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Permit D12-077 - TRITEC HOMES - NEW SINGLE FAMILY RESIDENCE
TRITEC HOMES 16833 53 AV S D12-077 Parcel No.: Address: Project Name: City oilI'ukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY 8125200480 16833 53 AV S TUKW TRITEC HOMES Permit Number: Issue Date: Permit Expires On: D12 -077 04/24/2012 10/21/2012 Owner: Name: NGUYEN BAO Address: 3712 S 191ST PL , RENTON WA 98188 Contact Person: Name: Address: Email: ANDREW GOBLE PO BOX 951 , SUMNER WA 98390 ANDREW @TRITECHOMES. C OM Contractor: Name: TRITEC HOMES INC Address: PO BOX 951 , SUMNER WA 98390 Contractor License No: TRITEHI983D2 Expiration Date: 03/22/2014 Phone: 206 - 383 -3705 Phone: 253 - 863 -7708 Lender: Name: Address: DESCRIPTION OF WORK: CONSTRUCT NEW 2283 SO FT RESIDENCE WITH A 420 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, AND STREET USE. HIGHLINE WATER DIST. & VALLEY VIEW SEWER DIST. Value of Construction: $284,178.03 Type of Fire Protection: SPRINKLERS Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $8,151.95 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc: IBC- SF7/10 D12 -077 Printed: 04 -24 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: Y Landscape Irrigation: N Moving Oversize Load: N Number: 0 Start Time: Volumes: Cut 10 c.y. Start Time: Size (Inches): 0 End Time: Fill 10 c.y. End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: S I hereby certify that I have read and governing this work will be complie xa wit Date: 01— ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: g AL SeGr.«' ck..s � 4w1 4� .� Date: h)7/ /DCYZ-- This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: 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: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. doc: IBC- SF7 /10 D12 -077 Printed: 04 -24 -2012 9: Notify the Oity of Tukwila Building Divisiarior to placing any concrete. This procedures addition to any requirements for special inspection. 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. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 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. 19: ** *PLUMBING AND GAS PIPING * ** 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: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: 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. 30: 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. doc: IBC- SF7/10 D12 -077 Printed: 04 -24 -2012 31: The applicant agrees that he or she will a licensed plumber to perform the work ou1d in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 36: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050). 37: Maximum grade for all projects is 15 %. 38: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 39: 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) 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 42: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 43: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 44: 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. 45: Prior to Public Works final for this permit Owner /Applicant shall complete private access road within the West 20 feet of Lot 1 of City of Tukwila Short Plat No. L07 -039. To the extent that the Declaration of Private Ingress /Egress and Utilities Easement recorded under King County recording no. 20071211001191 requires. 46: 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. 47: 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. 48: Any material spilled onto any street shall be cleaned up immediately. 49: 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. 50: PRIOR TO WORK IN THE PUBLIC RIGHT OF WAY OWNER/APPLICANT SHALL PROVIDE TO PUBLIC WORKS (1) ROW HOLD HARMLESS AGREEMENT (2) INSURANCE FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 52: 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. 53: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cublic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. doc: IBC- SF7 /10 D12 -077 Printed: 04 -24 -2012 54: From October 1 through April 30, cover slopes and stockpiles that are 3H:1 V or ste. 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. 55: 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: IBC- SF7 /10 D12 -077 Printed: 04 -24 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. 1 __O 7 7 Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *please print ** SITE LOCATION King Co Assessor's Tax No.: 8125200480 Site Address: 16833 53rd Ave S PROPERTY OWNER Name: Andrew Goble Address: PO Box 951 Name: Tritec Homes, Inc. Phone: (206) 383 -3705 Fax: (253) 863 -7708 Email: andrew @tritechomes.com Address: PO Box 951 863 -7708 Contr Reg No.: TRITEHI983D2 Exp Date: 03/22/2012 City: Sumner State: WA Zip: 98390 CONTACT PERSON — person receiving all project communication Name: Andrew Goble Address: PO Box 951 City: Sumner State: WA Zip: 98390 Phone: (206) 383 -3705 Fax: (253) 863 -7708 Email: andrew @tritechomes.com GENERAL CONTRACTOR INFORMATION Company Name: Tritec Homes, Inc. Address: PO Box 951 Company Name: City: Sumner State: WA Zip: 98390 Phone: (206) 383 -3705 Fax: (253) 863 -7708 Contr Reg No.: TRITEHI983D2 Exp Date: 03/22/2012 Tukwila Business License No.: Phone: (253) 857 -7055 Fax: (253) ARCHITECT OF RECORD Name: Company Name: Hodge Engineering Company Name: Engineer Name: John Hodge Architect Name: City: Gig Harbor State: WA Address: Phone: (253) 857 -7055 Fax: (253) 857 -7599 City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name: Hodge Engineering — Engineer Name: John Hodge Address: 2601 Jahn Ave NW#A1 City: Gig Harbor State: WA Zip: 98335 Phone: (253) 857 -7055 Fax: (253) 857 -7599 Email: john @hodgeengineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications \Forms- Applications On Line\201 I Applications \Combination Permit Application Revised 8 -9 -11 docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 141,325.51 Scope of work (please provide detailed information): Construct New Single Family Residence DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st floor 985 rd floor 1,298 Garage !I carport • 420 Deck — covered !I uncovered • 115 Total square footage 2,818 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206 -575 -4407. EQUIPMENT AND FIXTURES INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 6,375.00 Value of mechanical work $ 1 furnace <100k btu thermostat emergency generator 1 appliance vent 1 wood /gas stove fuel type: ❑ electric ® gas ventilation fan connected to single duct water heater (electric) 6 other mechanical equipment PLUMBING: Value of plumbing /gas piping work $ 6,909.00 2 1 4 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\ Applications\Porms- Applications On Line \2011 Applications \Combination Permit Application Revised 8 -9 -1 I.docx Revised: August 2011 bh 1 1 3 clothes washer shower water closet 4 gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ® .. Highline ® ...Valley View ❑ .. Renton ® ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑...Hold Harmless — (SAO) ❑ ..Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ®.. Construction/Excavation/Fill - Right -of- Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ® .. Curb Cut ❑ .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size ❑ ...Sewer Main Extension Public ❑ - or - Private ❑ " WO# " WO# ❑...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications \Forms - Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 3 of 4 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. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR fHORIZED i,�T AGENT: Signature: V r�'AI Date: 3142n t Print Name: Andrew Goble Secretary, Tritec Homes, Inc. Day Telephone: (206) 383 -3705 Mailing Address: PO Box 951 Sumner WA 98390 city state zip HAApplications \Forms - Applications On Line\2011 Applications \Combination Permit Application Revised 8 -9 -11 _docx Revised.- August 2011 bh Page 4 of 4 • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME j (Tic 14 Glint S (SFit) PERMIT # _biz.- O17 /(4» - 5; rd- Ave • s•) If you do not provide co tractor bias or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention_ 25o Water /Sew rface Watt j reo Road/Parki r 0 0 A. Total Improvements 2750 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 49 $250 (1) 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 /0 cubic yards Enter total fill volume /0 cubic yards $ 6'j 4).90 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 13T 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 31 9 °I— .2.5e 7ee-- The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ 49 = . D. - (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 23�� (8) QUANTITY IN CUBIC YARDS RATE ./ 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. D. E. Water Meter — Permanent* Water Meter — Water only* Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED 0.00 (9) Total A through I $ .966-(10) Z� (6 +7 +8 +9 +10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only a -fers Size (inches) Ins tion Cascade Wa > • !fiance ' FC 0 .2011 — 12.31.2011 Total Fee 0.75 $625 $6005 $6630 1 $1125 5,012.50 $16,137.50 1.5 $2425 $31 f 5 $32,450 2 $ 5 $48,041 $50,865 3 4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 8125200480 Address: 16833 53 AV S TUKW Suite No: Applicant: TRITEC HOMES RECEIPT Permit Number: D12 -077 Status: APPROVED Applied Date: 03/09/2012 Issue Date: Receipt No.: R12 -01409 Initials: User ID: Payee: JEM 1165 Payment Amount: $6,203.15 Payment Date: 04/24/2012 02:54 PM Balance: $0.00 ANDREW GOBLE, TRITEC HOMES, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 02764C ACCOUNT ITEM LIST: Description 6,203.15 Account Code Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 90830402.5000.5304.XXXXX 000.322.102.00.00 90330109 . 5000. 5301.XXXXX 000.322.103.00.00 000.322.100 000.342.400 000.342.400 000.345.830 640.237.114 Total: $6,203.15 2,998.15 922.00 189.00 1,426.00 252.00 250.00 23.50 69.00 69.00 4.50 doc: Receiot -06 Printed: 04 -24 -2012 • • City of Tukwila tiZ Department of Community Development 6300 Southcentcr Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 8125200480 Address: 16833 53 AV S TUKW Suite No: Applicant: TRITEC HOMES RECEIPT Permit Number: D12-077 Status: PENDING Applied Date: 03/09/2012 Issue Date: Receipt No.: R12 -01005 Payment Amount: $1,948.80 Initials: WER Payment Date: 03/09/2012 02:17 PM User ID: 1655 Balance: $3,443.65 Payee: ANDREW GOBLE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 647511 ACCOUNT ITEM LIST: Description 1,948.80 Account Code Current Pmts PLAN CHECK - RES 000.345.830 1,948.80 Total: $1,948.80 doc: Receiot -06 Printed: 03 -09 -2012 INSPECTION RECORD Retain a copy with permit 1)/2 -077 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ..! ..R t i pCI N 0 ays S Type of Inspection: 1:: 17Q ✓1 tom.. Address: f.,A X3 53 At Date Called: Special Instructions: Date Wanted:. a.m. P-- 2 0 -1 Z c Requester: Phone No: a Cie, • 730 - (3 EaS '-'7 ® Approved per applicable codes. Corrections required prior to approval. 3 COMMENTS: Ptor-A1 (101- v.?If4/- ! r (eel(Pfig.](°y Pp2tJ nspec Date: tom SPECTION FEE RE�UIRED. Prior tornext inspection. feernust be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .._ INSPECTION. RECORD Retain a copy with permit INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R- (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Z` ( G KiL *S T TY s o U 4 4. \..... P / // 0 G 9 s f i pi,v (— _,: -ve, /_ 4e,,,,Imo%/ 4104r.--. -c7 f I.iuLSOoaITOIU fre,,pl#lr "ti u7,�i r1 i ?) �,,G6, rva. 4 s v 7 U- ,�4-1..fi av d 1 /, c,, III (JO w {'O � MI /.i7 t7 cm, 3- A09, ✓ "-fS40 ,�v Approved per applicable codes. Corrections required prior to approval. COMMENTS 7D A 4,i gill44yr 4 ,Jgn,../;c' - ooy„P/afr 5) i34u• N. ;Ai) f .,ti4/— ( /,.,04alP / i 4/%S / // 0 G 9 s f i pi,v (— _,: -ve, /_ 4e,,,,Imo%/ 4104r.--. -c7 f I.iuLSOoaITOIU fre,,pl#lr "ti u7,�i r1 i ?) �,,G6, rva. 4 s v 7 U- ,�4-1..fi av d 1 /, c,, III (JO w {'O � MI /.i7 t7 cm, 3- A09, ✓ "-fS40 ,�v Inspec2dr: REI SPECTION FEE REQ RED. Prior o next inspection. fee must be at 6300 Southcenter BE .d., Suite 00. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 , D 12 fir) .re c 40 jitts Type of Irnspecti4 t Address: c� X33 �/ 5.3 _re Dat Called: �_ Special Instructions: Date W nted:. r - f tun:. p.m. Requester: %one No(00 — 353 — 113 0 6 Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: Insp ctor: Date: r REINSPECTION FEE ' EQUIRED/Prior to next inspection, fee must .be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection., I SPECTION Na • :INSJ ECTION RECORD Retain a copy with permit L 12 " 011 PERMIT NO. • .: CITY- OFTUKWILA BUILDING DIVISION 6300 Southcenter B:Ivd., #100, Tukwila. WA 98188 (206) 431 -3670 Pro ::. i I"� a. �1eS Type of Inspection: Q u) 1 l(�..� L"tife!tkztA,./ arc/SS bui (-f- rb ) Ad ress: Date Called: Specia Instructions: - Date Want 'a.m.' Requester:1g' Phone No: aa (p A 33 - 113O EJAppFoved per applicable codes. XAS 1111 i• . ElCorrections required prior to approval. COMMENTS: . L"tife!tkztA,./ arc/SS bui (-f- rb ) Ct S-f prte1a rJ S . F 'ta (eJ $coo dowr, - - tricaif dl a Inspector: 9S Date: % �/fr2 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. - - .n 13 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 lc- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: T i; &@ i-{ &w • Type of Inspection: r5 Address: WP333 .53 ilJ Date Called: Special Instructions: ' Date Wanted: 17 p. Requester: • 3633 -310' Phone No: 0,--a4.1 - StiltairAdIldIalZka. Approved per applicable codes. COMMENTS: Corrections required prior to approval. , N 1 n REM SPECTION FEE REQUI ' ED. Prio to next inspection. fee must be pa' at 6300 Southcenter Blv.. Suite 00. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Btvd., #100, Tukwila. WA 98188 p� (206) 431 -3670 Permit Inspection Request Line (206) 431 - 2451 ['^ b/2 --o77 Project: 1742-7' Hein S Type of Inspection: (2/19//- pove -.2 AfSr,/ Address: 4/44 - a Ad Date Called: Special Instructions: Date Wanted:. fro `r72. /- J 7 a.m. am.. Requester: Phone No: r)'tO6 -3a3 3705 Approved per applicable codes. Corrections required prior to approval. 8 COMMENTS: 6---) 04r i vvstic-4- - /i p.�r�/� . ,' I / `- bl�ir.L./SLfLf' 1O J- ty .,.... Inspe r. Date: (ec-2/ ?/ REI SPECTION FEE REQUIRE ''. Prior to ne inspection. fee must be id at.6300 Southcenter Blvd. uite 100. :11 to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 12 -o7 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 0„ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 1 11. iT H'C)vtk Type pt Inspection: m((Oti-_LJ..6211S Address: ((A33 AkiS Date Called: Special Instructions: _.�Q6 Date Wanted: (-2D-17 p. Requester: Phone No: -3n 37o Approved per applicable codes. Corrections required prior to approval. 6 COMMENTS: Izej, IN PECTION FEE REQUIRED. Prior tofext inspection. fee must be aid t 6300 Southcenter Blvd., Su' a 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b it -c: 7 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: T R 1 < �►n�f S. Type of Inspection: rz ,l N.4, Address: 3 1(�e 3 53 A0 5 Date Called: �q Z. (AM ` 1 Special Instructions: Date Wanted:. any Requester: Phone No: �f�'�aaj_.2 Approved per applicable codes. Corrections required prior to approval. `^ COMMENTS: 1) �B),o•4 ='aci • SPECTION FEE REQUI aid at 6300 Southcenter Blv D. Prior to next inspection, fee must be Suite 100. Call to schedule reinspection. u INSP INSPECTION RECORD I Retain a copy with permit /2- 077 E, TION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 981881- tag_ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 7 / iece t/Dms Type of Inspection: f- A,- pp,iit/c Address: ,I&33 5319u 5 Date Called: 6 LA /2 /A/C. Special Instructions: Date Wanted:. 4 -/S -ice . Requester: Phone No: .20‘-393-3705 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ) 61.f r, A.,tic - /x)014- ,,;,, ( 44/0€4-A- -/ e)/ /mss 9.5 /er --1/ SY,K� /IIrAJ Io /- Zi r / ..j ? F /viiP .7/ tA),r,,,,c3 ✓S /4/6,4 4 7 F Plyli • P /f7 )5 c z stZ 'VI - Alp/i/vee p /G_ T6 - ',t/5P.e9Tf l • Rf SPECTION FEE RE UIRED. Prior to next inspection. fee must be 1-1 Rp d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • • • Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 1 1)7/144 LA •57, /m "o J - � f, m/et- 11 tt.f /4rA Dat INSPECTION. FEE RE UIRED. Prinr:to next inspection, fee must be . • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit .INSPECTION NO. • PERMIT NO. • CITY'OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 rs (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 /)'2677 Project: • - ',7Q.7-1',F0 /WC41-9S Type of Inspection: ,QcDr6/ AJ 7`)/level 6/6 i _S Address: //� / / �i Date Called: O Special Instructions: • • • Date Wanted:. A, _ /C, — /� ‘:% p.m. Requester: Phone No: c? 0 6 — 3,93—.3 70 5 • • • Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: g,,) y / //� / / �i .- / y!.S - O ii • to ,ta.,.,x` / ,,s 77 /-ri, 7--e., tnspe Date' REIN 1�ECTION FEE R�QUIRED. PrioF to next inspection. fee must be ,� P paidat 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a`copy with permit INSPECTION NO. PERMIT NO. 7 -07%. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, TuI4ila. WA 98188 . ' (206) 431 -3670 .Permit Inspection Request Line (206) 431 -2451 Project: I 1 ,Q,7WC' f/osll'S 1 Type of Inspection: ../i9 //s a o/icth.v'/ 441 Address: , /683 33' Aid S . Date Called: Special Instructions: Date Wanted: . `n -. / -p-�• Requester: Phone No: Gli o '- 383 -3 70 Approved per applicable codes. COMMENTS: P. ❑Corrections required prior to approval. a Date: EINSPECTION FEE ' EQUIRED. Prior to next inspection. fee must be paid at 6300 Southcen r Blvd.. Suite 100. Call to schedule reinspection. • .1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit, !1 Z "077 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 r, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Protect: , C Type of I ` pectlgn: c� tAi V Address: re Date Called: Special Instructions: Date Wanted: . —`a.m . co ' ' - (� p.m. Requester: Phone No: i 18� ......3 7 as aApproved per applicable codes. Corrections required prior to approval. COMMENTS: fl- pr Inspect r Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 c5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: -,`3.1 o hliciAAO C. Type of Inspection: SA.Ot1cC. Ine thk.IS Address: Date Called: Special Ins ructions: Date Wanted:. Ca.m` Req ester: Phone No: Approved per applicable codes. D Corrections required prior to approval. Z. OMMENTS: • REI SPECTION FEE REQUI D. Prior t ext inspection, fee must be (d at 6300 Southcenter Blvd), Suite 1 0. Call to schedule reinspection. • INSPECTION NO. • ... INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Inspection Request Line (206) 431-2451 Project: . if.t-11.1..0 t i° tvt<", Type of Inspection: 1...1 t•-.1 P 1Z, 1:1..00 4/Z. Address: IGAS3 3 AO Date Called: Spetiai Ifittructions: • Date Wanted:. 6 - z 1.- 1 z lac:1,1 Requester: Phone No: .206,-665-3 7 0 5, Approved per applicable codes. ElCorrections required prior to approval. B COMMENTS: _.• ..• Insp 'or: awe', E INSPECTION FEE REQUIRED. Prio to next inspection. fee must be Said at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: .5- 2 INSPECTION RECORD •Retain a copy with permit INSPECTION NO. DP-0 -7 PERMIT NO. 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B1.0., #100, Tukwila. WA 98188 (206) 431-3670 ' Permit Inspection Request Line (206) 431-2451 • • ' 59 ,,• _ Project: . lfec 4 j ne 5 Type of Inspection: sp Address: . . 6 3 •‘54/e -s Date Called: cc - r 1 1 .2. — Specia Instructions: • _ Date Wanted:. //Yh:g ..m. P.m. Request r. gYoi-t. 4 ///i-s 0k. Phone P40: f204 5.53- ii.,50 4-0 bc4(.14;41 - ElApproved per applicable codes. 11.Corrections required prior to approval. COMMENTS: — 00a)(Kflitick- aild iii-r, (4- (cA4r-on 4 re. 44-in tii■ i--A((ed Oe. i aPpr.)tfiro4 tp(6t"5. 