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Home My WebLink AboutPermit D12-315 - TRITEC HOMES - NEW SINGLE FAMILY RESIDENCETRITEC HOMES 16044 51 AV S D12 -315 Parcel No.: Address: Project Name: City oi Tukwila 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 5379200072 16044 51 AV S TIIKW TRITEC HOMES Permit Number: D12 -315 Issue Date: 11/07/2012 Permit Expires On: 05/06/2013 Owner: Name: Address: NGO KEVIN T 1515 12TH AVE S #402 , SEATTLE WA 98144 Contact Person: Name: Address: Email: ANDREW GOBLE PO BOX 951 , SUMNER WA 98390 ANDREW @TRI TECHOMES.COM Contractor: Name: TRITEC HOMES INC Address: PO BOX 951 , SUMNER WA 98390 Contractor License No: TRITEHI983D2 Lender: Name: Address: Phone: 206 - 383 -3705 Phone: 253 - 863 -7708 Expiration Date: 03/22/2014 DESCRIPTION OF WORK: CONSTRUCT NEW 2283 SQ FT SINGLE FAMILY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE AND 115 SQ FT DECK PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, AND UNDERGROUNDING OF POWER. HIGHLINE WATER DIST. & VALLEY VIEW SEWER DIST. Value of Construction: $285,254.86 Type of Fire Protection: Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $5,817.56 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc IBC- SF7 /10 D12 -315 Printed: 11 -07 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and e governing this work will be complied th, Date: 11 if 01 l 4 q— d this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not pre • •. e 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: AA &%\al k mss lO( - Date: INZD)Z 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. S: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. floc: IBC- SF7 /10 D12 -315 Printed: 11 -07 -2012 9: There shall be no occupancy of a buildiniltil final inspection has been completed andoved by Tukwila building inspector. No exception. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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. 13: 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. 14: 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. 15: 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. 16: 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. 17: 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). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 20: ** *PLUMBING AND GAS PIPING * ** 21: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 22: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 23: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 24: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 25: 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. 26: 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. 27: 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. 28: 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. 29: 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. 30: 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, doc: IBC- SF7 /10 D12 -315 Printed: 11 -07 -2012 frozen earth, or construction debris. 31: The issuance of a permit or approval of pans and specifications shall not be construed to 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. 32: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 33: 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. 34: ** *FIRE DEPARTMENT CONDITIONS * ** 35: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 36: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 37: 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 sprinlder 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. 2327). 38: Maximum grade for all projects is 15 %. 39: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 40: 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) 41: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 44: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 45: The applicant or contractor shall call Public Works at (206) 433 -0179 minimum 24 hours in advance to schedule a mandatory PUBLIC WORKS PRE - CONSTRUCTION meeting with PW Project Inspector. 46: 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. 47: Since the house must have a fire sprinlder system installed, it shall be verified in writing to the Public Works Project Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. Coordinate with the Public Works Project Inspector and the Highline Water District. 48: Contractor performing any work inside the City Right -of -Way shall have a valid Business License with the City of Tukwila. 49: 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. 50: 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. 51: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 52: Any material spilled onto any street shall be cleaned up immediately. (Inc: IBC- SF7/10 D12-315 Printed: 11 -07 -2012 53: Owner /Applicant shall contact the loc 3tmaster regarding location of mail box insti on. Location of mail box installation shall be coordinated with Public aVorks. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 57: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 58: 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. 59: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. doc: IBC- SF7 /10 D12 -315 Printed: 11 -07 -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. b 1) -. - 3 f 5 Project No.: Date Application Accepted: 10-1-12 Date Application Expires: y— — �3 (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.: 5379200072 Site Address: 16044 51st 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 City: Gig Harbor State: WA 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 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.: f jn () , 0c 12 , jLi 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 City: State: Zip: Engineer Name: John Hodge Address: 2601 Jahn Ave N W #A 1 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:WpplicationsWorms- Applications On Line \2011 Apphcations \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 Ist floor 985 2 "d floor 1,298 Garage ti 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: Value of mechanical work $ 6,375.00 1 furnace <100k btu 1 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) 1 bidet floor drain sink lawn sprinkler system H:\Applicauons \Forms - Applications On Lme\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 your Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ❑ ... Water District #125 m ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate .. I- Iighline ® ...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 1=1.. 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# If " WO# 0 ...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 -I I.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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER AdJ4HORIZED AGENT: Vi Signature: Date: O Z Print Name: Andrew Goble Secretary, Tritec Homes, Inc. Day Telephone: (206) 383 -3705 Mailing Address: PO Box 951 Sumner WA 98390 H_\Applications \Forms - Applications On Line \20I1 Applications \Combination Permit Application Revised 8-9-11 docx Revised: August 2011 bh City state Zip Page 4 of 4 • BULLETIN A2 • TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME '%/l Ili C 14oy144 5 PERMIT # b / 2— — 3 l S (/44,11.- s11k Avis,) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 2 so Water /Sewer /Surface Water .00/S004500 Road/Parking /Access A. Total Improvements 2150 4e7eo- 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. (a $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 to cubic yards $ 629 —e-ee (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 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3 (9 - 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 $ — (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. $ 2 3 (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. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 92. - - 0760 -- ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installa ', Cascade Water Alliance RCFC 01.01.2011 - 12.31.20 'Total Fee 0.75 $625 $600 $6630 1 $1125 i12.50 $16,137.50 1.5 $2425 $31,: 5 $32,450 2 $2825 $48,040 $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 11 • n 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.: 5379200072 Address: 16044 51 AV S TUKW Suite No: Applicant: TRITEC HOMES RECEIPT Permit Number: D12-315 Status: APPROVED Applied Date: 10/01/2012 Issue Date: Receipt No.: R12 -03064 Initials: JEM User ID: 1165 Payment Amount: $3,863.40 Payment Date: 11/07/2012 11:47 AM Balance: $0.00 Payee: BRENT ROLLINS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 09672S ACCOUNT ITEM LIST: Description 3,863.40 Account Code Current Pmts BUILDING - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.102.00.00 000.345.830 000.322.103.00.00 000.322.100 000.342.400 000.342.400 000.345.830 640.237.114 Total: $3,863.40 1,052.24 189.00 1,954.16 252.00 250.00 23.50 69.00 69.00 4.50 rior. RPr. int -OR Printari• 11 -07 -2012 City ofTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: S379200072 Address: 16044 51 AV S TUKW Suite No: Applicant: TRITEC HOMES RECEIPT Permit Number: D12 -315 Status: PENDING Applied Date: 10/01/2012 Issue Date: Receipt No.: R12 -02736 Payment Amount: $1,954.16 Initials: WER Payment Date: 10/01/2012 01:44 PM User ID: 1655 Balance: $3,451.90 Payee: ANDREW GOBLE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 410097 ACCOUNT ITEM LIST: Description 1,954.16 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,954.16 Total: $1,954.16 doc: Receiot -06 Printed: 10 -01 -2012 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ct2L (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Project: i RL ► f.0 Nolt Type of Inspection: ' 1 -I fl t.:,. i OOR _ivy 2/C • – 0-1//eRdLe/ Address: r I(,Oyy Si nU S Date Called: ,d, /' �Gd7�P,%I�/5 jS21/- 19/M.�014°1:. . • Special Instructions: Date Wanted:. Ali S TN See/ - lefilfriVIV ti: � Requester: -c9 ,1/ef4A',✓„ae /- va4/ Phone No: Q-0(/— 3 .3 7O5, 64s r i it/A 1 - Am /e✓e./ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: • .•: ' i OOR _ivy 2/C • – 0-1//eRdLe/ ,d, /' �Gd7�P,%I�/5 jS21/- 19/M.�014°1:. • • • Fit/A69 fir/"-- – 4,,•41Pc% Ali S TN See/ - lefilfriVIV pl% i l -c9 ,1/ef4A',✓„ae /- va4/ % PbfJ ' 'i4/4 /- 4,:7jlila --i 64s r i it/A 1 - Am /e✓e./ Tie) 10(,/,1-7 /4 4.„ 9 /0 -1e 4:::;,,v4/ n fr1SPECTION FEE 1 EQUIREd. Prior to next inspetio'.n;.fee must be . id at 6300 Southcenter Blvd., Suite 100. Call to sched'ule'reinspectiion. • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 D12 -3 I Project: fl i rPC X4 c''r+C-S Type of Inspection: ix.) Address: 1 U0y14 tS l A kf C Date Called: Special Instructi�s: Date Wanted:. 1" XG_-1 -S a.m. p.m. Requester: Phone No: _ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ector: it.A."44 i -1A".-- . R INSPECTION FEE REQUIR D. Prior to next inspection. fee must be pai at 6300 Southcenter Btvd,! Suite 100. Call to schedule reinspection. it i c") Date: /- 44 INSPECTION RECORD Retain a copy with permit 1 12 - 31 c INSP CTION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 F. (206) 431 -3670 - Permit Inspection Request Line (206) 431 -2451 Project: -r R i, c.c t 1 ®r+n*S Type of Inspection: c; 2 Ary., c, Address: : 1 604%4 5 1 At.) ' Date Called: . Special Instructions: Date Wanted:. k,-� 1 - 1 (o - 1—S. p.m: Requester: Phone No: a0(.- 35 -3-3765 1Approved per applicable codes. El Corrections required prior to approval: COMMENTS: 41,14/I Art 5Z / /i97I /dW —A .0 /A 1 nsp EINSPECTION FEE REQUIRED. Prior to next inspection, fee. must be: paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspeetion. 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 c£ 2 --315 Pr 'ec . �' )E /1 1c 1--) . e...5 Type of Inspection: C7, \ A-Z._ Address: ti) D of SY 51 �`AVE- Date Called: Special Instructions: Date Wanted: r.a.m� s -14 -(3 p.m. Requester: - Pho .,N : ! .-.3g3 ...3 3 ► /Qs Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: /-71/--./3 R PECTION FEE REQUIREb. Prior/ /o next inspection. fee must be peat 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. lll Ft 9 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 Projest-- ,.....:.. 0 1 ec...._ 14 Mei Type Vintection: ‘ A--IA t 4) /----7a61,(-)a i.c.... 4 v 40 A pir1i9 2,0 / -/Oc AM ; / re pf, 1/ id 01 Address: u,044 S ( 52-Avf-- Date Called: r)r5 ,S-172c4 0 /11-6‘)AP.■/) eMi /-"4/ 7P-- Special Instructions: . Date Wanted: ),44 , 13. Requester: P h 722 : ElApproved per applicable codes. i3Corrections required prior to approval. COMMENTS: 4) /----7a61,(-)a i.c.... 4 v 40 A pir1i9 2,0 / -/Oc AM ; / re pf, 1/ id 01 (d)4/ / 5'. cle-yree 6-fimis ,tic:rel p dS i 74:11,— C 0 itJA//:, 0 71 tb`k) i (Z. r-4 4/S — iti,4 (leTAAJ007 , . r)r5 ,S-172c4 0 /11-6‘)AP.■/) eMi /-"4/ 7P-- eiVA 1A)/ 7 . O4 ri :wswir/E. 64/// i (,4..-..()./ /4,9Pi0.0-;("Js- A, N In(pecto . 11 R P Date: PECTION FEE REQUI ED. Prior to next inspection. fee must be at 6300 Southcenter BLv4. 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 aia- 3 1s Project: Type of Inspection: Address: I(.20IK 'S 1 A C Date Called: Special Instructions: Date Wanted:. I— 1 1 11 p.m. Requester: Phone No: ao(1,-3 0 3- '170 S ElkApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspec r Da e: ./-0"V, C.4,,1/4„..4e4 c.., I- ii- 13 7 INSPECTION FEE R QUIRED. Prior to ext inspection, fee must be id at 6300 Southcent r Blvd.. Suite 10 .. 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 981'88 v.., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: —1— arc 1V Typ of Inspection: R.4.3 0 6 It 6P CS Address: ji n 0. -0--. ( Date Called: ----v Special Instructions: Date Wanted:. (`r 0 --(.3 .]. 41.1:110 P.m. Requester: Phone 0 r 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: z 6 INSPECTION FEE REQUIRED. Prior'to next inspection. fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 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 c.` Permit' Inspection Request Line (206) 431 -2451 Project: • 7 r Ed Typ of Inspection: � u G� t-f -- `-� Me' Address: d 4/ S I 3r-r- 4 4 Date Called: Special Instructions: Date � Wanted:. /� I ' /CJ r3 aim„ p.m. Requester: Phone No:6 ` 30. 13 n O • pproved per applicable codes. G• COMMENTS:' Corrections required prior to approval. 