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HomeMy WebLinkAboutPermit D09-169 - SINGH RESIDENCE - NEW HOUSESINGH RESIDENCE 4644 S 148 ST D09 -169 Parcel No.: 0040000679 Address: 4644 S 148 ST TUKW Tenant: Name: SINGH RESIDENCE Address: 4644 S 148 ST , TUKWILA WA Owner: Name: SINGH GURDIP Address: GREWAL SUKHBIR K , 4224 S 148TH ST 98168 Phone: Contact Person: Name: GARY SINGH Address: 4224 S 148 ST , TUKWILA WA 98168 Phone: 206 -244 -1900 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: lrrkwila Wa. Contractor: Name: SANDS CONSTRUCTION Address: 21356 SE 271 PL , MAPLE VALLEY WA 98038 Phone: Contractor License No: SANDSC *933M0 (CntyQff 'I['aukwula 0 COMBINATION PERMIT - NEW SINGLE FAMILY DESCRIPTION OF WORK: NEW 3678 SQ FT SINGLE FAMILY RESIDENCE WITH 400 SQ 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: Type of Fire Protection: Type of Construction: EQUIPMENT AND FIXTURES: $429,878.92 Permit Number: D09 -169 Issue Date: 09/24/2009 Permit Expires On: 03/23/2010 Expiration Date: 07/20/2011 Fees Collected: $10,846.07 International Residential Code Edition: 2006 Occupancy per IBC: 22 Mechanical: Furnace <100K BTU... 1 Applicant Vent 1 Ventilation fan connected to single duct.... 3 Thermostat 1 Wood /gas stove 0 Water heater (elect) 0 Generator 0 Other equipment 0 Plumbing: Bathtub (or bath/shower combo).. 4 Bidet 0 Clothes washer 1 Dishwasher 1 Floor drain 0 Shower 1 Lavatory (bathroom sink) 5 Sink 1 Water closet 0 Water heater (gas) 1 Lawn sprinkler.... 0 Gas piping outlets... 3 doc: IBC -COMBO * *continued on next page ** D09 -169 Printed: 09 -24 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N Y N N N N Y N N N The granting of this permit does not pr construction or the performance of work. Signature: doc: IBC -COMBO City oftukwila 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 Number: 0 Start Time: Volumes: Cut 50 c.y. Print Name: Permit Number: Issue Date: Permit Expires On: Size (Inches): 0 End Time: Fill 50 c.y. Start Time: End Time: Private: Profit: N Private: Public: Non - Profit: N Public: Date: O LL.t V v I D09 -169 09/24/2009 03/23/2010 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating am authorized to sign and obtain this development permit. Date: 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. D09 -169 Printed: 09 -24 -2009 Parcel No.: 0040000679 Address: 4644 S 148 ST TUKW Suite No: Tenant: SINGH RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 11100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: htip : / /www.ci. tukwila.wa.us PERMIT CONDITIONS Permit Number: D09 -169 Status: ISSUED Applied Date: 08/18/2009 Issue Date: 09/24/2009 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: 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. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: 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. 13: 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. 14: 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. 15: 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. doc: Cond -10/06 D09 -169 Printed: 09 -24 -2009 19: ** *PLUMBING AND GAS PIPING * ** • 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 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431- 3670). 18: 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. 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: 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. 25: 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. 26: 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. 27: 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. 28: 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. 29: 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. 30: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 31: ** *FIRE DEPARTMENT CONDITIONS * ** 32: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: doc: Cond -10/06 D09 -169 Printed: 09 -24 -2009 0 CIlty of Tut "(Villa Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: hitp: / /www.ci.tukwila.wa.us 0 33: 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) 34: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 35: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 36: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 37: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window.(Per Chief Tomaso, 2nd story west rescue window is ok if wood fence only installed.) 38: Maximum grade for all projects is 15 %. 39: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 40: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 41: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 42: 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. 43: 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. 44: 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. 45: Any material spilled onto any street shall be cleaned up immediately. 46: 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. 47: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 48: 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. 49: 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. doc: Cond -10/06 D09 -169 Printed: 09 -24 -2009 doc: Cond -10/06 S • 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 50: 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. 51: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 52: Owner /Applicant shall contact the local postmaster regarding location of mail box(es) installation. Location of mail box(es) installation shall be coordinated with Public Works. 53: PAVEMENT MITIGATION FEE MAY APPLY TO THIS PERMIT. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS PROJECT INSPECTOR WILL MEASURE PAVEMENT CUT, IF APPLICABLE, FOR FINAL PAVEMENT MITIGATION FEE CALCULATION. 54: 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. * *continued on next page ** D09 -169 Printed: 09 -24 -2009 a Oty of Tukwii1a 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 0 I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 Date: \-\LN\ci D09 -169 Printed: 09 -24 -2009 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 hffp://www.cttukwita.wa us PROPERTY INFORMATION - 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 ** /e/81-1 _ KING CO ASSESSOR'S TAX NO.: 06 �O SITE ADDRESS: j O t t.. c PROPERTY OWNERS NAME: I4410 C ` MAILING ADDRESS: LAN- • \U O CONTACT PERSON - WHO DO WE CONTACT WHEN THE PERMIT IS READY TO BE'ISSIED- S ' DAY TELEPHONE: of 010' � —49 � MAILING ADDRESS: i� i, �y S • t }J- L "mot 9 r1 p '' STATE l - ZIP E-MAIL ADDRESS: - l C j \_ ° � VOV`, �r�FAX NUMBER: Ds WO "�'1'"�3 -.. t T " c �t, NAME: C G COMPANY NAME: CONTRACTOR REGISTRATION NUMBER: [OJECT INFORMATIO MAILING ADDRESS: CONTACT PERSON: MOi 1^vx \ \ C"1 evt E -MAIL ADDRESS: .fit ik)ttAJ)L S CITY Mee 1/�• CITY DAY TELEPHONE: FAX NUMBER: 'EV p I FATItitst T VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ c�i 0 C7 S 0 SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): SPRINKLERED BUILDING? ❑ YES 1;1 NO H:\Applicationaorms- Applications On Line\2009 Applications \4 -2009 - Permit Application - SFR Combination.doc Revised: bh PERMIT N USE ONLY) STATE ZIP ,5 • STATE ZIP S IF g_ DETAILED BUILDING INFORAMTI PROJECT FLOOR AREAS BASEMENT 1" FLOOR 2 FLOOR GARAGE CARPORT ❑ DECK - COVERED ❑ UNCOVERED ❑ TOTAL SQUARE FOOTAGE ()POSED SQUARE FOOTAGE FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES 9 fk NO Page 1 of 3 PUBLIC WORKS PERMIT INFORMATION - SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): i\M-4,J WATER DISTRICT 0/. TUKWILA '.WATER DISTRICT #125 NM.. WATER AVAILABILITY PROVIDED SEWER DISTRICT y � ❑ ... TUKWILA •.. VALLEY VIEW ❑ ... SEWER USE CERTIFICATE ... TOTAL CUT CUBIC YARDS �b MAILING ADDRESS: AeN CALL BEFORE YOU DIG: 1- 800 - 424 -5555 ❑ ... SANITAR S SEWER - 5' P A ND ON ' EPTIC TANK ❑ ... CAP OR REMOVE UTILITIES ❑ ... CURB CUT ❑ ... FRONTAGE IMPROVEMENTS ❑ ...PAVEMENT CUT ❑ ... TRAFFIC CONTROL ❑ ... LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION FIRE PROTECTION IRRIGATION /I DOMESTIC WATER ❑ ... PERMANENT WATER METER SIZE... " WO # ❑ ... TEMPORARY WATER METER SIZE .. " WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ...SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ...HIGHLINE H: Wpplications\Forms- Applications On Line\2009 Applicationst4 -2009 - Permit Application - SFR Combination.doc Revised: bh CITY ❑ WORK IN FLOOD ZONE ❑...TOTAL Fl L 50 CUBIC YARDS ..STORM DRAINAGE NUMBER OF PUBLIC FIRE HYDRANT(S) PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. 0... RENTON ❑ . RENTON ❑ ... SEATTLE SEWER AVAILABILITY PROVIDED FIRE LINE SIZE AT PROPERTY LINE ❑ ...WATER ❑ ... SEWER 0... SEWAGE TREATMENT MONTHLY SERVICE BILLING TO: �'�f( `� NAME: �" DAY TELEPHONE: SfiZ SEPTIC SYSTEM: ❑ ...0N-SITE SEPTIC SYSTEM - FOR ON -SITE SEPTIC SYSTEM, PROVIDE 2 COPIES OF A CURRENT SEPTIC DESIGN APPROVED BY KING COUNTY HEALTH DEPARTMENT. e SU ITTED WITH APPLICATION (MARK BOXES WHICH APPLY): . .. CIVIL PLANS (MAXIMUM PAPER SIZE - 22" X 34 ") .. TECHNICAL INFORMATION REPORT (STORM DRAINAGE) ❑ ...GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... BOND ❑ ...INSURANCE ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ . RIGHT -OF -WAY USE - NO DISTURBANCE ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE '. CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY a ❑ ...GREASE INTERCEPTOR ❑ ... CHANNELIZATION ❑ ... TRENCH EXCAVATION ❑ ... UTILITY UNDERGROUNDING \y‘ ❑ ... DEDUCT WATER METER SIZE FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE STATE ZIP WATER METER REFUND /BILLING: NAME: DAY TELEPHONE: MAILING ADDRESS: CITY STATE ZIP Page 2 of 3 EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT 9v MECHANICAL: L7 V VALUE OF MECHANICAL WORK $ FURNACE <100K BTU THERMOSTAT EMERGENCY GENERATOR PLUMBING: VALUE OF PLUMBING /GAS PIPING WORK $ "1 BATHTUB (OR BATH /SHOWER COMBO) r DISHWASHER LAVATORY (BATHROOM SINK) WATER HEATER (GAS) SIGNATURE: PRINT NAME: MAILING ADDRESS I DATE APPLICATION ACCEPTED: 8 PROPERTY OWNER OR AUTHORIZED AGENT: 4 U &LI"( FUEL TYPE: ❑ ELECTRIC ❑ GAS -S VENTILATION FAN CONNECTED TO SINGLE DUCT / WATER HEATER (ELECTRIC) OTHER MECHANICAL EQUIPMENT APPLIANCE VENT WOOD /GAS STOVE 5 DOS BIDET FLOOR DRAIN SINK LAWN SPRINKLER SYSTEM HA ApplicationsWorms- Applications On Line\2009 Applications \4-2009 - Permit Application - SFR Combinanon.doc Revised bh CITY I CLOTHES WASHER J 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 / 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. DATE: O I Y k a 'o'bc DAY TELEPHONE: -(`-p150.-.2 , L1 -) 1 - STATE DATE APPLICATION EXPIRES: STAFF INITIALS: ZIP Page 3 of 3 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 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more _ $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees �• n PROJECT NAME ; t 10 P S Qu Ce PERMIT Do 9- 11. 7 �� 4.444- S. 1,s44.. yr If you do not provid c ntractor bids or an enginee estimate with your permit .r application, Public Work; WI,ilit,tviiiew.0e.ferst estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization 4 'a ' Erosion prevention 5 •) Water /Sewer /Surface Water le 15 °' Road/Parking /Access A. Total Improvements 4 5z 3. Calculate improvement -based fees: 7S' B. 2.5% of first $100,000 of A. 3 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Enter totat'fal olume • Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan 2009 1 cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. 5250 (1) S S ( ( TOTAL PLAN REVIEW AND APPROVAL FEE DUE W1TII PERMIT APPLICATIIOON (1 +4 +5) $ 3 943 L 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. RECEIVED AUG 18 2009 PERMIT CENTER Approx. Remaining Years QUANTITY IN CUBIC YARDS RATE $10.00 50 or less $23.50 10 -7 (5 %) $5.00 51 —100 $37.00 5 -2 (25a /o) $2.50 101 — 1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof 0 $0.00 1,001 — 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. "- 10,001 — 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof ?,:' ; : j00,601 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof 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 (5 %) $5.00 7 -5 (33 $3.30 5 -2 (25a /o) $2.50 2 -1 j„10 %) $1.00 0 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION , G • , PW may adjust estimated fees • 6. 1 Issuance/Inspection Fee (B +C 131) 3 (1 06 PI004+ 44,,t ? The pavement mitigation fee compensates the'City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 7. Pavement Mitigation Fee 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. Approved 09.25.02 Last Reyjsed Jan. 2009 2 (6) (7) $ 23 5-! (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Install. on Cascade Water Alliance RCFC 01.01.2009 -12.31 109 Total Fee 0.75 $600 $6,01 $6,605 1 $1100 $1 ,.12.50 $16,112.50 1.5 $2400 $30,025 $32,425 2 $2800 '. ' 8,040 $50,840 3 $4400 $96,::0 $100,480 4 $7800 $150,12 $157,925 6 $12500 $300,250 $312,750 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. Water Meter — Permanent* D Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Point 2 Water (Ordinance 2177) $ E. Allentown/Foster Point 2 Sewer (Ordinance 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ ae H. Transportation Mitigation I. Other Fees $ f v $ Total A through G $ (O (3 SS -0 O (10) 4 ( 1-114 C etJc-18 2 -42-6ei c "MT rre 0 v C n� — J! ) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 1 j 1 i 0.00 Approved 09.25.02 Last Revised Jan. 2009 Total A through E $ 0.00 (9) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspection .sits) attributable to thrPermittee's action or inaction shall be charged $60.00 per insp • ion. 0.75" 2.5" $300 $1,000 Temporary Meter 3 Parcel No.: 0040000679 Address: 4644 S 148 ST TUKW Suite No: Applicant: SINGH RESIDENCE Receipt No.: R09 -01496 Payee: SIDHU HOMES, INC. ACCOUNT ITEM LIST: Description BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES • 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: Imp://www.citukwila.wa.us TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2638 7,902.78 Authorization No. Account Code Current Pmts 000/322.100 304.345.852 000/322.100 301.345.851 000/322.100 000/342.400 000/342.400 640.237.114 104.367.120 'RECEIPT Total: $7,902.78 • Permit Number: D09 -169 Status: APPROVED Applied Date: 08/18/2009 Issue Date: Payment Amount: $7,902.78 Initials: JEM Payment Date: 09/24/2009 12:56 PM User ID: 1165 Balance: $0.00 3,998.90 922.00 180.00 1,426.00 240.00 23.50 94.00 4.50 1,013.88 AV ENT ECEOVED doc: Receiot -06 Printed: 09 -24 -2009 Parcel No.: 0040000679 Address: 4644 S 148 ST TUKW Suite No: Applicant: SINGH RESIDENCE Payee: SIDHU HOMES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 4100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206- 431 -3665 Web site: hilt : / /wwwci.iukwila Ia us TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2623 2,943.29 Authorization No. ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000/345.830 000/322.100 000/345.830 RECEIPT Permit Number: D09 -169 Status: PENDING Applied Date: 08/18/2009 Issue Date: Receipt No.: R09 -01287 Payment Amount: $2,943.29 Initials: WER Payment Date: 08/18/2009 03:29 PM User ID: 1655 Balance: $4,517.40 Account Code Current Pmts 2,599.29 250.00 94.00 Total: $2,943.29 PAYMENT RECEIVE doc: Receiot -06 Printed: 08 -18 -2009 Project: s.57/ A I G ' S . Type of Inspection: F e &.I AL i3 uxo.L.) ni Address: 4 1 / 6 4 / L / 3 /L-/el S7 --- Date Called: Special Instructions: Date to _ � Lp m/ Requester: Phone No: dC 6 /9 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 tal Approved per applicable codes. Corrections required prior to approval. COMMENTS: d ee afr'g o /F In Date: PECTION FEE RE UIRED. Priof to next inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reintpection. Project: G A 2 Li. ; N614 (5 . Type of Inspection: f— .k1+41 -- 0 90 ‘► ,AA/ /^ 4 / Address: ?:.-7, DatgalJed� "7 - A "r( / V Special Instructions: Date Wanted: i . . 2 _ i a9. p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 fik (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 COMMENTS: t Z._ (f e c_ J A J fit,,& Insp(ctor: 1} 1 ; 9 •kk' 1 Date: Approved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: O n e ee'LivCt__ >t e /4 - fmac (fl:/- e ?,t Type of Inspection: ,. Ai ? Frees A-.. -; Date Called: v /9 v.^ EA k z, --- -- A-y-ori Date Wanted: ��. m C7 — d p.m. 0 ...e/ .4 Phone No: 2.0(0 - 24 4 - 1 Od I :1 Project:.. (' ( > 4 r : ' ? P C , o Pe. -r, Type of Inspection: ,. Ai Adddr�reerys ' -; Date Called: Special Instructions: Date Wanted: ��. m C7 — d p.m. Requester: Phone No: 2.0(0 - 24 4 - 1 Od INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 1Z CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. orrections required prior to approval. v Ity(pector�, El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Date: COMMEN��T IV ..fj Type c Inspet' n: t 6! C... � n �. v � f . .� 4 `t°.f1- o j A( 7h \ G N l 6 P,AV . /1 - : 1+14-,./e lit ,. Date Wanted: c_= �" I © - (a p.m. Requester: Phon d:6, _ Z-44 ! ( QJ . • ) A 1°0 f r s ( S )--4_& ge ()A A ,/,'<_( a ,,'-' sp 11.11 1 0 4 -'‘ r1. /1 �e A c L ) fk- f 1 0( % `r_, ' / (/ .--. N 1 ro ' {• n � ! � l' � .1 / � n � 0.11 Type c Inspet' n: t 6! C... � n �. v � f . .� 4 Addres : j 7h Date Called: Special Instructions: Date Wanted: c_= �" I © - (a p.m. Requester: Phon d:6, _ Z-44 ! ( QJ INSPECTION NO. Ej Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CA PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 orrections required prior to approval. ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspec Date: - i Receipt No.: 'Date: Proj t:� , � n &`{ , tee. ov ec Type of Inspec ion: 1-, 6 AS P, ° �^C Address: �4Tt(o � S‘ 1 4 � � Date Called: Special Instructions: Date Wanted: r ( Requester: Phone — l CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD y t'�t7 Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: td, 0 APx . s p a El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspgtfor: Date: Receipt No.: 'Date: Pro ct: Type of Ins ection: - , � Address: 44 ri Li s Date Called: / C7 + I Sp ial Insttions: ruc - , f ., 2 �� � k A , lock-At-cti.k. Date Wanted: �p / } + '"` I /D )0 p.m. Requester: L_/ (-✓ Phone No: 1.A bb /6 1 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 Approved per applicable codes. El Corrections required prior to approval. aJ COMMENTS: F\ pitxua FlAA.It" at Inspector: Date: ca(toiro $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Projec • , '( A /e e �` e�tc Type of Inspec 'on: F;n� P( A /NA ^ Address: 1 (04 11, 5. (`n Date Called: Special Instructions: / Date Wanted: l o f d ' p.m. Requester: Phone No: // � � -l 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 ENTS: Approved per applicable codes. EJ Corrections required prior to approval. $60.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Prole i \ 614 R. es. �RAce T of Inspecti n: r',4 0 Addres s ri ll:— 1 Date Called: Spec al Instructions: Date Wanted: '"` a.m. Requester: Phone No: .1)� — 24411 OCi INS ° ECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Dot -1(01 PERMIT NO. i (206)431 -3670 Corrections required prior to approval. COMMENTS: Insp'ctor: Date: 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project`: Ty e of Iiisp ion: , . Address: / '4 r. { 1 � -- Date Called `r t �� ;: Special Instructions: i / Date Wanted: (C - - (J ;�,py p.m. Requester: Phone No:. / L // . 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 )(1-- (w) PERMIT NO. 1? (2 06)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I Inspector: Date: ri $60.06 REINSPECTION FED REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: N ) c• \ Type of Inspection: V-) A I (.— " if t , AZ?: Li. , Date C alled: Special Instructions: Date Wanted: i 2— --- / CY5 Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date: / /7 /77 /' El$ .00 R INSPECTION FEE REQUIRE . Prior to inspection, fee must be " aid at 6 00 Southcenter Blvd., Suite 00. Call to schedule reinspection. Rec ipt No 'Date: Approved per applicable codes. Corrections required prior to apOroval. D■fr PERMIT 0. V (206)431-3670 Pro' t: Type qf Inspection: I G 147/ r FzSli,/ 7i d 41 / & A'�S /zW Address: J /g f' -5T Date Called: Special Instructions: Date Wanted: Requester( Phone No:: 0 C�..2. W /5 ,/) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: a) .1 J oey A Isie /4- 6--(11 $ g.00 REINSPECTION FEE aid at 6300 Southcenter Bl INSPECTION RECORD Retain a copy with permit 'Date: Date: PER 0. EQUIRED. ff rior to inspection, fee rrist be d., Suite 1 O. Call to schedule reins ection. Project; Type of Inspectioq: `_ �, \..i Address: iL �i.�4 {_ S. 14 8 3t ( Date Called: , rt-t4 St...s�, y— _ .. „ -,i . . Special Instructions: Date Wanted: c a II l ' 2� - ` p.m. ! I Requester: Pfion (0 - 7 44- 1 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 -3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: (• 7 ..0 -� ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No:: Date: C,p %I MENTS: 2e ok eite. Type of Inspection: u1Mt 5koti '.01. j _G A ddress: . q4 s. 4 ., t N) k=., ..J t) CJ f l " .� � ' 0 3 -- V __".. . '- fJ if f' 4 ��� t � i 1, i ^7 ..ik PJ 6 ' - sl L,-^ /�8 l u ?�� +" 7G y Fr d 1-ti 4/ (G °G- 4 4 » A t Ar Project , � , A 6 ff 2e ok eite. Type of Inspection: u1Mt 5koti '.01. j _G A ddress: . q4 s. { Datg Cal i 1 Special Instructions: Date Wanted: ra.m II_ ?.4 ., Cj !'f p.m. Requester: Phone No: 7,46,- 244 -- ( laJ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Oo1- 0 Approved per applicable codes. Corrections required prior to approval. Inspe Date: 1 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project.; c i A/6 ft ge . 011/4 (t....- Type of Inspectiv: k..r..14ecA- eA.,04\ ik Address: 5 {(0-ell • 14-rt-- Date — 1 Special Instructions: Date Wanted: -.-- Requester: Phone No: 14967 - 2 4 - I q d 0 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 PERMIT NO. (206)431-36 pproved per applicable codes. Inspecr: Corrections required prior to approval. COMMENTS: 3 e' 1 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 74- a? Receipt No.: 'Date: lo COMMENTS: Type if I s ection ii P....___ • - - / /d"/ 1v / 2) t i.1 ri., / hi e,, 4 4,,,, iv; // ..-e- !-f-4/ / e) ,,Edv / .01/re l h ix) 4 p /7149 __4„.01... ( 1 _P.m. Requester: Phone No: 244 - ( el oa 7- ----- \ \ Project-- Type if I s ection ii P....___ • - - / /d"/ 1v Add 1 r Date Called: at, r') .....-",„ Special Instructions: Date Wanted: 1 -- __4„.01... ( 1 _P.m. Requester: Phone No: 244 - ( el oa INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. \r" CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)43137 7 Approved per applicable codes. orrections required prior to approval. Date: / '7 - ie%y 60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: . a COMMENTS: „.ht,, r - - - Type of Inspection: }� /t! _' t ------ /J S G 11 7 /.ors - i .A £ — S'L 1ry /74h S i !9./142 Special Instructions: / - 7 .9 5 iVl) el h ! 44,1 00 tf+i/1 Phone No: 2-0 (4r - 7 — l50 d Project:�\ -^� { /�� / � y f Type of Inspection: }� /t! _' t Addr s r L Date Called: I Special Instructions: Date Wanted: -'' ( ` c) ` p.m. Requester: Phone No: 2-0 (4r - 7 — l50 d INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B1vd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Date: ,, ��$ • 1.00 REINSPECTION FEE R QUIRED. pr r to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 10 Call to schedule reinspection. Receipt No.: 'Date: Project - N C ne J , t } Type of Inspection: *—C Addr ss: (41 1 Date Calle6: Special Instructions: Date Wanted: (-' ( ' 7 - ( i/ p.m. Requester: Phone No: to — Z44 —1 (.?() INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 CO . ENTS: Date : / 0 REINSPECTION FEE IEQUIRED. Pe r to inspection, fee must be d at 6300 Southcenter Blv ., Suite 100 all to schedule reinspection. ceipt No.: (Date: Approved per applicable codes. El Corrections required prior to approval. Project: i f 64 AC'S e 2i.ct oA Type o Inspection: =-f {J - 6 .,, / a� Address: G. 1 s • 1'W -- Date Called: l Special Instructions: Date Wanted: // ! -- `17 , p.m. Requester: Phone No: -a {0 2.44- tIod INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A_ - /6/ PERMIT NO. (206)431 -3670 CO ` ENTS: ‘4/..5 Approved per applicable codes. Corrections required prior to approval. 7_. $60 EINSPECTION FEE i2EQU RED. Prior to inspection, fee must be pa' at 6300 Southcenter Blvd., Site 100. Call toachedute reinspection. Receipt No.: Date: COMMENTS: Type Inspection: �y 1 ,) Stec / t - "114/ /5 iMtTP -ilYl� • / /� n� pr !%91� v�, � s ,:„ / tom -�" I " : f � f h Ri.„t:/✓ilJ 4 d° xY 0/(1 / 'i/d Requester: T( "), it !J ( ei T i )1. C - .b ,tJ Project: (- ,, ��r� Type Inspection: �y 1 ,) Stec Address: 4t� 74 S- / f� — ji Date Called: Special Instructions: Date Wanted: r n) I ( V 9 p.m. Requester: Phone No: 7'049 744 -' d INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. i C 1 1( 4 PERMIT NO. N - (206)431 -36 O Corrections required prior to approval. nspe : 1 / J Date: ///i- 60.00 REINSPECTIO EE REQUIRE] . Prior to inspection, fee must be paid at 6300 Southcent Blvd., Suit 100. Callao schedule reinspection. Receipt No.: 'Date: Proje r . /� Type of Inspectio 1)A6 f� ( :A. Address: - -4(s44 sc. Date Called: Special Instructions: Date Wanted: a 1 (— i f 0 p.m. Requester: Phone No: 6(I' 244 - it9do INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. CZ. (206)431 -3670 CO)4 ENTS: Dai 1 7 4F Approved per applicable codes. El Corrections required prior to approval. $60.00 REINSPECTION FEE ' EQUIRED. rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 O. Call to schedule reinspection. Receipt No.: Date: Project: c , ` c. L ¥�'sI lorEe Type of Inspection: L it 3 ( (J U Address: ti t 4 9 l- P - 1 S I l i c) CI Date Called: 10 ) G- 0 ci Special Instructions: Date Wanted: f 0—) �� I q oq a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPEQfION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. E1 Corrections required prior to approval. OMMENTS: trbKw� v►tiw s06477+41 anki A16 (AJltecto Inspector f 'Date: Z� rJ 1 ri $60.00 REI PECTION FEE R WIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: lAftik Project 5 1 �, , r re"St .P n( Type of Inspection: 961 or < Alciircaessiii L) `j ; —7 Date Called: I () _ C) °2 Special Instructions: Date Wanted: (, l (� � 1 1 Li r 09 a.m. p.m. Requester: (CI \I Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 669- -I9 PERMIT NO. (206)431 -3670 Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: Date: © a 17 $60.00 REINSPECTION FEE RE Prior to inspection, feehnust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No Date: COMMENTS: c) _ _ , ,, , A. f2p ( j Address: z/ 6 Vz ,..5" / ye s- "" X - 4 - 6 !9 tA) , 'keii For rc),IttrA-e s 54 ;Act', 6. A i : A- oo ; /kJ) 1 0 A 4 D C- a'',242,1 ,s /.; 5 61, -.._ ..",-.1 ,/: 0 e- of A-.8 's F)/ Itte6r L,14-e1i , —2 9 0 0 ( --.) i /5) r .(- - i tvAvt , - . , . r., , ;f7 ' , _z 1 -' I CAI i - ,,;-:, i r\r (±, -, .-- ,.,---„, ,? -- TIA5 .- - 1 - 2)r - t,), I e...A-1 / 1 7 ....... (--„A. -1.) (--/ i ,' ' r i- t) 1 Z, ' ,) A 6: ,..., ' i Project: *5/ Ala '1 l 5 — Type of Inspection: 2,24./1) Address: z/ 6 Vz ,..5" / ye s- Date Called: Special Instructions: _ , 1-2.. 4W-7 1 / .1-r /&•,—r...',..- cei5497‘,-44044.44..... Date Wanted: 4C5 p.m. Requester: Phone No: .„„.2(:;) C —..2.4/5/ —2 9 0 0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 4z79_,/g, PERMIT NO. (206)431-3 El Approved per applicable codes. Corrections required prior to approval. El $6o.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. otiLt Ins tor Date: 0 Receipt No.: 'Date: Pro' t:, Typeeof Inspectio : + Y"tlti — W t N G e 5. • Addrrets l Date Called: Special Instructions: Date Wanted: lq — l0 C7 Requester: Phone No: INSPECT\ N INSPECTION RECORD Retain a copy with permit NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Imo-, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 per applicable codes. El Corrections required prior to approval. COMMENTS: cto 0.00 REINSPECTION F REQUIRE I. Prior to inspection, fee must be id at 6300 Southcenter vd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Date: Pr 'ect: I PJ 4 N CZ Type of Inspection: j 00i1 tUb 'Y'e i&) Address: LIIA s. 14 6`,j- Date Called: Special Instructions: Date Wanted: 1 0 — -.a -- U a.m. p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit b')c_ 161 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION W 1\ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 oved per applicable codes. Corrections required prior to approval. COMMENTS: El ¢ 0.00 REINSPECTIOI REQUI�2ED. Prior to inspection, fee must be Id at 6300 Southcenr Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: fey. — 1)0(A) el s pc k dru f h s i,I s4 4 I fee pe-r c i4-1 k jerov- of t o( c1s 0k f0 Let J f; ( 1 . 10-r i I t-I- r c : 4- c'n p i ' u.) , I I P Gtu 3 tciCo{. Ci,/1 Canr7ec +ton V1/1 0 i c I efi 4 drC i,) 5 . Date Called: to fsloc Special Instructions: Date Wanted: Project: 5,, k fey. Type of Inspection: .c t) Address: L OP L S (4i Sf Date Called: to fsloc Special Instructions: Date Wanted: Requester: Phone No: ' e t O C G - 2 - 1 4 1 - 1 - ( 1 0 0 poci I (o9 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 El Approved per applicable codes. Corrections required prior to approval. Inspector: 17 'Date: 5 ►0'`\ El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Pro /.// 4" . Type of Inspection: / / g 9 1 / Address: / /� - 5/ / ,-; % �� .-S ,, `it .S Date Called: Special Instructions: 0 36;2 ."..y".- c', .' Date Wanted: , fe? / / �.. 4'7 p.m. Requester: Phone No: e--x 4,� . ,› l ;f%_ . /96' r1, � INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 COMMENTS: Date: �O / a, f Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Lk; /6c— PERMIT NO. El Corrections required prior to approval. a,4 0.00 REINSP CTION FF REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter $lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: w Project: (1J C. !--\ Cie 5, Type of Inspection: N #--0 Address: L i io 4 S I - I ST Date Called: Special Instructions: ` { i o 30 4,41 ©3� 6-o Date Wanted: 9 — 2S -05 P.m. Requester: Phone No: - INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION Approved per applicable codes. MI NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188' (206)439 -3670 El Corrections required prior to approval. CO MENTS: - 1 , 4 \ 3 0 Ar fa..1-4 lA A Date: REINSPECTION FEE REQ ► IRED. Ptior to inspection, fee rfiust be at 6300 Southcenter Blvd., S ite 100 Call to schedule reinspection. Rec .' • t No.: 'Date: Project: Q Sprinklers: Type of Inspection: Address: Suite#: 'f( VI-, c1) Contact Person: C - S ‘ VN 5� Special Instructions. Phone No.. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. 1 Corrections',requiredhprior to approval. COMMENTS: Date: 1\ ‘t, $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project Name: Site Address: A. B. C. A. B. Effective: 7/1/02 PELF COPY CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 RESIDENTIAL HEATING AND VENTILATION COMPLIANCE FORM (Complete Sections I and II for Group R Occupancies 4 Stories or Less) MECHANICAL PERMIT APPLICATION NO.: BUILDING PERMIT APPLICATION NO.: 1)D 9" 1 L LQ VeYA S • \ LI s+ Heating System Installed, (check system type below): 1. ❑ Electric Resistance 2. ❑ Electric (forced air) 3. 54 Other Fuels (gas, heat pump) I. WASHINGTON STATE ENERGY CODE HEATING DESIGN METHOD (select A, B or C below): ❑ System Analysis — W.S.E.C. Chapter 4 (submit documentation) ❑ Component Performance Approach — W.S.E.C. Chapter 5 (submit documentation) [ Prescriptive Option — W.S.E.C. Chapter 6 (for prescriptive, complete the following calculation): House Square Footage (heated space): 3 (0 X 20 BTU /h - 13540 Maximum BTU of Heati CO II. WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (select A or f� VIEWEDuFOR E COMPLIANCE APPROVED SEP 14 2009 City of Tukwila ING DIVISION ❑ Ventilation by Performance or Design Method - W.S.V.I.A.Q. Section 302 (submit documentation). (a Prescriptive Ventilation Options - W.S.V.I.A.Q. Section 303 (select one of the following): 1. ❑ Ventilation using Exhaust Fans (Section 303.4.1.) ❑ Exception for outdoor air inlets — Forced air heating system w /interior doors undercut'' /" 2. [L Ventilation integrated with Forced Air System (Section 303.4.2.) 3. ❑ Ventilation using Supply Fan (Section 303.4.3.) 4. ❑ Ventilation using Heat Recovery System (Section 303.4.4.) ❑ Prescriptive Minimum /Maximum Outdoor Air Calculation specified in Table 3 -2 (see reverse side of form). 1. House Square Footage: 361-3 2. House Number of Bedrooms: 5 3. Required Outdoor Air Table 3 -2: Minimum - cfm Maximum - cfm RECEIVED AUG 18 2009 PERMIT CENTER Floor Area, ft2 Bedrooms Maximum Length Feet 2 or less 3 4 5 6 7 8 4 inch Min Max Min Max Min Max Min Max Min Max Min Max Min Max <500 50 X 75 , 65 98 80 120 95 143 110 165 125 188 140 210 501 fobQ ` ; ` 55 • 83 ' ; ,c AV' .105 l' 85 : , :::12 : : -:100 140 115 = 1J.3 ' : 130' 195•` , -145; "21.8 : 1001 -1501V 60' 1 90'' 75 113 90 135 105 158 120 180 135 203 150 225 :: ::'1501 -2000 :,: :' . 65' - :318;, - . <13 0. ';,1 50 :'- 9•1. 3 rA1'0 :':.165 {.:125:' ::188:' ' .1.40:' - `210 :.. :: , 155: . <. '6 in t' - 2001 -2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 :P.2501- 3000 : "75':' ` ::'90 , ` '-135 , : ;•105 • • ':158' :,126%.° ':186 . .135': '203ti . 150=; 225. -; 'r165:':248;,. 3001 -3500 80 120 95 143 110' 165 125' 188 140 210 155 233 170. 255 5014100:'1'.'-' .. - ";128. ; 100 ;"1. 0 ,:115 :• :'.1 7V : '130: ?; :195 - =145 :`. - `218` , z . 1 . 60 x ' ; . . 175.: X 263'? 4001 -5000 95 143 110 165 125 188 140 210 155 233 170 255 185 278 , 5001 -6000. y'a .'105 ' - '..' 158.• ∎- . `: •: 135 • ::.2031 :150`::;'=225 ∎'165`- • • 248:'' 180 ::: •.270'. -, - . 195' , ,'-. 4 293. '` 6001 -7000 115 173 130 195 145', 218 1 160 240 175 263 190 285 1 205 308 7001 . -,125`:i '= 1,40„ ;:210" ::155. ` c 233 .; ; .170. ;255. `185 278 '200,_ 300•: ':215: 3231 8001 -9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 '> 9000 -i :, : 145. ` x:240 263::"190' :.285;f ;:205' 308`; 220:; 33.0 353: ;; Fan Tested CFM @'0.25" W.G. Minimum Flex Diameter Maximum Length Feet Minimum Smooth Diameter Maximum Length Feet Maximum Elbows' 50 4 inch 25 4 inch 70 3 _ : 5ch :a '.'. . . ':in �. s .90 ` '', 5inch:,' 4:100' ',, N 3: A :; :: ;� ti1�` JJ '5d°-: '.1i - _ ' 6 inch No Limit 6 inch No Limit 3 a t t r' 80' "` . 4 inch ` t �' 4 =inch:: r : . . =. ° . 3 ' .. 80 . " »..w. "' `"' 5 inch 15 5 inch 100 3 . 6Inch.: 90' : -..' 6 ∎rich ' , No Limit:; <<, <• 1t::'" 100 5 inch NA 5 inch 50 3 ','' 100 6 :inch . _. 45 : .. . <. '6 in t' - N o Ltinif `j x ; r; , ': , 3 ... 125 6 inch 15 6 inch No Limit 3 125,; • . :7:inch . y r t ,`70' . 7. inch'' " NO Limit'. TABLE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES OR LESS Minimum and Maximum Ventilation Rates: Cubic Feet Per Minute (CFM) For residences that exceed 8 bedrooms, increase the minimum requirement listed fo 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. • :.. • 1. For each additional elbow subtract 10 feet from length. 2. Flex ducts of this diameter are not permitted with fans of this size. Effective: 7/1/02 1applications1heating and ventilation system - form h-6 (7 -2002) TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING Option Glazing Area : % of Floor Glazin U- Factor Door 9 U- Factor Ceiling 2 Vaulted Ceiling Wall12 Above Grade W all• i nto Below Grade Walls ext Below Grade Floor Slabs on Grade Vertical Overhead" I. 10% 0.32 0.58 0.20 R -38 R -30 R15 R -15 R -10 R -30 R -10 11.* 15% 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 IV. Unlimited Group R -3 and R -4 Occupancies Only 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 CITY OF TUKWILA -- BUILDING DIVISION Lot: Site Information Address: y / S. l/ g S 7 City: TV /CLJ /�-� State: Zip: / PM' S Contact: Phone: r , D19 60 Phone 2: Fax: Prescriptive Approach - Simple Form For the Washington State Energy Code (2006 Edition) Climate Zone 1 Table 6 -1 PRESCRIPTIVE REQUIREMENTS 0,1 FOR GROUP R -3 OCCUPANCY CLIMATE ZONE 1 See the code text for footnote references Prescriptive - Simple - Form - Climate Zone RUA C Permit #: Notes: Building Department Use Only ooq 1c? CODE CO APPROVED SEP 14 - BUS This project complies with the following: ✓ The project is a single family residence or duplex. ✓ The project is wood frame OR all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 -1, Option IV. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. Glazed Doors whose area and U- factor are included in glazing calculations. Location of the door taking this exception ❑ 602.6 Exception 2. One door, that is 24 ft.2 or less, unlabeled and exterior swinging may be used. Location of the door(s) taking this exception 00� REC IVEr AUG 18 2009 PERM" �'rEi _In, A P -. Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 (206) 242 -7665 Fax: Same PAL COPY STRUCTURAL CALCULATIONS SHEAR WALLS AND HOLD DOWNS BEAMS FOUNDATION CONSTRUCTION OF SINGLE FAMILY RESIDENCE S. 148th Street Tukwila, WA Dhillon Design Plan No.: DD09 -4937 ECE QED AUG 1 ° 2009 PERMIT CENTER Dog -169 Client: Sidhu Homes, Inc. Attn: Gary Singh (206) 244 -1900 REVIEWED FOR CODE COMPLIANCE APP r-'o91�® SEP 14 2009 City of Tukwila BUILDING DIVISION 'PIRES: 4/24/ /( /Q WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghhso3.wsr DESIGN SETTINGS SITE INFORMATION WoodWorks® Shearwalls 8.0 Project Information Aug. 17, 2009 15:07:18 Design Code Wind Standard IBC 2006 ASCE 7 - 05 All heights Seismic Standard ASCE 7 - 05 Wind Capacity Increase Shear C&C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Seismic ASCE 7 - 05 Equivalent lateral force procedure Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service 9 T< =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.42 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Seismic Wind Seismic 3.5 - - - Gypsum Blocked Unblocked 2.0 1.5 Length - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold - down Forces: Based on applied shearline force N-S 0.166s 0.166s 0.199s Seismic Materials: Include gypsum on exterior walls Response Factor R 6.50 Case 2 rigid diaphragm load distribution: 75% loads, torsional moment WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghhso3.wsr DESIGN SETTINGS SITE INFORMATION WoodWorks® Shearwalls 8.0 Project Information Aug. 17, 2009 15:07:18 IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7 - 05 General analytic method for all bldgs Seismic ASCE 7 - 05 Equivalent lateral force procedure Design Wind Speed Exposure Enclosure 100mph Exposure C Enclosed Design Category D Site Class D Shape - Site Location: Topographic Information [ft] Height - -. Length - Spectral Response Acceleration 51 : 0.400g SS :0.750g Fundamental Period E -W T Used 0.166s Approximate Ta 0.166s Maximum T 0.199s N-S 0.166s 0.166s 0.199s - - Response Factor R 6.50 6.50 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghhso3.wsr DESIGN SETTINGS SITE INFORMATION WoodWorks® Shearwalls 8.0 Project Information Aug. 17, 2009 15:07:18 garysinlphs03.doc 6 ,1 e2 . / .. 1 of 2 • IC WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.0 -20' -16' -10' - -5` • ' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' Aug: 17 2009 14:4450 100' 95' 90' 85' 80' 75' 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' =10' -15' -20' =25' -30' /A/3z_ .rL •C garysinghhs03.doc iLeveY2 f.2 Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.0 D -1 40' . ,•15' -10 -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' Aug. 17, 2009 14:44:50 100' 95' 90' 85' 80' 75' 70' 65' 60' 55' ' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' =10' -15' =20' -25' -30' Model' .. No: D)$t3nee S te Carter Fat ±tenors Allowable On WOO (a93,) Code Ref. 1 ' 2 ° Min 13 -16d 2705 HPAHD22 170 8° Min 23 -16d 4570 LS:tMl.O8/� . '�r in 24 -16d ; i nkers ; 1695 . LSTHD819Jl. 0 244d slhktots : 1695 . STHD8/ 'h Min 24 -16d sinkers 2055 32 8' Min 24 -16d sinkers 2345 STHD8RJ STHD10/ 1" Min 28 -16d sinkers 2055 STHD1ORJ 10° Min 28 -16d sinkers 3185 SIMPSON •StrongTie DETAIL 1 When installed on a raised curb, use Stemwa l l Installation and loads (page 32) ( rebar required). LSTH D /STHD HOEDOWN I I 17 MIN. MBAR LENGTH Model No. Standard / Rim Joist LSTHD8 / LSTHD8RJ 5918 7167 8 24 -16d sinker 8 24 -16d sinker 21% 8 24 -16d sinker Strap Length - (L) ,Std' n�d�l 21% 8 24 -16d sinker ,Code Ref; J STHD8 / STHD8RJ ST °_o s' r Min Stem Wall: 6 8 STHD8 /STHD8RJ 8 21% STHD10 /' STHp1ORJ 8. ;_ g3y : STHD14 / ST1401.4R1t2 8 4 'a31 t 1.'RJ' after the model Indicates STHDs for rim joist applications, e.g. STHD8RJ. 2.STHD14RJ on 8' stemwall requires 30 -16d sinkers, with the (le) load at 133% of 4960 lbs. 3.10d commons or 12d common nails may be used with no load reduction. 4.Minimum nail end distance to prevent splitting Is 10 x diameter, 11" for 10d sinkers, 10d commonand 12d Common. 5. For two pour with 4' slab or less. The STHD14 load at ,�" edge 2000 psi is 3235. The STHD10 at the same condition is 2035. I POST — TENSION INFORMATION Post Tension Cable Placement in a Garage Footing 4• SPALLING LOAD REDUCTION! If strap is bent horizontal 90° during installation, and then bent vertical for nailing to the stud, concrete spalling could result. Load reductions may apply, see Installation note. "t1AJMrIN," Ir 6' TYP. l' •PUS I I tNSIUN TENDON, TYP. UP1IUNAL COLD JOINT MS I I tNSIUN ANCHOR, TYP. SPALL REDUCTION SYSTEM FOR STHD AND HPAHD FEATURES • Secures holdown to wood form - board. • Allows for proper side- cover. • Keeps strap vertical. • Prevents tilting or twisting of strap during the concrete pour. • Uses one 16d duplex nail. BENEFITS • Greatly reduces spalling and costly retrofits. • Prevents strap movement parallel and perpendicular to plate. • Decreases possibility of misinstallation of strap to wood member. • Simple to use: = Common Jobsite nail. — No additional expense. When using keyhole feature, care should be taken when removing form boards. If concrete is not set, the duplex nail will move the strap placement. SM Keyhole Feature Patent Pending 6.Allowable loads have been Increased 33% and 60% for earthquake or wind loading with no further Increase allowed; reduce where other loads govern. 7. Strap may be bent one full cycle. 8. Calculate loads using straight line Interpolation for corner distances between and l 9.STHD14 and STHD14RJ installed on HF/SPF: the le load is 5280 lbs. 115' Tyµ Top View of Post Tension Cable Placement DETAIL 2 Post Tension Cable Placement Corner Installation (no rebar required) DETAIL 2 1. Minimum concrete strength is 2500 psi. 2. Post - tension steel is minimum diameter, 7 -wire, low- relaxation strand in accordance with ASTM A416, Grade 270 ksI, with a guaranteed ultimate strength of 41.3 k. 3. Anchorage is monostrand -type anchor system with current ICBO approval using a ductile iron casting of at least 2.25' x 4.5' of bearing and reusable pocket formers on all stressing ends. 4. It is the designer's responsibility to provide reinforcement to tie cold - Joints and to resist bending stresses in the fs undation due to anchor uplift. / C/ 31 Anchors Type Dimensions , Minimum Concrete Str .. ,. -.9 .... en th '(A Attowa Tgno ` tat) • Dia . Min 10-1'. .d, ryMin ..Eiid,,' Dist' A 1 36 23 , 5 2500 9795 A 1y 36 2y, 5 2500 12900 B 1, 1y, B 8 • 8. :.3000 15305. 26 PHD ED r „„ HOLDO VNS This product Is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. Predeflected during manufacturing, the PHD virtually eliminates deflection from material stretch. SPECIAL FEATURES: • Wood screws reduce slip due to overdrilled bolt holes. • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. Typical PHD • The slot in the seat provides anchor bolt adjustment. Installation • Fits easily on a 4x stud. as a MATERIAL: See table. FINISH: Galvanized. Holdown INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD over the anchor bolt. • Install Simpson's code - recognized SDS /4x3 wood screws, which are provided with the holdown. (Lag screws will not achieve the same loo • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. (No washer required.) • See SSTB Anchor Bolts, page 24, for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of 1W into account, to ensure adequate length of threads to engage the nut. For 3x sill plates use SSTBL. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. CODES: See page 10 for Code Listing Key Chart. 1.Allowable loads have been Increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2.The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 3. See page 16 and 22 for retrofit anchor bolt. 4. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. See SSTB, page 24. Anchor types shown are made by others and used with Simpson Strong -Tie• holdowns. The design engineer may specify an alternate anchorage system, provided the anchor diameter is the same. See the Prestressed Concrete Institute Design Handbook (Ed. 4), Sec. 6.5.2. 1.Anchor embedment length is based on a single -pour concrete foundation. Double pour foundation systems, masonry walls and masonry footings must be evaluated by the designer. 2.Anchor bolt B must be ASTM A307; anchor bolt A must be A36 steel or better. 3.Spacing between anchors is 2le min. for anchors in tension at the same time. 4. "A" bolt minimum end distance is for corner with 12' return only (similar to SSTB28, see Typical Rebar Placement, Corner Installation) Otherwise, the minimum end distance is le for the full table load. Pressure- treated barrier may be required. ,Alidwa T.eftsional 2 =2xaan Gre4 ors, S1;1'? Model No. PHD2 -SDS3 PHD5 -SDS3 G3 . 14 14 . Dimensions 3 3 9 3fe B 2% 2% 1% 1% Fasteners Anchor No..of 5 meson 1),,S? /4l(3 Wood ,_Screws; 10 14 D6 2' :3y ii394 . '1e :1% % :18 PHDB SDS3' ; '/e 24 12,520 3375 .033 .076 15,670 t8,250' .. ..2. 123 •` 4380 `COde Fief. 31, 98, 140 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed In the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 6.Installs best with a low speed 1/2' right angle drill with a 35' hex head driver. 7.SDSYx3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 8. When using structural composite lumber columns, screws must be applied to the wide face of the column. Anchor Type A L -Bolt. Bend without cracking the outside of the bend portion. Place #4 rebar 3' to 5' from the top center of the foundation. /p PHD5 (others similar) US Patent No. 5,979,130 SDSY4x3 Screw US Patent No. 6,109,850 See screw into on page 10 SIMPSON Stroneie ADDITIONAL ANCHOR DESIGNS �• 2 le MIN. -I Anchor Type B Hex -Head Bolt. Design loads for Anchor Type B are calculated using a full shear cone. Multiple reductions must be taken for corner and edge distance conditions. Model No.. Dimensions Fasteners Allowable Tension Loads . Code Ref.' Beam Beam Studs/ Post Width (min) Depth (min) Face Bottom DF/SP SPF /HF 133/160% 133/160% MSTC48B3 3 91/4 12 -10d 4 10d 38 -10d 3930 3380 160 MSTC66B3 31/2 11 14 -10d 4440 3820 132 Floor -to -Floor Clear Span Table Model No. MSTC28 MSTC52 MSTC66 MSTC7B MST37 MST48 MST60 MST72 MSTI36 MSTI48 MSTI60 MSTI72 Clear Span 18 16 18 16-18d sinker 28 -18d sinker 18 18 16 18 16 18 18 18 16 18 16 18 16 18 16 18 16 18 16 18 16 18 16 Fasteners (Total) 12 -16d sinker 36 -16d sinker 44.16d sinker 48 -18d sinker 64 -16d sinker 68 -18d sinker 76 -16d sinker 76 -16d sinker 20 -16d 22 -16d 32 -16d 34 -16d 46-16d 48 -16d 56 -16d 56 -16d 14- 10dx13 16- 10dx1'h 26- 10dx1 28- 10dx1'h 38- 10dx1'h 40.106x1' 50- 10dx1' 52- 10dx11/2 ;5( 3370 3635 1000 1200 3665 4400 4000 4585 5506 5660 5660 5660 5660 095 3580 3635 4830.,E 1.9, 'F 6420 6945 6420 6945 .if4S01 ts}' .., 2355 2830 4.41 3045 * 4535 5080 4715 5080 Allowable Tension Loads'SPF/HF) (133) (160) 865 1150 2015 2590 3170 3455 4760 5075 5660 5660 1825 2010 2925 3105 4600 4600 5000 5600 1100 1260 '2045 2205 299U 3145 3935 4090 1035 1380 2420 3110 3800 4145 5000 5660 5660 5660 2190 2410 3505 3635 4830 4830 t', 20 20 1320 1510 2' 2645 3565 3775 4/20 4910 The MSTC48B3 and MSTC66B3 are pre -bent straps designed to transfer tension load from an upper story shearwall to a beam on the story below. CODES: See page 10 for Code Listing Key Chart. 1. Using fewer than 38 nails in the studs/post will reduce the capacity of the connection. To calculate a reduced capacity use 129 lb. per nail for DFUSYP or 112 lb. per nail for HF /SPF, 2. Nails in studs/post shall be installed symmetrically. Nails may be installed over the entire length of the strap over the studs /post. 3. The 3' wide beam may be double 2x members. 4. MSTC48B3 and MSTC66B3 installed over sheathing up to'' thick achieve 0.85 of table loads. 5. Loads govern by .125' deflection from static tests on wood members. BOTTOM NAILS Nails are not required in the rim board area. When nailing the strap over OSB /plywood, the nails must have a minimum 12 diameters penetration Into the stud to achieve the table loads. CODES: See page 10 for Code Listing Key Chart. Model No. MST27 MST37 MST48 MST60 MST72 HST2 HST5 HST3 HST6 Ga 12 10 7 3 Dimensions W L 2'/ie 2'%e 2Yie 2 %e 2' /+e 2'/2 5 3 27 37 48 60 10 72 ' 21'/ 21'/4 25/ 251/2 Fasteners (Total) Nails Bolts 30 -16d 42-16d 46 -16d 56 -16d 56 -16d Qty 4 6 8 10 12 6 12 Dia 1 1 1/ 1 1 % 5 /e 3 3 Y4 it's`i ; d p K �f)TD P , Px � } Allowable Tension Loaus (SPF /HF) Nails Bolts (133) 3140 3770 4395 5080 4845 5310 , • 1800 2165 2740 2525 3025 3835 3065 3675 4200 5600 5600 4350 5220 — 8875 10650 — (160) 3290 4605 5040 6510 6720 (133) 1666 2335 2840 3480 3480 4030 8225 5550 11100 (180) 2000 2805 3410 4175 4175 4835 9870 6660 13320 _ Code Ref. 3, 39, 88 START NAILS 114 UP FROM END OF STUD 2'A' PRE -BENT Typical Detail with Strap Installed Over Sheathing MIN. 2 -2x OR 4x 38 NAILS MSTC48B3 Installation with no Rim Joist START NAILS 114' UP FROM END OF STUD Floor -to -Floor Tie Installation showing a Clear Span 1.Loads Include a 33% or 60% load duration increase on the fasteners for seismic or wind loading, but DO NOT include a 33% stress increase on the steel capacity. Refer to page 12 for further explanation. 2.10dx1W nails may be substituted where 16d sinkers are specified at 0.77 of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 100% of the table loads. 4.16d sinkers (9 gauge x 3W) or 10d commons may be substituted where 16d commons are specified at 0.85 of the table loads. 5.Allowable bolt loads are based on parallel -to- grain loading and these minimum member thicknesses: MST -2W; HST2 and HST5 -4'; HST3 and HST6 -4W. 6. Use half of the nails In each member being connected to achieve the listed loads. 7. For overlap splice details, refer to T -CMST. MIN. 2-210R 4x 38 NAILS NO NAILS REO'D NO NAILS RECTO RIM Li1;. I'rrt K+ I JOIST FACE NAILS I g Rt FACE NAILS SIMPSON Strong-Tie MSTC66B3 Installation with Rim Joist -2 1tJ T/e' 4/Fa MSTC48B3 w C, 0 WoodWorks® Shear walls garysinghhs03.wsr Aug. 17, 2009 15:07:18 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION z/3 Block Dimensions [ft] Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N - S Ridge 10.0 8.00 Level1 2.83 Location X,Y = 0.00 0.00 North Hip 30.0 1.00 Extent X,Y = 20.00 75.00 South Hip 30.0 1.00 Ridge X Location, Offset 10.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 25.44 5.77 West Side 30.0 1.00 Block 2 2 Story E -W Ridge Location X,Y = 20.00 32.00 North Side 15.0 1.00 Extent X,Y = 21.00 43.00 South Side 15.0 1.00 Ridge Y Location, Offset 53.50 0.00 East Hip 30.0 0.47 Ridge Elevation, Height 25. 5.77 West Joined 150.0 1.00 WoodWorks® Shear walls garysinghhs03.wsr Aug. 17, 2009 15:07:18 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION z/3 Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 19.67 0.0 Level2 11.67 10.0 8.00 Level1 2.83 10.0 8.00 Foundation 2.00 WoodWorks® Shear walls garysinghhs03.wsr Aug. 17, 2009 15:07:18 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION z/3 Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld Bikg Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert Bd Nail 4 6 yes D.Fir -L 0.50 16 2,3 Int Gyp WE 1 -ply 1/2 Horz 5d Nail 7 7 yes D.Fir -L 0.50 16 2 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes D.Fir -L 0.50 16 3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes D.Fir -L 0.50 16 3 Both Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes D.Fir -L 0.50 16 4 Ext Struct Shthg 7/16 Vert 8d Nail 4 6 yes D.Fir -L 0.50 16 2,3 Int Gyp WB 1 -ply 5/8 Horz 6d Nail 4 4 no D.Fir -L 0.50 16 5 Both Gyp WB 1 -ply 5/8 Horz 6d Nail 4 4 yes D.Fir -L 0.50 16 WoodWorks® ShesrwsHVs garysinghhs03.wsr Aug. 17, 2009 15:07:18 MATERIALS by WALL GROUP rp - a esrgn Group Surf - Exterior or interior surface of extienor wa ll, pcg - or fi eld nal spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing. 3. Shear capacity for current design has been increased to the value for 15t32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 3 / North -south Shearlines Type Wall 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 75.00 75.00 68.00 8.00 Wall 1 -1 Seg 2 0.00 0.00 75.00 75.00 68.00 - Opening 1 - - 42.00 44.00 2.00 - 6.75 Opening 2 - - 52.00 57.00 5.00 - 6.75 Level 1 Line 1, Level 1 Seg 2 0.00 0.00 75.00 75.00 68.00 8.00 Wall 1 -1 Seg 2 0.00 0.00 75.00 75.00 68.00 - Opening 1 - - 42.00 44.00 2.00 - 6.75 Opening 2 - - 50.00 55.00 5.00 - 6.75 Line 2 Level 2 Line 2, Level 2 Seg 3 11.00 0.00 75.00 75.00 21.50 8.00 Wall 2 -1 Seg 3 11.00 39.00 63.50 24.50 21.50 - Opening 1 - - 50.00 53.00 3.00 - 6.75 Level 1 Line 2, Level 1 Seg 5 11.00 0.00 75.00 75.00 8.50 8.00 Wall 2 -1 Seg 5 11.00 55.50 64.00 8.50 8.50 - Line 3 Level 2 Line 3, Level 2 Seg 2 20.00 0.00 75.00 75.00 23.00 8.00 Wall 3 -1 Seg 2 20.00 0.00 32.00 32.00 23.00 - Opening 1 - - 1.00 3.00 2.00 - 6.75 Opening 2 - - 19.00 25.00 6.00 - 6.75 Level 1 Line 3, Level 1 Seg 1 20.00 0.00 75.00 75.00 4.50 B.00 Wall 3 -1 Seg 1 20.00 0.00 32.00 32.00 4.50 - Opening 1 - - 1.50 9.50 8.00 - 6.75 Opening 2 - - 11.50 27.50 16.00 - 6.75 Line 4 Level 2 Line 4, Level 2 Seg 3 26.00 32.00 75.00 43.00 18.50 8.00 Wall 4 -2 Seg 3 26.00 64.00 75.00 11.00 11.00 - Wall 4 -1 Seg 3 26.00 54.00 61.50 7.50 7.50 - Level 1 Line 4, Level 1 Seg 5 26.00 32.00 75.00 43.00 10.00 8.00 Wall 4 -1 Seg 5 26.00 54.00 64.00 10.00 10.00 - Llne 5 Level 2 Line 5, Level 2 Seg 2 41.00 32.00 75.00 43.00 20.00 8.00 Wall 5 -1 Seg 2 41.00 32.00 75.00 43.00 20.00 - Opening 1 - - 32.00 46.00 14.00 - 6.75 Opening 2 - - 52.00 58.00 6.00 - 6.75 Opening 3 - - 66.00 69.00 3.00 - 6.75 Level 1 Line 5, Level 1 Seg 1 41.00 32.00 75.00 43.00 29.50 8.00 Wall 5 -i Seg 1 41.00 32.00 75.00 43.00 29.50 - Opening 1 - - 33.50 36.50 3.00 - 6.75 Opening 2 - - 42.50 45.50 3.00 - 6.75 Opening 3 - - 47.50 49.50 2.00 - 6.75 Opening 4 - - 55.50 57.50 2.00 - 6.75 East -west Type Wail 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 20.00 20.00 14.00 8.00 Wall A -1 Seg 2 0.00 0.00 20.00 20.00 14.00 - Opening 1 - - 7.00 13.00 6.00 - 6.75 Level 1 Line A, Level 1 Seg 1 0.00 0.00 20.00 20.00 14.00 8.00 Wall A -1 Seg 1 0.00 0.00 20.00 20.00 14.00 - Opening 1 - - 7.00 13.00 6.00 - 6.75 Line B Level 2 Line B, Level 2 Seg 3 10.00 0.00 20.00 20.00 16.00 8.00 Wall B -1 Seg 3 10.00 0.00 20.00 20.00 16.00 - Opening 1 - - 8.00 12.00 4.00 - 6.75 Line C Level 2 WoodWorks® Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS garysinghhs03.Wsr Aug. 17, 2009 15:07:18 4/ WoodWorks® Shesrwslls garysinghhs03.wsr Aug. 17, 2009 15:07:18 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line C, Level 2 Wall C -1 Opening 1 Line D Level 2 Seg Seg Line D, Level 2 Seg 2 Wall 0 -1 Seg 2 Opening 1 Lovell Line D, Level 1 Seg 4 Wall D -2 Seg 4 Opening 1 - Opening 2 - wall D -1 Seg 4 Opening 1 - Line E Level 2 Line E, Level 2 Seg 3 Wall E -1 Seg 3 Line F Level 1 Line F, Level 1 NSW Wall F -1 NSW Opening 1 - Line G Level 2 Line G, Level 2 Seg 3 wall G -1 Seg 3 Line H Level 2 Line H, Level 2 Seg 3 Wall H -1 Seg 3 Opening 1 - Opening 2 - Opening 3 - Level 1 Line H, Level 1 Seg 3 Wall H -1 Seg 3 Opening 1 - Wall H -3 Seg 3 Opening 1 - Wall H -2 Seg 3 Line I Level 2 Line I, Level 2 Seg 2 Wall I -1 Seg 2 Opening 1 - Opening 2 Wall 1 -2 Seg 2 Opening 1 - Level 1 Line I, Level 1 Seg 1 Wall 1 -2 Seg 1 Opening 1 - Opening 2 Wall I -1 Seg 1 Opening 1 3 3 18.50 18.50 32.00 0.00 41.00 41.00 32.00 20.00 41.00 21.00 - 20.00 40.50 20.50 32.00 0.00 41.00 41.00 32.00 20.00 41.00 21.00 - 21.50 27.50 6.00 - 31.00 39.00 8.00 32.00 0.00 20.00 20.00 - 6.50 9.50 3.00 37.50 37.50 41.00 0.00 16.00 16.00 41.00 0.00 16.00 16.00 - 6.00 9.00 3.00 48.00 48.00 64.00 64.00 64.00 64.00 0.00 0.00 8.00 20.00 20.00 12.00 0.00 41.00 0.00 13.50 0.00 41.00 28.00 40.50 0.00 0.00 16.00 20.50 29.00 20.00 41.00 20.00 19.50 41.00 32.00 20.50 75.00 0.00 41.00 41.00 75.00 0.00 20.00 20.00 - 1.00 3.00 2.00 - 10.00 16.00 6.00 75.00 20.00 41.00 21.00 - 20.00 26.00 6.00 75.00 0.00 41.00 41.00 75.00 20.00 41.00 21.00 - 20.00 28.00 8.00 - 31.00 35.00 4.00 75.00 0.00 20.00 20.00 - 3.00 20.00 17.00 20.00 16.00 20.00 16.00 4.00 - 0.00 0.00 17.00 0.00 17.00 41.00 13.50 13.50 13.50 0.00 13.00 41.00 12.50 12.50 12.50 64.00 0.00 41.00 41.00 28.50 64.00 0.50 41.00 40.50 28.50 - 15.50 21.50 6.00 - - 30.50 33.00 2.50 - - 37.50 40.00 2.50 41.00 33.50 20.00 16.00 3.50 - 20.50 17.50 3.00 - 0.50 0.00 26.00 11.0 15.00 6.00 6.00 0.00 8.00 6.75 8.00 6.75 6.75 8.00 6.75 6.75 6.75 8.00 8.00 6.75 8.00 8.00 6.75 6.75 6.75 8.00 6.75 6.75 8.00 6.75 6.75 6.75 8.00 6.75 6.75 Type - Seg = segmented, prf = perforated, NSW = non- shearwall ;; Location - dimension perp. to wall; FHS - length of full- height sheathing; Wal Group(s) - refer to Materials by Well Group table, refer to Shear Results tables for each design case if more than one group 5/3a Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,pst] Start Trib Ht End [ft] Block 1 W L Roof 2 W ->E Wind Line -1.00 10.00 0.0 16.3 Block 1 W L Roof 1 W - >E Wind Line -1.00 10.00 0.0 21.7 Block 1 W Wall 1 W ->E Wind Line 0.00 75.00 52.2 Block 1 W Wall 2 W ->E Wind Line 0.00 75.00 39.2 Block 1 W Ctr Roof 1 W ->E Wind Line 10.00 65.00 21.7 Block 1 W Ctr Roof 2 W ->E Wind Line 10.00 65.00 16.3 Block 1 W R Roof 1 W ->E Wind Line 65.00 76.00 21.7 0.0 Block 1 W R Roof 2 W ->E Wind Line 65.00 76.00 16.3 0.0 Block 1 E L Roof 1 W ->E Lee Line -1.00 10.00 0.0 65.2 Block 1 E L Roof 2 W - >E Lee Line -1.00 10.00 0.0 48.9 Block 1 E Wall 2 W ->E Lee Line 0.00 32.00 25.7 Block 1 E Wall 1 W - >E Lee Line 0.00 32.00 34.2 Block 1 E Ctr Roof 1 W ->E Lee Line 10.00 65.00 65.2 Block 1 E Ctr Roof 2 W ->E Lee Line 10.00 65.00 48.9 Block 1 E R Roof 2 W ->E Lee Line 65.00 76.00 48.9 0.0 Block 1 E R Roof 1 W ->E Lee Line 65.00 76.00 65.2 0.0 Block 1 W L Roof 1 E - >W Lee Line -1.00 10.00 0.0 65.2 Block 1 W L Roof 2 E ->W Lee Line -1.00 10.00 0.0 48.9 Block 1 W Wall 2 E - >W Lee Line 0.00 75.00 25.7 Block 1 W Wall 1 E ->W Lee Line 0.00 75.00 34.2 Block 1 W Ctr Roof 1 E - >W Lee Line 10.00 65.00 65.2 Block 1 W Ctr Roof 2 E - >W Lee Line 10.00 65.00 48.9 Block 1 W R Roof 2 E ->W Lee Line 65.00 76.00 48.9 0.0 Block 1 W R Roof 1 E ->W Lee Line 65.00 76.00 65.2 0.0 Block 1 E L Roof 2 E ->W Wind Line -1.00 10.00 0.0 16.3 Block 1 E L Roof 1 E ->W Wind Line -1.00 10.00 0.0 21.7 Block 1 E Wall 1 E ->W Wind Line 0.00 32.00 52.2 Block 1 E Wall 2 E ->W Wind Line 0.00 32.00 39.2 Block 1 E Ctr Roof 1 E ->W Wind Line 10.00 65.00 21.7 Block 1 E Ctr Roof 2 E ->W Wind Line 10.00 65.00 16.3 Block 1 E R Roof 1 E ->W Wind Line 65.00 76.00 21.7 0.0 Block 1 E R Roof 2 E - >W Wind Line 65.00 76.00 16.3 0.0 Block 1 S L Roof 1 S ->N Wind Line -1.00 10.00 0.0 30.4 Block 1 S L Roof 2 S - >N Wind Line -1.00 10.00 0.0 22.8 Block 1 S Wall 1 S - >N Wind Line 0.00 20.00 52.2 Block 1 S Wall 2 S - >N Wind Line 0.00 20.00 39.2 Block 1 S R Roof 1 S - >N Wind Line 10.00 21.00 30.4 0.0 Block 1 S R Roof 2 S ->N Wind Line 10.00 21.00 22.8 0.0 Block 1 N L Roof 2 S ->N Lee Line -1.00 10.00 0.0 48.9 Block 1 N L Roof 1 S - >N Lee Line -1.00 10.00 0.0 65.2 Block 1 N Wall 2 S - >N Lee Line 0.00 20.00 10.9 Block 1 N Wall 1 S - >N Lee Line 0.00 20.00 14.5 Block 1 N R Roof 2 S - >N Lee Line 10.00 21.00 48.9 0.0 Block 1 N R Roof 1 S ->N Lee Line 10.00 21.00 65.2 0.0 Block 1 S L Roof 1 N ->S Lee Line -1.00 10.00 0.0 65.2 Block 1 S L Roof 2 N ->S Lee Line -1.00 10.00 0.0 48.9 Block 1 S Wall 1 N ->S Lee Line 0.00 20.00 14.5 Block 1 S Wall 2 N ->S Lee Line 0.00 20.00 10.9 Block 1 S R Roof 2 N ->S Lee Line 10.00 21.00 48.9 0.0 Block 1 S R Roof 1 N - >S Lee Line 10.00 21.00 65.2 0.0 Block 1 N L Roof 1 N - >S Wind Line -1.00 10.00 0.0 30.4 Block 1 N L Roof 2 N ->S Wind Line -1.00 10.00 0.0 22.8 Block 1 N Wall 2 N ->S Wind Line 0.00 20.00 39.2 Block 1 N Wall 1 N ->S Wind Line 0.00 20.00 52.2 Block 1 N R Roof 1 N - >S Wind Line 10.00 21.00 30.4 0.0 Block 1 N R Roof 2 N ->S Wind Line 10.00 21.00 22.8 0.0 Block 2 E L Roof 2 W - >E Lee Line 31.00 53.50 0.0 46.5 Block 2 E L Roof 1 W ->E Lee Line 31.00 53.50 0.0 30.2 Block 2 E Wall 1 W - >E Lee Line 32.00 75.00 20.0 Block 2 E Wall 2 W ->E Lee Line 32.00 75.00 25.7 Block 2 E R Roof 2 W - >E Lee Line 53.50 76.00 46.5 0.0 Block 2 E R Roof 1 W - >E Lee Line 53.50 76.00 30.2 0.0 Block 2 E L Roof 2 E ->W Wind Line 31.00 53.50 0.0 15.5 Block 2 E L Roof 1 E ->W Wind Line 31.00 53.50 0.0 20.7 Block 2 E Wall 1 E - >W Wind Line 32.00 75.00 52.2 Block 2 E Wall 2 E - >W Wind Line 32.00 75.00 39.2 Block 2 E R Roof 1 E - >W Wind Line 53.50 76.00 20.7 0.0 Block 2 E R Roof 2 E - >W Wind Line 53.50 76.00 15.5 0.0 Block 2 S L Roof 1 S - >N Wind Line 10.00 20.47 0.0 -18.5 WoodWorks® Sheerwells WIND SHEAR LOADS (as entered or generated) Loads garysinghhs03 wsr Aug. 17, 200915 :07 :19 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 S S S S S S S N N N N L Roof Wall Wall Ctr Roof Ctr Roof R Roof R Roof L Roof L Roof Wall Wall 2 2 1 1 2 2 1 1 2 2 1 S ->N S ->N S - >N S - >N S ->N S ->N S - >N S ->N S - >N S ->N S ->N Wind Wind Wind Wind Wind Wind Wind Lee Lee Lee Lee Line Line Line Line Line Line Line Line Line Line Line 10.00 20.00 20.00 20.47 20.47 31.00 31.00 10.00 10.00 20.00 20.00 20.47 41.00 41.00 31.00 31.00 41.47 41.47 20.47 20.47 41.00 41.00 0.0 39.2 52.2 -18.5 -13.9 -13.9 -18.5 0.0 0.0 15.3 20.4 -13.9 0.0 0.0 52.3 39.2 Block 2 N Ctr Roof 2 S ->N Lee Line 20.47 31.00 39.2 Block 2 N Ctr Roof 1 S ->N Lee Line 20.47 31.00 52.3 Block 2 N R Roof 1 S ->N Lee Line 31.00 41.47 52.3 0.0 Block 2 N R Roof 2 S ->N Lee Line 31.00 41.47 39.2 0.0 Block 2 S L Roof 1 N ->S Lee Line 10.00 20.47 0.0 52.3 Block 2 S L Roof 2 N - >S Lee Line 10.00 20.47 0.0 39.2 Block 2 S Wall 2 N - >S Lee Line 20.00 41.00 15.3 Block 2 S Wall 1 N ->S Lee Line 20.00 41.00 20.4 Block 2 S Ctr Roof 2 N ->S Lee Line 20.47 31.00 39.2 Block 2 S Ctr Roof 1 N - >S Lee Line 20.47 31.00 52.3 Block 2 S R Roof 2 N - >S Lee Line 31.00 41.47 39.2 0.0 Block 2 S R Roof 1 N ->S Lee Line 31.00 41.47 52.3 0.0 Block 2 N L Roof 1 N ->S Wind Line 10.00 20.47 0.0 -18.5 Block 2 N L Roof 2 N ->S Wind Line 10.00 20.47 0.0 -13.9 Block 2 N Wall 2 N ->S Wind Line 20.00 41.00 39.2 Block 2 N Wall 1 N ->S Wind Line 20.00 41.00 52.2 Block 2 N Ctr Roof 1 N ->S Wind Line 20.47 31.00 -18.5 Block 2 N Ctr Roof 2 N ->S Wind Line 20.47 31.00 -13.9 Block 2 N R Roof 2 N ->S Wind Line 31.00 41.47 -13.9 0.0 Block 2 N R Roof 1 N ->S Wind Line 31.00 41.47 -18.5 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,pif,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W ->E Wind Line 0.00 75.00 50.3 Block 1 W Wall 2 W ->E Wind Line 0.00 75.00 37.7 Block 1 W Wall 1 W ->E Wind Line 0.00 75.00 60.7 Block 1 W Wall 2 W ->E Wind Line 0.00 75.00 45.5 Block 1 E Wall 2 W - >E Lee Line 0.00 32.00 25.7 Block 1 E Wall 1 W ->E Lee Line 0.00 32.00 34.2 Block 1 E Wall 1 W ->E Lee Line 0.00 32.00 41.3 Block 1 E Wall 2 W ->E Lee Line 0.00 32.00 31.0 Block 1 W Wall 1 E ->W Lee Line 0.00 75.00 41.3 Block 1 W Wall 1 E ->W Lee Line 0.00 75.00 34.2 Block 1 W Wall 2 E ->W Lee Line 0.00 75.00 25.7 Block 1 W Wall 2 E ->W Lee Line 0.00 75.00 31.0 Block 1 E Wall 1 E - >W Wind Line 0.00 32.00 60.7 Block 1 E Wall 2 E ->W Wind Line 0.00 32.00 37.7 Block 1 E Wall 1 E - >W Wind Line 0.00 32.00 50.3 Block 1 E Wall 2 E - >W Wind Line 0.00 32.00 45.5 Block 1 S Wall 1 S - >N Wind Line 0.00 20.00 50.3 Block 1 S Wall 2 S - >N Wind Line 0.00 20.00 45.5 Block 1 S Wall 1 S ->N Wind Line 0.00 20.00 60.7 Block 1 S Wall 2 S - >N Wind Line 0.00 20.00 37.7 Block 1 N Wall 1 S - >N Lee Line 0.00 20.00 17.6 Block 1 N Wall 1 S - >N Lee Line 0.00 20.00 14.5 Block 1 N Wall 2 S - >N Lee Line 0.00 20.00 13.2 Block 1 N Wall 2 S - >N Lee Line 0.00 20.00 10.9 Block 1 S Wall 1 N ->S Lee Line 0.00 20.00 14.5 Block 1 S Wall 1 N ->S Lee Line 0.00 20.00 17.6 Block 1 S Wall 2 N ->S Lee Line 0.00 20.00 13.2 Block 1 S Wall 2 N ->S Lee Line. 0.00 20.00 10.9 Block 1 N Wall 1 N ->S Wind Line 0.00 20.00 60.7 Block 1 N Wall 2 N ->S Wind Line 0.00 20.00 45.5 Block 1 N Wall 1 N ->S Wind Line 0.00 20.00 50.3 Block 1 N Wall 2 N ->S Wind Line 0.00 20.00 37.7 Block 2 E Wall 1 W ->E Lee Line 32.00 75.00 34.2 Block 2 E Wall 1 W ->E Lee Line 32.00 75.00 41.3 Block 2 E Wall 2 W ->E Lee Line 32.00 75.00 25.7 Block 2 E Wall 2 W ->E Lee Line 32.00 75.00 31.0 Block 2 E Wall 2 E - >W Wind Line 32.00 75.00 45.5 Block 2 E Wall 2 E - >W Wind Line 32.00 75.00 37.7 Block 2 E Wall 1 E ->W Wind Line 32.00 75.00 50.3 Block 2 E Wall 1 E ->W Wind Line 32.00 75.00 60.7 Block 2 S Wall 1 S ->N Wind Line 20.00 41.00 50.3 WoodWorks® Shearwalls garysinghhs03.Wsr Aug. 17, 2009 15:07:18 WIND SHEAR LOADS as entered or generated WoodWorks® ShesrwelIs garysinghhsO3.wsr Aug. 17, 2009 15:07:18 WIND SHEAR LOADS (as entered or generated (continued) Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 S Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 1 S - >N Wind 2 S ->N Wind 2 S ->N Wind 1 S - >N Lee 2 S ->N Lee 2 S ->N Lee 1 S ->N Lee 2 N - >S Lee 1 N ->S Lee 1 N ->S Lee 2 N ->S Lee 2 N ->S Wind 1 N - >S Wind 1 N ->S Wind 2 N ->S Wind Line 20.00 91.00 60.7 Line 20.00 41.00 45.5 Line 20.00 41.00 37.7 Line 20.00 41.00 29.6 Line 20.00 41.00 18.5 Line 20.00 41.00 15.3 Line 20.00 41.00 20.4 Line 20.00 41.00 18.5 Line 20.00 41.00 24.6 Line 20.00 41.00 20.4 Line 20.00 41.00 15.3 Line 20.00 41.00 37.7 Line 20.00 41.00 60.7 Line 20.00 41.00 50.3 Line 20.00 41.00 45.5 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 2, ASCE 71ow rise T = Transverse, L = Longitudinal,. Surf Dir - Windward or leeward side of the building; Prof - Profile (distribution); Location - start and end points on building element; Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, end = right intensity of trap load; Trib Ht - Tributary height of user - applied area loads only Loads on the East, West face(s) based on 10 psf minimum wind pressure as per ASCE 7 -05 Section 6.1.4.1. 3Z Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 2 25.8 31.8 Block 1 East 2 25.8 31.8 Block 1 South 2 25.8 31.8 Block 1 North 2 25.8 31.8 Block 2 East 2 25.8 31.8 Block 2 South 2 25.8 31.8 Block 2 North 2 25.8 31.8 Block 1 West 1 25.8 31.8 Block 1 West 1 25.8 31.8 Block 1 East 1 25.8 31.8 Block 1 East 1 25.8 31.8 Block 1 South 1 25.8 31.8 Block 1 South 1 25.8 31.8 Block 1 North 1 25.8 31.8 Block 1 North 1 25.8 31.8 Block 2 East 1 25.8 31.8 Block 2 East 1 25.8 31.8 Block 2 South 1 25.8 31.8 Block 2 South 1 25.8 31.8 Block 2 North 1 25.8 31.8 Block 2 North 1 25.8 31.8 WIND CSC LOADS WoodWorks® Shearwslls garysinghhs03.Wsr Aug. 17, 2009 15:07:18 z BUILDING MASSES WoodWorks® Shearwalls garysinghhs03.wsr Aug. 17, 2009 15:07:18 Level 2 Force Building Block Wall Dir Element Line E -W Roof E -W Roof E -W Roof E -W Roof N -S Roof N -S Roof N -S Roof N -S Roof Block 1 1 Block 1 3 Block 2 3 Block 2 5 Block 1 A Block 1 I Block 2 D Block 2 I Both Wall 1 -1 n/a 1 Both Wall 3 -1 n/a 3 Both Wall 5 -1 n/a 5 Both Wall A -1 n/a A Both Wall D -1 n/a D Both Wall I -1 n/a I Both Wall I -2 n/a I Level 1 Force Building Block Wall Dir Element Line E -W Floor Fl Both Wall 1 -1 E -W Floor F2 n/a E -W Floor Fl n/a Both Wall 3 -1 n/a Both Wall 5 -1 n/a n/a 1 n/a 1 1 3 3 5 E - Floor F2 n/a 5 N -S Floor Fl n/a A Both Wall A -i n/a A N -S Floor F2 n/a D Both Wall D -1 n/a D N -S Floor Fl n/a I Both Wall I -1 n/a I N -S Floor F2 n/a I Both Wall I -2 n/a I Both Wall 1 -1 n/a 1 Both Wall 3 -1 n/a 3 Both Wall 5 -1 n/a 5 Both Wall A -1 n/a A Both Wall D -2 n/a D Both Wall I -1 n/a I Both Wall I -2 n/a I Profile Magnitude Trib Location [ft] [lbs,pif,psf] Width Start End Start End [ft] Line -1.00 76.00 110.0 110.0 Line -1.00 76.00 110.0 110.0 Line 31.00 76.00 105.0 105.0 Line 31.00 76.00 109.7 109.7 Line -1.00 21.00 385.0 385.0 Line -1.00 21.00 385.0 385.0 Line 20.00 41.47 225.0 225.0 Line 20.00 41.47 225.0 225.0 Line 0.00 75.00 40.0 40.0 Line 0.00 32.00 40.0 40.0 Line 32.00 75.00 40.0 40.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 40.0 40.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 40.0 40.0 Profile Magnitude Tdb Location [ft] pbs,Plf,psf] Width Start End Start End [ft] Line Line 0.00 32.00 0.00 75.00 100.0 100.0 40.0 40.0 Line 32.00 75.00 205.0 205.0 Line 0.00 32.00 100.0 100.0 Line 0.00 32.00 40.0 40.0 Line 32.00 75.00 40.0 40.0 Line 32.00 75.00 205.0 205.0 Line 0.00 20.00 375.0 375.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 215.0 215.0 Line 20.00 41.00 40.0 40.0 Line 0.00 20.00 375.0 375.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 215.0 215.0 Line 20.00 41.00 40.0 40.0 Line 0.00 75.00 40.0 40.0 Line 0.00 32.00 40.0 40.0 Line 32.00 75.00 40.0 40.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 40.0 40.0 Line 0.00 20.00 40.0 40.0 Line 20.00 41.00 40.0 40.0 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 mess, wall line for user - applied masses, Floor D# - refer to pan view for floor area number; Wall line - Sheartine that equivalent line load is assigned to; Location - Start and end points of equivalent line load on wall line; Trib Width. - Tributary width; for user applied area loads only /OA Level 2 Force Dir Profile Location [ft] Start End Meg [Ibs,Plf,Psf] Start End E -W Line -1.00 0.00 27.4 27.4 E -W Point 0.00 0.00 100 100 E -W Line 0.00 31.00 37.3 37.3 E -W Line 31.00 32.00 64.0 64.0 E -W Point 32.00 32.00 104 104 E -W Line 32.00 75.00 64.0 64.0 E -W Point 75.00 75.00 204 204 E -W Line 75.00 76.00 54.1 54.1 N -S Line -1.00 0.00 95.8 95.8 N -S Point 0.00 0.00 373 373 N -S Line 0.00 20.00 105.7 105.7 N -S Point 20.00 20.00 159 159 N -S Line 20.00 21.00 161.7 161.7 N -S Line 21.00 41.00 65.9 65.9 N -S Point 41.00 41.00 214 214 N -S Line 41.00 41.47 56.0 56.0 Level 1 Force Profile Location [ft] Mag (Ibs,Pff,Psfj Dir Start End Start End E -W Point 0.00 0.00 104 104 E -W Line 0.00 32.00 23.5 23.5 E -W Point 10.00 10.00 345 345 E -W Point 18.50 18.50 573 573 E - W Point 32.00 32.00 110 110 E -W Line 32.00 75.00 37.2 37.2 E -W Point 37.50 37.50 909 909 E -W Point 48.00 48.00 848 848 E - W Point 75.00 75.00 214 214 N -S Point 0.00 0.00 392 392 N -S Line 0.00 20.00 59.4 59.4 N - S Point 20.00 20.00 167 167 N -S Line 20.00 41.00 38.5 38.5 N -S Point 41.00 41.00 225 225 SEISMIC LOADS Woodworks® Shearwalls garysinghhsO3.wsr Aug. 17, 2009 15:07:18 L oa d s in ta can be accumu of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction 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 sheariines. 11/ North-South Shearlines W Gp For Dir Ld. Case Shear Force [plf] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibsi Crit. Resp. Line 1 Level 2 Lnl, Lev2 2 Both 1 594 7.9 8.7 125 364 1.00 A 489 33252 0.02 Level 1 Lnl, Levl 2 Both 1 1382 18.4 20.3 125 364 1.00 A 489 33252 0.04 Line 2 Level 2 Ln2, Lev2 3 Both 1 1391 18.5 64.7 125 125 1.00 X 250 5375 0.26 Level 1 Ln2, Levl 5 Both 1 2822 37.6 332.0 175 175 1.00 X 350 2975 0.95 Line 3 Level 2 Ln3, Lev2 2 Both 1 881 11.8 38.3 125 364 1.00 A 489 11247 0.08 Lovell Ln3, Levl 1 Both 1 1993 26.6 443.0 125 532 1.00 A 657 2957 0.67 Line 4 Level 2 Ln4, Lev2 3 Both 1 1081 - 58.4 125 125 1.00 X 250 4625 0.23 Wall 4 -2 3 Both 1 643 58.4 58.4 125 125 1.00 250 2750 0.23 Wall 4 -1 3 Both 1 438 58.4 58.4 125 125 1.00 250 1875 0.23 Level 1 Ln4, Levl 5 Both 1 2719 63.2 271.9 175 175 1.00 X 350 3500 0.78 Line 5 Level 2 Ln5, Lev2 2. Both 1 673 15.6 33.6 125 364 1.00 A 489 9780 0.07 Level 1 Ln5, Levl 1 Both 1 1842 42.8 62.5 125 532 1.00 A 657 19382 0.10 East -West W For Shear Force half] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Ps] vmax V /FHS Int Ext Co C Total V pbs] Resp. Line A Level 2 LnA, Lev2 2 Both 1 607 30.4 43.4 125 364 1.00 A 489 6846 0.09 Level 1 LnA, Levl 1 W ->E 1 5607 280.3 400.5 125 532 1.00 A 657 9198 0.61 1 E ->W 1 5611 280.6 400.8 125 532 1.00 A 657 9198 0.61 Line B Level 2 LnB, Lev2 3 Both 1 1472 73.6 92.0 125 125 1.00 X 250 4000 0.37 Line C LnC, Lev2 3 W - >E 1 2376 118.8 148.5 125 125 1.00 X 250 4000 0.59 3 E ->W 1 2386 119.3 149.1 125 125 1.00 X 250 4000 0.60 Line D Level 1 LnD, Levl 4 W - >E 1 11089 - 652.3 145 532 1.00 A 677 11509 0.96 4 E - >W 1 11234 - 660.8 145 532 1.00 A 677 11509 0.98 Wall D -2 4 Both 1 - 145 532 1.00 677 - - Wall D -1 4 W - >E 1 11089 652.3 652.3 145 532 1.00 677 11509 0.96 4 E ->W 1 11234 660.8 660.8 145 532 1.00 677 11509 0.98 Line E Level 2 LnE, Lev2 3 W - >E 1 2511 61.3 186.0 125 125 1.00 X 250 3375 0.74 3 E - >W 1 2623 64.0 194.3 125 125 1.00 X 250 3375 0.78 Line G LnG, Lev2 3 W - >E 1 2412 58.8 192.9 125 125 1.00 X 250 3125 0.77 3 E ->W 1 2504 61.1 200.4 125 125 1.00 X 250 3125 0.80 Line H LnH, Lev2 3 W - >E 1 2272 55.4 79.7 125 125 1.00 X 250 7125 0.32 3 E ->W 1 2387 58.2 83.8 125 125 1.00 X 250 7125 0.34 Level 1 LnH, Levl 3 W - >E 1 7920 - 125 125 1.00 X 250 8375 - 3 E ->W 1 8101 - 125 125 1.00 X 250 8375 - Wall H -1 3 W ->E 1 3783 236.4 236.4 125 125 1.00 250 4000 0.95 3 E ->W 1 3869 241.8 241.8 125 125 1.00 250 4000 0.97 wall H -3 3 W ->E 1 4138 236.4 236.4 125 125 1.00 250 4375 0.95 3 E ->W 1 4232 241.8 241.8 125 125 1.00 250 4375 0.97 Wall H -2 3 Both 1 - 125 125 1.00 250 - - Line I Level 2 SHEAR RESULT WoodWoirks® Shearwalls Flexible Diaphragm Wind Design garysinghhs03.Wsr Aug. 17, 2009 15:07:18 /2/3 WoodWorks® Shea wafOs garysinghhs03.wisr Aug. 17, 2009 15:07:18 SHEAR RESULTS (flexible wind design, continued) LnI, Lev2 Wall I -1 Wall I -2 2 2 2 2 2 2 Level 1 LnI, Levl 1 1 Wall I -2 1 1 Wall I -1 1 W - >E E ->W W ->E E - >W W ->E E ->W W ->E E ->W W ->E E - >W Both 1 1 1 1 1 1 1 1 1 1 1 639 - 24.6 706 - 27.2 270 24.6 24.6 299 27.2 27.2 369 24.6 24.6 407 27.2 27.2 1665 - 1732 - 1665 277.5 277.5 1732 288.7 288.7 125 364 1.00 A 489 12714 125 364 1.00 A 489 12714 125 364 1.00 489 5379 125 364 1.00 489 5379 125 364 1.00 489 7335 125 364 1.00 489 7335 125 532 1.00 A 657 3942 125 532 1.00 A 657 3942 125 532 1.00 657 3942 125 532 1.00 657 3942 125 532 1.00 657 - 0.05 0.06 0.05 0.06 0.05 0.06 0.42 0.44 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 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are 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 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, lnt' - 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,. V - Combined shear capacity of wall or total capacity of shearline ; Grit 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. z Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Ld. Case Tensile Hoiddown Force [lbs] Shear Dead Uplift Cmb'd Dragstrut Force [lbs] Line 1 1 -1 Right Wall End 0.00 74.75 1 232 232 1 -1 Left Wall End 0.00 0.25 1 232 232 1 -1 Left Opening 1 0.00 41.75 1 232 232 1 -1 Right Opening 1 0.00 44.25 1 232 232 1 -1 Left Opening 2 0.00 49.75 1 208 208 1 -1 Right Opening 2 0.00 55.25 1 138 138 Line 1 Vert. Element 0.00 57.25 1 70 70 1 -1 Left Opening 1 0.00 42.00 1 80 1 -1 Right Opening 1 0.00 44.00 1 93 1 -1 Left Opening 2 0.00 50.00 1 54 1 -1 Right Opening 2 0.00 55.00 1 38 Line 2 2 -1 Right Wall End 11.00 63.75 1 2656 2656 Line 2 Vert. Element 11.00 39.25 1 518 518 Line 2 Vert. Element 11.00 49.75 1 518 518 Line 2 Vert. Element 11.00 53.25 1 518 518 2 -1 Left Wall End 11.00 55.75 1 2656 2656 Line 2 Vert. Element 11.00 63.25 1 518 518 2 -1 Left Wall End 11.00 55.50 1 2088 2 -1 Right Wall End 11.00 64.00 1 414 Line 3 Line 3 Vert. Element 20.00 1.25 1 240 240 Line 3 Vert. Element 20.00 9.75 1 67 67 Line 3 Vert. Element 20.00 11.25 1 125 125 3 -1 Right Opening 2 20.00 27.75 1 3668 3668 3 -1 Right Wall End 20.00 31.75 1 3850 3850 3 -1 Right Wall End 20.00 32.00 1 1143 3 -1 Right Opening 2 20.00 27.50 1 731 Line 4 4 -1 Left Wall End 26.00 54.25 1 2643 2643 Line 4 Vert. Element 26.00 61.25 1 468 468 4 -1 Right Wall End 26.00 63.75 1 2175 2175 Line 4 Vert. Element 26.00 64.25 1 468 468 Line 4 Vert. Element 26.00 74.75 1 468 468 4 -1 Left Wall End 26.00 54.00 1 1391 4 -1 Right Wall End 26.00 64.00 1 696 Line 5 Line 5 Vert. Element 41.00 46.25 1 269 269 5 -1 Right Opening 1 41.00 36.75 1 500 500 5 -1 Left Opening 2 41.00 42.25 1 500 500 5 -1 Right Opening 3 41.00 49.75 1 500 500 Line 5 Vert. Element 41.00 51.75 1 269 269 5 -1 Left Opening 4 41.00 55.25 1 500 500 5 -1 Right Opening 4 41.00 57.75 1 500 500 Line 5 Vert. Element 41.00 58.25 1 269 269 Line 5 Vert. Element 41.00 65.75 1 269 269 Line 5 Vert. Element 41.00 69.25 1 269 269 5 -1 Right Wall End 41.00 74.75 1 769 769 5 -1 Right Opening 1 41.00 36.50 1 193 5 -1 Left Opening 2 41.00 42.50 1 75 5 -1 Right Opening 3 41.00 49.50 1 375 5 -1 Left Opening 4 41.00 55.50 1 257 5 -1 Right Opening 4 41.00 57.50 1 343 Line A A -1 Left Opening 1 6.75 0.00 1 3553 3553 A -1 Left Wall End 0.25 0.00 1 3551 3551 A -1 Right Opening 1 13.25 • 0.00 1 3551 3551 A -1 Right Wall End 19.75 0.00 - 1 3553 3553 A -1 Left Opening 1 7.00 0.00 1 842 A -1 Right Opening 1 13.00 0.00 1 842 Line B Line B Vert. Element 0.25 10.00 1 736 736 Line B Vert. Element 7.75 10.00 1 736 736 Line B Vert. Element 12.25 10.00 1 736 736 Line B Vert. Element 19.75 10.00 1 736 736 Line C Line C Vert. Element 0.25 18.50 1 1188 1188 Line C Vert. Element 7.75 18.50 1 1193 1193 Line C Vert. Element 12.25 18.50 1 1188 1188 Line C Vert. Element 19.75 18,.50 1 1193 1193 Line D 1 WoodWWorks® ShearwalIs garysinghhs03.Wsr Aug. 17, 2009 15:07:18 1 URAVJ I RU I MRU nvwvv...y r v.w..v A..v......o .. ................. __......_ D -1 Left Opening 1 6.25 32.00 1 5286 5286 D -1 Left Wall End 0.25 32.00 1 5218 5218 D -1 Right Opening 1 9.75 32.00 1 5218 5218 D -1 Right Wall End 19.75 32.00 1 5286 5286 D -2 Left Opening 1 21.50 32.00 1 6334 D -1 Left Opening 1 6.50 32.00 1 2514 D -1 Right Opening 1 9.50 32.00 1 1692 Line E Line E Vert. Element 0.25 37.50 1 1488 1488 Line E Vert. Element 13.25 37.50 1 1554 1554 Line G Line G Vert. Element 28.25 48.00 1 1543 1543 Line G Vert. Element 40.25 48.00 1 1603 1603 Line H Line H Vert. Element 37.25 64.00 1 670 670 H -1 Left Wall End 0.25 64.00 1 1891 1891 Line H Vert. Element 0.75 64.00 1 638 638 Line H Vert. Element 15.25 64.00 1 670 670 H -1 Left Opening 1 15.75 64.00 1 1935 1935 H -3 Left Wall End 20.75 64.00 1 1891 1891 Line H Vert. Element 21.75 64.00 1 638 638 H -3 Left Opening 1 28.75 64.00 1 2326 2326 H -3 Right Opening 1 32.25 64.00 1 1626 1626 Line H Vert. Element 33.25 64.00 1 638 638 H -3 Right Wall End 40.75 64.00 1 1935 1935 H -1 Left Opening 1 16.00 64.00 1 708 H -1 Right Opening 1 19.50 64.00 1 16 H -3 Left Opening 1 29.00 64.00 1 436 H -3 Right Opening 1 32.00 64.00 1 156 Line I Line I Vert. Element 2.75 75.00 1 116 116 Line I Vert. Element 20.25 75.00 1 81 81 Line I Vert. Element 28.25 75.00 1 154 154 I -2 Right Opening 2 35.25 75.00 1 2220 2220 1 -2 Right Wall End 40.75 75.00 1 2527 2527 I -2 Right Opening 2 35.00 75.00 1 1479 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 [lbs] Line 1 1 -i Left Wall End 0.00 0.25 1 70 70 1 -1 Left Opening 1 0.00 41.75 1 70 70 1 -1 Right Opening 1 0.00 44.25 1 70 70 1 -1 Left Opening 2 0.00 51.75 1 70 70 1 -1 Right Opening 2 0.00 57.25 1 70 70 1 -1 Right Wall End 0.00 74.75 1 70 70 1 -1 Left Opening 1 0.00 42.00 1 34 i -1 Right Opening 1 0.00 44.00 1 18 25 1 -1 Left Opening 2 0.00 52.00 1 15 1 -1 Right Opening 2 0.00 57.00 1 Line 2 2 -1 Left Wall End 11.00 39.25 1 518 518 2 -1 Left Opening 1 11.00 49.75 1 518 518 2 -1 Right Opening 1 11.00 53.25 1 518 518 2 -1 Right Wall End 11.00 63.25 1 518 518 723 2 -1 Left Wall End 11.00 39.00 1 213 2 -1 Right Wall End 11.00 63.50 1 216 2 -1 Left Opening 1 11.00 50.00 1 271 2 -1 Right Opening 1 11.00 53.00 1 Line 3 3 -1 Right,Opening 1 20.00 3.25 1 307 307 3 -1 Left Opening 2 20.00 18.75 • 1 307 307 3 -1 Right Opening 2 20.00 25.25 1 307 307 3 -1 Right Wall End 20.00 31.75 1 307 307 505 3 -1 Right Wall End 20.00 32.00 1 35 3 -1 Right Opening 1 20.00 3.00 1 390 3 -1 Left Opening 2 20.00 19.00 1 319 3 -1 Right Opening 2 20.00 25.00 1 Line 4 4 -1 Right Wall End 26.00 61.25 1 468 468 468 4 -1 Left Wall End 26.00 54.25 1 468 4 -2 Left Wall End 26.00 64.25 1 468 468 468 4 -2 4 -2 Right Wall End Left Wall End 26.00 74.75 26.00 64.00 1 1 468 366 553 4 -1 Left Wall End 26.00 54.00 1 303 4 -1 Right Wall End 26.00 61.50 1 ,.-. I WoodWorks® ShesrwaUls garysinghhs03.Wsr Aug. 17, 200915:07:18 3z WoodWorks® Shearwails garysinghhs03.wsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) Line 5 5 -1 Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 5 -1 Right Wall End 5 -1 Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 Line A A -1 Left Opening 1 A -1 Left Wall End A -1 Right Opening 1 A -1 Right Wall End A -1 Left Opening 1 A -1 Right Opening 1 Line B B -1 Left Wall End B -1 Left Opening 1 B -1 Right Opening 1 B -1 Right Wall End B -1 Left Opening 1 B -1 Right Opening 1 Line C C -1 Left Wall End C -1 Left Opening 1 C -1 Right Opening 1 C -1 Right Wall End C -1 Left Opening 1 C -1 Right Opening 1 Line E E -1 Right Wall End E -1 Left Wall End E -1 Right Wall End Line 0 G -1 Right Wall End G -1 Left Wall End G -1 Left Wall End G -1 Right Wall End Line H H -1 Left Wall End H -1 Left Opening 1 H -1 Right Opening 1 H -1 Left Opening 2 H -1 Right Opening 2 H -1 Left Opening 3 H -1 Left Wall End H -i Left Opening 1 H -1 Right Opening 1 H -1 Left Opening 2 H -1 Right Opening 2 H -1 Left Opening 3 Line I I -1 Right Opening 1 I -1 Left Opening 2 I -1 Right Opening 2 I -i Right Wall End I -2 Right Opening 1 I -2 Right Wall End I -1 Right Opening 1 I -1 Left Opening 2 I -1 Right Opening 2 I -2 Left Opening 1 1 -2 Right Opening 1 41.00 46.25 1 41.00 51.75 1 41.00 58.25 1 41.00 65.75 1 41.00 69.25 1 41.00 74.75 1 41.00 46.00 1 41.00 52.00 1 41.00 58.00 1 41.00 66.00 1 41.00 69.00 1 6.75 0.00 1 0.25 0.00 1 13.25 0.00 1 19.75 0.00 1 7.00 0.00 1 13.00 0.00 1 0.25 10.00 1 7.75 10.00 1 12.25 10.00 1 19.75 10.00 1 8.00 10.00 1 12.00 10.00 1 0.25 18.50 1 7.75 18.50 1 12.25 18.50 1 19.75 18.50 1 8.00 18.50 1 12.00 18.50 1 13.25 37.50 1 0.25 37.50 1 13.50 37.50 1 40.25 48.00 1 28.25 48.00 1 28.00 48.00 1 40.50 48.00 1 0.75 64.00 1 15.25 64.00 1 21.75 64.00 1 30.25 64.00 1 33.25 64.00 1 37.25 64.00 1 0.50 64.00 1 15.50 64.00 1 21.50 64.00 1 30.50 64.00 1 33.00 64.00 1 37.50 64.00 1 3.25 75.00 1 9.75 75.00 1 16.25 75.00 1 19.75 75.00 1 26.25 75.00 1 40.75 75.00 1 3.00 75.00 1 10.00 75.00 1 16.00 75.00 1 20.00 75.00 1 26.00 75.00 1 269 269 269 269 269 269 269 269 269 269 269 269 347 347 347 347 347 347 347 347 736 736 736 736 736 736 736 736 1188 1188 1193 1193 1188 1188 1193 1193 1554 1488 1603 1543 1554 1488 1603 1543 638 638 670 670 638 638 670 670 638 638 670 670 197 197 217 217 197 197 217 217 197 197 217 217 219 111 205 61 108 91 91 147 147 239 239 1759 1710 31 29 354 5 234 89 204 52 18 85 46 149 Line -Wall - Shearline for forces carried by vertical elements, well for forces at wall or opening ends; Position...- Vert. element = column or strengthened 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 perforation factor Co ; Dead - Factored dead load resisting component; Uplift - Uplift wind load component; Cmb'd - Sum of factored overturning, dead and uplift forces; Dragstrut Force - Factored drag strut force at opening headers and gaps in walls along sheartine, 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. v North-South Shearlines W Gp For Dir Ld. Case Shear Force [plt] V [Ibs] vmax V /FHS int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 2 Both 2 1975 26.3 29.0 125 364 1.00 A 489 33252 0.06 Level 1 Lnl, Levl 2 Both 2 4891 65.2 71.9 125 364 1.00 A 489 33252 0.15 Line 2 Level 2 Ln2, Lev2 3 Both 2 293 3.9 13.6 125 125 1.00 X 250 5375 0.05 Level 1 Ln2, Levl 5 Both 2 402 5.4 47.3 175 175 1.00 X 350 2975 0.14 Line 3 Level 2 Ln3, Lev2 2 Both 2 643 8.6 28.0 125 364 1.00 A 489 11247 0.06 Level 1 Ln3, Levl 1 Both 2 398 5.3 88.4 125 532 1.00 A 657 2957 0.13 Line 4 Level 2 Ln4, Lev2 3 Both 2 277 - 15.0 125 125 1.00 X 250 4625 0.06 Wall 4 -2 3 Both 2 165 15.0 15.0 125 125 1.00 250 2750 0.06 Wall 4 -1 3 Both 2 112 15.0 15.0 125 125 1.00 250 1875 0.06 Level 1 Ln4, Levl 5 Both 2 494 11.5 49.4 175 175 1.00 X 350 3500 0.14 Line 5 Level 2 Ln5, Lev2 2 Both 2 649 15.1 32.5 125 364 1.00 A 489 9780 0.07 Level 1 Ln5, Levl 1 Both 2 3050 70.9 103.4 125 532 1.00 A 657 19382 0.16 East -West W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld. Case V [Ibssi vmax V/FHS Int Ext Co C Total V [Ms] Resp. Line A Level 2 LnA, Lev2 2 W ->E 2 2398 119.9 171.3 125 364 1.00 A 489 6846 0.35 2 E ->W 2 2235 111.7 159.6 125 364 1.00 A 489 6846 0.33 Level 1 LnA, Levl 1 W - >E 2 7469 373.4 533.5 125 532 1.00 A 657 9198 0.81 1 E - >W 2 7217 360.9 515.5 125 532 1.00 A 657 9198 0.78 Line B Level 2 LnB, Lev2 3 W - >E 2 1308 65.4 81.7 125 125 1.00 X 250 4000 0.33 3 E ->W 2 1218 60.9 76.1 125 125 1.00 X 250 4000 0.30 Line C LnC, Lev2 3 W ->E 2 1228 61.4 76.8 125 125 1.00 X 250 4000 0.31 3 E ->W 2 1144 57.2 71.5 125 125 1.00 X 250 4000 0.29 Line D Level 1 LnD, Levi 4 W - >E 2 7470 - 439.4 145 532 1.00 A 677 11509 0.65 4 E - >W 2 7219 - 424.6 145 532 1.00 A 677 11509 0.63 Wall D -2 4 Both 2 - 145 532 1.00 677 - - Wall 0-1 4 W - >E 2 7470 439.4 439.4 145 532 1.00 677 11509 0.65 4 E ->W 2 7219 424.6 424.6 145 532 1.00 677 11509 0.63 Line E Level 2 LnE, Lev2 3 W ->E 2 886 21.6 65.6 125 125 1.00 X 250 3375 0.26 3 E ->W 2 825 20.1 61.1 125 125 1.00 X 250 3375 0.24 Line G LnG, Lev2 3 W ->E 2 806 19.7 64.5 125 125 1.00 X 250 3125 0.26 3 E ->W 2 751 18.3 60.1 125 125 1.00 X 250 3125 0.24 Line H LnH, Lev2 3 W ->E 2 2105 51.4 73.9 125 125 1.00 X 250 7125 0.30 3 E - >W 2 1962 47.8 68.8 125 125 1.00 X 250 7125 0.28 Level 1 LnH, Levl 3 W - >E 2 6431 - 125 125 1.00 X 250 8375 - 3 E - >W 2 6214 - 125 125 1.00 X 250 8375 - Wall H -1 3 W - >E 2 3071 192.0 192.0 125 125 1.00 250 4000 0.77 3 E ->W 2 2968 185.5 185.5 125 125 1.00 250 4000 0.74 WoodWorks® Shearwalls Rigid Diaphragm Wind Design using Case 1 loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. garysinghhs03.Wsr Aug. 17, 2009 15:07:18 J Rigid analysis performed using Case 2 loading in ASCE 7 -05 Fig 6 -9, using only the eccentricity prescribed to generate a torsional moment For analysis 1-7/7 Wall H -3 Wall H -2 Line I Level 2 3 3 3 W ->E E ->W Both 2 2 2 3359 3246 - 192.0 185.5 192.0 185.5 125 125 125 125 125 125 1.00 1.00 1.00 250 250 250 4375 4375 - 0.77 0.74 - LnI, Lev2 2 W->E 2 4085 - 157.1 125 364 1.00 A 489 12714 0.32 2 E ->W 2 3805 - 146.4 125 364 1.00 A 489 12714 0.30 Wall I -1 2 W - >E 2 1728 157.1 157.1 125 364 1.00 489 5379 0.32 2 E ->W 2 1610 146.4 146.4 125 364 1.00 489 5379 0.30 Wall I -2 2 W - >E 2 2356 157.1 157.1 125 364 1.00 489 7335 0.32 2 E - >W 2 2195 146.4 146.4 125 364 1.00 489 7335 0.30 Level 1 LnI, Levl 1 W - >E 2 3248 - 125 532 1.00 A 657 3942 - 1 E - >W 2 3138 - 125 532 1.00 A 657 3942 - Wall 1 -2 1 W - >E 2 3248 541.3 541.3 125 532 1.00 657 3942 0.82 1 E - >W 2 3138 523.0 523.0 125 532 1.00 657 3942 0.80 Wall I -1 1 Both 2 - 125 532 1.00 657 - - Woodif w !lorks® Sheara lIs garysinghhs03.wsr Aug. 17, 2009 15:07:18 SHEAR RESULTS (rigid wind design, continued W G rp - W a l l group as lis in M ate rial s table; For Dir - Direction of wind tome along sheer/me; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are 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 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; Exr - 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, 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. Vmex 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. /F4 z_ Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Ld. Case Tensile Hoiddown Force fibs] Shear Dead Uplift Cmb'd Dragstrut Force [Ms] Line 1 1 -1 Left Wall End 0.00 0.25 2 808 808 1 -1 Left Opening 1 0.00 41.75 2 808 808 1 -1 Right Opening 1 0.00 44.25 2 808 808 1 -1 Left Opening 2 0.00 49.75 2 726 726 1 -1 Right Opening 2 0.00 55.25 2 494 494 Line 1 Vert. Element 0.00 57.25 2 232 232 1 -1 Right Wall End 0.00 74.75 2 808 808 1 -1 Left Opening 1 0.00 42.00 2 282 1 -1 Right Opening 1 0.00 44.00 2 152 1 -1 Left Opening 2 0.00 50.00 2 192 1 -1 Right Opening 2 0.00 55.00 2 134 Line 2 Line 2 Vert. Element 11.00 39.25 2 109 109 Line 2 Vert. Element 11.00 49.75 2 109 109 Line 2 Vert. Element 53.25 2 109 109 2 -1 Left Wall End 11.00 55.75 2 378 378 Line 2 Vert. Element 11.00 63.25 2 109 109 2 -1 Right Wall End 11.00 63.75 2 378 378 2 -1 Left Wall End 11.00 55.50 2 298 2 -1 Right Wall End 11.00 64.00 2 59 Line 3 Line 3 Vert. Element 20.00 1.25 2 175 175 Line 3 Vert. Element 20.00 9.75 2 49 49 Line 3 Vert. Element 20.00 11.25 2 91 91 3 -1 Right Opening 2 20.00 27.75 2 798 798 3 -1 Right Wall End 20.00 31.75 2 931 931 3 -1 Right Wall End 20.00 32.00 2 228 3 -1 Right Opening 2 20.00 27.50 2 146 Line 4 4 -1 Left Wall End 26.00 54.25 2 515 515 Line 4 Vert. Element 26.00 61.25 2 120 120 4 -1 Right Wall End 26.00 63.75 2 395 395 Line 4 Vert. Element 26.00 64.25 2 120 120 Line 4 Vert. Element 26.00 74.75 2 120 120 4 -1 Left Wall End 26.00 54.00 2 253 4 -1 Right Wall End 26.00 64.00 2 126 Line 5 5 -1 Right Opening 1 41.00 36.75 2 827 827 5 -1 Left Opening 2 41.00 42.25 2 827 827 Line 5 Vert. Element 41.00 46.25 2 260 260 5 -i Right Opening 3 41.00 49.75 2 827 827 Line 5 Vert. Element 41.00 51.75 2 260 260 5 -1 Left Opening 4 41.00 55.25 2 827 827 5 -1 Right Opening 4 41.00 57.75 2 827 827 Line 5 Vert. Element 41.00 58.25 2 260 260 Line 5 Vert. Element 41.00 65.75 2 260 260 Line 5 Vert. Element 41.00 69.25 2 260 260 5 -1 Right Wall End 41.00 74.75 2 1087 1087 5 -1 Right Opening 1 41.00 36.50 2 319 5 -1 Left Opening 2 41.00 42.50 2 124 5 -1 Right Opening 3 41.00 49.50 2 621 5 -1 Left Opening 4 41.00 55.50 2 426 5 -1 Right Opening 4 41.00 57.50 2 568 Line A A -1 Left Wall End 0.25 0.00 2 5638 5638 A -1 Left Opening 1 6.75 0.00 2 5401 5401 A -1 Right Opening 1 13.25 0.00 2 5638 5638 A -1 Right Wall End 19.75 0.00 •2 5401 5401 A -1 Left Opening 1 7.00 0.00 2 1120 A -1 Right Opening 1 13.00 0.00 2 1120 Line B Line B Vert. Element 0.25 10.00 2 654 654 Line B Vert. Element 7.75 10.00 2 609 609 Line B Vert. Element 12.25 10.00 2 654 654 Line B Vert. Element 19.75 10.00 2 609 609 Line C Line C Vert. Element 0.25 18.50 2 614 614 Line C Vert. Element 7.75 18.50 2 572 572 Line C Vert. Element 12.25 18.50 2 614 614 Line C Vert. Element 19.75 18.50 2 572 572 Line D WoodWorks® ShearwslIs DRAGSTRUT AND HOLDDOWN FORCES garysinghhs03.Wsr Aug. 17, 2009 15:07:18 D -1 D -1 D -1 D -1 Left Wall End Left Opening 1 Right Opening 1 Right Wall End 0.25 32.00 6.25 32.00 9.75 32.00 19.75 32.00 2 2 2 2 3515 3397 3515 3397 3515 3397 3515 3397 D -1 Left Opening 1 6.50 32.00 2 1672 D -1 Right Opening 1 9.50 32.00 2 1125 Line E Line E Vert. Element 0.25 37.50 2 525 525 Line E Vert. Element 13.25 37.50 2 489 489 Line G Line G Vert. Element 28.25 48.00 2 516 516 Line G Vert. Element 40.25 48.00 2 481 481 Line H H -1 Left Wall End 0.25 64.00 2 1536 1536 Line H Vert. Element 0.75 64.00 2 591 591 Line H Vert. Element 15.25 64.00 2 551 551 H -1 Left Opening 1 15.75 64.00 2 1484 1484 H -3 Left Wall End 20.75 64.00 2 1536 1536 Line H Vert. Element 21.75 64.00 2 591 591 H -3 Left Opening 1 28.75 64.00 2 1805 1805 H -3 Right Opening 1 32.25 64.00 2 1289 1289 Line H Vert. Element 33.25 64.00 2 591 591 Line H Vert. Element 37.25 64.00 2 551 551 H -3 Right Wall End 40.75 64.00 2 1484 1484 H -1 Left Opening 1 16.00 64.00 2 562 H -1 Right Opening 1 19.50 64.00 2 13 Line I Line I Vert. Element 2.75 75.00 2 743 743 Line I Vert. Element 20.25 75.00 2 436 436 Line I Vert. Element 28.25 75.00 2 982 982 I -2 Right Opening 2 35.25 75.00 2 4330 4330 I -2 Right Wall End 40.75 75.00 2 5355 5355 I -2 Right Opening 2 35.00 75.00 2 2772 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force [lbs] Dragstrut Wall or Opening X Y Ld. Case Shear Dead Uplift Cmb'd Force [lbs] Line 1 1 -1 Left Wall End 0.00 0.25 2 232 232 1 -1 Left Opening 1 0.00 41.75 2 232 232 1 -1 Right Opening 1 0.00 44.25 2 232 232 1 -1 Left Opening 2 0.00 51.75 2 232 232 1 -1 Right Opening 2 0.00 57.25 2 232 232 1 -1 Right Wall End 0.00 74.75 2 232 232 1 -1 Left Opening 1 0.00 42.00 2 114 1 -1 Right Opening 1 0.00 44.00 2 61 1 -i Left Opening 2 0.00 52.00 2 83 1 -1 Right Opening 2 0.00 57.00 2 49 Line 2 2 -1 Left Wall End 11.00 39.25 2 109 109 2 -1 Left Opening 1 11.00 49.75 2 109 109 2 -1 Right Opening 1 11.00 53.25 2 109 109 2 -1 Right Wall End 11.00 63.25 2 109 109 2 -1 Left Wall End 11.00 39.00 2 153 2 -1 Right Wall End 11.00 63.50 2 45 2 -1 Left Opening 1 11.00 50.00 2 45 2 -1 Right Opening 1 11.00 53.00 2 57 Line 3 3 -1 Right Opening 1 20.00 3.25 2 224 224 3 -1 Left Opening 2 20.00 18.75 2 224 224 3 -1 Right Opening 2 20.00 25.25 2 224 224 3 -1 Right Wall End 20.00 31.75 2 224 224 3 -1 Right Wall End 20.00 32.00 2 369 3 -1 Right Opening 1 20.00 3.00 2 26 3 -1 Left Opening 2 20.00 19.00 2 285 3 -1 Right Opening 2 20.00 25.00 2 233 Line 4 4 -1 Left Wall End 26.00 54.25 2 120 120 4 -1 Right Wall End 26.00 61.25 2 120 120 4 -2 Left Wall End 26.00 64.25 2 120 120 4 -2 Right Wall End 26.00 74.75 2 120 120 4 -2 Left Wall End 26.00 64.00 2 94 4 -1 Left Wall End 26.00 54.00 2 142 4 -1 Right Wall End 26.00 61.50 2 78 Line 5 5 -1 Right Opening 1 41.00 46.25 2 260 260 5 -1 Left Opening 2 41.00 51.75 2 260 260 lfWoodWorks® Shearwslls garysinghhs03.wsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (rigid wind design, continued d Z WoodWorks® ShearwsUOs garysinghhs03.wsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (rigid wind design, continued 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 5 -1 Right Wall End 5 -1 Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 Line A A -1 Left Wall End A -1 Left Opening 1 A -1 Right Opening 1 A -1 Right Wall End A -1 Left Opening 1 A -1 Right Opening 1 Line B B -1 Left Wall End B -1 Left Opening 1 B -1 Right Opening 1 B -1 Right Wall End B -1 Left Opening 1 B -1 Right Opening 1 Line C C -1 Left Wall End C -1 Left Opening 1 C -1 Right Opening 1 C -1 Right Wall End C -1 Left Opening 1 C -1 Right Opening 1 Line E E -1 Left Wall End E -1 Right Wall End E -1 Right Wall End Line G G -1 Left Wall End G -1 Right Wall End G -1 Left Wall End G -1 Right Wall End Line H H -1 Left Wall End H -1 Left Opening 1 H -1 Right Opening 1 H -1 Left Opening 2 H -1 Right Opening 2 H -1 Left Opening 3 H -1 Left Wall End H -1 Left Opening 1 H -1 Right Opening 1 H -1 Left Opening 2 H -1 Right Opening 2 H -1 Left Opening 3 Line I I -1 Right Opening 1 I -1 Left Opening 2 I -1 Right Opening 2 I -1 Right Wall End I -2 Right Opening 1 I -2 Right Wall End I -1 Right Opening 1 I -1 Left Opening 2 I -1 Right Opening 2 I -2 Left Opening 1 I -2 Right Opening 1 41.00 41.00 41.00 41.00 41.00 41.00 41.00 41.00 41.00 0.25 6.75 13.25 19.75 7.00 13.00 0.25 7.75 12.25 19.75 8.00 12.00 0.25 7.75 12.25 19.75 8.00 12.00 0.25 13.25 13.50 28.25 40.25 28.00 40.50 0.75 15.25 21.75 30.25 33.25 37.25 0.50 15.50 21.50 30.50 33.00 37.50 3.25 9.75 16.25 19.75 26.25 40.75 3.00 10.00 16.00 20.00 26.00 58.25 65.75 69.25 74.75 46.00 52.00 58.00 66.00 69.00 2 2 2 2 2 2 2 2 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 10.00 2 10.00 2 10.00 2 10.00 2 10.00 2 10.00 2 18.50 2 18.50 2 18.50 2 18.50 2 18.50 2 18.50 2 37.50 2 37.50 2 37.50 2 48.00 2 48.00 2 48.00 2 48.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 64.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 75.00 2 260 260 260 260 260 260 260 260 1371 1371 1277 1277 1371 1371 1277 1277 654 654 609 609 654 654 609 609 614 614 572 572 614 614 572 572 525 489 516 481 525 489 516 481 591 591 551 551 591 591 551 551 591 591 551 551 1257 1257 1171 1171 1257 1257 1171 1171 1257 1257 1171 1171 211 107 198 59 104 360 360 131 131 123 123 594 551 1 0 26 312 4 207 78 180 299 103 494 264 862 Line -Wall - Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert. element = column or strengthened 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 perforation factor Co ; Dead - Factored dead load resisting component; Uplift - Uplift wind load component; Cmb'd - Sum of factored overturning, dead and uplift forces; Dragstrut Force - Factored drag strut force at opening headers and gaps in walls 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. Line North -South Sheariines Lev Grp Sheathing [psi Force Cap Force/ Cap Force End Fastener Withdrawal pbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 3 1 1 31.8 48.0 0.66 21 17 101 0.21 0.17 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 5 1 1 31.8 48.0 0.66 21 17 101 0.21 0.17 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 East -West Sheathing [pat] Fastener Withdrawal pin] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 31.8 48.0 0.66 21 17 101 0.21 0.17 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 D 1 4 31.8 48.0 0.66 21 17 101 0.21 0.17 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 I 1 1 31.8 48.0 0.66 21 17 101 0.21 0.17 1.00 1.00 2 2 31.8 48.0 0.66 42 34 101 0.42 0.34 1.00 1.00 WoodWorks® Shesrwslls COMPONENTS AND CLADDING by SHEARUNE Wind Suction Design garysinghhs03.Wsr Aug. 17, 2009 15:07:18 G rp - w a .._ _ esign roup, 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 2,9 z North-South Shearlines W Gp For Dir HNV Fact. int Ext Shear Force [plf] V pbs] vmax V/FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Rasp. Line 1 Level 2 - - Lovell 42590 2403 2780 2780 - - Structure 78469 - 7243 Lnl, Lev2 2 Both 1.0 1.0 735 9.8 10.8 125 260 1.00 S 260 17680 0.04 Level 1 Lnl, Levi 2 Both 1.0 1.0 1238 16.5 18.2 125 260 1.00 S 260 17680 0.07 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1.0 740 9.9 34.4 125 125 1.00 X 250 5375 0.14 Level 1 Ln2, Levl 5 Both 1.0 1.0 1156 15.4 136.0 175 175 1.00 X 350 2975 0.39 Line 3 Level 2 Ln3, Lev2 2 Both 1.0 1.0 644 8.6 28.0 125 260 1.00 S 260 5980 0.11 Level 1 Ln3, Levl 1 Both 1.0 1.0 1029 13.7 228.8 125 380 1.00 S 380 1710 0.60 Line 4 Level 2 Ln4, Lev2 3 Both 1.0 1.0 490 - 26.5 125 125 1.00 X 250 4625 0.11 Wall 4 -2 3 Both 1.0 1.0 291 26.5 26.5 125 125 1.00 250 2750 0.11 Wall 4 -1 3 Both 1.0 1.0 199 26.5 26.5 125 125 1.00 250 1875 0.11 Level 1 Ln4, Levl 5 Both 1.0 1.0 773 18.0 77.3 175 175 1.00 X 350 3500 0.22 Line 5 Level 2 Ln5, Lev2 2 Both 1.0 1.0 514 12.0 25.7 125 260 1.00 S 260 5200 0.10 Level 1 Ln5, Levl 1 Both 1.0 1.0 874 20.3 29.6 125 380 1.00 S 380 11210 0.08 East -West W For HMI Fact. Shear Force [plf] Allowable Shear [pH] Crit. Shearlines Gp Dir int Ext V pbs] vmax V /FHS Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 219 11.0 15.7 125 260 1.00 S 260 3640 0.06 Level 1 LnA, Levl 1 Both 1.0 1.0 891 44.6 63.6 125 380 1.00 S 380 5320 0.17 Line B Level 2 LnB, Lev2 3 Both 1.0 1.0 242 12.1 15.1 125 125 1.00 X 250 4000 0.06 Line C LnC, Lev2 3 Both 1.0 1.0 401 20.1 25.1 125 125 1.00 X 250 4000 0.10 Line D Level 1 LnD, Levl 4 Both 1.0 1.0 1888 - 111.0 145 380 1.00 S 380 6460 0.29 Wall D -2 4 Both 1.0 1.0 - 145 380 1.00 380 - - Wall 0-1 4 Both 1.0 1.0 1888 111.0 111.0 145 380 1.00 380 6460 0.29 Line E Level 2 LnE, Lev2 3 Both 1.0 1.0 636 15.5 47.1 125 125 1.00 X 250 3375 0.19 Line G LnG, Lev2 3 Both 1.0 1.0 594 14.5 47.5 125 125 1.00 X 250 3125 0.19 Line H LnH, Lev2 3 Both 1.0 1.0 605 14.8 21.2 125 125 1.00 X 250 7125 0.08 Lovell LnH, Levl 3 Both 1.0 1.0 1571 - 125 125 1.00 X 250 8375 - Wall H -1 3 Both 1.0 1.0 750 46.9 46.9 125 125 1.00 250 4000 0.19 Wall H -3 3 Both 1.0 1.0 821 46.9 46.9 125 125 1.00 250 4375 0.19 Wall H -2 3 Both 1.0 1.0 - 125 125 1.00 250 - - WoodWorks® ShearwaQils Flexible Diaphragm Seismic Design garysinghhs03.Wsr Aug. 17, 2009 15:07:18 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D un re . ; 0.084 D facto a; rota, aeaa load factor.' 0.6 - u. ua4 = u. 3 r 0 rens,vn, I. 0.084 = 1.084 compression. z s/3 Building Mass psi Area [sq.ft] Story Shear fibs] E -W N-S Reliability Factor p E -W N-S Level2 35879 2403 4463 4463 - - Lovell 42590 2403 2780 2780 - - Structure 78469 - 7243 7243 1.00 1.00 WoodWorks® ShearwaQils Flexible Diaphragm Seismic Design garysinghhs03.Wsr Aug. 17, 2009 15:07:18 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D un re . ; 0.084 D facto a; rota, aeaa load factor.' 0.6 - u. ua4 = u. 3 r 0 rens,vn, I. 0.084 = 1.084 compression. z s/3 Line I Level 2 LnI, Lev2 2 Both 1.0 1.0 427 - 16.4 125 260 1.00 S 260 6760 0.06 Wall I -1 2 Both 1.0 1.0 181 16.4 16.4 125 260 1.00 260 2860 0.06 Wall 1 -2 2 Both 1.0 1.0 246 16.4 16.4 125 260 1.00 260 3900 0.06 Level 1 LnI, Levl 1 Both 1.0 1.0 720 - 125 380 1.00 S 380 2280 - Wall I - 2 1 Both 1.0 1.0 720 120.0 120.0 125 380 1.00 380 2280 0.32 Wall I -1 1 Both 1.0 1.0 - 125 380 1.00 380 - - WoodWorks® Shea waDGs garysinghhs03.wsr Aug. 17, 2009 15:07:18 SHEAR RESULTS (flexible seismic design, continued W G rp - all group as listed in Materials table; For Dir - force direction, always both" ; HM/ 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 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 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; Toter - Combined unit shear capacity inc. perforation factor and H/W 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. z4 z Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Tensile Hoiddown Force [Ibs] Shear Dead Uplift Cmb'd Dragstrut Force pbs] Line 1 1 -1 Left Wall End 0.00 0.25 232 232 1 -1 Left Opening 1 0.00 41.75 232 232 1 -1 Right Opening 1 0.00 44.25 232 232 1 -1 Left Opening 2 0.00 49.75 202 202 1 -i Right Opening 2 0.00 55.25 115 115 Line 1 Vert. Element 0.00 57.25 87 87 1 -1 Right Wall End 0.00 74.75 232 232 1 -1 Left Opening 1 0.00 42.00 71 1 -i Right Opening 1 0.00 44.00 38 1 -1 Left Opening 2 0.00 50.00 49 1 -1 Right Opening 2 0.00 55.00 34 Line 2 Line 2 Vert. Element 11.00 39.25 275 275 Line 2 Vert. Element 11.00 49.75 275 275 Line 2 Vert. Element 11.00 53.25 275 275 2 -1 Left Wall End 11.00 55.75 1088 1088 Line 2 Vert. Element 11.00 63.25 275 275 2 -1 Right Wall End 11.00 63.75 1088 1088 2 -1 Left Wall End 11.00 55.50 855 2 -1 Right Wall End 11.00 64.00 170 Line 3 Line 3 Vert. Element 20.00 1.25 175 175 Line 3 Vert. Element 20.00 9.75 49 49 Line 3 Vert. Element 20.00 11.25 91 9 3 -1 Right Opening 2 20.00 27.75 1921 1921 3 -1 Right Wall End 20.00 31.75 2054 2054 3 -1 Right Wall End 20.00 32.00 590 3 -1 Right Opening 2 20.00 27.50 377 Line 4 4 -1 Left Wall End 26.00 54.25 831 831 Line 4 Vert. Element 26.00 61.25 212 212 4 -1 Right Wall End 26.00 63.75 619 619 Line 4 Vert. Element 26.00 64.25 212 212 Line 4 Vert. Element 26.00 74.75 212 212 4 -1 Left Wall End 26.00 54.00 396 4 -1 Right Wall End 26.00 64.00 198 Line 5 5 -1 Right Opening 1 41.00 36.75 237 23 5 -1 Left Opening 2 41.00 42.25 237 23 Line 5 Vert. Element 41.00 46.25 206 206 5 -1 Right Opening 3 41.00 49.75 237 237 Line 5 Vert. Element 41.00 51.75 206 206 5 -1 Left Opening 4 41.00 55.25 237 237 5 -1 Right Opening 4 41.00 57.75 237 2 Line 5 Vert. Element 41.00 58.25 206 206 Line 5 Vert. Element 41.00 65.75 206 206 Line 5 Vert. Element 41.00 69.25 206 206 5 -1 Right Wall End 41.00 74.75 443 443 5 -1 Right Opening 1 41.00 36.50 91 5 -1 Left Opening 2 41.00 42.50 36 5 -1 Right Opening 3 41.00 49.50 178 5 -1 Left Opening 4 41.00 55.50 122 5 -1 Right Opening 4 41.00 57.50 163 Line A A -1 Left Wall End 0.25 0.00 635 635 A -1 Left Opening 1 6.75 0.00 635 635 A -1 Right Opening 1 13.25 0.00 635 635 A -1 Right Wall End 19.75 0.00 635 635 A -i Left Opening 1 7.00 0.00 134 A -1 Right Opening 1 13.00 0.00 134 Line B Line B Vert. Element 0.25 10.00 121 121 Line B Vert. Element 7.75 10.00 121 121 Line B Vert. Element 12.25 10.00 121 121 Line B Vert. Element 19.75 10.00 121 121 Line C Line C Vert. Element 0.25 18.50 201 201 Line C Vert. Element 7.75 18.50 201 201 Line C Vert. Element 12.25 18.50 201 201 Line C Vert. Element 19.75 18.50 201 201 Line D WoodWorks® Sheaf waUUs garysinghhs03.wsr Aug. 17, 2009 15:07:18 2 D -1 D -1 D -1 D -1 D -2 D -1 D -1 Line E Left Wall End Left Opening 1 Right Opening 1 Right Wall End Left Opening 1 Left Opening 1 Right Opening 1 0.25 6.25 9.75 19.75 21.50 6.50 9.50 32.00 32.00 32.00 32.00 32.00 32.00 32.00 888 888 888 888 888 888 888 888 1064 423 284 Line E Vert. Element 0.25 37.50 377 377 Line E Vert. Element 13.25 37.50 377 377 Line G Line G Vert. Element 28.25 48.00 380 380 Line G Vert. Element 40.25 48.00 380 380 Line H H -1 Left Wall End 0.25 64.00 375 375 Line H Vert. Element 0.75 64.00 170 170 Line H Vert. Element 15.25 64.00 170 170 H -1 Left Opening 1 15.75 64.00 375 375 H -3 Left Wall End 20.75 64.00 375 375 Line H Vert. Element 21.75 64.00 170 170 H -3 Left Opening 1 28.75 64.00 474 474 H -3 Right Opening 1 32.25 64.00 304 304 Line H Vert. Element 33.25 64.00 170 170 Line H Vert. Element 37.25 64.00 170 170 H -3 Right Wall End 40.75 64.00 375 375 H -1 Left Opening 1 16.00 64.00 137 H -1 Right Opening 1 19.50 64.00 3 H -3 Left Opening 1 29.00 64.00 85 H -3 Right Opening 1 32.00 64.00 30 Line I Line I Vert. Element 2.75 75.00 78 78 Line I Vert. Element 20.25 75.00 49 49 Line I Vert. Element 28.25 75.00 103 103 I -2 Right Opening 2 35.25 75.00 960 960 I -2 Right Wall End 40.75 75.00 1092 1092 I -2 Right Opening 2 35.00 75.00 615 Level 2 Tensile Line- Position on Wall Location [ft] Hoiddown Force [lbs] Dragstrut Wall or Opening X Y Shear Dead Uplift Cmb'd Force [lbs] Line 1 1 -1 Left Opening 1 0.00 41.75 87 87 1 -1 Left Wall End 0.00 0.25 87 87 i -i Right Opening 1 0.00 44.25 87 87 1 -1 Left Opening 2 0.00 51.75 87 87 1 -1 Right Opening 2 0.00 57.25 87 87 1 -1 Right Wall End 0.00 74.75 87 87 1 -1 Left Opening 1 0.00 42.00 42 1 -1 Right Opening 1 0.00 44.00 23 1 -1 Left Opening 2 0.00 52.00 31 1 -1 Right Opening 2 0.00 57.00 18 Line 2 2 -1 Left Opening 1 11.00 49.75 275 275 2 -1 Left Wall End 11.00 39.25 275 275 2 -1 Right Opening 1 11.00 53.25 275 275 2 -1 Right Wall End 11.00 63.25 275 275 2 -1 Left Wall End 11.00 39.00 385 2 -1 Right Wall End 11.00 63.50 113 2 -1 Left Opening 1 11.00 50.00 115 2 -1 Right Opening 1 11.00 53.00 144 Line 3 3 -1 Right Opening 1 20.00 3.25 224 224 3 -1 Left Opening 2 20.00 18.75 224 224 3 -1 Right Opening 2 20.00 25.25 224 224 3 -1 Right Wall End 20.00 31.75 224 224 3 -1 Right Wall End 20.00 32.00 369 3 -1 Right Opening 1 20.00 3.00 26 3 -1 Left Opening 2 20.00 19.00 285 3 -1 Right Opening 2 20.00 25.00 233 Line 4 4 -1 Left Wall End 26.00 54.25 212 212 4 -1 Right Wall End 26.00 61.25 212 212 4 -2 Left Wall End 26.00 64.25 212 212 4 -2 Right Wall End 26.00 74.75 212 212 4 -2 Left Wall End 26.00 64.00 166 4 -1 Left Wall End 26.00 54.00 251 4 -1 Right Wall End 26.00 61.50 138 WoodWorks® ShearwaDBs garysinghhs03.uusr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued Zy 3 z WoodWorks® Shearwslls garysinghhs03.wsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) Line 5 5 -1 Right Opening 3 5 -1 Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Wall End 5 -i Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 Line A 41.00 69.25 41.00 46.25 41.00 51.75 41.00 58.25 41.00 65.75 41.00 74.75 41.00 46.00 41.00 52.00 41.00 58.00 41.00 66.00 41.00 69.00 A -1 Left Wall End 0.25 0.00 A -1 Left Opening 1 6.75 0.00 A -1 Right Opening 1 13.25 0.00 A -1 Right Wall End 19.75 0.00 A -1 Left Opening 1 7.00 0.00 A -1 Right Opening 1 13.00 0.00 Line B B -1 Left Opening 1 7.75 10.00 B -1 Left Wall End 0.25 10.00 B -1 Right Opening 1 12.25 10.00 B -1 Right Wall End 19.75 10.00 B -1 Left Opening 1 8.00 10.00 B -1 Right Opening 1 12.00 10.00 Line C C -1 Left Opening 1 7.75 18.50 C -1 Left Wall End 0.25 18.50 C -1 Right Opening 1 12.25 18.50 C -1 Right Wall End 19.75 18.50 C -1 Left Opening 1 8.00 18.50 C -1 Right Opening 1 12.00 18.50 Line E E -1 Left Wall End 0.25 37.50 E -1 Right Wall End 13.25 37.50 E -1 Right Wall End 13.50 37.50 Line G G -1 Left Wall End 28.25 48.00 G -1 Right Wall End 40.25 48.00 G -1 Left Wall End 28.00 48.00 G -1 Right Wall End 40.50 48.00 Line H H -1 Left Opening 2 30.25 64.00 H -1 Left Wall End 0.75 64.00 H -1 Left Opening 1 15.25 64.00 H -1 Right Opening 1 21.75 64.00 H -1 Right Opening 2 33.25 64.00 H -1 Left Opening 3 37.25 64.00 H -1 Left Wall End 0.50 64.00 H -1 Left Opening 1 15.50 64.00 H -1 Right Opening 1 21.50 64.00 H -1 Left Opening 2 30.50 64.00 H -1 Right Opening 2 33.00 64.00 H -1 Left Opening 3 37.50 64.00 Line I I -2 Right Opening 1 26.25 75.00 I -1 Right Opening 1 3.25 75.00 I -1 Left Opening 2 9.75 75.00 I -1 Right Opening 2 16.25 75.00 I -1 Right Wall End 19.75 75.00 I -2 Right Wall End 40.75 75.00 I -1 Right Opening 1 3.00 75.00 I -1 Left Opening 2 10.00 75.00 I -1 Right Opening 2 16.00 75.00 I -2 Left Opening 1 20.00 75.00 I -2 Right Opening 1 26.00 75.00 206 206 206 206 206 206 125 125 125 125 206 206 206 206 206 206 125 125 125 125 121 121 121 121 121 121 121 121 201 201 201 201 201 201 201 201 377 377 380 380 377 377 380 380 170 170 170 170 170 170 170 170 170 170 170 170 131 131 131 131 131 131 131 131 131 131 131 131 167 85 157 47 82 33 33 24 24 40 40 427 406 7 7 90 1 59 23 52 31 11 52 28 90 Line -Wall - Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert. element = column or strengthened 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 overturning 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 factor(s) Co Notes: Combined load includes vertical earthquake load of - 0.2Sds x seismic load factor x unfactored D = 0.140 x factored dead load shown. North -South Shearlines W Gp For Dir HMI Fact. Int Ext Shear Force [plf] V jibs] vmax V /FHS Int Allowable Shear [pit] Ext Co C Total V Fibs] Cut. Rasp. Line 1 Level 2 - - Levell 42590 2403 2780 2780 - - Structure 78469 - 7243 Lnl, Lev2 2 Both 1.0 1.0 1370 18.3 20.1 125 260 1.00 S 260 17680 0.08 Level 1 Lnl, Levl 2 Both 1.0 1.0 2476 33.0 36.4 125 260 1.00 S 260 17680 0.14 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1.0 430 5.7 20.0 125 125 1.00 X 250 5375 0.08 Level 1 Ln2, Levl 5 Both 1.0 1.0 410 5.5 48.3 175 175 1.00 X 350 2975 0.14 Line 3 Level 2 Ln3, Lev2 2 Both 1.0 1.0 507 6.8 22.0 125 260 1.00 S 260 5980 0.08 Level 1 Ln3, Levi 1 Both 1.0 1.0 237 3.2 52.6 125 380 1.00 S 380 1710 0.14 Line 4 Level 2 Ln4, Lev2 3 Both 1.0 1.0 410 - 22.1 125 125 1.00 X 250 4625 0.09 Wall 4 -2 3 Both 1.0 1.0 244 22.1 22.1 125 125 1.00 250 2750 0.09 Wall 4 -1 3 Both 1.0 1.0 166 22.1 22.1 125 125 1.00 250 1875 0.09 Level 1 Ln4, Levl 5 Both 1.0 1.0 496 11.5 49.6 175 175 1.00 X 350 3500 0.14 Line 5 Level 2 Ln5, Lev2 2 Both 1.0 1.0 510 11.9 25.5 125 260 1.00 S 260 5200 0.10 Level 1 Ln5, Levl 1 Both 1.0 1.0 1678 39.0 56.9 125 380 1.00 S 380 11210 0.15 East -West W For HMI Fact. Shear Force [pit] Allowable Shear [pIf] Crit. Shearlines Gp DIr Int Ext V Elba] vmax V /FHS Int Ext Co C Total V Fibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 409 20.4 29.2 125 260 1.00 S 260 3640 0.11 Level 1 LnA, Levl 1 Both 1.0 1.0 1282 64.1 91.6 125 380 1.00 S 380 5320 0.24 Line B Level 2 LnB, Lev2 3 Both 1.0 1.0 435 21.8. 27.2 125 125 1.00 X 250 4000 0.11 Line C LnC, Lev2 3 Both 1.0 1.0 423 21.2 26.5 125 125 1.00 X 250 4000 0.11 Line D Level 1 LnD, Levi 4 Both 1.0 1.0 1481 - 87.1 145 380 1.00 S 380 6460 0.23 Wall D -2 4 Both 1.0 1.0 - 145 380 1.00 380 - - Wall D -1 4 Both 1.0 1.0 1481 87.1 87.1 145 380 1.00 380 6460 0.23 Line E Level 2 LnE, Lev2 3 Both 1.0 1.0 335 8.2 24.8 125 125 1.00 X 250 3375 0.10 Line G LnG, Lev2 3 Both 1.0 1.0 312 7.6 25.0 125 125 1.00 X 250 3125 0.10 Line H WoodWorks® Sheauwafis S Rigid Diaphragm Seismic Design Rigid analysis not performed for level 1, 2 because not all shearlrnes were loaded and rigidities could not be determined using the flexible diaphragm method EISMIC INFORMATION garysinghhs03.vasr Aug. 17, 2009 15:07:18 Vertical Earthquake Load Ev = 0.2 Sds 0; Sds = 0.60; Ev = 0.120 0 unfactored; 0.084 0 factored;; total dead load facto V. - 0.084 = 0.575 te nsion, 7. 0.084 = 1.084 compression. RESULT Building Mass jibs] Area [sq.ft] Story Shear [ibs] E -W NS Reliability Factor p E -W NS Leve12 35879 2403 4463 4463 - - Levell 42590 2403 2780 2780 - - Structure 78469 - 7243 7243 1.00 1.00 WoodWorks® Sheauwafis S Rigid Diaphragm Seismic Design Rigid analysis not performed for level 1, 2 because not all shearlrnes were loaded and rigidities could not be determined using the flexible diaphragm method EISMIC INFORMATION garysinghhs03.vasr Aug. 17, 2009 15:07:18 Vertical Earthquake Load Ev = 0.2 Sds 0; Sds = 0.60; Ev = 0.120 0 unfactored; 0.084 0 factored;; total dead load facto V. - 0.084 = 0.575 te nsion, 7. 0.084 = 1.084 compression. RESULT LnH, Lev2 3 Level 1 LnH, Levi 3 Both 1.0 1.0 Both 1.0 1.0 758 18.5 26.6 2081 - 125 125 1.00 X 250 7125 125 125 1.00 X 250 8375 0.11 Wall H -1 3 Both 1.0 1.0 994 62.1 62.1 125 125 1.00 250 4000 0.25 Wall H -3 3 Both 1.0 1.0 1087 62.1 62.1 125 125 1.00 250 4375 0.25 Wall H -2 3 Line I Both 1.0 1.0 - 125 125 1.00 250 - - Level 2 LnI, Lev2 2 Wall Both 1.0 1.0 749 - 28.8 125 260 1.00 S 260 6760 0.11 I -1 2 Both 1.0 1.0 317 28.8 28.8 125 260 1.00 260 2860 0.11 Wall 1 -2 2 Level 1 Both 1.0 1.0 432 28.8 28.8 125 260 1.00 260 3900 0.11 LnI, Levl 1 Both 1.0 1.0 591 - 125 380 1.00 S 380 2280 - Wall 1 -2 1 Both 1.0 1.0 591 98.4 98.4 125 380 1.00 380 2280 0.26 Wall I -1 1 Both 1.0 1.0 - 125 380 1.00 380 - - W Grp -Wall group as listed in Materials table: For Dfr - fo rce directinn arwavc •h„ th• • 14M1 Ranh... _ C.............4.- ,....s........._„ A. -a_a -. ...,�... _.._ ._ _ . _. _ WoodWorks® Shearwa is garysinghhs03.wsr Aug. 17, 2009 15:07:18 SHEAR RESULTS (rigid seismic design, continue v. ICLM wr numaw 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. 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, lnt• - 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 H/W factor, V - Combined shear capacity of wall or total capacity of shearline ; Crit 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. z -77 Level 1 Line- W Position on Wail or Opening Location [ft] X Y Shear Tensile Hoiddown Force [Ws] Dead Uplift Cmb'd Dragstrut Force [Ibs] Line 1 1 -1 Left Wall End 0.00 0.25 452 452 1 -1 Left Opening 1 0.00 41.75 452 452 1 -1 Right Opening 1 0.00 44.25 452 452 1 -1 Left Opening 2 0.00 49.75 396 396 1 -1 Right Opening 2 0.00 55.25 235 235 Line 1 Vert. Element 0.00 57.25 161 161 1 -1 Right Wall End 0.00 74.75 452 452 1 -1 Left Opening 1 0.00 42.00 143 1 -1 Right Opening 1 0.00 44.00 77 1 -1 Left Opening 2 0.00 50.00 97 1 -1 Right Opening 2 0.00 55.00 68 Line 2 Line 2 Vert. Element 11.00 39.25 160 160 Line 2 Vert. Element 11.00 49.75 160 160 Line 2 Vert. Element 11.00 53.25 160 160 2 -1 Left Wall End 11.00 55.75 386 386 Line 2 Vert. Element 11.00 63.25 160 160 2 -1 Right Wall End 11.00 63.75 386 386 2 -1 Left Wall End 11.00 55.50 304 2 -i Right Wall End 11.00 64.00 60 Line 3 Line 3 Vert. Element 20.00 1.25 138 138 Line 3 Vert. Element 20.00 9.75 39 39 Line 3 Vert. Element 20.00 11.25 72 72 3 -1 Right Opening 2 20.00 27.75 493 493 3 -1 Right Wall End 20.00 31.75 597 597 3 -1 Right Wall End 20.00 32.00 136 3 -1 Right Opening 2 20.00 27.50 87 Line 4 4 -1 Left Wall End 26.00 54.25 574 574 Line 4 Vert. Element 26.00 61.25 177 177 4 -1 Right Wall End 26.00 63.75 397 397 Line 4 Vert. Element 26.00 64.25 177 177 Line 4 Vert. Element 26.00 74.75 177 177 4 -1 Left Wall End 26.00 54.00 254 4 -1 Right Wall End 26.00 64.00 127 Line 5 5 -1 Right Opening 1 41.00 36.75 455 455 5 -1 Left Opening 2 41.00 42.25 455 455 Line 5 Vert. Element 41.00 46.25 204 204 5 -1 Right Opening 3 41.00 49.75 455 455 Line 5 Vert. Element 41:00 51.75 204 204 5 -1 Left Opening 4 41.00 55.25 455 455 5 -1 Right Opening 4 41.00 57.75 455 455 Line 5 Vert. Element 41.00 58.25 204 204 Line 5 Vert. Element 41.00 65.75 204 204 Line 5 Vert. Element 41.00 69.25 204 204 5 -1 Right Wall End 41.00 74.75 659 659 5 -1 Right Opening 1 41.00 36.50 176 5 -1 Left Opening 2 41.00 42.50 68 5 -1 Right Opening 3 41.00 49.50 342 5 -1 Left Opening 4 41.00 55.50 235 5 -1 Right Opening 4 41.00 57.50 313 Line A A -1 Left Wall End 0.25 0.00 966 966 A -1 Left Opening 1 6.75 0.00 966 966 A -1 Right Opening 1 13.25 0.00 966 966 A -1 Right Wall End 19.75 0.00 966 966 A -1 Left Opening 1 7.00 0.00 192 A -1 Right Opening 1 13.00 0.00 192 Line B Line B Vert. Element 0.25 10.00 218 218 Line B Vert. Element 7.75 10.00 218 218 Line B Vert. Element 12.25 10.00 218 218 Line B Vert. Element 19.75 10.00 218 218 Line C Line C Vert. Element 0.25 18.50 212 212 Line C Vert. Element 7.75 18.50 212 212 Line C Vert. Element 12.25 18.50 212 212 Line C Vert. Element 19.75 18.50 212 212 Line D WoodWorks® Shearwa1Ds DRAGSTRUT AND HOLDDOWN FORCES garysinghhs03.wsr Aug. 17, 2009 15:07:18 D -1 D -1 D -1 D -1 Left Wall End Left Opening 1 Right Opening 1 Right Wall End 0.25 6.25 9.75 19.75 32.00 32.00 32.00 32.00 697 697 697 697 697 697 697 697 D -1 Left Opening 1 6.50 32.00 331 D -1 Right Opening 1 9.50 32.00 223 Line E Line E Vert. Element 0.25 37.50 198 198 Line E Vert. Element 13.25 37.50 198 198 Line G Line G Vert. Element 28.25 48.00 200 200 Line G Vert. Element 40.25 48.00 200 200 Line H H -1 Left Wall End 0.25 64.00 497 497 Line H Vert. Element 0.75 64.00 213 213 Line H Vert. Element 15.25 64.00 213 213 H -i Left Opening 1 15.75 64.00 497 497 H -3 Left Wall End 20.75 64.00 497 497 Line H Vert. Element 21.75 64.00 213 213 H -3 Left Opening 1 28.75 64.00 621 621 H -3 Right Opening 1 32.25 64.00 408 408 Line H Vert. Element 33.25 64.00 213 213 Line H Vert. Element 37.25 64.00 213 213 H -3 Right Wall End 40.75 64.00 497 497 H -1 Left Opening 1 16.00 64.00 182 H -1 Right Opening 1 19.50 64.00 4 Line I Line I Vert. Element 2.75 75.00 136 136 Line I Vert. Element 20.25 75.00 86 86 Line I Vert. Element 28.25 75.00 180 180 I -2 Right Opening 2 35.25 75.00 788 788 I -2 Right Wall End 40.75 75.00 1018 1018 I -2 Right Opening 2 35.00 75.00 504 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or Opening X Y Shear Dead Uplift Cmb'd Force fibs] Line 1 1 -1 Left Wall End 0.00 0.25 161 161 1 -1 Left Opening 1 0.00 41.75 161 161 1 -1 Right Opening 1 0.00 44.25 161 161 1 -1 Left Opening 2 0.00 51.75 161 161 1 -1 Right Opening 2 0.00 57.25 161 161 1 -1 Right Wall End 0.00 74.75 161 161 1 -1 Left Opening 1 0.00 42.00 79 i -1 Right Opening 1 0.00 44.00 42 1 -1 Left Opening 2 0.00 52.00 57 1 -1 Right Opening 2 0.00 57.00 34 Line 2 2 -1 Left Wall End 11.00 39.25 160 160 2 -1 Left Opening 1 11.00 49.75 160 160 2 -1 Right Opening 1 11.00 53.25 160 160 2 -1 Right Wall End 11.00 63.25 160 160 2 -1 Left Wall End 11.00 39.00 223 2 -1 Right Wall End 11.00 63.50 66 2 -1 Left Opening 1 11.00 50.00 67 2 -1 Right Opening 1 11.00 53.00 84 Line 3 3 -1 Right Opening 1 20.00 3.25 176 176 3 -1 Left Opening 2 20.00 18.75 176 176 3 -1 Right Opening 2 20.00 25.25 176 176 3 -1 Right Wall End 20.00 .31.75 176 176 3 -i Right Wall End 20.00 32 ;00 • 291 3 -1 Right Opening 1 20.00 3.00 20 3 -1 Left Opening 2 20.00 19.00 224 3 -1 Right Opening 2 20.00 25.00 184 Line 4 4 -1 Left Wall End 26.00 54.25 177 177 4 -1 Right Wall End 26.00 61.25 177 177 4 -2 Left Wall End 26.00 64.25 177 177 4 -2 Right Wall End 26.00 74.75 177 177 4 -2 Left Wall End 26.00 64.00 139 4 -1 Left Wall End 26.00 54.00 210 4 -1 Right Wall End 26.00 61.50 115 Line 5 5 -1 Right Opening 1 41.00 46.25 204 204 5 -1 Left Opening 2 41.00 51.75 204 204 Woodlfiforks® ShearwaHs garysinghhs03.Wsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (rigid seismic design, continued 3 Jkz WoodWorks® Sheamails garysinghhs03.wfsr Aug. 17, 2009 15:07:18 DRAGSTRUT AND HOLDDOWN FORCES (rigid seismic design, continued) 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 5 -1 Right Wall End 5 -1 Right Opening 1 5 -1 Left Opening 2 5 -1 Right Opening 2 5 -1 Left Opening 3 5 -1 Right Opening 3 Line A 41.00 58.25 41.00 65.75 41.00 69.25 41.00 74.75 41.00 46.00 41.00 52.00 41.00 58.00 41.00 66.00 41.00 69.00 A -1 Left Wall End 0.25 0.00 A -1 Left Opening 1 6.75 0.00 A -1 Right Opening 1 13.25 0.00 A -1 Right Wall End 19.75 0.00 A -1 Left Opening 1 7.00 0.00 A -1 Right Opening 1 13.00 0.00 Line B B -1 Left Wall End 0.25 10.00 B -1 Left Opening 1 7.75 10.00 B -1 Right Opening 1 12.25 10.00 B -1 Right Wall End 19.75 10.00 B -1 Left Opening 1 8.00 10.00 B -1 Right Opening 1 12.00 10.00 Line C C -1 Left Wall End 0.25 18.50 C -1 Left Opening 1 7.75 18.50 C -1 Right Opening 1 12.25 18.50 C -1 Right Wall End 19.75 18.50 C -1 Left Opening 1 8.00 18.50 C -1 Right Opening 1 12.00 18.50 Line E E -1 Left Wall End 0.25 37.50 E -1 Right Wall End 13.25 37.50 E -1 Right Wall End 13.50 37.50 Line G G -1 Left Wall End 28.25 48.00 G -1 Right Wall End 40.25 48.00 G -1 Left Wall End 28.00 48.00 G -1 Right Wall End 40.50 48.00 Line H H -1 Left Wall End 0.75 64.00 H -1 Left Opening 1 15.25 64.00 H -1 Right Opening 1 21.75 64.00 H -1 Left Opening 2 30.25 64.00 H -1 Right Opening 2 33.25 64.00 H -1 Left Opening 3 37.25 64.00 H -1 Left Wall End 0.50 64.00 H -1 Left Opening 1 15.50 64.00 H -1 Right Opening 1 21.50 64.00 H -1 Left Opening 2 30.50 64.00 H -1 Right Opening 2 33.00 64.00 H -1 Left Opening 3 37.50 64.00 Line I I -1 Right Opening 1 3.25 75.00 I -1 Left Opening 2 9.75 75.00 I -1 Right Opening 2 16.25 75.00 I -1 Right Wall End 19.75 75.00 I -2 Right Opening 1 26.25 75.00 I -2 Right Wall End 40.75 75.00 I -1 Right Opening 1 3.00 75.00 I -1 Left Opening 2 10.00 75.00 I -1 Right Opening 2 16.00 75.00 I -2 Left Opening 1 20.00 .75.00 I -2 Right Opening 1 26.00 75.00 204 204 204 204 234 234 234 234 204 204 204 204 234 234 234 234 218 218 218 218 218 218 218 218 212 212 212 212 212 212 212 212 198 198 200 200 198 198 200 200 213 213 213 213 213 213 213 213 213 213 213 213 231 231 231 231 231 231 231 231 231 231 231 231 166 84 155 46 82 61 61 44 44 42 42 225 213 4 9 112 1 74 28 65 55 19 91 49 158 Line -Wall - Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert. element = column or strengthened 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 overturning 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 factor(s) Co Notes: 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, according to IBC 2305.3.11. 3/3z BEAM CALCULATIONS DATE: / , I r, � LOCATION: eS, 52A/4/ /s SPAN = L = / 7 f FEET THEREFORE: S = b x d IN = McAP. McAP. = GREATER THAN MDES. THEREFORE OKAY S BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 2 & PSF LL = 467 PSF THEREFORE TL = 6 v PSF w = TL x width contrib. area = <G�' PLF 6 2 MDES. (UNIF. LOAD) = w X L ' c • I7z /5 2 09 Fb BEAM OR JOIST TYPE : J GRADE: // a // MDES. (POINT LOAD) = ((L - X) / L x P) x X FT # FT # FT # = IN# Fb = IN # PSI FT # FT # FT # 1N # = IN# = 2, i:' q(9 IN # REQUIRED Z /4i Dr F (/72 Depth TJI® Basic Properties Joist Only El x 10 (In. -Ibs) Maximum Vertical Shear (ibs) Reaction Properties 32" Intermediate Reaction Joist Weight (Ibs/ft) Maximum Resistive Moment(I) (ft -lbs) 134" End Reaction (Ibs) (Ibs) No Web With Web Stiffeners Stiffeners 110 2.3 2,380 140 1,220 885 1,935 N.A. 9W 210 2.6 2,860 167 1,330 980 2,145 N.A. 230 2.7 3175 183 1,330 1,035 2,410 N.A, 110 2.5 Q,011") ; 238 1,560 .. 885 1,935 2,295 r 2.8 3. 0 283 1,655 -, 980 2,145 2,505 41110 _3.0 ___ 4,015 310 1,035 2,410 2 11W 1,655 360 3.0 ., 80 419 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 1,860 885 1,935 2,295 210 3.1 4 4 1,945 980. 2,145 2,505 14" 230 3.3 4 454 \ 1,945 1,035 2410 2 360 3.3 7,335 612 1,955. 1,080 2,460: 2,815 560 4.2 11,275 926 2,390 1,265 3,000 ' 3,475 210 3.3 4 895 566 2,190 980 2,145 2,505 16" 230 3.5 5,440 618 2,190 1,035 2,410 2,765 360 3.5 8,405 830 2,190 1,080 2,460 2,815 560 4.5 12,925 1,252 2,710 1,265 3,000 3.475 Design Properties, Material Weights, and Job -Site Safety I Design Properties (100% Load Duration) (1) Caution: Do not increase joist moment design properties by a repetitive member use factor. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR -1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of A (inches): For For TJI ® 110, 210, 230, and 360 Joists TJI® 560 Joists = 22.5 wL + 2.67 wL A - 22 wL + 2.29 wL El dx10 El dx10 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 DO NOT allow 'workers:to on Joists untilbraced,r4 r: (sue .:INJURY 11A? sULT W', ti ,JVOT.stdck: building nbigr calf n unsheathed jbistsi Stac k'onff over beams or, walls,, Trus Joist • TIM Joist Specifiers Guide 2025 • January 2001. r TJi® joists are intended for dry-use applications Material Weights (Include TJI® weights In dead load calculations -see Design Properties table at left for joist weights) Floor Panels Southern Plne I ' plywood .. .1.7 psf 5 43' plywood 2.0 psf 3/4' plywood .. 2 5 psf 1W plywood 3.8 psf OSB ...... . 1.8 psf ;41' OSB ....... 2.2 psf 3/4' OSB 2.7 psf rk' OSB ..... . .. 3.1 psf 1 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 Of 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 /' ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (3/4') ... 6.5 psf Ceilings Acoustical fiber tile 1 0 psi l ' gypsum board 2.2 psf W gypsum board 2.8 psf Plaster (1' thick) 8.0 psf 'WARNING Lack of concern for proper bracing during construction can result in serious accidents. Under normal conditions if the RTES: follow guidelines are observed, accidents will be avoided. 1: All blocking, hangers; rim boards, and rim joists at the end supports of the 461:II!1oists mtist-be cortipletely and properly r2 ':Lateral strength likealiraced'end wall or an existing deck, must be estab- . fished at the ends of the baVhis can also be accomplished by a temporary or etl'nanent Aeck (shi£ath1dg )1astened.to the first 4 feet of joists at the end of the`b y y � +`� �• : • NSafet i bracing lines of'1x4.(minimum) must be nailed to a braced end wall or ,.< � area as in note 2 and to each joist. Without this bracing, buckling : orrollb'er:is highly,probable undgtfight construction loads -like a *bilker or oiie'layer ofti tnelled sheathing. Y. �t)itathing i'ti §t be totally attached to each TJI® joisteforC'additional loads `•bombe placed on: the system:' .; Pill%f cantilevers iequi �e,afety bracing on both the top and bottom flanges. : 1h filanjlesiiutenairi sfraig within a tolerance of,ih' from true alignment. r PSF Live• ood /�10 'k . P ea d b 12! e c 16 019.2 c olt: 40 PSFive Load: / 20iPSF i 2'''d c. 16 194! eed:L-oad. , 1 10 'N :A, fl iVEAli s ;N1A. ' 'NA. 16 -0" 12' -9" 210 NA N A 2f 4 1/j + ' 2 .; 1"7'9" 1.4,44 230 AA NA: 44 A 9 ` s '1` A .NA 19'.11' 15'11' 360 'VA. NzA '1 ' -5 ° t , t 9� ' j'A 24 -3• 560, N:A. .NSA,, , 2911,0" ' - -- 3 fO' �.. r ,�N.A: 29M 24 ":10 19.' •40' 2 4 Floor Span Tables Trus Joist • Tile Joist Specifier's Guide 202 Not all products are available In all markets. Contact your Trus Joist representative for information. 1 9 Jib" , 11 14" TJI 110 joists 1 3 /8 " 1 2 lh TJI® 210 joists r _25A6" 1 3 /8" 9 11 14" 16" TJI® 230 joists 2 1 11 3 /8" ---MF 14" 16" TJI® 360 joists r 3ve 1 " - i 11 7 /16" 14" 16" TJI® 560 joists 15' -9 Depth, • anuary 2004 lye Load Deflection gbh" f 1,7' OY 1151,9:: 1 519 6; 7° 1; 21 "' '912° 60 .2t41": 2t0' 1' 210¢ 26' 3i °3 .14 X230 28',10 h24#6°;','" 6'O �26F`0� ti3 s �s� =s� 2sro :ebb "2 " • 1fi" 2 0 2 °. 24 , 4 '.. . 36(t =28' 9 ' 6 3; e 4 460 62 48 29 e (1) ( f1W 26' - 31 1 ) 1 i) 04" L/360 L/360 Live Load Deflection (Minimum Criteria per Code) 40?f1 6''LWet' :tino e r 'Ems. 19 go 0:i - 2 110 18'-2` 18';7 ^ 1.5 91w 2 _ b . 19'1' 17F 5' . 16J6.j 230 1:9 w7 1/41:" 110 2 7 - 16!‘ - 11' 1na 20'.4! 115A" 2 . 11'+. 3; ©ejith 4RSF.e 19:2,' 43 :0: '24, 04. 4'31 1k ` f2 - ;14t 1''; 124° 15' 3'` 14" 1 14 10"(1) 1.7' %3 15 =51(1) &}1" 1 : -3`1) 11' f948 1:7' 0°0) 26 23: 78' .ix . ': 21 8' 18.-4' 17: =1 111). 14' Marti) 20.-t �6 f9'() . i$` -2 "d ) '28'-10" 21'4 1 5.9. 26 0 23'=8" 22' -4 "1t) IX-101 ,2.5,1='=6" 26'-y0" 25''4.(1) 20 ,1;1`(1) 22' -0'(l) 20' i "c1:) .1.6; -2 "( ,?a1�56 23 " -2' 21' -2 "E 22' -4"( 17 26' -3 "( 20'- 11 "( How to Use These Tables 1. Determine the appropriate live load - deflection criteria. 2. Identify the live and dead load condition. 3. Select on- center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI® joist and depth. L'Ive load eflection.ls ot'theeop y�lac 40,1ia1 affects s how:aflloar wI I'p rforl► '' ` Topmor ccurateIy-pfed!fifloprpp ldrina'' use' oft rTJ -Pro' RatInrg $tem . i PSf. L"ttta+Load 120 ,A > " Ai4: 19;2" occ. 24 " o:c. 13'11' 1.2` -5 " '1:.._. 16r 9' 15 =4" 13' 78" Z' 17'-8' 16' -1" 14 -5` 17' -3' 15' -8" 14' -0"( 0 '22•' 8" 18 30 23.3" 2 0 725!=4- -2 z =2' F2,! 0 28.10 0 ;23;79! ::28,4i• .. J. 22`.46r 2 ( •:01:;:. 2 • ti at4 cs) 1 }) { 21"") .2r40" 1811' 11' -3' 16-5'(1) 0%14* 11114' 16' -3 "( 234" . "(r). 17'40 "( a "3"• 4k 9b t7 , ,1t(1) 14 16 • -° i. s8r 19' 1 , 7 ,, 1 " C 9 a 5 4 :23u 9 ": I'Lrte.1 (x liMe 1 26 lti 14 ". a' . c' =4" 0 28 9` ,`2 3", 2j 12' 4'(1). 17'10 22' 8.. ,29,`91' 2640 20' 11'( 2/.10° '241: 2240 4 ! r -li" •22470) 20'1"E 1:6' -2•(1) 1.13`,!‘ i - - 6' 31' -16 �29 0` 2 ;+1n. )' "•i '"'3� 'x 0":. 26 QY(t). 22 '. -4'()) 17' 1:0"( 00 3 '-1" 32' 1;1 ' 1' 0:( �1' $ .r ( ,P., pip 31.,,6uri 261 -3'E1i 20`- 11"( Long term deflection under dead load, which includes the effect of creep, has not been considered. Bold Italic spans reflect initial dead load deflection exceeding 0.33'. (1) Web stiffeners are required at intermediate supports of continuous span Joists when the intermediate bearing length is less than 5W and the span on either side of the intermediate bearing is greater than the following spans: General Notes • Tables are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports (13/4" minimum end bearing). • Assumed composite action with a single layer of 24° on- center span- rated, glue - nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions. • For loading conditions not shown, refer to software or to load tables on page 15. BEAM CALCULATIONS DATE: /6' f,4 LOCATION: 6 , , 5 - - - / / / 4 / 7 / / -� 2 ' , t? L J LFr 7 /l•' -- SPAN = L = / 7 FEET /‘ c`' 7 MDES. (UNIF. LOAD) BEAM OR JOIST TYPE : 7 re GRADE: ,7 0 S = b x d IN = THEREFORE: WAR = S Fb MCAP. = GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area = w x L PLF FT # FT # FT # IN # MDES. (POINT LOAD) _ (( L — X) / L x P) x X FT # IN IN# = 3, G/5 IN # = 2, �r O IN # REQUIRED Fb PSI FT # FT # IN BEAM CALCULATIONS DATE: / 5 4' '/i ' C' 9 LOCATION: /1 � ,`._5 7/ �,:,�' SPAN = L= /` FEET /6 c 1 711 MDES. (UNIF. LOAD) _ BEAM OR JOIST TYPE : 1 / v GRADE: 2 Yc S = b x d IN = THEREFORE: Mc p = S F McAP. = GREATER THAN MDES. THEREFORE OKAY DL = 2 PSF LL = 46 ' PSF THEREFORE TL = [ r. PSF w = TL x width contrib. area = £C PLF MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # FT # = FT # IN# BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same w x L p /7/5 3, Fb = /- PSI IN IN # FT # FT # FT # IN # = .4 5 IN# = 3, egg ) IN # REQUIRED c./ 5I .70 1/4g 0 / 41. 01, ert / T 1- /4057 >- e'k BEAM CALCULATIONS DATE: / F /) 't; ',' LOCATION: 6 /1 SPAN = L = 4 FEET S = b x d IN = THEREFORE: A 'A MCAP. = S . mcAp. = 2 /4- GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = ?c PSF LL = PSF THEREFORE TL = ' PSF w = U x width contrib. area = / 7 • I MDES (UNIF. LOAD) — w x L Jo / • /./ r' MDES. (POINT LOAD) = ((L — x P) x X FT # FT # FT # IN # 7 ), 2.7/- BEAM OR JOIST TYPE : 2 GRADE: /// Fb = /1 PSI Fb = IN # PLF FT # FT # FT # IN # = IN # = (7,247C) IN # REQUIRED BEAM CALCULATIONS DATE: /8 . r? LOCATION: /5 SPAN = L = /0 C FEET BEAM OR JOIST TYPE : 4' ( GRADE: // r / Fb S b x d IN = THEREFORE: McAp S MCAP. 1 DL = 2 PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area = PLF () ( MDES. (UNIF. LOAD) = Fb BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same MDES. (POINT' LOAD) = ((L - X) / L x P) x X FT # FT # FT # IN # c IN GREATER THAN MDES. THEREFORE OKAY ( w x L ./ FT # /C- ' / c' FT # FT # IN # = r/6 1N# PSI = 42, 1N 6 . REQUIRED BEAM CALCULATIONS DATE: / sr; LOCATION: r i t) ) BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same SPAN = L = 7c) FEET DL = ?C PSF LL 40 PSF THEREFORE U = 0 PSF S = b x d IN = THEREFORE: c) BEAM OR JOIST TYPE: 2 0: MCAP. S . Fb MCAP. = 4 7 GREATER THAN MDES. THEREFORE OKAY w = TL x width contrib. area = C PLF MDES. (UNIF. LOAD) = W X L / /8 ? MDES. (POINT LOAD) = ((L — X) IL x P) x X FT # FT # FT # IN # GRADE: Fb = 4 ( ° PSI = IN IN # FT # FT # FT # IN # e/P = ';IN # REQUIRED BEAM CALCULATIONS DATE: / LOCATION: (r, SPAN = L= FEET DL= 21 PSF LL = 4,1 PSF THEREFORE: MCAP. = S MCAP. = THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same THEREFORE IL = PSF w = TL x width contrib. area = (="e PLF / Q ( MDES. UNIF. LOAD) = W X L MDES. (POINT LOAD) = (( X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : /? GRADE: Fb = PSI S b x d IN = = IN d dti 4 ., ' GREATER THAN MDES. 7/ e Fb = IN FT # FT # FT # IN # = = 7?/ IN # REQUIRED BEAM CALCULATIONS DATE: /8 4 Ph "e' 7 LOCATION: // t-t SPAN = L = 7' FEET i p 0 4; - r t- ( •f d ' 1 7 1/4" r I BEAM OR JOIST TYPE: 7 GRADE: S = b x d IN — THEREFORE: McAp = S Fb WAR = GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = Z PSF LL = 4 o PSF THEREFORE TL = r PSF w = Ii x width contrib. area = iC2 PLF SS 1 >e / (.1/2 , 4 MDES. (UNIF. LOAD) = W X L , r , a 1 7 2 fy..7 4c 7, 4 ?fo FT # FT # FT # IN # MDES. (POINT LOAD) — ((L — X) / L x P) x X FT # Fb '1(" PSI IN 1N# FT # FT # IN =461, =4c 7, 4 0 IN # REQUIRED BEAM CALCULATIONS DATE: /€ A G '4 ` �' C' LOCATION: ..; //-", t ,r " SPAN = L = /6 FEET BEAM OR JOIST TYPE : S = b x d IN = THEREFORE: McAP. = MCAP. = S . 72 . GRADE: H;�� Fb= PSI Fb = IN # / S = 6 z 7 5 S IN # GREATER THAN MDES. THEREFORE OKAY MDES. (UNIF. LOAD) = BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 2 PSF LL = ? c_' PSF THEREFORE TL = PSF w = TL x width contrib. area = S r PLF , 6 w x L /8 FT # = 3 2 � ' FT# = FT # = S / S9`7 IN# I MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # = FT # = FT # IN# = 3 ! 5 9. 7 IN # REQUIRED IN3 ( SPAN = L= 4 FEET BEAM CALCULATIONS DATE: /8 1.1 LOCATION: 5///4:/ /1 0 • p ' BEAM OR JOIST TYPE : . 7 Z GRADE: F = S = b x d IN = THEREFORE: /L /0 /4 0 P' " MCAP. = S NicAp = Fb GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = 0 PSF LL = PSF THEREFORE TL = PSF 74, w = TL x width contrib. area = /? 2 PLF 6' -4- /6 4 MDES. (UNIF. LOAD) = W X L = //; ' FT # FT # FT # IN # MDES. (POINT LOAD) — ((L — X) / L x P) x X FT # FT # FT # IN # IN # = 7,7,5 = Z, ilc IN # REQUIRED PSI BEAM CALCULATIONS DATE: /7 " LOCATION: ‘, 5 C ( SPAN = L = 6.0 FEET S = b x d IN = THEREFORE: MCAP. = S . DL= 2c PSF LL = 4° PSF THEREFORE TL = C 0 PSF w = TL x width contrib. area = 4 PLF • / 6 6 MDES. (UNIF. LOAD) = MDES. (POINT LOAD) — X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : X / GRADE: Fb = t 7) (I PSI Fb MCAP. = GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same = Ze5 IN # 1N# = 25; 4111 IN # REQUIRED w x L 472 6 IN 3 FT # FT # FT # IN # BEAM CALCULATIONS DATE: /e / LOCATION: " ( SPAN = L = FEET t e. G Li (. BEAM OR JOIST TYPE: S = b x d IN = THEREFORE: MCAP. = MC AP. S THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = C) PSF LL = ° PSF THEREFORE U =669 PSF w = TL x width contrib. area = ( PLF /6: 0 / 0' 4 MDES. (UNIF. LOAD) = w x L = ‘169 ViS MDES. (POINT LOAD) = ((L — / L x P) x X FT # FT ft FT # IN # GRADE: 7-4 Fb = r " 6i PSI Fb GREATER THAN MDES. IN IN # FT # FT # FT # IN # ?) 76 5- # / 4) = 0 IN # REQUIRED BEAM CALCULATIONS DATE:/? //4 1(1 9 LOCATION: ( , 5 /7 A-) EY?", it--; Li j 1)/ e , c / SPAN = L = FEET (1/2 11 )'' MDES (UNIF. (UNIF. LOAD) BEAM OR JOIST TYPE : 2 e GRADE: / C- Fb = ej. PSI S = b x d IN = THEREFORE: MCAP. S . Fb McAp = Y 3 rc GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = -'c PSF LL =2 PSF THEREFORE TL =4 S PSF w = TL x width contrib. area = PLF 41 y 4 s w x L 2 18 2 /F IN FT # FT # FT # IN # MDES. (POINT LOAD) — ((L — X) / L x P) x X FT # FT # FT # IN # IN # = = Zi"/ IN # REQUIRED 2, (4/.5)/2 5 - 7 - 4-1) I A/ —7 / F23 p ( /7,77 3 , 72) 7•1 /v/ 2 `- - / e2? // 9 3 pz_/= 4, 5 7 I), • C3 0 C ,eg 1-1 A7X/D, >.< 2 e.> e2c) z 943 P t- F • 2 4 # (// 04 -01 -2011 GARY SINGH 4224 S 148 ST TUKWILA WA 98168 RE: Permit No. D09 -169 4644 S 148 ST TUKW Dear Permit Holder: Based on the above, you are hereby advised to: -or- City of f Tukwida The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File Permit File No. D09 -169 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 05/31/2011. 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, , provided the inspection shows progress. 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. In the event you do not call for an inspection and /or receive an extension prior to 05/31/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 GARY SINGH 4224 S 148 ST TUKWILA WA 98168 RE: Permit No. D09 -169 4644 S 148 ST TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 06/05/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206- 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 06/05/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician (7 3 ._\.. 1 .\_ File: Permit File No. 1)09 -169 City o, f Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 11 -01 -2010 GARY SINGH 4224 S 148 ST TUKWILA WA 98168 RE: Permit No. D09 -169 4644 S 148 ST TUKW Dear Permit Holder: ifer Marshall it Technician File: Permit File No. D09 -169 Based on the above, you are hereby advised to: Jim Haggerton, Mayor epartment ; Community Development Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/07/2010. 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 12/07/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 August 20, 2009 Gary Singh 42k4 S 148 St Tukwila, WA 98168 RE: Letter of Incomplete Application # 1 Development Permit Application D09 -169 Singh Residence — 4644 S 148 St Dear Mr. Singh, 0 City of Tukwila Department of Community Development Jack Pace, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 18, 2009 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Fire Department: Al Metzler at 206 -575 -4407 if you have any questions concerning the following comment. 1) Please provide a site plan that shows the location of the nearest fire hydrant. Please address the comment above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician Enclosures File: D09 -169 W: \Permit Cen ter \Incomplete Letters \2009009-169 Incomplete Ltr #1.DOC wer Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D09 -169 DATE: 08 -25 -09 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4644 S 148 ST Original Plan Submittal Response to Correction Letter # Revision # After Permit Issued X Response to Incomplete Letter # 1 DEPARTMENTS: 4 AC B 1 uildin ivision � itt i k AAA) G �' ,. -mil ublic Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Documents /routing slip.doc 228 02 • PLAN% AM /1 Fire Prevention Structural Incomplete TUES /THURS ROUTING: Please Route 5t1 Structural Review Required REVIEWER'S INITIALS: DATE: • UTING SLIP Sri q -11-09 Planning Division Permit Coordinator DUE DATE: 08-27-09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: No further Review Required Approved Approved with Conditions 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: DUE DATE: 09-24-09 DATE: 08 -18 -09 ACTIVITY NUMBER: 009 - 169 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4644 S 148 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: TUES /THURS ROUTING: Please Route 0 PERM P LA H REVDEWIROUTOf1O SLIT b)A\S c l.,; 1 3 -0 1 Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete DUE DATE: 08-20 -09 Not Applicable Permit Center Use Only ('� INCOMPLETE LETTER MAILED: t)- 01 LETTER OF COMPLETENESS MA Departments determined incomplete: Bldg ❑ Fire' Ping ❑ PW ❑ Staff Initials: Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: Q APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documerts /routing slip doc 2 -28 -02 Approved with Conditions DUE DATE: 09-17 -09 Not Approved (attach comments) DATE: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 4251 � 0-24 h ���- Date: `� Plan Check/Permit Number: gi Response to Incomplete Letter # r RECEIVED CCTV OF Tl1KWILA ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued AUG 2 5 2009 ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: AO& F-2. Project Address: G \ (P ( • ( / Contact Person: ov � Phone Number: o�`�to 2 - 11 \ �r �cj UU U Summary of Revision: -t_ Vn^ L C<- ( r Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision REVISION SUBMITTAL Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on HAApplications\Forms- Applications On Line\2009 -08 Revision Submittal. doc ' Nrvr.• n1,Q atlt* r 4 ',` 'Nrry`:i 1�M ,, ,. ;Z ,- �i77R ��Q ^ ': . 'h u ,�Tfi�l , ., r .,4,;: d r , Name: /A14 H 64 G' D i Name: Address: `; RR . / Li ._ .a c� 4 ,,qdd � c- �P�hone: Phone: *O -- '�..ivt `, q G'` Site address (attach map and legal descri.tion showing hydrant location and size of main): Z/ Z-/ `Z Lo S ..1 0 '-Ia 0030 This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Preliminary Plat e3 Short Subdivision ❑ Rezone ❑ Other Vehicular distance from nearest hydrant to the closest point of structure is ¶ 5 ft. Area is served by (Water Utility District): Lam' 2- Estimated number of service connections and water meter size(s): Owner /Agent Signature 1. The proposed project is within 2. o improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of / t gpm at 20 psi residual for a duration of 2 hours at a velocity of ( fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Q Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. tic i A i e .7 t n . .r 'l.tkr E>Z tS'r, 2 -5 Agency /Phone NED Aliti 16 • CITY OF TUKWI Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district it J/ pet- PERMIT R i 1L7G:t NO.: Permit Center /Building Division: 206 -431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 -431 -3670 PLA Date (City /County) r L 'e�t� By Date is certificate is not valid without Water District #125's attachment entitled Jam .. "Attachment to Certificate of Water Availablity" lity (7 -2003) RECE V AUG qt 2009 PERMIT CENTEr Residential: $50 Ll Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. 1•tO I V IVIIIILdI y RVaU OVUM P.O x 69550 Tuk, WA 98168 Pi Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 ii el 1 R., 6,30.0 . Title Date -, i 1 j Pi .. Y . ,, 4 ` � . , i' , . : a : F !p ar AL�(To B e 4 _olmple t ed�l y' Appl ipar t) � t u'��"` � ' ,z. :_• Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other � ❑ Lr Short Subdivision ❑ Rezone Propose Use: L_I Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: 5l ci h u Phone: 744 - 1 9 00 Property Address or Approximate Location: Tax Lot Number: 4(r 4-4 -- . )4- 004000065 ca Legal Description(Attach Map and Legal Description if necessary): i ji "-'' ' .. fir a,. +..` f �art!,P: ( To/BMPIll ,lete 1 ....L ii5eYkl9_5 a . .,. g911L.P ) 2h� t. t4 1. �. a. Sewer Service will be provided by side sewer connection only to an existing size sewer _ /V .feet -f-Fem -the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR Li b The sewer system improvement will require a sewer comprehensive plan amendment. 3. Li a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ 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: s ,)3 S� - -t - 1 4 j - GFC: '9 $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County /METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: ® Required ❑ May be Required c. Other: RECE V AUG qt 2009 PERMIT CENTEr Residential: $50 Ll Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. 1•tO I V IVIIIILdI y RVaU OVUM P.O x 69550 Tuk, WA 98168 Pi Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 ii el 1 R., 6,30.0 . Title Date ATTACHMENT TO VAL VIE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant maybe required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and /or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability /NonAvailability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 AMERICAN CONTRACTORS INDEM CO 100027935 07/10/2007 Until Cancelled $6,000.00 07/20/2007 Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date NATIONWIDE 1 MUTUAL INS ACP751279631407 /10/200707/10/2010 $1,000,000.0005 /20/2009 CO Name Role Effective Date Expiration Date HERMENEGILDO, MANNY OWNER 07/20/2007 Untitled Page General /Specialty Contractor A business registered as a construction contractor with Litl 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 SANDS CONSTRUCTION UBI No. 602745876 Phone 2069202593 Status ACTIVE Address 21356 SE 271ST PL License No. SANDSC`933MO Suite /Apt. License Type CONSTRUCTION CONTRACTOR City MAPLE VALLEY Effective Date 7/20/2007 State WA Expiration Date 7/20/2011 Zip 98038 Suspend Date County KING Specialty 1 CONCRETE Business Type Individual Specialty 2 UNUSED Parent Company Business Owner Information Bond Information Insurance Information • Page 1 of 1 https: // fortress .wa.gov /lni /bbip /Detail.aspx 09/24/2009 FOOTING DRAIN *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 18" INTO SETBACKS. *EAVES 13" GUTTERS 5" TOTAL INTRUDE: 18" INTO SETBACKS FMT /N.4 DRAM/ *INFlL-T eN SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. DOWN SPOUT DRAINAGE . 614 iokll P.EL.= 277.83' P.EL.= 276.83' E.EL.= 277.83' E.EL.= 276.16' LOT #1 4644 SO. 148TH STREET TUKWILA, WA. OR= 278.64' � R= 288.53' G. GR.= 275.78' G. GR.= 276.70' I 5'x10'x3' L — GRAVEL SUMP FOR FOOTING DRAIN WITH MIN. 1' DIRT COVER N) W No changes shall e made of wok without to the Tukwila Bui pr or a pproval scope NOTE: Revisions will require anew pl an submittal and may include additional plan review fees. 67 67.01 SOUTH 148TH STREET SITE PLAN SCALE:1/8"-1' E PLANNING APPROVED' . • No changes can be made to these plans without approval from the Planning Division of DOD App By:, S MSC; Date' n SEPARATE PERMIT REQUIRED FOR: ❑ Npbhanical Utlectrical x ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION TE 15' -0" INGRESS, UTILITIES EASEMENT x EXISTING STUB AS INDICATED IN SHORT PLAT "W ct UM re. N FILE COPY Permit No 1)0 � ( 1 Plan review approval is subject to errors and omissions. f` of construction documents does not authorize l i t o violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By Date: 4 0 1 / ,4/07 City Of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1% SLOPE Y Y CONNECTOR CONNECTOR CONNECTOR DETAIL TYP. N.T.S. 96 6/1)14 k FiR � DRAT Y `/C REVIEWED FOR CODE COMPLIANCE A PPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION SITE COVERAGE: TOTAL LOT AREA =9047 SQ.FT. ALLOWABLE SITE COVERAGE =1 SQ.FT. 3.87 8 sq. ACTUAL SITE COVERAGE =2410 SQ.FT. IN COMPLETE L 7R #, DYH ('1 3 t. sl e/0 IDEX: _ 1 SITE PLAN 2 CRAWL SPACE & FOUNDATION PLAN P-3 MAIN FLOOR PLAN P-4 TOP FLOOR PLAN P-5 ELEVATIONS P -6 ELEVATIONS P -7 CROSS SECTION & DETAIL P -8 STRUCTURAL & GENERAL NOTES ��C P -9 STRUCTURAL & GENERAL SPECS. / WINDOW SCHEDULE TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. P -10 STRUCTURAL & GENERAL NOTES HB SCALE: FOOTING DRAIN *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 18" INTO SETBACKS. *EAVES 13" GUTTERS 5" TOTAL INTRUDE: 18" INTO SETBACKS FMT /N.4 DRAM/ *INFlL-T eN SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. DOWN SPOUT DRAINAGE . 614 iokll P.EL.= 277.83' P.EL.= 276.83' E.EL.= 277.83' E.EL.= 276.16' LOT #1 4644 SO. 148TH STREET TUKWILA, WA. OR= 278.64' � R= 288.53' G. GR.= 275.78' G. GR.= 276.70' I 5'x10'x3' L — GRAVEL SUMP FOR FOOTING DRAIN WITH MIN. 1' DIRT COVER N) W No changes shall e made of wok without to the Tukwila Bui pr or a pproval scope NOTE: Revisions will require anew pl an submittal and may include additional plan review fees. 67 67.01 SOUTH 148TH STREET SITE PLAN SCALE:1/8"-1' E PLANNING APPROVED' . • No changes can be made to these plans without approval from the Planning Division of DOD App By:, S MSC; Date' n SEPARATE PERMIT REQUIRED FOR: ❑ Npbhanical Utlectrical x ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION TE 15' -0" INGRESS, UTILITIES EASEMENT x EXISTING STUB AS INDICATED IN SHORT PLAT "W ct UM re. N FILE COPY Permit No 1)0 � ( 1 Plan review approval is subject to errors and omissions. f` of construction documents does not authorize l i t o violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By Date: 4 0 1 / ,4/07 City Of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1% SLOPE Y Y CONNECTOR CONNECTOR CONNECTOR DETAIL TYP. N.T.S. 96 6/1)14 k FiR � DRAT Y `/C REVIEWED FOR CODE COMPLIANCE A PPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION SITE COVERAGE: TOTAL LOT AREA =9047 SQ.FT. ALLOWABLE SITE COVERAGE =1 SQ.FT. 3.87 8 sq. ACTUAL SITE COVERAGE =2410 SQ.FT. IN COMPLETE L 7R #, DYH ('1 3 t. sl e/0 k ��C TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: HB SCALE: 1 /8 " -1' DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 DRAWING NO. DD09 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 2 5 2009 PERMIT CENTER r P -1 FOOTING DRAIN *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 18" INTO SETBACKS. *EAVES 13" GUTTERS 5" TOTAL INTRUDE: 18" INTO SETBACKS FMT /N.4 DRAM/ *INFlL-T eN SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. DOWN SPOUT DRAINAGE . 614 iokll P.EL.= 277.83' P.EL.= 276.83' E.EL.= 277.83' E.EL.= 276.16' LOT #1 4644 SO. 148TH STREET TUKWILA, WA. OR= 278.64' � R= 288.53' G. GR.= 275.78' G. GR.= 276.70' I 5'x10'x3' L — GRAVEL SUMP FOR FOOTING DRAIN WITH MIN. 1' DIRT COVER N) W No changes shall e made of wok without to the Tukwila Bui pr or a pproval scope NOTE: Revisions will require anew pl an submittal and may include additional plan review fees. 67 67.01 SOUTH 148TH STREET SITE PLAN SCALE:1/8"-1' E PLANNING APPROVED' . • No changes can be made to these plans without approval from the Planning Division of DOD App By:, S MSC; Date' n SEPARATE PERMIT REQUIRED FOR: ❑ Npbhanical Utlectrical x ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION TE 15' -0" INGRESS, UTILITIES EASEMENT x EXISTING STUB AS INDICATED IN SHORT PLAT "W ct UM re. N FILE COPY Permit No 1)0 � ( 1 Plan review approval is subject to errors and omissions. f` of construction documents does not authorize l i t o violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By Date: 4 0 1 / ,4/07 City Of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1% SLOPE Y Y CONNECTOR CONNECTOR CONNECTOR DETAIL TYP. N.T.S. 96 6/1)14 k FiR � DRAT Y `/C REVIEWED FOR CODE COMPLIANCE A PPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION SITE COVERAGE: TOTAL LOT AREA =9047 SQ.FT. ALLOWABLE SITE COVERAGE =1 SQ.FT. 3.87 8 sq. ACTUAL SITE COVERAGE =2410 SQ.FT. IN COMPLETE L 7R #, DYH ('1 3 t. sl e/0 GARY SINGH TWO -LOT SHORT PLAT 4644 S. 148TH STREET, TUKWILA, WA SOIL LOGS AND PERCOLATION TESTS DATE PERFORMED: 23 JUN 09 SOIL LOG 1 0-42" SANDY LOAM 42 -72" SANDY CLAY (MOTTLED) 72 -78 "+ SANDY CLAY (HARDPAN, MOTTLED) PERCOLATION RATE AT 36" DEPTH: 8.5 MIN /IN I: W 2 %z " NMM /A t /z'" 3'! C,27'G S .SALL.4 s /1/.9771/4 S.OJL . C!GMp /7C'7El� /NF /L7K. 77•ENCH ¢'W ,se ZS" D X go 1._ F4S,,iWENT . e ,L71/, .W$. �, T G , : G MI a'w N T.,gCIYe Ly . SOIL LOG 2 0 -38" SANDY LOAM 36 -66" SANDY CLAY (MOTTLED) 66 -72 "+ SANDY CLAY (HARDPAN, MOTTLED) PERCOLATION RATE AT 36" DEPTH: 10.0 MIN /IN SOILLOG3 0-42" SANDY LOAM 42.66" SANDY CLAY (MOTTLED) 66 -72 "+ SANDY CLAY (HARDPAN, MOTTLED) PERCOLATION RATE AT 36" DEPTH: 8.5 MIN /IN NOTE: WHILE THE PERMIABLE SOILS ARE FAIRLY SHALLOW, THE ROAD GRADE BUILD UP WILL PLACE THE BOTTOM OF THE TRENCH APPROXIMATELY TWO FEET ABOVE THE SANDY CLAY LAYER. 20 0 10 1A • 1' DRAINAGE COMPONENT KEY a,4 /v A® 10 LF 6" PVC ST @ 2% MIN. 0 +/a ® CB #1 TYPE 1 W/TEE (W /CAP) O4/ /70 /f0/ C INFILTRATION TRENCH - 4' W x 1.5' D x 90 LF /faz CB #2 TYPE 1 W/TEE (W /CAP) 39 LF 6" PVC ST @ 0.5% 19 ,t3 CB #3 TYPE 1 GRAPHIC SCALE h!� k N s1. 90 % 136 LF 12" PVC ST @ 40% -+E-- 2+77 Ir 12" OUTFALL (NOTE, ADJUST AND /OR EXTEND EXISTING DITCH TO MATCH ALIGNMENT OF NEW STORM LINE.) . NOTE: THE RIMS AND INVERTS FOR CATCH BASINS ARE SHOWN ON THE. ROAD PROFILE ON SHEET 2 OF 2. i z`z'z ae 'Q w toao m in . ac. o; 7` 7 PROJECT C/L 7/ Z" t8 /S' ACCESS 4- !/T /L / /. ,EAS 7 /T 2/ J • 7 w• #4E z4" 4 ce /z ACTIVITY SCHEDULE: 1. STAKING BY SURVEYOR. 2. PLACE SILT FENCE AS SHOWN. 3. PERFORM ROUGH GRADING OF NEW DRIVEWAY AREA. 4. INSTALL NEW CATCH BASINS AND DRAINAGE PIPE/ BENCH. INSTALL OTHER UNDERGROUND UTILITIES AT THIS TIME. INSTALL SILT TRAP IN NEW CATCH BASINS. 5. PERFORM FINE GRADING OF NEW AND DRIVEWAY AREA. 6. PAVE NEW ROAD AND DRIVEWAY AREAS. 7. REVEGETATE DISTURBED AREAS WITH GRASS SEED. 8. REMOVE SILT FENCING AND CATCH BASIN SILT TRAPS ONCE VEGETATION IS REESTABLISHED. EARTHWORK ESTIMATES: CUT 100 CY FILL 100 CY TOTAL 200 CY NOTE: ALL UTILITES TO BE UNDERGROUND. NOTE: MAILBOX LOCATION TO BE APPROVED BY POSTMASTER GENERAL PRIOR TO PLACEMENT. NOTE: THE LOCATION OF THE PRIVATE STREET NAME SIGN AND THE "NO OUTLET' SIGN WILL BE APPROVED PRIOR TO PLACEMENT. NOTE: THE CONTRACTOR WILL CONTACT THE UNDERGROUND UTILITY LOCATE SERVICE AT 1- 800 -424 -5555 PRIOR TO ANY EXCAVATION ON THE SITE OR IN THE RIGHT -OF -WAY A MINIMUM OF 48 HOURS PRIOR TO THE WORK. NOTE: THE EROSION CONTROL MEASURES FOR THIS WORK WILL CONSIST OF CONVENTIONAL SILT FENCING AND A STABILIZED CONSTRUCTION ENTRANCE. THE LOCATION AND SPECIFICATIONS FOR THESE WILL BE SHOWN ON THE PLAN AT TIME OF FINAL DESIGN. RESS E SNaUL/0ER 571)E WAL /C 2a' /2' 1-49LF 57REE7 A•- Z ' NEW A . L. ,x. A.C. .2 Vz `' //f4,4 3" eR7G • CDMRAC7E•0 NAT /v,E CONCEPTUAL ROAD AND DRAINAGE PLAN RECEIVED JUL 2 9 2009 TUKWILA PUBLIC WORKS S / L y SAW A/7 S.401 ' G, " .ANA TAR SEAL 'JUL` 1,3 'b09 2PDAD. W //)EN /NG /.. 4 I / / / / 0) / 1 / / / / / / / 10' -8" I / /L i l / / / / / / " -1' DATE: \ - \ / / E l— 7 / / \ / \ \ — \ i \ \ \ \ \ \� / / / I / 1 • 1' ' \ I I \ \_ 6 "X6" POST AN 10"X10" CONC. \ PIER ON 3'X3'X10'' CONC. FOOTING TYP. \ o \ -- DWN: HB SCALE: 1/4 " -1' DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 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 ' /2" 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.) N. 00 N N r d' -4" 6' -10" 3' -0" WIDE MIN. CRAWL SPACE L ACCESS �� T.J.I. JOISTS /, 1I T3Vs 11a ' �� T- 3'-0" WIDE MIN. CRAWL SPACE , ACCESS 3' 3' -0" WIDE CRAWL PACE SPACE ACCESS L x 16' 16' 2' -8" 18' 3' -0" WIDE MIN. CRAWL SPACE ACCESS P 1' -10" r 20' N r) 6' -2" I3' -0" WIDE MIN. JCRAWL SPACE ACCES 2' -i \ / r 4' -8" 3' 8' 41' eQ r) L_M L_ r 0 N J 42' 12' -4 3' 10' \/ � I / \ I 18"x24" MIN. CRAWL SPACE ACCESS TO ABOVE 3' -0" WIDE MIN. CRAWL SPACE ACCESS 12' -4" 3' -0" WIDE MIN. CRAWL SPACE ACCESS 8' 4 -8" — 3' -0" WIDE MIN. CRAWL SPACE ACCESS 6 "X6' POST ON I 10 "X10" CONC. PIER ON 3'X3'X10' CONC. FOOTING TYP. X T.J.I. JOISTS II 1 i5 , i&lfCTRS / /65' ' L - C 4' -7" M 22' 13' 12' -8" 3' — T.J.I. JOISTS 1/ 'T7n Ilo L 16 12' -8" 12' -8" 6 "X6" POST ON 10 "X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. 14' 5' -1" 1 3' -0" WIDE MIN. CRAWL SPACE ACCESS L i L 1 SCALE:1 /4 " -1' CRAWL SPACE ACCESS DETAIL TYP. SCALE: 1 /4 " -1' . 7 0 °\ R901 6'X10 BEAM %"X10" ANCHOR BOLTS ACCESS CRAWL SPACE & FOUNDATION PLAN REVIEWE C D FOR ODE COMPLIANCE APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. TITLE DRAWING NO. DD09 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVE Ally 18 2009 PERMIT CENTER P a P -2 Walt Grp Surf Sheathing [in] Material Thick I I I I t I Fasteners Size Type Spcg [in] Edg Rd 0 Framing Members [in] Species G BERM /Z �1 1( /�' f" 1' Ext » 8 n FAMILY ROOM .4-- 7/16 Vert ' U 2 41 t+.. c. ...< c � 4 6 yes D.Fir -L 0.50 16 2,3 Int Gyp WB 1 -ply 1/2 Horz NCI 9 '\1.--- • SMOKE ``)�%' N I 7 yes D.Fir -L ALARM 16 DEG, 2' Xi Z \_./ Ext -B=EA _ 7/16 - -5' � , p-� is 4' 8d Nail Ill II 12 .k/F4 iN 10 6 A oo t N GUEST ROOM II i I I I 1 ,1 , 3 Int Gyp WB 1-ply 1/2 Horz .5d -10 b -- 5' -10" 5' -10" 4'-4" 0 0.50 16 " .3 Both SMOKE = ALARM `� 6 O � IC,' I d N to Nail 7 7 2 -2 6 8 m 0.50 x C _ _ "9,9X "9,Z B "8,9X,£ Struct Shthg 7/16 N 8d Nail 4 \, yes D.Fir -L J �I Int Gyp WB 1 -ply 5/8 ; AT I ! J /T: 6d Nail 4 4 no D.Fir -L 0.50 5/0 TUB/ e SHOWER 50 Both Gyp WB 1 -ply ', I 6d R • 4 yes D.Fir -L . 0.50 , � .i- S MOKre • [I 0 B,9X "8, S - SMOKE ALARM MAR . Ai I DEN 0 LAUNDRY 2 k w -v / ^�' FAN il ►'8 "x6'8" ,..,... 4 F.D. IinallII 36" MINIMUM - 9'_4" I L II HANDRAILS TYP. i 3R UP i SOLiD CORE, WEATHERSTRIP SELF - CLOSER O' -8 " 10'-8" NI in 4. n T.J.I. JOISTS GARAGE SLAB & (a N .: DRIV EW AY AT MIN. 1% SLOPE 3‹, . V � E I ' › . // 7 .e 7 ; 2/ ,`( f //D m C S I T.J.I. JOISTS // 7.T GARAGE @ 14 ' //o 7Ie'5 - di ,,,,c, '-, BEAM �r BEAM p 1 N -� i {� [ , 4 1 \ ^c 0/ [. ly .° m I h I Walt Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Rd Blkg Framing Members [in] Species G Spc Apply Notes Ext Struct Shthg 7/16 Vert 8d Nail 4 6 yes D.Fir -L 0.50 16 2,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes D.Fir -L 0.50 16 \_./ Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes D.Fir--L 0.50 16 3 Int Gyp WB 1-ply 1/2 Horz .5d Nail 7 7 yes D.Fir--L 0.50 16 .3 Both Gyp WB 1-ply 1/2 Horz 5d Nail 7 7 yes D.Fir-L 0.50 16 4 Ext Struct Shthg 7/16 Vert 8d Nail 4 6 yes D.Fir -L 0.50 16 2,3 Int Gyp WB 1 -ply 5/8 Horz 6d Nail 4 4 no D.Fir -L 0.50 16 50 Both Gyp WB 1 -ply 5/8 Horz 6d Nail 4 4 yes D.Fir -L . 0.50 16 sink iNrimmAl lum IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind ASCE '7 General analytic method for all bldgs Seismic ASCE 7 - 05 Equivalent lateral force procedure Design (Speed 100mph Exposure Exposure C Enclosure . Enclosed Design Category D Site Class D Topographic information (ft] Shape Height Length - - - Site Location: -. Spectral Response Acceleration S1: 0.400g Ss:0.750g Fundamental Period E-W N-S T Used 0.166s 0.166s Approximate Ta 0.166s 0.166s MaximumT 0.199s 0.199s - - Response Factor 6.50 6.50 lEssaN st i I INU _ Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7 - 05 All heights 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 Nall Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T <4100F Dry Dry Max Shearwall Offset (ft) Plan Elevation (within story) (between stories) 0.50 0.42 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold - down Forces: Bases on applied shearline force Seismic Materials: Include gypsum on exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment DWN: N8 SCALE: 1/4 " -1 ' DATE AUG. 12, 2009 CHKD: PHONE: (206) 244-1900 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN aarysinghhs03.wsr WoodWorks®Shearwalls 8.0 Project Information Aug. 17, 200915:07:18 I` 5 -9" 0 10' 4' -6" 18' 4' -6" 3' -3" 6'X5' 20' 10' 10' 7' 3R UP 1'X6 S.G./ TEMPERED 42' 2 -3'X8' WI 6'X4' ARCHED CLERESTORY 8 -10" ENTRY /FOYER 3R UP 'X6' S .G./ TEMPERED I I 36 MINIMUM HANDRAILS TYP. 5 -1' .LX SMOKE ALARM 22 ' 4' 4' L7 ?L. , Z H X $ At T,J.I. JOISTS // / /7" 7 % /�11 0 S /6 Lze_s- DINING 9' CEILING. BEAM c,, X/i /F .2 ux /zu /-1, W 13' 12' -8" 12' -8" 13' LIVING 12' CEIUNG KITCHEN 14' 0 7' -11" W A S HE � F 0 0 X CO i* WoodWorks® Shearwalls garysinghhs03.wsr Aug" 17, 200915:07:18 MATERIALS by WALL. GROUP G rp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing Notes: 2. Framing- at adjoining panel edges must be 3" nominal or wider with staggered nailing. 3: Shear capacity for current design has been Increased to the value for 15t32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. °\ Ro / NZY-I ' B017 £ M D 77D 6 " Dm, E01. 7YP14 L. '. SPI) el/A/4; i Airr ?" j 4) , 1,444 s ! f° . 5 MAIN FL00R SCALE:1 /4 "--1' TOTAL MAIN FL. AREA =2369 SQ.FT. GARAGE AREA =567 SQ.FT. MAIN FLOOR AREA =1802 SQ.FT. JFhWF :4L/PS 11 S E 61V 4. ./• / -- / (/P EAC11 � ti_r_. /.)1 /2) Ph' ? � P (t9 . AJ/ 4 . 7/,; =1 ,. i WALL, . FLOOR AREA: TOTAL LOT AREA =9047 SQ.FT. ACTUAL E.A.R. =3778 SQ.FT. 8I FAN NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22 "X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. 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. LEGEND: "SMOKE ALARM F.D. - 50 CFM EX. FAN -SMOKE ALARM - FLOOR DRAiN S.G. -- SAFETY GLASS REVIEWED FOR CODE COMPLIANC APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISIO TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DRAWING NO. DDO9 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTER 7' -6" / 20' -10" 1 12' -8 1' -10" 5 5` -8" , / 2 10' ; ; ' 6' -10" 5 5' -10" / 1 , 1 4' -10" 5 5' / 5 5' 12 6' 5 5' • 72 . ,-- — 0 6 ___________ ____ / 0 crit3 \ \\ / 0 _ W..C. / - ATH . - SHOW • ° B " i BE DROOM -3 � ' F ( (EI 1.8"X ° 6 ' / W x - -- B BATH x 2,8 x , W .I.C. . x / / 2`6 "X6'8" .. 2 , 2 f ALARM C C2 I I I f 7' -6" / ? 7' -3}" 13' -6}" . I ? 7 5 -4r _ 8' -2" co S SNOK 7 12' -8" 1 f - _ . - - 4 x • TE A ^. l 0. 1 m INI MUM 1 I BEDROOM -4 .r BEDROOM -2 � 1" 0 ��� \,` \ , \ r `��1 \ _ " � �\ 1 ,�-- IIIMI \ \ 0 MOKE 1 0 1 I II ME . . (le C C-4 Ilea" S S 42" MINIMUM I " „ " ,8 ,9L _ \ 2 \ �' -':" \ '- 7 7' -1T” � 7 5 ' 5' W/ RC H -- 4.. ) --,9 «9 2'X3 AR n • co (0 0 0 WoodWorks® Shearwalls garysinghhs03.wsr Aug. 17 15:07:18 MATERIALS by WALL GROUP Wall Grp Surf \:I Ext Int 0 Ext Int Both Ext Int Both Sheathing [in] Material Thick Orient Struct Gyp WB Struct Gyp.WB Gyp WB Struct Gyp WE Gyp WB Shthg 1 -ply Shthg 1 -ply 1 -ply Shthg 1 -ply 1 - ply 7/16 1/2 7/16 1/2 1/2 7/16 5/8 5/8 Vert Horz Vert Horz Horz Vert Hcrz Horz Fasteners Spcg '(in] Size Type EdU Fid 8d Sd 8d 5d 5d 8d 6d 6d Nail Nail Nail Nail Nail Nail Nail Nail 4 7 6 7 7 4 4 4 6 7 12 7 7 6 4 4 Framing Members On] Bik9 Species G Spc yes yes yes yes yes yes no yes D.Fir -L D. Fir -L D.Fir -L D. Fir -L D. Fir- -L D.Fir -L D.Fir -L D.Fir -L 0.50 0.50 0.50 0.50 0.50 0.50 0.50 . 0.50 16 16 16 16 16 16 16 16 Apply Notes 2,3 3 is Grp - Wall Design Group; Surf - Exterior or interior swiam of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing , Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing. 3, Shear capacity for current design has been increased iv the value for 15/32" sheathing with: same nailing because stud spacing is 16" max. or panel orientation is horizontal; *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 18" INTO SETBACKS. *EAVES 13" GUTTERS 5" TOTAL INTRUDE: 18" INTO SETBACKS TOP FLOOR SCALE:1 /4 " -1' TOP FLOOR AREA =1976 SQ.FT. (Y\ ( City of Tukwila . BUILDING DIVISION v fit : 4r �'/ /7 Aiwo9 FOR REVIEWED COMP CO COMPLIANCE CODE SEP 14 2009 OWN: SCALE: 1/4 " -1' DATE: CHKD: HB TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. AUG. 12, 2009 PHONE: (206) 244 -1900 DRAWING NO. DD09 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTER TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: HB SCALE: 1 /4 " -1' DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 11 11 II II 11 1 II 1I II II 11 II IIII II IIII II IIII II 36" MINIMUM HANDRAILS NP, 4 RIDGE OF ROOF= 306.69' MIDPOINT OF ROOF= 302.09' T.O. PLATE= 297.59 TOP FLOOR= 288.53' MAIN FLOOR= 278.64' P.EL.= 277.83' E.EL.= 277.83' �PC =276.6 E.EL.= 276.16' FRONT ELEVATION (SOUTH ELEVATION) P.EL.= 276.50' E.EL.= 274.15' P_EL.= 276.83 E. EL.= 276.16 -- -------- __ CONCRETE TILE SHAKE PROFILE MIDPOINT OF ROOF 1 "X4" TRIM OVER 2'X10" BARGE BOARD MUNTIN BARS 4" TRIM ON ALL WINDOWS AND DOORS STUCCO SIDING 36" MINIMUM HANDRAILS TYP. 1 1 I I I T I I I I I T I I I I I T I I I I I 1 I I I I I I I I I I ( I I I I I IT II 1I 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 I II IT II 111T 11 111T II II IT II 11 1 T I 1 I I I T I I 1 1 1 1 . 1 1 II IT II 111 iPA P.EL.= 276.50' E.EL.= 274.15' RIGHT ELEVATION (EAST ELEVATION) P.EL.= 276.50' E.EL.= 273.58' Vo REVIEWED FOR CODE COMPLIANCE APPROVED SEA' 14 2009 City of Tukwila B UILDING. DIVISION DD09 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTEF e a P -5 J ..l - ... • . •• - 12 .d L__ 1\_ , I = L l 30 �LU� 30 .. .1d - L _ I _ I6 I J-� 1∎ .14 ' HARDI -PLANK SIDING WITH CORNER TRIMS J - - 6 6 - - S.G. S.G. - TEM TEM ER II I I 1 T CONCRETE TILE__) 16 24 L 24 24 - - J- - J - - - I. - - 00 _ _______� I _ SHAKE E PROFILE — - _ — .-- — -_.-�- I �� '�' — S.G. TEMP ERE 1 _ As J_. J__L__r ..l hl... 12 .d L__ 1\_ , I = L l �LU� .. .1d - L _ I _ I J-� 1∎ .14 J - - - - II I I 1 T CONCRETE TILE__) L - - J- - J I. _ _______� I _ SHAKE E PROFILE — - _ .-- ---I- -_.-�- I �� '�' J 1 _ As J_. J__L__r - J.�_ J i _ J___-`J _ L______ - _f- I . h•. _L _I_ 1 Hill] IIII II IIIi II 'Ill II Hit II IIII II ii II II HI' II Hit II Hit II Hill' II II II HI' II NH II iii ii IIII II Hill' Hill' IIII it Hill! IIII II IIII II IIII II Hit II II IT II 1111 II • 25 1 6 HARDI -PLANK SIDING WITH CORNER TRIMS I I I I I I • - - • - • - • a Z J .2 6 25 / :: , TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 S0. 148TH ST. TUKWILA, WA. OWN: HB SCALE: 1 /4 " -1 DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 ef .41\. . 4IImM.. .1e1_11 u I I I Ltcrs Els L 11111 II CONCRETE TILE SHAKE PROFILE P.EL.= 276.50' E.EL.= 273.58' 12 7 r 1I I I 36" MINIMUM _ — — HAN DEALS #�':- - - -- REAR ELEVATION (NORTH ELEVATION) II II IT II II IT 11 P.EL.= 276.50' E.EL.= 277.19' P.EL.= 276.50' E.EL.= 277.19' LEFT ELEVATION (WEST ELEVATION) o�- tL. =L 1. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION 1>r DD09 -4937 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTEF P -6 TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: HB SCALE: AS NOTED DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 2 X TRUSS OF ROOF FRAMING R -38 ATTIC INSULATION Y DRYWALL 2 "x6" BOTTOM TREATED PLATE 10" x 5 /a" ANCHOR BOLTS 7" EMBEDMENT FINISHED GRADE 8"THICK CONC. WALL DRAIN TILE FOUNDATION 1' -4" W.I.C. #(4) ® 48" 0.C. FOR CONSTRUCTION JOINT (1) #4 CONTINUOUS REBAR 1" PLYWOOD STEPS AND NOSING FAMILY ROOM TYP. STAIR DETAIL SCALE:1 /2 " -1 ' HEADERS. (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 c 12 "0.C. 12" JOISTS OR SIZE OF T.J.I. AS NOTED BY ENGINEER M 6 MIL BLACK 1 VAPOR BARRIER BEDROOM -3 P3 -P4 ENGINEERED TRUSSES 024 O.C. BY NOOK 3' -6" TYP. FLOOR CONSTRUCTION: 1" T &G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING II I'�1 1 �' 1 1l' ∎l li' 11 11'� 1 11' x'1 1 1 l ∎l /L I ll \` Alb '�1 ■ 1 1 1 A6 ■ 1 BEDROOM -4 KITCHEN I. o CONC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* GUTTERS TYP. EXT. WALL CONSTRUCTION: HARDI —PLANK SIDING BUILDING WRAP Y SHEATHING 2 "X6" STUDS @16" 0.C. R21 BATT INSULATION Yz GYPSUM BOARD FINISH TO CODE — FRAMING — INSULATION — VAPOUR BARRIER — DRYWALL imr/t w 1 �1� "W'YW "" I "W' I ,I I' i, 1 07 11M I ' II' XI 1R v" j •I II ! " , , 1�, 11!'�'II��'II'�, II,,II'� i �1�1� I��l �1 1�1 �1�1�1�1�1' ��t�l�l�l�l�l ∎l�lr"a∎VP.. M1:4� \I%ii1 R -30 • INSULATION \� \j\ \j \j FINISHED GRADE Note. Section notes by P. Eng. shall have precedence over designer's notes. 0 01 t c� REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2009 City ofTukwila BUILDING DIVISION • DD09 -4937 J a Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 AUG RECEIVED 18 2009 PERMIT CENTEF P -/ TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: HB SCALE: DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 FLOOR PLAN NOTES 1. ROOM IDENTIFICATION: Each room and the intended use must be clearly defined on the plans by the applicant for plan review purposes. R106 2. EGRESS WINDOWS: IRC Section R310. All sleeping rooms and basements with the habitable space shall have at least one openable emergency escape and rescue opening. Emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet. Except that grade floor openings shall have a minimum net clear opening of 5 square feet (see definition below). The minimum net clear opening width dimension shall be 20 ". The openings shall have a finished sill height not more than 44" above the floor. Emergency escape and rescue openings shall be operational from the inside of the room without use of keys or tools. Window wells shall be provided when egress windows have a finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a minimum accessible net clear opening of 9 square feet, with a min. dimension of 36 ". Window wells with a vertical depth of more than 44" shall be equipped with a permanent ladder. Grade floor opening definition: A window or other opening is not more than 44" above or below the finished ground level adjacent to the opening. Refer to handout for additional information. 3. SMOKE ALARMS: IRC Section 8313. A smoke alarm shall be installed in each sleeping room, outside each separate sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the dwelling, including basements. Each floor and basement shall have at least one detector. All smoke alarms shall be listed and installed in accordance with the IRC Code and the household fire warning equipment provisions of NFPA 72. When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms. The alarm shall be clearly audible in all bedrooms over background noise levels with all intervening doors closed. Required smoke alarms shall receive their primary power from the building wiring and shall be equipped with a battery backup. Additions, interior alterations, and repairs shall be provided with smoke alarms as required for new dwellings; the moke alarms shall be interconnected and hard wired. (Exception: Smoke alarms are not required to be interconnected and hardwired where the alteration or repairs does not result in the removal of interir wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, basement available which could provide access for hard wiring and interconnection without removal of hard finishes. Repairs to the exterior surfaces of dwellings are exempt from these requirements) . 4. SAFETY GLAZING: IRC Section R308. All glass located in areas considered hazardous must be safety glazed as identified by the manufacturer's or installer's label. The following shall be considered hazardous locations: I. Glazing in swinging doors. 2. Glazing in fixed and sliding door assemblies and panels in sliding and bifold closet doors. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doorsand enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and shower. Glazing in any part of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than GO- inches measured vertically above any standing or walking surface. 6. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge 15 within a 24 -inch arc of the door in a closed position and whose bottom edge is less than 6O" above the floor or walking surface. 7. Glazing that meets all of the following conditions: 7.1 Exposed area of an individual pane is greater than 9 square feet. 7.2 Exposed bottom edge 1s less than 18" above the floor. 7.3 Top edge greater than 36" above the floor. 7.4 One or more walking surfaces within 36" horizontally of the plane of the glazing. 8. All glazing in railings. 9. Glazing in walls and fences enclosing indoor and outdoor swimming pools, hot tubs, and spas where the bottom edge of the glazing is Iess than 60 -inches above a walking surface and within 60" of the water's edge. 10. Glazing adjacent to stairways, landings and ramps within 36" horizontally of a walking surface when the exposed surface of the glass in less than 6O" above the plane of the adjacent walking surface. I I . Glazing adjacent to stairways within 60" horizontally of the bottom tread of a stairway in any direction when the exposed surface of the glass is less than 60" above the nose of the tread. See code for exceptions for Items 1 through 11. 5. EXHAUST FANS: IRC Section MI 506, WSVIAQ Section 302.2.1, IMC Section 501 .2, 502.7.3.6. Exhaust fans are required in each kitchen, bathroom, water closet room, laundry facility, indoor swimming pool. spa and other rooms where excess water vapor or cooking odor is produced. The air removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and from which it cannot again be readily drawn in by a ventilating system. Air shall not be exhausted into an attic or crawl space. The termination point shall be located at least 3 -feet from the property Tine. See energery section of this checklist for more specific requirements. 6. RANGE HOOD: IRC Section M 1502, M 1 503, M 1 504, M 1901.1 $ IMC Sections 304.8, 505. Overhead exhaust hoods shall discharge to the outdoors through metal exhaust hood (galvanized steel, stainless steel, or copper) not Iess than 28 gage. Such ducts shall have a smooth inner wall and be air tight and equipped with a backdraft damper. Clearance of at least 24" shall be maintained between the cooking surface and the combustible material or cabinet. Exception: Duct material and clearance where installed in accordance with the manufacturer's installation. Clearances to combustibles shall include such considerations as door swing, drawer pull, overhead projections or shelving and window swing, coverings and drapes. Refer to WSVIAQ Section 302.1 & Table 3.1 for more specific requirements. FLOOR PLAN NOTES - continued 7. WATER CLOSET CLEARANCE: IRC Section R307, UPC Sectior 408.6. Water closet shall be located in a clear space not less than 30" in width. The clear space in front shall not be less than 24 ". 8. SHOWER AREAS: IRC Section R307, UPC Section 412.6, 412.7, 412.8. Bathtub and shower floors and walls above bathtubs with installed shower Bads and in shower compartments shall be finished with non - absorbent surfaces that extend to a height of not less than 6 -feet above floor. The clear space in front of the shower opening shall not be Tess than 30 ". All showers shall have a minimum finished interior floor area of 1024 square inches and shall also be capable of encompassing a 30" circle. These dimensions shall be maintained to a point 70" above the shower drain outlet. 9. CLEARANCE TO COMBUSTIBLES (FIREPLACE & CHIMNEYS): IRC Sections R808, R1001.15, R1001.16, R1003.11 R1003.12. Combustible insulation shall be separated a minimum of 3" from heat producing appliances. Exception: Insulation shall be separated in accordance with conditions stipulated in manufacturer's listing. When masonry chimneys are built within a structure, min. 2" air space clearance to combustibles is required. When tie chimney is placed on the exterior of the structure a 1" clearance is allowed. The air space shall not be filled, except to provide noncombustible fire blocking. All wood beams, joists, studs and other combustible material shall have a clearance of not less than 2" from the front faces and sides of masonry fireplaces and not less than 4" from the back faces of masonry fireplaces. The air space shall not be filled, except to provide fire blocking in accordance with sections RI 003.1 3 / R602.8. Woodwork or other combustible materials shall not be placed within 6" of fireplace opening. Combustible material placed within 1 2" of the fireplace opening (such as mantles or decorative fireplace surrounds) shall not project more than 1/8" for each I" clearance from the opening. 10. APPLIANCE LOCATIONS: IRC Chapter MI 307, M2005, IMC Section 303, and UPC Section 308 309. Installation of appliances shall conform to the conditions of their listng and label and the manufacturer's installation instructions. The manufacturer's operating and installation instructions shall remain attached to the appliance. Fuel burning appliances shall not be located in or obtain combustion air from sleeping rooms, bathrooms, toilet rooms or storage closets. Exception: 1) direct vent appliances that obtain all combustion air from the outdoors or 2) Appliances located in a dedicated enclosure in which combustion air is taken directly from the outdoorsin accordance with IMC, section 703. Access to such enclosure shall be through a WSEC approved solid door, weatherstripped and equipped with an approved self - closing device. Fuel -fired furnaces and boilers installed in closets and alcoves shall be listed for such installation. Equipment installed in outdoor locations shall be either listed for outdoor installation or provided with protection from outdoor environment factors that influence operability, durability and safety of the equipment. Appliances designed to be in fixed positions shall be fastened or anchored in an approved manner. 1 1. APPLIANCES LOCATED IN GARAGE: IRC Section MI 307, IMC Section 303.4, 304.3, IBC 1 607.7.3. Appliance located in a garage, carport or other location where subject to mechanical damage shall be protected with approved barriers. Vehicle barrier systems for passenger .ars shall be designed to resist a single load of 6,000 lbs. applied horizontally in any diraection to the barrier system and shall have anchorage or attachment capable of transmitting this load to the structure. For design of the system, the load shall be assumed to act at a minimum height of 1 '6" above the floor or ramp surface on an area not to exceed 1 sq.ft. Equipment and appliances having an ignition source shall be elevated such that the source of ignition is not less than at least 18" above the floor surface on which the equipment or appliance stands. Rooms or spaces that are not part of the living space d a dwelling unit and that communicate with the private garage through openings shall be considered to be part of the garage and appliances located in the space shall be elevated as specified above. 2. WATER HEATERS: IRC Section MI 307.2, M2005, and UPC 608. Where water heaters or hot water storage tanks are installed in locations where leakage of the tanks or connections will cause damage, the tank or water heater shall be installed in a 24 gage galvanized steel pan or other pan approved for such use. The an shall be at least 1.5' deep and shall be drained by an indirect waste pipe with a min. 3/4" diameter drain to the exterior of the building not less than 6" and not more than 24" above the adjacent ground surface. Temperature and pressure relief valves shall be drained to the outsiide of the building. Drain may not be trapped and must terminate not more than 2' nor less than 6" above the ground or the flood level of the area receiving the discharge and pointing downward. Water heaters shall be strapped to resist horizontal displacement due to earthquake motion. Twenty -two (22) gage x 314" strapping shall be used and be placed at points within the upper one -third (1/3) and lower ore -third (1/3) of its vertical dimensions. At the Tower point, a min. distance of 4" shall be maintained above the controls. Lag screws not less than 4" in diameter must he used to anchor the restraints to the wall and each lag screw must have at least 1/2 " thread penetration into a stud wall. A fat washer must be installed between each lag screw and the strap for reinforcement. WSEC Section 504.2.1. All electric water heaters shall be placed on an R -10 pad when located in an unheated space or concrete floor. 13. TRAP PRIMERS: Floor drains or similar traps connected to the drainage system and subject to infrequent use shall be protected with a trap seal primer and shall be accessible for maintenance. 14. GARAGE / DWELLING DOOR / OPENINGS: IRC Section R309.1 Openings between the garage and residence shall be equpped with solid wood doors not Iess than 1 inches (35mm) in thickness, solid or honeycomb core steel doors not Iess than 1 /8" thick, or 20- minute fire -rated doors. FLOOR PLAN NOTES - continued 15. GARAGE / DWELLING SEPARATION: IRC Section R309.2. The garage shall be separated from the residence and its attic area by not less than )4" gypsum board applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 8" Type X gypsum board or equivalent. Where the separation is a floor - ceiling assembly, the structure supporting the separation shall also be protected by not less than %" gypsum board or equivalent. 16. ATTIC ACCESS: IRC R807.1. Attics that exceed 30 sq.ft. and have a vertical height of 30" or greater must be provided with min. access openings of not less than 22 "x30 ". The attic access shall be located in a hallway or other readily accessible location with a 30" minimum unobstructed headroom in the attic space above the access opening. 17. EXTERIOR DOORS / EXITS: IRC R31 1.4.1. At least 1 exit doorway shall be side hinged and not less than 3' in width and not less than 6'8" in height. The exit door shall provide direct access from the habitable portions of the dwelling to the exterior without requiring travel through a garage. Access to habitable levels not having an exit shall be by a ramp or a stairway in accordance to applicable IRC Sections 311.6 or 311.5. Egress doors shall be readily openable from the side from which egress is to be made without the use of a key or special knowledge or effort. 18. LANDINGS: IRC R311.4.3, R311.5.4. There shall be a floor or landing on each side of all floors. Exception: Where a stairway of two or fewer risers is located on the exterior side of a door, other than the required exit door, a landing is not required for the exterior side of the door. The floor or landing at the required exit door shall be not more than 1%" lower than the top of the threshold of the doorway. Exception: The landing at an exterior doorway shall not be more than 7 below the top of the threshold, provided the door, other than an exterior storm or screen door, does not swing over the landing. The width of each landing shall have a minimum dimension of not less than 36" measured in the direction of travel. The walking surface of landings shall not have a slope greater than /4' per foot. 19. GUARDS: IRC Section R3 12. IBC Section 1 607.7.1. Porches, balconies, or raised floor surfaces located more than 30" above grade or floor below shall have guards not less than 3G' in height. Open sides of stairs with a total rise of more than 30" above the floor or grade below shall have guards not less than 34" in ht. measured vertically from the nosing of the treads. Open side of guards shall be designed such that a sphere 4" in diameter cannot pass through. Handrail assemblies and guards shall be able to resist a single concentration load of 200 lbs., applied in any direction at any point along the top, and have attachment devices and supporting structure to transfer this loading to appropriate structural elements of the building. Immediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 lbs. on an area equal to I sq.ft., including openings and space between rails. 20. HANDRAILS: IRC Section R3 1 1.5.6, R3 1 1.5.1. All stairways with 4 or more risers shall have at least one handrail. Such handrails shall be placed not less than 34" nor more than 38" above the nosing of the treads. Handrails for stairways shall be continuous for the full length of the flight, from a point directly above the top riser to a point directly above the lowest riser. Handrail ends shall be returned or terminate in newel posts or safety terminals. Handrails adjacent to the wall shall have a space not less than 1/2' between the wall and the handrail. Circular handrails shall have an outside diameter of at least 1/ " and not greater than 2 ". Handrails with a perimeter greater than 6i4' shall provide a graspable finger recess area on both sides. See handrail option in IRC Section 3 1 1.5.6.3 for additional handgrip requirements. Handrails shall not project more than" on either side of the stairway. See #34, stairway width for additional information. Refer to handout. 2 I . STAIR WIDTH: IRC Section 3 I I.5.1. Stairways shall not be less than 36" clear width at all points above the handrail height and below the required headroom height. 22. STAIR TREADS * RISERS: IRC Section 3 1 1.5.3. The maximum riser height shall be 7- 3/4'. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 ". The minimum tread depth shall be 10 ". The tread depth withinany flight of stairs shall not exceed the smallest by more than 3/8 ". A nosing of not less than /4 but not more than 1/4' shall be provided on stairways with solid risers. Open risers are permitted, provided that the opening does not permit the passage of a 4" diameter sphere. Exception: Nosing is not required where the tread depth is at least 11 ". The opening between adjacent treads is not limited on stairs with a total rise of 30" or less. 23. STAIR HEADROOM CLEARANCE: IRC Section R3 1 1.5.2. All parts of the stairway shall not be less than 6'8" measured vertically from the sloped plane adjoining the tread nosing or from the floor surface of the landing or platform. See exception for spiral stairways. 24. USABLE SPACE UNDER STAIRS: IRC Section R3 1 I.2.2. Enclosed accessible space under stairs shall have walls, under stair surface and any soffits protected on the enclosed side with/2" gypsum board. 25. ILLUMINATION: IRC Section 8303.6, R3 1 1.5.7. All interior and exterior stairways shall be provided with a means to illuminate the stair including landings and treads. Interior stairways shall be provided with an artificial light source located in the immediate vicinity of the landing of the stairway. Exterior stairways shall be provided with a light source located in the immediated vicinity of the top of the landing of the stairway. Lighting controls shall be accessible at the top and bottom of each stairway without traversing any steps. 1 REVIEWED FOR CODE COMPLIANCE A PPROVED S EP 14 2009 City ot Tukwila BUILDING DIVISION City ot Tukwila BUILDING DIVISION 1>r L DD09 -4937 a Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTER P -8 BEARING WALLS NON BEARING WALLS Stud Size (inches) Laterally unsupported Pp stud height (feet) Maximum spacing when supporting su PP g roof and ceiling only (inches) Maximum spacing when supporting PP g one floor roof and ceiling (inches) Maximum spacing when supporting PP g two floors roof and ceiling (inches) Maximum spacing when supporting one floor only (inches) Laterally unsupported pp stud height (feet) Maximum spacing (inches) 2X3* - -- - -- - -- - -- - -- 10 16 2X4 10 24 1 6 - - - 24 14 24 2X6 10 24 24 16 24 20 24 NO. MANUFACTURER FRAME MATERIAL MODEL# SIZE QTY. U -VALUE AREA S.F. 6" C c� =I Wr 8.5" TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. 1 OASIS WINDOWS VINYL 1'X6' 2 CHKD: 6 2 OASIS WINDOWS VINYL DDO9 -4937 __.} 2'X3' 3 6 3 OASIS WINDOWS VINYL 2'X3 ARCH -TOP 1 5.1 4 OASIS WINDOWS VINYL 2'X5 ARCH -TOP 2 9.6 5 OASIS WINDOWS VINYL 3'X3 ARCH -TOP 1 6.9 6 OASIS WINDOWS VINYL 3'X4 ARCH -TOP 1 11.2 7 OASIS WINDOWS VINYL 3'X8 ARCH -TOP 2 23.2 8 OASIS WINDOWS VINYL 4'X4' 1 16 9 OASIS WINDOWS VINYL 4'X6' 3 24 10 OASIS WINDOWS VINYL 5'X5' 2 25 11 OASIS WINDOWS VINYL 5'X5' ARCH -TOP 1 23.7 12 OASIS WINDOWS VINYL 6'X5' 3 30 13 OASIS WINDOWS VINYL 6'X5' ARCH -TOP 2 28.4 14 OASIS WINDOWS VINYL 8'X8' ARCH -TOP 1 59.2 274.3 W P D 1 Story 12" 3" 6" 2 Story 15" 4.5" 6" C c� =I Wr 8.5" TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: HB SCALE: DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 DRAWING NO. DDO9 -4937 __.} Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTER ->.**- '..<1 P -9 W P D 1 Story 12" 3" 6" 2 Story 15" 4.5" 6" 3 Story 7.3" 8.5" 8.5" General Specifications 1. The Contractor or the Owner shall verify all dimensions, materials and conditions shown on the structural drawings or noted in the structural specifications. Any variances within the structural drawings and specifications, or from conditions encountered at the job site, shall - be resolved by the Contractor and Owner and such solution shall be their sole responsibility. 2. The Contractor and the Owner shall ensure that the construction complies with all federal, state, and local statutes and regulations. 3. The Contractor or Owner shall install all materials, equipment and components etc. in accordance with the manufacturer's instructions and accepted methods of good building pactice. 4. The designer shall not be responsible for site conditions such as soil bearing capacity, depths of frost lines or water tables, or buried structures, etc. The purchaser of these plans shall be responsible of these plans & shall be responsible for the correct siting on the house of the property and for confirming with all requirements for siting. We do not guarantee that a house plan will fit a particular property unless we receive in advance of the plans purchased, a legal survey plan of the property and a copy of the applicable zoning by -laws stating the required setbacks from all property lines, and unless we undertake in writing that the house will conform to the siting regulations of the by -laws for the particular parcel of land. 5. Construction loads on the structure caused by interim storage of materials or use of equipment shall not exceed the design loadings. 6. The designer shall not be responsible for any departure from the drawings and specifications authorized by any official during the course of construction. Dimensions shall in all cases take precedence to scale. A. Monolithic footing /slab: R403.1.3.2 Per R403.1 grade shall fall a min. 6" in the first 10" or footing dram shall be installed R401.3 & R405.1 E CD E MONOLITHIC SLAB R403.1.4.2 TYPICAL FOOTING AND FOUNDATION DETAIL SCALE: 1/2"-1' WINDOW SCHEDULE GLAZING /SKYLIGHT BY TYPE 12" single story 15" two story 23" three story *Slab Insulator per State Enery Code 1 - #5 bar cast momolithic in center 3rd of footing, or #4 rebar top and bottom -min. 40 diameter lat at splices secured with tie wire B. Typical footing foundation General Notes Minimum insulation required to comply with the Washington State Energy Code is as follows: Floor (slab): R -30 Wall: R -21 Ceiling: R -38 Doors: Wood or Fiber -optic Windows: Vinyl (summit or better) Furnace type: Gas or Electric Minimum furnace afue: 80% Refer to Wattsun 5.6 energy calculation by design consultants, Inc. for verification of these values. 1. VERIFY SHEAR WALL NAILING AND HOLDOWNS PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING. 2. MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.B.C. 3. CAULK ALL EXTERIOR JOINTS AND PENETRATIONS. 4. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF PENETRATIONS, CHIMNEYS AND SKYLIGHTS. 5. PROVIDE CONTINUOUS METAL GUTTERS AND DOWNSPOUTS AT ALL EAVES, TYPICAL. 1/2" Diam. x 10" long anchor bolts © 6' -0" o.c. & max. 12" from ends w /3 "x3 "x1/4" steel plate washers at each bolt,typical minimum #4 rebar top and footing cont. -40 diameter tap at splices stemwalls higher than 4' will required design as retaining wall or constrained basement wall #4 vert. @ max. 48" o.c. w/ min. 14' extension into stem wall at splice. Min. 6" hook TYPICAL FOOTING AND FOUNDATION DETAIL SCALE: 1/2"-1' TABLE R602.3 (5) SIZE, HEIGHT AND SPACING OF WOOD STUDS STRUCTURAL NOTES: CODE IBC 2006 AND ASCE 7 -02 DESIGN LOADS ROOF LIVE LOAD FLOOR LIVE LOAD 25 PSF 40 PSF ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF WIND: 85 MPH EXPOSURE B SEISMIC: SEISMIC DESIGN CATEGORY "D" (IBC) FOUNDATION FOUNDATION DESIGN FOR GRAVITY LOADS IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. CONCRETE MINIMUM 28 DAY COMPRESSIVE STREN3TH OF CONCRETE FOUNDATION SHALL BE 2500 PSI. USE 5 -94# SACKS OF TYPE I OR TYPE II CEMENT PER CUBIC YARD OF CONCRETE WITH 5 -4 GALLONS OF WATER PER SACK OF CEVIENT. MAXIMUM SLUMP 6 ". MINIMUM SLUMP 2 ". REINFORCING • REINFORCING SHALL BE DEFORMED BARS IN ACCORDANCE WITH ASTM A615 GRADE 40. WELDED WIRE FABRIC TO BE PER ASTM A185. LUMBER LUMBER FOR JOISTS, RAFTERS AND HEADERS SHALL BE HEM -FIR #2 (WHERE HEADERS ARE MULTIPLE 2x'S) STUDS AND PLATES: HEM -FIR STANDARD GRADE FOR 2x4'S HEM -FIR #2 FOR 2x6'S BEAMS 4" WIDE: DOUGLAS FIR / LARCH # BEAMS 6" AND WIDER: DOUGLAS FIR / LARCH #2 COLUMNS: DOUGLAS FIR / LARCH #2 OR HEM -FIR #2 (P.T. AT DECKS) GLU -LAM BEAMS: DOUGLAS FIR / LARCH 24F -V4 MAXIMUM MOISTURE CONTENT OF ALL FRAMING LUMBER AT THE TIME OF CONSTRUCTION SHALL BE 19 %. PROVIDE 2 STUDS MINIMUM AT EACH 'NALL END. Note: Whole house ventilation system shall supply outdoor air to all habitable rooms through individual outdoor air inlets. Habitable space is defined as space in a structure for living, sleeping, eating or cooking. Bathrooms, toilet compartments, closets, halls, storage or utility spaces and similar areas are not considered habitable spaces. Provide not less than 4 sq. in. of free area of opening for each habitable space, Whole house ventilation requirements for 5 bedrooms shall be a minimum of 120 CFM at .25 w.g. nutone qt. 80 is 62 CFM at .25 w.g. *Use two qt. 80 nutone fans each on clock timers. Structural Specifications 1. Concrete a) General: all concrete to be minimum 2500 p.s.i. strength at 28 days unless otherwise specified. b) Walls: grades shown on side elevations are arbitrary. Owner or builder to adjust height of concrete walls to suit grade and adjust thickness of walls to conform to the height if required. Retaining walls other than the foundation walls of the residence are beyond the scope of these drawings. c) Footings: concrete footings must be placed on undisturbed or compacted soil at an elevation below the frost line. It shall be the responsibility of the owner or builder to have the footings redesigned to suit existing conditions. d) Retaining walls: backfill shall not be placed against basement retaining walls until: i) Concrete or masonry grout has reached its 7 -day strength ii) And, the structural floor framing (incl. Plywood subfloor) required to stabilize the walls is complete and fully nailed and anchored. e) Reinforcement shall be placed according to good building practice and adequately supported by concrete, metal, or other approved chairs, spacers or ties and secured against movement during pouring concrete. Tack welding is not permitted. 2. Framing a) This plan is designed for a 25 p.s.f. Snow load and a 10 p.s.f. Dead load. It shall be the responsibility of the owner or builder to determine the snow load in the area in which the residence is being built and make adjustments in the size of the structural members to compensate for additional loading, to the satisfaction of local building authorities. b) The design of members used for structural purposes has been based on No. 2 or better Hem Fir as shown in the "Span Tables for Wood Joist Rafters and Beams" in the most recent edition of the International Building Code. The use of different species of wood must conform to the same tables. c) All lintels to be 2 -2 "x10" unless noted otherwise. All load bearing beams and lintels shall have 3 W' minimum bearing. d) All concrete to wood contacts shall be dampproofed with 6m1 polyethylene or 45 lb. Tar saturated felt or pressure treated wood. e) Flash over all exterior openings. 0 Caulk under exterior doors and both sides of chimney. 3. Plumbing & Electrical All materials, equipment and methods of installation shall be in accordance with the conditions as provided for in the International Building Code, and applicable state or local codes. When the owner's property is not located on a municipal sewer system, the owner or contractor shall be responsible for the submission of plans to the Building Dept. for approval of a septic tank and drain field in accordance with current local requirements. 4. Heating a) All hot air ducts to be overhead in attic, unless specified otherwise. b) Cold air return registers to be located and installed for maximum efficiency by qualified heating contractor. 5. Roofing a) Roofing materials to comply with the applicable section of the International Building Code. 6. Windows a) All sash must be approved by local authorities - vinyl and slide openings unless otherwise indicated. 7. Site plan a) Customer or builder to provide property elevations at points marked before applying for mortgage or building permit. b) Customer to provide north arrow on blank compass rose provided at site plan. 8. Miscellaneous a) Base moulding at all floor and wall junctions where required b) Provide drop ceiling over 5' tub and shower, grab bar, shower curtain rod, towel bar, and tissue holder (provide backing) c) Floor finishes bathroom vanities, bath splash, and kitchen cabinets to specifications of owner or builder. I Cp 1 Note - Owner /builder to supply any missing dimensions required on site plan. Legal description, name of street(s), north arrow, floor and lot elevations, location of services, etc. - All dimensions shown on site plan to be governed and approved by all authorities having jurisdiction before starting construction. - Grade to slope a minimum of 1% away from building for surface water run -off, builder to be responsible for any required swales. -Any retaining walls required to be built according to good practise and are entirely the responsibility of others. -All grades, elevations, and dimensions shown on site plan to be checked and verified on site by builder before excavation. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION Option Glazing Area % of Floor Glazing U- Factor Door U- Factor Ceiling Vaulted Ceiling Wall Above Grade Wall =int 4 Below Grade Wall =ext 4 Below Grade Floor 5 Slab 6 on Grade Select One Vert. Over- head I 10% 0.32 0.58 0.20 R -38 R -30 R15 R -15 R -10 R -30 R -10 II 15% 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 III 15% 0.40 0.58 0.20 R -38/ R -30/ R -21/ R -15 R -10 R -30/ R -10 Group R -1 and R -2 U =0.031 U =0.034 U =0.057 U =0.029 Occupancy Only IV Unlimited 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 Group R -3 and R -4 Occupancy Only V Unlimited 0.35 0.58 0.20 R -38/ R -30/ R -21/ R -15 R -10 R -30/ R -10 Group R -1 and R -2 U =0.031 U =0.034 U =0.067 U =0.029 Occupancy Only FLOOR PLAN NOTES - continued 26. SPECIAL STAIRWAYS: IRC R311.5.3.2, R311.5.8.1. Circular stairways, spiral stairways, winders and bulkhead enclosure stairways shall comply with all requirements of stairways except: Winder treads shall have a minimum tread depth of 10" measured at a point 12" from the side where the treads are narrower. Winder treads shall have a minimum tread depth of 6" at any point. Siral stairways are permitted, provided the minimum width shall be 26 inches (660mm) with each tread having a 7Y2" minimum tread depth at 12" from the narrower edge. All treads shall be identical, and the rise shall be no more than 9Y ". A minimum headroom of 6 feet 6 inches shall be provided. Unless demonstrated otherwise soil bearing capacity is assumed to be 1500 psf, weathering potential is determined to be moderate (IRC Table 301.2(1)). STRUCTURAL NOTES 27. FOUNDATION FOOTING SIZE: IRC Section R403. Assume load bearing value of soil 1500 psf unless proven otherwise. -Supporting I floor: minimum G "x 1 2 ". - Supporting 2 floors: minimum 6 "x I 5". - Supporting 3 floors: minimum 8 "x23 ". Spread footing projections shall be at least 2" $ shall not exceed the thickness of the footing. 28. FOOTING REINFORCEMENT: IRC Section R403, R404.1.4. Main concrete walls located in Seismic Design Categories DI and D2 shall comply with the following: I) Minimum reinforcement shall consist of one #4 horizontal bar located in the upper 12" of the wall. 2) Wall height shall not exceed 8'. 3) height of unbalanced backfill shall not exceed 4'. 4) A minimum thickness of 7/2" is required for plain concrete foundation walls except that a minimum thickness of 6" shall be permitted for plain concrete foundation walls with a max. height of 4'6" provided the minimum specified compressive strength of concrete, fc, is 4000 psi as evidenced by the delivery (batch) ticket for the project. As a minimum standard, refer to the attached handouts: Foundation Reinforcement Requirements. 29. FOUNDATION WALL SIZE: IRC Tables R404.1. 1 ( I ), R404.1.1(2), 8404. I . I (3), R404. I . I (4), Section 404. I .4. See attached handouts. Plain concrete and plain masonry foundation walls located in Seismic Design Categories D I and D2, as established in Table R30 I . I (I ), shall comply with the following: 1) Minimum reinforcement shall consist of one #4 horizontal bar located in the upper 12" of the wall. 2) Wall height shall not exceed 8'. 3) height of unbalanced backfill shall not exceed 4'0 ". 4) A minimum thickness of 7/" is required for plain concrete foundation walls except that a minimum thickness of 6" shall be permitted for plain concrete foundation walls except that a minimum thicknes of 6" shall be permitted for plain concrete foundation walls with a maximum height of 4'6 ". 5) Plain masonry foundation walls shall be a minimum of 8" thick. Vertical reinforcement for masonry stem walls shall be tied to the horizontal reinforcement in the footings. Masonry stem walls located in Seismic Design Categories DI and D2 shall have a min. vertical reinforcement of one #3 bar located at max. of 4' o.c. in grouted cells. Foundation walls located Seismic Design Categories D I and D2, as established in Table R30 I.2(I ), supporting more than 4' of backfill or exceeding 8' in height shall be constructed in accordance with Table R404.1.(2), K404. 1. I (3) or 8404. I . I (4) [reinforced concrete] and shall have two #4 horizontal bars located in the upper 12" of the wall. 30. STEPPED FOUNDATIONS: IRC Section 602. I I.3. Where stepped foundations occur, the following requirements apply: I ) Where the height of a required braced wall panel that extends from the foundation to floor above varies more than 4', the braced wall panel shall be constructed in accordance to figure 8602.1 I.3. See attached details. 2) Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8' in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate at a minimum of 4' along the foundation. Anchor bolts shall be located a max. of I ' and 3' from the step foundation. 3) Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements for a story shall apply. 4) Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Section 8602. I I . I shall apply. 31. FOOTING DEPTH: IRC Section 8403.1.4, 8403.1.4.2. All exterior footings shall be placed at least 12" below undisturbed ground. Interior footings supporting bearing or bracing walls and cast monolithically with a slab on grade shall extend to a depth of less than I 2" below the top of slab. STRUCTURAL NOTES - continued 32. CRIPPLE WALL BRACING: IRC Definition, Sections R602.10.2, R602.10.2.3, & R602.10.11.1 & R602.10.11.2. A cripple wall is a framed wall from the top foundation to the underside of the floor framing of the first story above grade plane. In Seismic category D1 (other than D2), cripple walls shall be braced with an amount and type of bracing as required for the wall above in accordance with Table R602.10.1 with the following modifications for cripple wall bracing: 1) The percent bracing amount as determined from Table R602.10.1 shall be increased by 15 %, and 2) The wall panel spacing shall be decreased to 18' instead of 25'. In Seismic Design Category D2, cripple walls shall be braced in accordance with Table R602.10.1. In any Seismic Design Category, cripple walls are permitted to be redesignated as the first story walls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories respectively. Where interior braced wall lines occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be 1 Y times the length required by Table R602.10.1. Where cripple walls are braced using method 3 of Section R602.10.3. (wood structural panel) cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4" o.c. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Catergories D1 and D2. 33. UNDER -FLOOR VENTILATION: IRC Section 408.1 and 408.2. The under -floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement or cellar) shall be provided with ventilation openings through foundation walls or exterior walls having a net area of not less than 1 square foot for each 150 square feet of under -floor space area. Openings shall be located as close to corners as practical and shall provided cross - ventilation. One such opening shall be within 3 -feet of each corner of the building. Ventilation openings shall b� covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed Y ": 1) Perforated sheet metal plates not less than .070" thick, 2) Expanded sheet metal plates not less than .047" thick, 3) Cast iron grills or grating, 4) Extruded load- bearing brick vents, 5) Hardware cloth of .035" wire or heavier, 6) Corrosion resistant wire mesh, with the least dimension being Y ". See exceptions for additional options. 34. UNDER -FLOOR ACCESS: IRC Section 408.4. Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18" x 24 ". Openings through a perimeter wall shall be at least 16" x 24 ". When any portion of the through wall access is below grade, an areaway of not less than 16" x 24" shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a coor to the residence. Unobstructed by pipes, ducts or similar construction. 35. DECKS & EXTERIOR STAIRS: IRC Section 319.1.2. Based upon climate conditions and local exposure approved naturally durable or pressure preservatively treated woDd shall be used for those portions of wood members that form the structural supports of buildings, balconies, porches, or similar permanent building appurtenances. Such members may include: 1) Horizontal members such as girders, joists, and decking. 2) Vertical members such as posts, poles and columns. 3) Both horizontal and vertical members. Treatment must be applied by manufacturer. ENERGY CODE GENERAL NOTES 36. PREMISE IDENTIFICATION: IRC Definition, Section R321 & City of Seatac Standards for Fire Apparatus Access Roads. Approved numbers or addresses sahll be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Approved numbers or addresses shall be placed on all new commercial or residential buildings (that require an address), at the beginning of long driveways when the address is not clearly visible from the access road, or in any other areas deemed necessary by the City of Seatac Fire Marshal. They shall be placed in such a position as to be plainly visible and legible from the street or road fronting the property. Said numbers shall contrast with their background. 37. APPROVED PLANS: IBC Sections 106.4.1, 106.4.2. The approved plans shall not be modified, changed or altered without authorization from the Building Official. The building permit and one (1) set of approved plans for the project shall be kept at the site of work and shall be open to inspection by the building official or his or her authorized representative. 38. HEATING: IRC Section 303.8. Every dwelling unit shall be provided with heating facilities capable of maintaining • a minimum room temperature of 68° F at a point 3' above the floor and 2' from exterior walls in all habitable rooms at the design temperature. The installation of portable heaters shall not be used to achieve compliance with this section. 39. GYPSUM WALLBOARD: IRC Section R702.4.2 & R702.4.3. When gypsum is used as a base or backer for adhesive application of ceramic tile or other nonabsorbent material, it shall conform with ASTM C630 or C1178. Water resistant gypsum backing board shall be permitted to be used on ceilings where framing spacing does not exceed 12" o.c. for Y" thick or 16" o.c. for 5/8" thick gypsum board. Water resistant gypsum backing board shall not be installed over a vapor retarder, or on ceilings in a shower or tub compartment. All cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. Limitations: Water resistant gypsum backing board shall not be used in the following locations: I ) Over a vapor retarder in a shower or bathtub compartment. 2) Where there will be direct exposure to water, or in areas subject to continuous high humidity. 40. GYPSUM WALLBOARD FASTENING: IRC 8702.3.6 S Table R702.3.2, IBC 2306.5.1.4. Screws for attaching gypsum board to wood framing shall be Type -W or Type S in accordance with ASTM C 1 002 and shall penetrate the wood not less than 5/8 ". Footnote, Table R702.3.5: Type X gypsum wallboard for garage ceilings beneath habitable rooms shall be installed perpendicular to the ceiling framing and shall be fastened at G" o.c. by minimum I -7/8" Gd coated nails or equivalent drywall screws. -3/8" minimum from edge and ends for nails or screws. - Fastening (nails): 7" o.c. max. ceiling, 8" walls. - Fastening (screws): 1 2" o.c. ceiling, I G" o.c. walls when wall framing is 1 6" o.c., I 2" when wall framing is 24" o.c. 4 I . STORY / STORY ABOVE GRADE: IRC Section R202. That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above. A story above grade is any story having its finished floor surface entirely above grade, except that a basement shall be considered as a story above grade where the finished surface of the floor above the basement 15: I) More than G' above grade plane. 2) More than 6' above the finished ground level for more than 50% of the total building perimeter. 3) More than 1 above the finished ground at any level. 42. HEIGHT OF BUILDING GRADE PLANE: IRC Section R202. The vertical distance from grade plane to the average height of the highest roof surface. The grade plane : A reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6' from the building between the structure and a point 6' from the building. Note: Zoning regulations may limit the height of residential structures more stringently. Check with your local jurisdiction for height limitations. 43. RETAINING WALLS: IBC Section R1806.1, IRC Section R105.2. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. Retaining walls that are not over 4' in height measured from the bottom for the footing to the top of the wall not supporting a surcharge is exempt from permits. IP 0 1 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION :1;5411 o ®i TITLE PROPOSED RESIDENCE FOR SIDHU HOMES INC. 4644 SO. 148TH ST. TUKWILA, WA. DWN: ' H B SCALE: DATE: AUG. 12, 2009 CHKD: PHONE: (206) 244 -1900 DRAWING NO. DD09 -4937 ..} Bruce MacVeigh, P.E. TUKWI _A, WA. 206.242.7665 RECEIVED AUG 18 2009 PERMIT CENTER -}.... >,.. ir P 10 FLOOR PLAN NOTES - continued 26. SPECIAL STAIRWAYS: IRC R311.5.3.2, R311.5.8.1. Circular stairways, spiral stairways, winders and bulkhead enclosure stairways shall comply with all requirements of stairways except: Winder treads shall have a minimum tread depth of 10" measured at a point 12" from the side where the treads are narrower. Winder treads shall have a minimum tread depth of 6" at any point. Siral stairways are permitted, provided the minimum width shall be 26 inches (660mm) with each tread having a 7Y2" minimum tread depth at 12" from the narrower edge. All treads shall be identical, and the rise shall be no more than 9Y ". A minimum headroom of 6 feet 6 inches shall be provided. Unless demonstrated otherwise soil bearing capacity is assumed to be 1500 psf, weathering potential is determined to be moderate (IRC Table 301.2(1)). STRUCTURAL NOTES 27. FOUNDATION FOOTING SIZE: IRC Section R403. Assume load bearing value of soil 1500 psf unless proven otherwise. -Supporting I floor: minimum G "x 1 2 ". - Supporting 2 floors: minimum 6 "x I 5". - Supporting 3 floors: minimum 8 "x23 ". Spread footing projections shall be at least 2" $ shall not exceed the thickness of the footing. 28. FOOTING REINFORCEMENT: IRC Section R403, R404.1.4. Main concrete walls located in Seismic Design Categories DI and D2 shall comply with the following: I) Minimum reinforcement shall consist of one #4 horizontal bar located in the upper 12" of the wall. 2) Wall height shall not exceed 8'. 3) height of unbalanced backfill shall not exceed 4'. 4) A minimum thickness of 7/2" is required for plain concrete foundation walls except that a minimum thickness of 6" shall be permitted for plain concrete foundation walls with a max. height of 4'6" provided the minimum specified compressive strength of concrete, fc, is 4000 psi as evidenced by the delivery (batch) ticket for the project. As a minimum standard, refer to the attached handouts: Foundation Reinforcement Requirements. 29. FOUNDATION WALL SIZE: IRC Tables R404.1. 1 ( I ), R404.1.1(2), 8404. I . I (3), R404. I . I (4), Section 404. I .4. See attached handouts. Plain concrete and plain masonry foundation walls located in Seismic Design Categories D I and D2, as established in Table R30 I . I (I ), shall comply with the following: 1) Minimum reinforcement shall consist of one #4 horizontal bar located in the upper 12" of the wall. 2) Wall height shall not exceed 8'. 3) height of unbalanced backfill shall not exceed 4'0 ". 4) A minimum thickness of 7/" is required for plain concrete foundation walls except that a minimum thickness of 6" shall be permitted for plain concrete foundation walls except that a minimum thicknes of 6" shall be permitted for plain concrete foundation walls with a maximum height of 4'6 ". 5) Plain masonry foundation walls shall be a minimum of 8" thick. Vertical reinforcement for masonry stem walls shall be tied to the horizontal reinforcement in the footings. Masonry stem walls located in Seismic Design Categories DI and D2 shall have a min. vertical reinforcement of one #3 bar located at max. of 4' o.c. in grouted cells. Foundation walls located Seismic Design Categories D I and D2, as established in Table R30 I.2(I ), supporting more than 4' of backfill or exceeding 8' in height shall be constructed in accordance with Table R404.1.(2), K404. 1. I (3) or 8404. I . I (4) [reinforced concrete] and shall have two #4 horizontal bars located in the upper 12" of the wall. 30. STEPPED FOUNDATIONS: IRC Section 602. I I.3. Where stepped foundations occur, the following requirements apply: I ) Where the height of a required braced wall panel that extends from the foundation to floor above varies more than 4', the braced wall panel shall be constructed in accordance to figure 8602.1 I.3. See attached details. 2) Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8' in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate at a minimum of 4' along the foundation. Anchor bolts shall be located a max. of I ' and 3' from the step foundation. 3) Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements for a story shall apply. 4) Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Section 8602. I I . I shall apply. 31. FOOTING DEPTH: IRC Section 8403.1.4, 8403.1.4.2. All exterior footings shall be placed at least 12" below undisturbed ground. Interior footings supporting bearing or bracing walls and cast monolithically with a slab on grade shall extend to a depth of less than I 2" below the top of slab. STRUCTURAL NOTES - continued 32. CRIPPLE WALL BRACING: IRC Definition, Sections R602.10.2, R602.10.2.3, & R602.10.11.1 & R602.10.11.2. A cripple wall is a framed wall from the top foundation to the underside of the floor framing of the first story above grade plane. In Seismic category D1 (other than D2), cripple walls shall be braced with an amount and type of bracing as required for the wall above in accordance with Table R602.10.1 with the following modifications for cripple wall bracing: 1) The percent bracing amount as determined from Table R602.10.1 shall be increased by 15 %, and 2) The wall panel spacing shall be decreased to 18' instead of 25'. In Seismic Design Category D2, cripple walls shall be braced in accordance with Table R602.10.1. In any Seismic Design Category, cripple walls are permitted to be redesignated as the first story walls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories respectively. Where interior braced wall lines occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be 1 Y times the length required by Table R602.10.1. Where cripple walls are braced using method 3 of Section R602.10.3. (wood structural panel) cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4" o.c. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Catergories D1 and D2. 33. UNDER -FLOOR VENTILATION: IRC Section 408.1 and 408.2. The under -floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement or cellar) shall be provided with ventilation openings through foundation walls or exterior walls having a net area of not less than 1 square foot for each 150 square feet of under -floor space area. Openings shall be located as close to corners as practical and shall provided cross - ventilation. One such opening shall be within 3 -feet of each corner of the building. Ventilation openings shall b� covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed Y ": 1) Perforated sheet metal plates not less than .070" thick, 2) Expanded sheet metal plates not less than .047" thick, 3) Cast iron grills or grating, 4) Extruded load- bearing brick vents, 5) Hardware cloth of .035" wire or heavier, 6) Corrosion resistant wire mesh, with the least dimension being Y ". See exceptions for additional options. 34. UNDER -FLOOR ACCESS: IRC Section 408.4. Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18" x 24 ". Openings through a perimeter wall shall be at least 16" x 24 ". When any portion of the through wall access is below grade, an areaway of not less than 16" x 24" shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a coor to the residence. Unobstructed by pipes, ducts or similar construction. 35. DECKS & EXTERIOR STAIRS: IRC Section 319.1.2. Based upon climate conditions and local exposure approved naturally durable or pressure preservatively treated woDd shall be used for those portions of wood members that form the structural supports of buildings, balconies, porches, or similar permanent building appurtenances. Such members may include: 1) Horizontal members such as girders, joists, and decking. 2) Vertical members such as posts, poles and columns. 3) Both horizontal and vertical members. Treatment must be applied by manufacturer. ENERGY CODE GENERAL NOTES 36. PREMISE IDENTIFICATION: IRC Definition, Section R321 & City of Seatac Standards for Fire Apparatus Access Roads. Approved numbers or addresses sahll be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Approved numbers or addresses shall be placed on all new commercial or residential buildings (that require an address), at the beginning of long driveways when the address is not clearly visible from the access road, or in any other areas deemed necessary by the City of Seatac Fire Marshal. They shall be placed in such a position as to be plainly visible and legible from the street or road fronting the property. Said numbers shall contrast with their background. 37. APPROVED PLANS: IBC Sections 106.4.1, 106.4.2. The approved plans shall not be modified, changed or altered without authorization from the Building Official. The building permit and one (1) set of approved plans for the project shall be kept at the site of work and shall be open to inspection by the building official or his or her authorized representative. 38. HEATING: IRC Section 303.8. Every dwelling unit shall be provided with heating facilities capable of maintaining • a minimum room temperature of 68° F at a point 3' above the floor and 2' from exterior walls in all habitable rooms at the design temperature. The installation of portable heaters shall not be used to achieve compliance with this section. 39. GYPSUM WALLBOARD: IRC Section R702.4.2 & R702.4.3. When gypsum is used as a base or backer for adhesive application of ceramic tile or other nonabsorbent material, it shall conform with ASTM C630 or C1178. Water resistant gypsum backing board shall be permitted to be used on ceilings where framing spacing does not exceed 12" o.c. for Y" thick or 16" o.c. for 5/8" thick gypsum board. Water resistant gypsum backing board shall not be installed over a vapor retarder, or on ceilings in a shower or tub compartment. All cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. Limitations: Water resistant gypsum backing board shall not be used in the following locations: I ) Over a vapor retarder in a shower or bathtub compartment. 2) Where there will be direct exposure to water, or in areas subject to continuous high humidity. 40. GYPSUM WALLBOARD FASTENING: IRC 8702.3.6 S Table R702.3.2, IBC 2306.5.1.4. Screws for attaching gypsum board to wood framing shall be Type -W or Type S in accordance with ASTM C 1 002 and shall penetrate the wood not less than 5/8 ". Footnote, Table R702.3.5: Type X gypsum wallboard for garage ceilings beneath habitable rooms shall be installed perpendicular to the ceiling framing and shall be fastened at G" o.c. by minimum I -7/8" Gd coated nails or equivalent drywall screws. -3/8" minimum from edge and ends for nails or screws. - Fastening (nails): 7" o.c. max. ceiling, 8" walls. - Fastening (screws): 1 2" o.c. ceiling, I G" o.c. walls when wall framing is 1 6" o.c., I 2" when wall framing is 24" o.c. 4 I . STORY / STORY ABOVE GRADE: IRC Section R202. That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above. A story above grade is any story having its finished floor surface entirely above grade, except that a basement shall be considered as a story above grade where the finished surface of the floor above the basement 15: I) More than G' above grade plane. 2) More than 6' above the finished ground level for more than 50% of the total building perimeter. 3) More than 1 above the finished ground at any level. 42. HEIGHT OF BUILDING GRADE PLANE: IRC Section R202. The vertical distance from grade plane to the average height of the highest roof surface. The grade plane : A reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6' from the building between the structure and a point 6' from the building. Note: Zoning regulations may limit the height of residential structures more stringently. Check with your local jurisdiction for height limitations. 43. RETAINING WALLS: IBC Section R1806.1, IRC Section R105.2. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. Retaining walls that are not over 4' in height measured from the bottom for the footing to the top of the wall not supporting a surcharge is exempt from permits. IP 0 1 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2009 City of Tukwila BUILDING DIVISION :1;5411