0k. • 4-0 bc4(.14;41 - • . . . . • . . . REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • .. INSPECT! . N NO. INSPECTION RECORD Retain a copy with permit &Di Z t2-Q77 PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 y- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: . --r -R 1; E( 144 VAE S Type of Inspection: FOC—Iri r 0 R A' ./ -...., Address: .1t4.5,3'3AJ S Date Called: Special Instructions: A r Tc ' i C%, l2 CD SC/(+0t-! '1-U1 Date Wanted:. - 10 — 12. a.m. p.m. Requester: Phone No: -2..C.3(..=, - 3 S 3 - 3-7U S r Approved per applicable codes. aCorrections required prior to approval. 7 COMMENTS: f ],RE fVSPECTION FEE REQU1t ED. Prior t, p d at 6300 Southcenter Bl .. Suite 14 . Date: .- In- rZ next inspection. fee must be Call to schedule reinspection • • INSPECTION RECORD Retain a copy with permit INSPECTION•NO. PERMIT NO. • CITY•OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 r. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 I Pixf ct' a •r1 f C (�,, M ( � 5f Type f Inspection: utio A i.A/ _c Addr ss � 5.3.5, Date Called: Special Instructions: • • . Date Wanted: '_� -- /2--- a n:,- Pm. Requester: PhoneeN:� _3 g3 -3 ' 105 Ns, Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: • . ir`� 9�'6 �C . 2A/ ?L. 4 Date: -��� R 1 iPECTION FEE R`gUIRED rior to next inspection. fee must be peat 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 £'2 -077 ' . d Project:: Type of Inspection: F0072-Al 6 . ? 2 (' . SO S Address: '4e33'..es-.3'k,90£ Date Called: Special Instructions: • Date Wanted:. 6- -.2 -1, � Cam. p.m. Requester: Phone No: a2o6- 283-.3 76._5 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 1 In pet r r Date: Z-1? .1 R NSPECTION FEE REWIRED. P 'or to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit o)-1 I 087 PERMIT PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: i 'rr \ r L . A K,a, ) A � Type of Inspection: Sir c, w pr /cf_f__, M L.- Address: / tz 33 Suite #: _.5-3 .�5, Contact Person: Aro e,c j Go j I Special Instructions: Occupancy Type: Phone No.: e)et' 2- 3 5 - •0s'' • Approved per applicable codes. Corrections required prior to approval. COMMENTS: - 64: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ---r1 S Date: 7)gs') i Z Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /a- s- 467. big_ 0-77 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 • 206- 575 -4407 ■ Project: Sprinklers: Fire Alarm: .s Type of Address: /, 0 33 Suite #: Permits: 5 3 _s) Contact Person: Special Instructions: • ` Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: C t?V ) / H q-pco O� latJ 1 G-P a. r..ok -e.. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: , Permits: Occupancy Type: Inspector: 4/\. .5-a- Date: 6/1 ?(, L Hrs.: l $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 n 0 0 °s a 2 U Jan 31, 2008 — 10:OJpm / NW1 /4 OF SW1 /4, SEC. 26- T23N -R4E, W.M. 589 °21'31 "E 8d.03' 1 260 .59 a • V. 120 LF 1' WATER / SERVICE UNE REMOVE EASPHALT CON C � L REMOVE S89 °21'31'E 119.85' EX. HOUSE TO BE REMOVE PRIOR FINAL RECORD /. / / EX. HOUSE TO REMAIN L . / / / n ti t- t. I:. 1 SHED HOUSE \ REMAIN r r END SIDE SS, I.E. = \243.29 I.k. = 243.16 LOT 4 REMDVFj E L ASPHALT aN (7,962 80. FT.) CONCRETE DRIVEWAY I 68 LF 6' OPMC SIDE SS 11,/ ./,1,,/.1 S =1.0X ISTA 11 11' i / f / % 1 1 11 C otei /Bolin R : a l 2 5 4 . 2 6 1 1 S. 17OTi -1 80.03' 1 20 LF 6' 0 75 LF 3/4' 0.5' 1.0' UNE iz f J 4.0' 22.0' ACCCSS/UTIUTY I EASEMENT I / j, 6'0C.0. i/`LE. = 242.61 oLch Basin /41m: 251.28 1r.12 "RCP: 246.58 1 I \ YJY STR /' ss Storm 1,!H -� *��T: 254.38 !E8"p1: 249.48 / 8 "CPE.P: 24e.G8 'ar J� ,.. SS STUB LOT1 • ,65o so. FT.). '4 , 41 LF 6` �►��5 1� S = 2.0% LE. = 242.30 5LF6'0PVC 5 =2.0% SS STUB J 0 LI 1 D 0�/� Vi l- Ca R 1E1 E IN It 1 1/I h 3osin 12$2.25 C7: 239 119.85 \ T i R•r m25M2.2C iERS) H IE1e, cp P... 248.35 Storm MH 251.90 S2 ) G _10'331. 6. 0 C.D. -1:E.,= 242.20 / S89°21'31"E 199.88' HEX. \ SIDE SS S7116. W TER METER FOR LOT 2 ('X#')' SS' �..w �\ EX; WATER METER REUSED FOR LOT 1 UP(;RADE TO (W X 30 yETER IF NECESSARY = i SS WATER METER FOR LOT 3 (O' X 1') . tt � 1 PLAN m MH ••BAG 12,21 - CPE^ ^: 4 6 'RCP 8:123 S6 'RCP 11:I 234 86 S5 - Soniton; Sewer MH tarn: 241.95 1E8"PVC: 231.35 HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 1 inch = 15 ft. LEGEND SD C � S5 50 c BP ET Aassesseesse NOTES: PROPERTY UNE - EASEMENT - ROAD CENTERLINE PROPOSED STORM DRAIN PROPOSED SANITARY SEWER PROPOSED WATER SERVICE UNE PROPOSED SINGLE FAMILY RESIDENCE (APPROX. LOCATION) EDGE OF PAVEMENT AT FACE OF CURB EDGE OF PAVEMENT SEWER UNE STORM UNE GAS LINE WATER LINE POWER UNE PHONE UNE ROCKERY FENCE UNE BUILDING LINE_ CONTOUR O CORNER SET o PROPERTY CORNER FOUND THIS SURVEY • POWER POLE -a GUY ANCHOR # STREET LIGHT ® POWER METER E3 POWER TRANSFORMER VAULT - UNKNOWN 18 PHONE MANHOLE r • GAS METER 2 FlRE HYDRANT &- WATER VALVE 1.7 WATER METER C CATCH BASIN ® STORM MANHOLE © SEVER MANHOLE HANDICAPPED RAMP 1. ALL UTILITIES TO BE UNDERGROUND. 2. PROPOSED RESIDENCE ON LOT 3 WILL REQUIRE A RESIDENTIAL FIRE SPRINKLER SYSTEM INSTALLED. 3. CONTRACTOR SHALL HELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 4. SEE SHEET SN1 FOR STANDARD cTY OF TUKV1LA CONSTRUCTION NOTES. 5. SEE SHEET DR1 FOR DRAINAGE PLAN. for Ovt1 P12:- 011 NO. DATE BY REVISION DESCRIPTION 1 -31 -08 HPH (DELETE LOT 3 INFILTRATION TRENCH AND JOB NO. R07600 ISSUE DATE 12 -15 -07 REVISE ROAD INFILTRATION TRENCH) ' DESIGNED BY: H. H. PHAN DRAWN BY: H. H. PHAN CHECKED BY: A. T. NGUYEN PROJ. MNGR H. H. PHAN EXPIRES 07/22/09 1 1 EXPIRES 09/13/09 1 ECEI ED EB 01 200fi ocamvsfry maiadowsw- 1...F; CONCEPT Land Development and CM Engineering Consultants 650 South Orcas Street, Suite 214 Seattle, WA 98108 T (206) 658-0125 F (206) 658 -0127 www.THECONCFPTSRP.com STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 - S. 170TH STREET TUKWILA, WA 98188 T REFERENCE SHEET NO.. UT1 UTILITY PLAN SHEET OF 9 SHEETS Jon JI,'2008 — 10:06pm NW1 /4 OF SW1 /4, SEC. 26- T23N -R4E, W.M. / 2rn `I 1 D r0 VJ 0 Y CB -TYPE 1 STA 11 +11, - -- -- - - - - -= I . ! rl X X 2b R00F '1 INFILTRATION TREK} FOR LOT 2 V. �' °ySeL-OT 2 I r . . ,(6,650 SC F rS; a 7 � L lAi-- i 1 W W ^� S. 170TH STRG , ; ,, r--- , r 1 S:orm .�.!H J / Storm 1 Ht1. --- ! 'nm: 254.5E Rgm. 252.20 I / CONNECT TO EXIST. CB 1 \ - SD -i s IX� 11 1 1 ) r , Co h, RC 25Bo2.s n 25 1E1 CPae: 234 • 41.9 RI !E1 1E1 1E1 m MR "BAD RE "CPEP: <,r6 "RCP E: / 23., "RCP N:, 234 9 w n. ^�St :E 0!' 249.46 ._15 CPEP: 249.7- Fly Rim: :51.50 PLAN SS1 / G s5 l j 1 2 "HP SS N HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 l inch ° 15 ft. 252 248 244 LEGEND PROPERTY UNE EASEMENT ROAD CENTERUNE SD PROPOSED STORM DRAIN ss PROPOSED SANITARY SEWER w PROPOSED WATER SERVICE UNE C C PROPOSED ASPHALT ACCESS ROAD PROPOSED SINGLE FAMILY RESIDENCE (APPROX. LOCATION) PROPOSED CEMENT CONCRETE DRIVEWAY C ] PROPOSED INFILTRATION TRENCH ❑ PROPOSED CATCH BASIN TYPE 1 ❑ PROPOSED YARD DRAIN • INFILTRATION TEST (APPROX LOCATION) 6i EDGE OF PAVEMENT AT FACE OF CURB EDGE OF PAVEMENT SEWER UNE STORM UNE GAS UNE WATER LINE POWER UNE PHONE UNE ROCKERY FENCE UNE BUILDING UNE CONTOUR CORNER SET PROPERTY CORNER FOUND THIS SURVEY POWER P011 GUY ANCHOR STREET UGHT POWER METER POWER TRANSFORMER VAULT - UNKNOWN PHONE MANHOLE GAS METER FIRE HYDRANT WATER VALVE WATER METER CATCH BASIN STORM MANHOLE SEWER MANHOLE HANDICAPPED RAMP co NOTES. 01'4\1 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. SEE SHEET SN1 FOR STANDARD CITY OF TUKWILA CONSTRUCTION NOTES. 3. SEE SHEET DR2 FOR DRAINAGE DETAILS 4. SEE SHEET UT1 FOR UTILITY PLAN. 5. SEE SHEET PG2 FOR ACCESS ROAD PROFILE AND SECTION. ° vi EX. CB, STA 10+18 CB -TYPE 1, STA 1D+50 CB -TYPE 1, STA 11 +11 RIM ELEV= 249.58 EX IE I EX RIM ELEV=251.28 (N) =246.58. IE IN (V/246.58 IE-84-0+ fry IE OUT S) OVERFLOW =246.91 RIM ELEV=248.66 IE OUT 5246.16 IE IN (N�246.56 -EX 1E'IN-(f)=246.5B FINISH GRADE 1I I E705TING ADE OVERFLOW 31 LF 8' ADS _ SD 0 1.1% I 58LLF6 "PERF. - 43 L DRAIN B ADS •0.0% �6'ADS ®5 12' RCP SD INFILTRATION TRENCH (BOTTOM ELEV=245.16) 10+00 10+50 PROFILE 11 +00 HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 1 inch = 15 ft VERTICAL GRAPHIC SCALE 3 1.5 0 1.5 3 1 inch ° 3 ft NO. DATE BY REVISION DESCRIPTION 1 1-31-08 HPH (DELETE LOT 3 INFILTRATION TRENCH AND JOB NO. R07600 ISSUE DATE 12-15-07 REVISE ROAD INFILTRATION TRENCH) DESIGNED BY: H. H. PHAN DRAWN BY: H. H. PHAN CHECKED BY: A. T. NGUYEN PROJ. MNGR H. H. PHAN I EXPIRES 07/22/09 I I EXPIRES 09/13/09 RECEIVED FEB 01 2008 COMMUNITY OE1ELOPME°NT �fLC CONCEPT /4Q Land Development and Civil Engineering Consultants 650 South Orcas Street, Suite 214 Seattle, WA 98108 T (206) 658 -0125 F (206) 658-0127 www.THECONCEPR;RP.00m 10+50 7X STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 - S. 170TH STREET TUKWILA, WA 98188 REFERENCE SHEET NO. DR1 DRAINAGE PLAN AND PROFILE SHEET 6 OF 9 SHEETS Layout Name: Layout! C: \THE CONCEPT GROUP \CADD\R07600 — StanleyHankic Short Plot \R07600— PS— DR2.ewg 8 Jan 31, 2008 — 10:07Pm 6' RIGID PERFORATED PIPE 0 0.0X (TIP) r r I 1 L J INFILTRATION TRENCH EXISTING GROUND z 0 0 PLAN VIEW NTS WASHED ROCK 3/4- - 1 1/2- 6' RIGID PERFORATED PIPE 0 0.0X () YARD DRAIN 5.0' MIN ROOF DRAIN or COMPACTED BACKFILL VARIES — SEE PLANS ONE MESH SCREEN YARD DRAIN ELEVATION VIEW NTS WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC 6- RIGID PERFORATED PIPE 0 0.0% WASHED ROCK 3/4' - 1 1/2' ROOF INFILTRATION TRENCH O PER KING COUNTY SWDM FIG 5.1.1.A SCALE NONE hr1v0 o PROPOSED ACCESS ROAD SECTION SEE DETAIL ON SHEET PG2 6' MIN. GRAVEL BACKFILL WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4' - 1 1/2 6- RIGID PERFORATED PIPE 0 0.0X ROAD INFILTRATION TRENCH O SCALE: NONE 6' RISER SECTION 13 BAR EACH CORNER TYPICAL KNOCKOUT W/ Y MIN WALL THICKNESS #3 BAR EACH SIDE #3 BAR EACH WAY 12' RISER SECTION 4• PRECAST BASE SECTION (MEASUREMENT AT THE TOP OF THE BASE) PROVIDE 18' MINIMUM DEPTH COMPACTED GRAVEL BACKFILL FOR PIPE BEDDING BELOW CATCH BASINS CATCH BASIN TYPE 1 PER CITY OF TUKWILA DETAIL DS -01 SCALE NONE NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 -. 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 ( AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTIR A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASSES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS KNOCKOUTS SHALL HAVE A WALL THICKNESS OF Y MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20'. KNOCKOUTS MAY BE OTHER ROUND OR D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED Jr PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR— F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON — ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE. REFER TO DS-06. 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. GROUND PAVEMENT OR GORUND WELDED 24- GALV. CHAIN 200# 36"0 X 3' GALV. EYE BOLT OUTLET DRAIN PIPE, . SIZE PER PLANS GROUT INSTALL TEE ON OUTLET PIPE YARD DRAIN INSTALL DRAIN PIPE SIZE PER PLANS 24.0 CONCRETE SEWER PIPE 4 MIN. CONC. CL PER CITY OF TUKWILA DETAIL DS -03 SCALE NONE NOTES: 1. FOR USE AS SMALL CATCH BASIN OR DISTRIBUTION BO 2. FOR USE IN NON TRAFFIC AREA ON PRIVATE PROPERTY. 3. SOLID CONCRETE COVER WHEN USED AS A DISTRIBUTION BOX. ' 4. COMPACT SUBGRADE TO 90% MODIFIED PROCTOR. 5. REFER TO CITY OF TUKWILA STANDARD DETAIL DS-03 2.0F2 FOR MATERIAL DIMENSION. NO. DATE BY REVISION DESCRIPTION 1 1 -31.08 HPH (DELETE LOT 3 INFILTRATION TRENCH AND JOB NO. R07600 ISSUE DATE 12 -15 -07 REVISE ROAD INFILTRATION TRENCH) DESIGNED BY: H. H. PHAN DRAWN BY: H. H. PHAN CHECKED BY: A. T. NGUYEN PROJ. MNGR H. H. PHAN EXPIRES 07/22/09 EXPIRES 09/13/09 ECE!VED EB 01 2008 COMMUNITY DEVELOPMENT CONCEPT Land Development and Civil Engineering Consultants 650 South Orcas Street, Suite 214 Seattle, WA 98108 T (206) 658 -0125 F (206) 658 -0127 www.THECONCEPTGRP.00rn STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 - S. 170TH STREET TUKWILA, WA 98188 DRAINAGE DETAILS REFERENCE SHEET NO. DR2 SHEET 7 OF 9 SHEETS W 0 252 248 DATUM ETSV 244. 00 N LOW POINT ELEV = 248.66 LOW POINT STA = 11 +11.03 PVI STA = 11 +22 P14 ELEV = 248.46 A.D. = 11.55 K = 2.60 30.00' VC • 4. • + d GARAGE ENTRY I • EXISTING GR■E { oi EXISTING (TYP) 8 PROPOSED (TYP) 10 +00 11 +00 ACCESS ROAD PROFILE HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 1 'inch = 15 ft. VERTICAL GRAPHIC SCALE 3 1.5 0 1.5 3 1 inch = 3 ft. DO 3.00% GRAVEL BACKFTLL 4' DIA PERF. PVC, PEA GRAVEL WRAP WITH GEOTEXTILE CONNECT TO STORM DRAIN SYSTEM 22' EASEMENT 20' ACCESS ROAD Q ACCESS ROAD MODULAR BLOCK WALL NOT TD EXCEED 4 FEET IN HEIGHT TOP ELEV = 250.5 TO 251.5 BOTTOM ELEV = 248.0 TO 249.5 COMPACTED GRANULAR BASE LEVELING PAD 3 CLASS B ASPHALT CONCRETE 6' CRUSHED ROCK (TOP COURSE & BASE COURSE) ®io ®ivivi ®� ®i ®psi /o /� CATCH BASIN & STORM DRAIN SIDE SEWER OWER J L GAS TV & TEL SUBGRADE SHALL BE COMPACTED TO 95% MAX DENSITY INSTALL TEE INFILTRATION TRENCH J FOR DETAIL SEE SHEET DR2 ACCESS ROAD SECTION A -A SCALE NONE WATER SERVICE LINES ?Or 1•140 on\M `L (MAX GRADE IS 152,) 18' SIDEWALK 5' -6' TOP OF CURB AT DRIVEWAY • 11!!!!!!9!!! • 2 - % CRUSHED ROCK SECTION A -A NOTES: CURB DETAIL 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5-1 SACK, 3000 PSI. 3. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A )6' X 5-r EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AU. ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. B. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWAKI( SHALL BE SAW CUT TO THE NEXT JOINT. DRIVEWAY DETAIL PER CITY OF TUKWILA DETAIL RS -08A SCALE NONE NO. DATE BY REVISION DESCRIPTION 1-31-08 MPH (DELETE LOT 3 INFILTRATION TRENCH AND JOB NO. ISSUE DATE 807600 1 12 -15-07 REVISE ROAD INFILTRATION TRENCH) DESIGNED BY: H. H. PHAN DRAWN BY: H. H. PHAN CHECKED BY: A. T. NGUYEN PROJ. MNGR H. H. PHAN EXPIRES 07/22/09 I EXPIRES 09/13/09 RECEIVED FEB 01 2001' COMMUNITY DEVELOPMEMT CONCEPT Land Development and OW Engineering Consultants 650 South 0rcas Street, Suite 214 Seattle, WA 98108 T (206) 658-0125 F (206) 658-0127 www.THECONCEPTGRP.com STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 - S. 170TH STREET TUKWILA, WA 98188 REFERENCE SHEET NO. PG2 ACCESS ROAD PROFILE, SECTION AND DRIVEWAY DETAIL SHEET OF 9 SHEETS Hodge engineering inc. RE: 16833 53rd Ave South Tritech Homes HDU8 Fix To Whom It May Concern: 1 Z- 6.18.12 Letter #12.0121A ECEPIE 2012 BU LDiNG DEPARTMENT I have provided the lateral and gravity Toad engineering for the Methow A plan being built by Tritech Homes located in Tukwila Washington. At the request of the builder I have reviewed an 7/8" diameter HDU8 anchor bolt that was bent to the size approximately 1 -1/2" to attach to a 6x6 post. See attached photograph of the HDU8 in question. The HDU8 has a holdown capacity of 7870# when attached to the 6x6 post. The shear wall in question requires 5062# of holdown. The 24" deep embedded anchor is adequate as installed with the top bent 1 -1/2" to meet the 6x6 post. No correction is needed. Please contacts efwith any questions regarding this project. •_�' per v 6.18.112- ti . ' - 0r Letter >:,;piRES: 121101 (1._ This letter is the professional opinion of the engineer of record and regards his engineering only. This letter does not allow the builder to disregard Code requirements. Any schedule or cost impact is the responsibility of the builder or owner. The Building Inspector, not the engineer, has the final authority to allow field changes to approved plans. Hodge Engineering, Inc. John E. Hodge P. E. 2615 Jahn Ave NW Ste. E5 Gig Harbor, WA 98 335 (253) 857-7055 Fax (253) 857 -7599 11 \I 1 LAP AND NAIL L_ 1P. T. POs TTt'P. STNDI4RJ 5TND14RJ 24" 4x4 POST W /AB OVER 24" DIA. x 10" W/(2%#4 BARSE.WNTYP.TC. 51.1-11)14 STND14 MAIN FLOOR FRAMING / FOUNDATIC DO NOT SCALE (1/4°=11) WoodWorks® Shearwalls lateral anaysls.wsw Level 1 of 2 4 41.1 SOFTWARE FOR WOOD DESIGN 1 C&C14.1/17.4 5s p E -1 JeP D -1 C-1 Et so A -� -10' -7.5' -5' -2.5' 0' 2.5' 5' -- Factored shearline force (lbs) • Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W: Farces: W + 1.00 Apr. 19, 2011 10:11:01 52.5' 50' 47.5' 45' 42.5' 40' 37.5' 35' 32.5' 30' 27.5' 25' 22.5' 20' 17.5' 15' • 12.5' 10' 7.5' n n 5' o fO 2.5' Tjcp. 0' -5' -7.5' -10' -12.5' -15' -17.5' 7.6' 0' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' r r r r Unfactored applied shear load (plt) ♦® Unfactored dead load (plflbs) 0-0 Uplift wind Toad (plf lbs) - « I Applied point load or dlsconUnuous shearline force (Ibs) 5 of 46 1 D i Z -677 ROBI NSON NOBLE 17625 - 130th Ave NE, C102 Woodinville, WA 98072 Ph: (425) 488 -0599 Fax: (425) 488 -2330 Project: /1e/L L Q}- ✓4' Weather: no,i1 Purpose of Visit: SU „ILL, W,vlkrn.4-- 0 rc `a.. ri/riaS,I Field Report RN File No. 2,90 -ilk Date: V /30// Report No: 1 Page: of By: M ( C.�Yt PO 'r R4- ^ r l n .S..c_ .. t n ee„..r,,lfjj i f'r1r 1 II j._r /Arl r MA 5; - ff , 2 �.�x.LzIcAr /�, n.-r e�C(,c.vGi�p� L (kill,. n r 5 rn „it /"1 re-ti) c,x, C✓ � v�211. -r „, vi./4., 0C,Atf— � 111 �� ��1.- Cii./L4Vln l i, •r /J .^•ta.0 ✓S LT" 'r�.. , t X evc,/,,ifk Lt16� C( I - (,i � re�c�.n.�. � � • "J „J r�A, An�i!'ttst -�_ >E? � ��—(. t r`eU/f?r.0 Sj4itna!v'fre . 'nl L AID Sep Q o sd'`' f..� �" (, rY - r 1 d l Q (d, iii, 1 1 -D c4D, ;\ S, Al' f.,n.i1.�+67.(� r� �, r,��hlri,C t i f r. _ ?� /r c_L �a.�. r� 5-t— , rpL e, rn )• • ate. - I d c C Q �( t- ( e 1 r roc,. , ,. II Jit . L. a. -9 M u. 0112•5tr se° (yteii (IL, Cam,y#4 a `1, Sge, 5f ti..- l-e) I - /`C. Signature: / l of CA ALAI CRA SLAB FINISHED FLOOR 8LE R FISHED FLOOR C YA7ID.N 12' CONST. I SNTRANCS • D' 8.2.8 3. S 89°21'31" E 119.115' AS' ._ >L7 0 T ST. SITE PLAN SCALE - 1' - 14-0- OWNER -nurse HOMES C/0 ANDREW (ODLE 206) 383 -3705 TAX ACCOUNT # 8125200140 SITE ADDRESS 16833 53RD Ave S THAIIILA, WASHINGTON 98188 LOT COVERAGE LOT AREA HOHSO /GARl6E AREA: COYD PORCH AREA: TOTAL ARRA._ IMPERVIOUS LOT AREA. OOUSS /CARACZ ARRA: COYD PORCH AREA: DRf88 48/ PATIO AREA: TOTAL AREA 6.650 S.F. 1.405 S.F. 11S S.F. 1,520 S.F. 22855 AREA 6.650 S.F. 1.405 S.F. 115 S.F. 630 S.F. `,558 S.F. 32.335 o Z941 — —L 6OWA -A • 1 44 • MN. arena amall. MIL WO titeffas Ma • sla co la la Naas COVE/ AY LETAI. 4s� • ICIONNI R me.D NOM NO CAC OVIO moo �' ammoa� YARD DRAIN R OW OF =OA ROL SCAM IIOR =RL our P20 SU ICI COS • 282 COCOON OM AR N. WC 0C. O.9' ezi Q ME THO W TRITEC HOMES, INC. CV,ar DO D4 ■ 2009 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: TRITECH HOMES PLAN: METHOW A SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 30 PSF 85 MPH B D D II SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE 51 SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES <15% NONE NONE 0.49g 1.42g NO REVIEWED FOR QODE COMPLIANCE APPROVED APR 18 2012 FILE COPY John Hodge, PE 2615 Jahn Ave. N.W. Suite E5 Gig Harbor,WA 98335 Phone (253)857 -7055 Fax (253)857 -7599 PROJECT NUMBER ��1 111111 1111111111111111 11 11111 11111 81 11111 1111 111 1111111111111111111111 1111` .1111 1 111 111111. �I1.. 1111. 111 11b. 111 1111111.11111 1 1 . X1111 11111 11/11111111 11111,111 1.111111 1 11 1111111 1111' ;Aril •IuJ�111 . 111 11 1 11111..11111.11111. A1 11 II 1 1 1 111111.1111 11111 111. RI 11 11111111111 1111 11111 11111 11116 111111111111 11111 1111 11 II 11111 .11111.111 I. 1111/1111 11111 111 1 11111 111111.1111111111 111 111. 11.11111 11o. 81111 111 1 .1111111111 111 1 11111 11111 .11• •� 1 111 .111..1111 .1111 1111 P1111 •11.1 •1.1. 