3 ;:, REI S ECTION FEE REQUIRED. Prior to next inspection. fee must be paid 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670, Permit Inspection Request Line (206) 431 -2451 Project: -1-D-11-E0 Onl C,. Type of Inspection: / .. .c�� S i�€ rirt‘ Q [. Address: ` Ai t- � i `, Date CalledW A I t S IUMi kiA/5 Special Instructions: Date Wanted:. Ia. I/ �/1 m: Requester: Phone No: Lpproved per applicable codes. Corrections required prior to approval. COMMENTS: PA., CO F )k rt /She OD 9:04 .cevAid-,-, Ais -Y A arrl 1 1 I specto • AArtAI-7 `ri Jc . Date: lz„ n RE(N PECTION FEE REQUIR r . Prior to net inspection.. fee must` be pal t 6300 Southcenter Blvd., Suite 100. Call to schedule, reinspection. 4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit DC2. '5 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 C, ,(206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: - MI iCe 1tOIMFS Type of Inspection: VN�1= Rr- LoOI;RFlirt '4( Address: . t�lvyy 51 Au S Date Called: M'ri: A. AJa,r, 0;..4 -1 17014,4/ L.4.4 1/ s +.w-/4 - Special Instructions: 4"Art S'IVAto p. Date Wanted:. ll - z-1 _ i2 . p.m. Requester: Phone No: 9-0G— 3 83-3704S i/11411,E Approved pet - applicable codes. Corrections required prior to approval. S COMMENTS:! 2 inlrl r, 4'40., - AOivi v.i M'ri: A. AJa,r, 0;..4 -1 17014,4/ L.4.4 1/ s +.w-/4 - 4 4"Art S'IVAto p. cl . -q i,1,. ifs r p1' co, fd/A ri'-h / 0 l c/ • '1144tr 64/5 (IAv /rte 441r( i/11411,E 04-/ Skafr■ k3/ 5 p.. isi Insp ctor: EC Date: • I ri R J fN TION FEE REQUIRED. Prior to,fext inspection, fee musflbe'. p at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspecti'on. • • • • • 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 1D/2-...?/5 Project: ./■ /77 Type of Inspection: 1- 6O7—,i`M 6 0,479.1;ti 5 Address: /60 '/II .'/ 9v 5 Date Called: Special Instructions: Date Wanted: . / /./a2 (9 . P.m. Requester: Phone No: doG •343-3 705 Approved per applicable codes. D Corrections required prior to approval. COMMENTS: nsp- tor: Date: _ /1 %S / r INSPECTION FEE QUIRED. Prior t next inspection, fee must be aid at 6300 Southcent r Blvd.. Suite 10 `Call to schedule reinspection. : 1 t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 it - (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 bcz Project: '-r-Ti‘ VVEC t-i Ov►nc c-,. Type of Inspection: FOOT t ,4 C 6 rt A - ►.1 S Address: [ (.06s -p.I S 1 144-0 C-, Date Called: Special Instructions: Date Wanted:. 1 1 1 ?. 7 11 7 Criu p.m. Requester: Phone No: 2O(- Sb3 -370'S ❑ Approved per applicable codes. .Corrections required prior to approval. COMMENTS: rJ o-i it 1% Ze Ins ptor: Date: % 70 R5INSPECTION FEE REQUIRFD. Prior to next inspection. fee must be id at 6300 Southcenter Blvd)., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tto�,, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �r�^ 612 -31-C Project: T'1&. \ COO C—, Type of Inspection: ir"-' k cv ,,,l b A; l ON) W A ► I Address: ILOL1LA SI Au So Date Called: Special Instructions: Date Wanted:. 6m) Requester: Phone No: ••.• -2C,G— 3' 83-3765 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspect' : Date: REINSPECTION FEE REQUIRED. Prioo next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO., CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 hz. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ,,D12---3 1 Pro ect: 1I e. .1 Type of Ins eecction: i�-to f I A 6. ` 1 I 1 t 4' 1' Address: g d 44 _�1 Date Called: . Sp ci Instructions: a Date Wanted:. / C� / [ ---1 J "_( '" -a.m. p.m. Requester: Phone No: 3S2 17 ar Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe foq r: IDate:, n REINSPECTION FEE REQUIRED. Prior to next inspection, fee'must.be, paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectioh. . kr 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 So uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Dla -35 Project: -Viler. *�S Type of Inspecti n: VW Fes. . F,/'14P" kW Addr ss: s��P�s Date Called: 03 4//3 —FUNK- teOt Special Instructions: Date Wanted:. Flriis , 03/D%!3 �p'm Requester: Phone No: PO4 3S3 3-x15-1 i Approved per applicable codes. • Corrections required prior to approval. COMMENTS: _ ' ' . . ? . F,/'14P" t —FUNK- teOt \ 1'Id I� a.Leol Inspector: Date / g ) 3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspection. INSPECTION. NUMBER INSPECTION RECORD Retain a copy with permit pp_ 3 / 5-." PERMIT NUMBERS CIS OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: (---r 2 , gam Sprinklers: `j" • 1- Hood & Duct: Ty a of Insp ion: +, f� t,t).a-� SP -c/ruatC Pre -Fire: -< Address: / ( , y G / Suite #: 5 i r S Contact Person: Special Instructions: Phone No.: proved per applicable codes. Corrections required prior to approval. COMMENTS: or_ AL_ Needs Shift Inspection: Sprinklers: `j" • Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspectory( Ei c- , _ Date: As 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 Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Contact Information 16044 51st ave s Tukwila, WA 98148 Tritec Homes, Inc. Andrew Goble (206)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 ILE COPY Option Glazing ,o Area: % of Floor Glazing U- Factor Door 9 U- Factor z Ceiling Vaulted 3 Ceiling Wall 'z Above Grade 4 Wall. int4 Below Grade 4 Wall. ext4 Below Grade 5 Floor 6 Slab on Grade Vertical Overhead' I Super - Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation R -49 or Efficient Water Heating R -21 R -21 6 Small Dwelling Unit R -10 ® I 13% 0.34 0.50 0.20 R -38 Adv. R -38 R-10 R -30 2' R -49 or R -21 R -21 R -10 O II 25% 0.32 0.50 0.20 R -38 Adv. R -38 R-10 R -30 2' R -49 or R -21 R -21 R -10 O III Unlimited 0.30 0.50 0.20 R -38 Adv. R -38 R-10 R -30 2' See WSEC table 6 -1 for footnotes Glazing Schedule Attached to Document El 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) REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 Radiant slab: ❑ R -10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Oot. Opt. Description la High Efficiency HVAC Equipment 1 1b High Efficiency HVAC Equipment2 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 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 0 1 2012 PERMIT CENTER abWSEC Prescriptive Worksheet (2010 edition) Zone 1 s 3( *1200 kwh 1.0 1.00 WSUEEP10 -010 Copyright 2010 Glazing Schedule Project Information 16044 51st 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 Jeld 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) REVIEWED FOR CODE COMPLIANde APPROVED NOV 0 2 2012 • City of Tukwila BUILDING DIVISION Width Height Qt. Feet inch Feet inch 17.8 3.4 1 1.01 37.8 1 Jeld Wen low e Man 0.330 8.0 Jeld Wen low e Man 0.340 5 Jeld 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) REVIEWED FOR CODE COMPLIANde APPROVED NOV 0 2 2012 • City of Tukwila BUILDING DIVISION Width Height Qt. Feet inch Feet inch 17.8 3.4 1 1.01 37.8 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 Weighted U = UA/Area 0.19 7.4 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 WSUEEP10 -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 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION WSUEEP10 -010 Copyright 2010 ' Simple Heating System Size: Climate Zone 1 Project Information 16044 51st 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 0.027 0.026 Single Rafter or Joist Vaulted Ceilings U- Factor X Area 0.027 R -38 Vented 70 24 46 2267 19249 1061 X 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 U- Factor X 2' Depth Walls 0.042 3.5' Depth Walls 0.041 7' Depth Walls 0.037 � I � Slab Below Grade F- Factor X 2' Depth 0.59 3.5' Depth 0.64 7' Depth 0.57 1 I Slab on Grade F- Factor X R -10 2' perimeter 0.54 R -10 Full - Heated 0.55 Sum of UA Envelope Heat Load Sum of UA X AT 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 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 Area = UA Len 9 th Len 9 th 1 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 REVIEWED FOR CODE COMPLIANCE APPROVED Nnv o 2 2012 City of Tukwila BUILDING DIVISION WSUEEP10 -010 Copyright 2010 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 Si SEISMIC SPECTRAL RESPONSE SS MULTIPLE SITES <15% NONE NONE 0.49g 1.43g NO FILE COPY .. •, John Hodge, PE 261.5 Jahn Ave. N.W. Suite Eb Glg Harbor,WA 98335 Phone (253)857 -7055 Faoc (253)857-7599 PROJECT NUMBER AI 1111 11111.111111111111 . !I \ /II 111I 11 11111 11111111111111• A 11111 11111 11111111111 11111 11,. I iiii• iiii ii111. 11111 11111111111 11111 11111 11111 1111\ X11 11111 11111 11111 1111 • .1111111111 1111 11111 21 11111 11111 111111111111. 1111 II 11111 111 1 /11111/1 III. 111111111 .1111 11 II 11111 .1111111111111111 11111 11 . 111111 IlIlIul11I 111111 111.111,, 1r11n 11111111111i111111u1111u111u11 n1111uI u1,.'�� 1111114••• . 1//111111 uuwn______ 111IUU nw ..,,. m..lp /11111/111 '111111111 r, 1111 11111 111 • I -- 1 iI LLli ■■ ■■ 1111 111:1• 11 _■ ?IN :VI ■ ■• 1 - 111/11111 ■■.. 11111/111 JI _■ 111/1111/ ■■i■ III REVIEWED FOR CODE COfVIPL1.iANC APPROVED ■I ■I ■I 1 1'. 1 _ � 1 NOV 0 2 2012 11111 11111 11111 11111 11111 11111 1 11111 /11111/11 11111111111111 1 1111 11111 11111 11111 11111 11111 1,11111 /11111111 11111111111111 1 1111 11111.11111 11111 11111 1111 111111 ■11111111 III III III 1IIII11111 IIII11111I 111111I1III I=1I I111M1 IEI $ -- Irn- -- City of Tukwila BUILDING DIVISION SITE: 16044 51ST AVE S TUKWILA, WA TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE RECEIVED CITY OF TUKWILA OCT 0 1 2012 PERMIT CENTER p « -31s SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY 12.0534 DATE 09 -24-12 ORIGINAL STAMP MUST BE RED TO BE VALID k-\ 1. rr II I I I "A 1 COPTRIGNT@Fh012 NODGE ENGINEERING. INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY Hoc1Q -' 44-' engineering — inc. 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 loads 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 load 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 shearwalris calculated then`44' sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear. panel;; overturning. r : , -. - •..: ,• , 1,1. 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 whe required..,,, '' .4,-- Every attempt has been m de to rr1a€-t`lie engiheering calculations and specifications as clear as possible for the plans examfiner, builder, and buirdi'ntg inspector,.,j Google earth feet meters 2000 600 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.458169 Longitude = - 122.270092 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 1.433 (Ss, Site Class B) 1.0 0.491 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.458169 Longitude = - 122.270092 Spectral Response Accelerations Ss and S1 Ss and Si = 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 1.433 (Ss, Site Class B) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 1 of 2 st CD 41.1 !HMI 11111111111111111111111111111 C & C 14.1 / 17.4 f:574 6 oc===na c • 1622 7 N 4359 096 c 9 -1 D -1 0 6° N t?' T, ■ M Y 5C., 146 A-1 b A'b C &C'k:9 /07.4 ?79 0 177.1P"m" 9S7O G C & C 14.10 17.4 -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 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' 5' 2.5' 0' -2.5' -5' -7.5' -10' -12.5' -15' -17.5' 7.510' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' Till 1 Unfactored applied shear load (plf) f$I -($) Unfactored dead load (plf,lbs) 0-0 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 26.3 - 48.7 17.6 - 66.0 N 4326.1 Q00 9 F 66.0 - 17.6 C &C14.1/17.4 77 E -1 77 0 �O j0 2 48.7- -93.4 93.41-02,08:6 96.5 96.5 - 26.3 CO 0 & C04.1 ! 17. Apr. 19, 2011 10:11 :01 Jv 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, I 5' r, r n 2.5' 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' Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads Shown: W; Forces: W + 1.0D 11 t } Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) ®-0 Uplift wind load (plf,lbs) -HI 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 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 Toad distribution: 75% loads, torsional moment -- - - - - -- ------- - - - - -- IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7 -05 general analytic method for all bldgs Seismic ASCE 7 -05 equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1: 0.490g Ss: 1.420g Fundamental Period E -W T Used 0.174s ApproximateTa 0.174s Maximum T 0.208s N -S 0.174s 0.174s 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 STORY INFORMATION ---------- - - - - -- - - -- 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 ---------- - - - - -- - - -- 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 90.00 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 8of46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 p Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld Bikg Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.93 16 1,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 2 12 yes Hem -Fir 0.93 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 9 12 yes Hem -Fir 0.93 16 1,2,3 Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing 9 of 46 WoodWorks® Shearwalls lateral analysis Mar. 7, 2012 13:01:18 DIMENSIONS North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 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 B -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 Line D Wall D -1 Line E Level 2 Line E Wall E -1 Opening 1 Opening 2 Opening 3 Level 1 Line E Wall E -1 Opening 1 Opening 2 Opening 3 Seg Seg Seg Seg Seg Seg Seg Seg 1 1 1 1 1 1 1 1 10.75 0.00 38.00 38.00 0.00 0.00 10.75 0.00 5.50 5.50 0.00 0.00 - 1.00 4.00 3.00 - - 20.75 0.00 38.00 38.00 10.00 10.00 20.75 19.00 29.00 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 North -South Shearlines W Gp For Dir Ld. Case Shear Force [plf] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1 2028 - 150.3 339 1.00 S 339 4570 0.94 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 4 -2 1 Both 1 1382 93.7 93.7 339 1.00 339 4993 0.28 Line 5 Level 2 LnS, Lev2 1 Both 1 2028 - 66.5 339 1.00 S 339 10325 0.20 Level 1 Ln5, Levl 1 Both 1 2993 - 74.8 339 1.00 S 339 13541 0.22 East -West W For Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax V /FHS Int Ext Co C Total V jibs] 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 8-3 1 Both 1 826 254.2 254.2 339 1.00 339 1100 0.75 Wall B -1 1 Both 1 1525 254.2 254.2 339 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 4359 - 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 COMPONENTS AND CLADDING 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 MATION 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. North -South Shearlines Building Mass [Ibs] Area [sq.ft] Story Shear [Ibs] E -W N -S Reliability Factor p E -W N -S Level2 33526 1316 5945 5945 - - Level 1 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. North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [plf] V [Ibs] vmax V /FHS Int Allowable Shear (plf] 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 - 214.9 236 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 [Ibs] 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 Wa11 3-3 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 3-2 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, Levl 1 Both 1.0 .78 2422 - 124.2 188 1.00 S 188 4470 0.66 Legend: W Grp - Wall 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) : { m ! _ro , p ( f+f . 4i - tv " °q ! 3 I } ' } 4t i yy4 "" .�°„.'.x � p .0.�.,�. i { }!F 44 f S t i S '4l 4i Y 9Ct °i3�s jO, 51 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 ( n) 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 ,� 0 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 15:55 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) : ss r ro y�iG' iJ`t`fy �'r JWSt'il n. . ti � .yj- '�.l r tw j� ;CP�� ,: ! } }} " r, I •t. k aly;, t J.rl '�y1 D'8' ' �Gs'�t f''rt "!'roe+ f`'.R.'� tt7 'h d''e - l�+ `vj r < "af {(;� '^L �i 7 r. i' J F i �BL 5./ yp' 1 -7 )i7. , rky 5_, tt U i). b 4 f ;i .yW{ C±,t .Pr lMS4h A4 4dr t L7 �tt yy Ei• tli t.. ti �I Fii^v .r„ ¢M. J ��k.�t''S � L +?o(�° ✓ ::: i :'� y: as. f 5 i.}- is - S e ^'. P.Jr" ae i F i {,.�..� d .(4�° aY -� t,� s� {y'"� v -xr -6 aRYgr ,� 4 �, Ir` Mt.La"'t't t .LS'' .t ,�+4A 6 ( > .,+ tU } ,_$� S VY' *J fP3' p .� +.{ R ,,� t r t w '� _ �f 7 t • t, F .X't P f' L" i as i 1 '•-tY _ 29 tf. � t .y 1 t 9 q�. t' C 4i t tpq.Li"),�i�¢ l .,l,..Y lJ."T { 19 tF 7 xiif1J ) tML�p %td i r r5 Cdy 1. {0l�/, 1 1 'ti r. .(a°,ye §LY,bi`1 '. t di a� Ty �' f ° t> 1' 10' 21 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 ti �� engineering 1 r1 c. 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 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) : • s :�`.b' ts t 4 " t ` R( . ig I l P!- , _ � fi r '.•! }�)9 <�rt'iy .4s N`tt tk 4 ,' { X f t [ it At .Y �y7 '; :� 6y_�° I/ t 'n }u'RtN, x'- ` firrtk "(t d" ,t � t I! p L. N ��`' % �, P.gS . , 6 t } } - tL'`t '' 9 � k i 4 iYs 'lt . l 'r:�'P^r Y .AC Y c� i t1 h Y3 { • i-g,4bid '{ u}� S �' !d/ A i t N - .t t !\.. J. tii /i t N i Wt �11 l. . .�� t : t . ct ' ,y � � JF 'r1 _ '. y„ st � l( 3 iy##ty b f ? f✓?tS L ., ' #v w tCfljt ;!;.7' N{'1t cP tt.yy+. „' d. r t3+ tT3 t -�t� t i,r 4 P •• rF tP '}Y2 ,( J `T t �qC .F { 4 k ( 1. y y k . \ i -' q y. p tkli }S' Tan•. h l.t f J 4 #lai A 4 Liy,+p�str+ne+}. $ r ).n •IY+}tt ,��nfyy� -4. }} 1 � .'T : ( $•:i .t; Q�;3° ',tt rt7 tt. l r 9 i } ty ,} i 5 p.. lY.. `, t� ... F"',n,.l. 10' 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 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 16:00 PROJECT Trictec Homes 30 psf snow load R4 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 LENGTHS inf : ) 1 ; i1BEARING ' .! - E,LSA 1 3it' i{ch Air i kT E Sg}tifii P 4k I: $* ](' t ✓ f y aFl . DY x t itl; 4 V d SSou %}1Ff 4 .n LLr _ j 4 yf i}' Fa: I.J )It .d'f w y �� rn r.r 7 -( :.;5{{�> i ( k P { t°h 4 { tji J�, rift � C p.,i r.5/ri 1r A!. Y.`i5 �A �.Jd �'.:;. tt il... mit.;itt ll cY e t. .y�.•a v 'R .5. 10• 41 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 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 = 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 19 of 46 gym•' } 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 [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) :{ A:,; $8 :..� J}dhif,j'l GX' Y1 y �.31'aY1 °"� { b''it }7S lit Y'`l�� ti-` +i if • a s t L !` 'K <Y ‘,.1 t `ryryh C . � 3t°p w+' 4; y ring 7 i i`?� lN� i 6 k 4 r .w�' 3 � !• .} R.T° tpp�! h'(F 2 f 6 �:.•iLli Ti k l3 ail 4C '''s 5' iloai 7�« + ai� K r 1!!4'' 11�' }14 'i! iI1' • t��AA }StY:i4,{ �r .�i .. _ .. 3,!'. .. ?:t _,. - ... d;. :�. r..t !.. ,;"`..',. }d2"'R+Lf- jt t.},.5 ,, S( EY7, = . t;.r i 0. 34 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, 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 = 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 , " t L . 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) : ,: y 4 _ w r, 1 ia1� t ,£ ; 1 w +fK Gr f } 1,aS , a ,aipis i, ii: t rYi ,.. i `� C 4Y �: M1a i 1 r4 ' a rLi i # e t °ic tx , =..L 97..,(.ni'w, .� ..itf'�.n..r...- `y2, r.t�1iS+'a't9a !3,�514.*'a:.(at.,iti. , �. ;i;i.,.%: .....,..,< �.,...ra`S ?.?4x,ti " }>..it�v/� 10, 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) : 1. �`� v"k - - -. r`r}1�'`x '-'t j` x;t;� '�-- "_e,�,y." '' , b- ti A'..} `: rf R 4° �,y;a H. i:' y t+ '1..i R. cry , ar. t � `d]t.1.:0,; p' 161 Unfactored:. 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 22 of 46 o a iedg1 11 c. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 h 8 Harbor, WA 98335 ph. 253- 857 -7055 fax 857 -7599 p 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 (Ibs) and BEARING LENGTHS (in) : • ° i�; :� 4th K '. t yi K t, 't:.„ kt - y°R; a b' 4' -10" 17. -41 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 pif 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 (Ibs) and BEARING LENGTHS (in) : {.nn f �[� Gl 4 '_ .Ti �:.�'X. i7% N'3' h �'(( v! LR t: 4 (A 1i '3�a 4�.. .`y.1 ,.. r3T _'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 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 = 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 -'� IlodgeGig en ineeringinc. g COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Harbor, WA 98335 ph. 253-857-7055 fax 857 -7599 Sep. 22, 2010 16:13 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 Load3 Load4 Load5 Load6 Load7 GT GT Load10 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) : 10. 19 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- 118x18" 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 \ ® 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 Load5 Load6 Load? 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) : fi-' '�4 � ��i f ' rl . . ; • if k f 3 4h°4,ti i t:4 h r'7 ,Y lk l 1 G'. F e 1 s,Y .�} sh' % ,t: 1i Gr f rt t `iF i t t .. ; �n2r:k } ?. '�iY.L . . G�` ., .'R1Y I ` S '4 10' 54 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 ' �' - " od 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 load 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 Load7 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) : ft +, r s Fc vjs& sl�h t i r, ar y..s cr ;r,� r x q,+a .,> t e t ! ppr' j.7�,q - t i •t�" , j t+ r• • 0 31 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 �C � ®d 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 Loads 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) : i J - r r`r� C � � L , :- ♦ 17 � 4 i }. 5t � ? r C t 1 4}! .} ,q � �. t.e(.• r� t r ,1,, { Z k! 4 -0NI '°t { € i s+ - - �>, dr `'i/ } y•44's'G; sri:. ! E 1 f 5 }��r y' •t fFq �`1 -f 1 ..4' b6 yt; j : -4 Y ty (f S .tE, i3yv � ?4 2" y 4W! y�'° :7 }, 4 > 4'f YU t��. � r ` 8A t + •f � q T?pf @. l!ta• . .. q e t t 5 .k X^i a 1 y�TyW oS, r ,� tt 4, �� CwwLi• -,n 'q'A � u � x 4 5 t :� � i y' 2 h 4X i t • '� f tr y d.T t i.` c Wst3'ii�!yn^, +ty1R L 7 .=a � S wy. '4 v }g d ' .}`y.}}`. f .• . r`z}°4 cr, " • 1 3 : 1 ; ,i r�¢9�aS k} e 10' 34 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 ��' ' engineering inc. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gi Harbor, ph9253457-7055 V8ax 857 -7599 Sep. 22, 2010 16:21 PROJECT Trlctec 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) : tV..1,, 'i t,y t ,a if g.,i`q t a3 S�•S {: i g i j s .Ygt i 4 S j+'Y!1 Oi�°i +ant � 1 !, t i°5i yy `'yy .�,, � " >' i 1.... 5t (fi M °, . +.5'�3. ,b 3 d ♦wIP !`° I t e t�+ J .i -R-2i' d aQ s t }jY'2t k c eC :r� �hL ' Si ( M2. r t3 St1 'f k} rt qY {1 yy,,�� ,i itlaz�� r' t„tt.. : zf tit > - t g'. '!rf t t , i1 tt 1 d.'. .fit. rtt :'}: i 4 g} tfj J'it .kg ) Jp 1,',.! 73 'IJ_ _YYt f rti g �d 4 qt 9 '� " a\ n4 kI v..W� .'�tv . -.n.. H. .. ,�- af%tlt.t;+��.a ^{} w'iT �r� i 7 p -.' '6 s4' .* ,f gg dak t#.4 i y i S P i -SrhL +by i..i '4i N t -iR t 3 .e rt,4 t :Q r 4 WG P5: t6 ry i • -' J v' 9t i^ �i•'i P$ 7 f i tt (�1 _ t � ' i+t° ` i '^�1 ?YOi. k.�' �:t ii �AI c efefryH{ (71 4 z - 3A "{k` ✓ t z 2'� ( t s „„,,�3 't' }} jja•` 1 f4�Ty(� g . by f Y l �r � � l �r. 9 ' } -.��. �: i. • r, t } , } J I 9 i e y Yt._ 3a g 8'f fG A ;, ! il�t 2 C .� >Y' iM�.Y Z'S"t' 1' } it. } � 1.1 fd St.. r"�+" 4aj 1 s. Flv ! a? }tT �5 ?s >• S "S Y� r -.s g„ f t�s'�7 r.SS g ' •itit far . 1't}!'t`'�, .. , i. . u� � �:Ptr.. i :e. - ?:11... ...ki ...;.. r,rt. �.•lro t, "��, Q I0 2 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 pif 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 i `� ,r4_,,,,,„--,, �jengineering 6; g g 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 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 GiTHa S (in) : s -: - 1F t 3 9'. tt; t(1^ 8 . ii ti 1 3. • 7i9�_ail u�l; Wry 3 {qq{ 4 a ) 0, 44 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 2006 : 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 o ,,�-�': ' ' ® 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 16:23 PROJECT Trictec Homes 30 psf snow load 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) : . �`"t} 3 t 7 m F ,• < - ' i7 ' df•a -te k F{ -�) r E t Ct rt. ,tif j v 1 1 r a g Ft .a iS eI:J4 dtlk TS �.,t t !(t t r 91 /V 'ICY 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 `. �, {° d engineering in c. 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 U8 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)* psf 40.00 (6.83)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i f s t " a NS�y7 0� t, yd "7` ({, a+3t ; c . . T 1 ,j tS 10 1' t y L *a} . t aY + s ' � 1.' N tli tt�il97 d ,S h t°'.1 kft Sir tt ? t 7 ?Y?, •� L t J 1 A ;tJ 0._{ jJ4 St R'Y1 'Alt , !... , t ;,rF„v .t.* ,i<f . 10' 54 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 ( n) 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 � 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) : 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 pif 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) : { f 5 li}1 , • ? i . f' way YT ;t'4'i -. 'rf:6tli¢it 10' 6{ 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 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 = 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 l'' 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 17:05 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) : I0r 15' -81 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 662 2204 736 2499 2865 3234 #2 0.86 1.00 #2 0.97 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 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 ...o4, r, en i n e e r i n inc. c. g g COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor, WA 98335 ph. 253 - 857 -7055 fax 857 -7599 Sep. 22, 2010 17:06 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) : , a D t c ,%.i t' (; A• f „y f t Y i ib4 Y1' d 'N 7 _. P t j['� i t- Y s,1'F) { N f 3t S' ,' K, i t 7�.�j -µ > ' � •4•c,.�nfsyi ,;d., r' �tsM ,r,�, a a a :. .+'c.t - �- ivt?" r ;e,.�+q'`: Yj. z - ry,�i$pti1 -p+ sir q ci' .� 4 r yr �°" 34F kA :I z -..t frt1 ^ e 't lr P-4 Y r{ t t °.ik��gg.,� at4 C ..w*'i C-. "°t i.,y (i .ti" 'f til a°r C'^ c' n E Ps "N st .,,A �� j.. t tr,r 'i�"4e'}s 1L sy em y vS f � s S 3 r°(� a.. • If./;.srtz�hW t�?•4 3 v x.i; )aY. .. .i*�, .aF':�� >a -�.- i�,. A aS, ...d'. 1 0 2'-6'l 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 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* = 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 36 of 46 Hodge engineering inc. C. COMPANY Hodge Engineering, Inc. 2605 Jahn Ave. NW, Ste. E5 Gig Harbor3 ph. 253- 857 -7055 fax 857-7599 Sep. 22, 2010 17 :09 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 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) : :. ✓ t tit.: { j. 1, t Z, 4 - I b . J T rj t } t ' .� b 1 .yd ` ✓ s #x 'i v�. . y 3 1,,....... rb�,. '' }} ? ..-. ' a "r ti f' _ { m` y 3 ,�, k d�4t�uFt n i `� a ..- aiS,, • i t.r t- [ TSB i. 7� } �. ' eEY L Yt 4 Yi, `��{1I..1` n r.A - „gf•it” A Ya .@ i i'' P+ic.} ..x ' s... 5 a sii *fit 3 °�r S r '�ljt c4 yi$ } wi 1t'.c+� S t 4 ' ��"'} fiSE b L,tv + } ri 1 Y -t.,p iY1r1n.t�m'!.t rti{ r<t" tK { I �,x r2N, t x { '' ,` 14 4 A, ✓ Y ! Kf j` k,i fd1 ig' N -. i t K t' t } •Si ar l' -Vi 4?'ryrrt <. i� 71}i:t" 11 -4 .., 4 2'�.li.l� {fir . a'.i: tz }.t.. ...f -' f:,t n:L;dC cfH }.... .,. .ti . 10, 2' -6'1 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 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 = 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. c. 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 iUnit Start End 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) : .�ter , t f T [(^ i Z _y try � ' ) d ?( ? ! t d t tk +� Y. � R5� F IYS a 7 �{`6R M i R h',y> 1 t '{: i �++}' �'t ?r �"� 3.vik 5 tArf e 3-e f deT,fj,"f` }lam 1 „tt"S.IX •4.x 'Y p 4p . f,�.4t' tM�t+ 1` -t ,t n3 �z H'i +c ~' & ea'" GP FLa'd<� a Rta ..r ,,,g ^.tM i S ta^gYgi'. Y" ? jt �Y Si r T t8 `}�, _ 'U t '°+'fi i !','e 1. �°#t as '�s rr`f 7a ... t a .. 3i �n�� t'a,� a � 4 ,,. 1 0, 5 > -4 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 �`�, t H o e 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 17:13 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 Ull 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) : I0' 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 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 Sending( +) 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 ' odge eri ineering inc. g 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) : 1' J • ('I iP�� "SFf.`� nri TC 'A tY FT`s(.. ' •t. +t3 -.l ; > >t tl•.. r.f'?Ss ry { 4'd S y 1 E {`�� -r ' .l -` <(!, ,]� fiyy+ '` .� f`n�.�.¢,,; -P t�.p,4. 7 k $tb Q EY7�� S TEA :. ?.: Y, a �L� .. 4'Yy . j.1Y i4 1 aL t, ,tr,_., ro, ,_ar 10' 3' -8't Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 179 672 179 672 851 851 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 34 fb = 305 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1164 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.19 fb /Fb' = 0.26 0.07 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 39 of 46 •�� Hodg.e engineering COMPANY Hodge Engineering, Inc. Ph. 253857 -7055 fax 857 -7599 Sep. 22, 2010 17:18 PROJECT Trictec Homes Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat - tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Dead Live Full Area Full Area 10.00 (9.58)* 40.00 (9.58)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • t` If�t } •y J { 13 ,j 1 e ,fL i.1 4 1 � f 4`e d. t'�ytr•`Pt c t' {fS Z tt +AJk 1ntRj P. 7��f 6.£�`;t�1. j('i,.� ✓h �� )��`aii �.rj -J ! ! � rj f$ ' J },., 5�F .J !.. �.14 -' f -0]pY�iT�� 4 t' �h') � 't' 6Y ± F ��1 3 Z f 4 el m i rtt r � Y .rUi ��y 7 . ) ? f i t to h 17. Y!Y r 5 ,� 1?w a[ .KV ', i_ 44 1Wi r ,�i.., -i rxu o- R, ., �rt� t :;4!a -.., _ 7.z� ✓i.,e r. ..'• r. d.C7t ». . r.iSt� 10. 61 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 ( n) 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 (lbs) and BEARING LENGTHS (in) : Y _ t } y�tYr t' t trq C LR t fi '.' f • -� ,.: 3. i {`a �a�y.f9& }f . .. „,f 'd i5]xyGL k l0, 5. -1,( 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 NDS 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 Fine Fir for Hem Fir Post Tension Loads for Douglas Fir Larch for Southern Rne for Spruce Rne Fir for Hem Fir Catalog pages (PDF) Help for dow nloads SIMPSON wamestfratrnauf Framing 4 -1nch Walt Lumber peep to Grain, Pc .L (Ibs) Compression Capacity Parallel to Grain, Pc Os) (100) Compression Capacity Parallel to Grain, Pc (Ibs) (160) Sirs 2x4 Grade 8 Nomina Top Plate Height (1t) Notnina To. Plate Hal Al 1 9 10 11 1 12 1765 1490 8 9 _ 2880 _ 10 2180 11 -T805 12 1520-- /2 3280 3170 2580 2120 (33745 3x4 12 5470 5285 4305 3535 2945 2485 X55701 " - 4470 3635 3010 2530 2 -2x4 12 6565 6340 5165 4240 3535 2985 t 66851, 5365 4360 3610 3040 4x4 12 7655 7395 6025 4945 4120 3480 = ;'7800;'';: X10030:' s: 12215:' 6260 5090 4215 3545 3 -2x4 4x6 42 9845 12 12030 9510 11540 7745 9420 6360 7745 5300 4475 6460 5460 8045 9810 6545 5420 4555 7980 6610 5560 4x8 12 15860 15090 12345 10165 8485 7175 x`'16035•' ;` 12890 10500 8700 7320 4x10 12 20235 19080 15650 12910 10790 9130 20365sf 16395 13360 11080 9325 64lICA Wall 2x6 12 5155 k 8976'; i i?:u?797511I 6965; :.> i 6050q; . - 5260,,4 rii111030tdt . w'.:9280/ . ,7780L=, '.6570'& ' z:<5500 $'+ 3x6 12 8595 ; 14945; :: >;13290pap ,':, '11610: : ' 10085 .' ''8765':`.; '::105151 <r''22060'4 12270 , ;4418385r, . :' 25735 ` ': i 15465'1 18560 .i . 21650 x. •12965 ' .;115560 >• u;' 18155'. ' ;23340 ' °:10950M 13140°; a. 15330 : :19715.‘,[:4 :0_19335 !' "11200''' 1.'..13070 >: r 16800 , 2 -2x6 12 10315 ^417935 159501. 13935 :... 16255 • }112105: :,. 14120;' -_ 2 _._. 120_30._- }'' 20925 186054,'' _4x6_, 3 -2x6 12 15470 `1:%26905 ".:23925: - • X23560 20900 ;21565 '18155 :. :',,,:19480^.:?:: . • 15775 17435 :.,33090 :• . 27840:. 6x6 /1 18905 s X25260 x:34255 Zs.46715F, 30165: L ::41130 , •261401 ' .11356504-. 22575a .°30785'11 i.119535.':: ,;,26640 r' 6x8 11 25780 [,34450. -, ..;',3212512'S; .t "29410 y426560t 23775 See footnotes Post Allowable Compression Loads for Southern Pine strongtie .com /... /post_capacities.asp 42 of 46 Pnct ranaritiac Framing , 4 -Inch Wall Lumber peep to Grain, "s) 2965 Compression Capacity Parallel to Grain, PG( 1)0 (100) Compression Capacity Parallel to Grain, Pc 0)0 (160) Silo 2x4 Grade .L" 12 i N omillal To . Plate Height ft Nonlina Top Plate Height eft) 8 9 10 10 12 8 9 10 11 12 '•3200" ° 2580 2115 11/32 1490 .•3360 ^: 2675 2175 1800 1516 2-2x4 12 12 4945 5935 is 5330 '; i' 6400: : 4305 5165 3530 4235 2940 2480 ': ;5600:: ?37.45' 51 3620 3000 2520 3525 2975 x:6720 5345 4345 3600 3025 4x4 d2 ! 6920 -,../..7465:, " 6025 4940 4115 3475 W78401: : 6240 5070 4200 3530 3 -2x4 12 8900 x'_9600; °;. ?, 7745 6350 5290 4465 ,140075,. {' 8020 6520 5400 4540 4x6 d2 10875 <La116804: 9435 7145 6455 5450 ::''.';'122901';: 9785 7960 6590 5545 4x8 12 14335 : :;;15320 12395 10185 8490 7175 :'::16155. 12875 19475 8680 7300 4x10 12 18290 19445,', 15760 12960 10810 9140 20560 •' 16395 13350 11060 9310 6-Inch Wail 2x6 12 4660 .9345. t':::',15570 >: 8190.': 13650 ' 7095' r; ':11830 ,6130 •. 10215 • I< 5305 s 8840 ' ;:11280: • 4;18600 9375 -: 15620 ,.:';.7825•' `:i413045:' '> 6595x; : 109904 1v 5610 .•• ( ;9350 . 3x6 7770 2.2x6 4x6 • 9325 10875 r-..18685 .41.1638011 :14195 12260 tZ ,10610;1,:t :1;22560 18745 •,15655 s : X131 B5: 4' c i 1122o •- & /21890. vt,19110ra Al,..16560,.a :1.,14300 i °.x123751 14;26325 °.. ;.:21870' t�16260.., k:15385: lw:13090'� 32x6 13985 <:u 2803074 ' 245704:, > 20270r ".:-!...21290, 1. 518835 :',2,18385;V ; 17260 A;15910 15655 {,;i33845 ;s ".30025 :•;` 281201' 26820 3W23480V, ? •23595 . . 'f19780°421 : 20610FX '.16830i ° 0;1,17975:7 6x6 M 17090 . =21495 6x8 11 23305 29315 27640 ; 25680 " 23540 21345 '40940 36575::`, '::, ;32180 ._': • 28105.. See footnotes Post Allowable Compression Loads for Spruce Pine Fir Framing ' Lumber pep to Grain, Pc-L (Ibs) CampzessionlCapacity Parallel to Grain, Pc 010 1100) Compression Capacity Parallel to Grain, Vim) (160) Size Grade Nom1nat To, Plate Height ft Wino To , Plate Height ft 8 9 10 11 12 8 9 10 11 12 4-Inch Wall 2x4 11/32 2230 t27751! 1'1`:'2250 F 1850 1540 1305 '02930',1;1::: ,; :2340 a 1905 1575 1325 3x4 11/12 ' 3720 f4625k t ?37.45' 51 3080 2570 2170 t '4865 •3895141; 3175 2630 2210 2.2x4 4x4 11/12 11/12 4465 1•','5545'': t 74495-AV 3695 3085 3595 2605 TIT 586S ' 4'`:4675 ` 3806 3155 3680 _ 2655 3095 5205 ' 6470 a .-.',5245",:i.,; 4310 3040 i°::`6840 '• ... 5455 Kr: 4440 32x4 11/12 6695 '. 8320. =.11095 !':,7745`... • .'' :6745 +L• ...8990 °s;•: �.::6885i, 5545 7395 4625 6165 3910 5215 -:18795 :'7015 .2:x11730. 'i' +9600.. ":° .- x9355',.. • : '805517 :' 5710 7615 4730 6310 3980 5310 4.2x4 11/12 8925 6 -Inch Wall 2x6 11/12 3605 6035:_1:' 5255 :`:.,;4575; 1';i6425 ' ; ":6770 :x 57251.1 ..1,:i2.4885" -. 3x6 11112 5845 11290541 11.h15485 ";18065. ":18065.: ,11475 • 13770,- i1m6070• ...: s ?20660?' '10060 .W2070 4" 14085. - ...:1`,42265 18110 a' ) :87601: ; 7625: 5'..19150, •. • ':10675 " .13730 /.5.:16000:: `:f ,19200 , ::22395:: ::; 28795'.` ',13425n ;16110:k . 48795x¢ -~-.24165:F;, 4:.`,11280 :'' 9545`9.1 ::8145 x.:19770" 41'11400`::1 2 -2x6 11/12 7015 a " 510515=x'. cr <4157701`?{. 13540 Fy <M:15795r ., X11450-0 .:' 13360,7: 32x6 11/12 8180 4.2x6 • 41112 10520 1';23230 .::120305.'1 4718012,.:1''14660 ' See footnotes Post Allowable Compression Loads for Hem Fir Framing Lumber Perpto Grain, Pc3,(Ib$) Compression Capacity Parallel to Grain, Pc (rbs) (100) Compression Capacity Parallel. to Grain, Pc (ibs) (160) Sire Grade Nemina TopiPlato ifeighl (ft) Nomina Top Plate Height(ft) 8 9 10 11 12 8 9 10 11 12 4.1nch Wall 2x4 12 ; 2125 ' 2630:�. 2115 1730 1435 1210 ,x'2745;„; ` 2180:,1 1770 1465 1230 3x4 12 I 3545 1',ti4385r? "'.« 3525 2880 2395 i 2020 1<Z4570:,•:::.` v�°'3630i41i 2950 2440 2050 22x4 4x4 /2 . _..4255 12 ' 4960 kf.'5260.7" c ,6140,E 4230 4935 3460 4035 2875 3355 . 2425 2830. '.:14f 5485' ": -'6400 ''4355; -.': :.5085 7; 3540 4125. 2925 .. 3415.. 2464 ' 2870 3.20 12 6380 '2";•'78902. "10525 ' 3340 5185 4310 3635 8230..' .. 6535;' -x 5306 4390 3690 4 -2x4 12 8505 8455 6915 5750 4850 ::.• i" . 8715 .. 7075 5855 4920 6 -Inch Wall 2x6 12 3340 U 7950 :.6880 5905 9840 xx 5065 :', 4365 c:::9365 7735 1';i6425 ' - .5395: •;.4580 " 3x6 12 5570 3250 •11470, 8440 :> 7270: ';'315610 , !118765 1.2121895'4 1:: ::281507 12890'4 „, 1154704 .,:8045. ;:1 '23205'X' ' <+ 40710 i.4,7112650, &:; 149951 ` %N9275 .,8995g 1i-1 . 10790 €''. - 12590ir '•:`161856 ;4 r; b7635 ::9165 ,;y� it :10690:.-:1 i;13745' :: 2,2x6 6685 ', ;;15900. 13765: , ,,11810 . ;,1/4w110130k , g8725::i.1 3. ".A1820k ' •../101804.9 :'. •15195:,'j. :. 13090 3 -2x8 12 7795 4.t.18550'y.'1'e160551. G!i•23855 . ";;:'.20545;',,,:4 ,?13780.` .7'217715 ;'a 4 -2x6 12 10025 See footnotes Post Tension Load Tables: Post Tension Loads for Douglas Fir Larch strongtie .com /... /post_capacities.asp estop 43 of 46 Framing Lumber Allowable Tension Pt, (Ibs) (160) Size Grade Bolt Diameter (in) Q 1h S 3 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 12 28015 23510 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 6-Inch Wail 2x6 #2 9865 8860 8635 8185 7960 3x6 12 16445 14765 14390 13640 13270 2 -2x6 _ #2 19735 17715 17265 16370 15920 4x6 12 23025 20670 20145 19100 18575 3 -2x6 12 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, (1bs) (160) Size Grade _ Bolt Diameter (in) Q 1h S 3 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 Wail 2x6 12 9865 8860 8635 8185 7960 3x6 12 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 Post Capacities Framing Lumber Allowable Tension Pt, lbs. (160) Size Grade Bolt Diameter (in) 6 Cb 8 1.13 4 -Inch Wall 2x4 #2 6615 2x4 #1/ #2 5670 4760 4555 4150 3950 9255 3x4 #1/ #2 9450 7930 7595 6920 6580 4 -Inch 2 -2x4 #1/ #2 11340 9520 9115 8305 7900 Wall 4x4 #1/ #2 13230 11105 10630 9685 9215 13820 3 -2x4 #1/ #2 17010 14275 13670 12455 11845 6 -Inch Wall 4 -2x4 #1/ #2 22680 19035 18225 16605 15795 3x6 2x6 #1/ #2 7720 6930 6755 6405 6230 6 -.Inch Wall 3x6 #1/#2 12870 11555 11260 10675 10385 - 2 -2x6 - - #1/ #2 15445 13865 13515 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 Tension Pb lbs. rj1`�6i1) PI, Size Grade Bolt Diameter (in) 6 Cb 1.25 1.13 4 -Inch Wall 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 22210 21265 19375 18430 6 -Inch Wall 2x6 #2 9010 8090 7885 7475 7270 3x6 #2 15015 13480 13;140 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 19% 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). Ud ratio is based on d = 3 1/2" for 4 -inch w all and d = 5 1/2" for 6 -inch wall. 3. Shaded values are limited by the Perpendicular to Grain bearing allow able load, Pcl, w hen posts bear on wood sill plates. Where posts and sill plates are different species, Designer shall limit allowable load to the lower 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 6 Cb 1.25 1.15 1.13 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 5/3/2011` 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 w ith no further increase allow ed. Reduce w here other loads govern. 6. Values do not consider combined axial and out -of -plane bending. A top Printed May 3, 2011 fromJitto : / /www.strongtie.corrt/products /connectors /post caoacities.aso © 2011 Simpson Strong -Tie® strongtie .com /... /post_capacities.asp 46 of 46 e engineermg inc. Hodge use onl Date of Regues Support Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support El ientlnforma ion `` *Company: *Contact: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: *Phone: Fax: Items with * are re•uired. 'rofect lnformat�on 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 • r z City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 19, 2012 Andrew Goble PO Box 951 Sumner, WA 98390 RE: Correction Letter #1 Development Permit Application Number D12 -315 Tritec Homes —16044 51 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, I can be reached at (206) 431 -3670. encl File No. D12 -315 W:\Permit Center\Correction Letters\2012\D12 -315 Correction Letter #1.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 -315 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. 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. The detail shall show size of discharge pit with pit specifications or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 2. Show combustion air provided for the gas appliances located in the garage. Combustion air shall be by vents from the outside wall. Outdoor combustion air shall be provided through opening(s) to the outdoors in accordance with IRC Section G2407.6.1 or G2407.6.2. The minimum dimension of air openings shall be not less than 3 inches. (IRC G2407.6 & IFC 304.6) 3. Elevation cross section key references AA /D4. It is assumed D4 Should read A4. Same for the stair detail referenced D3 assumed A3. This is for clarification and can be redlined on the plan without requiring new sheets. Provide clarification only in your response. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. TO: Permit D12 -315 FROM: Brandon Miles, Senior Planner DATE: October 2, 2012 RE: Park Impact Fees I have reviewed TMC Chapter 16.28 and have determined that park impact fees do apply to this project. I initially thought that park impact fees may not apply to the project because there had been a house on the subject property; however, TMC 16.28.120 (1) explicitly states that an exemption is only provided if the square footage of the new structure is the same as what was on the property. According to King County records, the old house on the property had a square footage of 1,490. The new home will be 2,818 square feet. Park Impact Fees apply to the project. IIIIPERMIT CO D COO. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -315 PROJECT NAME: TRITEC HOMES DATE: 10/25/12 SITE ADDRESS: 1604451 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: BLI dln I slop 9 Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10/30/12 Complete �] Incomplete ❑ Not Applicable ❑ Comments: Permit 'Center Use pnly .• }t' INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route tgl Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions N/ Notation: REVIEWER'S INITIALS: DUE DATE: 11/27/12 Not Approved (attach comments) ❑ DATE: Permit Center'.Use:bnly _., ? ; :'. • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PE CO i` D • '�Y r PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -315 PROJECT NAME: TRITEC HOMES SITE ADDRESS: 16044 51AVS X Original Plan Submittal Response to Correction Letter # DATE: 10 -01 -12 Response to Incomplete Letter Revision # After Permit Issued DEPARTMENT : m Awc �r� �� Idin !vision ire Pre ention l Planning ivision s ' C I 'I L b Ic or l� Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-02-12 Complete 141 Incomplete ❑ Comments: Not Applicable Permit Center Use Only • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10-30-12 Approved ❑ Approved with Conditions ri Not Approved (attach comments) [X. Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 0 1i Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIVED OCT -25 2012 COMMUNITY DEVELOPMENT Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: !D — a 5 - 1 a Plan Check/Permit Number: D12 -315 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 16044 51 Av S Contact Person: 6re,"* Rok c ; n 5 Phone Number: a at, - 35 3-1 13 0 Tritec Homes Summary of Revision: 'A 001. i aof i ►�c O rct i eN -t-- 5; 4e (l a n . /Pu9 e /�o /4- AO0ED C'�w+bus1 -tbn 1-ir ✓ems fvr 9Crs A- p, I;cnc.es 1 v► Gor-a e , PA-6 A3 /4 y, .1-ferbt 3 o-' <.or re-C,74/ an 1e ri-P//' o E 1e va 1r`D ti c ro SS sec4-100 KKe7 Shauta read A (A Lf and 51-4 ir Del-a/ / 5ho4(c2 ce.a A3. Sheet Number(s): A- 0 IALi a riot A 3/`' y "Cloud" or highlight all areas of revision including d i • o; revision Received at the City of Tukwila Permit Ce ter by: Entered in Permits Plus on \applications \forms- applications on line \revision submittal Created: 8-13-2004 Revised: 1 -2009 V OREIKTOWARDrM71 IV(kt:U 14816 Military Road South P.O. Box 0 Tukwila, 98168 Phone: (206) 242 -3236 P4/ Fax: (206) 242 -1527 'O SEp '8 9n /D' ; CERTIFICATE OF SEWER AVAILABILITY /NON- AVAIL44:L; t2TY Residential: $50 Commercial: $100 so gi Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part 4: (To Be Completed by Applicant) Purpose of Certificate: Imo+ Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: gl Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Tr i +ec, N-0 r,,, e S I H nl C.. Phone: ao G-33--(t. 3 0 Property Address or Approximate Location: Tax Lot Number: 16o» -tL{ 51st Ave s,,TuKwi'lot 478(g8 537? ,10°o7a Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. Cai a. Sewer Service will be provided by side sewer connection only to an existing 4 size sewer 0 d feet- freai•the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Era. 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: $ /D0 _ 00 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 RECEIVED c. Other: CITY OF TUKWI --It) OCT 0 1 2012 1 )20. 4111M 315 PERMIT CENTS 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 -e. 9- 18.12. Title Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY • _j 1'bI following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Ce- t}rcate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant 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 1 have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand th, terms and conditions herein. Applicant's Signature Date CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206431 -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.: Part A: To be completed by applicant Site Address: 16044 51ST Ave S Owner Information: Owner Name: 'Kevin Ngo (attach map and legal description showing hydrant location and size of maln):. Owner Address: ;16044 5Ist Ave S.. Tukwila. WA 98188 Owner Phone: l wand Peraan:: Agent/Contact: A Andrew Gobel. Triter Homes Agent Address: PO Box 951 Sumner, WA 98390 Contact Phone: 206- 383 -3705 This certificate is for the purposes of: SFR - rebuild © BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL PRELIMINARY PLAT ❑ SHORT SUBDIVISION El 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 10' +/- See attached map for hydrant Locations Area is served by (Water Utility District :) HIGHLINE WATER DISTRICT Owner /Agent Signature 1PART B: To. Be;con pieied by-waiter titiWty dlatrie 1. The proposed project is within 2. © No improvements required. TUKWILA /King (City /County) Date 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Meter upgrade to 3/4" will be charged time and materials. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 2138.86 gpm at 20 psi residual for a duration of 3 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/lire 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 supression 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 Li Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ri System is not capable of providing service to this project I hereby certify that the above information is true an on the best available information. HIGHLINE WATER DISTRICT / 206 -824 -0375 By JE' LMAR DIST GINEER Agency/Phone tL3I5 9/18/2012 Date RECEIVE :2 CITY OF TUKW;H -, OCT 0 1 2012 PERMIT CENTEi.. Test Report Print Title for 16044 51st Ave S ID Static Pressure Fire -Flow Demand Residual Pressure Available Flow at Hydrant Available Flow Pressure (Psi) (9Pm) (Psi) (9Pn+) (Psi) 1 4690 94.93 1,000.00 81.84 2.138.86 49.60 Date: Tuesday. September 18.2012. Time: 14:49:50. Page 1 from HWO 2010.dwg a�$ bs RI VLF 2 e4 E I Cr Cr a--0 i A s N p !pV N RECEIVED CITY OF TUKWILA OCT 0 1 2012 PERMIT CENTER .EN PARK, T9b4 161,ST ST. LLI 0. a l0 N t1, 3 R ILlw.E1\ It b 2 b� 1 1 160V7 PpF 958231 907 �. F 62099209 16049 L 2099211 761 62099213 16051 1 �--- 16205 62099208 ;215 04832 J 62099607 16211 =k 218 2099333 16219 62099606 E 226 1179208 16227 21 61434694 232 .'099332 16235 Bg _",¢zGtrq,��pt�s.,,, ET 1Ri11i RE ' A16237 � ;238 799329 �-- rc1 --22 -- 16239 53 62099550 nn o h LOT 1 16249 LOT 3 61653559 rn c NI. e 15 $676074 1 7608270624 a, ' 40 LOT 2 k pm! 1 k1 'T• f671.4 r7 --fr -- 1 U175�i 1— ESS u' • ol co 0 1— z 0 n N co 0 N a 0. cV I co 0 1- z 0 0 16010 57396346 N V1156 a 16024 V1757 61653444 133.35 0 7 16026 o LOT 1 M22384 58670891 • • 16014 62099559 LOT 2 151.50 16030 58670746 133.35 16036 LOT 3 61653441 16044 61653439 3� cup6050 61653443 1- ( 16202 N r 0 1. 61.353440 16210 57396342 a AV0038 o 16218 61980240 69. 1/6k. 2 S• 1 spT 6-C/ ys; LOT 4 16034 M22385 586 7o88.8 166,66), 16226 61653445 300 lo It O 44- " SOUTH SEATTLE WATER ,0MPANY N 51 w1t. ESM1'. S. 163RD PL. 16040 N 0 tr 0 5 61958233 1- 1:100 o L71 2 tO u 3tG 961 p, 10 140.0 4 � B 28 40 110.0 110.0 5 1- _ 7UKWILA TERRACE K V1/i_ A O ro rn N CO l0 176.6 67980238 93.50 39.91 45.99 16256 �� 1.99 „ M p`1, E49.38 5 L0 14) V1764 114. 125 16243 4 RECEIVED CITY OF TUKWILA OCT 0 1 2012 PERMIT CENTER • APPLICANT NAME: Andrew Gobel 16044 51ST Ave S • 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. 14I) zee_ Customer Initial Date 5'14007 irritylelme,:ra . RECEIVED CITY OFTUKWII../k OCT 0 1 2012 PERMIT CENTS.'; City of Tukwila Business License License #: BUS -0993306 Issued Date: 03/20/2012 Expiration Date: 12/31/2012 Bus Lic- Outside Contractor TRITEC HOMES INC PO BOX 951 SUMNER, WA 98390 Nature of Business: RESIDENTAL HOME BLDR Business Name: TRITEC HOMES INC Business Address: 12908 53RD ST CT E, EDGEWOOD, WA 98372 FINANCE DIRECTOR P Accat, LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDINANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. This license is to be displayed conspicuously at the location of business and is not transferrable or assignable. Please note the following guidelines in the operation of your business: 1. It is necessary to contact the Finance Office at 206 -431 -3680 in the event your business: . Moves within the city limits of Tukwila . Moves outside the city limits . Ceases operation . Changes ownership . Changes use or type of operation . Will be having a special event (such as a tent sale, parking lot sale or any other event) outside its routine operation. 2. Additional licenses are required if your business has live music/entertainment, tow trucks, amusement devices, solicitors /peddlers, or adult entertainment. 3. Any retail sales tax generated in Tukwila needs to be reported to the Washington State Department of Revenue, under sales tax code # 1729. 4. Tukwila business license renewals are mailed to all licensed businesses in December and payable without penalty until January 31. Department of Labor and Industries PO Box 44450 Olympia, WA 98504 -4450 TRITEC HOMES INC P 0 BOX 951 SUMNER WA 98390 TOMES INC • C(C)PkEHI983D2 601`563 2 18 ided by Law as: c w on Contractor TifiR4AL 322/2002 /22/2014 Y Contractors or Tradespeople Pd ii .er Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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 "084D4A S 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 02LX0040380137 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 1 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 02LX0040380137 03/10/2012 03/10/2013 $1,000,000.00 02/02/2012 8 Lexington American Ins Co 41LX0040380136 03/10/2010 03/10/2012 $1,000,000.00 02/08/2011 7 NEW HAMPSHIRE INSURANCE COMPAN 01LX40380136 03/10/2010 03/10/2011 $1,000,000.0003 /09/2010 6 NEW HAMPSHIRE INS 01LX40380135 03/10/2005 03/10/2010 $1,000,000.00 03/09/2009 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 Infractions /Citations Information No records found for the previous 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 11/07/2012 cff] DP] L,0 C? co 0 COOT. ENTRANCE 400 SIDE WALK O'4O„ 1 X EXIST & HA \ . 13 1 "0 F G STAIRS RAI4 3'x4' -4 LAN! IN 3'x3' \ LA.NDI IND DRIVEWAY GROUND S.RFACE DEPRESS' 1 Irw 3,, • • 'FfR WT WAT R kINE MT , D.S. 16' x\30' . DR (157q . SLOP WAY.. HYD. 13' -0" I' IND 1 SPLASH BLOCK w/ GR O UND SURFACE DEPRESSION IND N 8 9 °21 ' 31 9 a W\150.00' B.S.B.L. GARAGE SLAB FINISHED FLOOR ELEVATION = `323.5' MAIN FLOOR RINISHED FLOOR ELEVATION = I, 324.5,'. CRAWLSPACE ELEVATION = 321.5 SITE PLkV \\ IND Di S. 411► \ B S.B.L. N 89'21'31 II 99 INO DAYLIGHT C.S. ,DRAIN w/ R O1 ENT It ,CREEN OciNf L 16, Nri Lx.) t oM r 36" RAILING RQ'.D WHERE DECK IS +18" A'OVE GRADE \ STAIRS PER SI TE'1 COND. w/ 3'x3' CONC 1 LANDING i W 150..0\0' SPLASH BLOCK / GROUND SURFACE\ DEPRESSION SCALE : 1 " = 10' --0" OWNER TRITEC HOMES C/0 ANDREW GOBLE (206) 383 -3705 TAX ACCOUNT # 537920072001 SITE ADDRESS 16044 51ST AVE S TUKiYILA, WASHINGTON 98188 LOT COVERAGE LOT AREA: HOUSE/GARAGE AREA: COV'D PORCH AREA: TOTAL AREA: 10,500 S.F. 1,405 S.F. 115 S.F. 1,520 S.F. �.t 14.47% IMPERVIOUS AREA LOT AREA: HO USE /GARAGE AREA: COV'D PORCH AREA: DRIVEWAY/ S. W. AREA: DECK AREA: TOTAL AREA: 10,500 S.F. 1,3405 S.F. 115 S.F. 530 S.F. 180 S.F. 2,230 S.F. — 21.23% 0 10 20 40 e plans have e been reviewed. the 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 responsi.'t,:i_iity 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: O 1 b A F oTiaa PiZ.st+� a ,L4 cz; 0 ti SEPARATE PERMIT REQUIRED FOR: ❑ Plumbing ❑ Gas Plpinp Cily of Tukwila Brt< i_DING DIVISION REVISIONS r changes shall be made to the scope G: t ork without prior approval of Tu ,:6,vila Building Division. :o w will require a new plan submittal nude additional plan review fees. PWR TRANSFORMER PEDISTAL PLANNING APPROVED , r na ;, No changes can be made to theirs plans without approval from the Planning Division of DCD Approved gel:: , Date:, 1,0 - FILE COPY Permit Sao. 1).• 11,,, P17 r^ : approval is subject to and "' errors ambslorls, of c; onstruction documents does not authcit3 S. ..ion 31 cny adopted code or ordinance. Recc=p t aaAwd kW Copy and conditions sons is a�nldo: Ey. . : City Of lbkwila BUILDING DIVISION FIGURE TYPICAL 010Nit SURFACE DEPRESSION' NEI : TR iEO ovedhow .�R,.. ti " m6111° freeboard overflow 4 6* minimum treeboaed In1 X1E.1oN j T; grass 12" mintrnuin a •:. driveway REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION for strip .'`"Irk triiilration X- SECT6GN NTS CITY OF T:lu,'!-.1! OCT 2 5 2012 PERMIT CENTER CORRECT ON LTR# PI/.315 .REVISED BY: DATE: .LATERAL BY HODCE ENGINEERING, INC. LATERAL NO(s). !2.0094 AO A4 SOUTH (RIGHT) ELEVATION 2x6 FASCIA NOTE: NO GUTTER 0 F.P. NOTE: FLUSH (NO O.H.) 5/4 "x4 TRIM W/ 5/4 "x3 ,_ ,...�■n...1.i...1....., CI 1.11- 11161111111101111.1.1111171W 1111111111111111111111111111111 111111110111111111111111111 1 11 m1111m1111.II 5/4 "x10" TRIM 1 6:12 4:12 5/4 "x4 TRIM W/ 5/4 "x3 NORTH (LEFT) ELEVATION 5/4 "x5" 1, l /2" 2-1 /2" FRONT DOOR DETAIL SCALE: 1/4" = t' -0" KNEE BRACE DETAIL SCALE: 1/2" = 1' -0" SEE HIGHEST POINT 2x6 BARGE W/ 1x2 5/4 "x6 TRIM (UNDER EAVE) PLATE Qo 1 -1/2"x2-1/4" TAPERED SILL 5/4 x4 TRIM (1" O.H. FOR SILL SIDES) 6:12 6:12 12 I III �111�111�I�I1111�1111� A m111m111m111mumi1.. m1111m111111M11m111111 >111111■1.- •n11111In1m11111l11111111111I1111111lni 11111111►rrrmnuuu.I mmrn111n1 m IMMO 1111010 11111 11111111111 PANEL SIDING 5/4 "x4" W/ 1" O.H. 0 SIDES NOTE: LAP SIDE WALLS 1E1I111. ELM �I\ ,�11m1111;r11�mr�im1111ak, .intrinI11111m uuiII111m111mfIk. .4 1111111I11111r111111111111111111110111111111�. Ammo m11r111111111�111�111�1111�i11r111111111�111111111�11111 nm` iiIIr111m11111I111m111111111111E1111m111m111m111m11i mmnnir.■rimnnn,111.i11n numm i,m.. mmu ni mom i liilliili MElllm KNEE BRACE PER DETAIL THIS SHEET J 1' -0" O.H. TYP. o\ SUBFLOOR PLATE 4:12 SUBFLOOR GRADE OOR DETAIL THIS SHEET 6 12 II I 11. �Ilrili M • in111111ni m111�111 1111111m II1111111�� III!IIIIII �_ 1♦ mmwommm !� CEDAR 2 "x4" WHITEWOOD 1 "x4" WHITE WOOD 2 "x2" WHITE WOOD 1 "x4" 6:12 SHINGLE SIDING 5/4 "x4 TRIM W/ 5/4 "x3 7 1/4" LAP SIDING 1' -0" O.H. TYP. • , J - , - , J 5/4 "x4 TRIM WEST (FRONT) ELEVATION RAILING DETAIL 5/4 "x10" TRIM Ei1.1);ST0 (REAR) ELEVATION PLANS ARE DONE TO THE 2009 I.R.C. BUILDING CODE 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 5 f -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 SINGLE 5/4 "x4" CORNER (TYPICAL 0 REAR OF HOUSE) D«.- 31g REVIEWED FOR DDE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION RECEIVED 'OCT PERittI 4.4 N P-4 .71 TRITEC HOMES, INC. ELEVATIONS REVISED BY: DATE: LATERAL BY BODGE ENGINEERING, INC. LATERAL NO(r). 12.0094 Al A4 VENTILATION SCHEDULE 2009 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfm @ 0.25" WG (VIAQ Table 3 -1) 4 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.) 4 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 *All 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 dentilaticn @ min. 3 it. abode ease dents. Remainderlo be installed at ease dents. Upper Roof Ventilation: 7x7' 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 dent = 9 dents Upper Ventilation MAX Req'd = 637.92 s.i. x 0.8 1 al. of each dent = 13 dents Provide: 9 -7'x7" roof jacks. Ventilation = 330.75 s.i. Ventilatiai area remainder fa- eadedent= 307.17 s.i. (Reqdvert -Upper vent) Earle Ventilation: Birdblocking = 4.71 s.i. 11.f. - 25% reduction = 3.53 s.i. 11.f. Earle Ventilation Req'd = 307.17 s.i. 1 s.i. per I.f. = 86.96 I.f. Provide : 87 II birdblocking. Ventilation = 307.33 s.i. Total Ventilation Provided = 638.09 al. IS GREATER THAN : 637.92 s.i. Req'd U210 HANGERS — C. S. ACCESS 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 co m o3 38' -0" USE (7) 7"x14" SCREENED FOUNDATION VENTS 3' -8" 4' -0" 4' -0" • ■ • 4' -0" CRAWL SPACE W/ 6 MIL (BLACK) Y.B. 3' -4" 4' -0" 4' -0" 4' -0" 4' -0" • 4x6 • • • 2' -11" 6' -4" 4x4 P.T. POST TYP. 4' -4" 24" 4' -9 1/2" 2' -3 1/2" co O 10' -2" a o) • • • 5' -0" 5,— It 5' -5" • co ♦ 24" 24 4" CONC. 1 • 4x4 P.T. POST TYP. • 5' -0" 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 O.N. DOORS • j —36 "x36" 1 1 i 1 • I 1 � A 1 . 36 "x36" EDfC ' OF SLAB . C O CO o) 18' -0" 10 1/2" 16' -3" 20' -0" co 0 10 1/2" 38' -0" FOUNDATION PLAN SCALE: 1/4" = 1' -0" 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.) IDENTIFY LOT LINES 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 Dl� REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION RECEIVED ITV OF OCT 0 1 2012 E E-1 -4t1 ►'7 E%4 L1.4 (41 E-4 r.=4 ti REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NON. 12.0094 A2 A4 (HANDRAIL GRIP SIZE IRC R3115.6.3.) 1 1/4" DIA. HANDRAIL, CONT. FOR FULL LENG F STAIR ER NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEMf4ERS 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 A35 EA SIDE OR LS70 ON ONE SID 36" MIN. STAIRWAY WIDTH PER IRC 8311.5.1 0" MIN ec 16d 4" O.C: 2X4 THR U BLOCK / T 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) 3) 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 co co 4x8 DF #2 •43 oo co 1 1 4x8 DF #2 4x12 DF#2 4x8 DF #2 4 Thm CHASE OPENING PER TRUSS • AVAILING BY "PROBUILD 4x8 DF#2 5- 1/8x12 GLB TOP LUS. BEA HUS5:125 /1 Z\ GLT5 H =12 LUS46 cc (DR EL 7 ,a AUmir— Opp 7444 f Li 1 4x8 DF #2 /r. 4x8 DF#2 m ckz co U2 4x8 DF#2 CANTILEVER 1 U 5' -2 1/4" h `2 3 -0 1/4' 13" FIREPLACE ELEVATION MFR JOISTS 0 24" O.C. (TYP.) U.N.O. WITH 314" T &G SUBFLOOR cei 1) 5-1/8x18 GLB DROPPED BEAM (DROP 3" ) -0" CANTILEVER 1' -0" UPPER FLOOR JOISTS SCALE: 1/4" = 1' -O" FLOOR FRAMING NOTES: 1. ALL FLOOR JOISTS TO BE PER JOIST LAYOUT BY "PROBUILD" 0 24" ON CENTER UNLESS NOTED OTHERWISE (U.N.0.) 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. r TYP, R -21 INSULATION E 985 S.F. MAIN FLOOR i �,f�r�t♦'��`f♦��♦��` RL30 JOISTS NSULATION T.O. FURN. I H4� TALL tbs TOTAL FINISHED AREA 420 S.F. „, 0 �� a BOT. FURN. s TRUT SPANNING 2 TRUSSES 0 1 T.O. GAR DR ALL THREAD - c 1 is T.O. SLAB r CEILING MOUNT FURNACE NOTE: CLEARANCE UNDER FURNACE TO BE 8' (NO INTERFERENCE W/ LOWER VEHICLES) • GARAGE 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" 1_^" s' —o" 11'— ft 6' -9" 4050 SLDR 4050 SLDR 2040 S.H. DIRECT VENT GAS FIREPLACE. INSTALLATION PER MANUF. SPECS. CONT. WALL ABV. F.P. /FAMILY ROOM x 17' -6" DN 2 R. 50610 S.G.D. H.B. 4040 SLDR ' -10" DINING 8' -8" x 14' -0" C7 rzi SOLID CORE DOOR — +34" OPEN RAILING ABV. W/ SELF-CLOSURE D KNEE WALL I-- -1 11OV S.D. 4-4? 6070 C.O. Gel Ir ENTRY 2,4" H.B. r>k; co co 2' -6" 60 CFM FAN V.T O 2468 OPEN TO ABOVE L T,... ;rr 2' -8" 2' -6"I 2' -4" X 5' -4" REFER: 5 -SHELF 2668 18 "x24" C.S. ACCESS • DN 2 r , CLG MOUNTED FURNACE ,(4' -0 "x2' -O ") 9' -0" 4' -0 -4 " FLEX SPACE 12' -6" x 9' -1O" cla INSTALL %2" ® FALLS & POSTS. 1 LAYER 5/8" TYPE 'x' ® CLG. 2-CAR GARAGE 19' -O" x 20' -O" BEAM ABOVE 1 1_ WALL ABOVE - 5050 SLDR COV'D PORCH 4 " CONC. PORCH J T- OPTIONAL HA —4x4 P.T. POST N2 R. V-6" DRAIL 0 *36" A.M.F. 5' -7" 7' -5" 5' -0" 13' -0" 2' -0 38' -O" WALL ABOVE 16[037[01 O.H. GARAGE DOOR 16' -0" 20'_0„ MAIN FLOOR PLAN SCALE: 1/4" = 1 -0" 60 CFM 'FAN V.T.O. 4 dia. STEEL BOLLAR STRAP 0 TOP & B 18" CLEARAN OF SLAB TO BUR ER �-, <S� va- 6 c)-e-ene tV3 `-, 4c` cpekAskvco ccoc 47 OTTO F REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION cNq csq O cz) :z4 (88 471 N rftmLi 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). bt).- 3LS ;,4TY nF z 11(,,", >, OCT 2 5 2012 PERMIT CENTER 44 ti h REVISED DY. DATE: LATERAL BY ODGE ENGINEERING, INC. LATERAL NO(a). 12.0094 A3 A4 t OH PLATE 0 19' -0" A.M.F. PLATE 0 5' -6" A.M.F. A co ' w 22 "x30" ATTIC o ACCESS (INSULATE & WEATHER STRIP) 4x8 DF #2 RIDGE 4x8 DF #2 COMMON TRUSSES j0 24' O.C. 4x8 DF #2 4x8 DF #2 RIDGE 4x8 DF #2 1 USE (9) 7"x7" ROOF JACKS USE 7/16" C.D.X. OR O.S.B. SHEATHING, STAGGER JOINTS, TYPICAL GABLE END TRUSS 2x8 OVERFRAMING 4x4 P.T. POST W/ PC44 4x4 P.T. POST W/ ECC & HW GIRD ' TRUS GABLE END TR SS I 1' -0" X OH T. 0. BM 0 9' -0" A.M.F. 4x4 P.T. POST W/ PC44 END JACKS 0 24' 0.C. 4x12 DF #2 I II ROOF FRAMING TRUSSES SCALE: 1/4" = 1' -0" ROOF FRAMING NOTES: 1. ALL BEAMS & HEADERS TO BE 4x1 0 DF #2 0 2x4 WALLS & 4x1 0 DF #2 0 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 PLATE INSPECTION. * TO NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. 0 ao c� SUBFLOOR I PLATE PLATE 0 19' -0" A.M.F. 2x6 OVERFRAMING POST 0 48" O.C. NOTE: (2) 2x6 STUDS TYP. 0 ROOF GIRDERS FOR SUPPORT 16' -2" 5' -0" 2'- 10" 14' -0" 5' -0" 5' -8" 2' -6" 2' -6" 4040 (EGRESS) SLDR 4040 SLDR r.� co co co NOTE: VENTILATION: WHOLE HOUSE FAN ON 24 HR TIMER FOR EXHAUST, VENTED WINDOWS IN HABITAL AREAS 3010 SLDR 30 "x60" TUB /SHOWER 7' -4" 6' -8" WHOLE "` HOUSE—" MASTER BDRM 15' -2" x 18' -6" 8' -8" R & S O1fOV S.D. 2668 Cq FAN V.T. 0 100 CFM 3, -0" 4' -0„ co 1 +42" HALF— ALL cli co VENTED (EGRESS) 5040 SLDR ` 1 1 BDRM 2 13' -2" x 10' -2" j_co ) 11OV v/ LIN co \ S.D. co " nt O1 f0V S.D. /CARBON MONOXIDE LOFT I -\ 10' -6" x 10' -6" OPEN TO BELOW 7' -10" 3' -6" 11' -0" co co LFAN V.T.O. 60 CFM 2468 2468 22 "x30" ATTIC ACCESS R & S —If • 1616 PIC 2' -10 COMP. ROOFING OVER 151b BLDG PAPER OVER 7/16" C.D.X. OR O.S.B. o 0' FAN V.T.O. /60 CFM MSTR BATH SHWR 36'' x42' R & S rn 60 B.F. 2668 O1 fOV 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 5040 SLDR W/ SG co co 3' -2" S. ('2x4 R & S 40 B.F. 6' -6" (EG049SLR RESSS) VENTED WALL BELOW O110V S.D. BDRM 4 10' -6" x fO' -4" 5040 D (EGRE S) VENTS 05 B -VENT ,_4„ 2' -6" 2' -6" 5' -7" 5, -7 5' -0" 1 1'-2" 3' -10" 3' -2" 5' -2" 3'- 10" / 38'-0' 16' -0" 3'— 10" / 2' -0" FLASHING TYP. SUBFLOOR TRUSSES PER PLAN R -49 INSULATION 2x6 WALL MSTR BDRM Q V949V294029909490294114999EM BA -2 1 M 0 3/4" T. &G. MANUF DJOISTS BDRM 3 FAMILY S /4" T. &G. PLYWOOD OVER 2x10 F.J. w/ R -30 INSULATION DINING Elf KITCHEN IV 11 I tk � 1. 141 ii, --4- -30 61s- .i o .i o ms- : 61i' - .1:: - i 1 'i . -- n - .11i 60 61 61i 11:11 7 11 : 11= 11 =11 =1 = 11=11. 11 • mil II II =11 =t a I =11It11al= 6 ML BLACK VAPOR BARRIER SECTION AA SCALE: 1/4" = 1' -0" UPPER FLOOR PLAN SCALE: 1/4" - 1' -0" FINISH PER ELEVATION OVER 60 MIN. BLDG PAPER OVER 7/16" C.D.X. OR O.S.B. 2x6 STUDS 0 16" O.C. w/ R -21 INSULATION .I- II- II -II -.I 11II=uI II- 1111 =111 -1111 -11=11=11=11= 11 -II =I II- 11 =11: I 11= 11 1=11=11=-11= I1 -11 =11=11=11=11=11= 1 . bR(5 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION CITY OCT 0 1 :Amy 1-4 E-4 Eski •%4 co to 1 03 0 NJ c4 REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(s). 12.0094 A4 A4 6:12 G% STAIRS PER SITE CONDITIONS REAR ELEVATION SCALE: 1/4" = 1' -0" STAIRS PER SITE CONDITIONS 2x6 FASCIA NOTE: NO GUTTER 0 F.P. (Hold down device required) R502.2.2 Decks more than 30 inches above grade. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Deck ledger connection to band joist, (See TABLE R502.2.2.1). The lateral load connection required... Hold - down tension devices shall be installed in not less than two locations per deck, and each device shall have an allowable stress design capacity of not less than 1500 pounds. (Refer to City handout for DECKS.) HOLD-DOWN OR Sd.AWAR TEISION DEVICE OPTIONAL HANDRAIL 0 +36" A.M.F. (MANDATORY IF DECK FALLS OVER 18" ABOVE GRADE, VERIFY IF FIELD) FLOOR SEAT-P401,13,0 AT E IN. MAXMUTI. ON CENTER'O JOIST WITH HOLOUOWN I1�M� 1 _ �� MEM (11111411 a IMP ►z� FLOOR LOIST 4050 W /SG SLDR 4050 SLDR DINING SINGLE 5/4" x4 " CORNER (TYPICAL 0 REAR OF HOUSE) 1 6:12 11 i RIGHT ELEVATION LEFT ELEVATION SCALE: 1/4" = 1' -0" SCALE: 1/4" = 1' -0" 44.5" TALL BUMPED –IN DIRECT VENT GAS FIREPLACE. INSTALLATION PER MANUF. SPECS. CONT. WALL ABV. F.P. KITCHEN 24" 7' -8" x 13' -10" 24'124" MAIN FLOOR PLAN SCALE: 1/4" = 1' -0" 2x8 P.T. LEDGER w/ ri "x4" LAG BOLTS 0 12" 0.C. STAGGERED (W/ U28 HANGERS) I I P.T. 4x8 DF #2 �- -- — --f- P T. 2x8 DECK JOISTS 0 16 ' 0.C. ti U210 HANGERS r:� 4x8 DF #2 P.T. 4x8 DF #2 36 "x36" LANDING MAIN FLOOR FRAMING PLAN SCALE: 1/4" = 1' -0" 38' -0" 16' -6" 4' -6" 4' -8" 4' -4" 4' -6" 3' -6" 180 V A O Cal N LINE OF DECK ABOVE 18 0 18 lie' LINE OF P.T. BEAMS ABOVE 180 P.T. 4x4 POSTS TYP. r rte/ 7 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION 36 "x36" LANDING OI • r; • ' -6" 31-8" USE (7) 7"x14" SCREENED FOUNDATION VENTS 4' -0" 4' -0" er 4' -0" CRAWL SPACE W/ 6 MIL (BLACK) V.B. 3' -4" 4' -0" 4' -0" 4' -0" 4' -0" TTT • • • • ■ • • • • FOUNDATION PLAN b 315 RECD \ EL_ CITY OF TUKV,fi OCT 0 1 2G12 RMIT Ef4 1-4 44 ti E-4 REVISED BY: DATE: LATERAL BY HODGE ENGINEERING, INC. LATERAL NO(s). 12.0094 A5 A4 U, 51ST 74V1- S LA, IIIIIIIIS. • ® ®® \ .__,, ® ®® • • 1111111111 -=_V =— —'�_— • • 11111111111 1.. :Ell M-,E=Ik • 1 �t I MIMI .�E--.� 1111111HON'T. a ME 27ZEOr • 14 •,--1, [Jo ' i ■ ■1 C • • • II II I I T - -, Ii •111111111111111111111 / 111 111111 1111 1 1111' 11111 11 11111111111 11111 111/1111 /11111/1 I 111111111non11"n ■IU11■III Ain 1111 110 11111 111 11111 11 1 1111 ' 111111 1 11 1111 111 11 1111111 II 111/11111 1111/111 11 <.I 111U1 117111 Iul 111 111 11111 11 11111 1 11111111.. d1 11 111111 111111 111 111111 1111. 11111111111111111 111 11111 1 11 1111111.1116 .1 111111111111 1 1 11 111111111►. 0111111111 1111111.110114111111111111 1 1/11111/11 111'\ 17111 11111,11 11/1111/1111 '111 111111 lnunuu111 1. 1 ut. 111.111111.1111 ■1111111 111! 11,,11 • Jnn uun■ 0 11 .1 1111111 ■ JII 111 1011 1 111 11 III 1111 11 uwu11 m ENSURE VENTS ARE NOT AT 1- IOLDOWN LOCATIONS(TYP) 5T1-1D 14 J ST1- 14RJ 5T1-1D 14RJ 5T1-4 14RJ rza LINE OF F.P " CONC. 5T1-D 14 J ST-1D 14RJ tom' got. 1 1115 iiiInl ` P I$ ill � P �I ilk dll � III � 4I E 6 d 1 # lM I ll l 6'. / / \� / 9� CRAWL SPACE 111 W/ E MIL (BLACK) V.B. J HERS 18 1 D2 ( — 4x4 P.T. POST T'P. 24 1 u LAP AND NAIL (MI) 24 24 24 24 24 'x8'GF 112 2288 L 15 cv 1 2788 3199 (v Actansmain '? 1111111 1 l 'I i isualm@ C. S: ACCESS 12 (us) 4'x8' DF*2 4'x8 DF"2 4'x8' DP2 �1�1 n�llu i1�1 MFR JOISTS 0 24" O.C. (TYP.) U.N.O. WITH 3/4" T &G SUBFLOOR (l1) II STI-11D 14RJ 5T1-1D 14 J 5T1-11D 14RJ IMIMillIMI • 'x8' r►F"2 rEiV .I . 4x4 P. T. POS. TY '. I • O .Y r 36 -1.- 117 1r, :!:::f.:Ii..:4:::::_,I,,,i,:,,.:,: „.„‘:,;.:,..::,e orszeima - _,„..,_ jamming" z-rou. 24" 24" 16 . 1-1DUS D2 • • 1 -DUS. INDUS '4" CONC. . SLAB. ON. GRADE 4" CONC. OVER . . 6 MIL (BLACK) V.B. • OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS 11051 EDGE OF SLAB . 24" 4x4 POST W/AB OVER 24" DIA. x 10" CONC. FTG. ST1 -014 ST-14 W/(2) #4 BARS E.W. TYP. =LOOIR HRA Net ST>i -41)14 STI-1D 14 INS / rOUNDATfON FLA\ ENGE RI\ G DO NOT SCALE (1/4".1') (i.6) �r Ti_ou F 4 -0 CHAI BYR ' OP. ROB HU5.1 SIMPUON GLTS =12 BE4 •1 G IUALI >L n l 11051 GT 3907 1 X302 111 IIH h 111 CANTILEVER 1' -0" GT ED.° 2505 IVW CANTILEVER 1 —0" LIPP RILOOfR RA Net INS GiRAV(TY 10AD NGI\ (TYP) 11 U1 4522 8795 D1 11051 EIRJNG DO NOT SCALE (1/4".1') FOOTING-,: PAD SCHEDULE FOR 1500 PSF SOIL SEARING POSITIVE POST TO FOOTING CONNECTION O20 OR 24 20'DIA. OR 24'DIA. x 8' POST PER PLAN 2500" CAPACITY OR 4000 CAPACITY 24 TOTAL 2�OI 300° 1 • 24'x24'x8' W /(2) "4 E.W. 5500" CAPACITY OR WITHOUT (PER REBAR PLAN) 30 • 30'x30'x8' W /(3) "4 E.W. 8500" CAPACITY POST PER PLAN 36 0 • 36'x36'x8' W /(4) *4 E.W. 12000" CAPACITY POST PER PLAN 42 • 42'x42'x10' W /(5) "4 E.W. 16500" CAPACITY POST PER PLAN I 55 • 12 54 8 48'x48'xI2' W /(6) "4 E.W. 21000" CAPACITY POST PER PLAN (54' x12' W /(6) "4 CAP = 21K) (60'x12' W /(1) *4 CAP = 33.5K) (-12'x15' W /(9) *4 CAP = 48K) 111 / • �A1 •:° ' • a ..•. .. •' • • . • • ..• • • ' ! . g . " •o•, / • 'I ' .. . 3' .. • 4 41, Cr L1.1 Cr 0 tq — 4x4 P.T. POST T'P. 24 1 u LAP AND NAIL (MI) 24 24 24 24 24 'x8'GF 112 2288 L 15 cv 1 2788 3199 (v Actansmain '? 1111111 1 l 'I i isualm@ C. S: ACCESS 12 (us) 4'x8' DF*2 4'x8 DF"2 4'x8' DP2 �1�1 n�llu i1�1 MFR JOISTS 0 24" O.C. (TYP.) U.N.O. WITH 3/4" T &G SUBFLOOR (l1) II STI-11D 14RJ 5T1-1D 14 J 5T1-11D 14RJ IMIMillIMI • 'x8' r►F"2 rEiV .I . 4x4 P. T. POS. TY '. I • O .Y r 36 -1.- 117 1r, :!:::f.:Ii..:4:::::_,I,,,i,:,,.:,: „.„‘:,;.:,..::,e orszeima - _,„..,_ jamming" z-rou. 24" 24" 16 . 1-1DUS D2 • • 1 -DUS. INDUS '4" CONC. . SLAB. ON. GRADE 4" CONC. OVER . . 6 MIL (BLACK) V.B. • OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS 11051 EDGE OF SLAB . 24" 4x4 POST W/AB OVER 24" DIA. x 10" CONC. FTG. ST1 -014 ST-14 W/(2) #4 BARS E.W. TYP. =LOOIR HRA Net ST>i -41)14 STI-1D 14 INS / rOUNDATfON FLA\ ENGE RI\ G DO NOT SCALE (1/4".1') (i.6) �r Ti_ou F 4 -0 CHAI BYR ' OP. ROB HU5.1 SIMPUON GLTS =12 BE4 •1 G IUALI >L n l 11051 GT 3907 1 X302 111 IIH h 111 CANTILEVER 1' -0" GT ED.° 2505 IVW CANTILEVER 1 —0" LIPP RILOOfR RA Net INS GiRAV(TY 10AD NGI\ (TYP) 11 U1 4522 8795 D1 11051 EIRJNG DO NOT SCALE (1/4".1') FOOTING-,: PAD SCHEDULE FOR 1500 PSF SOIL SEARING POSITIVE POST TO FOOTING CONNECTION O20 OR 24 20'DIA. OR 24'DIA. x 8' POST PER PLAN 2500" CAPACITY OR 4000 CAPACITY 24 TOTAL 2�OI 300° 1 • 24'x24'x8' W /(2) "4 E.W. 5500" CAPACITY OR WITHOUT (PER REBAR PLAN) 30 • 30'x30'x8' W /(3) "4 E.W. 8500" CAPACITY POST PER PLAN 36 • 36'x36'x8' W /(4) *4 E.W. 12000" CAPACITY POST PER PLAN 42 • 42'x42'x10' W /(5) "4 E.W. 16500" CAPACITY POST PER PLAN I 55 o a) 2 a 0 c L 10 O N o•m 8- a 83 == � a = O , C o J O O N G c •~ y N y Z c N liag:" N 6 cH y G I C Gi O w NN ' f ° .0 ccN3 o y ?C 3.£ C )"1:1 by 12 uoi L Op W 1: <:j 0 G Q i N 5 e O to 0 e 12 54 8 48'x48'xI2' W /(6) "4 E.W. 21000" CAPACITY POST PER PLAN (54' x12' W /(6) "4 CAP = 21K) (60'x12' W /(1) *4 CAP = 33.5K) (-12'x15' W /(9) *4 CAP = 48K) 111 / • �A1 •:° ' • a ..•. .. •' • • . • • ..• • • ' ! . g . " •o•, / • 'I ' .. . 3' .. • 4 POSITIVE POST I TO FOOTING CONNECTION PER PLAN REBAR • MAT PER FOOTING SCHEDULE FROM SOILeSIDES BOTTOM LEGEND POINT LOAD KEPI FOR ENGINEER USE ONLY MEMBER R1 DEAD TOTAL 2�OI 300° 1 SEAM DESIGNATOR' FOR PLAN REVIEW USE ONLY KIRI) BEAM SIZE/TYPEI 4'x8' DF"2 3 -I /8'x6' GLB 3- I/2'x9 -1/2' PSL SSHESAA LL LCE DESIGNATOR HOLDDOWN /STROP DESIGNATOR SEE 11OLDOILN/STRAP 6C1aEDULE C514� I 55 o a) 2 a 0 c L 10 O N o•m 8- a 83 == � a = O , C o J O O N G c •~ y N y Z c N liag:" N 6 cH y G I C Gi O w NN ' f ° .0 ccN3 o y ?C 3.£ C )"1:1 by 12 uoi L Op W 1: <:j 0 G Q i N 5 e O to 0 e DETAIL CALL -OUtI BEE VI' SI�EErS FOR � J. CORRESPONDING DETAIL 111 / REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TLJK\'f OCT 0 1 2012 PERMIT ° E N T E ;L:315 COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL o a) 2 a 0 c L 10 O N o•m 8- a 83 == � a = O , C o J O O N G c •~ y N y Z c N liag:" N 6 cH y G I C Gi O w NN ' f ° .0 ccN3 o y ?C 3.£ C )"1:1 by 12 uoi L Op W 1: <:j 0 G Q i N 5 e O to 0 e Cr L1.1 Cr 0 tq COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 20091BC SHEARWALL / ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) 2) (4) (14) (21 NAIL SIZE & SPACE @ EDGES (4)(5) STUD AND BLOCKING SIZE51 ADJOINING EDGES (3x6) (15x16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT APACfTY (PL EISMIC/WIN TO TOP PLATE (7) (8) NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MASAPAZ ANCHOR OPTION SILL PLATE SIZE FOUNDATION (19) 9UA 7/16" OSB ONE SIDE 8d @ 6" O.C. 2x 16d ® 4.O.C. 16d @ 6" O.C. /8" @ 60" O.0 53" O.C. 2x 240/335 SIIQ 7/16" OSB ONE SIDE 8d CAP 4" O.C. 2x LTP4 32" O.C. 16d ® 4" O.C. /8' 9148" 0.0 36" O.C. 2x 350/440 9U8 7/16" OSB ONE SIDE Sd 3" O.C. 3x LTP4 @ 12" O.C. (2) ROWS 16d @ 6" O.C. /8" ®18" 0.0 14" O.C. 2X 450/730 /8" @ 36" 0.0 28" O.C. 3x 9W4 7/16" OSB ONE SIDE 8d ®2" O.C. 3x LTP4 8" O.C. (2) ROWS 16d @ 4" O.C. /8" ®16" 0.0 11" O.C. 2X 560/820 /8" @ 32" 0.0 22" O.C. 3x SU6 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 7/16° OSB BOTH SIDES ©3" O.C. 3x LTP4 @ 6" O.C. 16d @ 4O.C. " & LTP5 0' 12" O.C. /8" 0' 18" 0.0 12" O.C. 3x 900/1460 HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6)-SDS % "x 2 %" TO (2) STUDS %" NUT WASHER NUT 8" HDU5 - 4065# N/A (14 )-SDS %'x 2%" TO (2) 5/8" NUT WASHER NUT 8" 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 21/2" TO 6X6 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 LEGEND POINT LOAD KE•i FOR ENGNEER Ue€ ONLY 1 MEMBER R1 DEAD 1000 TOTAL 3000 LI 2000 BEAM EICN4TOI R FOR FLAN REVIEW U6E ONLY BEAM sIZE/TYPE 4'XS' PF"2 3- I/8'x6' GLB 3- 1/2'x9 -1/2' P5L G1- IEARWALL DESIGNATOR BEE SFEARWALL SCHEDULE D�a O •Y c o L w c M ioy W .coyvH� 1 F /A o n- .0 o c a1 _ N� ,r Y! l0 c g: �' •aF H r O H l0 C i �co c - O °ccc° ac°1s3 0 3 �yaZ 14Eyyowicip t o o a 9 b0� o d d A o O Q'ON G QoN «mOwO>V 1- 40LDDOWN /e-r A DESIGNATOR BEE H DOIU4 TRAi° SCHEDULE 5I4 STID14 DETAIL CALL -OUT SEE •DI' sFEETB FOR COR1FE8f'ONDfNCa DETAIL 1 D1 i O •Y c o L w c M ioy W .coyvH� 1 F /A o n- .0 o c a1 _ N� ,r Y! l0 c g: �' •aF H r O H l0 C i �co c - O °ccc° ac°1s3 0 3 �yaZ 14Eyyowicip t o o a 9 b0� o d d A o O Q'ON G QoN «mOwO>V I II I 0 \ W O r� ■ W m Zp W a W 0 (m 2— 0 m o o N ' W I— a � Q u7 —JI W � N N a) o W Q o Z O_ N W � , -� N Z W z z W m G W a a COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 10 O WATER NEATER O WATER HEATER SEISMIC © 5 E \ FOR SHEAR MIN. 3'XII' NET FOR A PANEL SPLICE (IF SHALL j 1/16' OsB UNO O STAGGER SHEATHING I /8' GAP REQUIRED BETWEEN REQUIRED , i / DOUBLE PORTAL FRAME EXTENT OF HEADER WO BRACED PANELS) ._� HEADER PER PLAN MAY BE NEEDED). PANEL EDGES LARGER BE BLOCKED, AND OCCUR WITHIN 24' OF MID- I••IEIGf T. ONE ROW OF O FASTEN SHEATHING TO HEADER TYP SHEATHING TO FRAMING W/ 8d COMMON OR GALVANIZED A� SHOWN AND 3GO C IN BLOCKING IS NE 2x4'5 FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WIN AND SILLS) TYP. (3) 16d SINKERS. 12 HEADER EXTENDED OVER © FASTEN TOP PLATE TO HEADER SHEARWALL W/ TWO ROWS OF 16D SINKER NAILS A 3 O.C. YP /\ ®LSTA24 OPPOSITE SHEATHING MIN. WIDTH FOR ONE STORY STRAPS LOCATED 1/3 AWAY FROM TANK CAP AND BASE. SINGLE PORTAL FRAME (ONE BRACED PANEL) '�- — MAX HEIGHT 10' -0' Q } 0 O © O3 LAG BOLT PER SEISMIC STRAP MFR ANCHOR INTO 2X STUD 4 PLACES 0 I O \ IX W m m Z c.) W a � • / ♦ • � • O ad NAILS ■ 6' O.C. AT BIRD BLOCKING SN ATHING AK i E BREAK I 6'_18' W < C ate, M I I W Q O o IX 'fr C �,�" , OO '� � DRYWALL PER PLAN O .. •• � .• •• .. p Q 0 .- � � - © © ® �j 2X STUDWALL (p VENT FLUTE \ O ANCHOR BASE TO WALL •• 3 O I a WALL SHEATHING O EXTEND TO TOP OF DOUBLE TOP _ y O • .. • I •• _ •• •• 0 PLATE 0.1.-- �. SIMPSON HI (UN.0) HURRICANE TIE TYPICAL 0 '• •• _..= .. • •� I 5 =16 \STRUCTURES, 24' FOR USE IN THE ` �, r r� EACH TRUSS/RAFTER TO O FIRST OF TWO STORY STRUCTURES ® MIN. (2) 2x4 - ALL DF"2 STUDS OR (2)2X6 ■ I� I / TOP PLATE INTERSECTION O ' MFR TRUSSES 24' O.G. W/ ` O j ® PLAN ROOF ATHING ` NAIL W/ Sd 66614E. • . • O I+ © I vo _ PLAN VIEW = = 1/16' OSB SHEATHING MIN. O -n —� . . I ,L © \ -- Ill 8 O OO ( 11 `% / PANEL EDGES AND 12 O.G. IN FIELD © SHEATH ALL GABLE ENDS . G I ®STHD14 OR HDUB W /SBi,20 ® \ O STHD10 SINGLE PORTAL FRAME ' ' ANCHOR BOLT W/ MIN I ® 3'x3'x229' PLATE WASHER 00 ® z � O TOE NAIL BIRD BLOCKING IRC M13012 U SECTION A -A SIDE ELEVATION II i W (2) ad NAILS 1 1 `IRC FIG 8602.103.4 �— _ _ /IBC FIG 2308.932 WATER NEATER STRAPPING \D1/ PORTAL FRAME D1 ROOF SHEATHING D1 11 O GUT TOP PLATE OR DROP BEAM DO NOT CUT BEAM © O DOUBLE TOP PLATE SIMPSON 5T18 STRAP TIE ♦ O W /(14) 1061 OR DROP BEAM A W/ CONTINUOS OP PLATE Q V N O T Li S F 2 � . O 030° FELT EA. COURSE 2 0513 SHEATHING UN.O. MANUFACTURED TRUSSES (OR 2X RAFTERS 4 CLG. (OR 2X BLOWN-IN INSUL 11'/ (PER ARCH) 1/2' GUJB 'III. 1661 O 2X SOLE PLATE TO RIM ® -- ,— W /16d 6 6' O.G. UN.O. 0 861 6' 0.C. IM: O ® ii 2X OR MFR FLOOR JOIST RIM TO TOP PLATE W /1661 ®p 4' O.C. UN.0.. O JOIST TO TOP PLATE ��T � \ CEILING 2 G.f. GUTTER ON 5/4X8 SG PER PLAN) i �j / II j 44'"'t �• (6) I6d NAILS r o O(2)16dNAILS�l6 OC. ®BEAM PER PLAN -j 2X CRIPPLES O el 8 PLYWOOD FILLER O (AS REQUIRED) ©��_.- , \ 0 w,h14144044siii. ii/ Irci / 3 SIDING (PER ARCH) „' ►��/ III III r \ = (3) 8d TOENAILED SHEATHING TO STUD SEE SHEAR WALL SCHEDULE DBL 2X tOP PLATE � TOP O PLATE TO STUD W /(2) g ' 1661 16 O.C. g 2X ALIGN STUD W/ FLOOR JOIST O _ ♦ / • � / � - , _,� �� ■ ,�_,� � � � i I5* BLDG PAPER (OR TYVEK) 1/16' SHEATHING IPER PLAN) 2X6 HF *2 STUDS * 16'O.C. GATT INSUL (PER ARCH) 1/2' GWB WALLS ' STRUCTURAL 2X RIM OR 01-3/4' LVL �. I 0 �� I I�� I i _ © O 0 ® ® HEADER PER PLAN ®(2)1661 NAILS 0 jj DOUBLE 2X CRIPPLE STUDS MIN. FOR >6' OPENING UNO. 12 NO STRAP REQUIRED IF CONTINUOUS TOP PLATE 11 ' �� • , FINISH 3/4' T4G ® 0 `� I�� iiii1mil 1 �I % /III ,� 'l' °SUB FLOOR FLOOR W /1061 NAILS ®FL00R JOIST (PER PL ) BATT INSUL. (PER ARCH) (OVER UNHEATED SPACES) ■ 1/2' GWB CEILING �' 2x BOTTOM PLATE © ATTACHMENT TO STRUCTURAL RIM PER SHEAR WALL SCHEDULE Iac Tapx 2304.9.1 • „ ��i � O MULTIPLE STUDS FOR POINT LOAD FROM ABOVE SQUASH BLOCKS REQUIRED UNDER ALL POINT LOADS \, • i� i SEE SHEARUJALL FOR ADDITONAL I1 RIM BOARD TO FLOOR JOIST W /(3)16d IZ LTP4 PER SHEARWALL TABLE TABLE NAILING 2 FLOOR TO FLOOR CONNECTION BEAM D1 CONTINUOUS TOP PLATE SPLICE AT B Q 1110(z. ®06 B SHEATING W/ LONG D1 ® • • ° � , �, 0 O 3/4 T4G FLOOR 08d ■ 4'0.C. 7J I PA RALLEL OR TJ O O BLOCKING ®8d 9 4' O.C. STAGGER SIDES. NAIL THROUGH TOP OF FLANGE. Do NOT TOE -NAIL B JOCf2xNG ®(3) 1661 NAILS ® 2X4 FLAT 16' O.C. O (3) 8d NAILS EACH END S FLOOR JOISTS OR SOLID O BLOCKING , O A35 a 16 O.G. OPTION _ 9 . F I d a !'!: -=_ TYPICAL OCT 0 1 2',. 12 R M I s,.. 12 j GYPSUM WALL BOARD O INSTALLED W/5d COOLER NAILS g 8' O.G. OR TYPE S/W SCREWS 0 16' O.C. ©16d NAIL 6 12' 0.C. (UNO.) O Sd NAIL g 12 O.G. ON ALL DIMENSION PARALLEL TO STUDS Sd NAILS g 6'O.G. AT EDGES AND 8d NAILS 6 12' • O.C. N FIELD UN.O.ON � SNEAK WALL SCHEDULE ('� Q ' _ v :: - ".,. - ... • .. li FA :.,•.t. , :• 3 -.... ,. •:,. • • ° \/ g STRUCTURAL RIM 4!) .AIBFM I '� ' ATTACHMENT TO TOP PLATE _ PER SHEAR WALL I3 0 it © © 1 \ O SCHEDULE I' \h� ()MUD SILL TO STUD WALL (2) 1661 THRU NAIL TYP (3) I6d THRU NAIL FOR SW3 Q © 0 Mil FRAMING MEMEBERS NOT AT PANEL EDGES (UN.0) ® ORIENTATION OF CORNER STUD MAY VARY O 8d NAIL 9 6 O.C. ALL ' FRAMING MEMBERS AT ESE 12' O.G. PANEL EDGES ON ALLFRAMING MEMBERS NOT AT PANEL EDGES (gib I� SW4 SHEAR WALLS \ TJI TYPICAL j j 2X6 PT MUD SILL WITN ANCHOR BOLTS PER SHEAR WALL TABLE (MIN OF 2 PER PLATE W /IN ' 12' OF ANY CORNER) MIN 5' I/ FROM EDGE + LSNA�DN IC III I'' © '� f : INSIDE OUTSIDE CORNER TABLE R 1023.5 . . . >� °: r� - REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukvvs"I�I BUILDING DIVISION �— , a � • � \' 12 CRAWL SPACE % O ' 13 SLAB ON GRADE OPTION ' \ I� DROPPED FLOOR JOISTS�z / P.T. 2x12 NF LEDGER W/ 5/8'x6' AB EPDXY WITN SIMPSON SET. LUS210 JOIST II�� 0 ''', © 8d NAIL 9 6' O.G. (ALL PANEL EDGESXUN.o) ° • , ° ° I 12 „ � ill i \‘10111 � j � ►_ -: -. /. 1 ��! �d,,� I1 I►tn p 1�. I' n Ao- II� A35 ,I '.\i 13 DIMENSIONAL Q OUTSIDE COMER DETAIL 1 G / 8 HGR (UN.0) DIMENSIONAL W/ SIMPSON FIGR602.109 INSIDE /OUTSIDE CORNER �� 1.9 SPEAR UJALL NAILING 4 BUILDING SECTION D1 INTERIOR SHEAR UJALL TO JOIST ABOVE CONNECTION D1 13 "1.14 *Igi O ► O FLOOR JOIST OR LANDING 2 2X4 LEDGER W(2) 10d 6 6' O O.G. �`ir►�, 3 (3) 2X12 STRINGERS 9 Q 0 \ 2x 6 16' O.C. O 3/4 T4G SUBFLOOR SEC GRADE � O WALL FRAMING 2 MST60 OR (2) CS14 BETWEEN PONY WALL WALL ABOVE WHEN FOUNDATION 3 © FLOOR JOISTS / i ® r�ON �. 1114 ° © MINI j II II HOLD DOWN SPECIFIED O WHERE FOOTING SECTION A IS MORE THAN 8 ®FLOOR GIRDER O VAPOR BARRIER t� ®2x PTHF MUDSILL W/ O ANCHOR BOLTS PER PLAN (SEE SHEARCOMMON WALL SCHEDULE) O FOOTING CORNER 5 -1/2' MINIMUM MATERIAL 6 ®DIAGONAL BETWEEN RISE ■ J O ? O I O • jj / I / 3 \I / AND RUN U FIGHT OF STAIRS (;)UPPER L O �_� 1� � �\� \ \`�� 1t �� \� \n © STEMWALL CORNER O O 2' MINIMIUM LAP SPPICE VERTICAL i?EBAR NOT Q Fes. '�I E7 I - %� /i, PROVIDE 4' GSI6 EACH _ SIDE OF SPLICE W/8 1661 NAILS I / SUPPORTED ON 3/4 T4G _ S 12 O O O z - 12 "MIN AM Sd NAILED 6 O.G PANEL EDGES 12' O.G. F�Cx. 13 �� O I * * O O 4 BAR 3' FROM TOP 4 ® TOP PLATE SPLICE LINE ® (2) 2X PLATE I � ►�j] FIELD 6 2X4 THRUST BLOCK W /1061 O 6' O.C. NAIL TO LANDING ® \ 0 a ° : �� a • ° .. a a 4 ° v A A n ' /h/ :tL@ B r\lpli O B O — \� \ * 12 0.C. \�� S 4' CONCRETE SLAB \ \ ® O g O • ' , /1 JOIST 03/4' T4G SU13FL00 SHOI�i FOR CLARITY , vi // 'X / X / /, q� '� /% 1„\\ .\ \ \ /� \ /�\ *4 VERTICALS 24' O.C. % / /i / / \' O EXTEND TO 3' OF THE FOOTING BASE. EXTEND 14' MIN. INTO 5TEMWALL TYP (UN.0) y (o HOLD DOWN PER PLAN O O SHEAR NAILING t0 MATCH WALL �� I ®2X8 LANDING JOISTS '4 10d 6 6' O.C. RIM TO 9 'TOMIN. A34 FRAMING ANCHORS I ' * STRINGER TO JOIST OR 2 (2) *4 6 BOTTOM FTC. 3' MINIMUM COVER A $ G A B G I1 ROOF DRAIN ' O . \ �� -�- 9 \ gO 8 4 • a . ° ®6' MAX 14' MIN PONY WALL ' -PONY WALL >6 REQ. ENGINEERING FOR 112 ADDITIONAL STORY I• MAN O HDU HOLD DOWN OPT IN LIEU OF STRAPS 4 LSCZ CONNECTOR 1 STORY 12' 6' 6' �� 12 ENGINEERED CONC. WALL O \` �! o a a STRINGERS SPANNING OVER \ 2 ST0 6 STEPS MUST BE SUPPORTED NOTCH STRINGER TO REST I I Y 23' 8' 5' '�t�i31 32' 8 o REQ. IF UNBALANCED !'� I IRC R6ms n3 W /4X6 BEAM ON 4X4 POSTS. � ON LEDGER POST TO 18' CONCRETE FOOTING � 12 2X TREADS W /(3) I0d OR S7UDWALL EACH STRINGER 13 MIN. FOUNDATION DIMENSION TABLE 8403.1 d 1805.42 BACKFILL AGAINST MIN. FOUN)�ATION DIM N$I STEMWALL >48' HIGH SUPPORTING BRICK Ivt R 13 12' COVER \� 7 r'P'0^ TM $ o /! STAIR LANDING CONNECTION D1 CONCRETE CORNERS D1 FOUNDATION FOOTING AND STEMUJALL q;s1_ STEP FOOTING 4 PONY LUALL FRAI'IIN G D1 COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 2 a _ c of 1:3 o c �o Ts T.) LLI ,o-,EyN UO V o 0o a d N — o c 0 ` U 3 2 fa a W mmo 0: Z• G N w y c .Y F C o O y 0 a 5 o C, •y. c c c o. z5; cl ;o z • E c� y- 0 v ml7 C . C , fE a.aoa, .2.225 8 < C . C Q l0 N ,L.. O fcn 0 ix 0 ■ IX W m m Z c.) W a W G O C7 z m m O N W < C ate, M N O W Q O o IX 'fr 0 W (o 0 Z W w Z C3 W — m G w OC a W a COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 26 26 22 .• S 41 MlN � 4 �� p` ©O rF SLICE . . • • a © . • • O© O (8) 16d NAILS STAGGERED AT EACH SIDE OF TOP PLATE SPLICE. ZO (3) 16d NAILS STAGGERED At EACH SIDE OF BOTTOM PLATE SPLICE. 3 l2) 16d NAILS 16' oc INTO O STUDS ® SIMPSON ST6236 MAY BE USED IN LIEU OF NAILING AS INDICATED.INOt SHOWN FOR CLARITY) NOTE: PLATE SPLICE APPLIES WHEN NO OTHER SPLICE 15 INDICATED. 22 1 O O O TAG FLOORING O FLOOR JOIST PER PLAN 3 4X6 HEADER UN.O O ® 32' CRAWL ACCESS PER PLAN UN.O O 2x4 PONY WALL 4 P.T. SILL 14 SITE PLAN, STRUCTURE LOCATION, GEOTECI- INICAL REPORT AND SITE WORK ARE NE RESPONSIBILITY OF THE BUILDER AND CIVFL /GEOTECHNICAL ENGINEER UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION OF THE GEOTEG4- 4NIGAL REPORT. 2 O FACE O TOP O H/3 EXCEED ® TOE O H/2 EXCEED I ®FACE OF OF BUT OF BUT of FOOTING SLOPE NEED NOT 40' MAX SLOPE NEED NOT 15' MAX STRUCTURE �— y 2 c W ot�a ° c 03 t•S .J Irilili td C Q 0 to W en e U) p' =-a2 g > a~ 2 11— &...._2.2 m1 m ca • m s c cy yak 3 a •g .2 z ..05.E110-- L„o C » c�' T;� 2 E C 0 raw N t co E <Fsm Q i 61 r e i N O m ______ SIMPSON MASA STRAPS O O g 4'oc OR 1/2' ANCHOR BOLTS AT 4'oc(1 /4'x2 -1/8 � � ® X -CF 12 POWDER ACTUATED NAILS g 3'oc O 12'x6' CONCRETE FOOTING W/ (IN REBAR FOR SINGLE 165(8' CONCRETE FOOTING W / (2. 4 REBAR FOR TWO 3 ® 11111 �J / ® M W m m z v O a W o O is z -I m Li CI) • STORY LOAD ® INTERIOR PONY WALLS OVER 6' TALL, SHEATH W/ 1/16' SHEATHING 4 8d NAILS * 6:12 O (2) 8d TOE NAIL EACH JOISTr- ® ALIGN STUDS WITH JOISTS BLOCK At BEARING WALLS 18 W Q CI O W M cl _��- " - 'i -�� -7 -1--� a ° a O ° ® °a. O ® P�r- �_. � _ �'`. ° =• i" 11= - " ��_��I.- " °- "- °-'�-„_ -,1- �� "�� "�� °�� -�� IRC FIG. R403.1.1.1 14 D2 PLATE SPLICE D2 STRIP FOOTING / PONY WALL D2 FOUNDATION CLEARANCE FROM SLOPES D2 27 27 23 ® 0 DRIVEWAY APPROACH PER ARCHITECTURAL SH EETS 19 ' ' . . . 0 I • I I --- I •• �� .J ,� `� � Ar .� � -- "' �� ' / � �� O � .' ` � �® \_ O , ' : �� : � ® • I`. 0 — _ _ © Q R _ __ 222X6 BLOCKING PLATO.C. TO O SHEAR WALL O 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 SIMPSON 1/4'X4 ' SDS � SCREWS ®3 L GRIN rj TRUSS/RAFTER PER O PLAN ®Hl EACH TRUSS 0 1/16' 05B W /8d 6'O.C. 6 O PANEL EDGES 12'O.C. GWB W/ ®HANGER PER TRUSS 02x4 LEDGER W /(3)10d 1610.C. ®BEAM/RIM JOIST PER W/ PLAN TOP /TiN Ii 2x BLOCKING 19 O SHEAR NAILING PER PLAN 15 0 O O SILL NAILING TO RIM 16d 6 4' O.C. O GARAGE SLAB PER PLAN 4 T t O OP BOTTO CONTINUOUS REAR E W 1' © • 1L,: _ --- �_ A VI RE R 00 ,t,,.. • j �// / / \ /!� '\ // / �� \/ �y /% \� //% FI BELOIU A s L EDGE • :. / XNY /\/ // /' 2.6. -- - - -�� (o FLOOR JOIST O SOLID BLOCKING NAILING \/ /\ e ' /\ \�j \ / \ /\ .• � /\\ // \ / / O *4 / \ //\,•,\.\/81/ 6r REBAR 6 IS' oc yQ "\/�\ i /i`/ SHEAR WALL PER PLAN O� • •i • .• • ' 's CONTINUOUS RESIDENCE • FOOTING 0 FRONT — VIEW -� :::' WALL OR BEAM PER PLAN _ ® O OSB SHEATHING TO FLOOR � \�/ j \ j \2'�j \ / \ /\\/ — JOISTS ® (2) T522 STRAPS AT CS STRAP LOCATION 23 15 D2 CONTINUOUS STRIP FOOTING AT GARAGE ENTRY D2 JACK TRUSS SMEAR TRANSFER D2 CANTILEVERED SMEAR WALL D2 28 - 28 24 PRIOR TO USING SLAB REINFORCEMENT JOINTS SHOWN THE OWNER SEVERAL FACTORS AFFECT ETC. WHEN DIRECTED BY PROVIDE OPTIONS FOR CRACK AND MUST DETERMINE SLAB CRACKING THE OWNER THE CONTROL O /OR THE EXAMPLE NE LEVEL OF ACCEPTABLE INCLUDING SITE BUILDER (WITH THE TO MEET THE CROCK O CONSTRUCTION AND CONTROL SLAB CRACKING. PREPARATION, HEAT, MOISTURE, USE ASSISTANCE OF THE ENGINEER WILL) CONTROL BUDGET. O I/8' X 1 -1/2' PREM LDED CONTINUOUS MASTIC JOINT STRIP. (JOINT MAY BE SAW- CUT AT CONTRACTORS OPTION. O SEE PLAN FOR SLAB THICKNESS 20 r,. O 1/2' MIN FROM COMER 16 O HOU& W/ (20) O O • • • • j 1/4'X2-1/2' SDS SCREWS (EITHER SIDE • "' �� _ `� ® �� I ` ! il - - O ► O ONE 2'M CONE MINIMUM REBAR LENGTH) O 30' MIN REBAR LENGTH ®NOTE: HOEDOWNS At CORNER ARE SPACED I -I/2 FROM EDGE. SPACE 1/2' WHEN 2x IS FLAT. O • • I', • j of POST) O SIMPSON SSTB28 CHOR BOLT O ANCHOR BOLL SPACING PER PLAN .--_ _-__ _— — — _ ---, , .-- -.- .--. �--- _ -- .--. — -_,..e. .. ' ':.: • • , ---. ° ° Tt: © ° ° O ��, ° .° a ° - mss► . — © • "� ° ° ° '� a O STEM WALL 4 FOOTING SHEARWALL OO NAILING PER PLAN PER PLAN ®�'4 REBAR SPACING PER FOUNDATION ' ® -1 I 1 =I I ( =I 7111---7111-111 I 1 =1 11= — -� 1 � —� � 1— T IN O3 CUT ALTERNATE WIRES JO t < RSouR ®PLTIC POR BAIER OVER 4'OMPACTED GRANULAR FILL /� / /rte /J, . © `I `r� ,.�:' `_ .� : ;'_ �/)1 'r O• > u J% r Y © BUILDER TO DETERMINE IF StHD OR STHD/RJ IS ® .� APPROPRIATE. OVER NATIVE SOIL UNLESS NOTED OTHERWISE 6 ° $rah wail asralariori . O ° °O . . .. srFOOrn� nasralariara DESIGN g CHICKEN FOOTING AT ALL ()THICKEN ANCHOR LOCATIONS • _: . _i_. O BURKE 'KEYKOLD' JOINT - O —® 1 I— III —III ;III,— STOP REINFORCING I' (� 0 0 STAID ST�4DRJ I- III -I 11- CLEAR OF JOINT EACH SIDE —, ; , —• CONSTRUCTION JOINT 16 20 24 D2 SLAS JOINTS AND CRACK CONTROL D2 SIMPSON STAID D2 1-IDus TO FOUNDATION CONNECTION D2 29 29 25 25 21 .�� -,� 05 ■ \ O SHEATH UNDER � \ OVERFRAMfNG O 2x4 RAFTERS SUPPORTED I�� AT 6' oc W/ 2x4s �� ,N,1 © ON TRUSS CORD IV411/4 17 .% /NOV / / O LADEN FOOTING AND ADD REBAR EAC�I UJA1' PER PLAN AT POINT LOAD © POST OR STUDS DER PLAN O 'lam . \ f .i�°�i�∎ __.•4� 2x6 VALLEY BOARDS NOtilinitlitg NAI LED t0 EACH TRUSS • �lr W/ (3) 16d NAILS. � ,�� ® ® 2x6 RIDGE BOARD / O ROOF SHEATHING PER PLAN / \ ® CUT HOLE TO ADD -- —' INSULATION AS REQUIRED ►=- 000 .��1 ► . : - R�VI�IN�a FQR DE IEVIED ONCE APPROVED 0 2 2012 ty of Tukwila _DING DIVISION .�. I. • e•_:, � •I► i r iii CITY OF "r, ; ' OOT 0 1 2012 0 r 17 (21 D2 02 TYPICAL OVERFRAMING 1)2 WIDENED FOOTING D2 COPYRIGI-4T ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT •LESS AN ORIGINAL RED SEAL y 2 c W ot�a ° c 03 t•S .J Irilili td C Q 0 to W en e U) p' =-a2 g > a~ 2 11— &...._2.2 m1 m ca • m s c cy yak 3 a •g .2 z ..05.E110-- L„o C » c�' T;� 2 E C 0 raw N t co E <Fsm Q i 61 r e i N O m III O m O N M W m m z v O a W o O is z -I m CI) W < tW W MO W Q CI O W M isin Z M LLI Z W m 0 W a IX M COPYRIGI-4T ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT •LESS 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 RESPONSIBILITY 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 DISCREPANCIES 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 CONTRACTOR'S 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 HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: 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 SPECIFICATIONS 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 DENSITY 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 SIEVE) 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, TEMPERATURE, 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 MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) CEMENTITOUS AGGREGATE NOTES RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 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). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. 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 2-1/2 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. 0.148 3 6 4 3 BOX" 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 POSTS 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" O.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 LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb =1700 PSI F13-2250 PSI E =1300 KSI E =1500 KSI Fv-400 PSI Fv =275 PSI 1 -3/4" PARALLAM 1 -3/4" VERSALAM 1 -3/4" LP LVL 1 -3/4" RIGID -LAM 1.3/4" G -P -LAM 1 -0/4" SCL Fb =2900 PSI Fb =2800 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv =285 PSI Fv =285 PSI 3 -1/2" PARALLAM 3 -1/2" VERSALAM 3-1/2" LP LVL 3 -1/2" RIGID -LAM 2 -PLY G -P -LAM* 31/2" SCL Fb =2900 PSI Fb =3100 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv-285 PSI Fv =285 P51 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb =2900 PSI Fb =3100 PSI Fb -2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv-285 PSI Fv =290 PS1 Fv =285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 7" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv -285 PSI Fv =290 PSI Fv =285 PSI Fv-285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LVL'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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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 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 HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: 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 SPECIFICATIONS 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 DENSITY 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 SIEVE) 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, TEMPERATURE, 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 MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) CEMENTITOUS AGGREGATE NOTES RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 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). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. 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 2-1/2 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. 0.148 3 6 4 3 BOX" 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 POSTS 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" O.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 LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb =1700 PSI F13-2250 PSI E =1300 KSI E =1500 KSI Fv-400 PSI Fv =275 PSI 1 -3/4" PARALLAM 1 -3/4" VERSALAM 1 -3/4" LP LVL 1 -3/4" RIGID -LAM 1.3/4" G -P -LAM 1 -0/4" SCL Fb =2900 PSI Fb =2800 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv =285 PSI Fv =285 PSI 3 -1/2" PARALLAM 3 -1/2" VERSALAM 3-1/2" LP LVL 3 -1/2" RIGID -LAM 2 -PLY G -P -LAM* 31/2" SCL Fb =2900 PSI Fb =3100 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv-285 PSI Fv =285 P51 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb =2900 PSI Fb =3100 PSI Fb -2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv-285 PSI Fv =290 PS1 Fv =285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 7" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv -285 PSI Fv =290 PSI Fv =285 PSI Fv-285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LVL'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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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 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). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. 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 2-1/2 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. 0.148 3 6 4 3 BOX" 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 POSTS 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" O.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 LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb =1700 PSI F13-2250 PSI E =1300 KSI E =1500 KSI Fv-400 PSI Fv =275 PSI 1 -3/4" PARALLAM 1 -3/4" VERSALAM 1 -3/4" LP LVL 1 -3/4" RIGID -LAM 1.3/4" G -P -LAM 1 -0/4" SCL Fb =2900 PSI Fb =2800 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv =285 PSI Fv =285 PSI 3 -1/2" PARALLAM 3 -1/2" VERSALAM 3-1/2" LP LVL 3 -1/2" RIGID -LAM 2 -PLY G -P -LAM* 31/2" SCL Fb =2900 PSI Fb =3100 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv-285 PSI Fv =285 P51 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb =2900 PSI Fb =3100 PSI Fb -2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv-285 PSI Fv =290 PS1 Fv =285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 7" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv -285 PSI Fv =290 PSI Fv =285 PSI Fv-285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LVL'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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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 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 2-1/2 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. 0.148 3 6 4 3 BOX" 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 POSTS 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" O.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 LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb =1700 PSI F13-2250 PSI E =1300 KSI E =1500 KSI Fv-400 PSI Fv =275 PSI 1 -3/4" PARALLAM 1 -3/4" VERSALAM 1 -3/4" LP LVL 1 -3/4" RIGID -LAM 1.3/4" G -P -LAM 1 -0/4" SCL Fb =2900 PSI Fb =2800 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv =285 PSI Fv =285 PSI 3 -1/2" PARALLAM 3 -1/2" VERSALAM 3-1/2" LP LVL 3 -1/2" RIGID -LAM 2 -PLY G -P -LAM* 31/2" SCL Fb =2900 PSI Fb =3100 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv-285 PSI Fv =285 P51 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb =2900 PSI Fb =3100 PSI Fb -2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv-285 PSI Fv =290 PS1 Fv =285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 7" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv -285 PSI Fv =290 PSI Fv =285 PSI Fv-285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LVL'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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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" O.C. 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 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 POSTS 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" O.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 LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb =1700 PSI F13-2250 PSI E =1300 KSI E =1500 KSI Fv-400 PSI Fv =275 PSI 1 -3/4" PARALLAM 1 -3/4" VERSALAM 1 -3/4" LP LVL 1 -3/4" RIGID -LAM 1.3/4" G -P -LAM 1 -0/4" SCL Fb =2900 PSI Fb =2800 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv =285 PSI Fv =285 PSI 3 -1/2" PARALLAM 3 -1/2" VERSALAM 3-1/2" LP LVL 3 -1/2" RIGID -LAM 2 -PLY G -P -LAM* 31/2" SCL Fb =2900 PSI Fb =3100 PSI Fb =2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv =285 PSI Fv =290 PSI Fv-285 PSI Fv =285 P51 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb =2900 PSI Fb =3100 PSI Fb -2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E -2000 KSI E =2000 KSI Fv =290 PSI Fv-285 PSI Fv =290 PS1 Fv =285 PSI Fv-285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 7" SCL Fb-2900 PSI Fb-3100 PSI Fb-2950 PSI Fb =2900 PSI Fb =3100 PSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI E =2000 KSI Fv =290 PSI Fv -285 PSI Fv =290 PSI Fv =285 PSI Fv-285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LVL'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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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 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 d' 0 a w cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2X3) FOUNDATION SILL PLATES, TOP PLATES & SBX GALV (G60) LEDGERS ON 2X, 4X, 6X OR GLULAM CONCRETE OR (FIR) ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (CEDAR) NONE GALV (G90) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) 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 323x.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 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 323x.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" O.C. 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" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT -UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" O.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) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP /SHAKE JOISTS (10# D.L.) (40# L.L.) (20# L.L.) (L/360 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. SPACING O.C. MAXIMUM MAXIMUM MEMBER SPAN SPAN MEMBER 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" 10' -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'-6" 16' -2" 24" 13'-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) 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. AID - -3i s REVIEWS CODE COM APPR NOV 0 2 City of T BUILDING t CEIvED CITY F T OCT 012;12 RERIV F Boa rineering CD a �m .•- W . C r y S t g nom 5 C `no V 1+ `o V m us N V Q y a„W ^- I) tl•0 2. C N a FL V .O c C) .- • To - ,„ N N C 3 c 3 O T., 7/) C c G r O. 0 3 V'iN2 Z �a).Q,yoHlncm , tm 1 C 1. vcvSy>.ca�i EEC Ty hG d C t °-' W E < o Q m 5.2 P o S o ;u D FOR PLIANCE 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) 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. AID - -3i s REVIEWS CODE COM APPR NOV 0 2 City of T BUILDING t CEIvED CITY F T OCT 012;12 RERIV F Boa rineering CD a �m .•- W . C r y S t g nom 5 C `no V 1+ `o V m us N V Q y a„W ^- I) tl•0 2. C N a FL V .O c C) .- • To - ,„ N N C 3 c 3 O T., 7/) C c G r O. 0 3 V'iN2 Z �a).Q,yoHlncm , tm 1 C 1. vcvSy>.ca�i EEC Ty hG d C t °-' W E < o Q m 5.2 P o S o ;u D FOR PLIANCE AID - -3i s REVIEWS CODE COM APPR NOV 0 2 City of T BUILDING t CEIvED CITY F T OCT 012;12 RERIV F OVER 2012 ikwila DIVISION W N z z Et W W Z C5 z W 1I �� COPYRIGI-1T ©2012 HODGE ENGINEERING, INC_ DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Boa rineering CD a �m .•- W . C r y S t g nom 5 C `no V 1+ `o V m us N V Q y a„W ^- I) tl•0 2. C N a FL V .O c C) .- • To - ,„ N N C 3 c 3 O T., 7/) C c G r O. 0 3 V'iN2 Z �a).Q,yoHlncm , tm 1 C 1. vcvSy>.ca�i EEC Ty hG d C t °-' W E < o Q m 5.2 P o S o ;u D FOR PLIANCE 1I �� COPYRIGI-1T ©2012 HODGE ENGINEERING, INC_ DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL