . 't fl' Ike a. li+~' 4. Ci, Type of Inspection:• ( /\ ^t. Addr ss: Date Called: Special Instructions: / Date Wanted f ( —(� �a.m, p.m. Requester: Pllin etz:"9N Approved per applicable codes. orrections required prior to approval. COMMENTS: Inspect Date • _ i ( n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION 0. INSPECTION RECORD Retain a copy with permit PERMIT NO. ..y c..., (206) 431 -367 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project; Type of Inspection: . ,t i . A ` Address: '+ Date Called: (ju. Special Instructions: ck : Date Wanted• r tea. n.. ir'- (t_ p.m. Requester: Phone No: :2 4'f t — 16.1' Q(.) 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: (ju. .-c-)r r P (7-. 1 it -S sP 1 Alf ck : ii .D J'' i (0-m_ /L. iii i 7/, --Li:AS-LWk AC-kir-ei-A- -f31/1,./i runs ,Sp r kT dAS I ktO Inspector: • ri 1-1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. k. Date: 7_(4 ��.. 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) 431 -2451 Project: C)7 i 4..11.. -.t-! i4. �--) Type of Inspection: t.6� j N - ire i 4 iii f'C' %1 Addrers: Lit. 15 1 Li �) ' •.- Date Called: Special Instructions: Date Wanted:. -7- ICU- -17 a.m. Requester: r AR`T Phone No: 2c-t, - 2 '11/4-1.- i 5 o O i lApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: .— 10 -17 PECTION FEE REQUtED. Por to next inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D,2 -o2Jl PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit inspection Request Line (206) 431 -2451 Project: Type of Inspection: R1nir�14 -1 �'ic, w ...,,r,1 . Ai ��ddress: Date Called: Spe al Instructions: Date Wanted:. -10—°17 p.m. Requester: 6 A if f Phone No: roved per applicable codes. I- Corrections required prior to approval. COMMENTS: SPECTION FEE EQUIRE. Prior to next inspection, fee must be at 6300 Southcen er Blvd Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit `A INSPECTION NO. PERMIT NO. 1/1/ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 12 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ID r? -6 ?g Proje * c Type of s ti9 u . r-I G,c.., ,/. r e) y' .'v r tJ4 II Address: -i2 Date Called: fAr*4- 4(pn' Jc4J 1.11 t 0d✓ -_ Special Instructions: _�� ' --r^'"���� - • Af p rO �`t°O ay. 4 S"C Date Wanted:.. > - 1.5- t p.m. Requester: Phone N ( " 24 1 - f QV LJApproved per applicable codes. Ll Corrections required prior to approval. COMMENTS: arr /G / atyr awt i if >i--b cove* f','.JUT u . r-I G,c.., ,/. r e) y' .'v r tJ4 II r.n /$S 111 .5U c s4e4c 5l fAie..5 r iv: iii ,igsioec; or irkl Pliny fAr*4- 4(pn' Jc4J 1.11 t 0d✓ -_ Af p rO �`t°O ay. 4 S"C Inspecto \ I �• n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: J A I I tt INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R._. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 »2-o24 Project: ,nc� � ,�2�_3:0:.(i' ^� tIAtj Type of Inspection: ,r t €ad!? Address: . 61 5 rib" Si Date Called: Special Instructions: 5 K . ./.,e) J e T — /14 ' Date Wanted:. — .+ a -_ _ S - l : a r p.m. Requester: Phone No: 4 Oki TD / u r 1 i1 <14w/ j TS EJApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: p4r-r: 4-4 A-t faJ4 ( 5 K . ./.,e) J e T — /14 ' .! f .' 5.Y ] ! 1 17:11- 4 Oki TD / u r 1 i1 <14w/ j TS r(A-ci-1- __.____oy Inspect 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) 431 -2451 Project: Type of Inspection: Address: 416C'!-- . /'�',� S i` Special Instructions: Date Called: Date Wanted:. �rry 23 'rL› p.m. Requester: Phone /No: / (DC 24/q- - %C7c.j Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspecto Date:1 _ 2 3 _ 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 _. 2-- 2 INSPECTION NO. PERMIT NO. C CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 le- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: , Type of Inspection: _, Address -4 I,/ (.S 1 L- I-4? ---1-- Date Called: Special Instructions: / / - Date Wante . d: .a,py Requester: Phone No: ?..J (.0-7 !� f - � Approved per applicable codes. Corrections required prior to approval. 1 COMMENTS: Inspecgor: (Date: 4 11 REINSPECTION ON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION N0. INSPECTION RECORD Retain a copy with permit CZ- 074 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project:. , / , Type of Inspection: Address: LC 5i7% __ Date Called: Special Instructions: / % Date Wanted; (� (•� C.�- a.m. 'Requester: Phone No: -7.0(0- 2 - l 0U Approved per applicable codes. El Corrections required prior to approval. COMMENTS: iL 1160 ► AS Ins pec1br: Date -ID n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 14 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) 431 -2451 Project: / Type of I n ecY Address: ' C- Date Called: Special I nstructions: coif c5 r1'1 f''i. • pf;C, I.C.) v'5f'F'C n Date Wanted:. F? ! to /3 m p.m'. Requester: tr v Phone No: 6 4VVV-.r ?oe V . Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5 -- 'fit -iUkd - !yfA of ' Fi G1t�t1.P V . Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pi { kg �i /' } Type of Insp'+ n: '' A dress: ../ Instructions: s Date Called: - ) I Ufi Special w ezr Date Want } 1 I vj J0.z p.m. Requ ti Phone�o:. i)( 3) --c it Approved per applicable codes. Corrections required prior to approval. COMMENTS: LP' I Ufi u,r 14poo diA ;aS It J(..i.(I,.., ezr (fA1 . OK +o bacJ _ ;(1 • ti Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit id- S- /3l P - - 0,31 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: ,.-- • -; i I ∎ C/ / Type of Inspection: kec ' • /44 0/0 i <<. L % {6--'- Address: Suite #: I 4Q M �L Contact Per Co tact e n: Special Instructions: //t/ 1)(0 Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: //t/ 1)(0 -e',U--ei — e-}_ 1 - -31,1) J\)-e0(1 I--i. 4:4'7 7 ( -ee:3-1---- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 1 ` ,,- \ \ ---- Date: i1, G,,h Z Hrs.: �7 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 `EXPIRES: 4/241/._] 1 Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571 -8794 April 8, 2012 City of Tukwila Attn: Building Official /Site Inspector Subject: Soils Inspection, Base Soils for Footings for Proposed New Residence, 4615 S. 148th Street, Tukwila, WA (Sidhu Homes, Inc.) Dear Sir: On this date and at the request of Mr. Gary Singh, the above site was visited to verify the adequacy of bearing soils in the excavated footing trenches. The soils were found to consist of a uniform very hard sandy hardpan, all undisturbed. Based on the observed soils, the design bearing capacity for the foundations of 2,000 PSF is verified and no modification of the footing design is required. Questions relating to this report may be directed to this office. -..�,- g• Bruce S. MacVeigh, P.E. Civil Engineer singh09hs /1136 cc? x'✓(" ,48464 API 1 0 2012 %WIT 1 FILE COPY pry ►E ch) STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION NEW SINGLE FAMILY RESIDENCE Lot #1 of Sidhu Homes, Inc. 9 -Lot Short Plat S. 148st Street Tukwila, WA Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571 -8794 ij2O2y REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21. 2012 City of Tukwila BUILDING DIVISION RECEIVED FEB 0 6 2012 PERMITCENTER BEAM CALCULATIONS BEAM CALCULATIONS DATE: B Aw4 PROJECT: -5/ oi-1 MEMBER LOCATION: -7 #/ T'v 57.5 a d 5i2- K / 7(1-, 5 if F..4,''" /24)49,1-4 SPAN = L = /d s FEET DL = Z7 PSF LL = 40 PSF THEREFORE TL = PSF w = TL x width contrib. area = £e9 PLF 60 x /6'' /z MDES. (UNIF. LOAD) = w x L2/8 FT # _ tec, 7/e FT # Z7Z3 FT# _ -�- IN# MDES. (POINT LOAD) = ((L -' /L x P) x X FT# FT # FT # IN# BEAM OR JOIST TYPE : 7777 GRADE: // 0 Fb = SI BEAM OR JOIST SIZE: // "5 /1-#13V-72 S = b x d2/6 IN3 = THEREFORE: McAP. = S McAP. _ (AABEA BLANKBLANK.DOC) Use- ; 2 / ° IN3 Fb = MCAP. dZ0 IN # GREATER THAN MDES. = Z, 7 73 IN # REQUIRED THEREFORE OKAY /ss BEAM CALCULATIONS DATE: a /v 4 'i/ PROJECT: s'i DA/ O Z c 7 #/ MEMBER LOCATION: ,moo s rs f 7 .�C SPAN = L = //3 FEET BEAM OR JOIST TYPE : 7 ,7Z BEAM OR JOIST SIZE: l/ /8 S = b x d2/6 IN3 = THEREFORE: McAP. = S McAP. GREATER THAN MDES. THEREFORE OKAY (AABEAMBLANKBLANK.DOC) ci i2 ,E X e•,['1 P DL = 20 PSF LL = 4 2 PSF THEREFORE TL = PSF w = TL x width contrib. area = e) PLF ' -6 /2 MDES. (UNIF. LOAD) w x L2/8 (evp .1 /. 2, //2 77 MDES. (POINT LOAD) = — GRADE: // Fb IN3 McAP. FT # FT # FT # IN# /LxP)xXFT# FT # FT # IN # Fb = ,>•-• PSI i.6/2 �f 7,a /5' IN# Z 77 IN # REQUIRED Design Properties, Material Weights, and Job -Site Safety 5 Trus Joist • TJK* Joist Specifier's Guide 2025 • January 2004 Design Properties (l00% Load Duration) Depth TJI® Joist Weight ` ( Ibs/ft) • Basic Properties _ Maximum Resistive Joist Only , Maximum Momenth) . El x 106 . - Vertical . (ft -Ibs) (in.2 -Ibs ; Shear Ibs ) . ( ). Reaction Properties _ 144" • 314" Intermediate End _ _Reaction Ibs Reaction -. e With No ener Stiff Wes (Ibs) Stiffeners Stiffeners 110 2.3 .t.380 140 1,220 885 1,935 N.A. 9'r4" 210 2.6 2,860 167 1330 980 2,145 ,. ,•N.A. .. 2 2.7 3 183 1,330 1,035`. 2,410 N.A.. _ 210 2.5 3.01 z 20 -- __238._______1„580,L_ - _ - .. 283 1,655: , 885 •- ---- 980 " 2,.45____ 1,935 2,145 2 295 2 ,-- 2,5-6.5--- 2 8 11/4" 230 3 0 310. 1,655. ._ 1 035 _ 21410 2765� 360 0 6t180�. 419,._ 1 705 _ 1 080 _ 2 460 2 815 560 4.0 . 9,500 . _ .636 2,050 . 1;265 3,000 3;475 110_ 2.8 ' 3,565'" 351 • 1;660 885:. 1,935 2,,295. 210 3.1 , .,4,280: 415 1,945 980 '; 2,145 ,:2,505 14" 230 3.3 - 4755 . 454 1,945 1,035 :2,410 .2,765 360 3.3 7,335 . 612: . 1,955 . ., 14;080.:..: 2,4460:'. . ' • 2,815 560 4.2 11,275. . , 7926 . 2,390 :;1,265 - . 3,000 .3,475; 210 3.3 4895 566 2L190 - 980 ' ;- 2,145 2,505 16" 230 3.5.:_ 5,440_ 618 1,035 ' 2,41T. . " 2 765 ,1411 360 3.5 8 405 830 2,190 1,080' ' 2,460- 1414_ - 2 815 560 4.5 12,925 .. :1,252 . 2,710 1,265 , 3,000 .' . 3,475 (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 Toads 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 TJI® 110, 210, 230, and 360 Joists 22.5 wL4 2.67 wL2 A= El + dx105 For TJI® 560 Joists 22.5 wL4 2.29 wL2 - El + dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above �itvk butt�i�n, thOOlotsti stns- rirti►uc�llsl WARNING Joists: are unstable until braced laterally Bracing Includes: • 'Blocking • Hangers • Rim Board • Sheathing • Rim Joist • Strut Lines TJI® joists are intended for dry -use applications Material Weights (Include TJIe weights In dead load calculations -see Design Properties table at left for Joist weights) Floor Panels Southern Pine • plywood 1.7 psf 4" plywood 2.0 psf Ve plywood 2.5 psf 11A" plywood 3.8 psf • OSB 1.8 psf W OSB 2.2 psf 3/4" OSB 2.7 psf • OSB 3.t psf 11/13' OSB 4.1 psf Based on: Southern pine - 40 pcf for plywood, 44 pcf for OSB Roofing _......._ Asphalt shingles 2.5 psf Wood shingles 2.0 psf Clay tile 9.0 to 14.0 psf Slate (3%" thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 0.2 psf Glass wool . , 0.1 psf Floor Finishes Hardwood (nominal 1 ") 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf W ceramic or quarry tile 10 0 psi Concrete: Regular (1") 12.0 psf Lightweight (1 ") 8.0 to 10.0 psf Gypsum concrete (3A') 6.5 psf Ceilings Acoustical fiber tile 1.0 psf gypsum board 2.2 psf W gypsum board 2.8 psf Plaster (1' thick) 8.0 psf tlING L'ack of concertifor proper bracing during construction can result . in serious accidents. Under normal conditions If the ISM .,following "guidelines are observed, accidents will be avoided. blocking, angel* rim boards, and rim joists at the and supports of the ,11d0ists must be conitPletely_installed and properly nailed; aterai strengtfl{ like a "' raced'end wall or an existing deck, must be estab- hedat the ends of the :bay'Thlscan also be accomplished by a temporary or hest ' ecls-f li athlrlj) ,f astenned to the first 4 feet of joists at the end of .. bracing l n s e iX4(rhinimum) must be nailed tyo a braced end wall or etl area `ih jtrtti 410`1 each joist: Without; this bracing, buckling' ayS ar rlii(b /erT highly probable undd Jght construction loads -like a of orfe'iyef of ilttinatled sheathing ': t~alt ;stfacttedto each TJI® joist =r, doorrudditior al loads: system bracing on both the top and bottom flanges. ighf withtn a tolerance 0o 1 ';from true alignment. BEAM CALCULATIONS DATE: Av4 1/7 PROJECT: 5i D /-J v o 7191 ' MEMBER LOCATION: Nom, i wr 4 ( SPAN = L = FEET Via' 4/ 4# g 40 8 Pe GuAt�- 7 x 2p PSF /80 Pe...=- 6 ,‘z8 Pz-i' ,4 ID /LA. .E? 5 7 l'/*9 5 ed 7L (70t2" )= Di_ DL = Za PSF LL = 40 PSF THEREFORE TL = ‘0 PSF w = TL x width contrib. area = 3 ' ° PLF 6'de� MDES. (UNIF. LOAD) = 4 62 g3 w x L2/8 _ /7G 4 MDES. (POINT LOAD) = (a-4 BEAM OR JOIST TYPE : /0/-7 GRADE: S7D BEAM OR JOIST SIZE: 5-14 x /O i S= bxd2 /6IN3= THEREFORE: Mow. = S MCAP. 9'¢, / 7 IN 3 Fb = 94,/7 , 2,470 FT # FT # FT # IN # )/L x P) x X FT# FT # FT # IN# Fb = Z,1" PSI MCAP. IN # = ZZ4 00 6 IN # GREATER THAN MDES. = / 76, 4 - IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: e , vG PROJECT: S"/ L A/ v e;'7 9'/ MEMBER LOCATION: SPAN = L = ,c FEET DL = PSF LL = PSF THEREFORE TL = PSF // 6 223 lac F w = TL x width contrib. area = PLF (Po-f2- M) MDES. (UNIF. LOAD) = W X L2/8 46Z£5 /6-s -70 _ 61/1 035-- BEAM OR JOIST TYPE : 6.2 z-z Am GRADE: 5-7.i). BEAM OR JOIST SIZE: .-1 y /8 " S= bxd2 /61N3= Z 76 , 75 IN3 FT # FT # FT # IN # xP)xXFT# FT # FT # IN # Fb = 4" PSI THEREFORE: Mca►P. = S Fb = MCAY. IN # WAR = 276, 7 ?4" _ X69, 204IN # GREATER THAN MDES. = ‘0) e3 c-IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) 7 /$T BEAM CALCULATIONS DATE: '// PROJECT: 57Z /7/ / G G / MEMBER LOCATION: SPAN = L = /G, C FEET DL = ZO PSF LL = 40 PSF THEREFORE TL = 6° PSF /0 ( /0 /o' w = TL x width contrib. area = g/ S— PLF 60 7S- MDES. (UNIF. LOAD) = w x L2/8 FT # = 6fS' /o,s"./8 FT# FT # _ /o/) 7 7 IN# MDES. (POINT LOAD) = ((I- — /L x P) x X FT# FT # FT # IN# BEAM OR JOIST TYPE : Ol Ati GRADE: 57© Fb = 2'9100 PSI BEAM OR JOIST SIZE: 54 x 2 " S = b x d2/6 IN3 = THEREFORE: MCAP. McAP. (AABEAMBLANKBLANK.DOC) = S Fb = MCAP. IN # = c % ( Zgod = /6OLIN# GREATER THAN MDES. = /o t 70 S IN # REQUIRED THEREFORE OKAY g /s5- BEAM CALCULATIONS DATE: g ,gt,4 '// PROJECT: S%D/-/ v Loy / MEMBER LOCATION: „3:,E/.1 b SPAN = L = /' FEET DL = PSF LL = PSF THEREFORE TL = PSF 0 F w = TL x width contrib. area = PLF (p, z Z?t c') MDES. (UNIF. LOAD) = wx L218 = 275' gQa MDES. (POINT LOAD) = ((L — BEAM OR JOIST TYPE : -'L' GRADE: BEAM OR JOIST SIZE: 54- / r S b x d216 IN3= = / q2,? 0 1N3 THEREFORE: McM. = S Fb 2/fro MCAP. GREATER THAN MDES. THEREFORE OKAY (AABEAMBLANKBLANK.DOC) FT # FT # FT # IN# xP)xXFT# FT # FT # IN# Fb = ° PSI MCAP. IN # 4 / 2gv IN # = ZQ'e, 890 IN # REQUIRED cikp BEAM CALCULATIONS DATE: 8 ,414 '7/ PROJECT: 7zw U /o �- ..94// MEMBER LOCATION: SPAN = L = /9 FEET (Z( W= DL= 20 PSF LL =4a PSF THEREFORE TL = ‘O PSF TL x width contrib. area = G O MDES. (UNIF. LOAD) = W X L2 /8 = 360 x i4,s� = //3 s 3' MDES. (POINT LOAD) = ((L — X) BEAM OR JOIST TYPE : G '#1'- -1 GRADE: 5-7AP BEAM OR JOIST SIZE: � X /Z S = b x d2 /6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) McAP. MCAP. = S PLF FT # FT # FT # IN# / xP)xXFT# FT # FT # IN# Fb = z4U° PSI Fb = McAP. 1N # = /go,00.o IN# / /-Z.. S Yr IN # REQUIRED GREATER THAN MDES. THEREFORE OKAY /0/5-s- BEAM CALCULATIONS DATE: 8' /4-t/4 '// PROJECT: S/,P,44 v L v - i / MEMBER LOCATION: 0��� SPAN = L = /(` S FEET DL = Zd PSF LL = 4fd PSF THEREFORE IT = PSF /6. S w = TL x width contrib. area = PS-C- PLF , Z MDES. (UNIF. LOAD) = W X L2 /8 = TSS" , - s 7-A5 = 347, /6 D MDES. (POINT LOAD) = ((L FT # FT # FT # IN# )/L x P) x X FT# FT # FT # IN# BEAM OR JOIST TYPE : b L V L A rt GRADE: S7L) , Fb = O PSI BEAM OR JOIST SIZE: 6 3/4 X I a " S = b x d2/6 IN3 = = /6 z , oC 1N3 THEREFORE: McAP. = S Fb = MCAP. IN # MCAP. = /6?, O ZJ40 v = 3g 6, 80 OIN # GREATER THAN MDES. THEREFORE OKAY (AABEAMBLANKBLANK.DOC) 34?;/ 6O IN# REQUIRED BEAM CALCULATIONS DATE: c9 ,q v4 v/ PROJECT: s'/Aii v C v? / MEMBER LOCATION: 4676- /9" SPAN = L = D FEET DL = Zo PSF LL = 40 PSF THEREFORE TL = 60 PSF SOX w = TL x width contrib. area = 34`z- PLF ‘G ' -7 MDES. (UNIF. LOAD) — W X Lz /H /64-6 FT # FT # FT # IN# MDES. (POINT LOAD) = ((L — X) / x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : /'l//a-Z) GRADE: //.A1710- Fb = 7-5.79 PSI BEAM OR JOIST SIZE: 41' )( r(2 " S = b x d2/6 IN3 = = 77,8 3 IN3 THEREFORE: MCAP. = S Fb = MCAP. IN # MCAP. = 73, ' ' 3 ' = 62, 7-5-c IN # GREATER THAN THEREFORE OKAY (AABEAMBLANKBLANK.DOC) MDES. _ �, 46 g IN # REQUIRED BEAM CALCULATIONS DATE: e 4 1/1 PROJECT: 5-7 I/ 0-7 MEMBER LOCATION: SPAN = L 7r FEET N DL= PSF LL = - PSF THEREFORE TL = PSF PLF ‘ w = TL x width contrib. area = ( MDES. (UNIF. LOAD) = MDES. (POINT LOAD) = FT # FT # FT # IN # )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE: ,W1-zr° GRADE: /--/P°610-' Fb = CC) PSI BEAM OR JOIST SIZE: 4 /( K /2 S b x d2/6 IN3 = THEREFORE: McAp. = S MCAP. = (AABEAMBLANKBLANK.DOC) IN3 Fb MCAP. # GREATER THAN MDES. = THEREFORE OKAY IN # IN # REQUIRED BEAM CALCULATIONS DATE: Le? /4414 i// PROJECT: 5--/D.411/ L U 7 MEMBER LOCATION: /5"-/ 2- SPAN = L = /(),C FEET 4 DL = Zv PSF LL = 42 PSF THEREFORE TL = 66 PSF K w = TL x width contrib. area = 240 PLF MDES. (UNIF. LOAD) = W x L2/8 FT # = 240 it,, s 7/8 FT # FT # 67D IN# MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # FT # FT # = IN# BEAM OR JOIST TYPE : tl/Z /I-0 GRADE: e Fb = 67" PSI BEAM OR JOIST SIZE: " y/2" S = b x d2/6 IN3 = = 73, 83 IN3 THEREFORE: Mcsy. = S • Fb McAP. = 73, �3 FS-6 GREATER THAN MDES. THEREFORE OKAY (AABEAMBLANKBLANK.DOC) = McAP. IN # = e(2j7SSIN# = 37; 00 D IN # REQUIRED /14/SS BEAM CALCULATIONS DATE: 67 /"4 ' /1 PROJECT: SAD /" Lo 7. MEMBER LOCATION: A'.s -7 A d° 12- 7 s'3 7 $ / c AF SPAN = FEET • DL = PSF LL = PSF THEREFORE TL = PSF /57 //e 5� e 7/ 1/ — / << 7e-WE-A/ /%‘.7 UA`S /f Y w = TL x width contrib. area = MDESt (UNIF. LOAD) 7.7- Z // % " #22 v l P . 5 '°i 4 Pe d - MI ES. (POINT LOAD) = ((L — X) / L x P) x X FT # �% � ►�„ . � /` $ . ; j = FT # 5 S -,65Z.. Yo"44 ,%l� per' = IN # w x L2/8 PLF FT # FT # FT # IN# BEAM OR JOIST TYPE : BEAM OR JOIST SIZE: S = b x d2/6 IN3 = GRADE: = rN3 Fb = PSI THEREFORE: McAP. = S Fb = McAP. IN # MCAP. = GREATER THAN MDES. THEREFORE OKAY (AABEAMBLANKBLANK.DOC) IN # REQUIRED SHEAR CALCULATIONS /Q5-5- WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.0 sidhu0811.wsr Project Information DESIGN SETTINGS Aug. 8, 2011 14;13:48 SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Design Code Wind Standard IBC 2009 ASCE 7 -05 All heights Seismic Standard ASCE 7 -05 Wind Capacity Increase Shear CSC Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nall Withdrawal Modification Temperature Moisture Content Range Fabrication Service T < =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.50 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Seismic Wind Seismic 3.5 - - - Gypsum Blocked Unblocked 2.0 1.5 NS 0.182s 0. 182s 0.218s Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force 6.50 Seismic Materials: Include gypsum on exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind ASCE 7 -05 General analytic method for all bldgs Seismic ASCE 7 -05 Equivalent lateral force procedure Design Wind Speed 100mph Exposure Exposure C Enclosure Enclosed Design Category D Site Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1 :0.400g Ss:0.750g Fundamental Period E -W T Used 0.182s Approximate Ta 0.182s Maximum T 0.218s NS 0.182s 0. 182s 0.218s - - Response Factor 6.50 6.50 7fr5 WoodWarks® Shearwalls SOFTWARE FOR WOOD DESIGN sldhu0811.wsw 2 r`.; I- • " t , T WoodWorks® Shearwalls 8.0 T T • -r-r I 7 77 111)f I • I • ' . Aug. 8, 2011 14:37:04 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 1 42 A6 ‘/ I 1 105 eb 0+1, Ngp x v -10' -5' 0' 5' 10' - a-•.•!:)red 4..-IrC,f,! 1155 th. actored h,:,:ddcwn for.r.: • lbs., • C Verik;alelenren1 required C,nillpieszoo• force e.x0,..1,1 •4.0 V■I 1 P' l'•/ 4 I A ) ye D-2 )( cil t 0, 0 6 0) •-• 40 v. Al t a) ‘t •-•' X r t ty 'i 1-4 ■La N . • 0 33 6 . .84.7". 9 . t ! ' ! ! 1 I 1 , 1 i ! 11 I • 126.1 1 • -4 1 •■ ..•- -1 • 15' 20' 25' 30' 35' 40' 45' 50' trnactr)ied applied shear load I plf) Unfactored :-.road load (plf.lbs) Liplifl wind load ()lf.lbS) Applied cr3int load or discontinuous shearline force (!hs) 5' 0' -5' -10' -15' -20' -25' 55' 60' 65' 70' 75' ir sidhu0811.wsw Level 2 of 2 115.5 -623 LO o 0 i 0 0 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN J WoodWorks® Shearwalls 8.0 52.9 -- 206.4 4.1 - 130.4 -f99.5 206.4 - 46.6 6 3 0.0 Aug. 8, 2011 12:36:28 70' 65' 60' 0 55' 3 56 8- -6ea.2 -10' -5' 0' 5' 10' ▪ Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists ▪ Vertical element required Loads Shown: W; Forces: W + 0.6D 64.4 - 115.5 15' 20' 25' 30' 35' 40' 211 115.5 - 62.3 45' 50' 55' Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) O O -5' 00 -10' -15' -20' -25' 60' 65' 70' 75' WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 MA 1 CKIAL0 Dy Wall VVMLL vaiwur Sheathing [in] Fasteners Spcg [in] Framing Members (in] Apply Grp Surf Material Thick Orient Size Type Edg Fld Blkg Species G Spc Notes 1 Both Struct Shthg 7/16 Vert 8d Nail 4 6 yes Hem -Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 4 6 yes Hem -Fir 0.43 16 1,2,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 3 1 Struct Shthg 7/16 Vert 8d Nail 4 6 yes Hem -Fir 0.43 16 1,2,3 4 Both Struct Shthg 7/16 Vert 8d Nail 2 4 yes Hem -Fir 0.43 16 1,2,3 7 . 131k - Blocked' r= - CneciFrc nmvily Sec - Wall Grp - Wall Design Group; Surf - Extenor or intenor surface of exterior walk Spcg -Edge or fie�l ,,al spaang, g stud spacing WoodWorks® Shearwalls s id h u0811.ws r Aug. 8, 2011 14:13:48 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Eiev [ft] FloorICeiling Depth [in] Wall Height [ft] r Ceiling 22.00 0.0 Block 1 Level 13.00 12.0 9.00 Levell 3.00 12.0 9.00 Foundation 2.00 Side 7.7 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story E -W Ridge Location X,Y = 0.00 0.00 North Side 7.7 1.00 Extent X,Y = 4.00 15.00 South Side 7.7 1.00 Ridge Y Location, Offset 7.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 23.01 1.01 West Gable 90.0 1.00 Block 2 2 Story E -W Ridge Location X,Y = 9 .00 0.00 North Side 30.0 1.00 Extent X,Y = 3.50 23.50 South Side 30.0 1.00 Ridge Y Location, Offset 11.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 28.78 6.78 West Gable 90.0 1.00 Block 3 2 Story N -S Ridge Location X,Y = 7.50 0.00 North Hip 30.0 1.00 Extent X,Y = 51.00 52.00 South Hip 30.0 1.00 Ridge X Location, Offset 33.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 36.72 14.72 West Side 30.0 1.00 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 - North -south Shearlines Type Walt Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line 1 Level 2 Line 1, Level 2 Seg 2 0.00 0.00 15.00 15.00 0.00 9.00 Wall 1 -1 Seg 2 0.00 0.00 15.00 15.00 0.00 - Opening 1 - - 2.50 12.00 9.50 - 6.00 Level 1 Line 1, Level 1 Seg 4 0.00 0.00 15.00 15.00 3.00 9.00 Wall 1 -1 Seg 4 0.00 0.00 15.00 15.00 3.00 - Opening 1 - - 2.50 12.00 9.50 - 6.00 Line 2 Level 2 Line 2, Level 2 Seg 2 4.00 0.00 23.50 23.50 8.50 9.00 Wall 2 -1 Seg 2 4.00 15.00 23.50 8.50 8.50 - Level 1 Line 2, Level 1 Seg 4 4.00 0.00 23.50 23.50 0.00 9.00 Wall 2 -1 Seg 4 4.00 15.00 23.50 8.50 0.00 - Opening 1 - - 17.00 21.00 4.00 - 6.00 Line 3 Level 2 Line 3, Level 2 Seg 2 7.50 0.00 52.00 52.00 0.00 9.00 Wall 3 -1 Seg 2 7.50 23.50 52.00 28.50 0.00 - Opening 1 - - 27.00 36.50 9.50 - 5.00 Opening 2 - - 40.50 51.00 10.50 - 7.00 Level 1 Line 3, Level 1 Seg 2 7.50 0.00 52.00 52.00 0.00 9.00 Wall 3 -1 Seg 2 7.50 23.50 52.00 28.50 0.00 - Opening 1 - - 25.00 33.00 8.00 - 7.00 Opening 2 - - 34.50 50.50 16.00 - 7.00 Line 4 Level 2 Line 4, Level 2 Seg 18.00 0.00 52.00 52.00 0.00 9.00 Wall 4 -1 Seg 18.00 0.00 3.00 3.00 0.00 - Level 1 Line 4, Level 1 Seg 4 18.00 0.00 52.00 52.00 3.00 9.00 Wall 4 -1 Seg 4 18.00 0.00 3.00 3.00 3.00 - Line 5 Level 1 Line 5, Level 1 Seg 4 28.00 0.00 52.00 52.00 3.00 9.00 Wall 5 -1 Seg 4 28.00 0.00 3.00 3.00 3.00 - Line 6 Level 1 Line 6, Level 1 Seg 1 30.50 . 0.00 52.00 52.00 21.00 9.00 Wall 6 -1 Seg 1 30.50 23.50 52.00 28.50 21.00 - Opening 1 - - 24.50 27.00 2.50 - 7.00 Opening 2 - - 32.50 36.50 4.00 - 7.00 Line 7 Level 2 Line 7, Level 2 Seg 2 42.00 0.00 52.00 52.00 20.00 9.00 Wall 7 -1 Seg 2 42.00 32.00 52.00 20.00 20.00 - Level 1 Line 7, Level 1 Seg 3 42.00 0.00 52.00 52.00 23.00 9.00 Wall 7 -1 Seg 3 42.00 29.00 52.00 23.00 23.00 - Line 8 Level 2 Line 8, Level 2 Seg 2 58.50 0.00 52.00 52.00 37.00 9.00 Wall 8 -1 Seg 2 58.50 0.00 52.00 52.00 37.00 - Opening 1 - - 13.00 19.00 6.00 - 5.00 Opening 2 - - 25.00 28.00 3.00 - 2.00 Opening 3 - - 35.00 41.00 6.00 - 5.00 Level 1 Line 8, Level 1 Seg 2 58.50 0.00 52.00 52.00 37.50 9.00 Wall 8 -1 Seg 2 58.50 0.00 52.00 52.00 37.50 - Opening 1 - - 18.00 28.50 10.50 - 7.00 Opening 2 - - 34.00 38.00 4.00 - 4.00 East -west Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft] Line A Level 2 Line A, Level 2 Seg 2 0.00 0.00 59.50 58.50 12.00 9.00 Wall A -4 Seg 2 0.00 28.00 58.50 30.50 12.00 - WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 Opening 2 Opening 3 Wall A -3 Opening 1 Opening 2 Wall A -2 Opening 1 Wall A -1 Opening 1 Level 1 Line A, Level 1 Wall A -1 Opening 1 Wall A -2 Opening 1 Wall A -3 Opening 1 Opening 2 Wall A -4 Opening 1 Opening 2 Line B Level 2 Line B, Level 2 Wall B -1 Opening 1 Level 1 Line B, Level 1 Wall 8-1 Opening 1 Line C Level 2 Line C, Level 2 Wall C -1 Level 1 Line C, Level 1 Wall C -1 Line D Level 2 Line D, Level 2 Wall D -1 Wall D -2 Opening 1 Level 1 Line D, Level 1 Wall 0 -1 Wall D -2 Line E Level 2 Line E, Level 2 Wall E -1 Opening 1 Opening 2 Opening 3 Level 1 Line E, Level 1 . Wall E -1 Opening 1 Opening 2 Seg Seg Seg 2 2 2 Seg 1 Seg 1 Seg 1 Seg 1 Seg Seg Seg Seg Seg 1 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 3 Seg 3 Seg 3 Seg 2 Seg 2 Seg Seg 2 2 31.00 37.00 6.00 43.50 46.50 3.00 - 52.00 55.00 3.00 0.00 7.50 28.00 20.50 - 7.50 14.00 6.50 - 18.00 28.00 10.00 0.00 4.00 7.50 3.50 - 4.00 7.00 3.00 0.00 0.00 4.00 4.00 - 2.50 4.00 1.50 0.00 0.00 0.00 0.00 0.00 58.50 58.50 10.50 0.00 0.00 4.00 4.00 0.00 - 2.50 4.00 1.50 - 0.00 4.00 7.50 3.50 0.00 - 4.00 7.00 3.00 - 0.00 7.50 28.00 20.50 3.00 - 7.50 15.00 7.50 - 18.00 28.00 10.00 0.00 28.00 58.50 30.50 7.50 - 30.00 38.50 8.50 - 43.00 55.50 12.50 - 2.50 0.00 58.50 58.50 2.50 18.00 28.00 10.00 - 20.00 26.00 6.00 2.50 2.50 15.00 15.00 15.00 15.00 0.00 18.00 20.50 58.50 28.00 26.50 0.00 58.50 0.00 4.00 0.00 58.50 0.00 4.00 58.50 10.00 6.00 0.00 0.00 0.00 0.00 58.50 0.00 4.00 0.00 58.50 0.00 4.00 0.00 23.50 4.00 58.50 54.50 25.50 23.50 4.00 7.50 3.50 0.00 23.50 7.50 38.00 30.50 25.50 - 20.00 25.00 5.00 - 23.50 23.50 23.50 4.00 4.00 7.50 58.50 7.50 38.00 54.50 3.50 30.50 34.00 3.50 30.50 52.00 7.50 58.50 51.00 43.00 52.00 7.50 58.50 51.00 43.00 - 27.50 29.50 2.00 - - 37.00 41.00 4.00 - 49.50 51.50 2.00 - 52.00 7.50 58.50 51.00 40.50 52.00 7.50 58.50 51.00 40.50 - 33.50 38.50 5.00 - 53.00 55.00 2.00 5.00 5.00 5.00 6.00 6.00 6.00 6.00 9.00 6.00 6.00 6.00 6.00 6.00 6.00 9.00 7.00 9.00 7.00 9.00 9.00 9.00 7.00 9.00 9.00 3.00 4.00 3.00 9.00 5.00 3.00 Type - Seg = segmented, prf = perforated, NSW = non- shearwall; Location - dimension petp. to walk, FHS - length of full - height sheathing; Wall Group(s) - refer to Materials by Well Group table, refer to Shear Results tables for each design case if more than one group z 3 /ss4- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Loads fUnv .onws LVP.vii boa vuw.o..... per..,,•- --, Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude (Ibs,pif,psf] Start Trlb Ht End (ft] Block 1 W L Gable 2 W - >E Wind Line 0.00 7.50 0.0 10.4 Block 1 W Wall 1 W ->E Wind Line 0.00 15.00 60.2 Block 1 W L Gable 1 W ->E Wind Line 0.00 7.50 0.0 13.8 Block 1 W Wall 2 W->E Wind Line 0.00 15.00 45.1 Block 1 W R Gable 2 W - >E Wind Line 7.50 15.00 10.4 0.0 Block 1 W R Gable 1 W ->E Wind Line 7.50 15.00 13.8 0.0 Block 1 W L Gable 2 E ->W Lee Line 0.00 7.50 0.0 6.5 Block 1 W Wall 1 E ->W Lee Line 0.00 15.00 22.5 Block 1 W Wall 2 E - >W Lee Line 0.00 15.00 28.9 Block 1 W L Gable 1 E - >W Lee Line 0.00 7.50 0.0 5.1 Block 1 W R Gable 1 E - >W Lee Line 7.50 15.00 5.1 0.0 Block 1 W R Gable 2 E - >W Lee Line 7.50 15.00 6.5 0.0 Block 1 S Roof 2 S ->N Wind Line -1.00 4.00 -2.6 Block 1 S Roof 1 S - >N Wind Line -1.00 4.00 -3.5 Block 1 S Wall 1 S - >N Wind Line 0.00 4.00 60.2 Block 1 S Wall 2 S ->N Wind Line 0.00 4.00 45.1 Block 1 N Roof 2 S - >N Lee Line -1.00 4.00 12.8 Block 1 N Roof 1 S - >N Lee Line -1.00 4.00 17.0 Block 1 N Wall 1 S - >N Lee Line 0.00 4.00 16.4 Block 1 N Wall 2 S ->N Lee Line 0.00 4.00 12.3 Block 1 S Roof 2 N ->S Lee Line -1.00 4.00 12.8 Block 1 S Roof 1 N - >S Lee Line -1.00 4.00 17.0 Block 1 S Wall 1 N ->S Lee Line 0.00 4.00 16.4 Block 1 S Wall 2 N - >S Lee Line 0.00 4.00 12.3 Block 1 N Roof 1 N ->S Wind Line -1.00 4.00 -3.5 Block 1 N Roof 2 N - >S Wind Line -1.00 4.00 -2.6 Block 1 N Wall 1 N ->S Wind Line 0.00 4.00 60.2 Block 1 N Wall 2 N - >S Wind Line 0.00 4.00 45.1 Block 2 W L Gable 1 W - >E Wind Line 0.00 11.75 0.0 94.3 Block 2 W L Gable 2 W - >E Wind Line 0.00 11.75 0.0 70.7 Block 2 W R Gable 1 W - >E Wind Line 11.75 23.50 94.3 0.0 Block 2 W R Gable 2 W - >E Wind Line 11.75 23.50 70.7 0.0 Block 2 W Wall 2 W - >E Wind Line 15.00 23.50 45.1 Block 2 W Wall 1 W ->E Wind Line 15.00 23.50 60.2 Block 2 E L Gable 2 W ->E Lee Line 0.00 11.75 0.0 44.6 Block 2 E L Gable 1 W ->E Lee Line 0.00 11.75 0.0 59.5 Block 2 E R Gable 1 W ->E Lee Line 11.75 23.50 59.5 0.0 Block 2 E R Gable 2 W - >E Lee Line 11.75 23.50 44.6 0.0 Block 2 W L Gable 1 E ->W Lee Line 0.00 11.75 0.0 59.5 Block 2 W L Gable 2 E ->W Lee Line 0.00 11.75 0.0 44.6 Block 2 W R Gable 2 E ->W Lee Line 11.75 23.50 44.6 0.0 Block 2 W R Gable 1 E ->W Lee Line 11.75 23.50 59.5 0.0 Block 2 W Wall 2 E ->W Lee Line 15.00 23.50 29.6 Block 2 W Wall 1 E ->W Lee Line 15.00 23.50 39.5 Block 2 E L Gable 2 E ->W Wind Line 0.00 11.75 0.0 70.7 Block 2 E L Gable 1 E ->W Wind Line 0.00 11.75 0.0 94.3 Block 2 E R Gable 2 E - >W Wind Line 11.75 23.50 70.7 0.0 Block 2 E R Gable 1 E - >W Wind Line 11.75 23.50 94.3 0.0 Block 2 S Roof 2 S - >N Wind Line 3.00 8.50 19.4 Block 2 S Roof 1 S - >N Wind Line 3.00 8.50 25.8 Block 2 S Wall 2 S - >N Wind Line 4.00 7.50 45.1 Block 2 S Wall 1 S - >N Wind Line 4.00 7.50 60.2 Block 2 N Roof 2 S ->N Lee Line 3.00 8.50 58.1 Block 2 N Roof 1 S ->N Lee Line 3.00 8.50 77.5 Block 2 N Wall 2 S - >N Lee Line 4.00 7.50 11.8, Block 2 N Wall 1 S - >N Lee Line 4.00 7.50 15.8 Block 2 S Roof 1 N ->S Lee Line 3.00 8.50 77.5 Block 2 S Roof 2 N ->S Lee Line 3.00 8.50 58.1 Block 2 S Wall 1 N - >S Lee Line 4.00 7.50 15.8 Block 2 S Wall 2 N ->S Lee Line 4.00 7.50 11.8 Block 2 N Roof 2 N ->S Wind Line 3.00 8.50 19.4 Block 2 N Roof 1 N - >S Wind Line 3.00 8.50 25.8 Block 2 N Wall 2 N - >S Wind Line 4.00 7.50 45.1 Block 2 N Wall 1 N ->S Wind Line 4.00 7.50 60.2 Block 3 W L Roof 1 W ->E Wind Line -1.00 25.50 0.0 55.3 Block 3 W L Roof 2 W - >E Wind Line -1.00 25.50 0.0 41.5 Block 3 W Wall 2 W ->E Wind Line 23.50 52.00 45.1 Block 3 W Wall 1 W - >E Wind Line 23.50 52.00 60.2 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 W W W W E E E E E E Ctr Roof Ctr Roof R Roof R Roof L Roof L Roof Wall Wall Ctr Roof Ctr Roof 2 1 2 1 1 2 2 1 2 1 W ->E W ->E W - >E W - >E W ->E W ->E W - >E W ->E W ->E W ->E Wind Wind Wind Wind Lee Lee Lee Lee Lee Lee Line Line Line Line Line Line Line Line Line Line 25.50 25.50 26.50 26.50 -1.00 -1.00 0.00 0.00 25.50 25.50 26.50 26.50 53.00 53.00 25.50 25.50 52.00 52.00 26.50 26.50, 41.5 55.3 41.5 55.3 0.0 0.0 30.5 40.7 124.5 166.0 0.0 0.0 166.0 124.5 Block 3 E R Roof 2 W ->E Lee Line 26.50 53.00 124.5 0.0 Block 3 E R Roof 1 W - >E Lee Line 26.50 53.00 166.0 0.0 Block 3 W L Roof 2 E - >W Lee Line -1.00 25.50 0.0 124.5 Block 3 W L Roof 1 E ->W Lee Line -1.00 25.50 0.0 166.0 Block 3 W Wall 2 E ->W Lee Line 23.50 52.00 30.5 Block 3 W Wall 1 E ->W Lee Line 23.50 52.00 40.7 Block 3 W Ctr Roof 1 E - >W Lee Line 25.50 26.50 166.0 Block 3 W Ctr Roof 2 E ->W Lee Line 25.50 26.50 124.5 Block 3 W R Roof 1 E - >W Lee Line 26.50 53.00 166.0 0.0 Block 3 W R Roof 2 E - >W Lee Line 26.50 53.00 124.5 0.0 Block 3 E L Roof 1 E ->W Wind Line -1.00 25.50 0.0 55.3 Block 3 E L Roof 2 E ->W Wind Line -1.00 25.50 0.0 41.5 Block 3 E Wall 1 E ->W Wind Line 0.00 52.00 60.2 Block 3 E Wall 2 E - >W Wind Line 0.00 52.00 45.1 Block 3 E Ctr Roof 2 E ->W Wind Line 25.50 26.50 41.5 Block 3 E Ctr Roof 1 E - >W Wind Line 25.50 26.50 55.3 Block 3 E R Roof 1 E ->W Wind Line 26.50 53.00 55.3 0.0 Block 3 E R Roof 2 E - >W Wind Line 26.50 53.00 41.5 0.0 Block 3 S L Roof 1 S - >N Wind Line 6.50 33.00 0.0 55.3 Block 3 S L Roof 2 S - >N Wind Line 6.50 33.00 0.0 41.5 Block 3 S Wall 1 S ->N Wind Line 7.50 58.50 60.2 Block 3 S Wall 2 S ->N Wind Line 7.50 58.50 45.1 Block 3 S R Roof 1 S ->N Wind Line 33.00 59.50 55.3 0.0 Block 3 S R Roof 2 S ->N Wind Line 33.00 59.50 41.5 0.0 Block 3 N L Roof 1 S - >N Lee Line 6.50 33.00 0.0 166.0 Block 3 N L Roof 2 S - >N Lee Line 6.50 33.00 0.0 124.5 Block 3 N Wall 2 S ->N Lee Line 7.50 58.50 30.3 Block 3 N Wall 1 S ->N Lee Line 7.50 58.50 40.4 Block 3 N R Roof 1 S ->N Lee Line 33.00 59.50 166.0 0.0 Block 3 N R Roof 2 S - >N Lee Line 33.00 59.50 124.5 0.0 Block 3 S L Roof 2 N - >S Lee Line 6.50 33.00 0.0 124.5 Block 3 S L Roof 1 N ->S Lee Line 6.50 33.00 0.0 166.0 Block 3 S Wall 2 N ->S Lee Line 7.50 58.50 30.3 Block 3 S Wall 1 N - >S Lee Line 7.50 58.50 40.4 Block 3 S R Roof 2 N - >S Lee Line 33.00 59.50 124.5 0.0 Block 3 S R Roof 1 N ->S Lee Line 33.00 59.50 166.0 0.0 Block 3 N L Roof 1 N ->S Wind Line 6.50 33.00 0.0 55.3 Block 3 N L Roof 2 N ->S Wind Line 6.50 33.00 0.0 41.5 Block 3 N Wall 2 N ->S Wind Line 7.50 58.50 45.1 Block 3 N Wall 1 N ->S Wind Line 7.50 58.50 60.2 Block 3 N R Roof 2 N ->S Wind Line 33.00 59.50 41.5 0.0 Block 3 N R Roof 1 N ->S Wind Line 33.00 59.50 55.3 0.0 Levell Magnitude Trib Block F Element Load Wnd Surf Prof Locatlon [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W - >E Wind Line 0.00 15.00 57.1 Block 1 W Wall 1 W ->E Wind Line 0.00 15.00 69.1 Block 1 W Wall 2 W - >E Wind Line 0.00 15.00 42.8 Block 1 W Wall 2 W ->E Wind Line 0.00 15.00 51.8 Block 1 W Wall 1 E ->W Lee Line 0.00 15.00 47.0 Block 1 W Wall 2 E ->W Lee Line 0.00 15.00 28.9, Block 1 W Wall 1 E - >W Lee Line 0.00 15.00 38.5 Block 1 W Wall 2 E - >W Lee Line 0.00 15.00 35.3 Block 1 S Wall 1 S ->N Wind Line 0.00 4.00 69.1 Block 1 S Wall 2 S - >N Wind Line 0.00 4.00 51.8 Block 1 S Wall 2 S ->N Wind Line 0.00 4.00 42.8 Block 1 S Wall 1 S - >N Wind Line 0.00 4.00 57.1 Block 1 N Wall 1 S - >N Lee Line 0.00 4.00 16.4 Block 1 N Wall 1 S - >N Lee Line 0.00 4.00 20.0 Block 1 N Wall 2 S ->N Lee Line 0.00 4.00 15.0 Block 1 N Wall 2 S - >N Lee Line 0.00 4.00 12.3 Block 1 S Wall 1 N ->S Lee Line 0.00 4.00 16.4 Block 1 S Wall 1 N ->S Lee Line 0.00 4.00 20.0 Block 1 S Wall 2 N ->S Lee Line 0.00 4.00 12.3 Block 1 S Wall 2 N ->S Lee Line 0.00 4.00 15.0 2- T/s WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 3 W Wall Block 3 W Wall Block 3 W Wall Block 3 W Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 W Wall Block 3 W Wall Block 3 W Wall Block 3 W Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 N Wall Block 3 N Wall Block 3 N Wall Block 3 N Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 N wall Block 3 N Wall Block 3 N Wall Block 3 N Wall 1 N - >S Wind 2 N ->S Wind 1 N ->S Wind 2 N ->S Wind 2 W - >E Wind 1 W ->E Wind 2 W ->E Wind 1 W ->E Wind 2 E ->W Lee 1 E ->W Lee 2 E ->W Lee 1 E - >W Lee 1 S ->N Wind 1 S - >N Wind 2 S ->N Wind 2 S ->N Wind 2 S - >N Lee 1 S ->N Lee 1 S - >N Lee 2 S ->N Lee 1 N - >S Lee 1 N ->S Lee 2 N ->S Lee 2 N - >S Lee 2 N ->S Wind 1 N ->S Wind 2 N ->S Wind 1 N ->S Wind 2 W - >E Wind 2 W - >E Wind 1 W - >E Wind 1 W - >E Wind 1 W - >E Lee 1 W - >E Lee 2 W ->E Lee 2 W ->E Lee 2 E ->W Lee 1 E ->W Lee 2 E ->W Lee 1 E ->W Lee 2 E - >W Wind 1 E - >W Wind 1 E ->W Wind 2 E ->W Wind 1 S - >N Wind 2 S - >N Wind 2 S ->N Wind 1 S ->N Wind 1 S - >N Lee 2 S - >N Lee 1 S - >N Lee 2 S - >N Lee 1 N ->S Lee 2 N - >S Lee 1 N ->S Lee 2 N ->S Lee 2 N - >S Wind 2 N - >S Wind 1 N ->S Wind 1 N ->S Wind Line 0.00 4.00 Line 0.00 4.00 Line 0.00 4.00 Line 0.00 4.00 69.1 42.8 57.1 51.8 Line 15.00 23.50 51.8 Line 15.00 23.50 69.1 Line 15.00 23.50 42.8 Line 15.00 23.50 57.1 Line 15.00 23.50. 36.2 Line 15.00 23.50 39.5 Line 15.00 23.50 29.6 Line 15.00 23.50 48.2 Line 4.00 7.50 57.1 Line 4.00 7.50 69.1 Line 4.00 7.50 42.8 Line 4.00 7.50 51.8 Line 4.00 7.50 14.5 Line 4.00 7.50 19.3 Line 4.00 7.50 15.8 Line 4.00 7.50 11.8 Line 4.00 7.50 19.3 Line 4.00 7.50 15.8 Line 4.00 7.50 14.5 Line 4.00 7.50 11.8 Line 4.00 7.50 42.8 Line 4.00 7.50 69.1 Line 4.00 7.50 51.8 Line 4.00 7.50 57.1 Line 23.50 52.00 51.8 Line 23.50 52.00 42.8 Line 23.50 52.00 57.1 Line 23.50 52.00 69.1 Line 0.00 52.00 49.7 Line 0.00 52.00 40.7 Line 0.00 52.00 37.3 Line 0.00 52.00 30.5 Line 23.50 52.00 30.5 Line 23.50 52.00 49.7 Line 23.50 52.00 37.3 Line 23.50 52.00 40.7 Line 0.00 52.00 42.8 Line 0.00 52.00 69.1 Line 0.00 52.00 57.1 Line 0.00 52.00 51.8 Line 7.50 58.50 57.1 Line 7.50 58.50 51.8 Line 7.50 58.50 42.8 Line 7.50 58.50 69.1 Line 7.50 58.50 49.3 Line 7.50 58.50 37.0 Line 7.50 58.50 40.4 Line 7.50 58.50 30.3 Line 7.50 58.50 49.3 Line 7.50 58.50 30.3 Line 7.50 58.50 40.4 Line 7.50 58.50 37.0 Line 7.50 58.50 51.8 Line 7.50 58.50 42.8 Line 7.50 58.50 69.1 Line 7.50 58.50 57.1 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 - ASCE 7 All heights Case 1 or Z ASCE 7 low rise T = Transverse, L = Longitudinal; Surf Dir - Windward or leeward side of the building; Prof - Profile (distribution); Location - start and end points on building element ;; Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, end = right intensity of trap load ;; Trib Ht - Tributary height of user - applied area loads only Loads on the East, West face(s) based on 10 psf minimum wind pressure as per ASCE 7 -05 Section 6.1.4.1. WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 1 WIND CSC LOADS Block Building Face Level Magnitude [psf] interior End Zone Block 1 West 2 25.B 31.8. Block 1 South 2 23.5 29.0 Block 1 North 2 23.5 29.0 Block 2 West 2 26.4 32.6 Block 2 South 2 26.4 32.6 Block 2 North 2 26.4 32.6 Block 3 West 2 27.2 33.6 Block 3 East 2 27.2 33.6 Block 3 South 2 27.2 33.6 Block 3 North 2 27.2 33.6 Block 1 West 1 25.8 31.8 Block 1 West 1 25.8 31.8 Block 1 South 1 23.5 29.0 Block 1 South 1 23.5 29.0 Block 1 North 1 23.5 29.0 Block 1 North 1 23.5 29.0 Block 2 West 1 26.4 32.6 Block 2 West 1 26.4 32.6 Block 2 South 1 26.4 32.6 Block 2 South 1 26.4 32.6 Block 2 North 1 26.4 32.6 Block 2 North 1 26.4 32.6 Block 3 West 1 27.2 33.6 Block 3 West 1 27.2 33.6 Block 3 East 1 27.2 33.6 Block 3 East 1 27.2 33.6 Block 3 South 1 27.2 33.6 Block 3 South 1 27.2 33.6 Block 3 North 1 27.2 33.6 Block 3 North 1 27.2 33.6 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 BUILDING MASSES Level 2 Force Building Dir Element Block Wall Line Profile Location [ft] Magnitude Trib [ibs,plf,psf] Width Start End Start End [ft] E -W Roof E -W Roof E -W Roof E -W Roof E -W Roof E -W Roof E -W R Gable E -W L Gable E -W R Gable E -W L Gable E -W L Gable E -W R Gable N -S Roof N -S Roof N -S Roof N -S Roof N -S Roof N -S Roof Block 1 1 Block 1 2 Block 2 2 Block 2 3 Block 3 3 Block 3 8 Block 1 1 Block 1 1 Block 2 2 Block 2 2 Block 2 3 Block 2 3 Block 1 A Block 1 C Block 2 A Block 2 D Block 3 A Block 3 E Both Wall 1 -1 n/a 1 Both Wall 2 -1 n/a 2 Both Wall 3 -1 n/a 3 Both Wall 9 -1 n/a 8 Both Wall A -1 n/a A Both Wall A -2 n/a A Both Wall A -3 n/a A Both Wall A -4 n/a A Both Wall C -1 n/a C Both Wall D -1 n/a D Both Wall E -1 n/a E Line -1.00 16.00 30.0 30.0 Line -1.00 16.00 20.0 20.0 Line -1.00 24.50 27.5 27.5 Line -1.00 24.50 27.5 27.5 Line -1.00 53.00 265.0 265.0 Line -1.00 53.00 265.0 265.0 Line 0.00 7.50 10.1 0.0 Line 7.50 15.00 0.0 10.1 Line 0.00 11.75 67.8 0.0 Line 11.75 23.50 0.0 67.8 Line 0.00 11.75 67.8 0.0 Line 11.75 23.50 0.0 67.8 Line -1.00 4.00 85.0 85.0 Line -1.00 4.00 85.0 85.0 Line 3.00 8.50 127.5 127.5 Line 3.00 8.50 127.5 127.5 Line 6.50 59.50 270.0 270.0 Line 6.50 59.50 270.0 270.0 Line 0.00 15.00 45.0 45.0 Line 15.00 23.50 45.0 45.0 Line 23.50 52.00 45.0 45.0 Line 0.00 52.00 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 4.00 7.50 45.0 45.0 Line 7.50 28.00 45.0 45.0 Line 28.00 58.50 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 4.00 7.50 45.0 45.0 Line 7.50 58.50 45.0 45.0 Level 1 Force Building Block Wall Dir Element Line E -W Floor F1 n/a 1 Both Wall 1 -1 n/a Both Wall 2 -1 n/a 1 2 E -W Floor F2 n/a 2 Both Wall 3 -1 n/a 3 E -W Floor F3 n/a 3 Both Wall 9 -1 n/a 8 E -W Floor F1 n/a 8 E -W Floor F2 n/a 8 E -W Floor F3 n/a 8 N -S Floor F1 n/a A Both Wall A -1 n/a A N -S Floor F2 n/a A Both Wall A -2 n/a A Both Wall A -3 n/a A N -S Floor F3 n/a A Both Wall A -4 n/a A Both Wall C -1 n/a C N -S Floor F1 n/a C Both Wall D -1 n/a D N -S Floor F2 n/a D Profile Magnitude Trib Location [ft] [Ibs,Plf,psf] Width Start End Start End [ft] Line 0.00 15.00 292.5 292.5 Line 0.00 15.00 45.0 45.0 Line 15.00 23.50 45.0 45.0 Line 15.00 23.50 272.5 272.5 Line 23.50 52.00 45.0 45.0 Line 23.50 52.00 255.0 255.0 Line 0.00 52.00 45.0 45.0 Line 0.00 15.00 292.5 292.5 Line 15.00 23.50 272.5 272.5 Line 23.50 52.00 255.0 255.0 Line 0.00 4.00 75.0 75.0 Line 0.00 4.00 45.0 45.0 Line 4.00 7.50 117.5 117.5 Line 4.00 7.50 Line 7.50 28.00 Line 7.50 58.50 Line 28.00 58.50 Line 0.00 4.00 Line 0.00 4.00 Line 4.00 7.50 Line 4.00 7.50 45.0 45.0 260.0 45.0 45.0 75.0 45.0 117.5 45.0 45.0 260.0 45.0 45.0 75.0 45.0 117.5 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 BUILDING MASSES (continued) Both Wall E -1 N -S Floor F3 n/a E n/a E Both Wall 1 -1 n/a 1 Both Wall 2 -1 n/a 2 Both Wall 3 -1 n/a 3 Both Wall 9 -1 n/a 8 Both Wall A -1 n/a A Both Wall A -2 n/a A Both Wall A -3 n/a A Both Wall A -4 n/a A Both Wall C -1 n/a C Both Wall D -1 n/a D Both Wall E -1 n/a E Line Line 7.50 58.50 45.0 45.0 7.50 58.50 260.0 260.0 Line 0.00 15.00 45.0 45.0 Line 15,00 23.50 45.0 45.0 Line 23.50 52.00 45.0 45.0 Line 0.00 52.00 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 4.00 7.50 45.0 45.0 Line 7.50 28.00 45.0 45.0 Line 28.00 58.50 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 4.00 7.50 45.0 45.0 Line 7.50 58.50 45.0 45.0 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 D# - refer to p an view for floor area number ;; Wall line - Shearline that equivalent line load is assigned to; Location - Start end end points of equivalent line load on wall line; Trib Width. - Tributary width; for user applied area loads only WoodWorks® Shearwalls SEISMIC LOADS sidhuO811.wsr Aug. 8, 2011 14:13:48 j Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Line -1.00 0.00 78.2 78.2 E -W Point 0.00 0.00 324 324 E -W Line 0.00 7.50 89.3 101.2 E -W Line 7.50 11.75 101.2 106.6 E -W Line 11.75 15.00 106.6 101.4 E -W Point 15.00 15.00 22 22 E -W Line 15.00 16.00 101.4 100.0 E -W Line 16.00 23.50 93.8 83.2 E -W Point 23.50 23.50 19 19 E -W Line 23.50 24.50 83.2 83.2 E -W Line 24.50 52.00 76.4 76.4 E -W Point 52.00 52.00 283 283 E -W Line 52.00 53.00 65.3 65.3 N -S Line -1.00 0.00 20.9 20.9 N -S Point 0.00 0.00 93 93 N -S Line 0.00 3.00 32.0 32.0 N -S Line 3.00 4.00 63.5 63.5 N -S Point 4.00 4.00 145 145 N -S Line 4.00 6.50 42.5 42.5 N -S Line 6.50 7.50 109.0 109.0 N -S Point 7.50 7.50 256 256 N -S Line 7.50 8.50 109.0 109.0 N -S Line 8.50 28.00 77.6 77.6 N -S Line 28.00 58.50 77.6 77.6 N -S Point 58.50 58.50 288 288 N -S Line 58.50 59.50 66.5 66.5 Level 1 Force Profile Location [ft] Mag [Ibs,pif,psf] Dir Start End Start End E -W Point 0.00 0.00 341 341 E -W Line 0.00 15.00 49.6 49.6 E -W Point 15.00 15.00 23 23 E -W Line 15.00 23.50 47.0 47.0 E -W Point 23.50 23.50 20 20 E -W Line 23.50 52.00 44.7 44.7 E -W Point 52.00 52.00 298 298 N -S Point 0.00 0.00 88 88 N -S Line 0.00 4.00 21.4 21.4 N -S Point 4.00 4.00 2098 2098 N -S Point 4.00 4.00 50 50 N -S Line 4.00 7.50 26.9 26.9 N -S Point 7.50 7.50 166 166 N -S Line 7.50 28.00 45.4 45.4 N -S Line 28.00 58.50 45.4 45.4 N -S Point 58.50 58.50 304 304 Loads in table can be accumulation of loads from several buck ing masses, so they do not comespona wrm a paracurar ow�rng veamern�. - end of load in direction perpendicular to seismic force direction All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the sheartines. ,70/.85- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Flexible Diaphragm Wind Design SHEAR RESULTS North-South Shearlines W Gp For Dir Ld. Case Shear orcr-e-prn V ribs] vmax V/FHS Int Allowable Shear [Of] Ext Co C Total V ribs] t esp. Line 1 Level 1 '4 Lnl, Levl Both 1 4989 332.6 1663.1 833 833 1.00 X 1667 5000 1.00 LTne2 Level 2 Ln2, Lev2 2 Both 1 4329 184.2 509.2 125 495 1.00 A 620 5268 0.82 Line 4 Level 1 / Ln4, Levl ✓4 Both 1 3899 75.0 1299.7 833 833 1.00 X 1667 5000 0.78 Line 6- - Levl 1,4 Both 1 1349 25.9 449.7 833 833 1.00 X 1667 5000 0.27 ,,Ln5, Line 6 Ln6, Levl 14. Both 1 1511 29.1 72.0 495 495 1.00 X 990 20780 0.07 Line7 Level 2 Ln7, Lev2 2 Both 1 6592 126.8 329.6 125 495 1.00 A 620 12395 0.53 Level 1 Ln7, Levl 173 Both 1 9614 184.9 418.0 495 1.00 S 495 11379 0.84 Lined - Level 2 Ln8, Lev2 2 Both 1 1282 24.6 34.6 125 495 1.00 A 620 22931 0.06 Level 1 Ln8, Levl L.72 Both 1 3063 58.9 81.7 125 495 1.00 A 620 23241 0.13 East -West W For Shear Force [pIf] Allowable Shear [plf] Crit Shearlines Gp Dir Ld. Case V (Ibs] vmax V/FHS Int Ext Co C Total V ribs] Resp. Line A Level 2 LnA,, Lev2 2 W ->E 1 3030 - 125 495 1.00 A 620 7437 - 2 E ->W 1 2798 - 125 495 1.00 A 620 7437 - Wall A -4 2 W ->E 1 3030 252.5 252.5 125 495 1.00 620 7437 0.41 2 E ->W 1 2798 233.2 233.2 125 495 1.00 620 7437 0.38 Wall A -3 2 Both 1 - 125 495 1.00 620 - - Wall A -2 2 Both 1 - 125 495 1.00 620 - - Wa11 A -1 2 Both 1 - 125 495 1.00 620 - - Level 1 LnA, Levl W - >E 1 5575 - 530.9 495 495 1.00 X 990 10390 0.54 1,„---1 1 E ->W 1 5288 - 503.6 495 495 1.00 X 990 10390 0.51 Wall A -1 1 Both 1 - 495 495 1.00 990 - - Wall A -2 1 Both 1 - 495 495 1.00 990 - - Wall A -3 1 W ->E 1 1593 530.9 530.9 495 495 1.00 990 2969 0.54 1 E - >W 1 1511 503.6 503.6 495 495 1.00 990 2969 0.51 Wall A -4 1 W ->E 1 3982 530.9 530.9 495 495 1.00 990 7421 0.54 1 E - >W 1 3777 503.6 503.6 495 495 1.00 990 7421 0.51 Llne D Level 2 LnD, Lev2 2 W ->E 1 7523 - 295.0 125 495 1.00 A 620 15804 0.48 2 E ->W 1 7407 - 290.5 125 495 1.00 A 620 15804 0.47 Wall D -1 2 Both 1 - 125 495 1.00 620 - - Wall D -2 2 W - >E 1 7523 295.0 295.0 125 495 1.00 620 15804 0.48 2 E - >W 1 7407 290.5 290.5 125 495 1.00 620 15804 0.47 Level 1 LnD, Levl ✓3 W ->E 1 13154 - 386.9 495 1.00 S 495 16822 0.78 3 E ->W 1 12995 - 382.2 495 1.00 S 495 16822 0.77 Wall 0-1 3 W ->E 1 1354 386.9 386.9 495 1.00 495 1732 0.78 3 E ->W 1 1338 382.2 382.2 495 1.00 495 • 1732 0.77 Wall D -2 3 W ->E 1 11800 386.9 386.9 495 1.00 495 15090 0.78 3 E - >W 1 11657 382.2 382.2 495 1.00 495 15090 0.77 LineE Level 2 LnE, Lev2 2 Both 1 2690 52.7 62.6 125 495 1.00 A 620 26650 0.10 Level1 LnE, Levl /..//2 Both 1 5776 113.3 142.6 125 495 1.00 A 620 25100 0.23 W Grp - Wall group as listed in Materials. table; For Dir - Direction of wind farce along shearline; Ld.. case - Critical load case: ASCE 7 AU herghts Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results am for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3 -6, and IBC eqn. 23-4. Following values marked with * means that value for sheariine is the one for wall with critical design response on line; V/FHS' - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing Co' - WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 J Perforation factor, C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Toter - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp' - Critical response = Vapp/FHSNcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Ld. Case Tensile Holddown Force [Ibs] Shear Dead Uplift Cmb'd Dragstrut Force [Ibs] Line 1 1 -1 Right Opening 1 0.00 12.25 1 14968 14968 1 -1 Right Wall End 0.00 14.75 1 14968 14968 1 -1 Right Opening 1 0.00 12.00 1 3992 Line 2 Line 2 Vert. Element 4.00 15.25 1 4583 4583 Line 2 Vert. Element 4.00 23.25 1 4583 4583 Line 4 4 -1 Right Wall End 18.00 2.75 1 11697 11697 4 -1 Left Wall End 18.00 0.25 1 11697 11697 4 -1 Right Wall End 18.00 3.00 1 3674 Line 5 5 -1 Right Wall End 28.00 2.75 1 4047 4047 5 -1 Left Wall End 28.00 0.25 1 4047 4047 5 -1 Right Wall End 28.00 3.00 1 1271 Line 6 6 -1 Left Opening 2 30.50 32.25 1 648 648 6 -1 Right Opening 1 30.50 27.25 1 648 648 6 -1 Right Opening 2 30.50 36.75 1 648 648 6 -1 Right Wall End 30.50 51.75 1 648 648 6 -1 Right Opening 1 30.50 27.00 1 785 6 -1 Left Opening 2 30.50 32.50 1 549 6 -1 Right Opening 2 30.50 36.50 1 665 Line 7 Line 7 Vert. Element 42.00 32.25 1 2966 2966 7 -1 Left Wall End 42.00 29.25 1 3762 3762 7 -1 Right Wall End 42.00 51.75 1 6729 6729 7 -1 Left Wall End 42.00 29.00 1 5362 Line 8 8 -1 Right Opening 2 58.50 38.25 1 677 677 8 -1 Left Wall End 58.50 0.25 1 1047 1047 Line 8 Vert. Element 58.50 12.75 1 312 312 8 -1 Left Opening 1 58.50 17.75 1 564 564 8 -1 Right Opening 1 58.50 28.75 1 876 876 8 -1 Left Opening 2 58.50 33.75 1 988 988 Line 8 Vert. Element 58.50 41.25 1 312 312 8 -1 Right Wall End 58.50 51.75 1 1047 1047 8 -1 Left Opening 1 58.50 18.00 1 410 8 -1 Right Opening 1 58.50 28.50 1 208 8 -1 Left Opening 2 58.50 34.00 1 83 8 -1 Right Opening 2 58.50 38.00 1 319 Line A A -4 Right Opening 2 55.75 0.00 1 3824 3824 A -3 Right Opening 1 15.25 0.00 1 4779 4779 A -3 Left Opening 2 17.75 0.00 1 4533 4533 Line A Vert. Element 29.75 0.00 1 334 334 A -4 Right Opening 1 38.75 0.00 1 6717 6717 A -4 Left Opening 2 42.75 0.00 1 5750 5750 A -4 Right Wall End 58.25 0.00 1 4533 4533 A -3 Right Opening 1 15.00 0.00 1 1429 A -3 Left Opening 2 18.00 0.00 1 123 A -4 Right Opening 1 38.50 0.00 1 2076 A -4 Left Opening 2 43.00 0.00 1 116 A -4 Right Opening 2 55.50 0.00 1 1307 Line D D -1 Left Wall End 4.25 23.50 1 3482 3482 D -1 Right Wall End 7.25 23.50 1 3440 3440 D -2 Left Wall End 7.75 23.50 1 6137 6137 Line D Vert. Element 19.75 23.50 1 2614 2614 Line D Vert. Element 25.25 23.50 1 2655 2655 D -2 Right Wall End 37.75 23.50 1 6054 6054 D -2 Right Wall End 38.00 23.50 1 4948 Line E E -1 Left Wall End 7.75 52.00 1 1847 1847 Line E Vert. Element 27.25 52.00 1 563 563 Line E Vert. Element 29.75 52.00 1 563 563 E -1 Left Opening 1 33.25 52.00 1 1481 1481 E -1 Right Opening 1 38.75 52.00 1 918 918 Line E Vert. Element 41.25 52.00 1 563 563 Line E Vert. Element 49.25 52.00 1 563 563 Line E Vert. Element 51.75 52.00 1 563 563 E -1 Left Opening 2 52.75 52.00 1 1284 1284 -?3 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 continued) UKAl731 l U 1 AMU ma an r Line E Vert. Element 58.25 52.00 1 563 563 E -1 Left Opening 1 33.50 52.00 1 763 E -1 Right Opening 1 38.50 52.00 1 197 E -1 Left Opening 2 53.00 52.00 1 623 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or Opening X Y Ld. Case Shear Dead Uplift Cmb'd Force [Ws] Line 2 2 -1 Left Wall End 4.00 15.25 1 4583 4583 2 -1 Right Wall End 4.00 23.25 1 4583 4583 2 -1 Left Wall End 4.00 15.00 1 2763 Line 7 7 -1 Right Wall End 42.00 51.75 1 2966 2966 7 -1 Left Wall End 42.00 32.25 1 2966 2966 7 -1 Left Wall End 42.00 32.00 1 4057 Line 8 8 -1 Left Wall End 58.50 0.25 1 312 312 8 -1 Left Opening 1 58.50 12.75 1 312 312 8 -1 Right Opening 1 58.50 19.25 1 312 312 8 -1 Left Opening 2 58.50 24.75 1 312 312 8 -1 Right Opening 2 58.50 28.25 1 312 312 8 -1 Left Opening 3 58.50 34.75 1 312 312 8 -1 Right Opening 3 58.50 41.25 1 312 312 8 -1 Right Wall End 58.50 51.75 1 312 312 8-1 Left Opening 1 58.50 13.00 1 130 8 -1 Right Opening 1 58.50 19.00 1 18 8 -1 Left Opening 2 58.50 25.00 1 42 8 -1 Right Opening 2 58.50 28.00 1 32 8 -1 Left Opening 3 58.50 35.00 1 38 8 -1 Right Opening 3 58.50 41.00 1 110 Line A A -4 Right Opening 1 37.25 0.00 1 2273 2273 A -4 Left Opening 2 43.25 0.00 1 2098 2098 A -4 Right Opening 2 46.75 0.00 1 2273 2273 A -4 Left Opening 3 51.75 0.00 1 2098 2098 A -4 Right Opening 1 37.00 0.00 1 1917 A -4 Left Opening 2 43.50 0.00 1 612 A -4 Right Opening 2 46.50 0.00 1 767 337 A -4 Left Opening 3 52.00 0.00 1 Line D D -2 Left Opening 1 19.75 23.50 1 2614 2614 D -2 Left Wall End 7.75 23.50 1 2655 2655 D -2 Right Opening 1 25.25 23.50 1 2655 2655 D -2 Right Wall End 37.75 23.50 1 2614 2614 D -2 Right wall End 38.00 23.50 1 3862 D -2 Left Opening 1 20.00 23.50 1 2512 D -2 Right Opening 1 25.00 23.50 1 1822 Line E E -1 Left Wall End 7.75 52.00 1 563 563 E -1 Left Opening 1 27.25 52.00 1 563 563 E -1 Right Opening 1 29.75 52.00 1 563 563 E -1 Left Opening 2 36.75 52.00 1 563 563 E -1 Right Opening 2 41.25 52.00 1 563 563 E -1 Left Opening 3 49.25 52.00 1 563 563 E -1 Right Opening 3 51.75 52.00 1 563 563 E -1 Right Wall End 58.25 52.00 1 563 563 196 E -1 Left Opening 1 27.50 52.00 1 91 E -1 Right Opening 1 29.50 52.00 1 164 E -1 Left Opening 2 37.00 52.00 1 47 E -1 Right Opening 2 41.00 52.00 1 37 E -1 Left Opening 3 49.50 52.00 1 69 E -1 Right Opening 3 51.50 52.00 1 Position - Vert element = column or strengthened Line-Wall- ea MO for forces camed by vertrcal elements, wall for forces at wall or opening .,...4e• , studs req'dotherwise indicates stud location at wall end or opening :. Location - Co-ordinates in Plan View: Ld. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal; Shear - Factored wind shear overturning component, includes perforetion factor Co ; Dead - Factored dead load resisting component; Uplift - Uplift wind load component; Cmb'd - Sum of factored overturning, dead end uplift forces; Dragstrut Force - Factored-drag strut force-at opening headers and gaps in walls along shearline, includes perforation factor(s) Co Notes: Dead toad contribution to combined force is factored by 0.60 load combination factor Refer to Shear Results table for perforation factors Co. This table includes tension holddown forces only. WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Rigid Diaphragm Wind Design Rigid analysis performed using Case 2 loadin�.iq,El SCE 7 -05 Fig 6-9 using.o ntricity prescribed to generate a torsional moment. For analysis using Case 1 loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. SHEAR RESULTS North -South Shearlines W Gp For Dir Ld. Case Shear Force [plfJ V pbs] vmax V/FHS Int Allowable Shear [pit] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 . Lnl, Levl 4 Both 2 2023 134.9 674.4 833 833 1.00 X 1667 5000 0.40 Line 2 Level 2 Ln2, Lev2 2 Both 2 1768 75.2 208.0 125 495 1.00 A 620 5268 0.34 Line 4 Level 1 Ln4, Levl 4 Both 2 1684 32.4 561.4 833 833 1.00 X 1667 5000 0.34 Line 5 Ln5, Levl 4 Both 2 1496 28.8 498.7 833 833 1.00 X 1667 5000 0.30 Line 6 Ln6, Levl 1 Both 2 6023 115.8 286.8 495 495 1.00 X 990 20780 0.29 Line 7 Level 2 Ln7, Lev2 2 Both 2 2936 56.5 146.8 125 495 1.00 A 620 12395 0.24 Level 1 Ln7, Levl 3 Both 2 3117 59.9 135.5 495 1.00 S 495 11379 0.27 Line 8 Level 2 Ln8, Lev2 2 Both 2 5891 113.3 159.2 125 495 1.00 A 620 22931 0.26 Level 1 Ln8, Levl 2 Both 2 7808 150.2 208.2 125 495 1.00 A 620 23241 0.34 East-West W For Shear Force [plf] Allowable Shear [plt] Crlt Shearlines Gp Dir Ld. Case V [Ibs] vmax V/FHS Int Ext Co C Total V Ps] Resp. Line A Level 2 LnA, Lev2 2 W ->E 2 2140 - 125 495 1.00 A 620 7437 - 2 E ->W 2 2127 - 125 495 1.00 A 620 7437 - Wall A -4 2 W ->E 2 2140 178.3 178.3 125 495 1.00 620 7437 0.29 2 E ->W 2 2127 177.2 177.2 125 495 1.00 620 7437 0.29 Wall A -3 2 Both 2 - 125 495 1.00 620 - - Wall A -2 2 Both 2 - 125 495 1.00 620 - - Wall A -1 2 Both 2 - 125 495 1.00 620 - - Level 1 LnA, Levl 1 W ->E 2 4784 - 455.6 495 495 1.00 X 990 10390 0.46 1 E ->W 2 4749 - 452.3 495 495 1.00 X 990 10390 0.46 Wall A -1 1 Both 2 - 495 495 1.00 990 - - Wall A -2 1 Both 2 - 495 495 1.00 990 - - Wall A -3 1 W - >E 2 1367 455.6 455.6 495 495 1.00 990 2969 0.46 1 E ->W 2 1357 452.3 452.3 495 495 1.00 990 2969 0.46 Wall A -4 1 W - >E 2 3417 455.6 455.6 495 495 1.00 990 7421 0.46 1 E - >W 2 3392 452.3 452.3 495 495 1.00 990 7421 0.46 Line D Level 2 LnD, Lev2 2 W - >E 2 3613 - 141.7 125 495 1.00 A 620 15804 0.23 2 E ->W 2 3590 - 140.8 125 495 1.00 A 620 15804 0.23 Wall D -1 2 Both 2 - 125 495 1.00 620 - - Wall D -2 2 W ->E 2 3613 141.7 141.7 125 495 1.00 620 15804 0.23 2 E ->W 2 3590 140.8 140.8 125 495 1.00 620 15804 0.23 Level 1 LnD, Levl 3 W - >E 2 6419 - 188.8 495 1.00 S 495 " 16822 0.38 3 E ->W 2 6372 - 187.4 495 1.00 S 495 16822 0.38 Wall D -1 3 W ->E 2 661 188.8 188.8 495 1.00 495 1732 0.38 3 E ->W 2 656 187.4 187.4 495 1.00 495 1732 0.38 Wall 0-2 3 W ->E 2 5758 188.8 188.8 495 1.00 495 15090 0.38 3 E ->W 2 5716 187.4 187.4 495 1.00 495 15090 0.38 Line E Level 2 LnE, Lev2 2 W ->E 2 6431 126.1 149.6 125 495 1.00 A 620 26650 0.24 2 E ->W 2 6391 125.3 148.6 125 495 1.00 A 620 26650 0.24 Level 1 LnE, Levi 2 W ->E 2 10461 205.1 258.3 125 495 1.00 A 620 25100 0.42 2 E - >W 2 10384 203.6 256.4 125 495 1.00 A 620 25100 0.41 W Grp - Wall group as listed in Materials table; For Dir- Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results am for this toad case; V - Factored shear force applied to entire line and amount taken by each wall ;; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and !BC eqn. 23-4. Following values marked with • means that value for shearline is the one for wall with critical design response on line; V/FHS• - Design shear force = factored shear force per unit full height sheathing, Int' - Unit shear capacity of interior sheathing; Ext' - Unit shear capacity of exterior sheathing Co' - Perforation factor, 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 - Combined shear capacity of wall or total capacity of sheahhine ; Crit Res')." - Critical response = Vappp/FHSNcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using iBC 2305.3.825 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 36 /cs- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Ld. Case Tensile Holddown Force pbs] Shear Dead Uplift Cmb'd Dragstrut Force Ps] Line 1 1 -1 Right Opening 1 0.00 12.25 2 6069 6069 1 -1 Right Wall End 0.00 14.75 2 6069 6069 1 -1 Right Opening 1 0.00 12.00 2 1618 Line 2 Line 2 Vert. Element 4.00 15.25 2 1872 1872 Line 2 Vert. Element 4.00 23.25 2 1872 1872 Line 4 4 -1 Left Wall End 18.00 0.25 2 5053 5053 4 -1 Right Wall End 18.00 2.75 2 5053 5053 4 -1 Right Wall End 18.00 3.00 2 1587 Line 5 5 -1 Left Wall End 28.00 0.25 2 4488 4488 5 -1 Right Wall End 28.00 2.75 2 4488 4488 5 -1 Right Wall End 28.00 3.00 2 1410 Line 6 6 -1 Right Opening 1 30.50 27.25 2 2581 2581 6 -1 Left Opening 2 30.50 32.25 2 2581 2581 6 -1 Right Opening 2 30.50 36.75 2 2581 2581 6 -1 Right Wall End 30.50 51.75 2 2581 2581 6 -1 Right Opening 1 30.50 27.00 2 3127 6 -1 Left Opening 2 30.50 32.50 2 2187 6 -1 Right Opening 2 30.50 36.50 2 2650 Line 7 7 -1 Left Wall End 42.00 29.25 2 1220 1220 Line 7 Vert. Element 42.00 32.25 2 1321 1321 7 -1 Right Wall End 42.00 51.75 2 2541 2541 7 -1 Left Wall End 42.00 29.00 2 1738 Line 8 8 -1 Left Wall End 58.50 0.25 2 3307 3307 Line 8 Vert. Element 58.50 12.75 2 1433 1433 8 -1 Left Opening 1 58.50 17.75 2 1089 1089 8 -1 Right Opening 1 58.50 28.75 2 2522 2522 8 -1 Left Opening 2 58.50 33.75 2 3038 3038 8 -1 Right Opening 2 58.50 38.25 2 1605 1605 Line 8 Vert. Element 58.50 41.25 2 1433 1433 8 -1 Right Wall End 58.50 51.75 2 3307 3307 8 -1 Left Opening 1 58.50 18.00 2 1045 8 -1 Right Opening 1 58.50 28.50 2 532 8 -1 Left Opening 2 58.50 34.00 2 212 8 -1 Right Opening 2 58.50 3a.00 2 813 LineA A -3 Right Opening 1 15.25 0.00 2 4101 4101 A -3 Left Opening 2 17.75 0.00 2 4070 4070 Line A Vert. Element 29.75 0.00 2 236 236 A -4 Right Opening 1 38.75 0.00 2 5469 5469 A -4 Left Opening 2 42.75 0.00 2 4996 4996 A -4 Right Opening 2 55.75 0.00 2 3426 3426 A -4 Right Wall End 58.25 0.00 2 4070 4070 A -3 Right Opening 1 15.00 0.00 2 1227 A -3 Left Opening 2 18.00 0.00 2 105 A -4 Right Opening 1 38.50 0.00 2 1782 A -4 Left Opening 2 43.00 0.00 2 99 A -4 Right Opening 2 55.50 0.00 2 1122 Line D D -1 Left Wall End 4.25 23.50 2 1699 1699 D -1 Right Wall End 7.25 23.50 2 1687 1687 D -2 Left Wall End 7.75 23.50 2 2974 2574 Line D Vert. Element 19.75 23.50 2 1267 1267 Line D Vert. Element 25.25 23.50 2 1275 1275 D -2 Right Wall End 37.75 23.50 2 2954 2954 D -2 Right Wall End 38.00 23.50 2 2414 Line E E -1 Left Wall End 7.75 52.00 2 3671 3671 Line E Vert. Element 27.25 52.00 2 1338 1338 Line E Vert. Element 29.75 52.00 2 1346 1346 E -1 Left Opening 1 33.25 52.00 2 2776 2776 E -1 Right Opening 1 38.75 52.00 2 1450 1450 Line E Vert. Element 41.25 52.00 2 1346 1346 Line E Vert. Element 49.25 52.00 2 1338 1338 Line E Vert. Element 51.75 52.00 2 1346 1346 E -1 Left Opening 2 52.75 52.00 2 2308 2308 3 7/ WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14 :13:48 DRAGSTRUT AND HOLDDOWN FORCES (rigid wind design, continued) Line E Vert. Element E -1 Left Opening 1 E -1 Right Opening 1 E -1 Left Opening 2 58.25 33.50 38.50 53.00 52.00 52.00 52.00 52.00 2 2 2 2 1338 1338 1383 357 1128 Level 2 Une- Positlon on Wall Location (fti Wall or Opening X Y Ld. Case Tensile Holddown Force (Ibs] Shear Dead Uplift Cmb'd Dragstrut Force pbs] Line 2 2 -1 Left Wall End 4.00 15.25 2 2 -1 Right Wa11 End 4.00 23.25 2 2 -1 Left Wall End 4.00 15.00 2 Line 7 7-1 Left Wall End 42.00 32.25 2 7 -1 Right Wall End 42.00 51.75 2 7 -1 Left Wall End 42.00 32.00 2 Line 8 8 -1 Left Wall End 58.50 0.25 2 8 -1 Left Opening 1 58.50 12.75 2 8 -1 Right Opening 1 58.50 19.25 2 8 -1 Left Opening 2 58.50 24.75 2 8 -1 Right Opening 2 58.50 28.25 2 8 -1 Left Opening 3 58.50 34.75 2 8 -1 Right Opening 3 58.50 41.25 2 8 -1 Right Wall End 58.50 51.75 2 8 -1 Left Opening 1 58.50 13.00 2 8 -1 Right Opening 1 58.50 19.00 2 8 -1 Left Opening 2 58.50 25.00 2 8 -1 Right Opening 2 58.50 28.00 2 8 -1 Left Opening 3 58.50 35.00 2 8 -1 Right Opening 3 58.50 41.00 2 Line A A -4 Right Opening 1 37.25 0.00 2 A -4 Left Opening 2 43.25 0.00 2 A -4 Right Opening 2 46.75 0.00 2 A -4 Left Opening 3 51.75 0.00 2 A -4 Right Opening 1 37.00 0.00 2 A -4 Left Opening 2 43.50 0.00 2 A -4 Right Opening 2 46.50 0.00 2 A -4 Left Opening 3 52.00 0.00 2 Line D D -2 Left Wall End 7.75 23.50 2 D -2 Left Opening 1 19.75 23.50 2 D -2 Right Opening 1 25.25 23.50 2 D -2 Right Wall End 37.75 23.50 2 Une E E -1 Left Wall End 7.75 52.00 2 E -1 Left Opening 1 27.25 52.00 2 E -1 Right Opening 1 29.75 52.00 2 E -1 Left Opening 2 36.75 52.00 2 E -1 Right Opening 2 41.25 52.00 2 E -1 Left Opening 3 49.25 52.00 2 E -1 Right Opening 3 51.75 52.00 2 E -1 Right Wall End 58.25 52.00 2 E -1 Left Opening 1 27.50 52.00 2 E -1 Right Opening 1 29.50 52.00 2 E -1 Left Opening 2 37.00 52.00 2 E -1 Right Opening 2 41.00 52.00 2 E -1 Left Opening 3 49.50 52.00 2 E -1 Right Opening 3 51.50 52.00 2 1872 1872 1872 1872 1321 1321 1321 1321 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1433 1605 1605 1595 1595 1605 1605 1595 1595 1275 1275 1267 1267 1275 1275 1267 1267 1346 1346 1338 1338 1346 1346 1338 1338 1346 1346 1338 1338 1346 1346 1338 1338 1128 1807 597 83 193 147 175 505 1353 432 542 238 469 217 393 111 88 164 Line -Wall - Shearline for forces carried by vertical elements, wall for fumes at wall or opening ends; Position...- Vert element = column or strengthened studs twit/otherwise indicates stud location at wad end or opening ;. Location - Co- ordinates in Plan View: 1.d. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal; Shear- Factored wind shear overturning component, includes perforation factor Co ; Dead - Factored dead load resisting component; Uplit - Uplift wind bad component Cmb'd - Sum of factored overtuming, dead and uplift forces; Dragstrut Force - Factored drag strut force at opening headers and gaps in wads along shearline, includes perforation factor(s) Co Notes: Dead load contribution to combined force is factored by 0.60 load combination factor Refer to Shear Results table for perforation factors Co. This table includes tension holddown forces only. 3 675 -5- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Wind Suction Design Line North -South Shearlines Lev Grp - Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap ForcelCap Int End Int Service Cond Factors Temp Moist 1 1 4 33.6 48.0 0.70 15 12 68 0.22 0.18 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 1 4 33.6 48.0 0.70 15 12 68 0.22 0.18 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 3 1 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 8 1 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 East -West Sheathing [psfj Fastener Withdrawal pbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 c 1 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 0 1 3 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 E 1 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 2 2 33.6 48.0 0.70 22 18 68 0.33 0.27 1.00 1.00 Grp - Wall Design Group, results for design groups for rigid, flexible design listed for each wall,• Sheathing: Force - Unit area end zone C &C load, Cap - Out of -plane bending capacity of exterior sheathing assuming continuous over 3 .studs; Fastener Withdrawal.- Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2 -3 3g/.5-5- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 Flexible Diaphragm Seismic Dew Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored ;; 0.084 D factored; total aeaa load factor: 0. e - u. vrr4 = u. o i o rensron, 0.084 = 1.084 compression. IV North-South Shearlines Building M�.[tbs] Area [sq.ft] Story Shear pbs] E -W NS Reliability Factor p E -W NS Level2 42487 2794 5235 5235 - - Lovell 47833 2794 3102 3102 - - Structure 90320 - 8337 8337 1.00 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored ;; 0.084 D factored; total aeaa load factor: 0. e - u. vrr4 = u. o i o rensron, 0.084 = 1.084 compression. IV North-South Shearlines W Gp For Dir H1W Fact. Int Ext Shear Force [pit] V [Ms] vmax VIFHS int Allowable Shear [pHJ Ext Co C Total V [Ibs] }7rit iZbsp. Line 1 Level 1 Lnl, Levl 4 Both .67 .67 1494 99.6 498.0 397 397 1.00 X 794 2381 0.63 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1.0 1469 62.5 172.8 125 353 1.00 S 353 3004 0.49 Line 4 Level 1 Ln4, Levl 4 Both .67 .67 806 15.5 268.5 397 397 1.00 X 794 2381 0.34 Line 5 Ln5, Levl 4 Both .67 .67 199 3.8 66.2 397 397 1.00 X 794 2381 0.08 Line 6 Ln6, Levl 1 Both 1.0 1.0 222 4.3 10.6 353 353 1.00 X 707 14843 0.01 Line 7 Level 2 Ln7, Lev2 2 Both 1.0 1.0 1499 28.8 75.0 125 353 1.00 S 353 7068 0.21 Level 1 Ln7, Levl 3 Both 1.0 1.0 1944 37.4 84.5 353 1.00 S 353 8128 0.24 Line 8 Level 2 Ln8, Lev2 2 Both 1.0 1.0 697 13.4 18.8 125 353 1.00 S 353 13076 0.05 Level 1 Ln8, Levl 2 Both 1.0 1.0 1171 22.5 31.2 125 353 1.00 S 353 13252 0.09 East -West W For HIW Fact. Shear Force [pit] Allowable Shear [p11] Crit Shearlines Gp Dir Int Ext V pbs1 vmax VIFHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 1090 - 125 353 1.00 S 353 4241 - Wall A -4 2 Both 1.0 1.0 1090 90.9 90.9 125 353 1.00 353 4241 0.26 Wall A -3 2 Both 1.0 1.0 - 125 353 1.00 353 - - Wall A -2 2 Both 1.0 1.0 - 125 353 1.00 353 - - Wall A -1 2 Both 1.0 1.0 - 125 353 1.00 353 - - Level 1 LnA, Levl 1 Both .67 .67 1740 - 165.8 236 236 1.00 X 471 6008 0.35 Wall A -1 1 Both 1.0 1.0 - 236 236 1.00 707 - - Wall A -2 1 Both 1.0 1.0 - 236 236 1.00 707 - - Wall A -3 1 Both .67 .67 497 165.8 165.8 236 236 1.00 471 1414 0.35 Wall A -4 1 Both .67 .67 1243 165.8 165.8 236 236 1.00 471 4594 0.35 Line D Level 2 LnD, Lev2 2 Both 1.0 1.0 1569 - 61.5 125 353 1.00 S 353 9012 0.17 Wall D -1 2 Both 1.0 1.0 - 125 353 1.00 353 ' - - Wall D -2 2 Both 1.0 1.0 1569 61.5 61.5 125 353 1.00 353 9012 0.17 Level 1 LnD, Levl 3 Both 1.0 .78 2435 - 71.6 275 1.00 S 275 11741 0.26 Wall 0-1 3 Both 1.0 .78 251 71.6 71.6 275 1.00 275 962 0.26 Wall 0-2 3 Both 1.0 1.0 2184 71.6 71.6 353 1.00 353 10779 0.20 Line E Level 2 LnE, Lev2 2 Both 1.0 1.0 1006 19.7 23.4 125 353 1.00 S 353 15196 0.07 Level 1 LnE, Levl 2 Both 1.0 1.0 1661 32.6 41.0 125 353 1.00 S 353 14313 0.12 foie' W tirp - Wall group as listed in Materials table; For Drr - force direction, always both , H/W factor - > =actor due to shearwall height to -w'uu u ...4:.• r rn nor and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. WoodWorks® Shearwalls sldhu0811.wsr Aug. 8, 2011 14:13:48 Following values marked with ' means that value for sheariine is the one for wall with critical design response on line; V/FHS' - Design shear force = factored shear force per unit full height sheathing, lnr - Unit shear capacity of interior sheathing; Ext' - Unit shear capacity of exterior sheathing Co' - Perforation factor, C - Sheathing combination rule, A = Add capacities, S = Strongest side only. X = Strongest side or twice weakest,; Toter - Combined unit shear capacity inc. perforation factor and HM/ factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp' - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 1 MKAVS 1 RV 1 MU fVww+WWn r Level 1 Line- Position on Wall Wall or Opening Location [ft] X Y Tensile Holddown Force Ubs] Shear Dead Uplift Cmb'd Dragstrut Force [Ibs] Line 1 1 -1 Right Opening 1 0.00 12.25 4482 4482 1 -1 Right Wall End 0.00 14.75 4482 4482 1 -1 Right Opening 1 0.00 12.00 1195 Line 2 Line 2 Vert. Element 4.00 15.25 1555 1555 Line 2 Vert. Element 4.00 23.25 1555 1555 Line 4 4 -1 Left Wall End 18.00 0.25 2417 2417 4 -1 Right Wall End 18.00 2.75 2417 2417 4 -1 Right Wall End 18.00 3.00 759 Line 5 5 -1 Left Wall End 28.00 0.25 596 596 5 -1 Right Wall End 28.00 2.75 596 596 5 -1 Right Wall End 28.00 3.00 187 Line 6 6 -1 Right Opening 1 30.50 27.25 95 95 6 -1 Left Opening 2 30.50 32.25 95 95 6 -1 Right Opening 2 30.50 36.75 95 95 6 -1 Right Wall End 30.50 51.75 95 95 6 -1 Right Opening 1 30.50 27.00 115 6 -1 Left opening 2 30.50 32.50 81 6 -1 Right Opening 2 30.50 36.50 98 Line 7 7 -1 Left Wall End 42.00 29.25 761 761 Line 7 Vert. Element 42.00 32.25 675 675 7 -1 Right Wall End 42.00 51.75 1435 1435 7 -1 Left Wall End 42.00 29.00 1084 Line 8 8 -1 Left wall End 58.50 0.25 451 451 Line 8 Vert. Element 58.50 12.75 169 169 8 -1 Left Opening 1 58.50 17.75 188 188 8 -1 Right Opening 1 58.50 28.75 358 358 8 -1 Left Opening 2 58.50 33.75 419 419 8 -1 Right Opening 2 58.50 38.25 249 249 Line 8 Vert. Element 58.50 41.25 169 169 8 -1 Right Wall End 58.50 51.75 451 451 8 -1 Left Opening 1 58.50 18.00 157 8 -1 Right Opening 1 58.50 28.50 80 8 -1 Left Opening 2 58.50 34.00 32 8 -1 Right Opening 2 58.50 38.00 122 Line A A- 3 Right Opening 1 15.25 0.00 1492 1492 A -3 Left Opening 2 17.75 0.00 1492 1492 Line A Vert. Element 29.75 0.00 120 120 A -4 Right Opening 1 38.75 0.00 2189 2189 A -4 Left Opening 2 42.75 0.00 1966 1966 A -4 Right Opening 2 55.75 0.00 1148 1148 A -4 Right Wall End 58.25 0.00 1492 1492 446 A -3 Right Opening 1 15.00 0.00 38 A -3 Left Opening 2 18.00 0.00 648 A -4 Right Opening 1 38.50 0.00 36 A -4 Left Opening 2 43.00 0.00 408 A -4 Right Opening 2 55.50 0.00 Line D D -1 Left Wall End 4.25 23.50 645 645 D -1 Right Wall End 7.25 23.50 645 645 D -2 Left Wall End 7.75 23.50 1198 1198 Line D Vert. Element 19.75 23.50 554 554 554 Line D Vert. Element 25.25 23.50 554 D -2 Right Wall End 37.75 23.50 1198 1198 916 D -2 Right Wall End 38.00 23.50 Line E E -1 Left Wall End 7.75 52.00 580 580 Line E Vert. Element 27.25 52.00 211 211 211 Line E Vert. Element 29.75 52.00 211 E -1 Left Opening 1 33.25 52.00 443 443 E -1 Right Opening 1 38.75 52.00 232 232 Line E Vert. Element 41.25 52.00 211 211 211 Line E Vert. Element 49.25 52.00 211 Line E Vert. Element 51.75 52.00 211 211 369 E -1 Left Opening 2 52.75 52.00 369 WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued Line E -1 E -1 E -1 E Vert. Element Left Opening 1 Right Opening 1 Left Opening 2 58.25 52.00 33.50 52.00 38.50 52.00 53.00 52.00 211 211 219 57 179 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or Opening X Y Shear Dead Uplift Cmb'd Force pbs] Line 2 2 -1 Left Wall End 4.00 15.25 1555 1555 2 -1 Right Wall End 4.00 23.25 1555 1555 2 -1 Left Wall End 4.00 15.00 937 Line 7 7 -1 Left Wall End 42.00 32.25 675 675 7 -1 Right Wall End 42.00 51.75 675 675 7 -1 Left Wall End 42.00 32.00 923 Line 8 8 -1 Left Opening 3 58.50 34.75 169 169 8 -1 Left Wall End 58.50 0.25 169 169 8 -1 Left Opening 1 58.50 12.75 169 169 8 -1 Right Opening 1 58.50 19.25 169 169 8 -1 Left Opening 2 58.50 24.75 169 169 8 -1 Right Opening 2 58.50 28.25 169 169 8 -1 Right Opening 3 58.50 41.25 169 169 8 -1 Right Wall End 58.50 51.75 169 169 8 -1 Left Opening 1 58.50 13.00 71 8 -1 Right Opening 1 58.50 19.00 10 8 -1 Left Opening 2 58.50 25.00 23 8 -1 Right Opening 2 58.50 28.00 17 8 -1 Left Opening 3 58.50 35.00 21 8 -1 Right Opening 3 58.50 41.00 60 Line A A -4 Right Opening 1 37.25 0.00 818 818 A -4 Left Opening 2 43.25 0.00 818 818 A -4 Right Opening 2 46.75 0.00 818 818 A -4 Left Opening 3 51.75 0.00 818 818 A -4 Right Opening 1 37.00 0.00 690 A -4 Left Opening 2 43.50 0.00 220 A -4 Right Opening 2 46.50 0.00 276 A -4 Left Opening 3 52.00 0.00 121 Line D D -2 Left Wall End 7.75 23.50 554 554 D -2 Left Opening 1 19.75 23.50 554 554 D -2 Right Opening 1 25.25 23.50 554 554 D -2 Right Wall End 37.75 23.50 554 554 D -2 Right Wall End 38.00 23.50 805 D -2 Left Opening 1 20.00 23.50 524 D -2 Right Opening 1 25.00 23.50 380 Line E E -1 Left Opening 3 49.25 52.00 211 211 E -1 Left Wall End 7.75 52.00 211 211 E -1 Left Opening 1 27.25 52.00 211 211 E -1 Right Opening 1 29.75 52.00 211 211 E -1 Left Opening 2 36.75 52.00 211 211 E -1 Right Opening 2 41.25 52.00 211 211 E -1 Right Opening 3 51.75 52.00 211 211 E -1 Right Wall End 58.25 52.00 211 211 E -1 Left Opening 1 27.50 52.00 73 E -1 Right Opening 1 29.50 52.00 34 E -1 Left Opening 2 37.00 52.00 61 E -1 Right Opening 2 41.00 52.00 17 E -1 Left Opening 3 49.50 52.00 14 E -1 Right Opening 3 51.50 52.00 26 Line-Wall- Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; position...- Vert element = column ors ng ene . studs req'd, otherwise indicates stud location at wall end or opening; Location - Co- ordinates In Plan View; Ld. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T= Transverse, L = Longitudinal ;; Shear - Factored wind shear overtuming component, Includes perforation factor Co ; Dead - Factored dead load resisting component Uplift- Not relevant to seismic design; Cmb d - Sum of factored overtuming, dead and vertical earthquake forces ;Dragsdut Force - Factored drag strut force et opening headers and gaps in walis along sheerline, includes perforation factors) Co Notes: ';hearwalls does not check tor either plan or vertical structural irregularities. Combined load includes vertical earthquake load of - 0.2Sds x seismic load factor x unfactored D = 0.140 x factored dead load shown. Refer to Shear Results table for perforation factors Co. This table includes tension holddown forces only. Anchor bolts must include minimum r steel plate washers, at least .229" thick, according to 113C 2305.3.11. WoodWorks® Shearwalls sidhuO811.wsr Aug. 8, 2011 14:13 :48 Rigid Diaphragm Seismic Design Rigid analysis not performed for level 1, 2 because not all sheariines and rigidities could not be determined using the flexible diaphragm method SEISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.80: Ev = 0.120 D unfactored; 0.084 D factored; total dead /Bad factor. 0.6 - 0.084 = 0.516 tension, 0.084 =1.084 compression. SHEAR RESULTS North -South Sheartines Building Mass (lbs] Area [sq.ft] Story Shear Psi E -W N-S Reliability Factor p E -W N-S Level2 42487 2794 5235 5235 - - Levell 47833 2794 3102 3102 - - Structure 90320 - 8337 8337 1.00 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.80: Ev = 0.120 D unfactored; 0.084 D factored; total dead /Bad factor. 0.6 - 0.084 = 0.516 tension, 0.084 =1.084 compression. SHEAR RESULTS North -South Sheartines W Gp For Dir H/W Fact. Int Ext Shear Force (pIf] V pbs] vmax VIFHS Int Allowable Shear (plf] Ext Co C Total V pbs] t. p. Line l Lovell Lnl, Levi 4 Both .67 .67 588 39.2 195.9 397 397 1.00 X 794 2381 0.25 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1.0 978 41.6 115.1 125 353 1.00 S 353 3004 0.33 Line 4 Level 1 Ln4, Levl 4 Both .67 .67 463 8.9 154.5 397 397 1.00 X 794 2381 0.19 Line 5 Ln5, Levl 4 Both .67 .67 394 7.6 131.5 397 397 1.00 X 794 2381 0.17 Line 6 Ln6, Levi 1 Both 1.0 1.0 2351 45.2 112.0 353 353 1.00 X 707 14843 0.16 Line 7 Level 2 Ln7, Lev2 2 Both 1.0 1.0 1241 23.9 62.1 125 353 1.00 S 353 7068 0.18 Lovell Ln7, Levl 3 Both 1.0 1.0 1056 20.3 45.9 353 1.00 S 353 8128 0.13 Line 8 Level 2 Ln8, Lev2 2 Both 1.0 1.0 1637 31.5 44.3 125 353 1.00 S 353 13076 0.13 Level 1 Ln8, Levl 2 Both 1.0 1.0 1417 27.2 37.8 125 353 1.00 S 353 13252 0.11 East -West W For H!W Fact. Shear Force [pIf] Allowable Shear [Of] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V/FHS Int Ext Co C Total V [Ms] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 954 - 125 353 1.00 S 353 4241 - Wall A -4 2 Both 1.0 1.0 954 79.5 79.5 125 353 1.00 353 4241 0.23 wall A -3 2 Both 1.0 1.0 - 125 353 1.00 353 - - Wa11 A -2 2 Both 1.0 1.0 - 125 353 1.00 353 - - Wall A -1 2 Both 1.0 1.0 - 125 353 1.00 353 - - Level 1 LnA, Levl 1 Both .67 .67 1387 - 132.1 236 236 1.00 X 471 6008 0.28 Wall A -1 1 Both 1.0 1.0 - 236 236 1.00 707 - - Wall A -2 1 Both 1.0 1.0 - 236 236 1.00 707 - - Wall A -3 1 Both .67 .67 396 132.1 132.1 236 236 1.00 471 1414 0.28 Wall A -4 1 Both .67 .67 991 132.1 132.1 236 236 1.00 471 4594 0.28 Line D Level 2 LnD, Lev2 2 Both 1.0 1.0 1449 - 56.8 125 353 1.00 S 353 9012 0.16 Wall D -1 2 Both 1.0 1.0 - 125 353 1.00 353 - - Wall D -2 2 Both 1.0 1.0 1449 56.8 56.8 125 353 1.00 353 9012 0.16 Level 1 LnD, Levl 3 Both 1.0 .78 2519 - 74.1 275 1.00 S 275 11741 0.27 Wall D -1 3 Both 1.0 .78 259 74.1 74.1 275 1.00 275 962 0.27 Wall 0-2 3 Both 1.0 1.0 2260 74.1 74.1 353 1.00 353 10779 0.21 Line E Level 2 LnE, Lev2 2 Both 1.0 1.0 1538 30.1 35.8 125 353 1.00 S 353 15196 0.10 Level 1 WoodWorks® ShearwalIs sidhu0811.wsr Aug. 8, 2011 14:13:48 SHEAR RESULTS (rigid seismic design, continued) LnE, Levl 2 I Both 1.0 1.0 I 2294 45.0 56.71 125 353 1.00 S 353 143131 0.16 W Grp - Wall group as listed in Materials table; For Dir - force direction, always both" ; HNV factor - Factor due to shearwall height - to-width ratio for interior and exterior well sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored sheer force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with ' means that value for shearline is the one for wall with critical design response on line; V/FHS' - Design shear force = factored shear force per unit full height sheathing, Int - Unit shear capacity of interior sheathing; Ext• - Unit shear capacity of exterior sheathing Co' - Perforation factor, C - Sheathing combination rule, A = Add capacities, S7-- Strongest side only, X = Strongest side or twice weakest Total* - Combined unit sheer capacity Inc. perforation factor and HAW factor, V - Combined shear capacity of wall or total capacity of shearline ; Olt Resp' - Critical response = Vapp/FHSNcap = design sheer force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V,FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4 2,4. is/s-- 5- WoodWorks® Shearwalls sidhu0811.wsr Aug. 8, 2011 14:13:48 TRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or Opening Location [it] X Y Tensile Hoiddown Force pbs] Shear Dead Uplift Cmb'd Dragstrut Force [Ws) Line 1 1 -1 Right Opening 1 0.00 12.25 1763 1763 1 -1 Right Wall End 0.00 14.75 1763 1763 1 -1 Right Opening 1 0.00 12.00 470 Line 2 Line 2 Vert. Element 4.00 15.25 1036 1036 Line 2 Vert. Element 4.00 23.25 1036 1036 Line 4 4 -1 Left Wall End 18.00 0.25 1390 1390 4 -1 Right Wall End 18.00 2.75 1390 1390 4 -1 Right Wall End 18.00 3.00 437 Line 5 5 -1 Left Wall End 28.00 0.25 1183 1183 5 -1 Right Wall End 28.00 2.75 1183 1183 5 -1 Right Wall End 28.00 3.00 372 Line 6 6 -1 Right Opening 1 30.50 27.25 1008 1008 6 -1 Left Opening 2 30.50 32.25 1008 1008 6 -1 Right Opening 2 30.50 36.75 1008 1008 6 -1 Right Wall End 30.50 51.75 1008 1008 6 -1 Right Opening 1 30.50 27.00 1221 6 -1 Left Opening 2 30.50 32.50 854 6 -1 Right Opening 2 30.50 36.50 1035 Line 7 7 -1 Left Wall End 42.00 29.25 413 413 Line 7 Vert. Element 42.00 32.25 559 559 7 -1 Right Wall End 42.00 51.75 972 972 7 -1 Left Wall End 42.00 29.00 589 Line 8 8 -1 Left Wall End 58.50 0.25 738 738 Line 8 Vert. Element 58.50 12.75 398 398 8 -1 Left Opening 1 58.50 17.75 122 122 8 -1 Right Opening 1 58.50 28.75 520 520 8 -1 Left Opening 2 58.50 33.75 664 664 8 -1 Right Opening 2 58.50 38.25 265 265 Line 8 Vert. Element 58.50 41.25 398 398 8 -1 Right Wall End 58.50 51.75 738 738 8 -1 Left Opening 1 58.50 18.00 190 8 -1 Right Opening 1 58.50 28.50 96 8 -1 Left Opening 2 58.50 34.00 39 8 -1 Right Opening 2 58.50 38.00 147 Line A A -3 Right Opening 1 15.25 0.00 1189 1189 A -3 Left Opening 2 17.75 0.00 1189 1189 Line A Vert. Element 29.75 0.00 105 105 A -4 Right Opening 1 38.75 0.00 1799 1799 A -4 Left Opening 2 42.75 0.00 1604 1604 A -4 Right Opening 2 55.75 0.00 888 888 A -4 Right Wall End 58.25 0.00 1189 1189 A -3 Right Opening 1 15.00 0.00 356 A -3 Left Opening 2 18.00 0.00 30 A -4 Right Opening 1 38.50 0.00 516 A -4 Left Opening 2 43.00 0.00 29 A -4 Right Opening 2 55.50 0.00 325 Line D D -1 Left Wall End 4.25 23.50 667 667 D -1 Right Wall End 7.25 23.50 667 667 D -2 Left Wall End 7.75 23.50 1178 1178 Line D Vert. Element 19.75 23.50 512 512 Line D Vert. Element 25.25 23.50 512 512 D -2 Right Wall End 37.75 23.50 1178 1178 D -2 Right Wall End 38.00 23.50 948 Line E E -1 Left Wall End 7.75 52.00 832 832 Line E Vert. Element 27.25 52.00 322 322 Line E Vert. Element 29.75 52.00 322 322 E -1 Left Opening 1 33.25 52.00 623 623 E -1 Right Opening 1 38.75 52.00 301 301 Line E Vert. Element 41.25 52.00 322 322 Line E Vert. Element 49.25 52.00 322 322 Line E Vert. Element 51.75 52.00 322 322 E -1 Left Opening 2 52.75 52.00 510 510 WoodWorks® Shearwalls sldhu0811.wer Aug. 8, 2011 14:13:48 DRAGSTRUT AND HOLDDOWN FORCES (rigid seismic design, continued Line E -1 E -1 E -1 E Vert. Element Left Opening 1 Right Opening 1 Left Opening 2 58.25 33.50 38.50 53.00 52.00 52.00 52.00 52.00 322 322 303 78 247 Level 2 Tensile Line- Position on Wall Location [TO] Holddown Force ribs] Dragstrut Wall or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs] Line 2 2 -1 Left Wall End 4.00 15.25 1036 1036 2 -1 Right Wall End 4.00 23.25 1036 1036 2 -1 Left Wall End 4.00 15.00 624 Line 7 7 -1 Left Wall End 42.00 32.25 559 559 7 -1 Right Wall End 42.00 51.75 559 559 7 -1 Left Wall End 92.00 32.00 769 Line 8 8 -1 Left Wall End 58.50 0.25 398 398 8 -1 Left Opening 1 58.50 12.75 398 398 8 -1 Right Opening 1 58.50 19.25 398 398 8 -1 Left Opening 2 58.50 24.75 398 398 8 -1 Right Opening 2 58.50 28.25 398 398 8 -1 Left Opening 3 58.50 34.75 398 398 8 -1 Right Opening 3 58.50 41.25 398 398 8 -1 Right Wall End 58.50 51.75 398 398 8 -1 Left Opening 1 58.50 13.00 166 8 -1 Right Opening 1 58.50 19.00 23 8 -1 Left Opening 2 58.50 25.00 54 8 -1 Right Opening 2 58.50 28.00 41 8 -1 Left Opening 3 58.50 35.00 49 8 -1 Right Opening 3 58.50 41.00 190 Line A A -9 Right Opening 1 37.25 0.00 716 716 A -4 Left Opening 2 43.25 0.00 716 716 A -4 Right Opening 2 46.75 0.00 716 716 A -4 Left Opening 3 51.75 0.00 716 716 A -4 Right Opening 1 37.00 0.00 604 A -4 Left Opening 2 43.50 0.00 193 A -4 Right Opening 2 46.50 0.00 242 A -4 Left Opening 3 52.00 0.00 106 Line D D -2 Left Wall End 7.75 23.50 512 512 D -2 Left Opening 1 19.75 23.50 512 512 D -2 Right Opening 1 25.25 23.50 512 512 D -2 Right Wall End 37.75 23.50 512 512 Line E E -1 Left Wall End 7.75 52.00 322 322 E -1 Left Opening 1 27.25 52.00 322 322 E -1 Right Opening 1 29.75 52.00 322 322 E -1 Left Opening 2 36.75 52.00 322 322 E -1 Right Opening 2 41.25 52.00 322 322 E -1 Left Opening 3 49.25 52.00 322 322 E -1 Right Opening 3 51.75 52.00 322 322 E -1 Right Wall End 58.25 52.00 322 322 E -1 Left Opening 1 27.50 52.00 112 E -1 Right Opening 1 29.50 52.00 52 E -1 Left Opening 2 37.00 52.00 94 E -1 Right Opening 2 41.00 52.00 27 E -1 Left Opening 3 49.50 52.00 21 E -1 Right Opening 3 51.50 52.00 39 Line -Well - Sheariine for forces caned by vertical elements, wall for forces at wall or opening ends; Position...- Vert element = column or strengthened studs req'd, otherwise indicates stud Location et wall end or opening; Location - Co-ordinates in Plan View; Ld. Case - Results are for ciilcal load case: ASCE 7 All heights Case 1 or 2, ASCE 7 tow rise T= Transverse, L = Longitudinal; Sheer - Factored wind sheer overtuming component includes perforation factor Co ; Dead - Factored dead load resisting component Uplift - Not relevant to seismic design; Cmb'd- Sum of factored overturning, dead and vertical earthquake forces ;Dragstrut Force - Factored drag strut force at opening headers and gaps in walls along shearline, includes perforation factors) Co Notes: .inerawvalls does not cneck lo, either plan or vertical svuctural nreyuianhes Combined load includes vertical earthquake load of - 0.2Sds x seismic load factor x unfactored D = 0.140 x factored dead load shown. Refer to Shear Results table for perforation factors Co. This table includes tension holddown forces only. Anchor bolts must include minimum 3" steel plate washers, at least .229' thick, aoconiing to IBC 2305.3.11. Spell Reduction System for STHD Strap Tie Holdown: Single Pour Rebar Installation *Maintain minimum rebar cover, per ACI- 318 concrete code requirements. a a Typical STHD STHD Over Application Over Shearwall Sheathing Diaphragm SM1 U.S. Patent 8,796,099 Features and Benefits • top Built -in Tab: • Reduces spelling and costly retrofits. • No additional labor to Install, Holds STHD away from form board. StrapMate® Locator Line: Easy inspection to ensure proper location. Allows adjustment without removing STHD. Additional Diamond Hole in RJ versions: One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. Tension Loads for STHD Installations: See code report listings below .top WIND AND SDC A 8 B — ALLOWABLE TENSION LOADS FOR DF/SPISPF/HF (160) Min, Stem (in) Model•No. Strap Length (L) (if°,) Req'dl tails Non Craolied Cracked Standard Rim Joist Standard (in) RimJoist (in) !Bidwell torrant, i ndWait Wildwatl Corner Endwall 6 LSDTHD8 LSTHD8RJ 18 • 32 ': 8 20 -16d Sinkers 3115 2860 1690 2675 2355 1455 STHD10 STHDIORJ 2454 38'%9 10 24 -16d Sinkers 3820 3820 2050 3140 314 0 1/05 STHD14 STHD14RJ 26 4. 39% 14 30 -16d Sinkers 5150 5150 3200 5150 5150 3200 8 LSDTH08 LSTHD8RJ 18'v 327.5 8 20 -16d Sinker& \ 3115 2660... 2230 2625 2355 1915 STHD10 S- THDIORJ 24% 38%4 10 28 -16d Sinkers 4755 4120 3145 4195 3500 • 2585 STH014 STHD14RJ 26'•;, 39% 14 30 - 164Sinkers 5345 5345 • 4165 . 5345 5345 4165 SDC C -F — ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF (160) Min. SWail (In) Nadel No. Strap Length. (L) (in) Req'd Ndlle Noa.Creckod .. 1 Cracked Standard R1m Joist Standard (in) Rirn Joist (in) Mid ialt co:.:. t, •..:Eralarali Midwaf Corner l Endwall 6 LSOTHDB LSTHD8RJ t3 -- 32:: 8 15 .16d Sinkers 2270 _ 2185 1220 2250 1975 1220 STHD10 STHDIORJ 2454 3814 10 18.16d Sinkers ( 2750 -- 2750. 1615 2640 2640 1435 STHD14 STHD14RJ . 26:-• 39% 14 22 -16d Sinkers 3695 3695 2685 3695 3695 2585 8 LSDTHD8 LSTHD8RJ 183 32'34 8 16 -16d Sinkers , 2615 '' -2#855.: . 1635 ; 2250 1975 1510 STHDIO STHDIORJ 24% 38% 10 20 1643011a rs 3400.. , . „2$40: 2295 3400 [ 2940 2175 dENDID 811401404 • 2614 39% 14 24-16dSinkets I. 3915 3819 .. - 3500 3815 3815 3500 1. Allowed° loads are for wired or seismic loading. Nall quantifies reflect an increase for duration of load with no further Increase allowed. Reduce where other loads govern. 2. Concrete shell have a minimum concrete strength. Pc of 2500 psi. 3. 10d common (3- long x 0.148' diameter) nails may be used with no load reduction. 10dx2 1/2 (2 1/7 long x 0.148' diameter) nails may be used with no load reduction when installed directly over framing. For installation over structural sheathing, use 10d common or led sinkers. 4. Use the specified number of naffs listed In table or ea specified. In many cases, not all nail holes will be filled. Nail strap from the bottom up. q8 /5 HDB/HD Holdowns Load Tables: See coda report listings below IsThese products are available with additional oonoslon protection. Additional products on this page may also be available with this option. check with Simpson Strong -Till for details. A top ragc .. 01 -, Model No. Material Dimensions S$ w OM H so Fasteners Anchor eta. Stad Betts MintmUln t l6smber. ' . AltOweble Tension Leads 1160) OelleCtton at Highest Allowable Load Base On) Body Oa H81 TM - es a O 5P SP' N%)3B — 12 1' 2 i 1 ~ :�'. 1':j 1895 1610 0155 2'i 2525 2145 0.169 3 3130 3050 .20 3i 3130 3050 0.120 1.1 I15 5 . :;G 10 5114 7 2../.: .: 9'..z. 1 't ,, 2 : 4 2y2 47.49 3190 0,129 3 rl. ^e;. 378 J 0.156 3' 4195 0.150 HilL'3 v 10 51 ? . 12•, 2 ''. 3 -' 3 6645 5650 0.142 3: 7310 6215 015.1 4'.: 7345 6245 0.155 HD 9B f D9B a,: e 7 ! t 6 VA i 3' :. �' 2'6 14 4 2 H t 11;4 vs 3 - ix 31 r :X78' 6580 0.159 4`h _ logo 8135 0.1'8 0.178 5/2 K.. •� {�a,.;••• 8430 7`!4 =; 1c 5 8530 0,179 kQ12g % 3 7 4 31/2 205/16 3'- 21/4 O1 CID 3'% 11350 9215 0.171 41 12665 10765 0.171 51/2x5V 14220 01085) 0.162 11/s 4 1 31/2 11775 9215 0.171 41/2 13335 11055 0.177 71/2 15435 13120 0.194 51/2x51/2 15510 12690 0.162 0192. % 3 7 4 3' 241/2 3 % 21/s 11/2 5 1 �2. „ 14225 0.191 5'r w1i :. 12,690 0.200 f g g 15270 0.180. 5x5? .. x Q7d3. _ 16210 0.137 1. Allowable loads have been Increased for wind or earthquake load wth no further Increase allowed; reduce where other load durations govem. 2. Post design by Specifier. Tabulated loads are based on 312" wide member minimum, unless noted othenuise. Post may consist of multiple members provided they ere connected independently of the holdown fasteners. See Post Capacities for common post allowable loads. 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strandsNeneers. Values in the tables reflect installation Into the wide face. See technical bulletin T- SCLCOLUMN for values on the narrow face (edge). 4. HD and HDB holdowns are self - Jigging and will ensure minumum bolt end distance, HB, when installed flush with the sill plate. 5. Deflection at Highest Allowable Tension Load includes fastener slip holdown deformation, and anchor bolt elongation for holdowns installed up to 6" above top of concrete. Hoedowns may be Installed raised up to 18" above top of concrete with no load reduction provided that additional elongation of the anchor rod Is accounted for. http://www.strongtie.com/products/connectors/HDB-HD.asp 8/8/2011 • �� /sue HDB /Ht) Holdowns HDB/HD Holdowns - Simpson Strong -Tie offers a wide range of bolted holdowns offering low- deflection performance for a range of load requirements. All of these holdowns have been tested in accordance with ICC -ES's AC 158 acceptance criteria and are approved for use In vertical and horizontal applications. The NEW HD3B fa Tight -duty holdown designed for use in shearwalls and braced-wall panels, as well as other lateral applications. The NEW HD5B, HD7B and HD9B bolted holdowns incorporate the proven design of our HDQ8 SDS -style holdown and feature a unique seat design which greatly minimizes deflection under load. HDB holdowns are self jigging, ensuring that the code- required minimum of seven bolt diameters from the end of the post is met. They can be installed directly on the sill plate or raised above it and are suitable for back- to-back applications where eccentricity is a concern. HDBs are designed to provide loads for intermediate-load- range shearwalls, braced -wall panels and lateral applications. www.strongtie.com Load Tables Gallery of Images Code Reports Drawings Catalog Page Related Categories Technical Bulletins Help for downloads HDBs available April 2011. HD holdowns offer the highest allowable Toads, providing high capacity for both vertical and horizontal applications. The HD12 and HD19 are self jigging, ensuring that the code- required minimum of seven bolt diameters from the end of the post is met. They can be installed back-to- back when eccentricity is an Issue. ffateriaf: See table = inish: HD3B/HD5B/HD7B/HD9B — Galvanized; some models available in HDG HD — Simpson Strong -Tie® gray paint nstal lation: • Use all specified fasteners. See General Notes. • Bolt holes shall be a minimum of 1/32" to a maximum of 1/16" larger than the bolt diameter (per NOS, section 11.1.2). • Stud bolts should be snugly tightened with standard cut washers between the wood and nut (BP's are required in the City and County of Los Angeles). • The Designer must specify anchor bolt type, length, and embedment. See ,S¢ and SSTB Anchor bolts. • To tie multiple 2x members together, the Designer must determine the fasteners required to join members to act as one unit without splitting the wood • Refer to Anchor Designer Software"' for ACI 318 for anchoring solutions. Gallery: For holdowns, per ASTM test standards, anchor bolt nut should be finger -tight plus 1/3" to 1/2" tum with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over - torque the nut. Impact wrenches should not be used. as estop roll over images below to see larger image HD19 HD5B (HD12 similiar) (HD7B and similar) HD9B Vertical HD19 Horizontal HDB Installation Installation (Plan View) http://www.strongtie.com/products/connectors/HDB-HD.asp HD3B HD3B Vertical Installation 1 a64 J Vl ✓ SI MPSON • 8/8/2011 5 *5-S nKJ/ ai/ i' D/ nai/ nir/ 1. rJ1H/ LJ II/ 1v1.)1/ivies1tikiiviC1w Iwo 11 .)uay i1w Model {. � Pj� s rinta9 . YT 'tiD ( ) Al evabie Tension Loads HF) 1 � 18 26-110d 2020 2020 16 26 -10d 2020 2020 r MSTC28 18 1216d saw . 110 905 16 16-16d sinkers 1 1325 7 MSTC40 18 28 -16d sinkers 2695 2320 16 36-16d sinkers 3465 2980 b MSTC52 18 4416d sinkers . 3645 16 48-16d sinkers '. 3975 Yr MSTC66 18 64-16d sinkers 5860 5495 16 68 -16d sinkers 5860 5840 *MSTCTB 18 76-16d sinkers Sfl 5860 16 76-16d sinkers 7 MST37 18 20-16d 2465 2135 16 22 -16d 2710 2345 L MST48 18 32 -16d 3 5 3425 16 34 -16d 3695 040 MST60 18 46 -16d 4830 4830 16 48 -16d 4830 4830 MST72 18 46 -16d 41I. 4830 16 48-16d 46 4830 1. Loads include a 60% load duration Increase on the fasteners for wind or earthquake loading 2. 10dx1 1/2" nails may be substituted where 16d sinkers or 10d are specified at 100% of the table loads except where straps are installed over sheathing. 3. 1Dd commons may be substituted where 18d sinkers are specified at 100% of table loads. 4. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST - 212-; HST2 and HST5 - 4 -; HST3 end HSTB - 41/?. 5. 18d sinkers (0.168° dia x 3 1/4" long) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 6. Use half of the nails In each member being connected to achieve the listed loads. 7. Tension loads apply for uplift when Installed vertically. 8. NAILS: 18d = 0.113? dia. x 3 12" long. 16d Sinker = 0.168" dia. x 3 1/4" long, 10d = 0.166° dia. x 3" long, tOdx1 1/2 = 0.188° dia. x 1 12" long. See other nail sizes and Information. Load Tables: See code report listings below moThese products are available with additional corrosion protection. Additional products on this page may also be available with this option check with Simpson Strong -Tie for details. Fr These models are approved for Installation with the Strona -Ddve SD Structural- Connector screw. See the load values. A top 1 {Lg�I -T MA 1 1 http: / /www.strongtie.com /products /connectors/HRS- ST -PS- HST- LSTA.asp 8/8/2011 HKS /S 1 /2"J /HS 1 /1-111"/LS 1 A/Lb 11/M 1 /1VLh 1 A/1V1a 11./1V1D 11 Trap 11CS 1. Loads Inds nclude a 80% load duration Increase on the fasteners for wind or earthquake loading 2. • 10dx1 1/2° nails may be substituted where 18d sinkers or 10d are spedfled at 100% of the table loads except where straps are Installed over sheathing. 3. 10d commons may be substituted where 16d sinkers are spedfled at 100% of table loads. 4. 16d sinkers (0.166' dia x 3 1/4' long ) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5. Use half of the nails In each member being connected to achieve the listed loads. 8. Tension loads apply for uplift when Installed vertically. 7. NAILS: 18d = 0.162" dia. x 31/2" long, 18d Sinker = 0. 188" dia. x 3 114" long, 10d =11.188* dia. x 3" long, 10dx1 1/2 = 0.168" die. x 1 12" long. See other nail igea end tiferm8Uon. rThese models are approved for Installation with the Stngmagli SD Sludurel- Connector screw. See the load values. Model No. Ga Dimension Fasteners (Total) ( ' ' ).' '. Allowable Tensaw Loads (SPF/0F) t Wails Bolts Wails Najd Dolts Q:ty Dia (160) MD) (160) MST27 12 21 /t6 27 30-16d 4 % 3700 2165 3200 2000 ' MST 73 2%6 37'h 42 -16d 6 1 5080 3025 4480 2805 MST48 2%6 48 50 -16d 8 / 5310 3675 5190 3410 ti• ft.45160 10 2'/18 GO 6816d 10 1h 6730 448 6475 4175 MST72 2148 72 6816d 10 6475 4175 HST2 7 21/2 21'/ - 6 % - 5220 - 4835 I-IST5 5 21'/ - 12 i - 10650 - 9870 HST3 3 3 2514 - 6 74 :.;:;, 6660 HST6 6 251 - 12 % > (:: -- ..';I.; .. =` -- 13320 1-1114S, evvi 11 1. Loads Include a 60% load duration increase on the fasteners for wind or earthquake loading 2. 10d commons may be substituted where 18d sinkers are spedfled at 100% of the table loads. 3. 18d sinkers (0.168" dla. x 3 1/4" long) or 10d commons may be substituted where 16d commons are spedfled at 0.84 of the table loads. 4. Allowable bolt loads are based on parallel- to-grain loading and these minimum member thicknesses: MST - 212 "; HST2 and HST5 - 4 "; HST3 and HST8 - 4 12`. 5. Use haft of the required nails In each member being connected to achieve the listed loads. 8. Straps not Installed over sheathing with 10d (0.188 dia. x 9) nails specified may be substituted with 10dx1 12 (0.168 dia. x 1 12) with no reduction in load. 7. Tension loads apply for uplift as well when Installed vertically. 8. NAILS: 16d = 0.162" dia. x 3 1/2" long, 18d Sinker = 0.168" dia. x 3 1/4" long, 10dx1 1/2 = 0.166" dia. x 1 1/2" tong. See other nail sizes and IntormaUor. Code Reports(PDFs): IAPMO ES ER ICC-ES ESR CITY OF LOS ANGELES Vnext Atop LEGACY REPORTS STATE OF FLORIDA ICC-ES NER ICC -ES ER ICC -ES ES HRS See specific model numbers for code listings. HRS12 ER -124 ESR -3096 RR25489 / RR25910 FL11470 / F-41JZ2 HRS416Z No code listing: Please =maul for lest deta. HRS6 E3_124 ESR -3096 13R25489 / RR25910 FL11470 / FL13872 HRS8 ER -124 ESR -3098 RR25489 / RR25910 E41LZ4 / FL13872 HST See specific model numbers for code listings. HST Bee specific model numbers for code listings. HST2 ESR -2105 /ESR - 2523 ' 6(325713 FL10852 HST3 ESB- 2105 /ESR -2523' RR25713 FL10852 HST6 ESR - 2105 / ESR -2523' RR25713 FL10852 HST5 -4 No code Ming. Please g imigc .2"k for test dale. HST6 ESR -2105 / 08-2523' RR25713 FL10852 HST6 -4112 No code listing. Please contact us for test data. HTP37Z ESR -3098 RR25910 LSTA See specific model numbers for code listings. LSTA42 ER -124 ESR -2105 / ESR -2523 • / ESR_3t>88 RR25713 / RR25489 / RR25910 FL1085Z / F1.13872 LSTA16 ER-124 ESR -2105 / ESR -2523 ' / ESR -3098 RR25713 / RR25489 / RR25910 FL10852 1 FL1387Z LSTA1 8 ER•124 ESR -2105 / E$R -2523• 1 ESR -3098 RR25T14 / RR25489 / RR25910 FL10852 / FL138T2 http: / /www.strongtie.com /products /connectors/HRS- ST -PS- HST- LSTA.asp 8/8/2011 • 1 - I ; jiri 117! j • I 1.11“ -! • c, MST C28 • -,. :'!± • HRS f* • ! roll over images below to see larger image ST2115 irc HRS416Z Typical MSTI Installation (MIT hanger shown) LSTI similar HTP37Z Typical LSTI Typical HRS Installation Installation 1.1,7■,7:7EAV..uts.:131 HST FOUNDATION EVALUATION S-1 /s- 5- /42-el G /// bizi a / 85 7" // /4, ,A 4 �v.s7 v, 7/ v 4 �- y s e • / / 7 P, At, ,C* Zep /? Z o '-- 2 5-- 4 S— , 2$,� ?2 ALGo /Z L e'1514) S ti �/��•� = %G i 1 /-< c i p s- 4 P4 GG z U -=- ‘a "51= 72 ti t s7 "ri1 :49, 1 l 60 ,oe-,� 2 k /5`D Pe GD /CIC 7-0 7-.4) - / j ?v .?a o � . 2/7 90 /AAAe i-ry >27? ' PLC 0 • Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571 -8794 March 2, 2012 City of Tukwila Attn: Planning Division and Budding Department Subject: Revisions to Residential Building Plans, Lot 1 of Short Plat Permit No. L09 -034/ Gary Singh, Owner Dear Sir /M a 414, / The following items identified as requiring revision have been addressed on the plan set signed by this office on this date. The paragraphs below are numbered to correspond with the comments from each department (copies attached for ready reference). Planning Division. 1. The driveway has been widened to 34 feet and has been deepened in all areas to a minimum depth of 19 feet. Note that this required moving the house 6 inches west, which does not violate any setbacks. The location of the driveway across the sidewalk has been indicated with dimensions and the paving for the new on- site parking pad has been more clearly identified on the drawing. 2. Two trees of minimum 1 -1/2 inch caliper and 4 foot height have been indicated in the yard area on the plan. The minimum requirement is for one tree. Note that Mr. Singh has a record of furnishing the yard areas of the houses he builds with high quality formal landscaping. 3. Per Paragraph 1, above, the location of the driveway is shown with dimensions. The actual curb cut, that is, the portions of the sidewalk beyond the actual driveway width to be removed to allow the flair portions of the standard concrete driveway in a sidewalk area, are determined by the use of the City Standard Drawing from Public Works, which will be the most up-to -date version of the drawing at the time of permit approval. RECEIVED Building Department. MAR 14 2012 1. A total of 13 standard 8" x 16" foundation vents have been added to the PERMIT CENTER foundation plan. They have a gross area of 0.88 square feet each and a net opening area of approximately 0.5 square feet each. The resulting total vent area CORRECTION LTR# N� 1L— ifn 21 0 • is therefore approximately 6.5 square feet. The ventilated crawlspace is about 2,000 square feet, with a resulting ratio of about 307 square feet of crawlspace per one square foot of vent. This exceeds the minimum of one square foot per 1,500 square feet of vented area. 2. The shown 2.5 inch square washers shown with the anchor bolt hold downs on Sheets P -3 and P-4 have been changed to 3.0 inch square dimensions. 3. The floor drains in the laundry and fumace room have been deleted. 4. The revision to Energy Code requirements is handled separately from this office. 5. CO alarms have been added to Sheets P -3 and P-4 in areas just outside of all bedrooms. One has been added to the first floor and two at strategic locations on the second floor. 6. The windows on each side of the balcony door off the master bedroom have been noted as being Safety Glass. 7. The stemwails have been removed in the main garage door locations. The floor elevation of the garage (and adjacent exterior grades) have been raised approximately 2 feet to reduce the difference in levels between the garage and the main floor. The floors of the house have been lowered one foot also. This will still produce an acceptable driveway slope. (Note that a minor framed stairway will be installed in the garage up to the main floor level.) The breaks in foundation wall levels will be located in the field in the usual way relative to finished grades, with pony walls used to fill the gaps up to the main floor structure. As such, no specific top of pour elevation locations are shown for the stemwalls. (This office is available to provide evaluation and documentation as required during construction should questions or problems arise.) Should you have any questions, please feel free to contact this office. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer Sidhul3 /1136 • • PLANNING DIVISION COMMENTS DATE: February 14, 2012 APPLICANT: Gary Singh RE: D12 -024 ADDRESS: 4615 S 148th Street Please review the following comments listed below and Submit your revisions accordingly. If you have any questions on the requested revision, 'Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433- 7166: The following conditions of short plat L09 =034 need to be met: 1. Four dnveway parking spaces are required in addition to any .garage spaces. To create four adjacent parking spaces, the drivew.y reds to be at least 19 feet deep and 34 feet wide. The driveway is shown at 22. i.feet deep and 28.5 feet wide. (Paraphrased from short plat L09 -034, page 3, Property Notes item #2). Show the paved portion of the driveway on the plans so it is easily discernible. 2. A tree is required in the front (north) side of the house. 3. Show location and width of driveway curb cut. ....... ,..11.... .........,. ,.� . ••• 2b t;aicuwate tne net -tree clear opening tmanur. specs) or an vents = nis numoer must tie equal or exceea the calculated sq. rootage or a. 3a Divide attic sq. ft. by 300 if supplying upper and lower vents, such as ridge and soffit vents. Attic sq. ft. divided by 300 = (the required vent openings). 3b uaicuiate tne net -tree near opening tmanur. specs or an vents = This number must be equal or exceed the calculated sq. footage of 3a. Crawlspace Ventilation R408.1 The space between the bottom of the floor joists and the earth under any building shall be provided with ventila ' • s o • - ings through the foundation walls. The total required vent openings sha the crawl a en a ' ' -rrier is provided over the ground surface. Vents must be pl •m each com- - -pt that vents may be omitted rrom one side only. rroorjoists mus • • when using exterior vents. Exception: Ventilation openings may be omitted when continuously operated mechanical ventilation is provided at a rate of 1 cfrn for each 50 sq. ft. of crawlspace. The ground must be covered with a vapor barrier and the crawlspace walls must be insulated. 1, • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 17, 2012 Gary Singh 4224 S 148 Street Tukwila, WA 98168 RE: Correction Letter #1 Development Permit Application Number D12 -024 Singh Residence — 4615 S 148 St Dear Mr. Singh, 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 Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, Pu4 enn fer Marshall erm't Technician encl File No. D12 -024 W:U'ermit Center\Correction Letters\2012\D12 -024 Correction Letter 41.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: February 8, 2012 Project Name: Singh Residence Permit #: D12 -024 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Identify location of crawlspace vents with specifications per 2009 Residential Building codes. Crawlspace vents shall be shown on the foundations plan. (IRC R408.2) 2. The note on sheet P -3 & P -4 specifies "2.5 square washers (per usual practice) ", which is not consistent with current prescriptive codes and typically not used. Revise note to specify 3" x 3" x 1/4" galvanized washers. (IRC R602.11.1) 3. The plan shows floor drains in the laundry room and furnace room. Specify the method of slopping the floor to the drain. Note: drains typically are not required in this situation. 4. Floor plan notes on sheets P -8, P -9 & P -10 show a number of code references and code notes in general that no longer meet current 2009 building codes including energy code Table and energy code references. Revise all code references and code notes to be consistent with the current 2009 building and energy codes. All codes shall include current revised 2009 Washington State Amendments. 5. New codes require carbon monoxide alarms located outside of each separate sleeping area in the immediate vicinity of the bedroom. Show CO alarms per code requirements. (IRC SECTION 8315 with Washington State Amendment's) 6. Show the two windows at the covered porch off the master bedroom each side of the door with safety glazing. 7. The plan and details are not clear where height of the concrete foundation between the garage and house begin. Also the foundation does not snow buck outs for the garage doors. Provide more clarification with details for these plan items. r 0 • 8. The proposed square footage indicated on the Permit Application is not consistent with what the plans show. Please correct the building square footage on the application to be consistent with the building plans. Also mark all other items on the permit application that is missing. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. DATE: APPLICANT: RE: ADDRESS: s PLANNING DIVISION COMMENTS February 14, 2012 Gary Singh D12-024 4615 S 148th Street • Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433 -7166. The following conditions of short plat L09 -034 need to be met: 1. Four driveway parking spaces are required in addition to any garage spaces. To create four adjacent parking spaces, the driveway needs to be at least 19 feet deep and 34 feet wide. The driveway is shown at 22 feet deep and 28.5 feet wide. (Paraphrased from short plat L09 -034, page 3, Property Notes item #2). Show the paved portion of the driveway on the plans so it is easily discernible. 2. A tree is required in the front (north) side of the house. 3. Show location and width of driveway curb cut. PE' ,.. CO r - Q ti • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -024 DATE: 03 -14 -12 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4615 S 148 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEPARTMENTS: 4-Ling I "D.�' Sin Division Public Works Fire Prevention Structural SM Planning vision Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03-15-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04 -12-12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -024 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4615 S 148 ST X Original Plan Submittal Response to Incomplete Letter # DATE: 02 -06 -12 Response to Correction Letter # Revision # After Permit Issued DEPAR MENTS: AM 1i Building ivision � 0720, ti P WorktV A441 41-11).■ Fire Prevention Structural Gin hikett 02-h Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 02 -07-12 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03-06-12 Approved Approved with Conditions 1 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206- 431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 31a\ao�L Plan Check/Permit Number: D 12 -024 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: Singh Residence 4615 S 148 St CA ,m2..1 Phone Number: 2%(0' 2-4Lj_I 1po' Summary of Revision: C OVYse �� s -Pv246 P- 1 P- A-1,11) P R - P CM' OF MORA MAR 1.4 20121 PERMIT CENIER Sheet Number(s): "Cloud" or highlight all areas of revision including dr 'vision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1.3 \ applications \forms - applications on line \revision submittal Created: 8 -13 -2004 Revised: CITY OF TUd'LA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 1111rmit Center /Buildi Division: 206 - 431 -3670` Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 RECEIVED CERTIFICATE OF WATER AVAILABILITY Fi:.. i 1 l 2000 Required only if outside City of Tukwila water district TUKWILA PUBLIC WORKS RECEIVED' FEB 0 2 2006 COMMUNITY DEVELOPMENT PERMIT NO.: 1 11Nf' ^G "r.•+ wt1a� ui.: t x ir� :Y',�i<? Y rrry4'r�n r'°{'�n � P- Rif � ls. 1�, � � a �N w. 17 i aid?,,V :4�Iu ,'l dJ °'1. i,.k�9�'f4�d�1,i1, i� �,� 'C: ? ".,I�....,` ,>rt�,��.�i.>, r �sa�uw.�i; X1555 %.0 Site address (attach map and legal description showing hydrant location and size of main): Se. /5r 8 6f S'Fi 7 7 1 4 1 . ) / / . . . — 9 8 j 68 P144 sn I l ) 4giT c ig a LH ril !;WttrgrWP1' rtYri J° . i!i iiWnItaPPI- 7463VWR" rgri , F.°A°. +c. Name: rJfi2tC� M.c1/e��. Name: Address: Phone: S (D K U ---A-Qo w.e 1 Zi c. 2122 y 1totr6. 1, sJT k eywig Address: 112 I/5 $% ctt.e_ A gr�rC Phone: 26. 2 i z. -7665" This certificate Is for the purposes of: ❑ Residential Building Penult ❑ Preliminary Plat Q¢. Short Subdivision ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Other n if Estimated number of service connections and water meter size(s): 3 M`r`Ie-/ s/� X jl� Vehicular distance from nearest hydrant td the doses! point of structure is 2_U ft. Area is served by (Water Utility District): IRS' Owner /Agent Signature ` / /2/ Oats E ,, ,u2�y !r I flMii j�IEM1�{r���� > ta, •,4,,+'.•?1 �i� 1 '`J+'uy, �rgpto���� l 'l Eb�C,v-f ` "•'7`'r.-m"+'iti =°. 1a'' .�tlAmitc�,dv'5.:�rySV'i:J.�!�sd Pf �I Fti -7q.9n .al.nA`i(lk.'+ 4J In w.�'ti�„59.. Rt i,6"S ;u'7/.���✓N✓L.�it'!J,[,x'.J. 1. The proposed project Is within A (City /County) 2. o improvements required. 3. The improvements required to upgrade the water system to bring it Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: IY{ (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 / �- X at 20 psi residual for a duration of 2 hours at a velocity of t;v fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project El Acceptable service cannot be provided to this project unless the improvements In Item B -2 are mat. System Is not capable of providing service to this project. 1 hereby certify that the above information is true and correct. K)tST /75. AgeneyPhone z4 - -Ly z - 1.5`-e -7 By gpm RECEIVED FEB o 6 2012 PERMIT CENTEF Date 11-2 -ti -v6 This certificate is not valid without Water District No. 125's attachment e itled "Attachment to Certificate of Water Availability." P w 04 ■ 0 4¢- L06-011 b aft- al .VYORKlIYG�iOCVAiPI1tIN z 7?'�i? C.'NUlRdN MEW r;:, 14816 Military Road South P.O.,, 695 RECEIVED Tukw` 4/V 68 Phone: (206 2 -3236 FEB 0 2 2006 Fax: (206) 242 -1527 DEVELOPMENT CERTIFICATE; OF SEWER AVAILABIL!TY /NON = AVAILABILITY ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part Ai (To Be Cotnpleted>by Applicant) Purpose of Certificate: ill. Building Permit ❑ Preliminary Plat or PUD ❑ Other gii Short Subdivision ❑ Rezone Proposed Use: X Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: G � 5,,1510 LA /4,,,71°S Phone (%(v) 2544-190c) /cS(�• Property Address or Approximate Location: Tax Lot Number. LIC,,st S 14 8 �f 004 zctc -01 ND Legal Description(Attach Map and Legal Description if necessary): L.— oL Z e)Li_ Z 3e-cory Add 4-c, `C-Nda.v,, / 1-4orneTei -5, 0-e e_ord, _vc, i-tr. .e._-k) \ a_-`*/ -t- 4.o�,� r e e_oc r ed '1 r-, Vc, 1 I Z— c c- -P ■sets Tii c ) ', v- 1- „..,3C,,_, , c.,Jcz , Part B (To Be, Completed by Sewer Agency) 1. ® a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. ORp b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and /or ® (3) other (describe): S q j1$4 kry eel's, ' lefte.] of 4 t-le ue- j4.p07 etf' 2. (Must be completed if 1.b above is checked) Lla 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. tp 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. 4. Service Is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑Reqquired f day be Requirgd c. Other. C t+4 vj 1 l� b e 4 e„.4 N P v✓r-., Ct, H H .,-1 -I :, r // ���� "9LLLFEB 0 2017 certify that the above sewer agency information is true. This certification shall be valid YCENTEF the fro date oPS� nature. '.i1II ,1cl M” Title D11= oaf PWo6.o44 1 nor L06- O/i Contractors or Tradespeople itter Friendly Page General /Specialty Contractor A business registered as a construction contractor with Lai to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SIDHU HOMES INC UBI No. 602228341 Phone 2062441900 Status Active Address 4645 S 148Th St License No. SIDHUHI881JF Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 4/6/2012 State WA Expiration Date 4/6/2014 Zip 98168 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status SIDHUHI980N0 SIDHU HOMES INC Construction Contractor General Unused 8/20/2002 8/30/2008 Re- Licensed Business Owner Information Name Role Effective Date Expiration Date SINGH, GURDIP President 04/06/2012 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 American Contractors Indem CO 100191577 04/01/2012 Until Cancelled $12,000.00 04/06/2012 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 Endurance American Specialty I CBC10000961200 04/04/2012 04/04/2013 $1,000,000.00 04/06/2012 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni /bbip /Print.aspx 04/06/2012 i P/� cO a 0 N 0 4 N 0. 0 0 a W/ 7f.; ‘' / I,n L r fc- di7 /NG O/2/2/J�/S" PE ? ,Of74J1. D// SWEET 9 ,Ott /Yg.I r�4' , 1'7/J A // W175-7 51.1)/ S 126.22' 3' /`?AX, H Z Jzoro :F./ f w /1/L7E/? E/ 'JG' g!7(Xf ' b REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees, 1 i Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines 20'-0" 5° 0„ 101.22' 20' -0" PRIVATE ROAD C./ZAPS 7' 571177- ///f/1 7)e / 7141 Y 7: friveN ZEI> /471`A? TAY /.,(/ z27) 3w A J "r 4.5 /2 >4 Doti 5' -0„ et ill? 7 / 22'- 1133At« ,f. NCRETE DR EXPOSED ACCR 1 GA . E SLAB & DRIVE AT MIN. 1% SLOE_ VEWA ATE TV VAULT "19i -;fir 14' - CABLE VAULT SCI- VAULT 20'_0" /I P.L.- Z93-46 Z 74. 7 7 /J, e'L? 2 " ,Z7,4./// t p11-' (f r I e f P. EL. = Z 93 LEL.- 2 94-.6 ,\ Z- 74, E.EL.w z 94.11 D'- Z'4 J,v ! TZ E/ "7E, : if./. _41(6'fF4: A 1' 71/. r.� "'� LOT #1 4615 SO. 148THH STREET TUKWILA, A. 00 rn MAIN FLO R =xx.xx' Z TOP FLOOR= 3 )e EX. AVG. LDG. • GR.= PR. AVG. BLDG. GR.- 8A fD QN d /) /// X X inv P.EL.= Z 77,69 EEL = 3,6.6 P.EL.= Z77,I' E.EL= 00. Z.) `r / a 27' -.r moo 22 FOOTING DRAIN 28' -O" 3R • UP AILBOXES " PI/�' e /-rd // NEW 7T EE: QA" / fz" .1 N, A//I) '' //:`J N T M.7/49/4 42' 0" 101.23' 42'_01„ 126.23' Will b� E SOUT 148TH STRI SITE PLAN SCALE :1 f8 " -1' =T w —�- E427i4' w/2 2Z10 CY F /ZL Z5- CY zz s-ey -- *INFILTRATION SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & l 4" DRAIN PIPE TYP. DOWN SPOUT DRAINAGE *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. SEPARATE PERMIT REQUIRED FOR: ermfichaniod Meow PeasumbklaPIPINI aDiaTi/ewlr . �. s !!These plans have been reviewed by the Public \', :orks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: cal it, FILE COPY Pormft No. (X•02•1,4 erE4ew apps Is subject to errors also! onteslons. Ar ` 1L1 of cofstn,attion documents doss not authorize Ih' !^ !on of any adopted code or .. Receipt Lt./droved Field c, and caidlions By Date: 1: ".M ( ,,. •.1 • City Of 1Ukwita BUILDING DIVISION CORRECTION poz14 RECEIVED MAR 14 2012 SITE COVEiRAG =: PERMITCENTER TOTAL LOT AREA =8235 SQ.FT. ALLOWABLE SITE COVERAGE =2703 SQ.FT. ACTUAL SITE COVERAGE= REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 to ►�CflyofTukwila BUILDING DIVISION INDEX: P -1 SITE PLAN P -2 CRAWL SPACE & FOUNDATION PLAN P -3 MAIN FLOOR PLAN P -4 HB TOP FLOOR PLAN P -5 DATE: ELEVATIONS CHKD: P -6 PHONE: ELEVATIONS DRAWING NQ. OD i -- 5746— P 1 CROSS SECTION & DETAIL P -7 P -8 STRUCTURAL & GENERAL NOTES P-19 STRUCTURAL & GENERAL SPECS. / WINDOW SCHEDULE P -10 STRUCTURAL & GENERAL NOTES P/� cO a 0 N 0 4 N 0. 0 0 a W/ 7f.; ‘' / I,n L r fc- di7 /NG O/2/2/J�/S" PE ? ,Of74J1. D// SWEET 9 ,Ott /Yg.I r�4' , 1'7/J A // W175-7 51.1)/ S 126.22' 3' /`?AX, H Z Jzoro :F./ f w /1/L7E/? E/ 'JG' g!7(Xf ' b REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees, 1 i Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines 20'-0" 5° 0„ 101.22' 20' -0" PRIVATE ROAD C./ZAPS 7' 571177- ///f/1 7)e / 7141 Y 7: friveN ZEI> /471`A? TAY /.,(/ z27) 3w A J "r 4.5 /2 >4 Doti 5' -0„ et ill? 7 / 22'- 1133At« ,f. NCRETE DR EXPOSED ACCR 1 GA . E SLAB & DRIVE AT MIN. 1% SLOE_ VEWA ATE TV VAULT "19i -;fir 14' - CABLE VAULT SCI- VAULT 20'_0" /I P.L.- Z93-46 Z 74. 7 7 /J, e'L? 2 " ,Z7,4./// t p11-' (f r I e f P. EL. = Z 93 LEL.- 2 94-.6 ,\ Z- 74, E.EL.w z 94.11 D'- Z'4 J,v ! TZ E/ "7E, : if./. _41(6'fF4: A 1' 71/. r.� "'� LOT #1 4615 SO. 148THH STREET TUKWILA, A. 00 rn MAIN FLO R =xx.xx' Z TOP FLOOR= 3 )e EX. AVG. LDG. • GR.= PR. AVG. BLDG. GR.- 8A fD QN d /) /// X X inv P.EL.= Z 77,69 EEL = 3,6.6 P.EL.= Z77,I' E.EL= 00. Z.) `r / a 27' -.r moo 22 FOOTING DRAIN 28' -O" 3R • UP AILBOXES " PI/�' e /-rd // NEW 7T EE: QA" / fz" .1 N, A//I) '' //:`J N T M.7/49/4 42' 0" 101.23' 42'_01„ 126.23' Will b� E SOUT 148TH STRI SITE PLAN SCALE :1 f8 " -1' =T w —�- E427i4' w/2 2Z10 CY F /ZL Z5- CY zz s-ey -- *INFILTRATION SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & l 4" DRAIN PIPE TYP. DOWN SPOUT DRAINAGE *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. SEPARATE PERMIT REQUIRED FOR: ermfichaniod Meow PeasumbklaPIPINI aDiaTi/ewlr . �. s !!These plans have been reviewed by the Public \', :orks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: cal it, FILE COPY Pormft No. (X•02•1,4 erE4ew apps Is subject to errors also! onteslons. Ar ` 1L1 of cofstn,attion documents doss not authorize Ih' !^ !on of any adopted code or .. Receipt Lt./droved Field c, and caidlions By Date: 1: ".M ( ,,. •.1 • City Of 1Ukwita BUILDING DIVISION CORRECTION poz14 RECEIVED MAR 14 2012 SITE COVEiRAG =: PERMITCENTER TOTAL LOT AREA =8235 SQ.FT. ALLOWABLE SITE COVERAGE =2703 SQ.FT. ACTUAL SITE COVERAGE= REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 to ►�CflyofTukwila BUILDING DIVISION [EXPIRES: 4/24/0 I ieie h q/ z Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206 -571 -8794 Bruce MacVeigh, TL KWILA, WA. 206.242.7665 ,4ca f '// IBM TITLE P :OPOSED FOR SIDNU F OMES INC. 4615 SO. 148TH ST. TUKWILA, WA. OWN: HB SCALE: AS NOTED DATE: JULY 25.11 CHKD: PHONE: (206) 244-1900 DRAWING NQ. OD i -- 5746— P 1 I> ----.. [EXPIRES: 4/24/0 I ieie h q/ z Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206 -571 -8794 Bruce MacVeigh, TL KWILA, WA. 206.242.7665 ,4ca f '// 23' \ 11 6" L) 1 co I / 1 / 1 / 10,_6" / / \ / \ / 1-- / I 1 \ ',/ 1 0 1 \ 1 1 \\ L _ J 6"X6" POST ON 10"x10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. 51' 28' 16' 8" T.J.I. JO ST kocw' 3'--0" 4i DE MIN. CRAWL SPACE ACCESS 16' -8" 4'18" 3' -0" WIDE MIN: CRAWL SPACE ACCESS 18 "x24" MIN. \/� CRAWL SPACE / \ ACCESS TO ABOVE k T.J.I. JOIST 5,— 1 5' -- X`I - L_ 3' 0" WIDE MIN, CRAWL SPACE ACCESS vOcl X 3' 0" WIDE MIN. CRAWL SPACE ACCESS ; i iv7 X 7'-6" 1' 3" , 3' L 2' -3v _J 71 /1 3' -10" I_ 3' -0" WIDE MIN. CRAWL SPACE ACCESS X �r7 T.J. 7 / -. N T.J.I. JOIST \ / X s 3'--0" E. MEN. / \ CRAWL SPACE ACCESS WID NOTE: ALL FOOTINGS 18" WIDE BY 8" DEEP, WITH BASE A MINIMUM 18" BELOW FINISHED GRADE. THIS NOTE SUPERCEDES FOOTING DIMESIONS WHICH MAY BE SHOWN ELSEWARE ON PLANS. PAD DIMENSIONS REMAIN UNCHANGED. 10' 5' -5" 1 1 X L X / 7 3' 0" WIDE IN, CRAWL SPAt4E ACCESS 0 16"X6" POST ON 10 "X10„ CONC. PIER ON 3'X3'X10" CONC. FOOTING 3YP. 58' -6" 12' -2" CRAWL SPACE & FDN. PLAN SCALE: 1 /4 " -1 ' //ifs 30' -6" 18'— cD 1— If) 1 67" X/h" VEI /7 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. NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. - -- - (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 6'X 10 BEAM —5/8"X10" ANCHOR BOLTS ACCESS CRAWL SPACE ACCESS DE AIL TYP. SCALE: 1 /4 "_ 1 ' 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). REVIEWED FOR CODE COMPLIANCE APPROVED MAR 212012 City of Tkikwila BUILDING DIVISION JOIST SIZES: FLOOR STRUCTURE FOR FIRST FLOOR OVER CRAWLSPACES LfVING ROOM, FAMILY ROOM AND KITCHEN ALL OTHER FIRST FLOOR ROOMS ALL JOISTS AT 16" CENTERS TJI11 -7/8" #210 TJI 11-7/8" #110 RECEIVED Mat 14 2012 PERMIT CENTER TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TU < \NiL A, WA. OWN: SCALE: DATE: CHKO: HB 1/4 " -1' JULY 25.11 PHONE: (206) 244-1900 DRAWING NO. JL i — 5 /h`b —P2 _} I EXP$RES: 4/2443 1 Ui `,/ Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206 -571 -8794 Bruce MacVeigh, P.E TUKWILA, \N A. 206.2L2.7665 I> <1 MAT =R1A1 A h., WA! 1 PRf)IIP Wall Sheathing [in] Fasteners Spcg, [ink Framing Members [inj Grp Surf Material Thick Orient Size Type Edg F:d Blkg Species G Sp Both Struct Shthg 7/16 Vert 8d Nail ' yes Hem -Fir 0.43 16 Ext Struct Shthg 7/16 Vert 8d Nail! yes Hem-Fir 0.43 16 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 1 Struct Shthg 7/16 Vert 8d Nail �J6r yes Hem -Fire 0.43 16 4 Both : Struct Shthg 7/16 Vert 8d Nail 2 4 yes Hem -Fir 0.43 16 NOTE THAT SHEAR WALLS WITH EDGE NAILING OF 2" AND 3" SPACING TO BE NAILED INTO STUDS /POSTS IN THE WALL OF MINIMUM 2.5" FACE WIDTH AT THE PANEL EDGES, INCLUDING TOP AND BOTTOM NAILINGS. THIS WOULD TYPICALLY BE DONE USING A STUD /POST OF 3" NOMINAL THICKNESS (ACTUAL WIDTH 2.5 "). AN ALTERNATE ACCEPTABLE FOR THIS PROJECT IS TO USE BUILT UP MEMBERS USING 2" NOMIMAL THICKNESS (ACTUAL WIDTH 1.5" EACH) TO ACHIEVE THE REQUIRED THICKNESS, WITH THE COMBINED MEMBERS FIRMLY NAILED TO EACH OTHER. BEAM SIZES:. BEAM "A" BEAM "B" BEAM "C" BEAM °D" BEAM "E" BEAM "F" BEAM "G" BEAM °H" BEAM "I" GLULAM GLULAM GLULAM GLULAM GLUT AM GLULAM MILLED MILLED MILLED 1 W.I.C. 11 o BATH BEDROOM-5 I° i iii �>� < GARAGE SLAB & E 11 d 1 ' ° , DRIVEWAY AT I1 N) 11 - 9/ MIN. 1, SLOPE i�` I 1 1— «3 T.J.I. JOIST I 1 ; I - o T.J.I. Jo sr ;' I I I -co- 4, 3, -6„ ( 3'-6" 8 / 11' -6" 4' -6„ 3' 6" 16' 8" iiE , I GARAGE 1 _ _ i' -_ I ► -6"X 6" FUR I. w I.C. °° j POST � �' � -\ ISLAND ` 1 1 `� �. J f ; T.J.I. JOIST ! _ K ,� KITCHEN I I " �T.J.I. JOIST AL R1A IE - - �i 11 FAN .2:-8" 6 - r _ _- Im / Q I G/ .1/ o LAUNDRY , et' SEAM J N I E 1' K E r a l SOLID CORE, 0 �' ° ' WEATHERSTRIP MAKE SELF-CLOSER ALARM J ,T Kr o _: - 4 NOOK : p I1 III �' E <'4° 11 � - C'AW S. 11 •' °� " 5 AC (S l w 11 a 1 1, SMOKE v 03 4' z L'ifii 3'-8" 10' 3' -6" 8' -8" 15' -1O" 2'�-S" //�� �• ' � „8.9X „8,Z BEAA.� 36” ,�� 2 -PC I ` o _.. OUTLINE OF �,, o � z I �€_. astir. 1 � "� 1 FAMILY ROOM ¢ Imo, ;.•, I_ m ° FOYER 11 ' \\ • h ��'} T.J.1, JOIST 6 < 1 OPEN ID ABOVE 11 - ° L3 LIVING 1 sl 11 N III / OPEN TO ABOVE 1 �1 i ;r) DINING �y all 2 1 o `n 1 4 -►r 4 S 4 TE® �! 4 6 4 6 1 4 ;:6 4X6 1 1 n �- n 5-1/8" X 10 -112" 5 -1 /8" X 18" 5 -1/8" X 9" 5-1 /8" X 15" 3 -1/8° X 12" 6 -3/4" X 12" 4" X 12" (4° X 10" OKAY AS ALT.) 4" X 12" (4" X 10" OKAY AS ALT.) 4" X 12" (4" X 10" OKAY AS ALT.) 4'-4" 3'_10„ 4' �„ 4' -4" 4'-40 5,`1, 12'-2" 18' 4 "I MOLD DOWNS AND TIES KEY MODEL # CAPACITY Q STHD14 3,815# 1109B 6,580# 10 HD12 12,u65# 0 HD19 15,270# MST48 3,640# NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X 5.25" MIN. STUD /POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 725" MIN. STUD/POST 3.5" X 3.5" MIN. STUD/POST 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON - STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING ze SQUARE WASHERS (PER USUAL PRACTICE) (X '/- FLOOR AREA: LOT AREA =8235 SQ.FT. TOTAL FL. AREA =4378 SQ.FT. REVIEWED FOR DDE COMPLIANCE APPROVED MAR 21 2012 TITLE PROPOSED FOR S1DHU HOMES INC. 461 5 SO. 148TH ST. TU C V1LA, WA. NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. SCALE: DATE. CHKD: JULY 25,1 1 PHONE: (206) 244- 900 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. SPOT VENTILATION VENT TO OUTSIDE. 5. WHOLE HOUSE FAN VENT TO OUTSIDE. 6. ALL EXTERIOR WALLS TO BE 2 "X6 ", AND INTERIOR WALLS TO BE 2 "X4" UNLESS OTHERWISE NOTED. DRAWING NO. MAI \ FLOOR SCALE:1 /4 " -1 s SMOKE ALARM -50 CFM EX. FAN BEAM AND HEADER NOTES: JOIST SIZES: ALL JOISTS AT 16° CENTERS OVER FAMILY ROOM AND KITCHEN TJI 11 -7/8" #210 OVER ALL OTHER FIRST FLOOR ROOMS TJI 11 -7/8" #11O MAIN FLOOR AREA =2764 SQ.F I . GARAGE AREA = 687 SQ.FT. NET MAIN FLOOR AREA =2077 SQ.FT. UNLESS OTHERWISE SHOWN ON THE PLANS, THE FOLLOWING SPECIFICATIONS APPLY - MILLED LUMBER HF #2 Fb = 850 psi GLULAM BEAMS STD. Fb = 2,400 psi Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206 - 571-8794 co 1 !I 8,9 Z „ ,Z- II 1 W.I.C. 11 o BATH BEDROOM-5 I° i iii �>� < GARAGE SLAB & E 11 d 1 ' ° , DRIVEWAY AT I1 N) 11 - 9/ MIN. 1, SLOPE i�` I 1 1— «3 T.J.I. JOIST I 1 ; I - o T.J.I. Jo sr ;' I I I -co- 4, 3, -6„ ( 3'-6" 8 / 11' -6" 4' -6„ 3' 6" 16' 8" iiE , I GARAGE 1 _ _ i' -_ I ► -6"X 6" FUR I. w I.C. °° j POST � �' � -\ ISLAND ` 1 1 `� �. J f ; T.J.I. JOIST ! _ K ,� KITCHEN I I " �T.J.I. JOIST AL R1A IE - - �i 11 FAN .2:-8" 6 - r _ _- Im / Q I G/ .1/ o LAUNDRY , et' SEAM J N I E 1' K E r a l SOLID CORE, 0 �' ° ' WEATHERSTRIP MAKE SELF-CLOSER ALARM J ,T Kr o _: - 4 NOOK : p I1 III �' E <'4° 11 � - C'AW S. 11 •' °� " 5 AC (S l w 11 a 1 1, SMOKE v 03 4' z L'ifii 3'-8" 10' 3' -6" 8' -8" 15' -1O" 2'�-S" //�� �• ' � „8.9X „8,Z BEAA.� 36” ,�� 2 -PC I ` o _.. OUTLINE OF �,, o � z I �€_. astir. 1 � "� 1 FAMILY ROOM ¢ Imo, ;.•, I_ m ° FOYER 11 ' \\ • h ��'} T.J.1, JOIST 6 < 1 OPEN ID ABOVE 11 - ° L3 LIVING 1 sl 11 N III / OPEN TO ABOVE 1 �1 i ;r) DINING �y all 2 1 o `n 1 4 -►r 4 S 4 TE® �! 4 6 4 6 1 4 ;:6 4X6 1 1 n �- n 5-1/8" X 10 -112" 5 -1 /8" X 18" 5 -1/8" X 9" 5-1 /8" X 15" 3 -1/8° X 12" 6 -3/4" X 12" 4" X 12" (4° X 10" OKAY AS ALT.) 4" X 12" (4" X 10" OKAY AS ALT.) 4" X 12" (4" X 10" OKAY AS ALT.) 4'-4" 3'_10„ 4' �„ 4' -4" 4'-40 5,`1, 12'-2" 18' 4 "I MOLD DOWNS AND TIES KEY MODEL # CAPACITY Q STHD14 3,815# 1109B 6,580# 10 HD12 12,u65# 0 HD19 15,270# MST48 3,640# NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X 5.25" MIN. STUD /POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 725" MIN. STUD/POST 3.5" X 3.5" MIN. STUD/POST 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON - STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING ze SQUARE WASHERS (PER USUAL PRACTICE) (X '/- FLOOR AREA: LOT AREA =8235 SQ.FT. TOTAL FL. AREA =4378 SQ.FT. REVIEWED FOR DDE COMPLIANCE APPROVED MAR 21 2012 TITLE PROPOSED FOR S1DHU HOMES INC. 461 5 SO. 148TH ST. TU C V1LA, WA. NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. SCALE: DATE. CHKD: JULY 25,1 1 PHONE: (206) 244- 900 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. SPOT VENTILATION VENT TO OUTSIDE. 5. WHOLE HOUSE FAN VENT TO OUTSIDE. 6. ALL EXTERIOR WALLS TO BE 2 "X6 ", AND INTERIOR WALLS TO BE 2 "X4" UNLESS OTHERWISE NOTED. DRAWING NO. MAI \ FLOOR SCALE:1 /4 " -1 s SMOKE ALARM -50 CFM EX. FAN BEAM AND HEADER NOTES: JOIST SIZES: ALL JOISTS AT 16° CENTERS OVER FAMILY ROOM AND KITCHEN TJI 11 -7/8" #210 OVER ALL OTHER FIRST FLOOR ROOMS TJI 11 -7/8" #11O MAIN FLOOR AREA =2764 SQ.F I . GARAGE AREA = 687 SQ.FT. NET MAIN FLOOR AREA =2077 SQ.FT. UNLESS OTHERWISE SHOWN ON THE PLANS, THE FOLLOWING SPECIFICATIONS APPLY - MILLED LUMBER HF #2 Fb = 850 psi GLULAM BEAMS STD. Fb = 2,400 psi Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206 - 571-8794 51' I 3' -6" 47' - -6" Orient Fasteners Size T is • Spcg [in] - . fiId" � 16' 14'-1 fl" / 16' -8" Struct Shthg Struct Shthg . Vert Vert 8d 8d Nail 4 6 1' --9" -9" 1 8,-6„ 2' 10 0.43 0.43 16 16 '' -6" `t -6 / f1' 5d Nail 7 , , Hem --Fir 0.43 16 1 Struct Shthg 2'X3' Vert 8d 4'X4 S.G. TEMPERED 4 6 � Hem -Fir o 16 Both Struct Shthg. i - - - -'t 'l Vert y, , Nail 2 4 yes Hem -Fix 0.43 16 x Cf) if7 co i i 4 ii SAFE" i/ GA SS CD . 7 N ET) (7) . I ilk W.I.C. 5/0 TUB SHOWER '" BATH <, z SITTING .,. �, i� \\......:). j _"" j " 13 .r >-- Z o Co AREA „$,9X, 9,Z X 5° �[ ENSUITE x ,, . 3- ' 1. - -� Q 19' -6" * E 1 1 I HERS I BEDROOM -2 ®& X� ,_; 13' -6" 1 4, 3, -6" Z 1 6 -7 6 -3 �' ,� in nck MASTER 1.' :" ,� J ) ,,� sMoKE , ALARM 10 i I x ✓ I.C. BEDROOM ter-- `� AT TIC A► ESS - -_ `Y «o sn -- co x C R, 06 r - — -- 1 CO M. BATH 1 6/f I O 4' 3 �. O ! 10' -1 II" .) 2' 5' -2" �, 1-0 -6" 6' -10" r �, MOXE ALARM 2-2'6 X6'8" A I m '_••.--___ , ..� 1.1) ' 1111111 IIK ALA 1 10' 13' 4' 13 -6 —1111111 Aft !!!ii. i 78,, 111111111 " MINIMUM GU ° `DRAEI_S TYP. BE�RaOM -3 36" 411.01 `� 14 • In N c7 ,- I a �.� SMOKE LARM BEAm / / 4 .' / 4 = N. :NNN 4 . `° ,�/ / 42" ,INIMUM GUARDRAIL rap, / \ / \ / \ / \ / \ / \ / \ /OPEN TO ^-� in x \ / \ / i- \ \ / BEDROOM -4 In 2'6"X6'8" z 4 t)a o 4'-2" 3'-4" ' z i /� ■ �\ / BELOW \\ -+ '':,) �� OPEN TO �\ \\ \ o IN W.I.C. I,C. BELOW i f N ®NCLARCH. L I / / \ \ \ �COVERED , ` BALCONY � 1 4 t r- I 1 I NCL�ACH ; � 4'5'6ry 4 Og X g INCLI ARCH ®INCL st 5'6" g 4'X5'6" 7 ARCH ®INCL ARCH ®G X INCL. ARCH CSO A < F 5-2" 6' -10" E ' 4'_4" j I 42 MINIMUM GJARDRAIL j TYP. [ E 4' -4" ' � 4' 8" 4 5' 6' 2" E 3 10" 4' -10 "- 3' -8" 5' 13' / f 8, 8" ,— 8' -10" 4 F 18' 10' 30' -6" r 58' -6" - NOTE: OVERHEAD BEAMS AND HEADERS IN THE UPPER FLOOR WILL BE DESIGNED BY THE ROOF TRUSS SUPPLIER CONCURRENTLY WITH THE TRUSS DESIGN. THE REASON IS THAT THE LOADING ON UPPER BEAMS AND HEADERS WILL NOT BE KNOWN UNTIL THE PATTERN OF THE TRUSSES HAS BEEN DETERMINED. TOP `= LOOR SCALE:1 /4 " -1' TOP FLOOR AREA = 2716 SQ.FT. OPEN TO BELOW AREA = 415 SQ.FT. NET TOP FL. AREA =2301 SQ.F I. WALL GROUP Wall G • Surf Sheathing [in] Material Thick Orient Fasteners Size T is • Spcg [in] - . fiId" Bik , Framing Members [in], S • t-cies G S • iiiBoth Ext Struct Shthg Struct Shthg 7/16 7/16 Vert Vert 8d 8d Nail 4 6 yes yes Hem-Fir Hem -Fir 0.43 0.43 16 16 . Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem --Fir 0.43 16 1 Struct Shthg 7/16 Vert 8d Nail 4 6 yes Hem -Fir 0.43 16 Both Struct Shthg. 7/16 Vert 8d Nail 2 4 yes Hem -Fix 0.43 16 NOTE THAT SHEAR WALLS WITH EDGE NAILING OF 2" AND 3" SPACING TO BE NAILED INTO STUDS /POSTS IN THE WALL OF MINIMUM 2.5" FACE WIDTH AT THE PANEL EDGES, INCLUDING TOP AND BOTTOM NAILINGS. THIS WOULD TYPICALLY BE DONE USING A STUD /POST OF 3" NOMINAL THICKNESS (ACTUAL WIDTH 2.5 "). AN ALTERNATE ACCEPTABLE FOR THIS PROJECT IS TO USE BUILT UP MEMBERS USING 2" NOMIMAL THICKNESS (ACTUAL WIDTH 1.5" EACH) TO ACHIEVE THE REQUIRED THICKNESS, WITH THE COMBINED MEMBERS FIRMLY NAILED TO EACH OTHER. HOLD DOWNS AND TIES KEY MODEL # 0 STHD14 0 HD9B HD12 0 HD19 © MST48 NOTES: CAPACITY 3,815# 6,580# 12,065# 15,270# 3,640# NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X 5.25" MIN. STUD /POST 5.25" X 5.25" MIN. STUD /POST 5.25" X 7.25" MIN. STUD/POST 3.5" X 3.5" MIN. STUD /POST 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE> (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON - STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 3.4'" `SQUARE WASHERS (PER USUAL PRACTICE) ( x *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. BEAM AND HEADER NOTES: UNLESS OTHERWISE SH OWN ON THE PLANS, THE FOLLOWING SPECIFICATIONS APPLY - MILLED LUMBER HF #2 Fb = 850 psi GLULAM BEAMS STD. Fb = 2,400 psi REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 ' City of Tukwila BUILDING DIVISION RECEIVED MAR 14 2012 PERMIT CENTER ftoftI fc:) fiti) ��ti • ,v Cn TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. T UKWILA, WA. DWN: H3 SCALE: 1/4 "--1' DATE: JULY 25.11 CHKD: PHONE: (206) 244 -1900 DRAWING NO, EXPIRES: 4/24/4-5 g ,,oG /4 2 b 101" 0°14 Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 Cell No: 206- 571 -8194 DDI 1 — 5746- ---P4 Bruce "v1acVe[r,h, P.E. TUKWILA, \NA. 206.242.7665 i6' .40/4 '// RIDGE, OF ROOF RIDGE OF ROOF MIDPOINT OF ROOF MIDPOINT OF ROOF CONCRETE TILE SHAKE PROFILE - (I 1{u11111L 1 1 ^.,-- - "X4" TRIM OVER , .. � 2 "X10" BARGE BOARD J-- 1_...Lt--1 —a u L as . TOP OF PLATE MUNTIN BARS 4" TRIM ON ALL WINDOWS AND DOORS I TOP FLOOR b STUCCO SIDING LAIN FLOOR TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. MAR 21 2012 DATE: JULY 25. PHONE: (206) 244_19 0O 6 S,G TEMPq HARD -PLANK SIDING WITH CORNER TRIMS 18 SG.{TEMPERED 36" MINIMUM HANDRAILS TYP. /6 ,:'a4 YJ 16 S.C./ TEIMPEREO HARD -PLANK SIDING WITH CORNER TRIMS REAR F_EVATION (BOUT -) CONCRETE TILE SHAKE PROFILE ,"1:j kk*•4 () Q;') REVIEWED FOR CODE APPRaVLDCN MAR 21 2012 9' HIGH DOOR 1 9' HIGH DOOR Bruce MacVeig-, P. F. TUKWILA, WA. 206.242.7665 RECEIVED FEB 0 6 2012 PFRM T CENTER LEFT ELEVATION (EAST) /C 40'4,// TITLE PROPOSED FOR SID-1U FOMES INC. 4615 SO. 148TH Si. TUKWLA, WA. DWN: HB SCALE: 1/4"- I DATE: JULY 25.11 CHKD: - PHONE: (206) 244 -1900 DRAWING NO. li11 1 - 7.1.., `' REVIEWED FOR CODE APPRaVLDCN MAR 21 2012 9' HIGH DOOR 1 9' HIGH DOOR Bruce MacVeig-, P. F. TUKWILA, WA. 206.242.7665 RECEIVED FEB 0 6 2012 PFRM T CENTER LEFT ELEVATION (EAST) /C 40'4,// 2 X TRUSS OF ROOF FRAMING R -38 ATTIC INSULATION Y" DRYWALL — 2 "x6" BOTTOM TREATED PLATE 10" x 54" ANCHOR BOLTS 7" EMBEDMENT FINISHED GRADE 8 "THICK CONC. WALL DRAIN TILE 10" 1_ W.I.C. 1 M.BATH , BATH HEADERS: (SIZE DETERMINED BY OPENING WIDTH) "O.C. STUDS 2X4 @ 12 BEDROOM-2 VII MI = ,..001 An rlkl • . / 36" C.0 vUUNlMJM �i� --IAN JD\AILS %i∎. YD. 1 %Iw` � PHONE: 'S►�`t i'r∎.. ` l 11 1roffarre∎ laTrAlli. i Al& t 0 I !A, TYP. FLOOR CONSTRUCTION: ---.1 BATH 1" T &G PLYWOOD BEAM T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING 1I FAMILY ROOM NOOK KITCHEN -c,I 12" JOISTS OR SIZE OF T.J.I. AS NOTED BY ENGINEER —JC Lo — 1&� I� r'1r• Ail, 1i m�t %∎IMVi t� `� I l�yT��'it %_`I�/i► ilr r.`&.11.��/%�� !,��/ I � .4,4 l`� nTIP1∎171777' /., la 4'`1.I4t 10" 2 "X10 "JOIST -r PLYWOOD STEPS AND NOSING STAIR TETAIL SCALE: 1 /2_ " -1 12 ENGINEERED TRUSSES ©24 0.0. BY "al -,_.,I W.I.C. BEDROOM-3 M.BATH , BATH HEADERS: (SIZE DETERMINED BY OPENING WIDTH) "O.C. STUDS 2X4 @ 12 BEDROOM-2 VII MI = ,..001 An rlkl • . / T 1//... i.. �i� %46., L . \` ice \mot %i∎. Ak.. 1 %Iw` � PHONE: 'S►�`t i'r∎.. ` l 11 1roffarre∎ laTrAlli. i Al& t 0 !A, TYP. FLOOR CONSTRUCTION: ---.1 BATH 1" T &G PLYWOOD BEAM T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING 1I FAMILY ROOM NOOK KITCHEN -c,I 12" JOISTS OR SIZE OF T.J.I. AS NOTED BY ENGINEER 1 ,4110.1 1&� I� r'1r• Ail, 1i m�t %∎IMVi t� `� 1���1[,�Nr t,��i l�yT��'it %_`I�/i► ilr r.`&.11.��/%�� !,��/ I � .4,4 l`� nTIP1∎171777' /., la 4'`1.I4t w.t 1 .Ai V -IF ∎i%► NP1 %1\ ��71r4 III' hT lr . �'• .1 iii► i�l.►L1� %�1f� `N� �3�� 1..d∎ i GAZA. �� 014=M1111 .1pT it �.1 `►�" i`, 1�7 r. . i "1 #(4) 0) 48" O.C. FOR CONSTRUCTION JOINT 6 MIL BLACK VAPOR BARRIER R -30 INSULATION CONC. TILE ROOF 1 X4 STRAPPING, BUILDING PAPER. 'RIDGE VENTING* - GUTTERS TYP. EXT. WALL CONSTRUCTION: HARDI- PLANK SIDING BUILDING WRAP )'2" SHEATHING 2 "X6" STUDS 016" O.C. R21 BATT INSULATION y2 GYPSUM BOARD FINISH TO CODE -FRAMING -INSULATION -VAPOUR BARRIER - DRYWALL FINISHED GRADE REVIEWED FOR E COMPLIANCE APPROVED MAR 21 2012 {City of Tukwila BUILDING DIVISION RECEIVED FEB 06 2012 PERMIT CENTER Bruce MacVelc h, u KWILA, WA. 206.2427665 -6" FOUNDATION (1) #4 CONTINUOUS REAR SECTION SCALE:1 /4 " -1' A P2- -P4 Ii\ o to : Section notes by P. _ng. shall .nave Drecedence over cesigner's notes. Prepared by:. Bruce S. MacVeigh, F.E. 14245 59th Avenue S, Tukwila, WA 168 Cell No: 206- 571 -8794 /d ,na4 I/ L 7 VII MI = ,..001 TITLE PROPOSED FOR SIDHU HOMES INC. 4015 SO. 148TH ST. TUKWILA, WA. OWN: HB SCALE: AS NOTED DATE: JULY 25.11 CHKD: PHONE: (206) 244 -1900 DRAWING NO. nn 1 1 ,- 7A_k"-..P7 Bruce MacVelc h, u KWILA, WA. 206.2427665 -6" FOUNDATION (1) #4 CONTINUOUS REAR SECTION SCALE:1 /4 " -1' A P2- -P4 Ii\ o to : Section notes by P. _ng. shall .nave Drecedence over cesigner's notes. Prepared by:. Bruce S. MacVeigh, F.E. 14245 59th Avenue S, Tukwila, WA 168 Cell No: 206- 571 -8794 /d ,na4 I/ EGRESS WINDOWS. Section R310 IRC 2009 R310.1 Emergency escape and rescue required. Basements, habitable attics and every sleeping room shall have at least one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, emergency egress and rescue openings shall be required in each sleeping room. Where emergency escape and rescue openings are provided they shall have a sill height of not more than 44 inches (1118 mm) above the floor. 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 ayard 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 m2). 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 m2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0.465 m2). R310.1.2 Minimum opening height. The minimum net clear opening height shall be 24 inches (610 mm). R310.1.3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 mm). 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. SMOKE DETECTION AND NOTIFICATION: 8314.1 IRC 2009 R314.1 SmoKe cetection anc notification. All smoKe alarms sha I be fisted in accorcance witn UL 217 and installed in accorcance with the provisions of this coce and the household fire warning ecuipment provisions of \FPA 72. R314.3 Location. Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements but not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. When more than one smoke alarm is required to u installed within an incividua dwelling unit the a arm devices shall be interconnected in such a manner that tne actuation of one alarm will activate all of the alarms in tne incividual unit. CARBON MONOXIDE ALARMS. Section 315 IRC 2009 Washington State Amendment R315.1 Carbon monoxide alarms. For new construction, an approved carbon monoxide alarm shall be installed by January 1, 2011, outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. R315.2 Existing dwellings. Existing dwellings shall be equipped with carbon monoxide alarms by July 1, 2011. Exceptions: Owner- occupied detached one - family dwellings legally occupied prior to July 1, 2010. R315.3 Alarm requirements. Single station carbon monoxide alarms snail be listed as complying witn LL 2034 and snail be installed in accordance with this coce and the manufacturer's installation instructions. SAFETY GLAZING. Section R308 IRC 2009 R3083 Human impact loads. Individual glazed areas, including glass mirrors in hazardous locations such as those indicated as defined in Section R308.4, shall pass the test requirements of Section R308.3.1. Exceptions: 1. Louvered windows and jalousies shall comply with Section R308.2. 2. Mirrors and other glass panels mounted or hung on a surface that provides a continuous backing support. 3. Glass unit masonry complying with Section R610. R308.3.1 Impact test. Where required by other sections of the code, glazing shall be tested in accordance with CPSC 16 CFR 1201. Glazing shall comply with the test criteria for Category I or II as indicated in Table R308.3.1(1). Exception: C azing not in coors or enc osures for hot tubs, whirlpools, saunas, steam rooms, batntubs anc showers shall be permittec to be testec in accorcance with A \SI Z97.1. C azing shall comply witn the test criteria for Class A or B as incicated in Table 8308.3.1 (2). EXTERIOR DOORS - WIDTH AND HEIGHT. Section R311.2 IRC 2009 R311.2 Egress door. At least one egress door shall be provided for each dwelling unit. The egress door shall be side - hinged, and shall provide a minimum 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 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be readily openable from insice the cwelling without the use of a key or specie Knowlecge or effort. Ventilation rate. Ventilation systems shall be designed to have the capacity to exhaust the minimum air flow rate determined in accordance with Table M1507.3. TABLE M1507.3 MINIMUM REQUIRED EXHAUST RATES FOR ONE- AND TWO- FAMILY DWELLINGS AREA TO BE VENTILATED VENTILATION RATES Kitchens 100 cfin intermittent or 25 cfm continuous Bathrooms - Toilet Rooms Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous R302.11 Fireblocking. 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. Fireblocking 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. <javascript: Next(. /icod_irc_2009_3_sec002 par018.htm); >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 attic Not less than 1/2 -inch gypsum board or equivalent applied to the garage side From all habitable rooms above the garage Not less than 5/8 -inch Type X gypsum board or equivalent Structure(s) supporting floor /ceiling assemblies used for separation required by this section Not less than 5/8 -inch Type X gypsum board or equivalent Garages located less than 3 feet from a dwelling unit on the same lot Not less than 1/2 -inch gypsum board or quivalent applied to the interior side of exterior walls that are within this area TOILET, BATH AND SHOWER SPACES R307.1 Space required. Fixtures shall be spaced in accordance with Figure R307.1, and in accordance with the requirements of Section P2705.1. WALL 15 IN WALL 21 IN 21 IN CLEARANCE LEARANCE 15 IN WALL r1 21 IN. CLEARANCE For SI: 1 inch = 25.4mm WATER CLOSET 15 IN OR BIDET -WALL 30 IN MIN. 24 IN. CLEARANCE IN FRONT OF OPENING SHOWER WATER CLOSETS WALL 21 IN CLEARANCE FIGURE R307.1 MINIMUM FIXTURE CLEARANCES GUARDS A\ D RA LI \C WALL R312.1 Where required. Guares shall be located along open- sitdec waling surfaces, including stairs, ramps and lancings, that are ocated more than 30 inches (762 mm) measurec vertically to the floor or grade below at any point within 36 inches (914 mm) norizontally to the edge of the open side. Insect screening shall not be considered as a guard. Height. Required guards at open -sided walking surfaces, including stairs, porches, balconies or landings, shall be not less than 36 inches (914 mm) high measured vertically above the adjacent walking surface, adjacent fixed seating or the line connecting the leading edges of the treads. Exceptions: 1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) measured vertically from a line connecting the leading edges of the treads. 2. Where the top of the guard also serves as a handrail on the open sides of stairs, the top of the guard shall not be not less than 34 inches (864 mm) and not more than 38 inches (965 mm) measured vertically from a line connecting the leading edges of the treads. R312.3 Opening limitations. Required guards shall not have openings from the walking surface to the required guard height which allow passage of a sphere 4 inches (102 mm) in diameter. Exceptions: 1. The triangular openings at the open side of a stair, formed by the riser, tread and bottom rail of a guard, shall not allow passage of a sphere 6 inches (153 mm) in diameter. 2. Guards on the open sides of stairs shall not have openings which allow passage of a sphere 43/8 inches (111 mm) in diameter. SIT= ADDRESS; R319.1 Address numbers. Buildings sha I have approved adcress numbers, building numbers or approved bui ding identification placed in a position that is plain y egible anc visib e from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or a phabetical letters. \umbers shall be a minimum of 4 inches (102 mm) nigh with a minimum stroke widtn of 1/2 inch (12.7 mm). Where access is by means of a private roac and the bui ding address cannot be viewed from the public way, a monument, po e or other sign or means shall be used to icentify the structure. REVIEWED FOR E COMPLIANCE APPROVED MAR 21 2012 • City ofToikwila BUILDING DIVISION RECEIVED MAR 14 2012 PERMIT GENTEI )=-0.?J-1 ft4 clo • vZ Co DWN: TITLE PROPOSED FOR SIDHU HONES INC. 4615 SO. 148TH ST. TUKWILA, WA. HB SCALE: DATE: CHKD: 1/4 " -1' MAR.08.12 PHONE: (206) 244 -1900 DRAWING NO. DD11 -5746 ji Bruce NacVeigh, P.E. .,<W LA, WA. 206.242.7665 1> Q PROTECTION OF WOOD AND WOOD BASED PRODUCTS AGAINST DECAY R317.1 Location required. Protection of wood and wood based products from decay shall be provided in the following locations by the use of naturally durable wood or wood that is preservative - treated in accordance with AWPA U1 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U 1. 1. Wood joists or the bottom of a wood structural floor when closer than 18 inches (457 mm) or wood girders when closer than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated area located within the periphery of the building foundation. 2. All wood framing members that rest on concrete or masonry exterior foundation walls and are less than 8 inches (203 mm) 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 1/2 inch (12.7 mm) on tops, sides and ends. 5. Wood siding, sheathing and wall framing on the exterior of a building having a clearance of less than 6 inches (152 mm) from the ground or less than 2 inches (51 mm) measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather. 6. Wood 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 or framing members. R317.2 Qua ity mark. Lumber and plywood requirec to be pressure - preservative - treatec in accordance with Section R318.1 shall bear the quality mark of an approved inspection agency that maintains continuing supervision, testing and inspecion over the qua ity of the product and that has been approvec by an accreditation body that complies with the requirements of the American Lumber Standard Committee treatec wood program. R317.3 Fasteners and connectors in contact with preservative- treated and fire- retarcant- treatec wooc. Fasteners and connectors in contact with preservative - treatec wooc anc fire- retardant - treated wood shall be in accorcance with this section. The coating weights for zinc - coated fasteners sna I be in accorcance with ASTv1 A 153 8317.4 Wood /p astic composites. Wood /plastic composites usec in exterior ceck boares, stair treads, handrails and guarcrail systems shall bear a abe indicating the required performance evels anc cemonstrating compliance with the provisions of AS -V 3 7032. 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 accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load - resisting elements to the foundation. Buildings and structures constructed as prescribed by this code are deemed to comply with the requirements of this section. R301.1.1 Alternative provisions. As an alternative to the requirements in Section R301.1 the following standards are permitted subject to the limitations of this code and the limitations therein. Where engineered design is used in conjunction with these standards, the design shall comply with the International Building Code. Story height. R301.3 Buildings constructed in accordance with these provisions shall be limited to story heights of not more than the following: 1. For wood wall framing, the laterally unsupported bearing wall stud height permitted by Table R602.3(5) plus a height of floor framing not to exceed 16 inches (406 mm). Exception: For wood framed wall buildings with bracing in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2), the wall stud clear height used to determine the maximum permitted story height may be increased to 12 feet (3658 mm) without requiring an engineered design for the building wind and seismic force resisting systems provided that the length of bracing required by Table R602.10.1.2(1) is increased by multiplying by a factor of 1.10 and the length of bracing required by Table R602.10.1.2(2) is increased by multiplying by a factor of 1.20. Wall studs are still subject to the requirements of this section. 2. For steel wall framing, a stud height of 10 feet (3048 mm), plus a height of floor framing not to exceed 16 inches (406 mm). 3. For masonry walls, a maximum bearing wall clear height of 12 feet (3658 mm) plus a height of floor framing not to exceed 16 inches (406 mm). Exception: An additional 8 feet (2438 mm) is permitted for gable end walls. 4. For insulating concrete form walls, the maximum bearing wall height per story as permitted by Section R61 )tables plus a height of floor framing not to exceed 16 inches (406 mm). 5. For structural insulated panel (SIP) walls, the maximum bearing wall height per story as permitted by Section 614 tables shall not exceed 10 feet (3048 mm) plus a height of floor framing not to exceed 16 inches (406 mm). Individual walls or walls studs shall be permitted to exceed these limits as permitted by Chapter 6 provisions, provided story heights are not exceeded. Floor framing height shall be permitted to exceed these limits provided the story height does not exceed 11 feet 7 inches (3531 mm). An engineered design shall be provided for the wall or wall framing members when they exceed the limits of Chapter 6 . Where the story height limits are exceeded, an engineered design shall be provided in accordance with the International Building Code for the overall wind and seismic force resisting systems. FIRE - RESISTANT CONSTRUCTION R302.1 Exterior walls. Construction, projections, openings and penetrations of exterior walls of dwellings and accessory buildings shall comply with Table R302.1. Exceptions: 1. Walls, projections, openings or penetrations in walls perpendicular to the line used to determine thefire separation distance. 2. Walls of dwellings and accessory structures located on the same lot. 3. Detached tool sheds and storage sheds, playhouses and similar structures exempted from permits are not required to provide wall protection based on location on the lot. Projections beyond the exterior wall shall not extend over the lot line. 4. Detached garages accessory to a dwelling located within 2 feet (610 mm) of a lot line are permitted to have roof eave projections not exceeding 4 inches (102 mm). 5. Foundation vents installed in compliance with this code are permitted. Stairways. R311.7.1 Width. Stairways shall not be less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the stairway at and below the handrail height, including treads and landings, shall not be less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. Exception: The width of spiral stairways shall be in accordance with Section R311.7.9.1. 8311.6 -a (ways. The minimum \A/Kill of a hallway shall be not less than 3 feet (914 mm). R311.3 Floors and landings at exterior coors. There sha I be a lane ng or f oor on each sice of each exterior coon. The widtn of each landing shall not be ess than the door servec Every lancing shall have a minimum dimension of 36 inches (914 mm) measured in tine cirection of travel. Exterior endings shall be permittec to have a slope not to exceec 1/4 unit vertical in 12 units horizontal (2- percent). Exception: Exterior balconies ess than 60 scuare feet (5.6 m2) anc only accessible from a door are permitted to have a landing less than 36 inches (914 mm) measured in the cirection of trove . FOOTINGS; R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, crushed stone footings, wood foundations, or other approved structural systems which shall be of sufficient design to accommodate all loads according to Section R301 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shall be designed and constructed in accordance with the provisions of or in accordance with ACI 332. TABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)a FOv\ 3ATIO\ A \D ETA \ I \ G WALLS 8404.1 Concrete anc masonry foundation walls. Concrete founcation walls snail be selected anc constructec in accordance with the provisions of Section R404.1.2. vlasonry foundation wall s sha I be selectec anc constructec in accorcance with tne provisions of Section 8404.1.1. R4OL.4 Retaining wa Is. Retaining wa Is that are not laterally supportec at the top and that retain in excess of 2L inches (610 mm) of unbalancec fill shall be cesignec to ensure stability against overturning, s iding, excessive founcation pressure anc water uplift. Retaining walls shall be cesigned for a safety factor of 1.5 against lateral slicinc and overturning. FOL \3ATIO` DRAT \AG_ R405.1 Concrete or masonry foundations. Drains shall be provicec arounc a I concrete or masonry founcations that retain earth anc enclose habitable or usable spaces locatec below grade. Drainage tiles, crave) or crusnec stone crains, perforatec pipe or other approvec systems or materials shat be installec at or below the area to be protectec anc shat ciscnarce by gravity or mechanical means into an approvec crainage system. Gravel or crusnec stone drains snail extenc at least 1 foot (305 mm) beyonc the outsice ecce of the footing anc 6 inches (152 mm) above the top of the footing anc be coverec witn an approvec filter membrane material. The top of open joints of crain tiles shall be protectec with strips of building paper, anc the crainage tiles or perforated pipe sha I be placec on a minimum of 2 inches (51 mm) of washed INor ru hec rock at least one sieve size lacer than the tile ;= � - :. - oR,�:, �erforatioBEgIF cW46re with not less than 62a.�� the same •tral REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 w MONOLITHIC SLAB WITH INTEGRAL FOOTING GROUND SUPPORT SLAB WITH MASONRY WALL AND SPREAD FOOTING City of Tukwila BUILDING DIVISION P • P INTERIOR BASEMENT OR CRAWL SPACE WITH MASONRY WALL AND SPREAD FOOTING w NTERIOR INTERIOR FIGURE R403.1(1) CONCRETE AND MASONRY FOUNDATION DETAILS \DER- FLOOR SPACE RL08.1 Ventilation. The uncer -floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement) shall nave ventilation openings througn foundation walls or exterior walls. Tne minimum net area of venti ation openings shall not be ess than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor space area, unless the grounc surface is covered by a Class 1 vapor retarder material. When a Class 1 vapor retarder material is used, the minimum net area of ventilation openings snail not be less than 1 square foot (0.0929 m2) for eacn 1,500 square feet (140 m2) of under -floor space area. One such ventilating openinc sha I be within 3 feet (914 mm) of each corner of tne builcing. 408.2 Openings for under -floor ventilation. The minimum net area of ventilation openings shall not be less than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor area. One ventilation opening shall be within 3 feet (915 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed 1/4 inch (6.4 mm): 1. Perforated sheet metal plates not less than 0.070 inch (1.8 mm) thick. 2. Expanded sheet metal plates not less than 0.047 inch (1.2 mm) thick. 3. Cast -iron grill or grating. 4. Extruded load - bearing brick vents. 5. Hardware cloth of 0.035 inch (0.89 mm) wire or heavier. 6. Corrosion - resistant wire mesh, with the least dimension being 1/8 inch (3.2 mm) RECEIVED MAR 14 2012 PERMIT CENTER. DWN: SCALE: DATE: CHKD: PHONE: TITLE PROPOSED FOR S DHU HOMES INC. 4615 SO. 148TH ST. TU KW LA, WA. HB 1/4 " -1' MAR.08.12 (206) 244 -1900 DRAWING NO. »1 1- 5746 Bruce MacVeigh, P._. T, <WILA, WA. 206.242.7665 LOAD- BEARING VALUE OF SOIL (psf) 1,500 2,000 3,000 >4,000 Conventional light -frame construction 1 -story 12 12 12 12 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 16 12 12 12 2 -story 29 21 14 12 3 -story 42 32 21 16 FOv\ 3ATIO\ A \D ETA \ I \ G WALLS 8404.1 Concrete anc masonry foundation walls. Concrete founcation walls snail be selected anc constructec in accordance with the provisions of Section R404.1.2. vlasonry foundation wall s sha I be selectec anc constructec in accorcance with tne provisions of Section 8404.1.1. R4OL.4 Retaining wa Is. Retaining wa Is that are not laterally supportec at the top and that retain in excess of 2L inches (610 mm) of unbalancec fill shall be cesignec to ensure stability against overturning, s iding, excessive founcation pressure anc water uplift. Retaining walls shall be cesigned for a safety factor of 1.5 against lateral slicinc and overturning. FOL \3ATIO` DRAT \AG_ R405.1 Concrete or masonry foundations. Drains shall be provicec arounc a I concrete or masonry founcations that retain earth anc enclose habitable or usable spaces locatec below grade. Drainage tiles, crave) or crusnec stone crains, perforatec pipe or other approvec systems or materials shat be installec at or below the area to be protectec anc shat ciscnarce by gravity or mechanical means into an approvec crainage system. Gravel or crusnec stone drains snail extenc at least 1 foot (305 mm) beyonc the outsice ecce of the footing anc 6 inches (152 mm) above the top of the footing anc be coverec witn an approvec filter membrane material. The top of open joints of crain tiles shall be protectec with strips of building paper, anc the crainage tiles or perforated pipe sha I be placec on a minimum of 2 inches (51 mm) of washed INor ru hec rock at least one sieve size lacer than the tile ;= � - :. - oR,�:, �erforatioBEgIF cW46re with not less than 62a.�� the same •tral REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 w MONOLITHIC SLAB WITH INTEGRAL FOOTING GROUND SUPPORT SLAB WITH MASONRY WALL AND SPREAD FOOTING City of Tukwila BUILDING DIVISION P • P INTERIOR BASEMENT OR CRAWL SPACE WITH MASONRY WALL AND SPREAD FOOTING w NTERIOR INTERIOR FIGURE R403.1(1) CONCRETE AND MASONRY FOUNDATION DETAILS \DER- FLOOR SPACE RL08.1 Ventilation. The uncer -floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement) shall nave ventilation openings througn foundation walls or exterior walls. Tne minimum net area of venti ation openings shall not be ess than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor space area, unless the grounc surface is covered by a Class 1 vapor retarder material. When a Class 1 vapor retarder material is used, the minimum net area of ventilation openings snail not be less than 1 square foot (0.0929 m2) for eacn 1,500 square feet (140 m2) of under -floor space area. One such ventilating openinc sha I be within 3 feet (914 mm) of each corner of tne builcing. 408.2 Openings for under -floor ventilation. The minimum net area of ventilation openings shall not be less than 1 square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor area. One ventilation opening shall be within 3 feet (915 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed 1/4 inch (6.4 mm): 1. Perforated sheet metal plates not less than 0.070 inch (1.8 mm) thick. 2. Expanded sheet metal plates not less than 0.047 inch (1.2 mm) thick. 3. Cast -iron grill or grating. 4. Extruded load - bearing brick vents. 5. Hardware cloth of 0.035 inch (0.89 mm) wire or heavier. 6. Corrosion - resistant wire mesh, with the least dimension being 1/8 inch (3.2 mm) RECEIVED MAR 14 2012 PERMIT CENTER. DWN: SCALE: DATE: CHKD: PHONE: TITLE PROPOSED FOR S DHU HOMES INC. 4615 SO. 148TH ST. TU KW LA, WA. HB 1/4 " -1' MAR.08.12 (206) 244 -1900 DRAWING NO. »1 1- 5746 Bruce MacVeigh, P._. T, <WILA, WA. 206.242.7665 a Exception: The total area of ventilation openings shall be permitted to be reduced to 1 /1,500 of the under -floor area where the ground surface is covered with an approved Class I vapor retarder material and the required openings are placed to provide cross ventilation of the space. The installation of operable louvers shall not be prohibited. R408.5 Removal of debris. The under -floor grace shall be cleaned of all vegetation anc organic material. All wood forms used for placing concrete shall be removec before a builcing is occupiec or used for any purpose. All construction materials shall be removed before a building is occupied or usec for any purpose 8408.6 Finishec grade. The finished grace of under -floor surface may be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished f oor at the buildinc perimeter or where there is evidence that the surface water does not readi y drain from the building site, the grace in the uncer -f oor space shall be as high as the outsice finisned grade, un ess an approved crainage system is provided. Floors R502.8 Drilling and notching. Structural floor members sha I not be cut, bored or notcnec in excess of the limitations specifiec in this section. See Figure R502.8. R502.9 Fastening. Floor framing shall be nailed in accordance with Table R602.3(1). Were posts anc beam or girder construction is used to support floor framing, positive connections shall be provided to ensure against uplift anc lateral cisplacement. R502.13 Fireblocking required. Fireblocking snail be provicec in accorcance with Section R302.11. R502.11.1 Design. Wood trusses shall be designed in accordance with approved engineering practice. The design and manufacture of metal plate connected wood trusses shall comply with ANSI/TPI 1. The truss design drawings shall be prepared by a registered professional where required by the statutes of thejurisdiction in which the project is to be constructed in accordance with Section R106.1. TAINAMININIMUM SPACING (inches) THICKNESSIOMMEIDDENCOUtTHING Perpendicular to joist Diagonal to joist 24 11/16 3/4 16 5/8 5/8 WOOD WALL FRAMING R602.1 Identification. Load - bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. R602.6 Drilling and notching- studs. Drilling and notching of studs shall be in accordance with the following: 1. Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the stud width, the edge of the hole is no more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall also be doubled with no more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations. 8602.8 Fireb ocKing requirec. Fireblocking shat be providec in accordance with Section R302.11. R602.9 Cripple wa Is. Foundation cripple walls sha I be framec of studs not sma ler than the studding above. When exceecing 4 feet (1219 mm) in heicht, such walls shall be framec of studs having the size required for an adcitional story. Cripple wa Is with a stud height less than 14 inches (356 mm) sha I be sheathec on at least one sice with a wood structural panel tnat is fastened to both the top and bottom plates in accorcance with Table R602.3(1), or the cripp e walls shall be constructec of solic blocking. Cripp e walls shall be supported on continuous founcations. R602.10 Wall bracing. Buildings shall be braced in accordance with this section. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1. Exception: Detached one- and two- family dwellings located in Seismic Design Category C are exempt from the seismic bracing requirements of this section. Wind speed provisions for bracing shall be applicable to detached one- and two- family dwellings. R602.1i X11 -bliii fgeC®1 Tine sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6and R602.11.1. R802.1 Identification. Load - bearing dimension lumber for rafters, trusses and ceiling joists shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In Neu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. R802.2 Design and construction. The framing details required in Section R802 apply to roofs having a minimum slope of three units vertical in 12 units horizontal (25- percent slope) or greater. Roof - ceilings shall be designed and constructed in accordance with the provisions of this chapter and Figures R606.11(1), R606.11(2) and R606.11(3) or in accordance with AFPA /NDS. Components of roof - ceilings shall be fastened in accordance with Table R602.3(1). R802.7 Cutting and notching. Structural roof members shall not be cut, bored or notched in excess of the limitations specified in this section. R802.10.1 Truss design drawings. Truss design drawings, prepared in conformance to Section R802.10.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall include, at a minimum, the information specified below. Truss design drawing shall be provided with the shipment of trusses delivered to the jobsite. R803.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Spaced fing shall conform to the requirements of Sections R905.7 and R905.8. is Design Category D2. RE D FOR Co DE MAR 21 2012 4 lycrrukwila BUILDING DIVISION TABLE R803.1 MINIMUM THICKNESS OF LUMBER ROOF SHEATHING RAFTER OR BEAM SPACING (inches) MINIMUM NET THICKNESS (inches) TABLE R602.3(5) SIZE, HEIGHT AND SPACING Sa l�0111':: '. Spa s , o is 1 "...,d shake r� �i i is + .1 ed in Se' se STUD SIZE (inches) Laterally unsupported stud heights (feet) Maximum spacing when supporting a roof - ceiling assembly or a habitable attic assembly, only (inches) Maximum spacing when supporting one floor, plus a roof - ceiling assembly or a habitable attic assembly (inches) Maximum spacing when supporting two floors, plus a roof - ceiling assembly or a habitable attic assembly (inches) Maximum spacing when supporting one floor heights (feet) Laterally unsupported stud heights (feet) Maximum spacing (inches) PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. DWN: ria SCALE: !1_ 0 MAR.08.12 CHKD: PHONE: (206) 244 -1900 DRAWING NO. »1 1 5-746 ,) Bruce MacVeigh, P.-. T, .CWI LA, WA. 206.242.7665 ... 0 42„,..., L4 L I 2x3b - - - - - 10 16 2 x 4 10 24c 16c - 24 14 24 2 x 4 10 24 24 16 24 14 24 2 x 5 10 24 24 - 24 16 24 2 x 6 10 24 24 16 24 20 24 RE D FOR Co DE MAR 21 2012 4 lycrrukwila BUILDING DIVISION TABLE R803.1 MINIMUM THICKNESS OF LUMBER ROOF SHEATHING RAFTER OR BEAM SPACING (inches) MINIMUM NET THICKNESS (inches) 24 5/8 R806.1 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation for each separate space by ventilating openings prjotected against the entrance of rain or snow. Ventilation openings shall have a least dimension of 1/16 inch (1.6 mm) minimum and 1/4 inch (6.4 mm) maximum. Ventilation openings having a least dimension larger than 1/4 inch (6.4 mm) shall be provided with corrosion- resistant wire cloth screening, hardware cloth, or similar material with openings having a least dimension of 1/16 inch (1.6 mm) minimum and 1/4 inch (6.4 mm) maximum. Openings in roof framing members shall conform to the requirements of Section R802.7. R806.3 Vent and insu ation c earance. Where eave or cornice vents are installed, insulation shall not block the free flow of air. A minimum of a 1 -inch (25 mm) space shall be provided between the insulation and the roof sheathing and at the location of the vent. R807.1 Attic access. Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that exceed 30 square feet (2.8 m2) and have a vertica 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 of the roof framing members. The rough- framed opening shall not be less than 22 inches by 30 inches (559 mm by 762 mm) one shall be located in a hallway or other readily accessible ocation. When located in a wall, the opening shall be a minimum of 22 inches wide by 30 inches high. When the access is ocated in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. Chimneys and Fireplaces; R1004.1 General. Factory -built fireplaces shall accordance with the conditions of the listing. accordance with UL 127. R1004.2 Hearth extensions. Hearth extensions installed in accordance with the listing of the distinguishable from the surrounding floor area be listed and labeled and shall be installed in Factory -built fireplaces shal be tested in R1006.1 Exterior air. Factory -built or masonry equipped with an exterior air supply to assure mechanically venti ated and control ed so that of approved factory - built fireplaces shall be fireplace. The hearth extension shall be readily fireplaces covered in this chapter shall be proper fue combustion unless the room is the indoor pressure is neutral or positive. General Mechanical System Requirements; M1305.1 Appliance access for inspection service, repair and replacement. Appliances shall be accessible for inspection, service, repair and replacement without removing permanent construction, other appliances, or any other piping or ducts not connected to the appliance being inspected, serviced, repaired or replaced. A level working space at 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. M1305.1.1 Furnaces and air handlers. Furnaces and air handlers within compartments or alcoves shall have a minimum working space clearance of 3 inches (76 mm) along the sides, back and top with a total width of the enclosing space being at least 12 inches (305 mm) wider than the furnace or air 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 Chapter 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. M13O5,113 AppHtnc s in oneastilopliatingiiKalippinimonstnrOotimeAtmclit-ntrimildrasow and ktiftedsgisigNWItntSffliditgitratibtivilfflittrillottaliViatigeMppliNittiligititibi€14W46116110610 O pokti sid l 4efee (11 x)11 datirkilA le ftlitiktifilMAIA It* t iits$$; i,-, diStageOMI 40 T I weai d c eAtrohg tooide tl o $t1 i :;•is QAtdiPMlevel service space at least 30 inches (762 mm) deep and 30 inches (762 mm) wide shall be present along all sides of the appliance where access is required. The clear access opening dimensions shall be a minimum of 20 inches by 30 inches (508 mm by 762 mm), and large enough to allow removal of the largest appliance. M1306.1 Appliance clearance. Appliances shall be installed with the c earances from unprotected combustib e materials as indicated on the appliance abel and in the manufacturer's installation instructions. M1307.1 General. Instal ation of appliances shall conform to the conditions of their listing and label and the manufacturer's installation instructions. The manufacturer's operating and installation instructions shall remain attached to the appliance M1307.2 Anchorage of appliances. Appliances designed to be fixed in position shall be fastened or anchorec in an approved manner. In Seismic Design Categories D1 and D2, water heaters shall be anchored or strapped to resist horizontal disp acement caused by earthquake motion. Strapping shall be at points within the upper one -third and lower one -thirc of the appliance's vertical dimensions. At the lower point, the strapping shall maintain a minimum distance of 4 inches (102 mm) above the controls. v11307.3 Elevation of ignition source. Appliances having an ignition source shall be elevated such that the source of ignition is not ess than 18 inches (457 mm) above the floor in garages. For the purpose of this section, rooms or spaces that are not part of the living space of a dwelling unit and that communicate with a private garage through openings shall be considered to be part of the garage. V13O8.1 Drilling and notching. Wood- framed structural members shall be drilled, notched or altered in accordance with the provisions of Sections R502.8 , R602.6, R602.6.1 and MAR 14 2012 R802.7. Holes in load- bearing members of cold- formed steel light -frame construction PERI'IITCEhITER shall be permitted only in accordance with Sections R505.2.5 , R603.2.5 and R804.2.5. In accordance with the provisions of Sections R505.3.5 , R603.3.4 and R804.3.4, cutting and notching of flanges and lips of load- bearing members of cold- formed steel light f r CUM P r nn sf r ur Linn PJanll n of hp np r mif tp rl Stair tur rd in ca ln_f_P rl n n_o_P I c i c1P c i c}rtIJ h P i RECEIVED .lam o =Ir TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. DWN: H B SCALE: 1 /4 " -1 ' DATE: MAR.08.12 CHKD: PHONE: (206) 244 -1900 DRAWING NO. »1 1 5-746 ,) Bruce MacVeigh, P.-. T, .CWI LA, WA. 206.242.7665 ... 0 42„,..., L4 L I eating and Cooling = cuipment; M1401.1 Installation. - eating and cooling equipment anc app lances shall be insta led in accordance with the manufacturer's installation instructions and the recuirements of this coce. Exhaust Systems; V1501.1 Outcoor discharge. The air removec by every mechanical exhaust system snail be cischarged to the outdoors Air shall not be exnaustec into an attic, soffit, ridge vent or craw space. xception: Whole -house venti ation -type attic fans that discharge into the attic space of cwel ing units having private attics shall be permitted. v1502.2 Independent exnaust systems. Dryer exnaust systems snail be ncepencent of all other systems and sha I convey the moisture to the outcoors. Exception: This section shall not apply to listed and labeled condensing (ductless) c othes cryers. M1502.3 Duct termination. Exhaust cucts shall terminate on the outsice of tne building. Exhaust duct terminations shall be in accordance with the cryer manufacturer's insta lotion instructions. If tne manufacturer's instructions co not specify a termination ocation, the exhaust duct shall terminate not less than 3 feet (914 mm) in any direction from openings into builcings. Exhaust cuct terminations shall be equipped with a bacKdraft camper. Screens shall not be instal ec at the duct termination V1503.1 General. Range hoods shall discharge to the outdoors tnrough a single -wa I duct. The duct serving the hood snail have a smooth interior surface, shall be air tight and shall be equipped witn a bacKcraft damper. Ducts serving range hoods shall not terminate in an attic or crawl space or areas inside the building. Exception: Where installed in accordance witn the manufacturer's installation instructions, anc where mechanical or natural ventilation is otherwise provicec, listed anc labe ed cuct ess range hoods shal not be requirec to cischarge to tne outdoors. x1503.3 <itchen exhaust rates. Where domestic kitchen cooking appliances are equipped with ductec range hoocs or cown -draft exhaust systems, the fans shall be sized in accorcance with Section v1517.3. M1507.1 General. Where toi et rooms and bathrooms are mechanical y ventilated, the ventilation ecuipment sha I be installec in accordance with tnis section. v1507.2 Recirculation of air. Exhaust air from bathrooms and toilet rooms shall not be recirculatec within a residence or to another dwelling unit and it from bathrooms anc ace or other areas snail be exhausted directly tAltEA TO'BEVENTILAT D r to the outcoors. Exhaust c or gVENTILATION RATES/ I s nsice tne builcing. TABLE MISM MINIMUM REQUI 100 cfm intermittent or EENU sRATE. TWO- FAMILY DWELLINGS Bathrooms - Toilet Rooms Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous FOR ONE - AND M1601.1 Duct cesign. Duct systems serving neating, cooling anc ventilation ecuipment shall be fabricatec in accorcance with tne provisions of tnis section anc ACCA Manual 3 or other approves metnocs. M1601.3 Duct insulation materials. Duct insulation materials shall conform to the following requirements: 1. Duct coverings and linings, including adhesives where used, shall have a flame spread index not higher than 25, and a smoke - developed index not over 50 when tested in accordance with ASTM E 84 or UL 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). 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 shall be 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. v1601.5 _ncer -floor plenums. ncer -floor plenums shall be pronibitec in new structures. Mocification or repairs to uncer -f oor p enums in existing structures sha I conform to the recuirements of tnis section. V1701.1 Scope. Solid -fue - burning app lances sha I be providec with combustion air in accordance with the appliance manufacturer's insta lotion instructions. Oil -fired appliances snail be providec with combustion air in accordance with \FPA 31. The metnods of providing combustion air in tnis chapter do not apply to fireplaces, fireplace stoves anc cirect -vent appliances. The requirements for combustion anc dilution air for gas -firec appliances shall be in accorcance with Chapter 24 M1802.1 Draft noocs. Draft hoocs sna be locatec in the same room or space as the combustion air openings for tne appliances. M1803.1 General. Connectors shall be usc.d to connect fue - burning appliances to a vertical chimney or vent except where tne cnimney or REF Sattacnec cirectly to tne appliance. V2001.1 Instal ation. In accition to the recuirements of this coce, the ins_allation of boilers shall conform to the manufacturer's instructions. The manufacturer's rating cote', the nameplate anc operating instructions of a permanent type shall be attachec to tne boiler. Boilers shall nave all controls set, adjusted anc tested by the installer. A comp ete control diagram together witn complete boiler operating instructions sha be furnishec by the insta er. So ic- anc licuic -fue - burning boilers snail be provicec with combustion air as requirec by Chapter 17. M t t t n W M a t in XPA \SIO\ TA \ <S 2003.1 General. Hot water boi ers snail be providec witn expansion anks. \onpressurized expansion tanKs snal be secure y fastenec to he structure or boiler and supported to carry twice the weight of the anK filled witn water. Provisions shat be made for draining onpressurizec tanKs witnout emptying the system. ATER -AT -RS JSED FOR SPACE - EATI \G 2004.1 General. Water heaters usec to supply botn potable hot water nc not water for space heating shall be installed in accorcance with his chapter, Chapter 24 , Chapter 28 anc the manufacturer's stallation instructions. M2005.1 Genera . Water heaters snail be insta ec in accordance witn the manufacturer's insta lotion instructions anc tne recuirements of this coce. Water neaters instal ec in an attic sha I conform to tne recuirements of Section V1305.1.3. Gas -firec water heaters shall conform to tne recuirements in Chapter 24. Domestic electric water heaters snail conform to „L 174 or L 1453. Commercia electric water heaters sha conform to _L 1453. Oiled -fires water heaters shall conform to LL 732. V2005.2 Prohibitec locations. Fuel -fires water heaters shall not be insta lec in a room usec as a storage closet. Water heaters locatec a bedroom or batnroom snail be installec in a sea ec enclosure so that combustion air wil not be tcven from the living space. Installation of cirect -vent water neaters within an enclosure is not recuired in REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 City of Tukwila BUILDING DIVISION Plumbing Fixtures; P27D1.1 Quality of fixtures. Plumbing fixtures, faucets anc fixture fittings snail be constructec of approvec materials, snail have smooth impervious surfaces, she' be free from cefects anc concealec fou ing surfaces, anc snail conform to the stancares citec in tnis coce. P umbing fixtures snail be providec with an acecuate supply of potable water to flush and ,<eep the fixtures in a clean and sanitary condition without conger of bacKflow or cross connection. P2705.1 General. The installation of fixtures shall conform to the following: 1. Floor - outlet or floor - mounted fixtures shall be secured to the drainage connection and to the floor, where so designed, by screws, bolts, washers, nuts and similar fasteners of copper, brass or other corrosion- resistant material. 2. Wall -hung fixtures shall be rigidly supported so that strain is not transmitted to the plumbing system. 3. Where fixtures come in contact with walls and floors, the contact area shall be water tight. 4. Plumbing fixtures shall be usable. 5. Water closets, lavatories and bidets. A water closet, lavatory or bidet shall not be set closer than 15 inches (3 81 mm) from its center to any side wall, partition or vanity or closer than 30 inches (762 mm) center -to- center between adjacent fixtures. There shall be at least a 21 -inch (533 mm) clearance in front of the water closet, lavatory or bidet to any wall, fixture or door. 6 The location of piping, fixtures or equipment shall not interfere with the operation of windows or doors. 7. In areas prone to flooding as established by Table R301.2(1), plumbing fixtures shall be located or installed in accordance with Section R322.1.7. 8. Integral fixture - fitting mounting surfaces on manufactured plumbing fixtures or plumbing fixtures constructed on site, shall meet the design requirements of ASME Al 12.19.2 or ASME A 112.19.3. electr.ccl system cnc ecuipment; 13401.1 Applicability. Tne provisions of Cnapters 34 tnroucn 43shall establish the general scope of the electrical system anc ecuipment requirements of tnis coce. Cnapters 34 through 43 cover those wiring methocs one materials most commonly encounterec in the construction of one- anc two - family swellings anc structures regulated by this coce. Other wirinc methods, materia s anc subject matter coverec in the \EPA 70 are also a lowec by this coce E3403,1 Approval. Electrical materials, components anc equipment snail be approved. 13406.1 Genera . This section provices general recuirements for concuctors, connections and splices. These requirements do not apply to conductors that form an integral part of ecuipment, such as motors, app iances anc similar equipment, or to conductors specifically provicec for elsewhere in Cnapters 34 tnrough 43. Groundec concuctor continuity. The continuity of a grouncec concuctor shall not cepenc on connection to a meta is enclosure, raceway or cable armor. EL101.6 Support of ceiling - suspencec paccle fans. Ceiling - suspencec fans (paddle; shall be supportec indepencently of an outlet box or by a listed outlet box or outlet box system identifiec for the use anc installed in accorcance with Section 2 3905.9. Sizing cnc Capccities of Ccs Piping; The first goa of cetermining the pipe sizing for a fuel gas piping system is to maKe sure that there is sufficient gas pressure at the in et to each app iance. The majority of systems are residentia anc the appliances will all nave the same, or nearly the same, requirement for minimum gas pressure at the appliance inlet. This pressure will be about 5 -inch water co umn (w.c.) (1.25 kPa), which is enough for proper operation of the app iance regulator to deliver about 3.5- inches water column (w.c.) (875 KPa) to the burner itself. The pressure drop in the pipinc is subtracted from tne source delivery pressure to verify that the minimum is available at the appliance. There are other systems, however, where the required in et pressure to the different appliances may be cuite varies. In such cases, the greatest inlet pressure requirec must be satisfied, as we as the fartnest app iance, which is almost always the critical appliance in sma systems. RECEIVED MAR 14 2012 PERMIT CENTER There is an acditional recuirement to be observec besices the capacity of the system at 100 - percent flow. That recuirement is that at minimum flow, the pressure at tne inlet to any appliance does not exceec the pressure rating of the appliance regulator. This would PIHnm hp of rnnnPrn in gmnll gvgtPmg if the gniircP nrPggiirP ig 1 /7 TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TU 'KWI LA, WA. DWN: HB SCALE: 1/4 " -1' DATE: MAR.08.12 CHKD: PHONE: (206) 244 -1900 DRAWING NO. 3 3 1 1 -5746 0a� Bruce VlacVeigh, P.E. T, <WI LA, WA. 206.242.7665 • ENERGY CODES; 602.1 Roof/Ceiling: Ceilings below vented attics and single - rafter, joist- vaulted ceilings shall be insulated to not less than the nominal R -value specified for ceilings in Table 6 -1 or 6 -2 as applicable. 602.2 Exterior Walls Both Above and Below Grade: Above grade exterior walls shall be insulated to not less than the nominal R -value specified in Table 6 -1 or 6 -2 as applicable. The following walls should be considered to meet R -21 without additional documentation: 1.2 x 6 framed and insulated with R -21 fiberglass batts. 2.2 x 4 framed and insulated with R -15 fiberglass batts plus R -4.0 foam sheathing. 3.2 x 4 framed and insulated with R -13 fiberglass batts plus R -5.0 foam sheathing. 4.2 x 6 framed and insulated to full depth with spray applied or blown insulation having a minimum R -value of 3.6 per inch of thickness. 602.3 Exterior We ils (Below Grade): Below grade exterior walls surrounding conditioned space shall be insulated to not less than the nominal R -value specified for below grade walls in Table 6 -1 or 6 -2 as applicable. 602.4 Slab -on -grade Floors: Slab -on -grade floors shall be insulated along their perimeter to not less than the nominal R- values specified for slab -on -grade floors in Table 6 -1 or 6 -2 as applicable. Slab insulation shall be installed in compliance with section 502.1.4.8. See Chapter 5, section 502.1.4.9, for additional requirements for radiant slab heating. 602.5 Floors Over Unconditioned Space: Floors over unconditioned spaces, such as vented crawl spaces, unconditioned basements, and parking garages shall be insulated to not less than the nominal R -value shown for floors over unconditioned spaces, in Table 6 -1 or 6 -2. 602.6 Exterior Doors: Doors shall comply with Sections602.6.1 and 602.6.2 . EXCEPTIONS:1. Glazed doors whose area and U- factor are included in the calculations for compliance with the requirements for glazing in section 602.7 shall be exempt from the door U- factor requirements prescribed in Table 6 -1 or 6-2.2. One unlabeled or untested exterior swinging door with the maximum area of 24 square feet may be installed per unit for ornamental, security or architectural purposes. Products using this exception shall not be included in either the U- factor or glazing area calculation requirements. 602.6.1 Exterior Door Area: For half -lite and full -lite doors, the glazing area shall be included in calculating the allowed total glazing area in Section 602.7.1. 602.6.2 Exterior Door U- Factor: Doors, including fire doors, shall have a maximum area weighted average U- factor not exceeding that prescribed in Table 6 -1 or 6 -2. 602.7 Glazing: 602.7.1 Glazing Area: The total glazing area as defined in Chapter 2 shall not exceed the percentage of gross conditioned floor area specified in Table 6 -1 or 6 -2. This area shall also include any glazing in doors. 602.7.2 Glazing U- Factor: The total glazing area as defined in Chapter 2 shall have an area weighted average U- factor not to exceed that specified in Table 6 -1 or 6 -2. U- factors for glazing shall be determined in accordance with section 502.1.5 . These areas and U- factors shall also include any doors using the exception of section 602.6. If the U- factors for all vertical and overhead glazing products are below the appropriate U- factor specified, then no calculations are required. If compliance is to be achieved through an area weighted calculation, then the areas and U- factors shall be included in the plans submitted with a building permit application. EXCEPTION: Double glazed garden windows with a wood or vinyl frame shall be exempt from the U- factor calculations but shall have its area tripled and shall be included in the percentage of the total glazing area as allowed for in Table 6 -1 or 6 -2. The maximum area (before tripling) allowed for the total of all garden windows is one percent of the floor area or 20 square feet, whichever is less. 602.8 Air Leakage For Single - Family Residential: The minimum air leakage control measures shall be as specified in section 502.4 as applicable, including building envelope air leakage testing. TABLE 6 -1 PRESCRIPTIVE REQUIREMENTS0,1 FOR SINGLE - FAMILY RESIDENTIAL CLIMATE ZONE 1 OPTION GLAZING AREA10 % OF FLOOR Glazing U- Factor Door U- Factor Ceiling2 Vaulted Ceiling3 Wa1112 Above Grade Wall. int Below Grade Wall. ext Below Grade Vertical Slab6 on Grade Vertical Overhead" I. 13% 0.34 0.50 0.20 R-49 or R -38 adv R -38 R -21 int7 R -21 TB R -10 0.34 R -10 2' II.* 25% 0.32 0.50 0.20 R-49 or R -38 adv R -38 R -21 int7 R -21 TB R -10 0.32 R -10 2' III. Unlimited 0.30 0.50 0.20 R-49 or R -38 adv R -38 R -21 int7 R -21 TB R -10 0.30 R -10 2' 14 o REVIEWED FOR CODE COMPLIANCE APPROVED MAR 21 2012 City of Tukwila BUILDING DIVISION RECEIVED MAR 14 2012 PERMIT CENTER TITLE PROPOSED FOR S DHU HOMES INC. 4615 SO. 148TH ST. TU KW LA, WA. DWN: HB SCALE: 1/4 " -1' DATE: MAR.08.12 CHKD: PHONE: (206) 244 -1900 DRAWING NO. DD11 -5746 Bruce NacVeign, P. TL <WI LA, WA. 206.242.7665