1 v111 1111 111111 II. J11 _■111.1111 ■■'■ 1.1 1'11111111111I 11 111,.111 1 111 II nf•L 111 111 11 1111 11111.11 1 11111 ' 111111.111111111 11111111 11 111 NI '11111 8111 11 111 111111 1 I 11111 1 11111 11111/11 1 1 1 1 1 1 1 1 11 1 111 11111 11111 .I 111 1.11111 1111111 1 11 II 11111/11 City of Tukwila BUILDING DIVISION SITE: 16833 53RD AVE S TUKWILA, WA 12.0121 DATE 03 -07 -12 RECEIVED MAR 0 9 2012 PERMIT CENTER ORIGINAL STAMP MUST BE RED TO BE VALID TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE b11o77 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY I I I 1 I I 1 I 1 I coprRIGNTAzoo HODGE ENGI EERMG, . DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY a Hodge . ...u,.._ . en inq eering Inc. me ` a v ft.... P� Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity Toad engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these Toads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www,woodworks- software.com 800 - 844 - 1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two- family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7 -05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind Toad engineering follows the ASCE 7 -05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full • height shearwall are determined. Required shear strength for each shearwall is calculated. then sheathing and nailing patterns are chosen to resist design Toads. Holdowns are applied`where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2009 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineerin calcu g lations and specifications as clear as possible for the plans examiner, builder, and building"fnspectgr Google earth feet meters 1000 600 3 of 46 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.45127 Longitude = - 122.26739400000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.422 (Ss, Site Class B) 1.0 0.487 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.45127 Longitude = - 122.26739400000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa= 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.422 (Ss, Site Class B) 4 of 46 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 1 of 2 41.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 % 3776 B -1 -10' -7.5' -5' -2.5' 0' 2.5' 5' -� Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads Shown: W; Forces: W + 1.0D 57.5 C &C14.1/17.4 G »i` ° E-1 `'S ?° 7_3/7 j0 D -1 5's J � Os ■ r 1 a`5 146 C &C'k1-d /617.4 a00 v A -1 An' M a) N 0 as U ICEMZEOP ?j9 11111111111 1111111111111 l! Apr. 19, 2011 10:11:01 r` 52.5' 50' 47.5' 45' 42.5' 40' 37.5' 35' 32.5' 30' 27.5' 25' 22.5' 20' 17.5' 15' 12.5' 10' 7.5' 5' 2.5' 0' -2.5' -5' -7.5' -10' -12.5' -15' -17.5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40• 42.5' 45' 47.5' 50' 1 t t T Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) C)-C) Uplift wind load (plf,lbs) -HI Applied point load or discontinuous shearline force (Ibs) 5 of 46 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 2 of 2 NI to O 17.6 - 66.0 00 0" N -® IN _24328 -1 20 c' 66.0 - 17.6 C & C 14.1 / 17.4 1=11=1314 -=110=11 1;31222=11. >7 p E -1 77 O �j �0 �0 �O 48.7 - 93.4 93.4 1030$ re 96.5 Apr. 19, 2011 10:11:01 52.5' 50' 47.5' 45' 42.5' 40' 37.5' 35' 32.5' 30' 27.5' 25' 22.5' 20' 17.5' 15' 12.5' 10' 7.5' ▪ r 5' r• t- 2.5' r-. 0' -2.5' -5' -7.5' -10' -12.5' -15' -10' -7.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' to Factored shearline force (Ibs) t t t t • Factored holddown force (Ibs) CEO-SE) • C Compression force exists 0-0 ■ Vertical element required --1 Loads Shown: W; Forces: W + 1.0D. Unfactored applied shear Toad (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 6 of 46 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.21 lateral analysis Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 2615 Jahn Ave NW E -5 Gig Harbor, WA 98335 253- 857 -7055 Exposure B 2009 IBC Seismic Zone D TTIN Mar. 7, 2012 13:01:18 Design Code Wind Standard Seismic Standard IBC 2009 ASCE 7 -05 All heights ASCE 7 -05 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Nail Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T< =100F < =19% < =19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.33 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non - wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold -downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Designed capacity using flexible distribution Design Shearwall Force /Length: Based on wall rigidity /length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind ASCE 7 -05 general analytic method for all bldgs Seismic ASCE 7 -05 equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.490g Ss:1.420g Fundamental Period T Used Approximate Ta Maximum T E -W N -S 0.174s 0.174s 0.174s 0.174s 0.208s 0.208s - - Response Factor 6.50 6.50 Fa: 1.00 Fv: 1.51 7 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 Structural Data MATION 8 of 46 Story Elev [ft] Floor /Ceiling Depth [In] Wall Height [ft] Ceiling 20.67 0.0 Block 1 Level2 12.67 10.0 8.00 Levell 2.83 10.0 9.00 Foundation 2.00 Gable 90.0 8 of 46 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N -S Ridge Location X,Y = 0 .00 0.00 North Gable 90.0 1.00 Extent X,Y = 38 .00 40.00 South Gable 90.0 1.00 Ridge X Location, Offset 19.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 31.64 10.97 West Side 30.0 1.00 8 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 ALL GROUP Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld Blkg Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.93 16 1,3 2 Ext Struct Shthg 7/16 Vert Bd Nail 2 12 yes Hem -Fir 0.93 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem -Fir 0.93 16 1,2,3 Legend: Grp - Wall Design Group; Sun`- Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing 9 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 1 0.00 10.75 40.00 29.25 13.50 13.50 8.00 Wall 1 -1 Seg 1 0.00 10.75 40.00 29.25 13.50 13.50 - Opening 1 - - 24.25 26.50 2.25 - - 8.00 Opening 2 - - 28.50 33.75 5.25 - - 8.00 Opening 3 - - 36.00 37.75 1.75 - - 8.00 Level 1 Line 1 Seg 3 0.00 10.75 40.00 29.25 11.50 11.50 9.00 Wall 1 -1 Seg 3 0.00 10.75 40.00 29.25 11.50 11.50 - Opening 1 - - 13.75 15.75 2.00 - - 8.00 Opening 2 - - 24.25 26.50 2.25 - - 8.00 Opening 3 - - 28.50 33.75 5.25 - - 8.00 Opening 4 - - 35.75 37.75 2.00 - - 8.00 Line 2 Level 2 Line 2 NSW 5.50 4.50 10.75 6.25 0.00 0.00 8.00 Wall 2 -1 NSW 5.50 4.50 10.75 6.25 6.25 6.25 - Level 1 Line 2 Seg 1 5.50 5.25 40.00 34.75 0.00 0.00 9.00 Wall 2 -1 Seg 1 5.50 5.25 10.75 5.50 0.00 0.00 - Opening 1 - - 6.75 8.75 2.00 - - 8.00 Line 3 Level 2 Line 3 NSW 16.50 4.50 5.25 0.75 0.00 0.00 8.00 Wall 3 -1 NSW 16.50 4.50 5.25 0.75 0.00 0.00 - Line 4 Level 2 Line 4 Seg 1 20.75 4.25 40.00 35.75 0.00 0.00 8.00 Wall 4 -1 Seg 1 20.75 4.25 5.25 1.00 0.00 0.00 - Level 1 Line 4 Seg 1 18.43 0.00 40.00 40.00 20.00 20.00 9.00 Wall 4 -1 Seg 1 18.25 0.00 5.25 5.25 5.25 5.25 - Wall 4 -2 Seg 1 18.50 5.50 20.25 14.75 14.75 14.75 - Line 5 Level 2 Line 5 Seg 1 38.00 4.25 40.00 35.75 30.50 30.50 8.00 wall 5 -1 Seg 1 38.00 4.25 40.00 35.75 30.50 30.50 - Opening 1 - - 21.25 26.50 5.25 - - 8.00 Level 1 Line 5 Seg 1 38.00 0.00 40.00 40.00 40.00 40.00 9.00 Wall 5 -1 Seg 1 38.00 0.00 40.00 40.00 40.00 40.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 0.00 18.25 38.00 19.75 6.00 6.00 9.00 Wall A -1 Seg 1 0.00 18.25 38.00 19.75 6.00 6.00 - Opening 1 - - 21.25 35.00 13.75 - - 8.00 Line B Level 2 Line B Seg 1 4.47 5.50 38.00 32.50 13.50 13.50 8.00 Wall B -3 Seg 1 4.25 20.75 38.00 17.25 3.25 3.25 - Opening 1 - - 22.00 27.00 5.00 - - 8.00 Opening 2 - - 30.25 35.25 5.00 - - 8.00 Opening 3 - - 36.75 38.00 1.25 - - 8.00 Wall 8-1 Seg 1 4.50 5.50 16.50 11.00 6.00 6.00 - Opening 1 - - 8.50 13.50 5.00 - - 8.00 Wall B -2 Seg 1 5.25 16.50 20.75 4.25 4.25 4.25 - Level 1 Line B Seg 2 5.25 5.50 38.00 32.50 7.75 7.75 9.00 Wall B -1 Seg 2 5.25 5.50 18.25 12.75 7.75 7.75 - Opening 1 - - 8.25 13.25 5.00 - - 8.00 Line C Level 2 Line C Seg 1 10.75 0.00 38.00 38.00 0.00 0.00 8.00 Wall C -1 Seg 1 10.75 0.00 5.50 5.50 0.00 0.00 - Opening 1 - - 2.00 3.50 1.50 - - 8.00 Level 1 10 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line C Wall C -1 Opening 1 Line D Level 1 Seg Seg 1 1 Line D Seg 1 Wall D -1 Seg 1 Line E Level 2 Line E Seg 1 Wall E -1 Seg 1 Opening 1 Opening 2 Opening 3 Level 1 Line E Seg 1 Wall E -1 Seg 1 Opening 1 Opening 2 Opening 3 10.75 0.00 38.00 38.00 10.75 0.00 5.50 5.50 - 1.00 4.00 3.00 20.75 0.00 38.00 38.00 20.75 19.00 29.00 10.00 0.00 0.00 0.00 0.00 10.00 10.00 10.00 10.00 40.00 0.00 38.00 38.00 20.75 20.75 40.00 0.00 38.00 38.00 20.75 20.75 - 3.50 12.50 9.00 - - - 17.25 20.50 3.25 - - - 29.75 34.75 5.00 - - 40.00 0.00 38.00 38.00 19.50 19.50 40.00 0.00 38.00 38.00 19.50 19.50 - 3.50 12.75 9.25 - - - 17.25 22.25 5.00 - - - 29.50 33.75 4.25 - - 9.00 8.00 9.00 8.00 8.00 8.00 8.00 9.00 8.00 8.00 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non- shearwall; Location - dimension perp. to wall; FHS - length of full- height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 11 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 Flexible Diaphragm Wind Design v North -South Shearlines W Gp For Dir Ld. Case Shear Force [plf] V [Ibsj vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1 2028 - 150.3 339 1.00 S 339 9570 0.44 Level 1 Lnl, Levl 3 Both 1 2937 - 255.4 495 1.00 S 495 5690 0.52 Line 4 Ln4, Levl 1 Both 1 1874 - 93.7 339 1.00 S 339 6770 0.28 Wall 4 -1 1 Both 1 492 93.7 93.7 339 1.00 339 1777 0.28 Wall 9 -2 1 Both 1 1382 93.7 93.7 339 1.00 339 4993 0.28 Line 5 Level 2 Ln5, Lev2 1 Both 1 2028 - 66.5 339 1.00 S 339 10325 0.20 Level 1 Ln5, Levl 1 Both 1 2993 - 79.8 339 1.00 S 339 13591 0.22 East -West W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V [Ibsj vmax V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1 146 24.3 24.3 339 1.00 S 339 2031 0.07 Line B Level 2 LnB, Lev2 1 Both 1 3432 - 254.2 339 1.00 S 339 4570 0.75 Wall B -3 1 Both 1 826 254.2 259.2 339 1.00 339 1100 0.75 Wall 9-1 1 Both 1 1525 254.2 259.2 339 1.00 339 2031 0.75 Wall B -2 1 Both 1 1080 254.2 254.2 339 1.00 339 1439 0.75 Level 1 LnB, Levl 2 Both 1 9359 - 562.5 833 1.00 S 833 6458 0.67 Line D LnD, Levl 1 Both 1 1622 162.2 162.2 339 1.00 S 339 3385 0.48 Line E Level 2 LnE, Lev2 1 Both 1 2878 - 138.7 339 1.00 S 339 7024 0.41 Level 1 LnE, Levl 1 Both 1 3776 - 193.7 339 1.00 S 339 6601 0.57 Legend: 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, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor,. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of 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. 12 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 Wind Suction Design LADDING by SHEARLINE Line North -South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist 1 1 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 5 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 E 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ); Sheathing: Force - C &C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 6 -11A added to interior pressure using coefficients from Figure 6 -5; Cap - Factored 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 nail according to NDS 11.2 -3. 13 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 Flexible Diaphragm Seismic Design -- --- --- - .... - - - - -- - - - - - Building Mass [Ibs] Area [sq.ft] Story Shear [IDs] E -W N -S Reliability Factor p E -W N -S Level2 33526 1316 5945 5945 - - Level l 22204 1394 2171 2171 - - Structure 55730 - 8117 8117 1.00 1.00 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.95; Ev = 0.189 D unfactored; 0.133 D factored; total dead load factor: 0.6 - 0.133 = 0.467 tension, 1.0 + 0.133 = 1.133 compression. v North-South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [pH] V [Ibs] vmax V /FHS Int Allowable Shear [pit] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 2069 - 153.3 242 1.00 S 242 3264 0.63 Level 1 Lnl, Levl 3 Both 1.0 .67 2472 - 219.9 236 1.00 S 236 3711 0.91 Line 4 Ln4, Levl 1 Both 1.0 1.0 629 - 31.5 242 1.00 S 242 4836 0.13 Wall 4 -1 1 Both 1.0 1.0 165 31.5 31.5 242 1.00 242 1269 0.13 Wall 4 -2 1 Both 1.0 1.0 464 31.5 31.5 242 1.00 242 3567 0.13 Line 5 Level 2 Ln5, Lev2 1 Both 1.0 1.0 2093 - 68.6 242 1.00 S 242 7375 0.28 Level 1 Ln5, Levl 1 Both 1.0 1.0 2581 - 64.5 242 1.00 S 242 9672 0.27 East -West W For H/W Fact. Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibsj vmax V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 .67 101 16.9 16.9 161 1.00 S 161 967 0.10 Line B Level 2 LnB, Lev2 1 Both 1.0 .75 2206 - 163.4 181 1.00 S 181 2754 0.90 Wall 8-3 1 Both 1.0 .81 531 163.4 163.4 181 1.00 196 639 0.83 Wall 8 -1 1 Both 1.0 .75 981 163.4 163.4 181 1.00 181 1088 0.90 Wall B -2 1 Both 1.0 1.0 695 163.4 163.4 242 1.00 242 1028 0.68 Level 1 LnB, Levl 2 Both 1.0 .61 2597 - 335.1 364 1.00 S 364 3976 0.92 Line D LnD, Levl 1 Both 1.0 1.0 561 56.1 56.1 242 1.00 S 242 2418 0.23 Line E Level 2 LnE, Lev2 1 Both 1.0 .81 1955 - 94.2 196 1.00 S 196 4764 0.48 Level 1 LnE, Levi 1 Both 1.0 .78 2422 - 124.2 188 1.00 S 188 4470 0.66 Legend: W Grp - Well group as listed in Materials table; For Dir - force direction, always "both "; H/W factor - Factor due to shearwall height -to -width ratio for interior 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, int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C- Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor 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. 14 of 46 _ �?; = engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 15:54 PROJECT Trictec Homes 30 psf snow load R1 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Load2 Dead Snow Full Area Full Area 15.00 (2.00)* 30.00 (2.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - '4 na s : i- T4£; --i T y� ' 3£ 7 ,y.�t VIlu'"Z. }'`!A .£¢i'+) d( t" i tt�)y� �-U -�� 4 ; =L. t S } t3 p 4.7EJ' Yt ,27Y toe 7F� it $ }. t )pi�r�.��, f1l s e��sr tFf � i�'7 ac4) . L { t7 �.,� 1• (,F 'sY-, ,r^•si t >'V� 2' Y l a /'Ls. tAI�dr r i" % �'', a 'r _ v 6 u `l' P' 7 t f7+` i ~ +.•°.t(P '. : H �iN,(. r. ...'a ,•. S wl. t. 10, 5{ Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 90 150 90 150 240 240 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 11 fb = 117 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.09 0.03 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 15 of 46 , ® t Y #� s�fk engineering" '' inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-705 Sep. 22, 2010 55:55x857 -7599 PROJECT Trictec Homes 30 psf snow load R2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Snow Full Area Full Area 15.00 (2.00 )* 30.00 (2.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • 1,4 4 "1; '� -8'3Ji �' r ~ .k. ;- ,¢�Y i. -Y 5 Y A � i 1i .}4 1 � � t i.i•�ti' k t } °t 'ia44 1' ,1 '+K•'+ .t: , } . �,, 4 �a'+'��.°{h � t+ •' J 19 yy * i, � ! 7 w r t i } , �s i �fjE �r .� ,a ,, � �i , # •Y,, r , � i a td M' ; tgl i� +mil: y. t. w r ii. !Ml'�� 6 4 i ..^t'1 tr J' (T ^F` >f ti Rio. .. sr `5 yr 1 �il'� ivjd �' d R o°§} :-i s a W. 1• r.r'yi, 4 h ,t t�-u � f pit ° q,y� �t s ;� rp h" i p r Sn � y� i ' u �ri " �yZ � �y , f i �k'x_ rj di qtF 4: a.. �'ai�'3'* rrL� t y,.iµ d:4 t h'yt f 7 '}tit [,,Y 1 �'!"f b -x r , ✓ i .F i '.•6.4.y tl�N i p'. i y rp'J° • 4d T }.` } ,�, i jt'- • t r ' a , rs � B•tr J s:�f 1 s i; -:�d�' S } . I 0, 2ry/C1 1 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 36 60 36 60 96 96 #2 0.50* 1.00 #2 0.50* 1.00 *Min, bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 2 fb = 19 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.01 fb /Fb' = 0.01 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 16 of 46 engineering s inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 857 7055 fax 857 -7599 Sep. 22, 2010 16:00 PROJECT Trictec Homes 30 psf snow Toad R3 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(14.25)* 30.00(14.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 2A.uk 6 4+( t+Yf. try. {. 't{ .. »t•yt .(j,9•O� )6'� `i{ S - 4 ,, t 4 }t {, �(+ ti rY� + Y '4 - Pt, i i ri• 4 j. it #r ^�� Y t t. '. S.�0,, ;„ i~ �y* t :tic ?+' t�., K' .. j� �,p C�t i 1N'y A (,x 1�,�q•.•,� `T..3�" •' ( t i! t{ 1•�, °. 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S' IL �iyW:!- l{ .r s� ... i f , [ }d %J i°'t i. { 7 }. }�`R a�a. :�r y 3"l Ya S .t 7. y a •� 91 �,a�r * � �- I0, 21 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 235 457 235 457 692 692 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 16 fb = 135 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.08 fb /Fb' = 0.10 0.01 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 17 of 46 18 of 46 .�, ®` odge engineering 1riC. COMPANY Hodge Engineering, Inc. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 16:00 PROJECT Trictec Homes 30 psf Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(17.08)* 30.00(17.08)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : { • p(7�y °h lN�,S YIP 4. }� �':S Y•�Ai �i �i $'.. t"�.(*^.y.%F'i lrt T'. �-0''��(pl" �i�Y`�yjW�t.tiii'iP F J4 if��KMi�`�. ,J i ✓Yny JIS.* i.17, i4l t(( J �'t 36 S_ .)tre4 y. }cl P .4: JiFd�'L -b`F 'Cr L+j'`J }f iF�"( }�(r t "" • 7 , " r k � t 1`A, " A NY ' ' f y - � e ., y - j . t - 2 d - - �i 4 � ! nX ® �` . :. v�•�, lei �r . } Y" mod,.° fi • {Lt *' ?i +�. y T3- __. #� 1@S' i 1 �ry�:. .6 ,,.:,i :.'$_,`/"�� l F.v 1M� - �eA�k, ., G: '+-*'t FiV 18�4yjy +441 ) "�a,,•#+ I 1k' i''3 ity.c?/WJwS"F (���. +. i• ..t�.,�tL'c+�'Eif�`eusnxt �Y'it9.i�La.�'.:�.t'S F•°�. �".Af .. i.7i'F :R°tFA3,b:s x� I0 4114 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 555 1085 555 1085 1640 1640 #2 0.75 1.00 #2 0.75 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ('n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 68 fb = 642 0.02 = <L/999 0.03 = <L/999 Fv' = 207 Fb' = 1337 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.33 fb /Fb' = 0.48 0.13 0.16 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 18 of 46 engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave, NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 16:00 PROJECT Trictec Homes 30 psf snow load R5 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ftl Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(17.08)* 30.00(17.08)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : z a ar ! s 7 a s `ri {4�� ;)tI.'}44'4,i� I ttap�s4t �y -k yea J,� ^a ti .S' aS t ) tp ^K , J} �y t t I .t.ty q�. ;vp s: t r t r >' v { x :y.h - farz.' I j i t hieat5 '" v ti a 3 ay lr a t 4 -r. y., F J ari p d t S i��s ,✓ s. -+. _'., '°'�. . x. w .d ls�' ;� r� 4� l F P krt.j �. tc, {>• "a i v f ? `fax +� a a -Yi i g"� 7, �ttt < 4 ,1 M iYafl t� '`r - 4 n nn �j^,{ ..rs aba 'td .N ycr.rtA NR f. , - n .. �y b.snr .. -b, .. -. v ...i'.��' 10' 3 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 416 814 416 814 1230 1230 #2 0.56 1.00 #2 0.56 1.00 Lumber -soft, D.Fir -L, No.2, 4x81" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 43 fb = 361 0.01 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.21 fb /Fb' = 0.27 0.06 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 19 of 46 ' , ,'` �:� � ®d e i i engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 16:01 PROJECT Trictec Homes 30 psf snow load R6 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(17.08)* 30.00(17.08)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : {.• t . ^ 1 .1, 1 4"k�0. 6 - :Y`i1tU (.:,Y3•�Gt !+' J F,�.rI k 1 +y r `''' A, a a 1} ✓�ti ', 3-t. q�... r' . +�4: ,y.0 {... 3P 4 ' h l� 1' r _. sy . l 1 -{ j 6 t i2 }t N 6� ' 4 - {,�>p aP't fJ ( 7{, �(r.�t t �4' 2 i Td.. i t i° q.y..i ist,S�'? h}h�K ¢ 7 i. f r 7 .� f� F 4:y [�'8i'1'3fq �S'f P1a.f- ('s`L �,� y.m S7 • "(YJ.t t `r'✓.•r 6. y,i, k�d.t a #a• ",+f °';ds�° l'uy.a,',gi)r ;'3 +a,.rs t [,ek�, l'da' R 4) � t„, !-, �f` tt } ') a¢X arit� 1'.. �' d""u^ xf..71 )R �!. a}fi r7..aC •�. `� rr i.- Y.:y;. Z7 f'Si• ...a :T:o., iiaa - :;,�; .r. afS. t i } "t` � i•Sid4 j d� i }. 40 5 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 693 1356 693 1356 2049 2049 #2 0.94 1.00 #2 0.94 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design . Shear Bending( +) Live Defl'n Total Defl'n fv = 92 fb = 1003 0.04 = <L/999 0.08 = L/791 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.44 fb /Fb' = 0.75 0.26 0.30 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 20 of 46 21 of 46 engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 16:02 PROJECT Trictec Homes 30 psf snow load R7 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.75)* 30.00 (1.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : as a 1 r f`Ui : +�.�.:.�� . �# .. .•t .{'�1A• . _. , ..§ .. .{. 5 .#]]k' - <.9 e.d'<< b i l x a a : a __• J ? 0 1 d '3 10' 164 Unfactored:1 Dead Other Factored: Total Bearing: Load Comb Length Cb 405 660 405 660 1065 1065 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x12" Self- weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 36 fb = 692 0.18 = <L/999 0.35 = L/546 Fv' = 207 Fb' = 1083 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.17 fb /Fb' = 0.64 0.34 0.44 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 21 of 46 v ® ��. engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 16:06 PROJECT Trictec Homes 30 psf snow load R8 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area No No No No 15.00 (1.00)* 30.00 (1.00)* 15.00 (2.33)* 30.00 (2.33)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 7 ..` lia ap nyxfL rjh ^��}L 7'r a9 q r Rp r'P'! .i' 3 re '1 ti 3�' �e�y''%'7 A y tu'� `p .N " .;s; t rr`ti5 i{rtil}t��?�ro a,�`��'.�? "€:9P`n�i a,' ,7,! °Yf ,rIL Q b' 4' -10" 17' -4'l Unfactored: Dead Other Factored: Uplift Total Bearing: Load Comb Length Cb -5 747 1294 292 506 105 -5 2041 798 #0 0.00 0.00 #2 0.79 1.47 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 ptf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 49 fb = 485 fb = 565 0.08 = <L/999 0.16 = L/947 Fv' = 166 Fb' = 973 Fb' = 984 0.42 = L/360 0.63 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.50 fb /Fb' = 0.57 0.20 0.25 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 22 of 46 ', engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857-7599 Sep. 22, 2010 16:07 PROJECT Trictec Homes 30 psf snow load R9 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area No No No No 15.00 (1.00)* 30.00 (1.00)* 15.00 (2.33)* 30.00 (2.33)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : % i t t i3• .17:5` W ka n P i { .. f +t. Y x 7 Ni:f� M1( P'i9 7�i+S t a�., 2•x.•!' 10' 4' -10" 10'-21 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 98 174 357 637 115 206 272 993 321 #2 0.50* 1.00 #2 0.50* 1.75 #2 0.50* 1.00 *Min, bearing length for beams is 1/2" for exterior supports and 1/2" for intermediate supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in Toads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 25 fb = 129 fb = 199 0.00 = <L/999 0.01 = <L/999 Fv' = 166 Fb' = 1069 Fb' = 1074 0.18 = L/360 0.27 = L/240 fv /Fv' = 0.15 fb /Fb' = 0.12 fb /Fb' = 0.18 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 23 of 46 24 of 46 °� H o a engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 p h. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 16:13 PROJECT Trictec Homes 30 psf snow load U1 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Load5 Load6 Load? GT GT LoadlO Loadll Load12 Load13 Load14 Load15 Load16 Load17 Dead Live Dead Live Dead Dead Snow Dead Snow Dead Snow Dead Snow Dead Snow Dead Snow Full Area Full Area Partial Area Partial Area Full UDL Full Area Full Area Point Point Point Point Full Area Full Area Partial Area Partial Area Partial Area Partial Area 1.50 17.50 1.50 17.50 1.50 1.50 17.50 17.50 0.00 1.50 0.00 1.50 17.50 19.00 17.50 19.00 10.00 (7.50)* 40.00 (7.50)* 10.00 (1.00)* 40.00 (1.00)* 80.0 15.00 (2.25)* 30.00 (2.25)* 1922 3844 1922 3844 15.00 (1.00)* 30.00 (1.00)* 15.00(17.00)* 30.00(17.00)* 15.00(17.00)* 30.00(17.00)* psf psf psf psf plf psf psf lbs lbs lbs lbs psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : , 191 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 4522 8705 4522 8705 11051 11051 #3 3.32 1.00 #3 3.32 1.00 Glulam- Unbal., West Species, 24F -1.8E WS, 5- 1/8x18" Self- weight of 21.24 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 151 fb = 1443 0.30 = L/770 0.61 = L/374 Fv' = 305 Fb' = 2465 0.63 = L/360 0.95 = L/240 fv /Fv' = 0.50 fb /Fb' = 0.59 0.47 0.64 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 24 of 46 25 of 46 ! ` ��` ! engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 16:17 PROJECT Trictec Homes 30 psf snow load U2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Loads Load6 Load7 Load8 Load9 Dead Snow Dead Live Dead Live Dead Dead Snow Full Area Full Area Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.83)* 30.00 (1.83)* 10.00 (1.00)* 40.00 (1.00)* 10.00 (7.50)* 40.00 (7.50)* 80.0 15.00 (2.00)* 30.00 (2.00)* psf psf psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 9+'4.t(_'a x� `k 2.tli' ,$T fi.�e�f {. r P: Y b jP 3} , t.�'4r , a�ry }x ,ro''t`.�x'+^i' -' ..i %fi i, p° �.r..}d'.�s.i ra ° Gil i.7T.�X.q S fit%''/' 7 4i%A r= p( x5tq} y+ • t •di.�! i �Lt� 4.{_'?�`Py i 91f+"�}v[S"J . 4v�"�': '°, ;4�y i' ^4 S•;r$ yf,gp'r, ' y �'Y t Yt 5A Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 571 1138 571 1138 1424 1424 #3 0.65 1.00 #3 0.65 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 64 fb = 695 0.03 = <L/999 0.05 = <L/999 Fv' = 180 Fb' = 1162 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.35 fb /Fb' = 0.60 0.16 0.22 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 25 of 46 26 of 46 srs 'A ® engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 16:18 PROJECT Trictec Homes 30 psf snow Toad U3 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Load? Load8 Load9 Dead Snow Dead Live Dead Dead Snow Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (2.33)* 30.00 (2.33)* 10.00 (1.00)* 40.00 (1.00)* 80.0 15.00 (2.00)* 30.00 (2.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ya•fiL.il_. s cft >;.- s . t'. r- • ! ' : t qt .. - Y 4 ky' . r• � 'ry ra l v y '1e'f ry tt t id. �.. i d x„ ' �� A��cu ' r�i}k' v4 °.azc'•� .�j] ° 1�'e� A'` j,.'�t'� sp�11 t,t' f'it S;+.. }� 1 bf N` "1 �� filir4'zJ {9 t# ii- rc t�$a } % ' `' i [rr +r` 'b•l-01 sk.11 Ft.fi _ rE Z' + °: =t f - fiN '"'��a``�si �°d 1 5pN C..,� P { -•'1 t ip� P t+�t `} �Y4 .,d'' 4TP, fL .., ., i' 4 .. 5 ^' 7S-} °`?,fd. a � 3 tf •„ - l 5 C 1 � Y i ��%" �•,} ,dx, j 11 L 7 � ,q� {Ic.�Y -. ,'4 � 7a}'t ;Cgf' :�lia„ .w; °�' `rTZ't • istst 'rr..ti . C t �t(4 • :raj Y , , i .e..) .� tT} . r t•.. 5 - . y / i7s�5 .!J .. Y ` Icy Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 242 195 242 195 437 437 #4 0.50* 1.00 #4 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 15 fb = 127 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.09 0.01 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 26 of 46 , t engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 16:20 PROJECT Trictec Homes 30 psf snow load U4 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Load5 Load6 Load7 Load8 Load9 Dead Snow Dead Snow Dead Dead Snow Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(14.25)* 30.00(14.25)* 80.0 15.00 (1.00)* 30.00 (1.00)* 10.00 (4.83)* 40.00 (4.83)* psf psf psf psf plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : st l { _ ;yt4 ri a ; s v Ssir f t ��$,i (t'i ty3 frp� }Sti .,•':'by't{} r 'ti y (,}iw�( its L Y7 ,• 1, F `^ 4� 54 i•} ,! d tit { • ..ail N tit. t�WS ' 1 J . I .. �F A SI t. ° �i :3 '1 C -i' FJa - JL 1 t i t 5 ) -� A 4t , 1 i s t j� } N 1 • .4" 10. 31 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 567 1021 567 1021 1333 1333 #3 0.61 1.00 #3 0.61 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 47 fb = 391 0.01 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.23 fb /Fb' = 0.29 0.05 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 27 of 46 28 of 46 { t, k t engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 16:21 PROJECT Trictec Homes 30 psf snow load U5 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Load5 Dead Snow Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : l.i' t1 , 1"'� t '7-' .'�+t� L5 ,{ :.0 , ��f K °5..!`t +'6tt` ✓ �{E.. ,Pkt `4q^ {Y �t.{ a°1 '.y Pz:t"1{ � � 9;. � _ -t ., .i- r ,� t°n I- � ¢ eF t r t ..1,' ! �' S �xiT•`'� } . 'v +{ n °'... 3• .� r . n ka F ;5 > 4 trtt s.4 � �gf51.7 �;a{ y.•Y �x TiRI�'♦• }} ,..W t h tl !:•�,S y t L.t R F 'µtg y e v �4k`.tC P .t.+'.7'} ,A4 ,.,t� �Y�'!t b"{ ?F '� {t $. �S dfds+ t S i Yt NC 1n'3ykII.� '{7.� iC .'Ry pty�4 3 {,�, IK -aYjS sz r t ..>_ a k+,'•, t..s ) 2 u.t,7y rr rr.,v7,1tL =3i a x 4T t ,-Pff'' 4 ...,."_a . n�+ t t `.�° �+ A fy .�i4 '.iM" tf aAY i 4 7 a "d°i. "4t h zF ! T9 fl?q h !' ! ti .i..f `P Ytr T 'Y � X14? $r L f :kt �s 4i a'f.l 1 t sk F 'l )!' t t{ I' ik q's�t ih> :i as4; `= •t'. i t 15 ht ,: a +/ - �r f`• t ^ Ai eP 'J t il. V I.ZY'{ ,Fp . ,f J �,�n 141 ,a '�; ' � 'fi' si. ��j+`'3v:ti .zcL&u't�, ' t<1 .�' �h i. d..R ' ., y ). r �r �cc •> f l ISNY : t }t* ,�J tik # ��y '- y ra d ri ,�� .r ' y, rRat # � i > ,� T ,�y:�t}+� `i� , �y " z i;- ;p'.t i . + 4 q it : ■t!+ ai 3+ t It iaa, k �rtgFf r`•s - t - -- i ais Wt 4E ti ¢, �c to ,g t..x 4 ! Y ;.l .pt 1;' i • tt4F . 1,t 4 tt .i.a�i 1 0' 21 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 126 100 126 100 201 201 #3 0.50* 1.00 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 5 fb = 39 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.02 fb /Fb' = 0.03 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 28 of 46 ws engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 16:22 PROJECT Trictec Homes 30 psf snow load U6 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Loads Dead Snow Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : {fg �,FaY t t -i �`' �5`� � �',�5 C.• t & F 4 P -$ c - k ti }yYp�d _ j- J r Si �E � ww•d� /i e t t Mk i # hY tee, 4 'i ? .T� , w ft 4 ..( y X ® '�. r { .{!. .l t:tL t'I t^F'_ � t2��) �,i•-. t a -. �Y f - t �' y1t -+i t Atli t l VH't } )u - tit lr 4. '�H Tt � `�'°'}L (�{{ -g�tn aF 7. '�CC !�' ,�,i,yy pp�`� n�?- k j gy �, 4 a 55�4� I ?l t k y hat'}'vi e C b\ P . < .s'F.•CfC� r %'�YC d :tS * t 3 !t `iY,t,., rs. .a :4: nt•a 4 i i i. y .r. ,SsK? {I �yQjec .jy�/ L1 1 0' 4+ Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 252 200 252 200 402 402 #3 0.50* 1.00 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 17 fb = 157 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1337 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.08 fb /Fb' = 0.12 0.02 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 29 of 46 30 of 46 ® engineering ginC. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857-7599 Sep. 22, 2010 16:23 PROJECT Trictec Homes 30 psf snow load P U7 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (9.25)* 40.00 (9.25)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 7 !, . a gSti'.,5s r � 7 {y t L �ct 1 'f3DL ��3�` ` y'� � a d �'y ".t°°'`�� S 1K" L _. 15 y�. fi<A ` ����,•)t�ii :y�{y s jS. '.7'Il 't.1 !) qq iry $ t Y y fi tS j•.3R 1 �'�4i''+ d' 4 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 197 740 197 740 937 937 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 39 fb = 367 0.01 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1164 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.21 fb /Fb' = 0.32 0.09 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 30 of 46 31 of 46 N y Iledge engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 G ig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 16:26 PROJECT Trictec Homes 30 psf snow load Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (6.83)* 40.00 (6.83)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : s. 0 5{ Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 186 683 186 683 869 869 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending(+) Live Defl'n Total Defl'n fv = 39 fb = 425 0.02 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1162 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.37 0.13 0.12 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 31 of 46 ®d a engineering inc, COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 16:26 PROJECT Trictec Homes 30 psf snow load U9 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Live Dead Live Partial Area Partial Area Partial Area Partial Area 0.00 2.67 0.00 2.67 2.67 4.00 2.67 4.00 10.00 (6.83)* 40.00 (6.83)* 10.00 (9.25)* 40.00 (9.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : k' t"1ZF�{`& t ;'pi r K 5 -• � j �1 Y .:ir 61Y �j} �� ,;9 � 'i.; t 4 �.} f i� 4t ra ...•t - : —. .r d .i . d .. �� + ' .. ...,.. ':, .r. +:.... "`. i: ' f• • ee , 10' 41 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 154 568 176 654 722 830 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 33 fb = 294 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1164 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.18 fb /Fb' = 0.25 0.07 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 32 of 46 engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857-7599 Sep. 22, 2010 16:28 PROJECT Trictec Homes 30 psf snow load U10 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00(17.00)* 40.00(17.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0, 69 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 538 2040 538 2040 2578 2578 #2 1.18 1.00 #2 1.18 1.00 Lumber -soft, D.Fir -L, No.2, 4x12" Self- weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 68 fb = 629 0.03 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 978 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.38 fb /Fb' = 0.64 0.15 0.14 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 of 46 1 � i COMPANY Hod a ineerin En Inc. 9 9� 9. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 17:05 PROJECT Trictec Homes 30 psf snow load U11 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Partial Area Partial Area 11.00 15.67 11.00 15.67 10.00 (6.83)* 40.00 (6.83)* 10.00 (2.25)* 40.00 (2.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Iv 15-8'i Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 662 2204 736 2499 2865 3234 02 0.86 1.00 #2 0.97 1.00 Glulam- Unbal., West Species, 24F -1.8E WS, 5- 1/8x12" Self- weight of 14.16 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 68 fb = 1125 0.30 = L/632 0.43 = L/436 Fv' = 265 Fb' = 2334 0.52 = L/360 0.78 = L/240 fv /Fv' = 0.25 fb /Fb' = 0.48 0.57 0.55 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 34 of 46 .; !*a• . � engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 2282010 57:O6x 857 7599 Sep 253-857-7055 PROJECT Trictec Homes 30 psf snow load U12 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 U11 U11 Dead Live Dead Live Full Area Full Area Point Point 0.33 0.33 10.00 (2.00)* 40.00 (2.00)* 736 2499 psf psf lbs lbs *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : r,.t . t . { rE h c " 47` s vr l41 ' ; r;:•:. .trt t p � { i f ' S'dirL x + 4(J1 y� L `„�-!�r ! ` �! , �. ,a b1 *!' '�i / +A•:�? Csp s .t r/. R11 .d. l ,..•r.ip})i. i. 4 P r tt. ' _I t •1 i t .A 4 . i � ��s o 4 !' r 4 A ..,S R4 J i1 j }to � y� Lajy ll 4'x{ Qa1d A, d` t 9 ti! ! f�i � S f��t T; S ! k ..G i �!j 11iC{ 9i y !i A i�t K' f%5 �. ") 9 +z h ''.� t SC.itfS'$ s9 �b ' tt! {E'�k. Y._ � f. ,; .\�'' }�'t.t(i. _(,y h to ! 1 n 1 0' 2' -6'1 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 670 2266 131 433 2936 564 #2 1.34 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in Toads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv* = 95 fb = 381 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1166 0.08 = L/360 0.13 = L/240 fv * /Fv' = 0.53 fb /Fb' = 0.33 0.04 0.04 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 35 of 46 \ odge engineering inc, COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 17:09 PROJECT Trictec Homes 30 psf snow load U13 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (2.25)* 40.00 (2.25)* 10.00 (7.50)* 40.00 (7.50)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Fi.PSPl 'y + s• i-a`P� + fY • {�+ r ` P °`!M J b i t j 2 '+ ` � 4. b.. a ,V 3 4r � om - . -_ . .y 6ti > Jy .6'' ' �SS}. •X's.M.twi abl p • T• Yj tS y „$ h t Y • � { � 5a`5 it } tl _ K 't; j _p j c a i ! t ,J {, ,,,1{ a N ..t i '' 1 _><$” rka ltd P ;6 r % r'u t - t'_ } ?7 f' .. r'.�rS^.{'.t$d d ; .� t . 5c..°t �.4 tl! x jA,P�{fi�.�Y e) �r1'"�}cY r'�Uf'��{ K} V 2 s f A t i }",�, Fi .,� 7 •'4 "t;,...� }.} itt} hi} n a � ,� Ij, (y, S � . iv `M` .ir it i.dPt.:. +� ta.a..' i�F,i :tC:.',i..0 ...• Ef i �....'S��`v.zi ::::" t " -.. : ..::i Vii. y'. -' S%i•t; .. rt.U6 • d.O.� fi•. :t Yt. . f YV L p,Yi'9 $` •.4`P"`.. 10' 2' -6 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 129 487 129 487 617 617 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self - weight of 6.03 p[f included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 19 fb = 151 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1166 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.10 fb /Fb' = 0.13 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 36 of 46 _ ® engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 17:10 PROJECT Trictec Homes 30 psf snow load U14 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (9.25)* 40.00 (9.25)* 10.00 (7.50)* 40.00 (7.50)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : X11 ix r - t i ! } ♦ r.; 7 t' p 7�f ) tF. 4t t - S 7 '� -• '° Jr 1 t zt.. t'1 r a ,yid 4 Isiiw�.,YI ..:s .. 7'.t .t'•t.. .. -t ' ...i..w ,J"0Fr1i:.jr'..�k�,. °..F. 4'il.: {: I 0 644 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 467 1787 467 1787 2254 2254 #2 1.03 1.00 #2 1.03 1.00 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 74 fb = 723 0.03 = <L/999 0.05 = <L/999 Fv' = 180 Fb' = 1070 0.18 = L/360 0.27 = L/240 fv /Fv' = 0.41 fb /Fb' = 0.68 0.19 0.17 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 37 of 46 w�% %', , i :,` od a engneering inc. COMPANY Hodge Engineering, Inc. ?825015753c8577599 PROJECT Trictec Homes 30 psf snow load U15 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 U11 U11 Dead Live Dead Live Full Area Full Area Point Point 4.67 4.67 10.00 (2.00)* 40.00 (2.00)* 662 2204 psf psf lbs lbs *Tributary width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10, 18'-61 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 811 2388 483 1296 3199 1779 #2 0.96 1.00 #2 0.53 1.00 Glulam- Unbal., West Species, 24F -1.8E WS, 5- 118x12" Self- weight of 14.16 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Desi.n Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 75 fb = 1335 0.42 = L/527 0.64 = L/346 Fv' = 265 Fb' = 2315 0.62 = L/360 0.92 = L/240 fv /Fv' = 0.28 fb /Fb' = 0.58 0.68 0.69 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 38 of 46 M, � 1p'ir 1C1 engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 17:16 PROJECT Trictec Homes 30 psf snow load M1 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (9.17)* 40.00 (9.17)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : } „it. i'El y 4 W So v t . iR .l •r i a • Wr G .x:% fa i ., tAA .yY 2 / tp•ai . :yM1rg.t .F ]]t f ii W `? t. t , L�i S+i t'S ( 9 }r� . § � ) .f 5 j'� a 6 i 44, � .i- s ✓ '.: ®y kq l .Y �1 t t i } L. g 0' 3'-8'1 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 179 672 179 672 851 851 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 34 fb = 305 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1164 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.19 fb /Fb' = 0.26 0.07 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 39 of 46 �� en i n e e r i n �inc. "a✓' g g COMPANY Hodge Engineering, Inc. Hod Hod Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 Sep. 22, 2010 17:18 PROJECT Trictec Homes 30 psf snow load M2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (9.58)* 40.00 (9.58)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .$� 4 ,-1.:. 9M•w. thl 7 i 1 2b ti �'Q* 1 1 A' v. 1 f t{g ! .bE'�. P }'�,( •r n 1 S rs3 }y� P'}n .•+ ,mot t ¢ { pE'h�`� 'iQ+Ft"'�' ?"�s'd v�J�`e p�{ i$ t jp.4 p- : '# rnd 1 ��at u arr et..r rL• �yii � . $s pin t' i� - t���t, �i 2'i r� ��� '. iY �' 9 �C'h.. T: •.'F. �.. t'# i i,. y F. �Y?;L � �. y. �iF 4 k f :ti) t P 'f• ({ 'yf1 ��'S s tk 'T2: "r; t�...�$ 3tS�iR 'j tc i ' > f' i A t. Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 306 1150 306 1150 1456 1456 #2 0.67 1.00 #2 0.67 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 69 fb = 855 0.06 = <L/999 0.09 = L/819 Fv' = 180 Fb' = 1161 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.38 fb /Fb' = 0.74 0.31 0.29 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 40 of 46 41 of 46 engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 17:19 PROJECT Trictec Homes 30 psf snow load M3 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (7.50)* 40.00 (7.50)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : %°jM• 'a `i J »y 3 .� di'y� i .+a S y a: 2 P Aj4y a !tkCv�1 r�•+a.�t�i!,� .ty,�PI� . .�.jl ,{ � t�om' v at:r�a1 �k. rl� g+1 .yg [9 h i. t 'f Y 4". '»t ' e ,,, t°'�SMy� N' j lS •�& RU $ fi4fp.r .��.., ,yYi tY Ct 2 tip: a F41 q.i t £L fi ii S. cY-,$ * 4C .L,,, rvjk 1v�g^''v1 i :Yr t �. n`f;.a„ `.�, r'r(s:.P A A 10. 5' -1'4 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 206 763 206 763 968 968 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NOS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 44 fb = 482 0.03 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1162 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.24 fb /Fb' = 0.41 0.15 0.14 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 41 of 46 1 Post Capacities Post Capacities Post Allowable Compression Load Tables: roll over images below to see larger image HD3B Vertical HTT4 Vertical Installation Installation Typical CbSQ- SDS2 Installation Post Allowable Compression Loads for Douglas Fir Larch HDU Vertical Installation www.strongtie.com Post Compression Loads for Douglas Fir Larch for Southern Pine for Spruce Rne Fir for Hem Fir Post Tension Loads for Douglas Fir Larch for Southern Pine for Spruce Pine Fir for Hem Fir Catalog pages (PDF) Help for dow nloads Framing 4 -1nch Wall Lumber p&p to Grain, Pci (Ibs) 3269 Compression Capacity Parallel to Grain, Pc (ibs) (100) Compression Capacity Parallel to Grain, Ps (Ibs) (160) Size 2x4' Grade r 12 Nomina Top Plate Height (ft) 11 1765 12 8 1 Nominal 9 2684 ......... Top Plate Height 10 2180 (It) 11 1805 12 1520_ 8 3170 9 2580 10 2120 1490 ' 3345 3x4 12 5470 5285 4305 3535 2945 2485 A 755707...'= 4470 3635 3010 2530 2.2x4 i 12 6565 6340 5165 4240 3535 2985 .42,6685 ' 5365 4360 3610 3040 4x4 12 7655 7395 6025 4945 4120 3480 :::.7840 „< 6260 5090 4215 3545 3 -2x4 4x6 12 _ 9845 f2 12030 _ 9510 11540 7745 9420 6360 7745 5300 _ 6460 4475 5460 *':10030A 12215 ' 9810 6545 7980 5420 6610 4555 5560 4x8 12 15860 15090 12345 10165 8485 7175 i :16035? 12890 10500 8700 7320 4x10 12 20235 19080 15650 12910 10790 9130 ..`20365'`; 16395 13360 11080 9325 6-Inch Wall 2x6 12 5155 r >. 8970.:7 ';'gi; 7975 , M "6965.. '.;•6050;1:'' ''52604 i. 11030, i.':':9280" . >;.7780 s` ::.6570'::: =•5600. '4 3x6 12 8595 6`•.149451', 1(1.132901 gk.116f0 `r; 9w13935 ? „:1'10085; ' ' "`12105: :ge ':•i765 ;1” 10515=t, ;ra: :18385( ..}22060; gi.15465. ; "r >•18560 ' 'i'i.":-12965 1 ? °x`415560 ':'::10950t s-' ;131401 _`1:9335 ,, t '112003 2.2x6 12 10315 !',17935 `= 15950 :'1� 4x6 12 12030 7*. 20925 f 18605: ' 16255 '. :` -.141201'- 12270 =; -25735 :•: ,t "21650 ; ;:=:.18155' " -° : 15330/?;.' r;',,!1313701,4!1 `16800'= 3 -2x6 12 15470 26905, w: l' * 23925'" `4.20900' . • 18155',. 15775:;3 :-.33090,'' : 27840: . 23340: 19715° - 6x6 /1 18905 ;25260_$,123560 0:21565 ..19480°: 17435 ,342.55 :30165 1•.,26140. .22575; :19535{:. 6x8 11 1 25780 34450"1 xZ12125F,,. ;29410 iii ..fd :2656W 23775 ii' 46215 41130 :.+ ;A.35650;;.:i :.-I 3078544. »;2664011"; See footnotes Post Allowable Compression Loads for Southern Pine strongtie .com /... /post_capacities.asp 42 of 46 /J /GVll framing ' J 4 -Inch Wall Lumber Perp to Grain, Pei, (Ibs) -_- ... ..r.._'..,.., Compression Capacity Parallel to Grain, Pc (Ibs) (100) Compression Capacity Parallel to Grain, Pc (Ibs) (160) Sim 2x4 Grade 42 Nominal Top Plate Height 10 (ft) 11 12 Nomina 8 9 Top Plate Height 10 (tt 11 1800 12 1515 8 9 2965 L 3200i; 2580 2115 1765 1490 r':73360:11' 2675 2175 3620 3x4 42 4945 yi.`.t5330.1 4305 3530 2940 2480 15600° 4455 3000 2520 2.2x4 42 5935 ' ?.6400` 5165 4235 3525 2975 ; .`6720: 5345 4345 3600 3025 4x4 42 6920 7465=,. 5,:96001, 1"'11680;x: 6025 7745 9435 4940 6350 7145 4115 5290 6455 3475 4465 5450 :7840 6240 1100 75 - 8020 6`a12290r 9785 5070 6520 7960 4200 5400 6590 - 3530 4540 5545 3 -2x4 42 9. 8900 4x6 42 10875 4x8 42 14335 1.,s+153201":: 12395 10185 8490 1 7175 '..+.1-16155 -Ca 12875 10475 8680 7300 4x10 92 18290 ..19445r' 15760 12960 10810 9140 '20560 16395 13350 11060 9310 6.1nch Walt 2x6 82 4660 9345+ . 8190a - :7095 - • I;;",6130: + ;5305 , -.;11280 ..9375 .. 7825':::-* 7-:`6595 `:,1+ 5610 ..<:9350 :,: 3x6 82 7770 .:.;1155706 ",t ;.113650.•; 1,111,18307: '',-,',...,+10215..,: :'.: .i.8840- 1'18800- r•:'156205,; ",,13045,1 :: V.1099.0,;;;', 2.2x6 12 9325 : 18685td' ";= 16380 X14195. 5122607. 10510t 0225601 5"d187457 !:-,26325 °: = :'21870 '; fil:15655 6+ ":18260..7x,15385:+7 b:413185 °?:` x'.19780` . c` ,+,11220k,'• -13090 ' •f16830 .' 4x6 42 10875 721800M .,,'•19110<•., `'..-4-16560:.:*„*. . :; - 14300` - m.,,12375' • 3.2x6 #2 13985 '•28030,` .. 24570. - .. 21290,: r :' 183B5: :.:: °15910' '<33845 ".::,:28120 '- `. 23480' 6x6 p1 17090 ';21495 .120270 .:18835 :c.,-;17260.? 15655 _.30025 .:26820: ..40940 ,. 'L 365751A .':.23595::.: .:::,321801 ,=206tcr +':P2805 =,� i..17 iA24 6 . ` 5 6x8 41 23306 J `x29315'44 27640rr" :9,25680 i . "_: 23540': 21345 See footnotes Post Allowable Compression Loads for Spruce Pine Fir Framing Lumber Perp to pGrain, .L (Ibs) Compression Capacl 'y Parallel to Grain, Pc (ibs) (100) Compression Capacity Parallel to Grain, Pc fibs) (160) Size Grade Nomina Top Plate Height (ft) Nomina Top Plate Height (ft) 8 9 10 11 1 12 8 9 10 11 12 4-1nch Wail 6 -Inch Wall 2x4 11/42 2230 2775.20'k":2250: ' .; 2630•-'.`. 1850 1.. 1540 , 1305 • ^2930 2340`# 1905 1575 1325 3x4 11/42 3720 4625. '3745'X.,;: 3080 2570 2170, :4885 . ''3895:::1 3175 2630 2210 12 12 81/42 , 4465 41/42 T 5205 "5545 : 4495Y1 3695 4310 ' 3085 3595 2605 3040 ':5865. . "-4675 •' 3806 4440 3155 3680 2655 3095 ,6470Mi ;, =5245 �'; .4.6840 . 5455 - 3.2x4 5185 4310 6915 5750 , Vi,8320"i 4.67451; 5545 4625 t 3910 148795 " : t'?1701 ti P' 5710 4730 3980 4.2x4 2x8 x�M 41182 8925 5845 7015 f'n.11095 t 7745n`' 12905 :'-1548577 >8990a. "6885 . 11475 ,:;137701; 7395 ,'6035 _10060 i 512070.,.: 6165 ? 5255 :. 8760 ' 5215 ..4575: 7625 4117307f ° ?:9355;1'1 `;9600. 8055 •16000 13425 7615 6310 5310 6770 's, 5725 E 885...1 . 11280: 9545 :8145 g' ,• •a105151e. " 9150' .. ,.a19200k:1 :16110 ..,. 13540.; s:�t5795i2t '_ b11450, x`..'.9770::. it-13360 4 ,71 3-2x6 4 -2x6 MEM 8180 61/42 10520 %,180651,"i F.-232307.f-j, `1160701,22 206601 140857`1 kAi12265 k3 :7&110675,,,W, 1a",22395k. s:t87951<rf, ;,,",..:18110/1...15770'+,? fA13730r.,1 ; `1 28795 ..:'.'24165..1;203052 L 180' ? .= 14680:' See footnotes Post Allowable Compression Loads for Hem Fir Framing Lumber Perp to Grain, P01(1bs) Compression Capacity Parallel to Grain, Pc (ibs) (100) Compression Capacity Parallel to Grain, Pc (ibs) (160) Size Grade Nomina Top Plate Height (ft) Nomina Top Plate Height (ft) 8 9 10 11 12 8 9 10 11 12 44nch Wall 2x4 42 1 2125 ' .; 2630•-'.`. 2115 1730 1435 1210 .2415+... ' ?: :.2180= A 1770 1465 1230 3x4 42 3545 '4385;;: 3525 2880 2395 2020 4570<``. - 3630`., >: 2950 2440 2050 _2 -2x4 4x4 . 12 12 4255 4960 F �52609>. 4230 4935 3460 4035 2875 3355 2425 2830 :5485 !4355,1.',+1 3540 4125 2925 3415 2460 .2870 k 46140:, r64005085 5 3.2x4 92 6380 ".7890';;:`: '10525 6340 8455 5185 4310 6915 5750 3635 4850 .. :4365: '"``8230 - -10970 r; >>•9365 16535F? ,8715 } - 5305 7075 4390 5855 3690 4920 4.2x4 42 8505 6 -Inch Wall 2x6 42 3340 :-'..+7950.,:„", :.6880...::; 5905 ,;? i =.:5065; ; :44'77350 ... 6425tkti r>.5395 r ;1'45811' i+: ' " 7.635".1 3x8 92 5570 t1,13250 dd it1470 ..19840 1= 18440 ,;7 ;11810;4. ?'110130 '' '13780 ':.7:1182C.- ':15195' - :..:13090. , .'7270. t' 8725'.':. ;10180 _Z 15640b' ....18765 $ ..128901 _..115470" t ,-107,10 t •.12850 S8995n 2 2x6 42 6685 1, 15900' :'18550 *:13765;;.' 16055` ' 10790 u ;;12590° :-.x6.185 "9165 ' ! ..10690': 4374 ° ` 3-2x6 S2 7795 21895 "`: :18045" `4'14995''3 a 1927,5" = 4-2x6 82 10025 ; .23855.. , ;- 20645.:::.1....17715*.,'' : 28150 - .2 05. See footnotes Post Tension Load Tables: Post Tension Loads for Douglas Fir Larch strongtie.com/.../post_capacities.asp Atop 43 of 46 Post Capacities Framing Lumber Allowable Tension Pt, (Ibs) (160) Size Grade Bolt Diameter (in) 0 % 5A % 1 4 -Inch Wall 2x4 #2 7245 6080 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2 -2x4 #2 14490 12160 11645 10610 10090 4x4 #2 16905 14190 13585 12375 11775 3-2x4 #2 21735 18240 17465 15915 15135 4x6 #2 23025 19325 18500 16855 16035 4x8 #2 28015 23510 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 6-Inch Wall 2x6 #2 9865 8860 8635 8185 7960 3x6 #2 16445 14765 14390 13640 13270 2 -2x6 #2 19735 17715 17265 16370 15920 4x6 #2 23025 20670 20145 19100 18575 3 -2x6 #2 29600 26575 25900 24555 23885 6x6 #1 39930 35845 34940 33125 32215 6x8 #1 54450 48880 47645 45170 43930 See footnotes Post Tension Loads for Southern Pine Framing Lumber Allowable Tension Pt, (lbs) (160) Size Grade Bolt Diameter (in) 0 '%2 % 1 4 -Inch Wall 2x4 #2 7245 6080 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2 -2x4 #2 14490 12160 11645 10610 10090 4x4 #2 16905 14190 13585 12375 11775 3 -2x4 #2 21735 18240 17465 15915 15135 4x6 #2 23025 19325 18500 16855 16035 4x8 #2 28015 23510 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 6-Inch Wall 2x6 #2 9865 8860 8635 8185 7960 3x6 #2 16445 14765 14390 13640 13270 2 -2x6 #2 19735 17715 17265 16370 15920 4x6 #2 23025 20670 20145 19100 18575 3 -2x6 #2 29600 26575 25900 24555 23885 6x6 #1 39930 35845 34940 33125 32215 6x8 #1 54450 48880 47645 45170 43930 See footnotes Post Tension Loads for Spruce Pine Fir strongtie .com /... /post_capacities.asp 44 of 46 Framing Lumber A'll'owable Tension Pi, lbs. (160) Size Grade Bolt Diameter (in) (in) sle ' 1 4 -Inch Wall 2x4 #10 #2 5670 4760 4555 4150 3950 3x4 #1f #2 9450 7930 7595 6920 6580 2 -2x4 #1/ #2 11340 9520 9115 8305 7900 4x4 #1/ #2 13230 11105 10630 9685 9215 3 -2x4 #1/ #2 17010 14275 13670 12455 11845 4 -2x4 #1/ #2 22680 19035 18225 16605 15795 6 -Inch Wall 2x6 #1/ #2 7720 6930 6755 6405 6230 3x6 #1/ #2 12870 11555 11260 10675 10385 2 -2x6 #1/#2 15445 13865 1351.5 12810 12460 3 -2x6 #1/#2 18020 16175 15765 14945 14535 4 -2x6 #1/ #2 23165 20795 20270 19215 18690 See footnotes Post Tension Loads for Hem Fir Framing Lumber Allowable Tension Pi, lbs. (160) Size Grade Bolt Diameter (in) 0 li iii '/e 1 4 -Inch Wa11 2x4 #2 6615 5550 5315 4845 4605 3x4 #2 11025 9255 8860 8070 7680 2 -2x4 #2 13230 11105 10630 9685 9215 4x4 #2 15435 12955 12405 11300 10750 3 -2x4 #2 19845 16655 15945 14530 13820 4 -2x4 #2 26460 2,2210 21265 19375 18430 6 -Inch Wall 2x6 #2 9010 8090 7885 7475 7270 3x6 #2 15015 13480 13140 12455 12115 2 -2x6 #2 18020 16175 15765 14945 14535 3-2x6 #2 21020 18870 18395 17440 16960 4 -2x6 #2 27025 24265 23650 22420 21805 1. Allowable (ASD) loads are based on the 2005 National Design Specification for Wood Construction (NDS) for lumber w ith a moisture content of 9% or less. 2. Compression parallel to grain loads are based on an effective post height, le, equal to the nominal height plus 1 1/8" (due to the most common pre- cut stud lengths) minus 4 1/2" (thickness of 3 - 2x plates). Lid ratio is based on d = 3 1/2" for 4 -inch w all and d = 5 1/2" for 6 -inch w all. 3. Shaded values are limited by the Perpendicular to Grain bearing allow able load, Pc.L, w hen posts bear on w ood sill plates. Where posts and sill plates are different species, Designer shall limit allowable load to the low er of the post capacity or the perpendicular to grain capacity for each species used. 4. Perpendicular to grain allow able loads do not include the NDS Bearing Area Factor, Cb. For posts w hose bearing area is not closer than 3" from the end of a sill plate, the Pcl values may be multiplied by Cb. lb (in) 1.5 2.5 3 3.5 4.5 5.5 a 6 cb 1.25 1.15 t13 1.11 1.08 1.07 1 strongtie .com /... /post_capacities.asp lb = Bearing Length (post thickness) Cb = Bearing Area Factor per NDS 3.10.4 45 of 46 5/3/20]1 Post Capacities 5. Allow able tension loads are based on net section assuming hole size equal to bolt diameter plus 1/16" w ith the hole drilled on the 3 1/2" face of post for a 4 -inch w all and on the 5 1/2" face of post for a 6 -inch w all. Tension loads have been increased for w ind or seismic loading with no further increase allow ed. Reduce w here other loads govern. 6. Values do not consider combined axial and out -of -plane bending. Atop Printed May 3, 2011 fromhttp : / /www.strongtie.corrVoroducts /connectors /post capacities.asp © 2011 Simpson Strong -Tie® strongtie .com /... /post_capacities.asp 46 of 46 engineering inc. Hod • e use onl iate'lof: quesf Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support Clienteintormation ., , *Company: *Contact: *Phone: Fax: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: Items with * are re•uired. Pro ectlnformation it* rcorrot r 11. Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253 - 857 -7599 www.hodgeengineerinq.com Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Contact Information 1833 53rd Ave S Tukwila, WA 98148 Tritec Homes, Inc. Andrew Goble (20.6)383 -3705 PO Box 951 Sumner, WA 98390 This set of forms has been developed to assist permit applicants documenting compliance with the Washington State Energy Code, (2009 edition). This set is for structures built under the IRC and located in Climate Zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code itself. To obtain a copy of the energy code, go to the following web address. http: / /www.energy.wsu.edu /code FILE COPY Option Glazing Area l°: % of Floor Glazing U- Factor Door 9 U- Factor z Ceiling Vaulted 3 Ceiling Wall12 Above Grade Wall into Below Grade Wall ext4 Below Grade s Floor Slabb on Grade Vertical Overhead" QQ I 13% 0.34 0.50 0.20 R -49 or R -38 Adv. R -38 R -21 R -21 R-10 R -30 R -10 2' Q II 25% 0.32 0.50 0.20 R -49 or R -38 Adv. R -38 R -21 [nt R -21 TB R -10 R -30 R -10 2' Q III Unlimited 0.30 0.50 0.20 R -49 or R -38 Adv. R -38 R -21 R -21 R-10 R -30 R -10 2' See WSEC table 6 -1 for footnotes Glazing Schedule Attached to Document CI Does not apply. (SEE INSTRUCTIONS) Using Prescriptive Option III. All glazing and doors meet maximum U- factor. Alternate heating size method submitted. Option I or II, Glazing to floor area limit (WSEC 602.7.2) ❑ Area weighted window, skylight or door U- factor (WSEC 602.7.2) ❑ As part of the heating system sizing calculation (IRC M1401.3 & WSEC 503.2.2 Radiant slab: ❑ R -10 foam insulation, continuous with thermal break (WSEC 502. 1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description la High Efficiency HVAC Equipment 1 1b High Efficiency HVAC Equipment 2 lc High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super - Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating 5b High Effieciency Water Heating 6 Small Dwelling Unit 7 Large Dwelling Unit 8 Renewable Electric Energy Total Credits WSEC Prescriptive Worksheet (2010 edition) Zone 1 REVIEVVED FOR CODE COMPLIANCE APPROVED APR 18 2012 1.0 City of Tukwila BUILDING DIVISION RECEIVED MAR 09 2012 PERMIT CENTER *1200 kwh )O77 1.00 WSUEEP10 -010 Copyright 2010 Glazing Schedule Project Information 16833 53rd Ave S Tukwila, WA 98148 Conditioned Floor Area Sum of All Glazing Areas From Below Glazing to Floor Area Ratio Exterior Doors Plan ID Component Description Contact Information Tritec Homes, Inc. Andrew Goble (206)383 -3705 PO Box 951 Sumner, WA 98390 2267 291 12.85% Sum of UA for Heating System Sizing 602.7.2 Exception Ratio (not to exceed 1 %) 105.5 Door Percent Width Height Glazing Door Door Ref. U- factor Glazed Qt. Feet Inch Feet inch Area Area UA Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U- factor Jeld Wen low e Man 0.330 8.0 Jeld Wen low e Man 0.340 5 JeId Wen low e Man 0.330 16.0 Jeld Wen low e Man 0.320 2 Jeld Wen low e Man 0.340 2 Jeld Wen low e, temp Man 0.330 Jeld Wen low e Man 0.340 7 Jeld Wen low e Man 0.320 Jeld Wen low e Man 0.340 2 Jeld Wen low e Man 0.340 Wood Garage House Door Man 0.190 0.340 1 2 8 6 8 17.8 3.4 One Exempt Swinging Door < 24 Square Feet Man 0.200 5% 1 3 6 6 8 1.0 20.0 4.0 Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U- factor WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet inch Feet Inch 17.8 3.4 0.19 1.0j 37.8 7.4 1 Jeld Wen low e Man 0.330 8.0 Jeld Wen low e Man 0.340 5 JeId Wen low e Man 0.330 16.0 Jeld Wen low e Man 0.320 2 Jeld Wen low e Man 0.340 2 Jeld Wen low e, temp Man 0.330 Jeld Wen low e Man 0.340 7 Jeld Wen low e Man 0.320 Jeld Wen low e Man 0.340 2 Jeld Wen low e Man 0.340 2 Jeld Wen low e Man 0.340 Jeld Wen low e Man 0.320 1 5 5 4 1 1 6 1 6 WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet inch Feet Inch 17.8 3.4 0.19 1.0j 37.8 7.4 1 2 25.0 5 8.0 1 5 2.56 5 13.60 1 2 16.0 4 8.0 2 2 10.88 2 1.02 2 4 2.3 5 1 5 7 10 1 4 4 2 2 2 2 4 4 3 1 1 5 5 4 1 1 6 1 6 Sum of Area and UA Area Weighted U = UA/Area Glazing Area UA 10.0 3.30 25.0 8.50 8.0 2.64 8.0 2.56 40.0 13.60 39.2 12.93 16.0 5.44 8.0 2.56 32.0 10.88 3.0 1.02 100.0 34.00 2.3 0.72 291.4 98.15 0.34 WSUEEPI 0 -010 Copyright 2010 Overhead Glazing Plan Component ID' Description Glazing Ref. U Doube Glazed Garden Windows Section 602.7.2 Exception Plan Component ID Description Width Height Qt. Feet Inch Feet inch Sum of Area and UA Area Weighted U = UA/Area Width Height Qt. Feet inch Feet Inch Sum of Area Sum of Area X 3 (This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only = Area X 0.63 WSEC Prescriptive Worksheet (2010 Edition) Area UA Area UA WSUEEP10 -010 Copyright 2010 Simple Heating System Size: Climate Zone 1 Project Information 16833 53rd Ave S Tukwila, WA 98148 Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference (AT) AT = Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Copy Sum of UA from Glazing Schedule Attic R-49 R -38 Advanced U- Factor X 0.027 0.026 Single Rafter or Joist Vaulted Ceilings U- Factor X Area 0.027 R -38 Vented 70 24 46 2267 19249 106 Area 1298 Above Grade Walls R -21 Floors U- Factor X Area 0.056 R -30 2603 U- Factor X Area 0.029 Below Grade Walls 2' Depth Walls 3.5' Depth Walls 7' Depth Walls Slab Below Grade 2' Depth 3.5' Depth 7' Depth Slab on Grade R -10 2' perimeter R -10 Full - Heated U- Factor X 0.042 0.041 0.037 F- Factor X 0.59 0.64 0.57 F- Factor X 0.54 0.55 Sum of UA Envelope Heat Load Sum ofUAXAT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 1315 Area Len 9 th Len 9 th 1 Contact Information Tritec Homes, Inc. Andrew Goble (206)383 -3705 PO Box 951 Sumner, WA 98390 UA 35.0 UA UA 145.8 UA 38.1 UA UA UA 324 14926 9563 24489 24489 If ducts are located in unconditioned space: Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet (2010 Edition) 150% 36733 Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour WSUEEP10 -010 Copyright 2010 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Project Name: Tritec Homes Permit #: D12 -077 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plan shows a ceiling hung furnace in the garage. Please provide specifications and details to show how the furnace is hung from the ceiling. Even though it is hung from the ceiling, depending on the height and clearance from the floor or how low the heater hangs, some vehicles may still be prone to cause damage to the appliance hanging from the ceiling. Show vehicle barriers provided to protect the heating appliance. Provide installation details. Q gnovr :r 2. Equipment and appliances having an ignition source shall be elevated such that the source of ignition is not Tess than 18 inches above the floor in private garages. Show the water heater installation to meet the 18 inch requirement. (IRC G2408.2 (305.3) _ I A t 1 S‘A 03 3. Each dwelling unit or guest room shall be equipped with source specific and whole house ventilation systems. Showhole house ventilation system provided. (IMC 403.8 WA State Amendments) Vooleds -b tear s, Harp - cloWeok 4PA- O�-t 4. On the site plan provide additional plan details to identify a footing drain or a crawl space water - discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space Y� Oi1 N6rQS on Sri Y 5. Provide bench marks on the site plan and verify the finish floor height in relation to the street. The finish floor elevation shall be placed to facilitate sufficient sloping for finish grade away from the house and provide proper sloping of footing drains to a designed disbursement location. NAT>) 1 SW- P(a^ 6. Change the elevation views on sheet D1 to reference North East South & West. S1rfi 00 Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. CORRECTION LTR #�L_ 1) 1P-- 0 7 7 RECEIVED APR 13 2012 PERMIT CENTER April 6, 2012 • City of f Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Andrew Goble PO Box 951 Sumner, WA 98390 RE: Correction Letter #1 Development Permit Application Number D12 -077 Tritec Hones —16833 53 Av S Dear. Mr. Goble, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, ter Mars all Technician W:\Pennit Center\Correction Letters\2012\D12 -077 Correction Letter #I.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Project Name: Tritec Homes Permit #: D12 -077 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plan shows a ceiling hung furnace in the garage. Please provide specifications and details to show how the furnace is hung from the ceiling. Even though it is hung from the ceiling, depending on the height and clearance from the floor or how low the heater hangs, some vehicles may still be prone to cause damage to the appliance hanging from the ceiling. Show vehicle barriers provided to protect the heating appliance. Provide installation details. 2. Equipment and appliances having an ignition source shall be elevated such that the source of ignition is not less than 18 inches above the floor in private garages. Show the water heater installation to meet the 18 inch requirement. (IRC G2408.2 (305.3) 3. Each dwelling unit or guest room shall be equipped with source specific and whole house ventilation systems. Show whole house ventilation system provided. (IMC 403.8 WA State Amendments) 4. On the site plan provide additional plan details to identify a footing drain or a crawl space water - discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. 5. Provide bench marks on the site plan and verify the finish floor height in relation to the street. The finish floor elevation shall be placed to facilitate sufficient sloping for finish grade away from the house and provide proper sloping of footing drains to a designed disbursement location. 6. Change the elevation views on sheet D1 to reference North East South & West. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. •P GOUNDC1� • PLAN REVIEW/ROUTING SLIP ..ACTIVITY NUMBER: D12 -077 PROJECT NAME: TRITEC HOMES SITE ADDRESS: 16833 53 AV S Original Plan Submittal X Response to Correction Letter # 1 DATE: 04 -13 -12 Response to Incomplete Letter # Revision # After Permit Issued EPARTMENTS: Aw iDivision Public Works n Fire Prevention Structural n Planning Division n n Permit Coordinator 1V DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 04 -17 -12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: nNo further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Approved with Conditions 1g( DUE DATE: 05 -15 -12 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • PLAN • UTING SLIP ACTIVITY NUMBER: D12 -077 PROJECT NAME: TRITEC HOMES SITE ADDRESS: 16833 53 AV S X Original Plan Submittal _ Response to Correction Letter # _ DATE: 03 -09 -12 Response to Incomplete Letter # Revision # After Permit Issued DEPA-TMENTS: Odin: I I on �`1 �ublic orks 4)......(;L. K Of(, & Q tv Fire Prevention Structural ❑ 1Y10c'1L Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Ix] Incomplete n DUE DATE: 03 -13 -12 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 04-10 -12 Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 1: Fire ❑ Ping ❑ PW ❑ Staff Initials: q�AAd Documents /routing slip.doc 2 -28 -02 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 14 IA 7,0I* ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: D 12 -077 Project Name: Tritec Homes Project Address: 16833 53 Av S Contact Person: W,.) le, Phone Number: (?..Y;) Summary of Revision: a \\ doArA s t41 frAts p.( ccooduzJI JQr, ,IILA APR .13 2012 PERMIT CENTER Sheet Number(s): 5ie- Pie, , 00, 03 Col "Cloud" or highlight all areas of revision including date of r Received at the City of Tukwila Permit Center by: SO-- Entered in Permits Plus on LA— 13 L2 \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D12 -077 Grantor: TRITEC HOMES, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 53`d Ave. South and adjacent to 16833 53`d Ave South. Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, and utilities. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITLESS WHE OF said individual(s) have caused this instrument to be executed this 1 day of l , 2012. 41 /4 �f tec -cots Lc- i Property Owner / Authorized Signature STATE OF WASHINGTON) )ss. County of King ) �' ,, /� I certify that I know or have satisfactory evidence that A I t U� �-1€k) le, is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the of TRITEC HOMES, INC., a Washington State corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 1 2-4/12- timN,Nq„ 0. to:i604„ S w _ 0 - 3 S AVM- 401 klir \,0406,4/ 0-1 9.,-."0140 i id5ce.� 1� �UUJ'��k Notary Public in and for the State of Washington residing at 1 vvi My appointment expires 10 ^ ~ >01'0 DATED this Z-111 day of GRANTEE: CITY of T WILA By: Print Name: Its: f ey2-IL Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2012 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. - • - s % Au®`C '`�., ,► N0 -19'1 'c r ►hN.�+Qr� `ter aa►�Op`w�,s`. idt_cet,/r1 _Brock Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: I ''pts' CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Part A: To be ca Permit Center /Building Division: 206- 431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: t by'.�tpp!lita Site Address: 16833 53rd Ave S Owner Information: (Owner Name: TTritec Homes, Inc Owner Address: IP0 Box 951 Sumner, WA 98399 !Owner Phone: 1206- 383 -3705 (attach map and legal description showing hydrant location and size emu*. 1 IAgentlContact: (Agent Address: (Contact Phone: Andrew Goble This certificate is for the purposes of: SFR BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): One - existing 5/8" water meter Vehicular distance from nearest hydrant to the closest point of structure is 5' +1- to property - see attached map for Hydrant locations Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature PART B: Tov.De completed by water Utility diatribt 1. The proposed project is within 2. ® No improvements required. 3. Date TUKWILA /King (City /County) 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: 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1567.99 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/ low Information available for Customer's intended use. The general information provided by the District Is not intended for and should nol be relied upon to design a water system or fire supresaion system for a specific location. Customer Is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true $"-n' • orrec base on the best available information. ',„\,, 3/1/2012 HIGHLINE WATER DISTRICT / 206 -824 -0375 By Agency/Phone 1 MY D MAR Date Dl ICT E GINEER RECEIVED « MAR 09 2012 PERMIT CENTER • • Test Report for 16833 - 53rd Ave. S. © hydrant #H2247 Static Pressure Are-Flow Demand Residual Pressure Available Flow at Hydrant ID (Psi) (9Pm) (psi) (9Pm) Critical Pipe ID 1 r 2009 129.65 1,500.00 102.65 1,567.99 2010 Date: Thursday, March 01, 2012, Time: 12:55:31, Page 1 • • LOT 2 TUK 85- 03- SS- 8504040810 16807 LOT 1n, K 81 -17 LOT 101.61" Mfr 101.0.5 130.04 16813 LOT 1 S 820120P034 isaig LOT 3r, LOT 2 .596/x990 102.03 232. S K.C.C. ttO E N 8820 80.03 x.86749 16819 LOT 3 F 56.08 N TUSP L13K N co ti oLOT Ni. N -. 100 • 80.03 A 16825 G 5 8J9?a' 9 119.85 OT 2_ r°> ol/ i LOT 1 16833 iCt.c5 30 c 6804 1h?, '1776 or V1779 80 bt L 20 CONTRACT 64 -3, tiu /ti 80 N K of 7 20k 2 73 M 436 14 125 8 17003 — J 588J7765 17015 Q' 17025 588J780V co co 15 17035 - /!EW ADD UNRE7B05 78 1838476 .588.7.780.1 76 oq 5 7 0 62778651 588578a1 75 S�1.70IN LN. ' LOT 1 5225 17047 30216730 58838474 58877802 0 oD 80 781 U1 O C M 0 N JRr1 ■ 16806 LOT 2 28 ruTURE ` 16816 .568..77621 • 16828 57.X96210 • 16836 k .�67A775� S 17000 CD 586707'7 29 \ 30 x:100 31 32 33 34� 35 36 37 1 • APPLICANT NAME: Tritec Homes ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. Customer Initial Date "H'ORI�i�`G��TfIH'�iRDA' R TT " t'IRONMEfl7 x~ cr,._rst fE'1OiS7JFK� IT 14816 Military Road South P.O. Box 0 Tukwila, 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Residential: $50 Commercial: $100 ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) kl Purpose of Certificate: Of Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: cir Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Tr, T e C /ro sieS j,j C Phone: 20C- .2?' 3 -705 Property Address or Approximate Location: Tax Lot Number: 16833 53"`'( Atie 5, Tut Kuortcf, w'l-- gkfli gia5ac)c" yga Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. tZ1 a. Sewer Service will be provided by side sewer connection only to an existing 1 if size sewer 0 feet from the site and the sewer sy 'tem has the capacity to serve the proposed use. OR LI 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 Cl b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. q 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: $ /O0 a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) Either a King County/Metro Capacity Charge, a SWSSD, or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑ Required ❑ May be Required RECEIVEI c. Other: �/ MAR 09 2012 PERMIT GENIE! I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By t 9frt l 3 6� 20/2_ Title Da e 1t) 077 • • ATTACHMENT TO VAL VUE 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 tae 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 pern its, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ofSewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature 3 -6 -/ Z Date • Department of Labor and Industries PO Box 44450 Olympia, WA 98504 -4450 TRITEC HOMES INC P O BOX 951 SUMNER WA 98390 • OMES INC EHI983D2 18 ided by Law as: on Contractor 2/2002 /22/2014 Contractors or Tradespeople Peter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I 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 TRITEC HOMES INC UBI No. 601563418 Phone 2538637708 Status Active Address P 0 Box 951 License No. TRITEHI983D2 Suite /Apt. License Type Construction Contractor City Sumner Effective Date 3/22/2002 State WA Expiration Date 3/22/2014 Zip 98390 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status ASGCO "'084D4C 5 G CONSTRUCTION Construction Contractor General Unused 3/24/1992 3/23/1994 Archived Business Owner Information Name Role Effective Date Expiration Date ROLLINS, BRENT President 04/26/2006 Amount GOBLE, ANDREW STEPHEN Secretary 03/22/2002 02LX004038013703/10/2012 ANDREW GOBLE Treasurer 04/26/2006 03/17/2010 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date CBIC SE3158 03/21/2002 Until Cancelled $12,000.00 03/22/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 9 Granite State Insurance Compan 02LX004038013703/10/2012 03/10/2013 $1,000,000.0002 /02/2012 8 Lexington American Ins Co 41LX004038013603/10/2010 03/10/2012 $1,000,000.0002 /08/2011 7 NEW HAMPSHIRE INSURANCE COMPAN 01LX40380136 03/10/2010 03/10/2011 $1,000,000.00 03/09/2010 6 NEW HAMPSHIRE INS 01LX40380135 03/10/2005 03/10/2010 $1,000,000.0003 /09/2009 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx W-, - M15Vp 04/24/2012 LEGEND PROPERTY LINE EASEMENT I� / Catch Basin. Rim: 240,49 IE12 "CPEFt: 237.59 LF 6 "o ADS I 5.7% -1" WATER SERVICE/ LINE FOR LOT 3 i A S89 °21'31 "E 11.85' j CB -TYPE 1, STA 11 +11, PROPOSED STORM DRAIN PROPOSED SANITARY SIDE SEWER PROPOSED ' WATER SERVICE LINE PROPOSED GAS SERVICE LINE EDGE OF PAVEMENT AT FACE OF EDGE OF PAVEMENT SEWER LINE STORM LINE G GAS LINE W WATER LINE BP POWER LINE BT PHONE LINE ROCKERY. =x -x -x FENCE LINE BUILDING LINE - _ - 240 - - - CONTOUR $ CORNER SET PROPERTY CORNER FOUND THIS SURVEY POWER POLE GUY ANCHOR STREET LIGHT POWER METER POWER TRANSFORMER VAULT - UNKNOWN PHONE MANHOLE IT GAS METER. FIRE HYDRANT A, WATER VALVE t( WATER METER CATCH BASIN C) STORM MANHOLE CO SEWER MANHOLE D HANDICAPPED RAMP _,,,,,,,,,,,,,,,,,,,,, 0 z 0 0' 0 tn a N c_ 0 0 0 _ 2. ACCT SS /UTILITY I I Al I . EA,EMENT :r $RF.D.ICH OVERFLOW 31 LF 8 "0 `ADS 1/ . S 1.1% atch Basin • 12 "RCP: 2246.58 • 6" MIN. GRAVEL BACKFILL WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4" - 1 1/2" 6" RIGID PERFORATED PIPE 0 0.0% LOT 3 ROOF /FOOTING AND ROAD INFILTRATION TRENCH SCALE: NONE 0 0 a U 0 a. yr 0 0 LOT1 (6,650 SO. FT.) " 0 PVC SIDE SS h��� "Basin 42.25 "CPC�P: 239 -6" 0 PVC SS STUB FOR LOT 1 EX. CB, STA 10 +18 EX. RIM ELEV= 251.28 IE 1 (N)= 246.58 EX. IE IN W)= 246.58 = 46 CB -TYPE 1, STA 1Q +50 1E--IN- E(Idj= 146:16 RIM IE OUT (S) OVERF OW =246.91 :248.66 )= 246.16 . 246.56 I - St• m MH Ri : * *BAD PE *€ 1E1 ! "CPEP: 1421 6 IE1 ( "RCP E: 23 8E 1E1 I RCP N: 234 8( 0 in EX. STA 10 i /, Storm MH --I Storm MH o ----- - - - - -- Rim: 2b4.c8 - - -_ Rim: 252.20 G - - IE8 "DI: 249.48 / 1E18 "CPS 248.35 j \ �BSZ �99 IE18'CPEPi 248.6 -4 kse. Storm MH Rim: 251.90 0 a Sanitar Rim:. 2• IE8 "PVC 58. LjF 6" PERF. ADS INFILTRATION TRENCH (BOTTOM ELEV =245.16) PROFILE ROOF DRAIN 5 43LF6 "ADS .0% HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 VERTICAL GRAPHIC SCALE 3 1.5 0 . 1.5 3 0. 0 0 1 inch 15 ft. REVISION DESCRIPTION JOB NO. R07600 CHECKED BY: PROJ, MNGR: A. T. NGUYEN H. H. PHAN Land Development and Civil Engineering Consultants 650 South Orcas Street, Suite 214 Seattle, WA 98108 T (206) 658 -0125 E (206) 658-0127 www.THECONCEPTGRP.com STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 S. 170TH STREET TUKWILA, WA 98188 DRAINAGE AND UTILITY PLAN REFERENCE SHEET NO. 0 1. 6" MIN. GRAVEL BACKFILL WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4" - 1 1/2" 6" RIGID PERFORATED PIPE 0 0.0% LOT 3 ROOF /FOOTING AND ROAD INFILTRATION TRENCH SCALE: NONE 0 0 a U 0 a. yr 0 0 LOT1 (6,650 SO. FT.) " 0 PVC SIDE SS h��� "Basin 42.25 "CPC�P: 239 -6" 0 PVC SS STUB FOR LOT 1 EX. CB, STA 10 +18 EX. RIM ELEV= 251.28 IE 1 (N)= 246.58 EX. IE IN W)= 246.58 = 46 CB -TYPE 1, STA 1Q +50 1E--IN- E(Idj= 146:16 RIM IE OUT (S) OVERF OW =246.91 :248.66 )= 246.16 . 246.56 I - St• m MH Ri : * *BAD PE *€ 1E1 ! "CPEP: 1421 6 IE1 ( "RCP E: 23 8E 1E1 I RCP N: 234 8( 0 in EX. STA 10 i /, Storm MH --I Storm MH o ----- - - - - -- Rim: 2b4.c8 - - -_ Rim: 252.20 G - - IE8 "DI: 249.48 / 1E18 "CPS 248.35 j \ �BSZ �99 IE18'CPEPi 248.6 -4 kse. Storm MH Rim: 251.90 0 a Sanitar Rim:. 2• IE8 "PVC 58. LjF 6" PERF. ADS INFILTRATION TRENCH (BOTTOM ELEV =245.16) PROFILE ROOF DRAIN 5 43LF6 "ADS .0% HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 HORIZONTAL GRAPHIC SCALE 15 7.5 0 7.5 15 VERTICAL GRAPHIC SCALE 3 1.5 0 . 1.5 3 0. 0 0 1 inch 15 ft. REVISION DESCRIPTION JOB NO. R07600 CHECKED BY: PROJ, MNGR: A. T. NGUYEN H. H. PHAN Land Development and Civil Engineering Consultants 650 South Orcas Street, Suite 214 Seattle, WA 98108 T (206) 658 -0125 E (206) 658-0127 www.THECONCEPTGRP.com STANLEY / HANKIC SHORT PLAT 16833 - 53RD AVE SOUTH / 5162 S. 170TH STREET TUKWILA, WA 98188 DRAINAGE AND UTILITY PLAN REFERENCE SHEET NO. 0 i i F SITE PL CC 21'31" �Jl GARAGE SLAB FINISHED FLOOR ELEVATION = 246' MAIN FLOOR FINISHED FLOOR ELEVATION = 247' CRAWLSPACE ELEVATION = 245' DISPERSED TRENCH FOR CRAWLSPACE FTG. DRAINS FINISHED ELEVATION 0 244' 5' B.S.B.L. 1' -0" 2,_0„ NCONST. ENTRANCE E. 10' B.S.B.L. 21'31 99 1 J 5' !V 0 0 SCALE : 1" = 10' -0" OWNER TRITEC HOMES C/0 ANDREW GOBLE (206) 383 -3705 T X CCOUNT # 8125200480 SITE DDRESS 16833 53RD AVE S TUKWILA, WASHINGTON 98188 LOT CO ER GE LOT AREA: HO USE /GARAGE AREA: COV'D PORCH AREA: TOTAL AREA: 6,650 S.F. 1,405 S.F. 115 S.F. 1,520 S.F. = 22.85% IMPERVIOUS RE LOT AREA: HO USE /GARAGE AREA: COV'D PORCH AREA: DRIVEWAY/ PATIO AREA: TOTAL AREA: 6,650 S.F. 1,405 S.F. 115 S.F. 630 S.F. 1,958 S.F. = 32.33% 0 10 20 40 8405.1 CONCRETE OR MASONRY FOUNDATIONS. Drains shall be provided around all concrete or masonry foundations that retain earth and enclosed habitable or usable spaces located below grade. Drainage tiles, gravel Of crushed stone drains, perforated pipe or other approved systems or materials shall be installed at of below the area to be protected and shall discharge by gravity or mechanical means into an approved? drainage system. Gravel or crushed stone drains shall extend at least 1 foot beyond the outside edge of the footing and 6 inches above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drainage tiles or perforated pipe shall be placed on a minimum of 2 inches of washed agnrad v ceEol Xvoerr C ce;d nP iwsbT ictoh d W nroo: t cA k l e dart s a litenhaasgt e o6 n y nssciteheve s oss if znoh elt a 'rsaregqemr ue thmad an wt ethlre na ltn si tl. e h e j ofionut opatnioin gi! s o ir n psctarcrd a toion n well - drained ground or sand - gravel'; mixture soils according to the Unified Soil Classification System, Group 1Soils, as detailed in Table 8405,1, TOP OF OVER FLOW .WITH at2OUND LEvEL SLOPING AWAY FiigOM HOUSE (BELOW FOOTING DRAIN) LOCATE MINIMUM 10 FEET FROM ALL PROPERTY LINES gor 1 41%414" ,14 'g ,, L FINtek C RAI E- :3 ONS .." ^^ shad be r the scope without r . : oval Of Buildirr r wilregl? r.. a 11 '.7 plan submittal ,aa additional plan r,;v 3w fees. C.B. EACKF LL CONCRETE WALL O GRAv L FILL.. h'IIN, I FOOT. BEYOND OUTER EDGE OF F©UNI:?ATION On MIN A.OvE FOOTING. FILTER FAIEFeIC. FIN161,4 GRAPE E3ELOU) 6CTTaM OF DRAIN PIPE FOOTING ORA,A 3 t 7 t 7 , •r - 40.4 firilii illi •w etgii,�s „ A A..� it 40.0. L.1 10 05a 57OW1 ae.wEi t= p de D1A, wEEPING Pre (PERFORATIONS POINTED DOWN) ON: 211 OP WA6HEP GRAVEL OR CRUSHED ROCK. OPTIONAL', APPROVED E3RA,IN FIELD FOR FOOTING DRAINS (MAY VARY DUE TO SOILS 4 FILTER FAIEIRIc 51 ING POSSIBLY 'F TYF CAL WA (VARIES.) Ciz AUIL SPACE MOISTURE BARRIER 61TE LOCATION.) PINE 4'X,41x4' TOP OF CRAWL SPACE FLOOR OIL BASEMENT 5I-4(S 4N. DRIVEWAY (MAX. GRADE IS 15X) 18' SIDEWALK 5' -6' TOP OF CURB AT DRIVEWAY 5X io 2 -: % CRUSHED ROCK SECTION A -A CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5-)i SACK, 3000 PSI. 3. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT. LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6' THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A % X 5-)f EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. ALL ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. B. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. PLANNINGI pt No changes can be made to these plans without approval from the Planning Division of DCD .;x cc" Approved Br Date:, 1k- 5--1`4 ._. SEPARATE PERMIT REQUIRED FOR: ❑hanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION DRNAY DETAIL PER CITY OF TUKWILA DETAIL RS -08A SCALE: NONE GROUND PAVEMENT OR GORUND WELDED 24" GALV.- CHAIN 200# 0471 • 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: _ 324 Z O X 3 GALV. EYE BOLT OUTLET DRAIN PIPE, SIZE PER PLANS GROUT 'STAI L TEE ON OUTLET PIPE FILE COPY Permit No Q7 plan rrview approval Is subject to errors and omissions. cArai of construction documents does not authorize Ire : tion of any adopted code or ordinance. Rece pt o� L proved Field Id conditions is acknowledged: By, Date: , 7G1170) City Of Tilkwila BUILDING DIVISION YARD DRAIN INSTALL DRAIN PIPE SIZE PER PLANS 24 "d CONCRETE SEWER PIPE 4 MIN. CONC. CL PER 'CITY OF TIIKWILA DETAIL DS -03 SCALE: NONE CORREcTION LTR #. aftw07-7 MONNIIIMMINONNINIIIMONOW REVIEWED FOR CODE COMPLIANCE ' APPROVED it APR 18 2012• I� Vitt 1 City of Tukwila BUILDING DIVISION RECEIVED APR 13 2012 PERMIT CENTER 0 co to Ct Lt 1 0•J co k ^ v) 6.9 REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(s). 12.0094 DO D4 2x6 FASCIA NOTE: NO GUTTER NOTE: FLUSH (NO 5/4" x4 T W/ 5/4 "x 12 (RIGHT) ELEVATION 8 :12 SOUT" (LEFTI ELEVATION 5/4"x5'' , 2" 2_1/2" FRONT DOOR DETAIL SCALE: 1/4" = 1' -0" 2x4 CEDAR KNEE BRACE DETAIL SCALE: 1/2" = 1' -0" SEE TYP. 111 HIGHEST POINT 2x6 BARGE W/ 1x2 5/4 "x6 TRIM (UNDER EAVE) PLATE 6:12 6:12 12 k411 �I1m1I11�111ma`n i111I111111o1I11111111:III 111, !malmI'II'olma1m1I111: : 11111 110111:111m111m111111111111 :11 i11.01r1 1111111/11 1m111m m��n iII11_ gNr..r... ra.Yrr 21 PANEL SIDING 5/4" x4 " W/ 1" O.H. 0 SIDES NOTE: LAP SIDE WALLS 1 -1/2 "x2 -1 4" TAPERED SILL 5/4 'x4 TRIM (1 " O.H. FOR SILL SIDES) 4/"NLS .401111111111111111111/11111. ' .X 11111011;111111111INI:H11%. Ad1111110111: 11111: 1I111111111:111111111111:11111∎., IIm1rIm011i :nI11:I1ImIr111:I1Im111m0111:i� 4111: 111m111m111m11111 :11111:111m111m111m:Im11. 111 milirn �L PISEV m KNEE BRACE PER DETAIL THIS SHEET U- SUBFLOOR PLATE 1' -0" O.H. TYP. 4 :12 SUBFLOOR GRADE OOR DETAIL THIS SHEET 12 1 \ CEDAR 2 "x4" WHITEWOOD1 " x4" WHITE WOOD 2 "x2" WHITEWOOD1 " x4" 6 :12 I RAILING DETAIL' SHINGLE SIDING 5/4 "x4 TRIM W/ 5/4 "x3 7 1/4" LAP SIDING ' -0" O.H. TYP. , , • , • -/ -- • • FRONT) ELEVATION C E: 1/4" = PLANS ARE DONE TO THE 2009 LR. C. BUILDING CODE ELEVAIION 5/4 "x10" TRIM (REAR) ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED 1. 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) WITH WASHINGTON STATE AMENDMENTS (WSA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. WAC51 -51 2. 2009 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC51 -50 3. 2009 INTERNATIONAL MECHANICAL CODE (IMC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC 51 -52 4. 2009 INFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAC 51 -56 AND 51 -57 5. 2009 INTERNATIONAL FUEL GAS CODE (IFGC) WITH WASHINGTON STATE AMENDMENTS (WSA) 6. 2009 WASHINGTON STATE ENERGY CODE (WSEC). WAC 51 -11 7. 2009 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (WSVIAQC). WAC 51 -13. BUILDING CONSTRUCTION TYPE: V -B OCCUPANCY GROUP: R -3 5/4 "x4 TRIM SINGLE 5/4 "x4" CORNER (TYPICAL 0 REAR OF HOUSE) 2,----011 REVIEWED FOR CODE COMPLIANCE . APPROVED APR 18 2012 ri City of Tukwila) BUILDING DIVISION RECEIVED APR 13 2012 PERMIT CENTER .71 ELEVATIONS .REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(a). 12.0094 D1 D4 D F.P. P.H.) 4IM I,- u■■■i■m■i■m■I■I■ ■. CI I- 1' -0" O.H. 111'1n m1111111�11 m11i 1I111:111m1111111W11f m 11111:11111:11111:11111 #t' II II H 5/4 "x4 TRJ �— W/ 5/4"x3 4 :12 5/4 "x10" TRIM IIII 11111 1111 MIMI IIII :12 16 Inc 1111 1 111 II 3 • SOUT" (LEFTI ELEVATION 5/4"x5'' , 2" 2_1/2" FRONT DOOR DETAIL SCALE: 1/4" = 1' -0" 2x4 CEDAR KNEE BRACE DETAIL SCALE: 1/2" = 1' -0" SEE TYP. 111 HIGHEST POINT 2x6 BARGE W/ 1x2 5/4 "x6 TRIM (UNDER EAVE) PLATE 6:12 6:12 12 k411 �I1m1I11�111ma`n i111I111111o1I11111111:III 111, !malmI'II'olma1m1I111: : 11111 110111:111m111m111111111111 :11 i11.01r1 1111111/11 1m111m m��n iII11_ gNr..r... ra.Yrr 21 PANEL SIDING 5/4" x4 " W/ 1" O.H. 0 SIDES NOTE: LAP SIDE WALLS 1 -1/2 "x2 -1 4" TAPERED SILL 5/4 'x4 TRIM (1 " O.H. FOR SILL SIDES) 4/"NLS .401111111111111111111/11111. ' .X 11111011;111111111INI:H11%. Ad1111110111: 11111: 1I111111111:111111111111:11111∎., IIm1rIm011i :nI11:I1ImIr111:I1Im111m0111:i� 4111: 111m111m111m11111 :11111:111m111m111m:Im11. 111 milirn �L PISEV m KNEE BRACE PER DETAIL THIS SHEET U- SUBFLOOR PLATE 1' -0" O.H. TYP. 4 :12 SUBFLOOR GRADE OOR DETAIL THIS SHEET 12 1 \ CEDAR 2 "x4" WHITEWOOD1 " x4" WHITE WOOD 2 "x2" WHITEWOOD1 " x4" 6 :12 I RAILING DETAIL' SHINGLE SIDING 5/4 "x4 TRIM W/ 5/4 "x3 7 1/4" LAP SIDING ' -0" O.H. TYP. , , • , • -/ -- • • FRONT) ELEVATION C E: 1/4" = PLANS ARE DONE TO THE 2009 LR. C. BUILDING CODE ELEVAIION 5/4 "x10" TRIM (REAR) ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED 1. 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) WITH WASHINGTON STATE AMENDMENTS (WSA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. WAC51 -51 2. 2009 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC51 -50 3. 2009 INTERNATIONAL MECHANICAL CODE (IMC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC 51 -52 4. 2009 INFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAC 51 -56 AND 51 -57 5. 2009 INTERNATIONAL FUEL GAS CODE (IFGC) WITH WASHINGTON STATE AMENDMENTS (WSA) 6. 2009 WASHINGTON STATE ENERGY CODE (WSEC). WAC 51 -11 7. 2009 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (WSVIAQC). WAC 51 -13. BUILDING CONSTRUCTION TYPE: V -B OCCUPANCY GROUP: R -3 5/4 "x4 TRIM SINGLE 5/4 "x4" CORNER (TYPICAL 0 REAR OF HOUSE) 2,----011 REVIEWED FOR CODE COMPLIANCE . APPROVED APR 18 2012 ri City of Tukwila) BUILDING DIVISION RECEIVED APR 13 2012 PERMIT CENTER .71 ELEVATIONS .REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(a). 12.0094 D1 D4 VENTILATION SCHEDULE 2009 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS 4 A Bath, Powder, Laundry Min. 50 cfm © 0.25" WG (VIAQ Table 3 -1) B Kitchen Min. 100 cfm © 0.25" WG (VIAQ Table 3 -1) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) _s_ C Whole House Fan MIN. CFM = 100 MAX CFM = 150 (VIAQ Table 3 -2) (based on 2,267 s.f. floor area & 4 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.5 or less measured @ 0.1" WG *whole house fan is required only when using OPTION 1 (VIAQ 303.4.1) *AII fans to Vent to outside *AII other requirements of 2006 WSEC / 2006 VIAQ must be met ROOF VENTILATION Standard Truss) Scissor Truss Roof Framing Assembly: Roof Area : 1329 s.f. Ventilation Required: 1329 s.f. x 144 s.i. 1 s.f. 1 300 = 637.92 s.i. Req'd Provide between 50% & 80% of total required ventilation @ min. 3 ft. above eave vents. Remainder to be installed at eave vents. Upper Roof Ventilation: 7 "x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation MIN. Req'd = 637.92 s.i. x 0.5 1 s.i. of each vent = 9 vents Upper Ventilation MAX Req'd = 637.92 s.i. x 0.8 1 s.i. of each vent = 13 vents Provide: 9 -7 "x7" roofjacks. Ventilation = 330.75 s.i. Ventilation area remainder for eave vent = 307.17 s.i. (Req'd vent -Upper vent) Eave Ventilation: Birdblocking = 4.71 s.i. 1 I.f. - 25% reduction = 3.53 s.i. 1 I.f. Eave Ventilation Req'd = 307.17 s.i. 1 s.l. per I.f. = 86.96 It Provide : 87 I.f. birdblocking. Ventilation = 307.33 s.i. Total Ventilation Provided = 638.08 al. IS GREATER THAN : 637.92 si. Req'd MAIN FLOOR JOISTS SCALE: 1/4" = 1' -0 FLOOR FRAMING NOTES: 1. ALL FLOOR JOISTS TO BE 2x10 HF #2 0 16" O.C. 2. ALL BEAMS & HEADERS TO BE 4x10 DF #2 0 2x4 WALLS & 4x10 DF #2 0 2x6 WALLS U.N.O. 3. POSTS TO BE 4x4 DF #2 & 4x6 DF #2 0 BEAM JOINTS 4. ALL WOOD IN CONTACT W/ CONC. TO BE PRESSURE TREATED Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines 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.) co cc 38' -0" USE (7) 7"x14" SCREENED FOUNDATION VENTS 3' -8" 4' -0" 4' -0" • 6' -4" ■ CRAWL SPACE W/ 6 MIL (BLACK) V.B. 4' -0" 3' -4" 4' -0" 4' —O" • •4x6 4x4 P.T. POST TYP. 4' -4" 24" 4' -9 1/2" 2'-3 1/2" "I "I 4' -10" 24" 24,E IV 7 4' -0" 4' -0" —6" • • 10' -2" • ■ • / f / 5'— !f 5' -5" 0 1 • • • 4x4 P.T. POST TYP. • 5' -0" i4 L • 4x4 POST 0/ — 24" DIA. x 10" CONC. FTC. W/(2) #4 BARS E. W. TYP. 13' -0" PROVIDE MIN. 18 "x24" CRAWL SPACE ACCESS • W/ INSULATION & WEATHER STRIPPING SLAB ON GRADE 4" CONC. OVER . 4" GRANULAR FILL SLOPE 3" TO 0.H. DOORS 36 "x36" . • 1 36 "x36" • 7 EDSE OF SLAB . 18' -0" —10 1/2" / / / 38' -0" 16' -3" 20' -0" 10 1/2" / / FOUNDATION PLAN SCALE: 1/4" = 1' -0" I REVIEWED FOR CODE COMPLIANCE 41' APPROVED APR 18 2012 T : City of Tukwila BUILDING DIVISION RECEIVED APR 13 2012 PENT CENTER 124 REVISED BY: DATE: LATERAL .BY HODGE ENGINEERING, INC. LATERAL NO(s). 12.0094 D2 D4 6'-B" MIN. HEADROOM (HANDRAIL GRIP SIZE IRC R311.5.6.3.) 1 I/4" DIA. HANDRAIL, CONT. FOR FULL LENG F STAIR ER NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEM1ERS TO BE SUCH THAT A SPHERE OF 4 DIA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER IRC R311.5.6 BALUSTERS TO CONFORM TO IRC R312.2 ABOVE 36" MIN. STAIRWAY WIDTH PER IRC R311.5.1 10" MI. 16d 0 4" O.C. 2X4 THRU BLOCK BEAM PER PLAN BELOW STAIR INSTALL 1/2" G.W.B. 0 CEILING & WALLS (3) 2X12 STRINGERS FIRE BLOCKING 0 MID -SPAN NOTE: GREATEST AND LEAST TREAD & RISER SHALL NOT VARY MORE THAN 3/8" (PER IRC R311.5.3.1 & R311.5.3.2) 8d TOE NAIL STRINGER THRUST BLOCK JOIST OR BLOCKING 0 FLOOR BELOW NOT TO SCALE INTERIOR STAIR DETAIL START JOIST LAYOUT HERE MFR JOISTS 0 24" O.C. (TYP.) U.N.O. WITH 3/4" T &G SUBFLOOR GO 4' co co ■ 4x8 DF #2 1 U10 4x8 DF #2 C Q co 1 4x12 DF #2 ID 4x8 DF #2 4x8 DF #2 11 II J J CHASE OPENING PER TRUSS DETAILING BY " PROBUILD 5- 1/8x12 GLB TOP'LUSSI BEA HUS5.125/12 4x8 DF #2 -- ®4s8 DF #2 4 1 ' /71 i I " / I 1 ix\ 1 1 �r - ■ �I !-1 cia —1 5 -1 8x18 GLB DROPPED BEAM (DROP 3") —r -h— -� CANTILEVER 1' -0" CANTILEVER 1'- 5' -2 1/4" .4r 3jr- 0 1/4' 43" FIREPLACE ELEVATION MFR JOISTS 0 24" O.C. (TYP.) U.N.O. WITH 3/4" T &G SUBFLOOR UPPER FLOOR JOISTS SCALE: 1/4" • 1' -0" FLOOR FRAMING NOTES: 1. ALL FLOOR JOISTS TO BE PER JOIST LAYOUT BY "PROBUILD" 0 24" ON CENTER UNLESS NOTED OTHERWISE ( U.N.O.) 2. ALL BEAMS & HEADERS TO BE 4x10 DF #2 0 2x4 WALLS & 4x10 DF #2 0 2x6 WALLS U.N.O. 3. POSTS TO BE 4x4 DF #2 & 4x6 DF #2 0 BEAM JOINTS, U.N.O. 4. ALL TRUSSES: * TO CARRY MANUFACTURER'S STAMP. * TO BE INSTALLED & BRACED TO MANUFACTURERS SPECIFICATIONS. * TO HAVE DESIGN DETAILS & DRAWINGS ON SITE FOR FRAMING INSPECTION. * TO NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. TYP. • T.O. FURN. 985 S.F. - 1298 S.F. UPPER FLOOR 2283 S.F. FLR JOISTS HV4C 1581bs 24 TALL GARAGE 115 S.F. COVERED AREA CZ- II 0 co SOT. FURN. ST UT SPANNING (2)R TRUSSES 8' -O" • T.O. GAR DR ALL THREAD 7' -0" 1 T.O. SLAB -. 1 '// CEILING MOUNT FURNACE NOTE: CLEARANCE UNDER FURNACE TO BE 8' NO INTERFERENCE W/ LOWER VEHICLES) ''''N GARAGE SECTION SCALE: 1/4" = 1' -0" �‘ 38' -0" SQUARE FOOTAGE 985 S.F. MAIN FLOOR 1298 S.F. UPPER FLOOR 2283 S.F. TOTAL FINISHED AREA 420 S.F. GARAGE 115 S.F. COVERED AREA 5' -6" 5' -0" 9' -0" 11' -9" 6' -9" 4050 SLDR 4050 SLDR d DIRECT VENT GAS FIREPLACE. INSTALLATION PER MANUF. SPECS. CONT. WALL ABV. F.P. DN 2 R. 50610 S.G.D. FAMILY ROOM 14' -6" x 17' -6" 6070 C.O. W /SG & TRANS. DINING 8' -8" x 14' -0" +34" OPEN RAILING ABV. KNEE WALL r H. 4040 SLDR 24" 4 12" 12 "/ 24' 24" 22" 12 12" 24" D.W. KITCHEN 7' -8" x 13' -10" SOLID CORE DOOR — W SELF- CLOSURE OPEN TO ABOVE 1 REFER. r 24" 12" 32" 32" y2' -10 PTY 5 -SHELF 2668 60 CFM FAN V.T.O. ENTRY 60 CFM FAN V.T.O. 2468 1 00` 10" 2' -4" 2' -8" ' -6" 12' -4" •18 "x24" • C.S. ACCESS ' • • 0' 5, -4" CLG MOUNTED •(4'- 0 "x2' -0 ") 9' -0" FURNACE 4' -8" 4'- _' -CO co 4" dia. 1 STEEL "t BOLLARD 6' -4" FLEX SPACE 12' -6" x 9' -10" CO w r INSTALL 1/2" G.W.B. 0 WALLS & POSTS. 1 LAYER . 5/8" TYPE . • 'X' 0 CLG. . 2 -CAR GARAGE 19' -0" x 20' -0" -- - __BEAM ABOVE _ -t-F J 1- WALL ABOVE 5050 WALL ABOVE SLDR COV'D PORCH 2' -6" DN 2 R. 2' -6" " CONC. PORCH OPTIONAL HANDRAIL 0 +36" A.M.F. 4x4 P.T. POSTS 5' -7" 7, -5" 1 - - - - -- -� -1. 2' -0 1, 16[0]7[0] 0.H. GARAGE DOOR 16, -0" 2' -0' 5' -O" 13' -0" 20' -0" 38' -0" MAIN FLOOR PLAN SCALE: 1/4" = 1' -0" STRAP 0 18" CLEA LAB TO TOP & BOTTOM NC E' OFF T.0. UNNER co 0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2012 City of Tukwila BUILDING DIVISION RECEIVED APR 13 2012 PERMIT CENTER 1-fta -4r1 REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(s). 12.0094 D3 D4 ° OH 'r T PLATE 0 19' -0" A.M.F. PLATE 0 5' -6" A.M.F. 22 "x30" ATTIC ACCESS (INSULATE & WEATHER STRIP) 4x8 DF #2 CO GABLE END TRUSS RIDGE 4x8 DF #2 COMMON TRUSS ES 0 24" O.C. So /\ 4x8 DF #2 R5 4x8 DF #2 4x8 DF #2 ✓ RIDGE USE (9) 7 "x7" ROOF JACKS USE 7/16" C.D.X. OR O.S.B. — SHEATHING, STAGGER JOINTS, TYPICAL 2x8 OVERFRAMING 4x4 P.T. POST W/ PC44 4x4 P.T. POST W/ ECC & HW GABLE END TR 1 GABLE END TRUSS k OH T.O. BM 0 9' -0" A.M.F. 4x4 P.T. POST W/ PC44 END END JACKS 0 24' 0.C. R7 4x12 DF #2 11 11 ROOF FRAMING TRUSSES SCALE: 1/4" = 1' -0" ROOF FRAMING NOTES: 1. ALL BEAMS & HEADERS TO BE 4x10 DF #2 0 2x4 WALLS & 4x10 DF #2 ® 2x6 WALLS U.N.O. 2. WINDOW HEADERS 0 7' -8" A.F.F. 0 MAIN FLOOR WINDOW HEADERS 0 6' -8" A.F.F. 0 UPPER FLOOR 3. ALL TRUSSES: * TO CARRY MANUFACTURER'S STAMP. * TO BE INSTALLED & BRACED TO MANUFACTURERS SPECIFICATIONS. * TO HAVE DESIGN DETAILS & DRAWINGS ON SITE FOR FRAMING INSPECTION. * TO NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. ♦ PLATE c3\ SUBFLOOR ♦ PLATE PLATE 0 19' -0" A.M.F. 2x6 OVERFRAMING POST 0 48" 0.C. NOTE: (2) 2x6 STUDS TYP. 0 ROOF GIRDERS FOR SUPPORT 16' -2" 5' -0" 2' -10" 14' -O" 5' -6" 5' -0" 5' -8" 4040 r Parm c (EGRESS) SLDR 4040 SLDR NOTE: VENTILATION: WHOLE HOUSE FAN ON 24 HR TIMER FOR EXHAUST, VENTED WINDOWS IN HABITAL A EAS )-207 MASTER BDRM 15' -2" x 18' -6" W0 I 8' -8" R & S SE 0 110V S.D. 2668 2' -6" 2' -6" )' f 3010 SLDR 30 "x60" TUB /SHOWER 7' -4" 6' -8" VENTED (EGRESS) 5040 SLDR FAN V.T. 0 100 CFM 3' -0" . 4' -0„ c0 c0 tl` LIN. +42" HALF -WALL OPEN TO BELOW LOFT �I "♦ 10' -6" x 10' -6" CO CO 7' -10" 3' -6" ▪ M 11' -0" a. BDRM 2 13' -2" x 10' -2" CO O lfov CO 0 °p S.D. N O110V I S.D. /CO e W.I.C. I X I 2468 22 "x30" ATTIC ACCESS R & S • 1616 PIC 2' -10" COMP. ROOFING OVER 151b BLDG PAPER OVER 7/16" C.D.X. OR O.S.B. 1 FAN V.T.O. --60 CFM 2468 e. <:.. • 0 FAN V.T.O. Jte /60 CFM MSTR BATH & S Ns7 SHWR /36 "x42" a:4 CO Pet- 5040 SLDR W/ SG 60 B.F. 2668 O110V S.D. BDRM 3 10' -8" x 12' -10" NOTE: TUB DECK TO BE 19 -3/4" TO TOP OF 3/4" TOP, 44" FACE TO WALL, W/ 34-1/2"x 58 -3/8" HOLE IN TUB DECK 1 3' -2" R & S 40 B.F. 6' -6" 110V S.D. BDRM 4 1O' -6" x 10' -4" a. B -VENT _4„ 040R (EGRESS) WALL BELOW 504- 0 SLDR (EGRESS) VENTED 2' -6" 2' -6" 5' -0" 5' -7" 5,-7' 11'- 3' -10" 3' -10" 3' -2" 5' -2" 3' -10" 16' -0" 2' -O" 38' -0" FLASHING TYP. SUBFLOOR TRUSSES PER PLAN R -49 INSULATION 2x6 WALL MSTR BDRM ••••• ••�ii iIII1IIIt FOOTING SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20 OR 2.4 20'DIA. OR 24'DI4. x 8' O® POST PER PLAN 2500* CAACITY OR 4000 CAPACITY 24 TERS 30 TOTAL 3000 ■ 305(30•x8' W /(3) *4 E.W. 8500* CAPACITY POST PER PLAN MI ii BEAM SIZE/TYPE R1TL 4'x &' DIP 3- I/&'x6' GLB 3-l/25<-1/2 PSL « i'' S ■ C 'ii il T2 1' (2) 2'x10' D% a' V 1 ' • 9 &T+IDI4 e . d ° a a ' e °: . ° • '. a • • a .. ° ° • - '' °• 18 D . ° • •0 • . - "• • . • • 4 / MI (1 4C. Y r. � O O D2 W CmC C zoZ V W O a iIII1IIIt FOOTING SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20 OR 2.4 20'DIA. OR 24'DI4. x 8' O® POST PER PLAN 2500* CAACITY OR 4000 CAPACITY 24 ❑ 24'x24'x&' W /(2) *4 E.W. 5500* C.4PACITY OR WITHOUt REBAR (PER PLAN) 30 TOTAL 3000 ■ 305(30•x8' W /(3) *4 E.W. 8500* CAPACITY POST PER PLAN 1II ii BEAM SIZE/TYPE e 4'x &' DIP 3- I/&'x6' GLB 3-l/25<-1/2 PSL « i'' ■ 42'x42x10' W /(5) *4 EAU. 16500* CAPACITY POST PER PLAN 'ii il T2 1' (2) 2'x10' D% a' V 1 ' • 48°x4S'x12' W /(6) *4 E.W. 21000* CAPACITY POST PER PLAN (54' xl2' W /(6) *4 CAP = 21K) (60'x12' W /(1) *4 CAP = 33.5K) (12'x15' W /(9) *4 CAP = 4&K) &T+IDI4 e . d ° a a ' e °: . ° • '. a • • a .. ° ° • - '' °• 4. DEtAIL GALL -OUT SEE 'DlSP' SFEETB FOR CORREONDING DETAIL . ° • •0 • . - "• • . • • 4 DBL. JOISTS t . � iIII1IIIt FOOTING SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20 OR 2.4 20'DIA. OR 24'DI4. x 8' O® POST PER PLAN 2500* CAACITY OR 4000 CAPACITY 24 ❑ 24'x24'x&' W /(2) *4 E.W. 5500* C.4PACITY OR WITHOUt REBAR (PER PLAN) 30 TOTAL 3000 ■ 305(30•x8' W /(3) *4 E.W. 8500* CAPACITY POST PER PLAN 36 BEAM SIZE/TYPE 36'x3ro'x8' W /(4) *4 E.W. 12000* CAPACITY POST PER PLAN 4'x &' DIP 3- I/&'x6' GLB 3-l/25<-1/2 PSL 42 ■ FOOTING SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20 OR 2.4 20'DIA. OR 24'DI4. x 8' O® POST PER PLAN 2500* CAACITY OR 4000 CAPACITY 24 ❑ 24'x24'x&' W /(2) *4 E.W. 5500* C.4PACITY OR WITHOUt REBAR (PER PLAN) 30 TOTAL 3000 ■ 305(30•x8' W /(3) *4 E.W. 8500* CAPACITY POST PER PLAN 36 BEAM SIZE/TYPE 36'x3ro'x8' W /(4) *4 E.W. 12000* CAPACITY POST PER PLAN 4'x &' DIP 3- I/&'x6' GLB 3-l/25<-1/2 PSL 42 ■ 42'x42x10' W /(5) *4 EAU. 16500* CAPACITY POST PER PLAN T2 54 4& HOLDDOUJN /STRAP C5I4 48°x4S'x12' W /(6) *4 E.W. 21000* CAPACITY POST PER PLAN (54' xl2' W /(6) *4 CAP = 21K) (60'x12' W /(1) *4 CAP = 33.5K) (12'x15' W /(9) *4 CAP = 4&K) &T+IDI4 e . d ° a a ' e °: . ° • '. a • • a .. ° ° • - '' °• 4.. ' d DEtAIL GALL -OUT SEE 'DlSP' SFEETB FOR CORREONDING DETAIL . ° • •0 • . - "• • . • • 4 POSITIVE POST : TO FOOTING CONNECTION PER PLAN MBAR MAT PER FOOTING SCHEDULE 3' FROM SOIL�SIDES BOTTOM LEN POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER RI DEAD 1000 TOTAL 3000 LIV 2000 SEAM ES1GNATO1 R FOR PLAN REVIEW USE ONLY BEAM SIZE/TYPE 4'x &' DIP 3- I/&'x6' GLB 3-l/25<-1/2 PSL SHEEAR ��IGNATOR 0 HOLDDOUJN /STRAP C5I4 DESIGNATOR SEE WOLDOUN/STRAP SCHEDULE &T+IDI4 &TI4P8R1 DEtAIL GALL -OUT SEE 'DlSP' SFEETB FOR CORREONDING DETAIL 1 D1 o •o. U) .. ao � •n ob — . :: flijfl Q $ 3 d • o, V,w � H v`/ O W C 41 O. r (li� c o m a$ a 3 c O — d- o�iEem a • cE t a 0 Qv c � O O ■ W CmC C zoZ V W O a W Q O �m � 50 M O W H 0 w W Q 0 �w ' 1 W N Z � z W m O W a � a TI I I S \CAIN 1 &S33 53 uFF IRING IS 1 C-0): AV 5 El MASTER BDRM X L TUB/8HOWER 1 III I 1 I MSTR BATH 7saIn¢ e ".42 BDRM 3 BDRM 2 LOFT BDRM 4 CS14 L C514 CSI4 LOOIR LAT 15 D2 1R,AL SWI NGINL \ 111111111111111 11111, 11 1111 1111 1111111H 11 11111 111 1111 1111111111 III 111 111111111111111 11111111111111 11 1 111 III I�wm - 1111 Il 1111 ■uuy 1 1 1111 111 1 — - -- -- ■11111 111 1111 1111 1 111 111 11111111 1 111 11 m11nn n luui ��IIIII1• 1 11 111/11111 . i 11111 111111 11 /11111111 I IL ■111 1111111 111 111 1 111 1111 d1 11111 11111 1 111 1 '11 1111 1 1111111, X11111 111. i 11 -11 1 111 1111111 111 11111 .1111111 1 111 1 111 11111 11 1111 111 1 111 1 1111 1111• /1111111 1111 1 11111 111 111 1 111 1111 1111 11111h pI ■IUUU■ a • uu1 11111 11'P 1111 Iuu I fl.. i 11. 1 1 111 II, r -- 111 1 1111 III 11111 1 1 1 1 I 111 11 11 1 1 liI 1 1 11 11 1111 11 111111 1111 11111 II 111 1 '11 11111 RING DO NOT SCALE( 1/8" =1' ) STHDI4RJ ST+{DI4RJ 5T1-D14RJ 5THD14R1 FAMILY ROOM SHEATH ALL EXTERIOR WALLS AS STHDI4 DINING STHD14RJ SW1 UNLESS NOTED OTHERU115E. 5WI STHD14RJ KITCHEN PT LNDRY ENTRY STHDI4RJ STHDI4RJ STH014R1 FLEX SPACE HDUS HDUB HDUS 2 —CAR GARAGE EXTEND - LEADER OVER S1-EARLUALLS 5T1-0I4 671-1DI4 5 D1 °',41N fl OCR L i7AL SWl STHD14 1 ST1-D14 (S�I �D1/. NG IN zo)D2 RING DO NOT SCALE(1 /8" =1') SHEATH ALL EXTERIOR WALLS AS /C,I 111\ UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWNS 22 "x30" ATTIC ACCESS SHEATHING, STAGGER JOINTS, TYPICAL 4 S' DF42 4 "x8° A0(5) rIMMI E111LiaL1111=M (2) (R3) 4' s' DPI 8:12 ► (R9) 2x8 OVERFRAMING stir ;roar. I 1 •!1 �*�r— I DOl •1'4'x8 I P_ II�1� 1 � := Iifl 10, 6ile� III. IF! 11�. .1 I I��� u n n - 0Wailr�i■Ti it Ri11 II�jiLliWali iiimiT■i'eiiiiim' o) . 4' 0' P.T. 9i F'2 111PI rnrr,>c 111M MrgP P :s+Ra1~xIniiM ll .;• 4;1 >���IS tN 1 , aA a In �. — 4'x8 I.m mo§ 001 I[m 1 lIlI ,JO ! el rl — l t i e�li °Il I —Il — el�Wl1 '`an !E' It II ,1 . 4 'x12' eve e. 8001 I IRA I \G G1R,AYITY I Opp A.M.F. NOTE: 2009IBC SHEARWALL/ ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (14) (21) NAIL SIZE & SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3)(6) (15)(16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF) SEISMIC /WIND TO TOP (PS LATE NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MASAPAZ ANCHOR OPTION SILL PLATE SIZE @ FOUNDATION (19) HDU8 - HF MEMBER 5655# HDU8 - DF MEMBER 7870# 7/NE 16" OSB SIDE O 8d @ 6" O.C. 2x 16d @.4" O.C. 16d @ 6" 0.C. 5/8" @ 48" 0.0 60" 0.C. 2x 240/335 N/A 7/16" OSB ONE SIDE 8d @ 4" 0.C. 2x LTP4 @ 32" 0.C. 16d @ 4" 0.C. 5/8" @ 32" O.C. 48" O.C. 2x 350/440 MSTC48B3 7/16" OSB ONE SIDE ad @ 3" O.C. 3x LTP4 @ 12" 0.C. (2) ROWS 16d @ 6" 0.C. 5/8" @ 12" 0.0 16" 0.C. 2X 450/730 5/8" @ 24" 0.0 32" 0.C. 3x 7/16" OSB ONE SIDE 8d @ 2" O.C. 3x LTP4 @ 8" O.C. (2) ROWS 16d @ 4 0.C. 5/8" @ 8" 0.C. 2" 1 0.C. 2X 560/820 5/8" @ 16" 0.C. 24" 0.C. 3x / \ 7/16" OR 5/8 "GWB ONE SIDE 8d @ 7" o.c. 2x 16d @ 4" o.c. 16d @ 8 "o.c. 5/8' @ 60" o.c. 60" o.c. 2x 75/145 A 7/16" OSB BOTH SIDES 8d @ 3" 0.C. 3x LTP4 @ 6" 0.C. 16d @4 "0.C. & LTP5 @ 12" 0.C. 5/8" @ 12" 0.C. 12" 0.C. 3x 900/1460 SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1 -1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" x 3 ", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT-DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (13) 15/32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/16" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. (19) TWO MA6 MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21)SHEARWALL DESIGNATED WITH AN ASTERISK ( *) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6)SDS 5/ex 2IA" TO (2) STUDS MIN. %" NUT WASHER NUT 8" EMBED HDU5 - 4065# N/A (14)-SDS % "x 2%" TO (2) STUDS MIN. %" NUT WASHER NUT 8" EMBED HDU8 - HF MEMBER 5655# HDU8 - DF MEMBER 7870# N/A (20)-SDS % "x 2%" TO (3) STUDS MIN. SSTB28 OR SB 7/8 "x24 UNO HDU14 - 10305# N/A (36 )-SDS % "x 2%2" TO 6X6 MIN. PER PLAN STHD10 /STHDIORJ - 1435# (2) STUDS W/ (20) 16d N/A N/A STHDI4 /STHDI4RJ - 3500# (2) STUDS W/ (24) 16d N/A N/A 18" END LENGTH + CLEAR SPAN -CSI4- 2490# (30)10d N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d 1 HOLD -DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z- MAX ", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON - SIMPSON ANCHORS WITH ENGINEER'S APPROVAL (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) (5) HDU2 MAY BE USED IN PLACE OF STHD10 /STHDIORJ (6) HDU5 MAY BE USED IN PLACE OF STHDI4 /STHDI4RJ NCI\ RING DO NOT SCALE (1/4" =1') L CEND POINT LOAD KEYI FOR ENGINEER USE ONLY MEMBER R1 DEAD 10001 TOTAL 3000 20001 BEAM DESIGNATORI FOR PLAN REVIEW USE ONLY (R1) BEAM SIZE/TYPEI 4'xS' DFM2 3- 1/8'x6' GLB 3- 1/2'x9 -1/2' PSL SEEESAR L L EDULsNATOR E I >OC HOLDDOUIN /STRAP DESIGNATOR SEE HOLDOWV/STRAP BCNEDULE 0514 /O 5N014 WHOM DETAIL CALL -OUT1 SEE 'DI' SETS FOR HE CORRESPONDING DETAIL II 1 bi REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2012 city of Tukwila BUILDING DIVISION RECEIVED MAR 09 2012 PERMIT CENTER COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL W IX m IX O c'5 Ci 2 W M m Z O a W G O LI 00 m m N W I' D uj J W IX N No CO 0 W a Ci Z N w 2 011 ' —1 W 2 U) Z E La w z z W m C W re a ix O. COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1 O 5 �'O ® O WATER HEALER O WATER HEATER SEISMIC STRAPS LOCATED 1/3 AWAY FROM TANK CAP AND BASE. 5 EXTENT OF �IEADER / O FOR SHEAR MIN. 3'X11' NET II FORA PANEL SLICE (IF NEEDED). � • • O .� I �� 0 Ir/ � �� + �. O � S ` Ivai !� �+ O IS /32' OSB W /SPAN O RATING 16/32 UNO STAGGER SHEATHING 1/8' GAP REQUIRED BETWEEN SHEETS O 8c1 NAILS * 6' O.C. AT BIRD BLOCKING SHEATHING BREAK O EXTEND WALL SHEATHING TO TOP OF DOUBLE LOP PLATE SIMPSON Hl (UN.0) HURRICANE TIE TYPICAL EACH TRUSS/RAFTER t0 LOP PLATE INTERSECTION O MFR TRUSSES 24' O.G. W/ PLAN ROOF SHEATHING NAIL W/ Sd 6' O:C. FOR PANEL EDGES AND 12 O.G. 1 1N FIELD ® SHEATH ALL GABLE ENDS O TOE NAIL BIRD BLOCKING U1 (2) Sd NAILS DOUBLE PORTAL FRAME EXTENT OF 1- IEADER (TWO BRACED PANELS) / 0 ' -' HEADER PER PLAN MAY BE PANEL EDGES SHALL BE LARGER BLOCKED, AND OCCUR WITHIN 24' © FASTEN SHEATHING TO HEADER 01= MID-WEIGHT. ONE ROW OF TYP. SHEATHING TO FRAMING NAILING W/ Sd COMMON OR GALVANIZED IS REQUIRED. IF 2x4 BLOCKING 15 BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3° O.C. IN ALL USED, THE 2x4 S MUST BE NAILED FRAMING (STUDS, BLOCKING, TOGETHER WITH l3) 16d SINKERS. AND SILLS) tYP. I2 HEADER EXTENDED OVER O FASTEN TOP PLATE TO HEADER SHEARWALL W/ tW0 ROWS OF 160 SINKER NAILS At 3' O.C. TIP. ®LSTA24 OPPOSITE SHEATHING / SINGLE PORTAL FRAME (ONE BRACED PANEL) / — -I O 0 0 f- 0 w _ x } 9 D � O — ch_ N 0 W C O tam Z m O LAG BOLT PER SEISMIC STRAP MFR ANCHOR INTO 2X STUD 4 PLACES I O / 0 W < (1) Cr W Q 0 O_ CC r ,• •• O 1 1 g,'-181 I I �R V . • T 0 ► N O / I O I, ®DRYWALL PER PLAN + 1, Q Q © -- : 5 2X STUDWALL ® VENT FLUTE O ANCHOR BASE TO WALL Q Q II ,. •• � I I. MIN. WI _ O DTF! 16 FOR ONE STORY STRUCTURES, 24 FOR uSE IN THE I O 0 © •• •. FIRST OF TWO STORY STRUCTURES © (o MIN, l2) 2x4 - ALL DF"2 STUDS OR (2)2X6 o O -- :II PLAN VIEW 10 •. •. • • . 0 11: x /16' OM SHEATHING MIN. . ® ®STHD14 OR HDUB W/SB120 0 O STHD10 SINGLE PORTAL FRAME ®I' ANCHOR BOLT W/ MIN 3'x3'x223' PLATE WASHER iii ® 0 IRG M13012 �— —_ - -_-1 SECTION SIDE ELEVATION A -A P IRC FIG R602.I034 / IBC FIG 2308.93.2 5 WATER HEATER STRAPPING D1 PORTAL FRAME D1 ROOF SHEATHING D 11 1 0 i � © 1441 I I O2 \ © OS O O CUT LOP PLATE OR DROP BEAM DO NOT CUT BEAM O DOUBLE TOP PLATE ® (6) 1d NAILS \� O (2)16d NAILS * 16' O.C. © ® BEAM PER PLAN 2X CRIPPLES PLYWOOD FILLER SP © O (AS REQUIRED) O HEADER PER PLAN ®l2) 16d NAILS j I DOUBLE 2X CRIPPLE STUDS O MIN. FOR >6' OPENING UNO I2 NO STRAP REQUIRED IF CONTINUOUS TOP PLATE 11 8 \ OT US I D 8 6 � \ . 9 . , .e ''' . ♦ I3 O O ° : 4 , , . 'II , < • : -. /. ! 11 / �i � ��� �I .__ � i � /I�� . - 5 O . - _`� � / ,gu1. / / ' / ,, `� �I,� N� �I ' 1011 I� O O �, �� '/ 030" FELT EA. COURSE 0515 SHEATHING UN.O. MANUFACTURED TRUSSES JSTS.) BLOWN-IN SINSULG ( ARCH) 1/2' PER R GLIB 3 SIDING (PER ARCH) O � 15 BLDG PAPER (OR TYVEK) 1/16' SHEATHING (PER PLAN) 2X6 HF *2 STUDS * 1610.C. BATT INSUL (PER ARCH) 1/2 GWB WALL STRUCTURAL 2X RIM OR I -3/4' LYL FLOOR FINISH 3/4' T4G °SUB F DO W /10 NAI L R d LS ® FLOOR JOIST (PER PLAN) BAtT INSUL. IPER ARCH) (OVER UNHEATED SPACES) 1/2' GWB CEILING PLATE OAT AOTHMEN TO STRUCTURAL RIM PER SHEAR WALL SCHEDULE CD065 SHEATHING W/ LONG DIMENSION PARALLEL t0 STUDS 8d NAILS 9 6'O.C. A EDGES AND 8d NAILS 6 12' FIELD UN.O. ON OC IN SHEAR WALL SCHEDULE g STRUCTURAL RIM O ATTACHMENT t0 TOP PLAT= PER SHEAR WALL SCHEDULE I� MUD SILL TO STUD UJALL (2) THRU NAIL TYP (3) 16d tHRU NAIL FOR SW3 SW4 SHEAR WALLS j IMIN OF 2 PER PLATES W /IN 12° OF ANY CORNER) MIN S' FROM EDGE I2 CRAWL SPACE I3 SLAB ON GRADE OPTION I1I• DROPPED FLOOR JOISTS P.T. 2x12 HF LEDGER W/ '' SIMPSON SET. LUS210 JOIST HGR lUN.0) 6 2 0, `I0 11'/ `QI 8d O 2X SOLE PLATE TO RIM W /16d * 6' O.C. U.N.O. • 3/4 TAG TO RIM: O 8d 9 6' O.C. 162c6----- O ./ ��' ® ©I r__ ® JOIST TO TOP PLATE III III - - (3) Sd tOENAILED SHEATHING t0 STUD SEE SHEAR WALL SCHEDULE 'I DBL 2X LOP PLATE E LOP PLATE TO STUD W /(2) 16d LI O.C. S 2X AL SCUD W/ O FLOOR JOIST = = 4 O ♦ ' II�� , 3 O •� IBC T =LE �.Ri�� ., � ��� � �_ r' O MULTIPLE SCUDS FOR POINT LOAp FROM ABOVE ®SQUASH 2304x.1 Ni.r., 1111111111 BLOCKS REQUIRED UNDER ALL POINT LOADS I1 RIM BOARD t0 FLOOR S JOIST W /(3) 16d O I2 LTP4 PER SHEARWALL •SEE SHEARWALL TABLE TABLE FOR ADDITONAL NAILING 2 CONTINUOUS TOR PLATE SPLICE AT BEAM D 1 FLOOR TO FLOOR CONNECTION D1 12 IO GYPSUM WALL BOARD INSTALLED W/5d COOLER NAILS '� 8' O.C. OR TYPE S/W SCREWS 16 O.C. 2O 16d NAIL 0 12" O.C. (UNO.) O ad NAIL 12'0.C. ON ALL © 0 O 3/4 T4G FLOOR a ' - : -:O I I 1 I I © 11111191100 08d 0 410.C. 3 TJI PARALLEL OR TJI O O BLOCKING O Sd 4' O.G. STAGGER SIDES. NAIL THROUGH LOP OF FLANGE. DO NOt BLOCKING TOE -NAIL :(3) W/ L C 2x 16d NAILS 2X4 FLAT 6 16' O.C. (3) ad NAILS EACH END O ®FLOOOTS OOLIO B®8d O A35 16' O.G. OPTION RECEIVED TYPICAL MAR 09 2012 3 1 ► ■ _ TJI TYPICAL i © '� "Y` O /� - Q ,r — C = LADDER SHOWN I • © v © ' © rl,,,:...:..‘;.: © �`a • FRAMING MEMEBERS NOT AT PANEL EDGES (UN.0) ® ORIENTATION OF CORNER SCUD MAY VARY O Sd NAIL 6' O.C. ALL > INSIDE OUTSIDE CORNER FRAMING MEMBERS AT PANEL EDGES 4 12' O.C. ON ALLFRAMING MEMBERS NOt At PANEL EDGES NLL DIMENSIONAL © + W/ SIMPSON A35 ir4" r , DIMENSIONAL I I I, L ��I 0 me PANEE°:. I 1 O �t,'n TABLE R1023.5 FI - .02.,0.E INSIDE /OUTSIDE OUTSIDE CORNER DETAIL © CORNER 12 D1 D1 SHEAR UJALL NAILING 4 BUILDING SECTION D1 ITIDIIT CENTER 1 INTERIOR SHEAR UJALL TO JOIST ABOVE CONNECTION D1 13 STRINGERS 6 STEPS MUST L11/4X6 BEAM POST TO IS' OR STUDWALL Pill: SPANNING 9 8E SUPPORTED ON 4X4 CONCRETE OVER POSTS. ® 4 FOOTING ®I ,I � `I 1�� �` 1j• O I /A �!% �� I ♦/ I, �/ D �,, I (� , ( `sr� � ( / � / ( III 12 1 I' OR O LANDING 02X4 LEDGER W(2) 10d 6' O.C. O l3) 2X12 STRINGERS S_1/2' MINIMUM MATERIAL ® DIAGONAL BETWEEN RISE D R' SUPPORTED ON 3/4 T4G 8d NAILED * 6' O.0 PANEL EDGES 12 O.C. FIELD ®2X4 THRUST BLOCK W /10d 6 O.C. NAIL TO LANDING JOIST O 3/4 t tG SUBFLOOR g 2X8 LANDING JOISTS O10d 6 6' O.C. RIM To O TOP PLATE ®* STRINGER TO JOIST RSA LSCZ CONNECTOR NOTCH STRINGER TO REST II ON CI-4 T LEDGER 2X TREADS W /(3) 10d 12 EACH STRINGER 13 O ® O 2x * 16' O.C. 00 GRADE • Inc + © r- - ,:. I , ► II '_„TM WOW I O �' ® o O ° �" r�ON e ° - 0 �'' ... Q • - • a ° • °�e- � ° •. !►• ^- r 1, D cODh .COM F A PROVE® APR 1. 8 2012 � {'t � Tukwila -""" �� -i ° e � F. "' ..� ° ° 8'.�/ , ' - ° -. • e a © � �`' ° - • e.. $ �. ° . e. -- II A a .• • °• d . i 0 I 112 MIN O WALL FRAMING © MST60 OR (2) CS14 BETWEEN PONY WALL WALL ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED 3 WHERE FOOTING SECTION O PROVIDE �' CS16 EACH SIDE OF SPLICE W /8 -16d COMMON NAILS ®LOP PLATE SPLICE LINE ® (2) 2X PLATE ® HOLD DOWN PER PLAN O PONY WALL SHEATHING 4 SHEAR NAILING TO MATCH WALL ABOVE 6 MAX 14 MIN PONY WALL -PONY WALL> 6 REQ. ENGINEERING FOR ADDITIONAL STORY g HDU HOLD DOWN OPT IN O LIEU OF STRAPS �" lq;41� 0 © 0 '" O © 3/4 T4G SUBFLOOR O FLOOR JOISTS ®FLOOR GIRDER ARRIER ®2x PTDF W/ ANCHOR BOLTS PER PLAN (SEE SHEAR WALL SCHEDULE) O ()FOOTING CORNER O II O O O PG 12 _ ,,. , �t i\ ` �� ���� 11�. �.J �"` ��� `�' `� O TMWALL COR=R 0,2' MINIMIUM LAP SLPICE 1j VERTICAL REBAR NOT O SHOUIN FOR CLARITY F . ' _ - \� 13 / / //� - Z - Z - L . : \ \j O - Q - 'C' O �'4 BAR 3 FROM TOP *4 ® �' 12 O.C. ® \\ 0 B hw' /�\ \ \� - B �\ / / \ \ \ \ \ \ \ ®4 CONCRETE SLAB / / //� * \j \, O 4 VERTICALS 24 O.C. i /% EXTEND t0 3' OF THE FOOLING BASE. EXTEND 14' MIN. INTO StEMWALL tYP (UN.o) / � / / \ {� \' i \ i A -,�- O � ',4' 'B' °,4° 'B` ® MIN. (2) *4 6 BOTTOM OF FTC: 3 MINIMUM COZIER 'C' II ROOF DRAIN �`- / y �1J 1 STORY 12' 6 6 _- 11140A- Y�t=y 6 12 ENGINEERED CONC. WALL ��'�i�]3- uf�i■ii■ STOR % REQ. IF UNBALANCED TORY 23° 8' 8' 32' 8 0 BACKFILL AGAINST D,q 1y p g MIN. FOUNDATION DIMENSION SUPPORTING BRICKM NISI R STEMWALL >48' HIGH ° I3 12 COVER TABLE R403.I Is0S.42 7 FOUNDATION FOOTING AND STEMUJ,4LL D1 STAIR LANDING CONNECTION D1 CONCRETE CORNERS . 4 FONY WALL ERAMING i COPYRIGHT ©2012 1 -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT NLESS AN ORIGINAL RED SEAL 0 _e ow ;$bb= ° 2 �009� gl a $�� � . 0 d � a d o c d 1.11 0 c H nmc�$ L vg i_ 2o0oy�� 3 g a O i to riri R m i 3 BIB Z C E •o m o Y! .. C l0 {�pp N•• x � 2Eo 0 C5--e Q�(2°ppi'�°E R 9 !!� 0 Q l0 N r=.r iL G N C i W m M" O 0 9 D � — ch_ N 0 i W m m Z V a W C O tam Z m N ' O O W < (1) Cr W Q 0 O_ CC ' �R V N CD Z 2 z W cc m C W a al a• COPYRIGHT ©2012 1 -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT NLESS AN ORIGINAL RED SEAL 26 27 22 18 0 15171 ACORKNAL NORM AEOVE 4 d 0 TAG FLOORING O FLOOR JOIST PER PLAN O 4X6 HEADER UN.O ® 32' CRAWL ACCESS PER PLAN UNA ® 2x4 PONY WALL 4 P.T. SILL ® SIMPSON MASA STRAPS O 4'oc OR 1/2' ANCHOR BOLTS AT 4'oc OR 1/4' HILTI POWDER ACTUATED 9 2'oc O 12'x6' CONCRETE FOOTING W/ (V 4 REBAR FOR SINGLE STORY LOAD. 12'XS' CONCRETE FOOTING W/ (2)"4 REBAR FOR TWO STORY LOAD ® INTERIOR PONY WALLS OVER 6' CALL, SHEATH W/ 1/16' SHEATHING 4 Sd NAILS 6 6 :12 O (2) 8d TOE NAIL EACH JOIST ® ALIGN STUDS WITH JOISTS BLOCK At BEARING WALLS 118 STRIP FOOTING / PONY UJALL SITE PLAN STRUCTURE LOCATION, AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND CIVIL OR GEOTECHNICAL ENGINEER © FACE O FACE OF FOOTING TOP OF SLOPE O3 H/3 BUT NEED NOT EXCEED 40' MAX ® TOE OF SLOPE ® H/2 BUT NEED NOT EXCEED 15' MAX ® FACE OF STRUCTURE IRC FIG. 8403.1.1.1 14 FOUNDATION CLEARANCE FROM SLOPES 23 D2 19 ®2x6, BLOCKING W/ 16de6'O.C. TO TOP PLATE O SHEAR WALL ©2X PRESSURE BLOCK BETWEEN W/(3) 10d EACH O 2X OR 3X BOTTOM PLATE PER SHEARWALL SCHEDULE W /16de4' O.C. INTO 2X PLATE OR FOR 3X PLATE USE SIMPSON 1/4'X4' SDS SCREWS 03/4' TAG FLOORING ®TRUSS/RAFTER PER PLAN ®1-II EACH TRUSS 07/16' OSB W /Sd 6'0.C. PANEL EDGES 12'O.C. FIELD ® HANGER PER TRUSS MFR 02X6 LEDGER W/(3)10d 9 16'O.C. @ BEAM/RIM JOIST PER PLAN 2X6 BLOCKING 19 15 FRONT VIEW O SHEAR NAILING PER PLAN O SILL NAILING TO RIM 16d 6 4' O.C. O CS14 3S' LONG ® RIM JOIST ® SIMPSON LS50 6 161 O.C. ® FLOOR JOIST O SOLID BLOCKING NAILING 10d 6 4' O.C. ® 2x STUD WALL OR BEAM PER PLAN O OSB SHEATHING TO FLOOR JOISTS @ (2) T522 STRAPS AT CS STRAP LOCATION 1 JACK TRUSS SHEAR TRANSFER D2 CANTILEVERED SHEAR UJALL 2 28 28 24 D2} 20 6 O I/2' MIN FROM CORNER © ONE *4 REBAR IN SHEAR CONE (12' MINIMUM REBAR LENGTH) 30' MIN REBAR LENGTH ® NOTE: HOLDOWNS AT CORNER ARE SPACED a i 1 -1/2' FROM EDGE. SPACE I/2' WHEN 2x IS FLAT. STHDRJ CLEAR SPAN 1 -1' MAXIMUM. FOR TYPE RJ HOEDOWN 0' FOR NON RJ HOLDOWNS BUILDER TO DETERMINE IF 5THD OR STHD/RJ IS APPROPRIATE. SIMPSON STHD 16 STEM WALL INSTALLATION. STRIP POO- NG INSTALLATION O HDUS W/ (20) 1/4'X2-I/2' GDS SCREWS (EITHER SIDE OF POST) O SIMPSON SSTB28 ANCHOR BOLT O ANCHOR BOLT SPACING PER PLAN ® STEM WALL 4 FOOTING ®SHEARWALL NAILING PER PLAN ® 6X6 DF *2 POST UN.O. STRIP FOOTING. REBAR SPACING AND FOOTING SIZE PER PLAN ® *4 REBAR SPACING PER FOUNDATION DESIGN THICKEN FOOTING AT ALL HOEDOWN ANCHOR LOCATIONS 16 29 29 25 D2 21 EXd11l-0 E QF$!DEM:.E O SHEATH UNDER OVERFRAMING O 2x4 RAFTERS SUPPORTED ,4T 6' oc W/ 2x4s ON TRUSS CORD 2x6 VALLEY BOARDS NAILED TO EACH TRUSS W/ (3) 16d NAILS. ® 2x6 RIDGE BOARD ® ROOF SHEATHING PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED APR 18 2012 City of Tukwila BUILDING DIVISION 21 17 0-03-0S J6 HDUS TO FOUNDATION CONNECTION D2 CD WIDEN FOOTING AND ADD REBAR EACH WAY PER PLAN ,4T POINT LOAD © POST OR STUDS PER PLAN RECEIVED MAR 09 2012 PERMIT CENTER TYPICAL OVERRAMING D2 WIDENED FOOTING to asp c d • o. g 0 w2S vga DO NOT SCALE 1- Z w r V U) w 0 0 W LL' H W 2 Z Z 5 1— w 1' RELEASE DATE N N M O Z w w Z Z w PREPARED BY --I COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILTY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPENCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND /OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTORS RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2009 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES WIND: IBC "METHOD 1- SIMPLIFIED PROCEDURE" PER ASCE 7 -05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7 -05 TAC. 1-1 = II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER- EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DESITY AS DETERMINED BY ASTM D -1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC(R401.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES NOT EXCEED 5 %, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE - 2/3 MAX. % PASSING U.S. NO. 400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S- SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 ". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE- APPROVED EQUAL. ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. (2) FLYASH (PCY) AG AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 5 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A -615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A -307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5 CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES; PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2 -1/2 10d 0.148 3 16d 0.162 3 -1/2 20d 0.192 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2 -1/2 6 4 3 8d '.'DIPPED GALV.BOX" 0.131 2 -1/2 6 4 3 8d "SHINY BOX" 0.113 24/2 4 -1/2 3 2 -1/2 12 GA. STAPLES 0.1055 1 -7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 1 -1/2* 6 4 3 15 GA. STAPLES 0.072 1 -1/2* 5 3 2 -1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 3 4-1/2 3 2 -1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1 -95 AND /OR PS2 -92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE- LAMINATED MEMBERS: PER ANSI /AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB =2400 PSI, FV =240 PSI, E= 1.8X10 ^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA -EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR - LARCH" NO. 2 (Fb =900 PSI, Fv =180 PSI) OR "HEM -FIR" NO. 1 (Fb =975 PSI, Fv =150 PSI) 2. 6X PASTS AND COLUMNS. "DOUG FIR - LARCH" NO. 1 (Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON - BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T &G DECKING: "DOUG FIR- LARCH" COMMERCIAL (Fb =1650 PSI, E =1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T &G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" 0.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" 0.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX SPECIFIED MEMBER TRUS -JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb =1700 PSI E =1300 KSI Fv =400 PSI NONE 2x GANGLAM Fb =2250 PSI E =1500 KSI Fv =275 PSI BEAMS AND COLUMNS 6X OR GLULAM (FIR) 1 -3/4" SCL 1-3/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 1-3/4" VERSALAM Fb =2800 PSI E =2000 KSI Fv =285 PSI 1 -3/4" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 1 -3/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 1-3/4" G -P -LAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" SCL 3 -1/2" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 3 -1/2" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 3 -1/2" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv=285 PSI 2 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 5-1/4" SCL 5-1/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 5-1/4" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 5-1/4" LP LVL Fb-2950 PSI E =2000 KSI Fv =290 PSI 5-1/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 3 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 7" SCL 7" PARALLAM Fb-2900 PSI E =2000 KSI Fv =290 PSI 7" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 7" LP LVL Fb =2950 PSI E -2000 KSI : Fv =290 PSI 7" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 4 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI RIM BOARD OR RIM JOIST APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE - TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE - TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w fX 0 cc APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32 ". TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE 'A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST-BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" 0.0. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" 0.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT -UP CORNER STUDS FACE NAIL 16d @ 24" 0.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" 0.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4) 16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE - ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I- JOISTS (PRI). I- JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) MEMBER FLOOR CEILING RAFTERS (30# L.L.) TILE COMP /SHAKE JOISTS (10# D.L.) (40# L.L.) (L/360 L.L.) (20# L.L.) (L/240 L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) NO. 2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO. H.F. Till MAXIMUM MAXIMUM MEMBER E = 1.8 Fv = 285 SPAN SPAN MEMBER SPACING O.C. SPAN SPAN 12" 10' 14' -10" 12" 12-2" 13' -7" 2 X 6 16" 9' -1" 12' -10" 2 X 6 16" 10'-6" 11' -9" 24" 7' -11" 101-5" 24" 8' -7" 9' -7" 12" 13' -2" 18'-8" 12" 15'-4" 17' -2" 2 X 8 16" 12' -0" 16' -2" 2 X 8 16" 13'-4" 14' -11" 24" 10' -2" 13' -2" 24" 10' -10" 12' -2" 12" 16' -10" 22' -11" 12" 18' -9" 21' -0" 2 X 10 16" 15' -2" 19' -10" 2 X 10 16" 16'-3" 18' -2" 24" 12' -5" 16' -2" 24" 131-3" 14' -10" 12" 20'4" 26' -7" 12" 21' -9" 24'4" 2 X 12 16" 17' -7" 23' -0" 2 X 12 16" 18' -10" 21' -1" 24" 14'4" 18' -10" 24" 15'-5" 17'-3" LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO.2 HEM FIR POST AND, BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU -LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) Till PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS ** Fb =2600 E = 1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. 7)2 or) EVIEWE DE COMI APPRO APR 18 City of T iUILDING I RECEIVED MAR 09 2012 PERMIT CENTER. I1 COPYRIGI -IT ©2012 1 -I0DGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Hoa engineering o a �c W ccaesio -c J }3•b a so igtw (i $da CCD�� to ii!4'4�8., -e Z' o°s( 0 m1t 81-1a °3 �e Z .a=�ppe =.ig i.2 t N G O > v "' - d C N E C C��` C s GI t -o � <em G a 1 5g O $$ .d. FOR LIANCE IED 2012 kwila (VISION Till W Fn co Z W W Z 0 Z W I1 COPYRIGI -IT ©2012 1 -I0DGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL