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Permit D10-053 - DOAK HOMES - LOT C
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D10 -053 Doak Homes Lot C 1219 50th Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 120 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. DOAK HOMES LOT C 1219 50 AV S D10 -053 City* 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: / /wwwci.tukwila.wa.us COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0179001730 Address: 12219 50 AV S TUKW Permit Number: D10-053 Issue Date: 04/05/2010 Permit Expires On: 10/02/2010 Tenant: Name: DOAK HOMES, LOT C Address: 12219 50 AV S , TUKWILA WA Owner: Name: DOAK HOMES INC Address: 11812 26TH AVE SW , BURIEN WA 98146 Phone: Contact Person: Name: DARRYL DOAK JR Address: 11812 26 AV SW , BURIEN WA 98146 Phone: 206 403 -3611 Contractor: Name: DOAK HOMES INC. Address: 11812 26 AV SW , SEATTLE, WA 98146 Phone: 206 246 -6587 Contractor License No: DOAKHI *092NZ Expiration Date: 08/13/2011 DESCRIPTION OF WORK: CONSTRUCTION OF 2385 SF SFR WITH 466 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. Value of Construction: Type of Fire Protection: Type of Construction: $278,992.30 Fees Collected: $41,058.04 International Residential Code Edition: 2006 Occupancy per IBC: 22 EQUIPMENT AND FIXTURES: Mechanical: Furnace <100K BTU... 1 Applicant Vent 1 Ventilation fan connected to single duct.... 1 Thermostat 1 Wood/gas stove 1 Water heater (elect) 0 Generator 0 Other equipment 2 Plumbing: Bathtub (or bath/shower combo).. 2 Bidet 0 Clothes washer 1 Dishwasher 1 Floor drain 0 Shower 1 Lavatory (bathroom sink) 4 Sink 2 Water closet 3 Water heater (gas) 1 Lawn sprinkler.... 0 Gas piping outlets... 5 * *continued on next page ** doc: IBC -COMBO D10 -053 Printed: 04 -05 -2010 City oikukwila 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: / /wwwci.tukwila.wa.us Permit Number: D10-053 Issue Date: 04/05/2010 Permit Expires On: 10/02/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 40 c.y. Fill 40 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: L&)dJ?J_J !'-'1j d1 \ Date: R -5-1, D I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constructi• . or - _ - ormance of w•rk. authorized to sign and obtain this development permit. Signature: > Date: `7` - ` i C Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -COMBO D10 -053 Printed: 04 -05 -2010 Parcel No.: 0179001730 Address: Suite No: Tenant: • 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 12219 50 AV S TUKW DOAK HOMES, LOT C PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10-053 ISSUED 02/25/2010 04/05/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: 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. 11: 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. 12: 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. 13: 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. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. doc: Cond -10/06 D10 -053 Printed: 04 -05 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 17: 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. 18: ** *PLUMBING AND GAS PIPING * ** 19: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 20: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 21: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 22: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 23: 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. 24: 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. 25: 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. 26: 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. 27: 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. 28: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 29: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 30: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 31: 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. 32: ** *PUBLIC WORKS DEPARTMENT CONDPITONS * ** doc: Cond -10/06 D10 -053 Printed: 04 -05 -2010 • • 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 33: 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. 34: 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. 35: 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. 36: Owner /Applicant must meet all requirements of the Allentown Flood Control Zone. Completion of Flood Control Zone elevation certificate required prior to final signoff by Public Works. 37: Finished floor elevation shall be verified with the Public Works Project Inspector, prior to start of construction on foundation for house; to comply with Allentown Flood Control Zone. FF elevation shall conform to the Elevation Certificate, by , dated . 38: 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. 39: Any material spilled onto any street shall be cleaned up immediately. 40: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 41: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 42: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 43: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 44: 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. 45: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 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. 46: 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. 47: 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. 48: 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'. 49: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 50: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified doc: Cond -10/06 D10 -053 Printed: 04 -05 -2010 • 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 flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 51: A copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally insured). 52: A $2,000 bond made out to the City of Tukwila for possible property damages caused by activities. 53: The Land Altering Permit Fee is based upon an estimated cubic yards of . 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. 54: ** *FIRE DEPARTMENT CONDITIONS * ** 55: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 56: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 57: Maximum grade for all projects is 15 %. 58: 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) 59: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 60: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 61: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Cond -10/06 D10 -053 Printed: 04 -05 -2010 • • 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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: Print Name: Date: -7 '-5 —!0 ordinances governing or local laws regulating doc: Cond -10/06 D10 -053 Printed: 04 -05 -2010 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 Mtp://www.ci.tukwila.wa.us PROJECT NO. COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY APPLICATIONS AND PLANS MUST BE COMPLETE IN ORDER TO BE ACCEPTED FOR PLAN REVIEW. APPLICATIONS WILL NOT BE ACCEPTED THROUGH THE MAIL OR BY FAX. * *PLEASE PRINT ** PROPERTY INFORMATION — SITE ADDRESS: 12219 50th Ave S. Tukwila, WA 98178 PROPERTY OWNERS NAME: Doak Homes INC MAILING ADDRESS: 11812 26th Ave SW KING CO ASSESSOR'S TAX NO.: 0179001730 Burien CITY WA 98146 STATE ZIP CONTACT <PERSON — WHO ONT HEN THE PEI )Y TO BE ISSUED - NAME: Darryl Doak JR MAILING ADDRESS: 11812 26th Ave SW E -MAIL ADDRESS: doakhomes @gmail.com DAY TELEPHONE: (206) 403-3611 Burien WA 98146 CITY STATE ZIP FAX NUMBER: GENERAL CONTRACTOR INIrORIMATION — COMPANY NAME: Doak Homes INC. MAILING ADDRESS: 11812 26th Ave SW CONTACT PERSON: Darryl Doak JR E -MAIL ADDRESS: doakhomes@gmail.com CONTRACTOR REGISTRATION NUMBER: DOAKHI *092NZ Burien WA 98146 CITY STATE DAY TELEPHONE: (206) 403 -3611 FAX NUMBER: (206) 246-5991 EXPIRATION DATE: 08/13/2009 ZIP PROJECT INFORMATION — VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ 248,323 SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): Build New Single Family Home. Provide all Utility hookups and road access. DETAILED ",BUILDING INFORAMTION -; PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE BASEMENT 0 1" FLOOR 1,009 2NO FLOOR 1,376 GARAGE m CARPORT ❑ 466 DECK — COVERED ❑ UNCOVERED ❑ TOTAL SQUARE FOOTAGE 2,851 SPRINKLERED BUILDING? ❑ YES 0 NO FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES H:\Applications\Forms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh m NO Page 1 of 3 PUBLIC WORKS PERMIT'- INFORMATION — SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): Provide utilities hookups to new construction. CALL BEFORE YOU DIG: 1-800-424-5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT 0 ...TUKWILA ❑ ...WATER DISTRICT #125 ❑ ... WATER AVAILABILITY PROVIDED SEWER DISTRICT ... TUKWILA ❑ ...VALLEY VIEW ❑ ... SEWER USE CERTIFICATE ❑ ...HIGHLINE ❑ ... RENTON ❑ ... RENTON ❑... SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED 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 ") m ... TECHNICAL INFORMATION REPORT (STORM DRAINAGE) ❑ ... GEOTECHNICAL REPORT •— ❑ ... BOND ❑ ...INSURANCE ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) 4$ 1^00 PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS Ely. RIGHT -OF -WAY USE - NO DISTURBANCE ,,/ , .. CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY p �/ NON RIGHT -OF -WAY ❑ ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... HOLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ▪ TOTAL CUT 40 CUBIC YARDS ❑ ...WORK IN FLOOD ZONE ...TOTAL FILL b CUBIC YARDS m ...STORM DRAINAGE ii... SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ... CAP OR REMOVE UTILITIES 'fl .7 .CURB CUT ❑ .. FRONTAGE IMPROVEMENTSAVEMENT CUT .�. TRAFFIC CONTROL ❑ ... LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION DOMESTIC WATER ... • PERMANENT WATER METER SIZE... 3/4 " wo# 11040105 ❑ ... TEMPORARY WATER METER SIZE .. " WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ... SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ... GREASE INTERCEPTOR ❑ ... CHANNELIZATION '..TRENCH EXCAVATION E.. UTILITY UNDERGROUNDING ❑ ...DEDUCT WATER METER SIZE FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE ❑ ...WATER ❑ ... SEWER MONTHLY SERVICE BILLING TO: NAME: MAILING ADDRESS: NUMBER OF PUBLIC FIRE HYDRANT(S) ❑... SEWAGE TREATMENT DAY TELEPHONE: WATER METER REFUND /BILLING: NAME: MAILING ADDRESS: CITY STATE ZIP DAY TELEPHONE: CITY STATE ZIP H:\Applications\Forms - Applications On Line\2009 Applications \4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 2 of 3 EQUIPMENT AN FIXTURE INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: VALUE OF MECHANICAL WORK $ 5,700 1 1 FURNACE <100K BTU THERMOSTAT EMERGENCY GENERATOR 1 1 2 PLUMBING: VALUE OF PL UMBING /GAS PIPING WORK $ 7,700 APPLIANCE VENT WOOD /GAS STOVE FUEL TYPE: ❑ ELECTRIC Ia GAS 1 VENTILATION FAN CONNECTED TO SINGLE DUCT WATER HEATER (ELECTRIC) OTHER MECHANICAL EQUIPMENT 2 BATHTUB (OR BATH /SHOWER COMBO) BIDET 1 CLOTHES WASHER 1 DISHWASHER FLOOR DRAIN 1 SHOWER 4 LAVATORY (BATHROOM SINK) 2 SINK 3 WATER CLOSET 1 WATER HEATER (GAS) LAWN SPRINKLER SYSTEM 5 GAS PIPING OUTLETS PERMIT APPLICATION NOTES - APPLJI AI LE TOTAL PERMITS IN THIS APPL CATION - 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. PRINT NAME: Darryl Doak JR MAILING ADDRESS: 11812 26th Ave SW DATE: 2 /24/(/o DAY TELEPHONE: 2064033611 Burien WA 98146 CITY STATE ZIP DATE APPLICATION ACCEPTED: IQ DATE APPLICATION EXPIRES: 0171 (, ko STAFF INITIALS: H:\Applications\Forms- Applications On Line \2009 Applications \4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Lc7-E- C ± ieh-c-- PERMIT # 'b ' O yeoss �� JZ2j9 - So4 r E_ s• ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization 1 C7 Erosion prevention "-Qv Water /Sewer /Surface Water Road/Parking /Access A. Total Improvements ('=,,r)2 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. ZC 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) $250 (1) 5. Enter total excavation volume 140 cubic yards 4710 Enter total fill volume cubic yards ZCX 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 (4) $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APP ICATION (1 +4 +5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 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) $ 20 0 —9743+3- (6) (-r0 1)ergAvAiri > i The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 7. Pavement Mitigation Fee (7) Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 23 5% (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 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* (e 6 p D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown /Foster Point 2 Water (Ordinance 2177) E. Allentown /Foster Point 2 Sewer (Ordinance 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees CM 601176- ALL.i Total A through G (iicc ) `riketc6 4oWC v CY PD. (Co9 - ooa) 2 DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 3; 94R - 9 $ toe .e-ee— (9) $ $ gc)a• $ /GI too'= $ $ /0139% "11)1.$ '6oe.5%- ' $ 32.115-9-08 (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2009 — 12.31.2009 Total Fee ✓ 0.75 './ $600 V/ $6,005 ./ $6,605 1 $1100 $15,012.50 $16,112.50 1.5 $2400 $30,025 $32,425 2 $2800 $48,040 $50,840 3 $4400 $96,080 $100,480 4 $7800 $150,125 $157,925 6 $12500 $300,250 $312,750 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 0179001730 Address: 12219 50 AV S TUKW Suite No: Applicant: DOAK HOMES, LOT C RECEIPT Permit Number: D10-053 Status: APPROVED Applied Date: 02/25/2010 Issue Date: Receipt No.: R10 -00577 Payment Amount: $38,691.42 Initials: WER Payment Date: 04/05/2010 03:43 PM User ID: 1655 Balance: $0.00 Payee: DOAK HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5002 38,691.42 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES CASCADE WATER ALLIANCE FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLAN CHECK - WATER METER PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SEWER - ALLENTOWN /RYAN STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000.322.100 640.237.500 90830402.5000.5304.XXXXX 000.322.100 90930101.5000.5301.XXXXX 000.345.830 000.322.100 000.342.400 000.342.400 402.379.004 640.237.114 104.367.120 401.379.004 401.379.002 401.342.400 401.245.100 401.343.405 2,948.65 6,005.00 922.00 189.00 1,426.00 10.00 252.00 23.50 200.00 16,200.00 4.50 1,013.88 8,906.89 60.00 15.00 490.00 25.00 Total: $38,691.42 doc: Receiot -06 Printed: 04 -05 -2010 Ci/ 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 SET RECEIPT RECEIPT NO: R10 -00325 Initials: JEM Payment Date: 02/25/2010 User ID: 1165 Total Payment: 4,733.24 Payee: DOAK HOMES, INC. SET ID: 0225 SET NAME: DOAK HOMES SET TRANSACTIONS: Set Member Amount D10 -053 D10 -054 TOTAL: 2,366.62 2,366.62 2,366.62 TRANSACTION LIST: Type Method Description Amount Payment Check 6109 4,733.24 TOTAL: 4,733.24 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 3,833.24 000.322.100 500.00 000.345.830 400.00 TOTAL: 4,733.24 PAYMENT RECEIVED + Y. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION '.,.. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: OA%4. 1-- 1Cw■6rc Type of Inspection: t"` t t-.3 AL_ Address: 12-2-19 54 AU --. Date Called: Special Instructions: Date Wanted: —t -5 -- It a.m Requester: Phone No: 06- un 's_-v„ / 1 MApproved per applicable codes. a Corrections required prior to approval. COMMENTS: P2 4.. re:ck e a vr1 P Lere f OeRZIPA,40,A P:bRd..4 s, or: Date: PECTION FEE REQUIRED. Prior to text inspection. fee must be t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • r _ ;.L,wrlf .: ti, ., •.�}..n4yn�Yi:..� .,Rl:, 7a.:,,��aa .wA ; .. INSPECTION. RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION IL 6300 Southcenter Blvd., #100, Tukwila. WA :98188 (206) 431 -3670 Permit Inspection Request Line "(206) 431 -2451 i t - 0S3 Project„ -O a A--t. it-a AlkIS Type o ;pection: I— , Af Al f41,1 A-t e, Addr/ 7 L( 4 S 0 1:1 Date Called: Special Instructions: Date Wanted: 3 _ S _ 1 / • - Requester: Phone No: ® Approved per applicable codes. D.Corrections required prior to approval. Qb l-P COMMENTS: Pbt J 9 / — 1 Dat ) 1 INSPECTION FEE REQ IRED. ° rior to next inspection. fee must be aid at 6300 Southcentellvd.. Suite 100. Call to schedule reinspection. /7 i1. •4.4.p.. - .•,% -.•;a• • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1'1'' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 DI -os3 Project: 0 0 � Ai i._ Type of Inspection: Ai F,.rE. 1i_ Address: r Z21c `+'= 5v "Au d Date Called: -�- Special Instructions: t Date Wanted: y C' n - , l p m. m. Requester: Phone No: © Approved per applicable codes. El Corrections required prior to approval. COMMENTS: tnspe t r: EINSPECTION FE REQUIRED. paid at 6300 Southc nter Blvd.. S Date 9 �fior to next inspection. fee must be uite 100. Call to schedule reinspection. 1 INSPEC ION NO. INSPECTION RECORD Retain a copy with permit 0,v -vS, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj/JV A 1� I'` 1 .ME. Type o jnesP iA-4 Galll'ed: M.e - S. [ T U'fi'` Address: Date Special Instructions: Date Wanted: m. Requester: Phone No: Approved per applicable codes. COMMENTS: ElCorrections required prior to approval. t! 1 / 90,0,44] I, /9 f �,✓� — � %1J• S� SPECTION FEE RE UIRED. Pr' r to Date: next inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t.r • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO 0,-t.) OS • CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proje Olt ic %klwt 6j Type V InkJ A L.. 0 s A/ Address 11 S ,` V - Au Date Called: Special Instructions: Date Wanted: 3 �+ r i ( a.m., Requester: Phon No: �L --del03 -3 b II INApproved per applicable codes. COMMENTS: ElCorrections required prior to approval. C7-, p 1 �~ /=-; Ave f 1,900"✓e,f/ I spectgt Date: ❑ INSPECTION FEE REQUIRED. Dior to next inspection. fee must be aid at 6300 Southcent r Blvd.. Suite 100. Call to schedule reinspection. F •. �r:y ••- ,441 7 Y =- •• INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43:1 -3670 Permit Inspection Request Line (206) 431 -2451 0( - 0S3 Projeu: U � Type of I .pectic) 5 Address: "ii z 7 (41 S a 11-L/C Date Called: Special Instructions: - Date Wanted: _ t( ilm �p : Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: EINSPECTION FED EQUIRED./Prior to next inspection. fee must be paid at 6300 Southce ter Blvd., Suite 100. Call to schedule reinspection. �J • INSPECTION RECORD Retain a copy with permit 1)/4)-4"5-3 INSPE TION NO. PERMIT NO. �A CITY OF TUKWILA BUILDING DIVISION - 6300 5o thcenter Blvd., #100, Tukwila. WA 98188 . (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro'ect: 0Ai! ,4/lI8S Type of Inspection: d 09F- Q/c,,e-iA16 9 J Address: /2J9 -o »a S Date Called: Special Instructions: • • Date 1Wanted: )y ) a.m. Requester: Phone No: ._2.40 4- '-/t3- 34/% . jproved per'applicable codes. ❑ Corrections required prior to approval. COMMENTS: a _! Date: f`�I! ISPECTION FEE RE E UIRED. Prio to next inspection. fee must be d at 6300 Southcenter 1pd.. Suite 00. Call to schedule reinspection. • • 4 .. .•.• • 437477. • aid. •• ;,�+— • a a•. A.• 1 *ea- • t4 INSPECTION NO INSPECTION RECORD Retain a copy with permit 0 0 0 3 •,, ,, PERMIT NO. CITY OF TUKWILA BUILDING DIV.I;SIOy I: '.." 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 23,31-3670 : • :'.1 Permit Inspection Request Line (206) 431=2451 Pto'ect: . 14-044 Type of Inspfction: it . . A drett: 12,..2A1 ‘0„, Sb fruit-.. Date Called: . Special Instructions: — - Date Wanted: • 1 ( i a:m. p.ni. Requester: • Phone No: : - (0 I / COMMENTS:. Corrections required prior to approval. /6 (YtrM AT-6(Aft Citu-al 111 ejr,kAc if\ 5 Wm c. fetk 1•af ‘S,) N nspe or: Date:t 1 4 REINSPECTION FEE REQUIRED: Prior to next inspection. fee must be paid at 6300 Southcentgr Blvd., Suite 100. Call to schedule reinspection. • 41‘: -,..-zyftzieametort. now-•cw.-- '11.4" .1P.W45'26 Z. • '1. "la..7.6±-"Frir....M......144".e V. • 11 • 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 101 --c5 Project) Oki< 14.0 .ej Type of Invection: Addres s Et: k 1 TIN Date Called: —1_,ASLI Ai . k..14 ti Special Instructions: T9 i tr C %. . . Date Wanted: a.m: p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ./ .0) -141F.L. lnspe or: IDate: 0 ....?"9 r7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be . paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6011.1g2r413,:aMta "el. • :•TS.:-0.112q.",_ 1i1 twwur . 4 • .4.109ra rk--$NOP.m. • • .Pf/419: ' k INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of tns ctio�,lr : r ® it,- Address: 15 5 � I 1 ••;i- t. Y �'.ii( ?�l�l ■/ /- D 1 " #. 4 :A ‘ 0 a - - ``"r AU;, Au', Special Instructions: C /ALL tJ�A•.. r l 7,,s n - ki r t1 l' Date Wanted:• / __. 10 Requester: • Phone No:„ �p SO „'t 43 •--3 to it Approved per applicable codes. Corrections required prior to approval. COMMENTS: DUer i 6-4411 Ictubte_. 1 Li I 1 ••;i- t. Y �'.ii( ?�l�l ■/ ''\ VFW : ?0 k--t- J As -e >c p 9feA /ALL tJ�A•.. r l 7,,s n - ki r t1 l' : /1 . f k x L, .-...s " 4/ e. 6 £ 'J( e,,,,,,Ap-frA eA .-To t-thfor Avut A4 [Le_ - A rD Je ,C4- 4" ---(.1.(.4 fq /"` Inspector: Dater —4 �B �'RE'1NSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • 9 - -•¢.i ••1••••':-. • -vVe • r..11r2 a ' -....gym--- .SR.... •., a•• !: ";..9 Y.aI -v-td," . . • INSPECTIOV NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit b c -(253 PERMIT N0: Proj5r4 Atz Type o spection: (4_ 4i) -F_NA---,ANA-- _ - o ‘ 0 Address: "rt, (2Z(1 50 i u s Date Caller be 5e.'1 -- Ali 0iU Special Instructions: \.< 1 0,` . Date Wanted: / 0 ' ( 4:1 (.0 „Jr.— a.m p.m. Requester: Phone No: 1sA El Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: • '''' (4_ 4i) -F_NA---,ANA-- _ - o ‘ 0 )4k pR,e4,� J . L' be 5e.'1 -- Ali 0iU © A • i J A4 1 _ /� t ® `1 --runs e, - trzkk n6 j t S 1 i L Q.. Jai, `S! 1 _ e\Alt5 0 A. trAir 1sA REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 - INSPECTION RECORD Retain a copy with permit 010 _ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BU.ILDING:DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3'670 Pro t: o U )A-e5 T Y of Insp ction: ,At � " -r..f keit Address: .. l '' 7 r9 6F.. , Date Called ---_, Special i tructions - —T-- 71".. \t Date Wanted: ! 0 r^► — ( . (_v a:m P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 • ' - Insp- or: 'Date; A J n REINSPEC1 ##ION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300RSouthcenter Blvd., Suite 100. Call to schedule reinspection. • ?SCV.N71D7"4Y •r14.4 .- - '�,•t�p �s....,,r.M. ,T, / 9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. ' PERMIT NO. c=4 3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project•. Type of Inspection: t . • • ❑ Coections required prior to approval. Address: Date Called: Special Instructions:, _ . i r - Date Wanted: a.m. Requester: • Phone No: • nApp4ove per applicable codes. . • • ❑ Coections required prior to approval. COMMENTS' '- • •a, .. �. ,r q{ Inspect Am el , lDatLi --2 3-) 10 SPECTION FEE R UIRED. Prior t next inspection. fee must be at 6300 Southcenter Blvd.. Suite 10 . Call to schedule reinspection. • ="" i v •a "'4'- s. -a , rte , W.Can$.• -- -- fir.. -r - - - - •- - o- fi 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 Proje • 1 . V-- Type of Inspection: 0 G (4- Ltd r L- Address: i7.'u1 c)-0 v . Date Called: Special Instructions: . t Date Wanted„ 1- �� µ�J �� a.m. Requester: Phone No: 7)( —Al 03- 3(91/ *12(s., Approved per applicable codes. EJCorrections required prior to approval. g" COMMENTS: ?t,,,A _ A'e' A4, - rd\%.Q N- El SPECTION FEE EQUIRED. Prior to next inspection, fee must be . • p -'d at 6300 Southcen er Blvd.. Suite Call to schedule reinspection. H 4. 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 6/o -043 q P �eOk Type of Inspecti ,sLe 4 G Address: / L t r 5 so ./ { t/i. S, Dare Called: Special Instructions: C( C `( Date Wanted: ..-------., S'—('".- /0 P.m. Requester: Phone No: / o3 --3(O �� , r Approved per applicable codes. ElCorrections required prior to approval. 17 COMMENTS: Inspec or ,AIDJA Date: _ r! 1 3 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: lana.-..e.n.■1446e,aM.. ,e.. - teCAn43. bfir 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec) //" /.,,� �. � A Lei' Type gf Insperion: aye- p p S (ti Address: rz2-c5 .., 56 Date Called: Special Instructions: er Z. \ k Date Wanted: a.m. 6--4 —/ 0 Requester: Phone No: 9 (D -4O3 36 if pproved per applicable codes. Corrections required prior to approval. COMMENTS: C Inspector, ^A','7' ) Date r REINSPECTION FEE R QUIRED. Prior to inspection, fee must be p. d =t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recei• No.: Date: INSPECTION RECORD Retain a copy with permit GM ptv -oS3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: 90 /1 J- of Type of Inspecajon:f g Address: -7 W / (1 s0-- -..- -- Date Called: Special Instructio s: / Date Wanted: -7 -/4 -K3 . p.m. Requester: Phone No: Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: A 1 Inspect `ai', allirM111101 Date: 0 $60.00 REINSPECTION FEE R "UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .1 MA_ _Y1..61. �►.�. IGA J.wa�w INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION e- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 G p»v -o53 Project: 0 0 (-4-n, it s Type of ns ectign: AG Zret24.5 too l- i Address: Date Called: Special Instructions: / 1 01— "6""-- AAl Date Wanted: 1-i a.m. Requester: Phone moo:: , 03 -3 o Approved per applicable codes. El Corrections required prior to approval. COMMENTS: �j a 't/� ` P_y1` u L ( ' C tA)a f ic.N rcpjf ti In pector: _. (kik. ..4\-- A /! . ,., Date: 5 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3870 Pro iv: Dc " C J Type of inspection: %.- -- ,J a , \04 Address: '*-- 122 ( q SO -s". Date Called: Special Instructions: C � Date Wanted: �_ /� a.m. Requester: Phone No: '210[o- 403. -3 6C/ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 1444(1, r ?mo t'(. FEE REQ R Date: _y ,v Blvd., 0 REINSPECTIO F ED. Prior to inspection, fee must be at 6300 Southcent a 100. Call to schedule reinspection. Rec =1T. t No.: Date: WNW.. _ JAIL. .__. INSPECT! ' N NO. INSPECTION RECORD Retain a copy with permit Div -053 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Profit: � � f `'l `C� S Type of Inspection: G� e‘; r: n Address: Date Called:` 1 1 Z2(' SO AS Special Instruct ons: - 1 �� G Date Wanted:/ a.m. '""� .- 2( -- Ld p.m: Requester: Phone No 2,4 6, - 403 - 342 if Approved per applicable codes. 0 Corrections required prior to approval)* COMMENTS: 4 In:pector: Date Z ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTPON• NO. PERMIT NO • CITY OF •TUKWILA BUILDING. DIVISION 6300 SouthcenteiBlvd:, #100, Tukwila. WA 98188 - (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Pao ct: C t< 411,rytes _ hat Type of Insp coon: • Address: iii pi 4.0 Aie .3 Date Called: a3 fob /rI . ~1 twaIeA Special Instructions: - 7� r ri 04 10 ' i- Date Wanted: j� , � a.m. p� Reques " — CO (P;441 b no , Ft.n (€I i - NA _pa'tme if t44;1- &as -- Fh "(ed Phone 1)4, 903-3(o l I V ❑ Approved per applicable codes. • l Corrections required prior to approval. COMMENTS: • . ~1 twaIeA •p, cele lx" io/A, f VINtw, — CO (P;441 b no , Ft.n (€I i - NA _pa'tme if t44;1- &as -- Fh "(ed F fed V Inspector: (Date: 31 111 REINSPECTION FEE REQUIRED. Prior to. next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: • INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dgo-o 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: `' Type of Inspection: Address: 14,7 '5'0 Air S Date Called: 07/0" /I d Special Instructions: Retici c. '113 S-C_ ` (J,') -fi e( Date Wanted: Q -71I cP I/ 0 a.m. m. Requesters �r r r Phone No: A06 03- G /1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: sue-. r. Inspector: Date: 112-11(C) El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: SD INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit )))o -ns3 PERMIT NO. tea: i }� c Type of Inspectio ()owmspU-is wtfk) ave-r -((•t,.) t,44O A�dress Ave, Date Called: ‘i,:f2/4 Special Instructions: Date Wanted: 3 O a.m. pn Re ester: Pb Li 03-3(1 i ❑ Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: - Ce, se4- t1 fir idcLvay ■ cortaec.+ A 4-0 ()owmspU-is wtfk) ave-r -((•t,.) t,44O S" y o. r dt 7,1.x; (-1-r o.{- l a n ofs o rl e l 41+e r ride , -H4en bu.-{- 4-o -Nie_ Chic Syslem ) sfa((e d' ,e r P t i i- OK 4o ha ck iii. Inspector: 1S Date: b13 /r0 . . .11 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Lk) INSPECTION RECORD Retain a copy with permit tJ10 -053 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: 1)00.V. Names Type of Inspection: (AMP Address: 1221'. sb 4U� s Date Called: s 126 to Special Instructions: Date Wanted: a.m. S (SG tis Requester: Darryl ` e.t.t- Z. r Phone No: ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: " i 3(4 " dO,nesfrc wa-lr r Se r ti■ ce, Pei -.... ,_r 1.140 gm 04, v:uairt Pee c1 i 53 cod ar6l s _ Drna.hi e~ sip SA 4 (I t e_ USQo( 0_ 4S° al, ir- to ?A +ype..'k Cop er^ 4-tot)In%A bored u/141et raa dta AI 1 er....�S . Q f. 1 o hack- , Inspector: Ds Date: - 12rPftO El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 655 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Pio- 053 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: C 1< / 3 Type of Inspection: s� "1"4-0 A (O" y7'TA/);- (o( -Fur lots G A ess: 1 3519 do,4 ' 5 Date Called: os I aojio "0" AroF . Ole, -i-v back-011. Special Instructions: I �� (( 1 (O 10 4 evt Date Wanted: bs ! f ho a.,+ �. Request r N 1 ICJ--r- Phone No: 2o6 yo3-36 // Approved per applicable codes. Corrections required prior to approval. COMMENTS: A PUG 'S ■ct e - SetPe -rr S ySfr n'1 hooker "1"4-0 A (O" y7'TA/);- (o( -Fur lots G 1)) 1;10-Ailed e'er o p proue& Mein 5 . Idc+e r -f sf -{or 1S' ,,,, ronf ii -fr►ed "0" AroF . Ole, -i-v back-011. l lei , Sewer A pp o vr0'' tar Iafs C 4 1) . F ►r►, led J le ` /tjerd (o/1 ruGfro n I no u'-+r vi to -kr"s r'1$ t led ye-f. Inspector: Date: rf - /lo $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD INS 0 NO. Retain asopy with permit INS E PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proct: Type ofilnsRection: f',1A... I AA. Aol C A clidq Address: all (1 :71 5 6 mill 'C - Date Called: 1 Special lnstr ctions: . -: . ....,„ t • . Date,Wanted: a.m. Requester: I Phone No: 2.4 (a —4 03 -3G f i tgApproved per applicable codes. ElCorrections required prior to-approval. COMMENTS: .1111.11. itt • • pi E SPECTION FEE EQUIRED. Prior o next inspection. fee must be a'd at 6300 Southcen r Blvd.. Suite 1 0. Call to schedule reinspection. 21116-611MICIMO _•4_ •• -. •rftrof•'-'n".- • • • ••••-,- se•-,sgmre7117 INSPECTION NO. INSPECTION RECORD Retain a copy with permit )?( PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Project: 1.1)6a., \..Z, 1 16,1.2e 5 Type of Inspection: ,-- i , N,.. ; 1:. L .C.,_. 1.4../1 i .1 Address: .7. ! et e:; 0 1.0 tx.... 5 Date Called: Special Instructions: /- 4:-,-'-c. C A -1..--) . Date Wanted: i ...-47/7 1L) ,_.. (.m. p.m. Requester: O4 CrNi 1 1 Phone No: ii ?,.\ , ) 1/ 3 — Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1 , ,\, e:,_,--c:_tc., ,, c„, V. ,..;-- • /C., - r e airl.CalalS ( 'd((( pr (4_ i elppo) u{ot (.-A14c . Ok_ fc) 1,-)cd. k - 1 1/ . ciori,r1 -Pi l4 i741-10,-7 pi 1-5 Luil, 1 L;e:-. iroc.44-'01(_04 44- a Inspector: Date: 11-71r/() ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ■ INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1�I0 -'S3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: DOAK 1. $ Sprinklers: Type of Inspection: c,r-c c, 6444. Address: 04 i cj Suite #: Sr0 _5 Contact Person: Special Instructions: Permits: Phone No.: 'VI-Approved per applicable codes. Corrections required prior to approval. COMMENTS: -CJ , vu ,or _- D (L Needs Shift Inspection: 1 .5°'a., Sprinklers: Fire Alarm: Hrs.: Hood & Duct: Monitor: • Pre -Fire: Permits: Occupancy Type: Inspector: 1 .5°'a., Date: 3_ 0 - , ( Hrs.: / F $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Hodge engineering inc. J 9 RE: 12219 50th Ave S Tukwila, WA Hodge Eng. Project #8.0009 Plan 2383A Post Connection To Whom It May Concern: I have provided the lateral and gravity plan for Doak Homes. 7.29.10 Letter #10269 053 o1 � r^r s o rs co pree \ 5 p --1-- N s S * µP_ CrdS gee',/ r Se ,P- ct � ioad engineering for the 2383 A Ruepell At the request of builder I have reviewed a plan modification of attaching a 2x6 to a 4x6 post to act as support and filler. The beam above is a 6x8 and has a larger cross section than the 4x4 post originally specified. Plywood can be added between the new 2x6 and 4x6 to allow the beam to be flush with the post. Connect the 2x6 and 4x6 with (2) 8d at 8" on center. The post to beam shall be 12" CS14 straps each side. Please cont .me with any questions regarding this project. This?letter is.the professional opinio . of the engineer of record and regards his engineering only This letter does not llow the bu1lder to disregard ode requirements. Any schedule or cost impact is the responsibility of the•build*er or owner. The Building - Inspector has the final authority to allow field changes to approved building plans. Hodge Engineering, Inc. John E. Hodge P. E. 2615 Jahn Ave NW Ste. E5 Gig Harbor, WA 98335 (253) 857 -7055 Fax (253) 857 -7599 71-115 ENGINEERING 15 FOR: LOT G 122'9 50 71-1 AVE 5 UKWILA, WA 98118 ;PIT Ha liI ff '�i6�. UPPER FLOOR FRAMING GRAVITY LOAD ENGINEERING DO NOT SCALE (14••I') O O , axe ,P.+ a.e 1 a.e DP) 17,F.2 csa U FFR TRUSSES • 24. Or. w/ SHEAD-IING u /Sd • 6. OC. AT F PANEL EDGES AND 12 OD. M ROOF FRAMING GRAVITY LOAD ENGINEERING DO NOT 4^^I c (14••1') TRUSS `FR SHOP DRAWINGS TO BE PROVIDED TO HODGE EG1EERRG WHET: CO0•PLETED c- 2006 IBC LATERAL ANALYSIS FILE COPY AND GRAVITY LOAD ENGINEERINGAarrnit FOR: DOAK HOMES PLAN: 2383A SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 30 PSF 85 MPH B D D II SLOPE PER OWNER <15% SPECIAL SITE CONDITIONS PER OWNER NONE GEOTECH REPORT PER OWNER John Hodge, P.E 2601Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857 -7055 Fax (253) 857 -7599 PROJECT NUMBER 8.0009 DATE 07 -06 -09 NONE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 City of Tukwila BUILDING DIVISION Of TO IING DgV,>4 �I! 0111.111111111111ii �i il&M11111.1111 �\ 11.11111.111111111. •I.IMII■I 111.111. IIIII,:117n1 •' ■111111'. 11111.11111�11h� i11I11111 --Al 111.\ "'•' ■' ■ "'•` IUIUI , IIU1111■11 111113 •1111111 1/111111 1.11111 1•1111 111111 1111 11 .. ...... ... 111.1 111111.1 I11111II 1.11111• 1111111 Alatfritint ffiituh :11 I �^ �111�111118 SITE: LOT C 12219 50TH AVE S TUKWILA, WA 98178 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE RECEIVED COMPLETE MAR 182010 LT R # PERMIT CENTER b1oOs3 ORIGINAL STAMP MUST BE RED TO BE VALID ate. y 110,. SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY EXPIR I I I -I I I :C IGNT ©7009 NODGE BRING, NC. DO NOT ACCEPT FOR PERMIT WLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY eng ring nc. Engineering Calculations Package For Plans Examiner All Toad bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used to determine the structural members and lateral bracing of the engineering sheets. 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 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or gravity load engineering. 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. These 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. Lateral modeling was completed on a full featured modeling program that is the standard in the wood industry and not on a piecemeal spreadsheet but 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 and wind speed up factor KZ, if applicable. This loading is applied to surfaces of the structure as modeled. Total loading for each shear line, wall line, and full height shearwall is determined. Required shear strength fat each shearwall is calculated and 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 and dead load are not adequate to resist overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line Toads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has bee n made to make the engineering calculations and specifications as clear as possible for the pla Is examiner, builder, and building inspector. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 7.01 lateral analysis.wsr Project Information COMPANY AND PROJECT INFORMATION Company Project Wind Capacity Increase Shear C&C Panels 1.90 1.60 HODGE ENGINEERING 2601 JAHN AVE NW SUITE Al GIG HARBOR, WA 98335 (253)- 857 -7055 2383A EXPOSURE SEISMIC 2006 IBC B CATEGORY D DESIGN SETTINGS Jan. 31, 2008 13:14:03 SITE INFORMATION Category Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7 -02 All heights ASCE 7 -02 Wind Capacity Increase Shear C&C Panels 1.90 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service T< =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 9.00 3.50 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Seismic Wind Seismic Blocked Unblocked 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Topographic Information [ft] Height - - Hold -down Forces: Based on applied shearline force Spectral Response Acceleration S1: 0.600g Ss: 1.900g Seismic Materials: Ignore gypsum for exterior walls Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION Category IBC Occupancy II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7 -02 General analytic method for all bldgs Seismic ASCE 7 -02 Equivalent lateral force procedure Design Wind Speed Exposure Enclosure 85mph Exposure B Partly Enclosed Use Group I Design Category D Site Profile Class D Shape Site Location: Topographic Information [ft] Height - - Length - Spectral Response Acceleration S1: 0.600g Ss: 1.900g Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s N -S 0.167s 0.167s 0.201s - - Response Factor 6.50 6.50 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 1 of 2 ti 0 (4I WoodWorks® Shearwalls 7.01 37.1 '7 3 cbc G -c .N P 466 -1 c;j 0 ■ D -1 76, C &C18.2/21.5 F -1 D000, C' E -1 0 N Eels= 0 0 A,50 IG i e G G 0o U CD N • 2 I 1,50 7CP$.2/21.5 179 0 Cv6, 0 76, 0 vcp 57.6 57.6 57.6 -- Factored shearline force (Ibs) • Factored holddown force (Ibs) 0-0 • C Compression force exists O-0 ® Vertical element required Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) Jan. 31, 2008 13:10:33 cD 57' 6" 55' 52' 6" 50' 47'6" 45' 42' 6" 40' 37' 6" 35' 32' 6" 30' 27' 6" 25' 22' 6" 20' 17' 6" 15' 12' 6" 10' 7'6" 5' M off. 6„ 0' -2' 6" -5' -7' 6" -10' -12' 6" -15' -17' 6" Lod& S➢( SQn:- V; F21r%s: 0A/ +21671D. 5' 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 27' 6" 30' 32' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 2 of 2 cJ — Factored shearline • Factored holddown • C Compression force E Vertical element re lAi5'F13 0 c.„ WoodWorks® Shearwalls 7.01 15.9 54.9 . 54.9 - 15.9 C&C 18.2/21.5 - 3201 F-1 3347 0-1 :?6.3 - 85.0 Mt:MR= 43grAtaZUMItor,AMASWIRIZZIWWISrdilittiLorZ'T C-2 issoluominav----magas g I76 76 taFt9 Trcp 76, C 'CC 18.2 / 21.5 vd, 85.0 - 95.95.2 7 67.8 force (Ibs) t 11 f Unfactored applied shear load (plf) force bs). (D770 Unfactored.dead load.(plf,lbs) exists (D—C) Uplift wind load (plf,lbs) quired —11 Applied point load or discontinuous shearline force (Ibs) + 2'81). 5' 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 27' 6" 30' 32' 6'' 35' 37' 6" 40' 42' 6" 45' 47' 6'' 67.8 - 26.3 45 C &C 18.2/21.5 Jan. 31, 2008 13:13:56 J 0 57' 6" 55' 52' 6" 50' 47' 6" 45' 42' 6" 40' 37' 6" 35' 32 6" 30' 27' 6" 25' c\i 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6' 5' 0 r\i 2' 6" r- 0' r-- -2' 6'' -5' -7' 6" -10' -12' 6" -15' -17' 6" -20' WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 13:14:03 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 20.50 0.0 Block Level2 12.50 10.0 8.00 Levell 3.00 10.0 9.00 Foundation 2.00 Gable 90.0 BLOCK and ROOF INFORMATION Block Dimensions jftl Face Type Roof Panels Slope Overhang [ft] Block 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 34.00 43.50 South Gable 90.0 1.00 Ridge X Location, Offset 17.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 30.50 10.00 West Side 30.0 1.00 WoodWorks® S hearwal Is lateral analysis.wsr Jan. 31, 2008 13:14:03 Wall Gr• Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Rd Blkg Framing Members Species [in] G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 2 12 yes Hem -Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 4 1 Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Bloc:ked; G - Specific gravity; Spc - Wall stud spacing Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 13:14:03 SHEARLINE, WALL and OPENING DIMENSIONS North -South Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line 1 Level 2 Line 1, Level 2 Seg 3 0.00 -1.00 43.50 44.50 28.25 8.00 Wall 1 -1 Seg 3 0.00 -1.00 43.50 44.50 28.25 Opening 1 1.75 3.75 2.00 8.00 Opening 2 9.00 11.00 2.00 8.00 Opening 3 14.25 20.50 6.25 8.00 Opening 4 22.50 26.50 4.00 8.00 Level 1 Line 1, Level 1 Seg 3 0.00 2.00 43.50 41.50 29.25 9.00 Wall 1 -1 Seg 3 0.00 2.00 43.50 41.50 29.25 Opening 1 3.50 5.00 1.50 8.00 Opening 2 10.25 11.75 1.50 8.00 Opening 3 24.00 26.00 2.00 8.00 Opening 4 27.75 29.75 2.00 8.00 Opening 5 36.50 38.50 2.00 8.00 Line 2 Level 1 Line 2, Level 1 Seg 3 13.50 1.00 43.50 42.50 19.00 9.00 Wall 2 -3 Seg 3 13.50 5.00 20.00 15.00 15.00 Wall 2 -1 Seg 3 13.50 1.00 5.00 4.00 4.00 Wall 2 -2 NSW 10.00 2.00 5.00 3.00 3.00 Line 3 Level 2 Line 3, Level 2 NSW 14.50 -1.00 2.75 3.75 0.00 8.00 Wall 3 -1 NSW 14.50 -1.00 2.75 3.75 3.75 Line 4 Level 2 Line 4, Level 2 Seg 3 24.00 2.75 43.50 40.75 0.00 8.00 Wall 4 -1 Seg 3 24.00 2.75 4.00 1.25 0.00 Line 5 Level 2 Line 5, Level 2 Seg 3 34.00 4.00 43.50 39.50 37.50 8.00 Wall 5 -1 Seg 3 34.00 4.00 43.50 39.50 37.50 Opening 1 27.00 29.00 ,.'.00 8.00 Level 1 Line 5, Level 1 Seg 3 34.00 1.00 43.50 42.50 31.75 9.00 Wall 5 -1 Seg 3 34.00 1.00 43.50 42.50 31.75 Opening 1 20.00 23.00 3.00 8.00 Opening 2 28.50 31.75 3.25 8.00 Opening 3 35.25 36.75 1.50 8.00 Opening 4 40.50 42.25 1.75 8.00 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft] Line B Line C Level 2 Line C, Level 2 Seg 2 0.50 0.00 23.75 23.75 16.25 8.00 Wall C -1 Seg 2 -1.00 0.00 14.50 14.50 9.50 Opening 1 5.00 10.00 5.00 8.00 Wall C-2 Seg 2 3.00 14.50 23.75 9.25 6.75 Opening 1 18.50 21.00 2.50 8.00 Level 1 Line C, Level 1 Seg 1 1.50 0.00 34.00 34.00 6.25 9.00 Wall C -2 Seg 1 1.00 13.50 34.00 20.50 6.25 Opening 1 16.50 30.75 14.25 8.00 Wall C -1 Seg 1 2.00 0.00 10.00 10.00 0.00 Opening 1 2.50 7.50 5.00 8.00 Line A Line D Level 2 Line D, Level 2 NSW 5.00 10.00 34.00 24.00 0.00 8.00 Wall D -1 NSW 4.00 23.75 34.00 10.25 5.25 Opening 1 26.50 31.50 5.00 8.00 Level 1 Line D, Level 1 Seg 3 5.00 0.00 34.00 34.00 0.00 9.00 Wall D -1 Seg 3 5.00 10.00 13.50 3.50 0.00 Opening 1 10.25 13.25 3.00 8.00 Line E Wood Works® Shearwalls lateral analysis.wsr Jan. 31, 2008 13:14:03 SHEARLINE, WALL and OPENING DIMENSIONS ( continued) Level 1 Line E, Level 1 Wall E -1 Line F Level 2 Line F, Level 2 Wall F -1 Opening 1 Opening 2 Opening 3 Level 1 Line F, Level 1 Wall F -1 Opening 1 Opening 2 Seg Seg Seg Seg Seg Seg 4 4 2 2 2 2 23.50 0.00 34.00 34.00 23.50 13.75 34.00 20.25 43.50 0.00 34.00 34.00 43.50 0.00 34.00 34.00 4.25 9.50 5.25 15.50 25.00 9.50 28.25 34.00 5.75 43.50 0.00 34.00 34.00 43.50 0.00 34.00 34.00 8.00 17.50 9.50 21.50 31.50 10.00 20.25 20.25 13.50 13.50 12.00 12.00 9.00 8.00 8.00 8.00 8.00 9.00 8.00 8.00 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 WoodWorks® Sheamalls lateral analysis.wsr Jan. 31, 2008 13:14:03 Flexible Diaphragm Wind Design SHEAR RESULTS North -South Shearlines W Gp For Dir Ld. Case Shear Force [pif] V [Ibsl V/L V /FHS Int Allowable Shear [pH] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 3 Both 1 1639 36.7 57.8 339 1.00 S 339 9563 0.17 Level 1 Lnl, Levl 3 Both 1 2273 59.8 77.7 339 1.00 S 339 9902 0.23 Line 2 Ln2, Levl 3 Both 1 1609 37.9 84.7 339 1.00 S 339 6932 0.25 Wall 2 -3 3 Both 1 1271 - 84.7 339 1.00 339 5078 0.25 Wall 2 -1 3 Both 1 339 - 84.7 339 1.00 339 1359 0.25 Line 5 Level 2 Ln5, Lev2 3 Both 1 1634 91.9 93.6 339 1.00 S 339 12695 0.13 Level 1 Ln5, Levl 3 Both 1 2605 61.3 82.0 339 1.00 S 339 10748 0.29 East -West W For Shear Force [pif] Allowable Shear [pif] Crit. Shearlines Gp Dir Ld. Case V [Ibs] V/L V /FHS Int Ext Co C Total V [Ibsj Resp. Line C Level 2 LnC, Lev2 2 Both 1 3347 140.9 206.0 638 1.00 S 638 10367 0.32 Wall C -1 2 Both 1 1957 - 206.0 638 1.00 638 6061 0.32 Wall C -2 2 Both 1 1390 - 206.0 638 1.00 638 4306 0.32 Level 1 LnC, Levl 1 Both 1 9665 137.2 746.4 833 1.00 S 833 5208 0.90 Wall C -2 1 Both 1 4665 - 746.4 833 1.00 833 5208 0.90 Wall C -1 1 Both 1 - 833 1.00 833 0.0 - Line E LnE, Levl 4 Both 1 1995 58.7 98.5 339 1.00 S 339 6855 0.29 Line F Level 2 LnF, Lev2 2 Both 1 3201 94.2 237.1 638 1.00 S 638 8613 0.37 Level 1 LnF, Levl 2 Both 1 4134 121.6 399.5 638 1.00 S 638 7656 0.54 W Grp - Wall group as is ed 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; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; 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 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 13:14:03 Wind Suction Design ADDING 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 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 1 3 21.5 48.0 0.45 1.00 1.00 3 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 4 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 5 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 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 C 1 1 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 D 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 F 1 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 Grp - Wall Design Group, results for design groups for rigid, flexible design listed for each wall; Sheathing: Force - Unit area end zone C &C load, Ca - Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2 -3 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 13:14:03 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.19 D SHEAR RESULTS North -South Shearlines Building Mass [Ibs] Area jsq.ft] Story Shear [Ibs] E -W N -S Shear Ratio Rmax E -W N -S Reliability Factor p E -W N -S Level2 52896 1959 8909 8909 0.367 0.179 0.57 -0.93 Level1 28677 1421 2796 2796 0.735 0.153 1.28 -1.97 Structure 81523 - 11706 11706 - - 1.28 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.19 D SHEAR RESULTS North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [plf] V [Ibs] V/L V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 3 Both 1.0 .69 3145 70.7 111.3 166 1.00 S 166 6476 0.67 Level 1 Lnl, Levl 3 Both 1.0 1.0 3668 88.4 125.4 242 1.00 S 242 7073 0.52 Line 2 Ln2, Levi 3 Both 1.0 .89 757 17.8 39.6 215 1.00 S 215 4487 0.19 Wall 2 -3 3 Both 1.0 1.0 597 - 39.8 292 1.00 242 3627 0.16 Wall 2 -1 3 Both 1.0 .89 159 - 39.8 215 1.00 215 860 0.19 Line 5 Level 2 Ln5, Lev2 3 Both 1.0 1.0 3091 78.3 82.4 242 1.00 S 242 9068 0.39 Level 1 Ln5, Levl 3 Both 1.0 .78 3769 88.7 118.7 188 1.00 S 188 7338 0.63 East -West W For H/W Fact. Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V jibs] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line C Level 2 LnC, Lev2 2 Both 1.0 .69 9020 169.3 297.9 313 1.00 S 313 7019 0.79 Wall 0-1 2 Both 1.0 1.0 2350 - 297.9 456 1.00 956 9329 0.59 Wall C -2 2 Both 1.0 .69 1670 - 247.4 313 1.00 313 2689 0.79 Level 1 LnC, Levl 1 Both 1.0 .67 9813 191.6 770.1 397 1.00 S 397 2587 1.99* Wall C -2 1 Both 1.0 .67 4813 - 770.1 397 1.00 397 2587 1.99* Wall C -1 1 Both 1.0 1.0 - 397 1.00 595 0.0 - Line E LnE, Levl 4 Both 1.0 1.0 1012 29.8 50.0 242 1.00 S 242 9896 0.21 Line F Level 2 LnF, Lev2 2 Both 1.0 .81 3952 116.2 292.7 370 1.00 S 370 5879 0.79 Level 1 LnF, Levl 2 Both 1.0 .89 4649 136.7 387.4 905 1.00 S 405 5266 0.96 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; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; 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 * WARNING design capacity has been exceeded. "•. � �. engineering odge inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Dead Snow Dead Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r -E. - s;; _.•ss �. ,,. e. v 4t'y9"c1' a'[•'i sL P.L-`-•;,pir Poe �/ a 1 • ' +x•115 v } ,. _ l • t + fa" ��, 'yea �' 10' 34 Dead Live Total Bearing: Load Comb Length 174 90 264 174 90 264 #2 0.50* #2 0.50* *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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 9 fb = 78 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.06 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. engineering ,,, inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Load? Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Fu11 Area Full Area 15.00!19.75)* 30.00(19.75)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : c,' �., _ it -..6' ,, a f y a F- .. H ?74 4 1il" ri. Y' -, A 'l 0' 2'6'l Dead Live Total Bearing: Load Comb Length 397 778 1175 397 778 1175 #!2 0.54 tit 0.54 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 (ps') and Deflection in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 36 fb = 287 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1340 0.08 = L/360 • 0.13 = L/240 fv /Fv' = 0.17 fb /Fb' = 0.21 0.04 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. • �`,, engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Load3 Dead Snow Dead Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : w 7 ,,,..•,...:,i s v a, . ya"t ;..r.`` t , lit.,•., a }� 1.:4 1 0. 2' 40 Dead Live Total Bearing: Load Comb Length 155 80 235 155 BO 235 #2 0.50* #2 0.50* *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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 61 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1340 0.09 = L/360 0.13 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.00 0.01 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. LLC., engineering inc. -y.• COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units 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) : •• �a c �Y�K .a,�,a o!� iY .. - ` J - �'.d 4. �. ec �,y. *L.:,i .:9 fw•.. ' , K 1- ,gin • C . . .... .. .. .: . i iO, 5r Dead Live Total Bearing: Load Comb Length 90 150 240 90 150 240 tI2 0.50' t12 0.50* *Min, bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 11 fb = 117 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.09 0.03 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i� ;N I'Iodge en ineerin inc. , g g COMPANY Hodge Engineering, Inc. 2601 Jahn te. Al HarborA 3f 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 238Gig sr 2006 IBC R5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units 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(19.75)* 30.00(19.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .. J I .Y L 4' ILv'i _• w _. _ .. t yt _ . y § �d ., ,pj, l @y4.}7 ,•..i• 1r. �� a e I�, i- 1 .. i r. �.� t•, t yi .'� h 1 r .v r G r it s r.. - n . a.. i ,o•.. -5'• ht ar,.. 10, Dead Live Total Bearing: Load Comb Len.th 476 934 1410 476 934 1410 #2 0.64 #2 0.64 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 (in) using NDS 2005 : Criterion Analysis Value !Design Value !Design Analysis /Design fv /Fv' = 0.24 fb /Fb' = 0.31 0.06 0.08 Shear Bending( +) Live Defl'n Total Defl'n fv = 50 fb = 414 0.01 = <L/999 0.01 = <L/999 = 207 1 .Fb' = 1339 0.10 = L/360 0.15 = L/240 DESIGN NOTES: 1. Please verify that the default deflecticn 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. engineering''' e inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 200823:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R6 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ills, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft) Start End Units HM HM Load3 Load4 Load5 Load6 Load? Load8 Dead Snow Dead Snow Dead Snow Dead Snow Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 1090 2180 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* 15.00(19.75)* 30.00(19.75)* 3.83 3.83 0.00 3.83 0.00 3.83 3.83 5.00 3.83 5.00 lbs lbs psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �w �' :: o.1 .Q,P" 71-4 ,, i'; sL 4 Y' F ". fir .•» -. ik. a,•, , '.�• `F a. ^ ti. Y l x - b r - 4 - � ''-74:47,... r p`'"'' s.. x .,� • _ . 0' 5( Dead Live Total Searing: Load Comb Length 387 735 1122 1220 2401 3621 #2 0.51 #2 1.66 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 (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 136 fb = 862 0.02 = <L/999 0.04 = <L/999 Fv' = 207 Fb' = 1230 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.66 fb /Fb' = 0.70 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. ,:. RpxC`� a" engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 J2220082359 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units 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 (3.67)* 30.00 (3.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r ,.. - -> ., Ivey ?... r.A . .. _ ... . {. i o '. IN ✓y HY 4 ,f 7 1 M{ v A d `W r F . y- }.. i 3 ..fa't } . •• •+ ` V ;,J rel f ' .r I 5 f. r - 1T{ aQ Z S y :y ,.d J• �.+ ...,,, .7� .I..G 4 10' 44 Dead Live Total Bearing: Load Comb Length 152 280 432 152 280 432 #2 0.50* #2 0.50* *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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 18 fb = 169 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1337 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.09 fb /Fb' = 0.13 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. �., I :I r ,,t l� engineering ' inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units 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 (3.67)* 30.00 (3.67)* psf psf • psf psf *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 414^, 1.n ' +t Ei- R- ,a .�' a to ,;, a d ./ ..—t r I 'a .lq[*5, r•N 0 Y. �,..J J '"t '` i j %� .r Y�1'k • �rr^ `pA CA r. �?� Cf i p (r A a al'^ £ {• 'fiYJf I �. fix- off tR 7 L.'♦tL & w{ fr aRit A q - •% r ,; A - r ii f'. t ,y, : ��++ �,r +�. - d ro, ` . r- `o.., . °. • 1 C' rq„ w.q'i4 M a'.4.-ifti f.i a '.' r� ' aF' FY `P A �'' 'iR' i . f .7: . ,4 { t dt 4 Ati 7 x+n f ). .-, d _ 14 ' ,i P i1y Y.y, a�i �,%*,,� l6 Tt�,,��. 3•e^i, ,41' + 3 n v i.S%i} 5 Cri!. •Ct:s d t, 7r : 4-1 '"4'✓ ?-Si i j} 54 41 tt •• •1 - . d 1_a. � .1 %,, J: .4,•• •t} 4 J ' 1•••2.• b s &-'t.:.% C °s$. p • "- J" . r A , t v�. d ,. ..r . "'I i; a�ca• r 5 r - • w •L. �' i .y f cw f lt. J _ h 1,... .' +., tr.. ,n, w?.. i t'l 02 , 3i Dead Live Total Bearing: Load Comb Length 114 210 329 114 210 329 42 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 Of included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 Analysis /Design fv /Fv' = 0.06 fb /Fb' = 0.07 0.01 0.02 Shear Bending(i) Live Defl'n Total Defl'n fv = 11 fb = 95 0.00 = <L/999 0.00 = <L/999 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' *? e� a engineering g g inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R9 Design Check Calculation Sheet S izer.7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : •. d, �e o ' 4. li :�f 4.f t- n .� , ti. r I_t rrti yt, ,✓ Y >{ �rl`4t,�Y1:9 '''�s t,4Y1 -.. sJ '•r. � 0 �} -: V- J b'I ..p \' ! Y . � ^ 't .f moo.. .. ✓'. _ .�'o. �.' li;-«. ,Y ew{ s: , ^y. -e:. °b ' ' + - L 4 ,� - - .a.; , - - -.V' a x y �f M S.. tAi :sa r. . w f w,..t'4 ..t. t 'T% . fitd � ��$+ 1 vap t Yna r• ter Sf Yi a :'''W'.1;. l v ii Y1')f Ut YJ�11} . *•Yf r 3 - ) �1l� /-• .t'lt 5 - = E .S j7 &" } f ..a3e j 5 } 5'. ] Y(• k "F�a \ 1 �'A t � 7.+'9 -4' Y y\ �5 � Y J +'-' lf� { ` -i �{q. r • 1 0' 2{ Dead Live Total Bearing: Load Comb Length 76 140 216 76 140 216 #2 0.50* #2 0.50* *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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'h Total Defl'n fv = 5 fb = 42 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 tie provisions of NDS Clause 4.4.1. engineering inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 200823:59 PROJECT Doak Home:. Inc. plan 2383C 30 psf snow load 2006 IBC R10 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units 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 (6.63)* 30.00 (6.63)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4-..,...`,,:•::: -k ,... ifi> ..• {r 4 a 6F 7 w$ y T -: ,• ^+ T ..�'L: h� •• - 4f d� N a �, k &„ t t "* J t...i.. 's v ''�°'�' a .,..- . � -.J{"P �tPC , Rh. J d i� $ . i •: c .i i ,pe K..! -1 P�'t""" °. r ' e .r ` c t �.� i .. R�' ��xli .#y:ra+rT< Y- �.. Kea.r"� ~n• L 'T° - eS'i{ kx�(�.i71�,,..,r'�6 .'•,i� T4t,,,"'l�' 'y'S - 14-Yi iw 7� '�� y 4 yY j+ e. .l .i`S.:'.vrTttt ✓ ,i w3 fii i'� S � Ai}�r N Y ..st. Yw t it y 9. < ai 7 Q° e S y ,r' f e3 J .� i ['JJt.{ . ,l,�, q �_C . ,ti 4 ', .!.'" + ...F' ` a r.f '' .7. r^ n::,t d. f.4... w. 'Jr ai� S+.�A. .T�.�.� T.r b �N,i J "e'1 ,,� y }� • .r'.. + tr. J X�i3 4 • '''I 7 .IA} ry 7.. ,t,ttA a' ,....r i -. a d �. • _'4 Fr . Ty �. ,,,y,t {� -'''',....,40? J•.+,.,61, ,1x .vi 'J w s ;e. e = r 1-. L . �< „x� y r , k q ,r �,u+.t •o*r •g ^, • i' CS�•v.GaoA '.k S+ 114J"°.4. .4 FY at'i® iJl j H i .+d{ 3 i. lkf , 3 K. x; i r h r rr.' C ; E pY^ v, ` �Y. ... r. t. �� YAy ri'`•. 1. '<'r� <!° .t ad.. --'1i .[ "it.t l l h ��'4. �31�d,�„Y �,^.,�^�. fi:rCu�� i�n..� • v r� �:..x'._. :��"pii.,,.� -.� _ ,J. :.1^.. . �,. +'-�%e -!•� ^i!�.rt.:'v�`:. ^S - -rah. F. p CI 0 0' 2� Dead Live Total Bearing: Load Comb Length 120 229 349 120 229 349 142 0.50* #2 0.50 *, '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 = 8 fb = 68 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.01 0.01 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. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 200823:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R11 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units 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 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - ..e y ,, ^'S" a!`' 1 F ∎,*,4 -.C'. •-Y C. ILK f�: .'rY I i -,l ,'� - -.. +! f. 1, '�i �•: 7 y '.11. d ,, �/ 6.. x x '1 it: V'� 6t W .0 «� ' L,ri 7 ,. �} M' ' -, .,Y.. i 1. ;,,. a :' � xd �;S _�, .1 >t "pis ,. ,,.d nz 0`6,+q}�,h 's' ':� .'��yti 4 C ? . i � T { r� i. } .3n LW - d. `Y s. r F4 r. i i l iC 5 ei„ " "V .( t wu ;., �. L E w l a r f fS. r + v - y..*. ' x 1}, - a.: .' -9 dk a,, 0' r J,.1Yrvy . } t .1 v�„4_�.1e, ,. �"+ i ` - + : - an`"'` ' g4 4' -{" � > yw b iii C+v C it m jom °- �y'Ji'!� ' ' F;Al" '1�"f {'6 .Kra z FY 4 s. �b Z.. r u''ux>< ae .k... j e `'iPC. « `r 'A F A p • •.. 0.4, ; �'''' .L' -Q C ?�t g Leg 1�' A'�Nh[ 5.3. .i1 N V ♦ I rt M..'4 .a .s ; rW1 - s4 r`A r _i YS � 1: '''' xq'di: raQF � 1 .1. ,w.1 ,,! 10' 21 Dead Live Total Bearing: Load Comb Length 34 52 86 34 52 86 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps.) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 1 fb = 10 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1238 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.00 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. v ` I q + Ilo engineering inC. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC R12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units 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 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and E3EARING LENGTHS (in) : t. 7N S4f (' f �t1,- l;py - i '.n y d.4 ttw41_ t.♦ . (+( 4 . 'i' -'O .., '�i••:.A F j;0. .''t"--- ..i . -.. x. Jp •. ;:....4.,...4. JN:. ^w' fiYy7 11 3 . .. .r* '4 ^+ np 3'i « +i ta-. i ... I, .li • 0 5i Dead Live Total Bearing: Load Comb Length 85 131 216 85 131 216 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 7 fb = 65 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1230 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.03 fb /Fb' = 0.05 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. �`* engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 23:59 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 20061BC R13 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units 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 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' . Dead Live Total Bearing: Load Comb Length 315 480 795 315 480 795 #2 0.50* #2 0.50* *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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 27 fb = 517 0.13 = <L/999 0.26 = L/726 Fv' = 207 Fb' = 1083 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.13 fb /Fb' = 0.48 0.25 0.33 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. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 20061BC U1 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 HM HM Loads Load6 Load? Load8 Load9 Load10 Loadil Load12 Dead Snow Dead Snow Dead Snow Dead Live Dead Snow Dead Snow Full Area Full Area Point Point Full Area Full Area Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (0.75)* 30.00 (0.75)* 1086 2172 15.00 (1.00)* 30.00 (1.00)* 10.00 (8.08)* 40.00 (8.08)* 15.00(19.75)* 30.00(19.75)* 15.00 (1.00)* 30.00 (1.00)* 4.38 4.38 0.00 4.38 0.00 4.38 4.38 10.08 4.38 10.08 psf psf lbs lbs psf psf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : , . . • . ,. `0 ..':.,:. �... .... am. r ... ..:1,• . �..SL L.:.n V+ • 10' 10' -11 Dead Live Total Bearing: Load Comb Length 2256 3902 6158 1416 2642 4058 #3 1.85 #3 1.22 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x10 -112" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ") and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design fv /Fv' = 0.47 fb /Fb' = 0.75 0.56 0.70 Shear Bending(4) Live Defl'n Total Defl'n fv = 145 fb = 2040 0.19 = L/640 0.35 = L/344 Fv' = 305 Fb' = 2716 0.34 = L/360 0.50 = L/240 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 ANSUAITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NpS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). engineering inc. C. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow.load 2006 IBC U2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern R6 R6 Load3 Load4 Load5 Load6 Load7 Load8 Load9 Dead Snow Dead Live Dead Snow Dead Snow Dead Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar Full UDL 1220 2401 10.00 (8.08)* 40.00 (8.08)* 15.00 (1.00)* 30.00 (1.00)* 15.00(19.75)* 30.00(19.75)* 80.0 1.17 1.17 1.17 9.67 1.17 9.67 1.17 9.67 1.17 9.67 0 0 0 0 0 0 0 0 0 Z 2 2 2 2 Z 2 2 2 *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1,4 r+ v. a '� t 10' T-2" 6' -6" 9' -8' Dead Live Total Bearing: Load Comb Length Cb 989 1536 2525 2288 3379 5667 1595 2360 3955 622 919 1541 #4 1.15 1.00 #3 2.22 1.17 #3 1.17 1.32 #3 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 127 fb = 681 fb = 471 0.01 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1236 Fb' = 1241 0.11 = L/360 0:16 = L/240 fv /Fv' = 0.61 fb /Fb' = 0.55 fb /Fb' = 0.38 0.06 0.07 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. .. engineering e inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 23, 200800:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : y ,:7 a. H-t . -'. ' • 'y r 7N � Yb (- n 1� .y 4 !3 , _ y H .21 i vs °.rit i' J �' '�� Y' iC7'Y""44 F L ,� G �.ft U� ^. r' .20.),,71,- . ,•R Nt � �-L� n {�('i+ }.•[ )I �`7 . .5 2240 ,,,� ({ : y �i ytC 1° 1•y,t f.. J { ac,, -f fdG t°. it ••.SKy R ! 1 K. �9 svgi -x-A 4 "J }1 1 N• -•7 ll K3 "i � f a s . `rp m -gyp r 'A1 a �yy� {;r f �� a'Sy3 s. tt . 3li !r 'Hti4 P h rt-.44V 'rt��y� •' 9'6 �^. L ° •b A.., h•'� p i.i 4 :47.w N )FF^ 'i •3 r .- 0i%S 41 • 1yct N!iq..x•t' [`i*11 /, '; y1 ^7,xt - iii. rl .T - i• Ir5 A,S p 1 ++ff {BYO K:rfi Y^lb .- {itqi i //ff11�y'}n {` .t. a."' . ".Y y {��, S 1 M.� rt • ^YL.7 y ! !i' .i,. .,y f 1 6, AY - • f A+� li".M.d' s1 i. '�5'1 1 a CF HTf 1 H- pdjl ri V {� Y .r�. .1.1 . j. >y "T A �.. i I %!., i ��i ,. efi S.f ... i 1. Y `.. • �f *11 ,�, •y t r ..4 ;4 7. 4.. aai tM •It, i r t,- pi•u� 14' J Y +a Tb ", i- :,, ✓ :. Jd E. i•., "P'i.ti T _, , , t h' I t Vr t..- O•s4t•1 ? y - wl ^.�?.4 Y✓G7.. l '"?∎ N yjf',rt^'._`yf "r-K J i. y. - °' -' T3^t+1'.- _ 1 , ,4. 4 •, 1 V. i , t „Y - 14. �t '.# i 11� y:� ., ,t yam{ •7 ,r. _ r *r a i ..n Nnf,'1^ -' �0, 2i Dead Live Total Bearing: Load Comb Length 168 140 308 168 140 308 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 3 fb = 36 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1238 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. f *, engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load7 Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf. psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r b V a J1 � GJ,, 1 n� t.' . 4.r r : i t 0 .1. n i - - ,,, y1' . 47^ 71 ... • : * 3 *.ubc�!f �� 1 ■ � I •-h'F 14J. i,f } -,curve li�h+tV, t} Y3 I' -' i+aa fltt(, } 'b �'fi ' 1 Ar L.. VL t �. ty.��•I t 1�^Y 1... =4d yX fi'V ! hJ /S(% t, .y k 1,. [ J.+`J, ', Jr 1 ^r V yf .cal r 2 (' Al' 'y [,;� 'lk i�7'4<`�}y6'y`, ,s' ` k'. 7 `w i elk • • .: S ry Y; ua3 ...P::t{^.� � . •F' i•t2.: •1 a.-,a ry �r . 4 d . ..'1.!:1'H,':7!" '. ..r - g :'.t 1a l'i't' '.k''-' ,�� ,� :s ... µiy wM..�°+ tY.: e ii, .*1 ? i -, k dy t .G, °J —s:A, `.` -'1 < ',...,•,* 3 • 14....1A.).:471:,..., 1 ,., 1 0' l' -6'1 Dead Live Total Bearing: Load Comb Length 126 105 231 126 105 231 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps °) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 180 Fb' = 1239 0.08 = L/240 Analysis /Design fv /Fv' = 0.00 fb /Fb' = 0.02 0.00 Shear Bending( +) Live Defl'n Total Defl'n fv = 0 fb = 20 negl...gible 0.00 = <.L/999 DESIGN NOTES: 1. Please verify that the default defll: :tion 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. II engineering • ' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes. Inc. plan 2383C 30 psf snow load 2006 IBC U5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf 'Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . fi , -S`ti Ay �. - •, " "ii••�� 1 F.f� 'i.e - t y a: ..-Z1 } '. yi`+ia`E. 4•' it J',, ' ! i i/� x t{,� Y✓ !,L . i•) 7' }.'!3 °¢ '1te f. �°i• ?p ]4 •1' `�. • j - - " > ) A'. ..t.4,- •f+a T3F�;✓F '�s14 y -a,y ^ i{_.,{ a '�7_e w...' ru• r. :.wr r M - 'r . .t. •. o». .. .t,;, . �. a.. ... � • t t ¢ ..wrvl 0a°4 .4 7rv� ,.,r4 W. •,h .. - ,. .n. • hI •°✓J•.•� , ✓.• 4e. t.ri V f't .. '1 1 .. C.).1.G!'� •� y d a r, . f , i,..ri. -•) f- .i t _ h (- .- n,4-* , `, y, vpy ?,,., i �• y �t. . ,* n vl F �. p 7 x7'n f 1 •f... at."L 4 «Y ( S ,. ;M ...- { M .1 ; 4 ' • ,.A µ,. �,. b -- y - , :� S - -, r' 0 A0' 3� Dead Live Total Bearing: Load Comb Length 252 210 462 252 210 462 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design fv /Fv' = 0.05 fb /Fb' = 0.07 0.01 0.01 Shear Bending( +) Live Defl'n Total Defl'n fv = 10 fb = 83 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1235 0.10 = L/360 0.15 = L/240 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. ` P-." p �{ a C. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, S Al Gig Harbor, WA 98 NW, Ste. 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U6 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Load2 Load3 Load4 Load5 Load6 Load? Dead Snow Dead Dead Live Dead Live Full Area Full Area Full UDL Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.83)* 40.00 (1.83)* 10.00 (3.25)* 40.00 (3.25)* 0.00 6.38 0.00 6.38 6.38 12.75 6.38 12.75 io 0 0 0 0 0 0 IzzzzZZZ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : T y. d j. -1 b _ A 10' 6' -4.5" 12' -9' Dead Live Total Bearing: Load Comb Length Cb 320 222 542 1140 966 2107 365 358 722 #3 0.50* 1.00 #3 0.59 1.64 #3 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 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 40 fb = 209 fb = 299 0.01 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1071 Fb' = 1077 0.21 = L/360 0.32 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.20 fb /Fb' = 0.28 0.03 0.05 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. o f ] j I = -. - engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location fft) Start End Units Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (5.17)* 40.00 (5.17)* 10.00 (1.83)* 40.00 (1.83)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ..14:',,,,444:14,:14;• I 1S s. - -,,,-!"•-• , c .. -,.. K° "„ate..xis :t (-;'` r}FT � J'9 9��. .#r.,,;,..:4.„,7,-,,I.::„.... f J; . -�!' I�St ..u!c'Q'I']"t 1,..f 't 'v 3 ' C .'i - i 4 � • ni m:xn J v . .. - i-p ..�.' � .•"�t t q 4 d - w T :0 ;'' y,.]„ y r ' �i' �t p � ' p,nr.fX, '`! �a" 4 ,, y :.. , wr ,, �"�,y »"�n��L A, f >'r } .. •• t .. ,.. qp)'. � i-"'' boy _ t r. S w• ,¢ }vrt L Tc w.Ot s.k b"'•`. r-, 0, 2' -6't Dead Live Total Bearing: Load Comb Length 97 350 447 97 350 447 #2 0.50* #2 0.50* 'Min. bearing length for beams is 1/2" for exterior supports 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 (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 180 Fb' = 1076 0.08 = L/360 0.13 = L/240 Analysis /Design fv /Fv' = 0.04 fb /Fb' = 0.06 0.01 0.01 Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 67 0.00 = <L/999 0.00 = <L/999 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. t•• ;;r ; . °'«�' C. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 53- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (3.75)* 40.00 (3.75)* 10.00 (3.25)* 40.00 (3.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �YI.j,_ � :a ,at �' J J C ni.Yfi+ f. W as v - �. J u , . }.SN T-1' it • ....T1yy • ,)' - IFI.,{�Ltfiapvk '� Y° > • ^IC d •T V 3. t I Y M '4 S T;p ' tta f y }Y• tt."- ; o f a y -.�`" 1.. -�.P •?,s"'u '"x+s 4a 9"'e :ti3t� ti ).., ...a:_.�1��d� 1 -a�} 11 9 T,..' ��•• i P r,.- .a �. .1. ) LL -J l ,-* }M'y .4 N��* :4,,, �� 4 1 ,:1.V a �Ir o ti^e..,, d • L 1 r i.. µd j'.>C' f d.wi -r--k s y tf) Z} f. ` ° �yi a�t'l -1 : tiY'< ' P , 0, r U6d1"'«' l5 9 a , • ilm t'. } t 0. wWak• I. r a ,. ;.,,,•L' A+J It a C4 t& 7, Y ,, :.'11"l1 3 W P 4• L h y l 1 .y P � te ., , .4. M J . a+ r Z Lu¼j' f ; YJ t c"` F+ � — +r3{ l 4 c . t .1 A "C i-� 1 uw „, ■ '.Y ' • •3� ZS 0' Dead Live Total Bearing: Load Comb Length 117 420 537 117 420 537 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 12 fb = 97 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.09 0.01 0.01 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. n engineering Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homey Inc. plan 2383C 30 psf snow load 2006 IBC U9 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 GT1 GT1 Load5 Load6 Load? Load8 Load9 Load10 Loadll Loadl2 Load13 U18 U18 Dead Live Dead Snow Dead Live Dead Snow Dead Dead Snow Dead Snow Dead Live Full Area Full Area Point Point Partial Ar Partial Ar Full Area Full Area Full UDL Full Area Full Area Partial Ar Partial Ar Point Point 10.00 (4.42)* 40.00 (4.42)* 1909 3678 10.00 (1.33)* 40.00 (1.33)* 15.00 (1.00)* 30.00 (1.00)* 80.0 15.00 (2.00)* 30.00 (2.00)* 15.00(19.75)* 30.00(19.75)* 1816 3020 9.00 9.00 0.00 9.25 0.00 9.25 9.00 11.67 9.00 11.67 8.83 8.83 psf psf lbs lbs psf psf psf psf plf psf psf psf psf lbs lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and (BEARING LENGTHS (in) : 0' 19' -3'1 Dead Live Total Bearing: Load Comb Length 4356 5449 9806 4077 4979 9056 113 2.23 113 2.06 Glulam -Bal., West Species, 24F -1.8E WS, 6- 3/4x18" Self- weight of 27.97 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 Fv' = 305 Fb' = 2601 0.64 = L/360 0.96 = L/240 Analysis /Design fv /Fv' = 0.37 fb /Fb' = 0.88 0.60 0.87 Shear Bending( +) Live Defl'n Total Defl'n fv = 113 fb = 2282 0.38 = L/604 0.83 = L/277 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 /AIT0 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). "�' ...,. ® engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U10 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 U18 U18 Dead Live Dead Live Full Area Full Area Point Point 10.00(10.54)* 40.00(10.54)* 423 677 8.83 8.83 psf psf lbs lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : iv A 19._3,i ,!\ Dead Live Total Bearing: Load Comb Length 1414 4425 5839 1379 4369 5748 #2 1.75 #2 1.73 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x15" Self- weight of 17.7 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 101 fb = 1893 0.57 = L/406 0.85 = L/271 Fv' = 265 Fb' = 2267 0.64 = L/360 0.96 = L/240 fv /Fv' = 0.38 fb /Fb' = 0.83 0.89 0.88 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). engineering g g inc. 1nC. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 53- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 20061BC U11 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (6.42)* 40.00 (6.42)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ;' •Fy ` !JC i ^mil ,V'r( r .y. .J,&,,,.c, Y f.- -• • .'"' ,' r. v 3 _>i h:n,;,(�e^'' + >r� ast+ kr�[ i u..r eLv c,.L .� _.j..t01...4:Nr•+ w.. ' -_ 4 Y r• 1-0- A. a. c.1�'t . y; ,,�''4 g ! 7 5_ -'i ,.+!l '� .. -_ n.• J `� -:. 4T,�. f M'1..�•'J•,%Y^•, o,'�,,, d 'r 974-14 4.f grr" V. li ?J. , . 1 ;,";...:.Y .. .� .1' •• r - ni S 7 ... T �.. Y lY y. yArk .+• y,..•..y 15 "' 'rt{ `c.- <,�� T� S ?f •RAM 1 �4,7'N .(� CyC'r.p l.a'e -� nY - {. -.._ �Z+iM j, 10' 3' -10'1 Dead Live Total Bearing: Load Comb Length 138 492 630 138 492 630 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 180 Fb' = 1073 0.13 = L/360 0.19 = L/240 Analysis /Design fv /Fv' = 0.10 fb /Fb' = 0.14 0.03 0.03 Shear Bending( +) Live Defl'n Total Defl'n fv = 17 fb = 145 0.00 = <L/999 0.00 = <L/999 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. '. engineering inc. COMPANY g Inc. Hodge Engineering, 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (6.92)* 40.00 (6.92)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : K} ,.y. i N � - rt • � '4• f... ti >a � . =.d• . 1. . +.. . y . } AY+"ffb t iYF .:I ! M ! . '�' ]ppJ��//I 1-WP� A. �py,J } i f - 1 ! b.. .' - S r 1FY'- i.P" J ,I .P if .%+ JJ �5 + L`'T u '4.4...0i: ILL,!' y�,s,.��YY �/ • 1 ' ""S`-r' y _ AL V • - t •' t ,. I ' _ s . � ; • ,'' l y 4, :r 0r, .,4'.1-1; At-. M.1 f 1 t'" 4. * l'.., �,.. 1 .• • .. fl `q _ .-;+' Q %tk ai {+1�.3• -li b -. -bvW •1Pr , 4 • ,iy, ;P-� 1.' :b a+-•. tF.YL ?'�aLr } f .A 1YF V.7•'ifY J J. 7 O� .0 +Y.., t •� ,/ ' xa a* q' I 0' T-3'1 Dead Live Total Bearing: Load Comb Length 125 450 574 125 450 574 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 14 fb = 112 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.08 fb /Fb' = 0.10 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. . ®'` ® engineering Inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 23, 2008 00:00 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U13 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(10.75)* 40.00(10.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i rB ., - -f [ ,y h - ,W , > • . j`tom• � ` �, ;rA41 70 3t 1Q }p }`3..-f.:? • d f » ' .d wkeU •i, q , •r, iFA . C a S_ j Y yii te,r411 � , , F C F k't •;*.. 4. h t '-i t'e h �c ' eN f . :+ t-r Y l"1 •y „:. 4 i a, ^' t 1 r Yn a y; `"y, +ts •p y, r ? ;,... 1 ,'. N h�. -- Y Ity. I , i!a v• s, .t .' S + : ri. r.> . . .�.? ff y* S r%T' � rr"4n d"K i fi tR7 • .. •/ ' J d lr. h Y . . y W "`- 7tMZ�y4lsr q �' .4.•.7..4 T •-� Y 5 T� y . R r .` - . Y . • e , N ,` y r a�. '1 - " •O . f.3 . y "7 ! , L A J � ...4 . ' i, � g d!i 5 4 1 a E+ nyr .,,ft ',P *4- «-, 4 s 11 � j , T 4:::4!:: A / 7 � 1r IyRi (" •A < ^ S i , arm. • 4, � . a Y ,a 44 — • i L.�' if..� �y h .5 � a c tiyN S Fa.. � ' „kr M K mp ,{cd.y {l'f i J., „.. L. Aii -0 a+'�"" 41`” : L ". y • is • 4 sT i ''.._.4. � `. q+< . ,.g r J h.f't ,. '7 4S �' 1 � i'( �`• r a , T '1"--:."' - • • . 9:ertit y1 .' . . r. . M 0, 3' -24 Dead Live Total Bearing: Load Comb Length 182 681 863 182 681 863 #2 0.50* #2 0.50* *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 (in) using NDS 2005 : Criterion Analysis Value Design Value Fv• = 180 Fb' = 1075 0.11 = L/360 0.16 = L/240 Analysis /Design fv /Fv' = 0.11 fb /Fb' = 0.15 0.02 0.02 Shear Bending( +) Live Defi'n Total Defl'n fv = 21 fb = 164 0.00 = <L/999 0.00 = <L/999 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. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U14 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(12.50)* 40.00(12.50)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i" „w {1�j4 �J{ h R ' A .t' {{ ^ i 4.� It • 1 - j . ;-,:i11,..; iz ft.] W t� i -, .y Y•r�f >,y t 1 S Y 1 ?irk b -- .1 o r s a1 ... j ,,, 1 7L•!t W ..L.,f ) f }`w _.- t 1 ..t. "< a t�{ EL_ H 1� {i U /[V-�� L. 4�y,� ,�� }q ` i1� t f h �l@ S )1�ry - L r X 5! sd,7P .j,.i,,,4 p,'yl ( �'« '4 ^�JLtK3{'d K rf �! 1 .i' '�tYY7Pt 4'�.F :e( sf t :te r A S, .. 1 A r ��kst y n. n 9 rya �1 }�i ixS P. 1! i"4 J '7 N •2 "., 'W i' :,�i� x..6.g }. 5... W Q%i� t W ♦ pK' . ] ° ix 1 -.,-:0 5 �• ,f� f {h ++•�8 �,,t ,�y.. k. :. 5� 4 ...,„. �'� J•i` f;... '� •'.' )/ '�1t.�.'Wt .3 c0-L,T, ^"'i'.r. -(v.t ? i , if r 1„�+F b";' - r -'.,T , R. }i.P S'A ley ..+, k Wt J_ r L O+ � _ �i ad, F ] 11 '0.. f `.fl -J i'`'f - ] N4 rF�t_ •c, w 6 $,�cn.;f 1. 1 1,;,14-1 MAjh l.' {1,11 �L,hlf �1 �'[Jp 1 f4'�.�� - y W iNfiW VMt 1YF i? u a�,�. r i R4('1J T ;SwL.h...+ -A ,•Iy: IN. ..t' A ��+L] y 't`i Yj`?mac. ,b rfu' *�{�}..131 (1 7 �Y 5 .z % nt ., �*, a. „ i b � 4 �Yl� i '. ., > a� 6., F ,� +( �,- Ylb ��,� , °"" b2+U. a.,:. " •� 7 � :. -A ,n �` 7 ;11 1 '(74., ��? /. ,1 �+t _ ]M • 10' 3' -3'1 Dead Live Total Bearing: Load Comb Length 216 812 1028 216 812 1028 #2 0.50* #2 0.50* 'Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 25 fb = 201 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.14 fb /Fb' = 0.19 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. engineer® ing inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes, Inc. plan 2383C 30 psf snow load 2006 IBC U15 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (9.75)* 40.00 (9.75)* psf psf *Tributary Width (ft( MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : '^} 4 fi 134.54 •'.'• ; .,y • • , < .. r _ d "9- 13.4'-' A ,M.:E; s:74.• ',!,C'o h ” 9,4 r '4 ;•1;t;,•-, � f` .'g'4'''''' . °` yr}n4 � a /' 4 � 0 -.A qPr .F #��ma7rte,'y$ 1C ti 2th; f f } Y t�v 4 jj•' '3 J R d'f1y'l � y d ' ,�G 'i }af sy '_ -'af .tS.,; 4h`l}Ty- Y. :.. t • . h { ' S M J y 'm� " jA> .'�3 ' t- . - '�"fR 4� �2� ,. G= „e ,3 a Fi°, +?�PN . .�.• ` L D3 5 r 1. .0 q' ° 44:∎: a . K ,-- $ ,Z.';,-, ..v. S 3 4.10 +1.i a^T !,. sty, 1,,R, 0— ., j�Cgl'Y 4 X r • � k v4- yr 1 f ; _.h '',,try.. � `' ^, - r „ r- .1 q 4b f- . K • S -t- ✓7} 4}�4 n �i} J- i.�4 .t "7 � :�4 .N 'i'�+ ", +1'Y tr tea. 4{ � x' ' pa ,w t r � + " ,, rN w , KY e `ei f . 4.. . 1. , . . b , f•-: , . ^P .J1 .'I .T . #^ -i j •: . " ' .{ ! !!,LY. ��2 ' FM f .`'7 %�. , { 1? L, ./ ',r � ' RF pL %�(C } � ' l q 4 i> tl � �� 5 b ( � . i M1 i Y°�'' �t f .y� f . !'R � -" (y I .l,,y1a' , y , �{ K . T S' t ' `iyLy�. 'fi6' y {x , Y ".f Nt ' .... . s r • ,f o '4,,,' Zi 1 ' P ,,,, i • g' f r .- v . x h _ _ h} 90 � Y "•' 4H 'M .. 0V(L4W.: i. .n ••tYD" i' 1 . 4.. ,. �. :i-F' �' , �. f Nr• . .. .. "'r°G T ;Y. ... *.. +�.n. 19 ..di.4 '1� ^6 • f¢'4 � nJ 2' -4'a Dead Live Total Bearing: Load Comb Length 123 455 578 123 455 578 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design fv /Fv' = 0.05 fb /Fb' = 0.08 0.01 0.01 Shear Bending(i) Live Defl'n Total Defl'n fv = 9 fb = 81 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1076 0.08 = L/360 0.12 = L/240 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. . .. �w " engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U16 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (9.75)* 40.00 (9.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 12' -114 Dead Live Total Bearing: Load Comb Length 710 2519 3228 710 2519 3228 #2 0.97 #2 0.97 Giulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 78 fb = 1328 0.27 = L/564 0.39 = L/396 Fv' = 265 Fb' = 2358 0.43 = L/360 0.65 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.56 0.64 0.60 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Giulam 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. Giulam 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). ' s:.,. engineering'" Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 20061BC U17 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Load' Load2 GT]. GT1 Load5 Load6 Load? Load8 Load9 Load10 Loadll Dead Live Dead Snow Dead Dead Snow Dead Snow Dead Snow Full Area Full Area Point Point Full UDL Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 10.00 (1.00)* 40.00 (1.00)* 1120 2083 80.0 15.00 (1.00)* 30.00 (1.00)* 15.00 (6.63)* 30.00 (6.63)* 15.00 (3.67)* 30.00 (3.67)* 0.33 0.33 0.00 0.33 0.00 0.33 0.33 1.50 0.33 1.50 psf psf lbs lbs plf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : f •'' . 't -crY - rtp9i:�o• +q. ri C E: ! ° ' a l i �f `." , (.S. 11 f F 3 .i.nfL4 � •. �{�.MN'�. ..tdv� Yi '�.} ‘...';/1 R • • . I - f .r n, • e"... ). .' �- +; ,ms , .M.'`d+tl YiY� �i , „I.': •4'.. 11 v . " F a�4 + 1 r . ^, .. .li•y j l - _ i1 ..b}�( 3 :77" ri �'', y .+. . ; ' f ./•r'^ r i, !g i Q 1 cy 6{� Dead Live Total 1010 1751 2761 376 571 947 Bearing: Load Comb Length #4 1.26 #4 0.50* *Min bearing length for beams is 1/2" for exterior supports 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 (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv* = 50 fb = 215 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1239 0.05 = L/360 0.08 = L/240 fv * /Fv' = 0.24 fb /Fb' = 0.17 0.01 0.01 *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. -..w "" ) . engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC U18 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units GT2 GT2 Load3 Load4 Load5 Load6 Load7 Dead Snow Dead Dead Snow Dead Live Point Point Partial UD Partial Ar Partial Ar Full Area Full Area 1651 3233 80.0 80.0 15.00 (6.08)* 30.00 (6.08)* 10.00 (2.00)* 40.00 (2.00)* 1.50 1.50 0.00 1.50 0.00 1.50 0.00 1.50 lbs lbs plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : f k r } ;* mow(.r _. ' t i •■7 -,+t t' . .tD yam '"'"'' 0 :. "' ,' ry*- �c e.., _ • •�I 1 0' 10' -4.5' Dead Live Total Bearing: Load Comb Length 1816 3020 4836 423 677 1100 #9 1.84 #3 0.50* *Min. bearing length for beams is 1/2" for exterior supports LVL n -ply, 2.0E, 2950Fb, 1- 3/4x11 -7/8 ", 2 -Plys Self- weight of 11.98 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 161 fb = 995 0.06 = <L/999 0.12 = <L/999 Fv' = 328 Fb' = 3172 0.35 = L/360 0.52 = L/240 fv /Fv' = 0.49 fb /Fb' = 0.31 0.17 0.23 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. L. engineering 1'' Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC M1 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (4.83)* 40.00 (4.83)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : h c r t'h '^1.P.4 ` . n :vy Y 4 +�d)bevaiw. cLr i i .,C_ .. � A 'F + i? t 'C . i.e n. g4 r,n f . �",�- "� ; •3,' P., 4 +4 ' •'4y §� v"s:.4.. r; ?' ..i. '. }� 14,, •3�' Jc1 Is' • of .., i i U b 14..,,!(•• (' , St �' "1"'S i ,ljxlS..MM . _ ,b � R4�)+t#'ri , c .t '':•,:, 1i " +5, ..y.4r �1�49 Cr°, f�.f P°'.r • a 1 ^�wa^�r� i.. e• 3 1 .'� � kyy�..'! , ril :n;:. r f .,,, b..c . A P.: r 7 ( .•..� t r , ,� 1 _.,Y ) t•S • ' - M _ t '- 'Jal..'e,�;. '.",,.i` _... "+.. .r A S • ' .. ° ......_.i, . • — . • . . -ki.tW Saw ,,— :4.••' - - -i • • 10' 2' -11'� Dead Live Total Bearing: Load Comb Length 82 282 364 82 282 364 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 64 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.06 0.01 0.01 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. . ' engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 23, 200800:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC M2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location lft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ;> . . � ..:,`..j , ti '�.J 4,.:,,,. !E ItJ 'i 1c ..t ..� t�[P ,{R lf, •• ∎.f /d, j. ° ti t r ij s T } '.i x M :t.:.:- " � i • r. 10' 3'-8'( Dead Live Total Bearing: Load Comb Length 162 593 755 162 593 755 #2 0.50* #2 0.50* -Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 20 fb = 166 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.11 fb /Fb' = 0.15 0.03 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. ®i' •, '' ® engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 200800:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC M3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location tft] Start End Units Load]. Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (6.67)* 40.00 (6.67)* 80.0 10.00(12.50)* 40.00(12.50)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : { � _ y Y . r _ ,. st.%.;, •• Sy ry'( 3 ' l c. .. ' -+rt . x }x • wa .l l „ } - „3 b tl. , n' 'V 3.r, ^ }; r - -n ,j Y w E,fr 1- fG t �9.� n, d • 7 i!1 n...f,✓-_- ,•,-T % {. f )' F�' F' i•..�' .t f x'P C t,....JYW ti'..�q �F §'�.it't w' >_ 'S Si�(.gd.li4.f3 - e.r err M • • 0, 3' -81 Dead Live Total Bearing: Load Comb Length 512 1406 1918 512 1406 1918 #2 0.88 #2 0.88 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 Analysis /Design fv /Fv' = 0.29 fb /Fb' = 0.39 0.07 0.07 Shear Bending( +) Live Defl'n Total Defl'n fv = 51 fb = 423 0.01 = <L/999 0.01 = <L/999 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. , k �' e engineering inc. 1 COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 23, 200800:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 006 IBC M4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (4.17)* 40.00 (4.17)* 80.0 10.00 (2.50)* 40.00 (2.50)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : :-r: 0,0.: r - 1, ,, - . pt- - ,.x , .4 4.. - -ti ^^t .n' _ i4ri ti "4ai� ... ,t+ a � S4ea ,. q y e.+?,� A FY- ` `r;i ! a >•,aj.� S , �S {i,N a �+`({•�.� l:,..:$.4.4.?:. }{ `Y},.,.'ci' is6 4� r.w 1' 5 ... 14...fi.... .1'�1HFl f r1�u. fflYZhr53,.....I�d::.11,N.[J_...w:? i a d f "F 5 eM r, �eFjad 5,9�:r ,.., 3r r. »:.e 10. 5, -2.4 Dead Live Total Bearing: Load Comb Length 399 689 1088 399 689 1088 #2 0.50* #2 0.50' *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 35 fb = 338 0.01 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1071 0.17 = L/360 0.26 = L/240 fv /Fv' = 0.20 fb /Fb' = 0.32 0.07 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,.:. C . inc. engineering '' inc COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 20061BC M5 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (4.25)* 40.00 (4.25)* 80.0 10.00 (4.25)* 40.00 (4.25)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • dID r- '�"{+1.1VLy�r rA b' t�' J �o. }$p�'!''iti' {�].F't {' r ' f ' ;" , [.,..• .... • � ✓ : i% , w n, t �e 9". j'? )+i" -1.1} A3T J"Ib •�As''' 3 � 1 ti y'.•Cy..Flmfro'_ J r,.-� ,_ti. 7 { J `?b, ',','::: .Jy,'Y L '..,',/,.-.•.:4,,t.,:..,,,,,;2,--......;„ -. 4 . 9 11' t Y 110( id: b• J'y b uL 0 5' -2d Dead Live Total Bearing: Load Comb Length 446 876 1324 446 878 1324 #2 0.61 12 0.61 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 43 fb = 411 0.01 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1071 0.17 = L/360 0.26 = L/240 fv /Fv' = 0.24 fb /Fb' = 0.38 0.09 0.10 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. ` `, � `•e I engineering inc. ,,;t:,. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 00:01 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC M6 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load9 Loads Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (6.42)* 40.00 (6.42)* 80.0 10.00 (5.17)* 40.00 (5.17)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r� 4 r .t Jl ;�'�\ "� i'l,. .1. aj. { 9. ay ,,, n • 4�. V: t ., -` • t . _ t. ' Y . • , � ` ,r. "a. Y -/.,w• . � . r . . . • d M1. Y ' d q .-C...,: .Y1 : n{.. y1�.,gy i..p:+°A,i r - « r .+? + a<' - .. - .. .. - .. •�L� LSO 3'-3' Dead Live Total Bearing: Load Comb Length 331 753 1089 331 753 1089 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 26 fb = 212 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.15 fb /Fb' = 0.20 0.03 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. `G M • : engineering ® i , •- Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al , Gig Harbor, WA 98335 253 -857 -7055 Jan. 23, 2008 00:02 PROJECT Doak Homes Inc. plan 2383C 30 psf snow load 2006 IBC M7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (5.08)* 40.00 (5.08)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : :rtM eGa s d.. t ,,f 4.0,...,7 Jad •�i.rd{ :3 t��•�R r r4 lff �P • 1 6 u . i. M .., ) M .'+4 S'Q'rtv:7 . - s�,,*4- .A D5 tSmR4.'a'`�1 . { • ]i_v r 4%) j, A e 4.7 t.. M, t. t v' Kij�di^����jj"'�. 1 d -0 -_ •,M. 4.,.: t '��,{y,"','4w -df- yir ■ �� .+ 15 r.� TY' _J. k a.•- ' i 36,.. . 11,:::i. T' aU 1,.: ...a 7,{...1,,`: •e _ n _ . r A�r� r n` ? ...i'�.r +., '.'.:. s r _ • r-. r .,, ,.4 ,t': -r: v °.1' n'^ l F { . s a-r ] { _ I.h byf. .S. P�H r . J. _ T ty. 4' N u �,�w?Mq .....• ! 4 .n i . f ';'�, .., -i•< . L�^A -.' S.n -�( 'h JS e. '1 -� ' h,' r dint I 0 2' -8.51 Dead Live Total Bearing: Load Comb Length 79 275 355 79 275 355 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 7 fb = 58 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.09 = L/360 0.14 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.01 0.01 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. H erigi lee infr Wood-Column .e 253 - 857 -7055 111c , fax 253 -857 -7599 Title Block Line 6 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: • Wood Stud Load Bearing Project Notes : ntErd' i :!;KW,a06007r1'224144 �s Description : Braced x -dir - single 2x4 9' stud braced by General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Job # Printed: 31 MAY 2008 File. c.lpocuments and SettingslShannon1My Documents\ENERCALC Data Fileslwood post calculations -ec6 ENERCALC, INC. 1983-2008, Vera 6.0.18, N:42801 �tsf•z1i�z.�i �'A��:Y�,��,r:,�ii� :_,,� ;.�.�y�„ �;.�: , n k�,, ��1��License Owned :4HOD.GEsENGINEERING;INC wall - eccentricity .167 times depth .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Applied Loads Column self weight included : 9.0891 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 0.70, L = 0.70 k DESIGN SUMMARY Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2x4 Graded Lumber Sawn 1.50 3.50 5.250 5.54 0. 84 8 in in inA2 inA4 inA4 Allowable Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1, 00.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis•buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 15.32 No (non- gib oniy) Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Goveming NDS Forrnla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.601:1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 1.40 1 k 7.0000E -006 k -ft 6.8000E -005 k -ft 8 .515 psi .00 7120 : 1 +D +L +H .0 ft 1.4568 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0007650 k Bottom along Y -Y .0007650 k Top along X -X .0076480 k Bottom along X -X .0076480 k Maximum SERVICE Load Lateral Deflections .. Along Y -Y .008 480 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.48717 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.500 Compression Tension 1.150 Load Combination +D +D+L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0. 5218 0.601 0. 5218 0.7861 PASS PASS PASS PASS 0.0 ft 8. 6 ft 0.0 ft 8. 6 ft .0048560 .00 7120 .0048560 0084 80 PAS S PAS S PASS PASS .0 ft .0 ft .0 ft .0 ft Note: Only non -zero reactions are listed. Load Combination D Only Lr+Lf Only D +Lr +L X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top -0.004 -0.004 -0.004 -0.004 -0.008 -0.008 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only -0.000 -0.000 -0.001 -0.000 -0.000 -0.001 Max. Y -Y Deflection Distance 0.2436 in 5.255 ft 0.004 in 5.255 ft H f'nr.]1'lee irlt, John Hodge P.E. 2601 Jahn Ave NW Ste in Gig Harbor, WA 98335 253 - 857 -7055 ..11C • fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Job # Printed: 31 MAY 2008 Wood Column File: c:\Documents and Setangs4Shannon\My Documents\ENEIICALC Data Fileslwood post calculations.ec8 ENER 3ALC, INC 1983 -2008, Ver. 6.0.18. N:42801 wnert. HODGEENGINEERING.INC LIC A :1;K *:0600/x1221 ; 4i r: = ; O..74 j.i._`a Unh ;17,.. 1Mo. ;' Description 7 2 / X •�' Braced x -dir - double 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : End Fixities Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - Prll 1, 00.0 psi Fc - Perp 405.0 psi E : Modulus of Elasticity .. . Basic Minimum License O Allowable Stress Design Top & Bottom Pinned Fv Ft Density x -x Bending 1, 00.0 470.0 • Load Combination 2006 IBC & ASCE 7 -05 .0 ft 1 50.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1, 00.0 ksi Applied Loads Column self weight included : 18.1781 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 1.60, L = 1.60 k DESIGN SUMMARY Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2 -2x4 Graded Lumber Sawn 3.0 in 3.50 in 10.50 inA2 10.7188 in^4 7.8750 inA4 Allowable Suess Modification Factors Cf or Cv for Bending 1 .50 Cf or Cv for Compression 1.150 Cf or Cv for Tension 1.50 Cm : Wet Use Factor 1 .0 Ct : Temperature Factor Cfu : Flat Use Factor Kf : Buil: up columns Use Cr : Repetitive ? 1.0 1.0 1.0 AIDS 15.3.2 No (non-gib only) Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of maxabove base At maximum location values are .. Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0. 6501 :1 +D+L +H Myy, NDS Eq. 8. 6 ft .2182 k 1.6000E -005 k -ft .0001560 k -ft 8 .515 psi 0.0110 :1 +D +L +H .oft 1.664 psi psi Maximum SERVICE Lateral Load Reactions . Top along Y -Y .0017480 k Bottom along Y -Y .0017480 k Top along X -X 0.017481 k Bottom along X -X 0.017481 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.010226 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.1 1 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.500 Compression 1.150 Tension Load Combination +D +D+L +H +D +Lr +H +D+0,750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.40184 0. 6501 0.40184 0.75585 PASS 0.0 ft PASS . 8. 6ft PASS 0.0 ft PASS 8. 6ft Maximum Stress Ratio .005550 0.0110 .005550 .00 7120 Shear Ratios Status Location PASS PASS PASS PASS .0 ft .0 ft .0 ft .0 ft Note Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only -0.009 -0.009 Lr+Lf Only -0.009 -0.009 D +Lr +L -0.017 -0.017 Maximum Deflections for Load Combinations - Unfactored Loads -0.001 -0.001 -0.002 -0.001 -0.001 -0.002 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0,0696 in 5.255 ft 0.005 in 5.255 ft Ho erir.]i'iee'irl's John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 Project Notes : :11 C . fax 253 - 857 -7599 Title Block Line 6 Wood Column '. iEf nK1C0600Z122 "i d . Description : Job # Printed: 31 MAY 2008 File: c:\Documents and Settings\ShannonlMy DocumentslENERCALC Data Fileslwood post catculations.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.18, N:42801 Braced x -dir - triple 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : End Fixities Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - PrII 1, 00.0 psi Fc - Perp 405.0 psi Allowable Stress Design Top & Bottom Pinned E : Modulus of Elasticity .. . Fv Ft Density x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1, 00.0 ksi Applied Loads Column self weight included : 27.2672 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.50, L = 2.50 k DESIGN SUMMARY Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 3 -2x4 Graded Lumber Sawn 4.50 in Allowable Stress Modification Factors 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 1532 No (non -gm only) 3.50 in 15.750 in ^2 16.0781 in^4 26.5781 iO4 Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for - Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0. 6062 :1 Load Combination +D +L +H Goveming NDS Formla np Mxx Myy, NDS Eq. . - Location of max.above base 8. 6 ft At maximum location values are ... Applied Axial 5.027 k Applied Mx 2.4000E -005 k -ft Applied My .0002440 k -ft Fc : Allowable 8 .515 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.011562 :1 +D +L +H .oft 1.7 4 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0027 10 k Bottom along Y -Y .0027 10 k Top along X -X 0.027 15 k Bottom along X -X 0.027 15 k Maximum SERVICE Load Lateral Deflections .. Along Y -Y 0.010652 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.064440 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.500 Compression 1.150 Tension Load Combination +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.41840 0. 6062 0.41840 0.7 46 PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6 ft .0057810 PASS .0 ft 0.011562 PASS .0 ft .0057810 PASS .0 ft 0.010117 PASS .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr+L -0.014 -0.014 -0.027 -0.014 -0.014 -0.027 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance -0.001 -0,001 -0.003 -0.001 -0.001 -0.003 Max. Y -Y Deflection Distance D Only 0.0322 in 5.255 ft 0.005 in 5.255 ft H FJ'nci1-Ie e _110. John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Job # Printed: 31 MAY 2008 Wood Column Lic":: ;KW�O6007,122 Description : Trd; ti, fir. ttn Fle: c:\Documents and Set8ngs\Snannon■ry DocumentsVENE RCALC Data Fileslwood post calculanons.ece ENEIICALC, INC: 1983.2008, Ver:6.0.18, N:42801 Braced x -dir - single 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : End Fixities Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - PrIl 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity . , . Basic Minimum Allowable Stress Design Top & Bottom Pinned x -x Bending 1, 00.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 lf%,,t License Owne° 1:HQDGE ENGINEERINGA Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Wood Section Name 2x6 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allowable Stress Modification Factors Exact Depth 5.50 in Cf or Cy for Bending 1. 0 Area 8.250 inA2 Cf or Cr for Compression Ix 20.7 6 inA4 Cf or Cr for Tension ly 1.546 inA4 Cm : Wet Use Factor Ct : Ternperature Factor Cfu : Flat Use Factor Kf : Buk-up columns Use C;r : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis ; Fully braced against buckling along X -X Axis Y -Y (depth) axis .Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Axial 1, 00.0 ksi Applied Loads Column self weight included : 14.2828 Ibs * Dead Load Factor AXIAL LOADS .. Axial Load at 9.0 ft, Yecc = 0.0590in, D = 1.60, L = 1.60 k DESIGN SUMMARY 1.10 1. 0 1.0 1.0 1.0 1.0 NDS 153.2 No (non -gib o',; yl Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are , . . Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0. 8148 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft .214 k 1.6000E -005 k -ft .0001560 k -ft 805.01 psi 0.014126: 1 +D +L +H .0 ft 2.11 0 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0017480 k Bottom along Y -Y .0017480 k Top along X -X 0.017481 k Bottom along X -X 0.017481 k Maximum SERVICE Load Lateral Deflections . Along Y -Y .0052710 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.70860 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.300 Compression 1.100 Tension Load Combination 4-0 +D +L +H +D +Lr +H +D+0.750 Lr+0.750L +H Maximum Reactions • Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.428 4 0. 8148 0.428 4 0.8 140 PASS 8. 6 ft PASS 8. 6 ft PASS 8. 6 ft PASS 8. 6 ft 00706 0 0.014126 .00706 0 0.012 61 PASS PASS PASS PASS 0 f1 .0 ft .0 ft .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr +L -0.009 -0.009 -0.017 -0.009 -0.009 -0.017 Maximum Deflections for Load Combinations • Unfactored Loads -0.001 -0,001 -0.002 -0.001 -0.001 -0.002 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Onty 0.3543 in 5.255 ft 0.003 in 5.255 ft H ertr. }I-Iee''111 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1DSgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253- 857 -7055 .11 C . fax 253 - 857 -7599 Title Block Line 6 Project Notes : Job # Printed: 31 MAY 2008 File: c:\Documents and Settings\ShannonlMy DocumentslENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983 -2008, Ver 6.018, N.42801 ,Lic i`t ,!Kyy 06007, }122 t✓6 Description : Braced x-dir - double 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade . No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity . . Basic Minimum .0 ft 150.0 psi 525.0 psi • 27.70 pcf x -x Bending y -y Bending 1, 00.0 1, 00.0 470.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix Axial 1, 00.0 ksi Applied Loads Column self weight included : 28.5656 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 4.0, L = 4.0 k DESIGN SUMMARY ly .ticense.01wmer HOD,GE:ENGINEERINGINC Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2 -2x6 Graded Lumber Sawn 3.0 in 5.50 in 16.50 inA2 41.5 8 inA4 12. 750 in"4 Allowable Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? 1. 0 1.10 1. 0 1.0 1.0 1.0 1.0 NDS 15.3.2 No (non -glh only) Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Goveming NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.85 51 :1 +D +L +H Myy, NDS Eq. . - 8. 6ft 8.0286 k . 000E -005 k -ft .000 10 k -ft 805.01 psi 0.017658: 1 +D +L +H .0 ft 2.6487 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .004 70 k Bottom along Y -Y .004 70 k Top along X -X 0.04 704 k Bottom along X -X 0.04 704 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y .0065880 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.22144 in at 5.2550 ft above base • for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Compression 1.100 Tension Load Combination +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location 0. 166 0.85 51 0. 166 0.70815 PASS 8. 6 ft PASS 8. 611 PASS 8. 6 ft PASS 8. 6 ft .00882 0 0.017658 .00882 0 0.015451 PASS PASS PASS PASS .0 ft .0 ft .0 ft .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr +L -0.022 -0.022 -0.044 -0.022 -0.022 -0.044 Maximum Deflections for Load Combinations - Unfactored Loads -0.002 -0.002 -0.004 -0.002 -0.002 -0.004 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.1107 in 5.255 ft 0.003 in 5 .255 ft Ho erlr,]I -lee I11 John Hodge P.E. 2601 Jahn Ave NW Ste in Gig Harbor, WA 98335 WillW 253 - 857 -7055 :.11C , fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Job Wood Column Printed: 31 MAY 2008 File: c:\Documents and Settings\Sbannon\My DocumentslENErtCALC Data Files lwood postcalculations.ec8 ENERCALC, INC. 1983-2008, Ver: 6.0.18, N:42801 tHOD,GE<ENGINEERINGr:INCQ Llic .;;. =KW, 06007122 f;-' Description Braced x -dir - triple 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - PrII 1, 00.0 psi Density Fc - Perp 405.0 psi E Modulus of Elasticity .. Basic Minimum x -x Bending 1, 00.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1, 00.0 ksi Applied Loads Column self weight included : 42.8484 Ibs * Dead Load Factor AXIAL LOADS , , Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.0, L = 7.0 k DESIGN SUMMARY Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005 3 -2x6 Graded Lumber Sawn 4.50 in Allowable Stress Modification Factors 5.50 in 24.750 inA2 62. 06 in^4 41.7656 inA4 Cf or Cv for Bending 1. 0 Cf or Cv for Compression 1.10 Cf or Cv for Tension 1. 0 Cm : Wet Use Factor Ct : Ten perature Factor Cfu : Fla.t Use Factor Kf : Built -up columns Use Cr : Repetitive ? 1.0 1.0 1.0 1.0 NDS 15.3 2 No (non -gib only) Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Goveming NDS Formla np Mxx Location of max.above base At maximum location values are .. Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0. 0 33:1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 14.042 k 6.8000E -005 k -ft .0006840 k -ft 805.01 psi 0.020601 :1 +D +L +H .0 ft .0 02 psi psi Maximum SERVICE Lateral Load Reactions . Top along Y -Y .0076480 k Bottom along Y -Y .0076480 k Top along X -X 0.076481 k Bottom along X -X 0.076481 k Maximum SERVICE Load Lateral Deflections .. . Along Y -Y .0076860 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.11482 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.300 Compression Tension 1.100 Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions • Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 5 48 PASS 0.0 ft 0. 0 PASS 8. 6 ft 0. 5 48 PASS 0.0 ft 0.7 8 PASS 8. 6 ft Maximum Shear Ratios Stress Ratio Status Location 0.010 01 0.020601 0.010 01 0.01 8026 PASS .0 ft PASS .0 ft PASS .0 ft PASS .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction Base @ Top Y -Y Axis Reaction @ Base @ Top D Only -0.038 - 0.038 Lr+Lf Only -0.038 -0.038 D +Lr +L -0.076 -0.076 Maximum Deflections for Load Combinations - Unfactored Loads -0.004 -0.004 -0.008 -0.004 -0.004 -0.008 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0574 in 5.255 ft 0.004 in 5.255 ft - i l e e i r l „ .11 C. fax 253 - 857 -7599 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: e r.1 John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 Project Notes VW- n Title Block Line 6 H 0 Wood Column '•Lic:fF���KW= 06007 =122 zyef . ;I:.; Description : Job # Printed: 31 MAY 2008 File: c:\Documents and Setdngs\Shannon\My Documents\ENERCALC Data Fileslwood post calwlations.ec6 . ENERCALC, INC. 1983-2008, Ver. 6.0.18, N:42801 if ` "„ r UbenseOwner;;r 1HOD.GE;'ENGINEERING INC Braced x -dir - quad 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Pr!! 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Wood Section Name 4 -2x6 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Ix ly 6.0 in Allowable Stress Modification Factors 1. 0 1.10 1. 0 1.0 1.0 1.0 1.0 NDS 15 d 2 No (non-alb Cnh) 5.50 in Cf or Cv for Bending .0 in ^2 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor 8 .1875 in ^4 .0 in ^4 Axial Kf : Built -up columns 1, 00.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Applied Loads Column self weight included : 57.1313 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 10.0, L =10.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio Load Combination Governing NDS Formla rip Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable 0. 262 : 1 +D +L +H Mxx Myy, NDS Eq. . - 8. 6 ft PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 20.0571 k .8000E -005 k -ft .000 770 k -ft 805.01 psi 0.022073 :1 +D +L +H .0 ft 10 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.010 26 k Bottom along Y -Y 0.010 26 k Top along X -X 0.10 26 k Bottom along X -X 0.10 26 k Maximum SERVICE Load Lateral Deflections .. • Along Y -Y .0082 50 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.06 20 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Compression 1.100 Tension Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location 0. 7858 0. 262 0. 7858 0.7 7 8 PASS PASS PASS PASS 0.0 ft 8. 6 ft 0.0 ft 8. 6 ft 0.0110 6 0.02207 0.0110 6 0.01 14 PASS PASS PASS PASS .0 ft .0 ft .0 ft .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr +L -0.055 -0.055 -0.109 -0.055 -0.055 -0.109 Maximum Deflections for Load Combinations - Unfactored Loads -0.005 -0.005 -0.011 -0.005 -0.005 -0.011 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0346 in 5.255 ft 0.004 in 5.255 ft John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 -857 -7055 fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Wood Column Job # Printed; 31 MAY 2008 File; c:\Documents and Set8ngs1Shannon\My Documents ENERCALC Data Files \wood post calcula0ons.ec6 ENERCALC, INC. 1983-2008, Ver 6 0 18, N 42801 Lic,,;,c,KW= 06DO7,122 , Description Unbraced - single 4x6 9' stud OF not braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non- slender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade No. 1 No. 2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1,400.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity .. . x -x Bending Basic 1,600.0 Minimum 580,0 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 180.0 psi 500.0 psi 1.570 pcf y -y Bending 1,600.0 580.0 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly ra �iLicerisef Owne DGEEENGINEERING„ INC; Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005 4x6 Graded Lumber Sawn 3.50 in 5.50 in 1 .250 inA2 48.5260 in^4 1 .6510 in ^4 Allowable Stress Modification Factors Cf or Cv for Bending 1. 0 Cf or Ca for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Butt -up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along ccdumns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.0ft, K = 1.0 Y -Y (depth) axis :Unbraced Length forY -Y Axis buckling = 9.0 ft, K = 1.0 Applied Loads Column self weight included : 37.9827 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.750, L = 2.750 k DESIGN SUMMARY 1.150 1. 0 1.0 1.0 1.0 1.0 NOS 15.3.2 No (non -gib onrvj Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max above base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0. 2453 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 5.5 80 k 2.7000E -005 k -ft .00026 0 k -ft 466.525 psi .0086710 .oft 1.560 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .00 0050 k Bottom along Y -Y .00 0050 k Top along X -X 0.0 0046 k Bottom along X -X 0.0 0046 k Maximum SERVICE Load Lateral Deflections . . Along Y -Y .00 1540 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.0778 5 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. Bending Cf or Cv : Size based factors 1.300 Compression 1.150 Tension Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored 0. 1045 0. 245 0. 1045 0.702 5 PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6 ft 004 60 .0086710 004 60 .0075870 PASS PASS PASS PASS 0 ft .0 ft Oft .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr +L -0.015 -0.015 -0.030 -0.015 -0.015 -0.030 Maximum Deflections for Load Combinations • Unfactored Loads -0.002 -0.002 -0.003 -0.002 -0.002 -0.003 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0389 in 5.255 ft 0.002 in 5.255 ft Ho e c1 i .lee' John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 WW 253 - 857 -7055 11 C , fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Wood Column Job # Printed: 31 MAY 2008 File: c:\Documents and Sedings\Shannon\My Documents\ENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.18, N:42801 e ?. :06007122V Description : Unbraced - single 6x6 9' DF stud not braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade No. 1 No. 2 Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fc - Perp 625.0 psi E : Modulus of Elasticity .. . Basic Minimum Load Combination 2006 Fv Ft Density x -x Bending 1,600.0 580.0 IBC & ASCE 7 -05 .0 ft 180.0 psi 500.0 psi 1.570 pcf y -y Bending 1,600.0 580.0 Wood Section Name Wood Grading /Manuf. Wood Member Type icense Owner; HQDGEIENGINEERINGANC Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 6x6 Graded Lumber Sawn Exact Width 5.50 in Allowable Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 0.250 in ^2 Cf or Cv for Compression Ix 76.2552 in *4 Cf or Cv for Tension ly 76.2552 inM Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.0ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Applied Loads Column self weight included : 59.6870 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.750, L = 7.750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio Load Combination Governing NDS Formla np Location of max.above base At maximum location values are . Applied Axial Applied Mx Applied My Fc : Allowable 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 NO (non -gib oniv) 0. 4786 : 1 +D +L +H Mxx Myy, NDS Eq. . - 8. 6 ft PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 15.55 7 k 7.6000E -005 k -ft 0007570 k -ft 0 .1 1 psi 0.015551 :1 +D +L +H .oft 2.7 2 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0084680 k Top along X -X 0.084676 k Bottom along Y -Y Bottom along X -X .0084680 k 0.084676 k Maximum SERVICE Load Lateral Deflections .. • Along Y -Y .0056570 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.056571 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.000 Compression 1.000 Tension Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location 0.112 0. 4786 0. 1 12 0.75042 PASS 8. PASS 8. PASS 8. PASS 8. 6 ft 6 ft 6ft 6ft .0077760 0.015551 .0077760 0.01 607 PASS PASS PASS PAS S .0 ft .0 ft .0 ft .0 ft Note: Only non -zero reactions are listed. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top D Only Lr+Lf Only D +Lr +L -0.042 -0.042 -0.085 -0.042 -0.042 -0.085 Maximum Deflections for Load Combinations - Unfactored Loads -0.004 -0.004 -0.008 -0.004 -0.004 -0.008 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0283 in 5.255 ft 0.003 in 5.255 •ft Column TTable -r &.Allowable Stresses BOISE GLULAMTM COLUMNS Allowable Axial Load - 21 F -V1 Column Grade Column Length ft w} " Wide cc ,,....u.'..u..... AllOvi 4 �" �.- ..�wable Ax1al�Load 31/8' x 6" Column ,,„;4b (Ibi) .., 4�! ' ..,� 31/8" x 71/2' 15 "/8 e...,.,` `i � ,,Allowable 51/8" x 51/8" 3'• Fau' BJCY.ud' Mkr if Wide IC . lumn° 5'»k9,f zFxx....C£ Axial 51/8" x 6" Lod (Ib)[ 51/8" x 71/2" 100% 115% ( 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 5 18,290 15,460 20,100 16,610 21,210 17,280 22 850 19,330 25,130 20,760 26,520 21,600 29,950 28,230 33,910 31,650 36,470 33,830 35,070 33,060 1 39,700 37,070 34,020. 30,700 42,700 39,620 36,080 32,280 35,110 38,380 40,350 6 7 12,760 10,530 13,490 11,020 13,910 11,300 15,960 13,160 16870 13,780 17,390 14,130 26,210 23,980 29,050 26,210 30,800 27,560 30,700 28,090 8 9 8,760 7,380 9,110 7,640 9,310 7,780 10,960 9,230 11,390 9,550 8,100 6,950 11,640 9,730 8,240 7,050 21,640 19,330 17,200 15,310 23,320 20,600 18,170 16,080 24,310 21,340 18,740 16,520 25,350 22,640 20,140 .1_ 17,930 27,310 24,130 21,290 18,830 28,470 24,990 21,950 19,350 31,690 28,310 25,190 22,420 20,020 17,940 16,140 14,580 13,220 12,040 11,010 10,100 9,290 8,580 34,160 30,170 26,620 35,610 31,250 27,450 10 11 6 280 5,410 6 480 5,560 6 590 5,640 7,860 6,760 23,550 20,930 18,670 16,750 15,080 13,650 12,410 11,325 10,360 9,520 8,780 24,200 21,440 12 13 4,700 4,120 4,810 4,210 4,880 4,260 5,870 5,150 6,020_ 5,260 6,100 5,330 13,670 12,250 14,280 12,750 14,640 13,040 16,010 14,340 16,730 14,930 17,150 15,270 19,100 17,090 , 15,380 13,900 12,620 11,500 14 15 _ L - 11,020 9,950 9,030 8,220 7,510 6,890 6,340 5,850 11,430 10,300 _9,320 8,470 7,730 7,080 6,500 5,990 _11,670_ 10,500 9,490 8,610 7,850 7,180 6,590 6,070 12,900 11,660 10,570 9,630 8,800 8,070 7,430 6,860 .13,390 12,060 10,910 9,920 9,050 8,290 7,610 7,020 13,670 12,290 11,110 10,090 9,190 3,410 7,720 .7,110 16 17 __- 1 18 19 _ _ __ __ _ 10,520 9,660 20 21 [ 8,900 22 23 24 Column Length [fti Wide Column Allowable Axial Loap((lb' f ) Notes: 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based on one -piece column members used in dry service conditions. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by the column thickness or width (worst case). 4) Allowable loads are based on axial loading columns using the design provisions of the National Design Specification for Wood Construction (NDS), 2001 edition. For side or other combined bending and axial loads, see provisions of NDS, 2001 edition. 5) See below for allowable design stresses. 6) Load values are not shown for short lengths due to loads exceeding common connector capacites. Load values are not shown for longer lengths lithe controling slenderness ratio exceeds 50 (per NDS). 63/4" x 6" 63/4" x 71/2" 100% 115% 125% 100% 115% 125% 4 5 6 7 8 9 36,130 39,200 ' 41,010 - 10 _ 11 33,010 29,980 35,400 _ 31,850 36,800 32,950 12 13 27,150 1 24,610 I 28,670 25,840 29,540 26,560 36370 33,300 38,730 35,250 40120 36,380 33,060 30,120 27,520 25,210 14 22,350 23,380 23,950 ' 21,700 30,510 27,960 32,120 29,330 15 20,350 21,200 16 17 18,580 17,010 19,300 17,620 19,710 17,980 25,690 23,650 26,840 24,650 18 19 -- 15,620 14,390 16,150 14,850 16,450 F15,110 _21,8.20 20,180 22,670 20,930 23,170 21,350 20 21 13,290 12,310 13,690 12,660 13,920 12,860 18,710 17,380 19,360 17,960 19,730 18,280 22 23 11,430 10,640 11,740 11,910 �..-_. 10,910 11,070 16,190 15,110 16,690 15,560 16,980 15,810 24 9,920 10,170 10,300 14,130 14,530 14,760 MIONI [ti s ITi% tresses r....._: -.�: Load Perpendicular to Guidelines Modulus of Elasticity E [psi] Load Perpendicular to Guidelines TM SIMPSON STRONG -TIES COMPANY, INC. The World's "No Equal" Structural Connector Company (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: 8.0009 - 2383A Wall Name: A - Level One Application: 1st Story Wood Floor Systems Design Criteria: * 2003 & 2006 IBC * Seismic R =6.5 * 3000 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 2329 Ibs Selected Wall Solution: r I End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (lbs) (Ibs) i 1 SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 Ib SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 Ib ti Actual Shear & Drift Distribution: Model SSW18x9 SSW18x9 RR Relative Rigidity 0.50 Actual Allowable Shear Shear (Ibs) (lbs) 1165 < 1380 OK Actual / Actual I Drift I Allow Drift Limit l Shear (in) (in) # 0.84 0.24 i 0.48 1 0.48 ; 0.50 1165 < 1380 OK 0.84 0.24 2- SSW18x9 are OK along the same wall line. SSW18x9 requires SSW18-1KT Connection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: It is the designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Co., Inc. at 1- 800 - 999 -5099. Page 1 of 1 engineering inc. Hodge use only Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support *Company: *Contact: !lent In -formai DOAK HOMES INC. *Phone: *Hodge Engineering Proj #: Architect / Plan # *Site Address: Fax: 8.0011 Mobile: Email Address: Items with ( *) are re•uired. roject Informatuo Description of Problem: Mailing Address: Form of Payment Credit Card - Letter by Fax and /or Hard Copy By Mail Pick Up - C.O.D. Billing Address: authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253 - 857 -7599 www. hodgeengineering.com 'roject Name: site Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http://www.citukwila.wa.us ,Q (_mi l C FILE CSPY Permit No., MECHANICAL PERMIT NO.: BUILDING PERMIT NO.: 4✓ 1� O � 1�7� lZi/ 5- - -l._vk i(t ?6)(7a (Complete Sections I and II for Group R Occupancies 4 Stories or Less) WASHINGTON STATE ENERGY CODE HEATING DESIGN METHOD (select A, B or C below): A. ❑ System Analysis — W.S.E.C. Chapter 4 (submit documentation) B. ❑ Component Performance Approach — W.S.E.C. Chapter 5 (submit documentation) C. Prescriptive Option — W.S.E.C. Chapter 6 (for prescriptive, complete the following calculation): House Square Footage (heated space): 2 . 383 X 20 BTU/h = (-1766,0 ❑ Heating System Installed, (check system type below): 1. ❑ Electric Resistance 2. ❑ Electric (forced air) 3. ('� Other Fuels (gas, heat pump) City of Tukwila 1. WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (select A or : DING DIVISION A. ❑ Ventilation by Performance or Design Method - W.S.V.I.A.Q. Section 302 (submit documentation). B. ❑ Prescriptive Ventilation Options - W.S.V.I.A.Q. Section 303 (select one of the following): 1. ❑ Ventilation using Exhaust Fans (Section 303.4.1.) ❑ Exception for outdoor air inlets — Forced air heating system w /interior doors undercut '' /z" 2. ❑ Ventilation integrated with Forced Air System (Section 303.4.2.) CITY F RECEIVED 3. ❑ Ventilation using Supply Fan (Section 303.4.3.) ` N 2 5 2010 Maximum BTU of Heating COMPLIANCE AppPAVED MAR 31 2010 4. ❑ Ventilation using Heat Recovery System (Section 303.4.4.) pp���� Prescriptive Minimum/Maximum Outdoor Air Calculation specified in Table 3 -2 (see reverse sideP §RN T CENTER 1. House Square Footage: - 759 2. House Number of Bedrooms: .3 _ 3. Required Outdoor Air Table 3 -2: Minimum - SC cfin Maximum - 7-8 cfin LApplicationsWorms- Applications On Lme12009 -08 Resdiential Heating and Ventilation Compliance.doc eated: 7 -1 -2002 vised: 8 -2009 TABLE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES OR LESS Minimum and Maximum Ventilation Rates: Cubic Feet Per Minute (CFM) Floor Area, ft2 Bedrooms Maximum Length Feet 2 or less 3 4 5 6 7 8 70 Min Ma x Min Ma x Min Ma x Min Ma x Min Ma x Min Ma x Min Ma x <500 50 75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 70 105 85 128 100 150 115 173 130 195 145 218 1001 -1500 60 90 75 113 90 135 105 158 120 180 135 203 150 225 1501 -2000 65 98 80 120 95 143 110 165 125 188 140 210 155 233 2001 -2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 2501 -3000 75 113 90 135 105 158 120 180 135 203 150 225 165 248 3001 -3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 3501 -4000 85 128 100 150 115 173 130 195 145 218 160 240 175 263 4001 -5000 95 143 110 165 125 188 140 210 155 233 170 255 185 278 5001 -6000 105 158 120 180 135 203 150 225 165 248 180 270 195 293 6001 -7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 7001 -8000 125 188 140 210 155 233 170 255 185 278 200 300 215 323 8001 -9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 >9000 145 218 160 240 175 263 190 285 205 308 220 330 235 353 *For residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. .t TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM © :0125".tW.G...: Minimum Flex . -Diameter -. Maximum Length Feet Minimum Smooth Diameter Maximum Length Feet Maximum Elbows' fot :, x.50 ,,,t r,' ;$ 11 - '4 inch 25 4 inch 70 3 50 5 inch 90 5 inch 100 3 50 6 inch 4 inch- No Limit NA 6 inch 4 inch No Limit 20 3 3 80 80 5 inch 15 5 inch 100 3 80 6 inch 90 6 inch No Limit 3 100 5 inch' NA 5 inch 50 3 100 6 inch 45 6 inch No Limit 3 125 6 inch 15 6 inch No Limit 3 125 7 inch 70 7 inch No Limit 3 1. For each additional elbow subtract 10 feet from length. 2. Flex ducts of this diameter are not permitted with fans of this size. Vyiplicationj reated: 7 -1 -2002 evised: 8 -2009 plicat one On Line12009o8 esdiential: eating and Ventilation Compliance.doc I r City of Tukwila Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director March 15, 2010 Darryl Doak Jr. 1181226 Ave SW Burien, WA 98146 RE: Incomplete Letter #1 Development Permit Application D10 -053 Doak Homes, Lot C —12219 50 Av S Dear Mr. Doak, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 25, 2010 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Building Department: Dave Larson at 206 431 -3678 if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, ifer : i shall it Technician ures File: D10 -053 W:\Permit Center \Incomplete Letters \2010010-053 Incomplete Ltr #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 1 • Tukwila Building Division Dave Larson, Senior Plan Examiner Determination of Completeness Memo Date: March 15, 2010 Project Name: Doak Homes, Lot C Permit #: D10 -053 Plan Review: Dave Larson, Senior Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plans submitted do not have an engineers stamp. Since this submittal is to renew an expired permit application, it would be appropriate to submit copies of the original documents. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. oPE PY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -053. DATE: 03 -18 -10 PROJECT NAME: DOAK HOMES LOT C SITE ADDRESS: 12219 50 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # _ Revision # After. Permit Issued EPARTMENTS: 136i Public vision orks (0 �` Fire Prevention Structural o El OM ikr 04110mi Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 03 -23-10 Not Applicable n Comments: 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 lgr Structural Review Required ❑ No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04 -20 -10 Approved ❑ Approved with Conditions N--- Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 * DER 0T COQRlJ COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -053 PROJECT NAME: DOAK HOMES, LOT C DATE: 02/25/10 SITE ADDRESS: 12219 50 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPA TMENTS: uildi g ivlsi n Public Works Fire Prevention Structural n Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete Ywil Comments: DUE DATE: 03/02/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: 24( 1 Departments determined incomplete: Bldg X Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Building Please Route ( 1 Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/30/10 Approved Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 j (B (c Plan Check/Permit Number: D10-053 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Doak Homes, Lot C Project Address: Contact Person: , 12219 50 Av S ("Y.(k_ r Phone Number: ZQ6 7c--3 36- l Summary of Revision: 1.—i Se-43 / owls- mot Z Sfs c Culc s RECAVED CITY OF TLKINIIA MAR ,1 2010 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: _Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: CITY OF TUKWILA Ill Public Works Department Permit Center 6300 Scuthcenfer Blvd., Suite 100 Tukwila, WA 98188 htto://Www.dfukwilawa.us Permit No. Project No. • c (For once use only) TRAFFIC CONCURRENCY CERTIFICATE APPLICATION 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 O i% v 0 /-73. Site Address: i Z Z (9 Vitt, 3 • Tenant Name: \) Property Owners Name: t c�r� "\'�A;_°,5 Mailing Address: King Co. Assessor's Tax No.: C`-) I •c7 C 1 °7 3c> 1 D, KL� &C. L v i C G 1 I Suite Number: City slat Zip Type of Existing Use: A j / 0 er • Is existing building vacant? Ai i(4 Size of Existing Use: For how long? N/t'(4 CONTACT PERSON* Wh a contact -when -your ..oncurrency certificate Is ready to be Issued Name: , ()L' k ? .CtL Mailing Address: 1g (? £ AC .S .-Mail Address: DayTelephone. Z 06 4C)3 y,( ( Scope of Work (please provide detailed i�tformation): City slat Zip Fax Number: L -(= `2. `((- J l 7( Type of works pl New ❑ Additions . ❑ Change of use ❑ Remodel • ❑ Tenant Improvement Type of Proposed Use: 72C 5-1 '�� Cc ( Size of Proposed Use: PERMIT APPLICATION NOTES - Expiration —The concurrency test notice shall expire 90 days after issuance unless the applicant submits a SEPA or other documentation pursuant to TMC 21.04. If the submittal Is made within 90 days, the test notice shall be valid for one calendar year from the date of issuance of the notice. Once the associated development permit or building permit is approved, the final concurrency certificate shall be valid for 2 years or as long as the developer possesses a valid building permit for the development. Extensions may be granted in accordance with TMC 9.50. Transferability —A certificate of concurrency is not transferable to other land, but may be transferred to new owners of the original land. A certificate of concurrency shall apply only to the specific land use, density, and intensity described in the application for a development permit or building permit. 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. PROPERTYdVN ;nature: Print Name: Mailing Address: OR RUTH ► ' I .c t I Eel 2 €741% AGENT:c, Date Application Accepted: Ul pi/o Date Application Expires: Date: ) ' ,� '? 34 Day Telephone: 2O YC3 (1 City State Zip Staff Initials: / it) City oiI'ukwila • Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION Parcel No.: 0179001730 Permit Number: D10-053 Address: 12219 50 AV S TUKW Issue Date: 04/05/2010 Suite No: Permit Expires On: 10/02/2010 Applicant: DOAK HOMES, LOT C DESCRIPTION OF WORK: CONSTRUCTION OF 2385 SF SFR WITH 466 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: Perm Work Order Number: 11040105 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $6,005.00 TOTAL WATER FEES: $6,605.00 $0.00 $0.00 doc: WTRMTR D10-053 Printed: 04 -05 -2010 Residential Sewer Use Cification Sewage Treatment Capacity Charge King County Department of Natural Resources and Parks Wastewater Treatment Division • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type /2-219 4 a Property Street Address 1—v, i A City State 'Dcakf-ftvnes Owner's Name t�lZ 2(-,'e. SLR! 9078 ZIP Owner's Mailing Address C3 0ft G%Jh 7g( I/6 City State ZIP 2 -q6 4c70-7 Owner's Phone Number (with Area Code) 3.7 a 22.' c Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Equivalent (RCE) 1.0 Please check appropriate box: Single- family (free standing, detached only) Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 - If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmissis • . •rrected dat• • erminatio a revised capacity char e. 2 za---0-0 x 0.64 = For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate Sewer District Date of Sewer Connection Vto--toc-) Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes lo 1.6 Was building on Sanitary Sewer? Q Yes ,KNo 2.4 Sewer disconnect date: 3.2 Type of building demolished? 44- Request to apply demolition credit to multiple buildings? ❑ Yes I No Signature of Owner /Representative - f Date Print Name of Owner /Representative )�% ffCc. a � 1057 (Rev. 10/04) White – King County • Yellow – Local Sewer Agency Pink – Sewer Customer Contractors or Tradespeople Per Friendly Page • Page 1 of 1 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 Doak Homes Inc UBI No. 601329337 Phone 2062466587 Status Active Address 11812 26Th Ave Sw License No. DOAKHI *092NZ Suite /Apt. License Type Construction Contractor City Seattle Effective Date 8/9/1991 State Wa Expiration Date 8/13/2011 Zip 98146 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company iated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status DOAKH* *10605 Doak Homes Construction Contractor General Unused 9/25/1990 8/1/1991 Archive( Business Owner Information Name Role Effective Date Expiration Date Doak, Darryl E Sr EtNbsp; 01/01/1980 AT Doak, Estrella M EtNbsp; 01/01/1980 08/26/2008 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date 4 CBIC SC9910 08/01/2001 Until Cancelled Assignment of Savings Information Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date 1 7/7/2003 Until Released Bond Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date AT 18 NAVIGATORS SPEC INS CO SE07CGL00934602 08/26/2008 08/26/2010 $1,0C https://fortress.wa.gov/lniThbip/Printaspx 04/06/2010 his file was checked out fro the e ords e ./ When you nip • ' this i ' ation, please re terk's Office for check -in. ur need for • the ou! LEFT ELV4T ION I /an•l' -O" A88REYIATION'S (ASV. PL.) • ABOVE PLATE A/A. .' •. • A1TIC ACCESS • .. BJ3A. . • BEAM BY OTHERS CANT. • CANTILEVER GSA. . • CRAWL SPACE ACCESS.. CFM • CUBIC FEET PER MINUTE DN . • DOWN . OW • DISN.WASNER MO. . • FOOTING BY OTHERS FL • FALL LiGHt . FUR N. . • FURNACE FX • ...■ FIXED . HC • HOLLOW CORE . LBW • LOAD BEARING . WALL MECH. • MECHANICAL . . O.C. • ON CENTER OPT. :. • OPTION PL • POINT LOAD R . • RISERS R48 . • ROD AND SHELF REFR. • REFRIGERATOR SC . ' • SOLID CORE SW • SINGLE HUNG SLGD. . • SLIDING GLASS DOOR T4G • TONGUE AND GROOVE TRANS • TRANSOM VTO • VENT T,O:,OUTSIDE WH ■ WATER HEATER ROOF GE;NE:RAL. NOTES: A. • CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS TER CODE 13. PROVIDE FLA81* • ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANE &. C PROVIDE FLASHING AND COUNTER R.ASNIiJG AT CHIMNEYS A MN. OF 8' ABOVE ROOF SHEATHING t CRICKETS AS WOK D. RAPIERS WiLL BEAR DIRECTLY ON TRUSSES OR EELOCKING BETIlEEN THE M8E3 ' E 14E.ADERS TO BE A MNIW OP 4x10 DI*1 UNO. R PROVIDE DOUBLE FELT INDERLAYMENT FOR COMPOSITION ROOFING. (TIP.) FOR SLOPES UNDER 4.D G. UN ERI.AYMENT CHAU. BE APPLIED M SHINGLE FASHION, PARALLEL TO AND STARTING FROM THE EAVE 4 LAPPED 2', FASTENED 61.IFICIEffLY TO HOLD N PLACE END LAPS SHALL BE OFFSET BY 6 iEET. VENTILATION CALCULATIONS. 4 . REQUIREMENTS AT LEAST *NOT MORE THAN 80% OF REQUIRED VENTS SHALL BE IN UFFER PORTION OF VENTILATED ROOF .SPACE (MN. 3' ABOVE EAVE OR CORNICE WNW WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER iRC 8O6J ENCLOSED ATTICS AND ENCLOSED RAPIER SPACES FOR WERE CEILtN% ARE APFLIE'P DiREC1LY TO THE UMDERSIDE OF ROOF RAFTER) SHALL HAVE CROSS VENTILATION OF EACH SEF'ERATE SPACE SY VENTILATING OPENlNG9 PROTECTED AGAINST THE ENTRANCE aF RAN OR SNOW. . . /VEN�TIIL�ATT OPENINGS SHALL BE FROVIPED WITH C 4lON RESISTANT WIRE t ESH, WITH ya" MN. 4'4' MAX OFONG13. F EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MN. In SPACE BETIEIEEN INSULATION AND ROOF SHEATHING • VENT LOCATION. . BAFFLIM OF THE VENT OPENINGS BHAU. BE INSTALLED: BAFFLES SHALL BE RIGID AND WIND - DRIVEN MDIS1URE RESISTANT. F FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6" VERTICALLY ABOVE THE WEIGHT OF NON - COMPRESSED MUTTON,112" VERTICALLY ABOVE LOOSE FILL iNeULATIc 1 (ALL CALCILATIONS WILL BE NET FREE AREA) . 1048 MR OF ATTIC AREA/300.349 San. ci: VENTILATION REQUIRED (503 SQ INCHES) HIGH VENT • 252 8q. In, LOW VENT ■ 252 Sq. In. NCI EAVE VEINING PROVIDED BY (3)-2' DIAMETER "BIRD HOLES' PER EAVE BLOCK (1 ' Sq. In PER BLOCW t UPPER ROOF VENTING PROVIDED BY 151 t JOF VENTS. (491 IN. PER VEIN) 1/811 =1' -0" 1/8".11-0" DESIGN CRITERIA TABLE R3 1.Z(1) GROUND SNOW LOAD 25 METAL TIES MAX 24" o/c HORIZONTAL 4 VERTICAL IDING PER PLAN TYPICAL FLASHING? SEE TYPICAL WALL SECTION TYPICAI,XTE2IOR WALL CONS1 BRICK W/ 1" AIRSPACE SEMI CAPSTONE U ,TNERARESISTANT MORTAR SETTING BEP 2X6 DBL. PLATE 2X6 FRAMING SHEATHING TIE. (1) PER P. UAW WEATHERING TERMITE . DECAY NOTE: WITH, TION pl DOII,NS ALL REQUIRED OR ®it - MUST CHANGE TO HTT22 ,464; Roo - EMBED 9" INTO THE. ICE THE WALL IS AT LEAST 8" THICK M RESISTANT LATH MORTAR SETTING BED MORTAR JOINT WINTE SOLID 0 BOTTOM OF WEEP HOLE JOISTS SIZE 4 PACING PER PLAN SEE FOUNDATION DETAIL(S) AND RESAR AND AB. INFORMATION ; 30' -0" HEIGHT TYPICAL FLOOR CONSTRUCTION ADJUST LEDGE FOR VENEER THICKNESS MAX THICKNESS 4" SDC DItD2 MAX 30'.0" TALL 51IEATHING igaiER RESISTANT . LATH MORTAR SETTING BED CULTURED STONE MORTAR JOINT 2X ._STUD WALL INSULATION (WHERE OCCURS) Z 0 0. o .¢' • Q. • O • LL cciz°- N F tj p Z R. 8o� Q LL LLO O '-7�Z 8 D�w3 - s� . ."¢,h 1 W s V18 _ 2.e ( §w . 0 u_ n O ° ' Pn- (1 � z wS .. mx oww W3 c00E o§ s8 • w 0 w g J .o z N • S= a9W¢ z� N =¢w - w� Q `u�l 1 mr t% t wo sg wo 6k• -g.26 ruf 5w5 aN w g• °- `10 WHET PLAN SHOWS MORE THAN 4" VENEER NUAL TEMP. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division, NOTE: Revisions will require a new plan submittal. and may include additional plan review fees. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE:: Revisions will require a new plan submittal and may include additional plan review fees. Ix8" BAi '5 S N' N 5 -..s\tjti 6 r- t. " 1 • Ix4" R51RIM - - qc )) p.5 Y ',N _FI - -4 •—• er,,�1 1,s �( ‘" ;'te) -r S 9', FILE COPY r-'4 . r Perms No. `O-»o cc-14' �i ='� 1�, �" ;: review approval is subject to errors and omissions. v', \ %ar. ;_q � y Ap Approval of construction documents does not authorize `s 'A ,> - ,''4;; i h • violation of any adopted code or ordinance. Receipt - r ' " C,4. approv py and conditions is acknowledged: PLANNING APPROVED • No changes can be rrdeto these plans without . approval . from the Planning Division of Approved Bys, V - Date: ;•,.I. i2" AT EAVE (TIP By Date: ECEIVED C •FTU SEP - 008 P- MIT CE • NOV 30 2009 ROOF PLAN 1/8"• I'-O" D.S. = .DOWNSPOUT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 City. Of lbkwlla BUILDING DIVISION ROCK VENEER PER MANUFACTURER NOTE: FDN WALLS TO EXTEND A MIN. OF 4" ABOVE THE ADJACENT FINISHED GRADE WALLS FINISHED UP VENEER PER DETAIL A /A -1 FOR City of Tukwila BUILDING DIVISION • .r • 414 1 e E CEIVED MAR 182010 . P RECEIVED CENTER . 1 /4" • i' -O" FRONT ELEVATION NOTE: ADDRESS OR HOUSE • TO BE POSTED 4 PLAINLY VISIBLE FROM STREET FRONTAGE INCOMPLET.E LTR# 34' -0" 13'-10" 3'9" 3'- 3' -10" 4' -10" pININGs 11'10x12'0 (10' CLG.) MASTER SUITE 13'6x18'0 (g' M.G.) .. ISLAND M. 5AT 1 6'8x18'0 3' -2" P-10" 3' - S" L J -- Imo- \ _z__. V -. —. --1 ® ':MECW IN ILLU SEC CIA OR CEUiX MIN. 26 GA STEEL. IN GARAGE 16'9x12'4 (9' CLG.) VAULTED EGRESS 5/0x5/0. SL. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31. 2010 FLOOR. PLAN CALCULAT14NS MAIN FLOOR LITER f..00Ra MIT CEN 101- s'I • 10' —V ,34' -0" TOTAL: GARAcerAOP: 1 /4 °alcOn IN FLOOR FLAN. 5 MIN. AIR EXCHANGE CEILING FANS FER PLAN a INTERCONNECTTED DETECTOR BATTRERYEsACK-UUF' ® PERED GLASS QQ UPPER FLOOR PLAN OUTSIDE COMBUSTION AIR SHALL BE PROVIDED FOR FUEL- BURNING APPLIANCES... TWO OPENINGS SHALL BE PROVIDED; ONE WITHIN 1 FOOT OF CEILING OF THE ROOM AND ONE WITHIN 1 FOOT OF THE FLOOR.. (IMC 701.2 AND 702.3.1) I /4" • 1' -0" 5 MIN. AIR EXCWANGE .CEILING PANS FERR PLAN O 110 VOLT SMOKE DETECTOR WARD WIRED s INTERCONNECTED WITH HArrERT 'SACK-UP TEMPERED GLASS 0 a) CL CL <0 a z oC . 1 o co oCo co N C.m. 0 0 CC 0 :a_ RECEIVED MAR 18 2010 PERMiTCENTER ILLJI 1INATION NOTES: PER RC SECTION 303.6, R3U9? ALL N1ERIOR ATV EXTERIOR STAIRWAYS SHALL EE PROVIDED URN A MEANS TO ILLUMINATE THE STAIR INCLUDN3 LANDNGS *.TREADS. INTERIOR STAIRWAYS NULL EE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED N THE !MEDIATE VICNITY a 1HE LANDN3 CF THE STAIRWAY. EXIERIOR STAIRWAYS 814ALL EE PROVIDED WIN A LIGHT SOURCE LOCATED N THE MEDIATE VICINITY OF THE TOP Ct: THE LANDN3 of THE STAIRWAY. LIGHTING CONTROLS SHALL EE ACCESSIELE AT THE TOP 1 scrum OF EACH STAIRWAY WITHOUT TRAVER811.3 ANY STEP& NOTES: 4 OR MORE RISERS TO I AVE Al LEAST ONE HANDRAIL RIMING CONTINUCU6 THROUGH RILL L 13J3TH CF STAIR 34'. MIN. HT, 38' MAX 14t E r SHALL RETURN TO. ULALL. OR NEUEL POST OR VOLUTE. HANDRAIL MUST EE SIFONG ENOUGH TO RESIST A 200 LE. Pt. LOAD IN ANY DIRECTION 4' SPHERE SHALL HANDRAIL TO EE - -.: = al NOT PASS tHIR21 CN AT LEAST ONE SIDE CF STAIR 4' = ' 6HL4U- l-L NDGRIP PCRtON CF HANDRAILS NOT PASS 14' MN. t 224'M CF I MAX. EDGES SHALL HAVE A MIN. RADIUS a iv. ALL REWIRED GUARDRAILS To 8E 36' MN, N HEIGHT: 2/A -3 E3 " MAX RISER HT. 10" IN. TREAD (DEPTH ' 611HERE MAELE TO PA66 THROUGH OPENNS • 2x STUDS 6 16" o/c 1/2" DRYWALL 3/4" PLYWOOD 1/4" PLYWOOD BACK SEISMIC STRAPPING PER . • MANUFACTURERS SPECIFICATIONS PL 89 IC LAMINATE ON 3/4"` LYWOOD . GUARD 4 STAIR REQUIREMENTS SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -16d NAILS SHAPED 2x10 SPACERS WILL BE CUT TOO INSURE A TIGHT FIT TO WATER NEATER WATER•HEATER STRAPS WILL RESIST* • LATERAL FORCES EQUAL TO I00%o OF GRAVITY LOADING (2) Ix PLYWOOD (TYP) 2x STUDS 2'-O "• 3/4" PLYWOOD oiJtl z - OF SINK WHE :' - .__.CURS /4" AD ELvBS ABLE PLYWD. HARDWOOD 1/A -3 ELEVATION SECTION A TYPICAL. GAS FIREPLACE DETAIL PTIONAL RECESSED CAN LIGHT . 3 " FINISHED WOOD CROtUN MOULDING .ARCH TOP HANDRAIL TO EE PRESENT CN ON AT LEAST ONE SIDE OP STAIR H4NDGRIP PORTION OF HANDRAILS • SHALL HAVE CIRCULAR CROSS SECTION OF 114" Mk 4 2'4' MAX EDGE& SHALL HAVE A MIN. RADIUS CF fir'. • . • . • ALL RECIJIRED GUARDRAILS TO BE 36' MN. IN HEIGHT. • . . • • * c LAMINATE ON . 3/4" PLYWOOD RECESSED ADJUSTABLE SHELF STANDARD (TYP.) „;.--ORYWALL PER PL. AN (4 ") PRESIDENTIAL COMP. (SEE ROOF PLAN) 30" FELT. EA. COURSE ' SEE 5HEAR WALL SCHEDULE S z ATI-11 MANUFACTURED TRUSSES "y f (OR 2XRAFTERS 4 CLG. JS` R -38 ELEC. RESIST. INSULAT o1Lt = N R -30 ELEC. RESIST.T INGLE TER / Y 1/2" GYPSUM B D . 3/4 " PLYWOOD RESILIENT BASE 2X WD. BLOCKING (TYP.) `SILL INISHED WOOD LAMINATE 3/4" PLYWOOD SILL 2x SILL NAILER 3" FINISHED WOOD CROWN ON MOULDING . 8" PLOOR BASE FINISHED F 1•R — 3/4 ". TtG PLYWOOD SUBFLOO? DEPTI -IlIr PLAN 0 • . g s fe . d. '60 Pg21. w g 5 5g a O Z 1-.M519.6 S Z >X <. LL05 o a zz ° <m**0 ma w 000 p�Z• �N4� oe.. 082 gwg8w -2gBR. zo W0 $Fov1.1@i9-=' = ea on Z4F-t W NcOuai� ; �OF. .002Wt o��sW Q }).Z wZN W •�4S 0 •W 44° 1 ¢OC N.tl =� OOwwg F�F-- UU • o >om$ g §p =Wo ).a • al w U t- -A . 5 tU , •3 R wL_ y 9m m ct zwR* -Rin� O Z Qm f o w d 0 •,=Lu A Ca����wNnr� NO >.t5b" ZQZZO Zm R • m2ZER fr0+J ° X801 n2t. C7� 82 §' Nw . . I D. N ag 2 Uto zw a g Wo . oN w y =z O?. W N 00 Z w } WO. < os ; .0 z@ N p w w w. w� N ow' F zF g a U 8w a .a ffi9 Niw gF gg STAIR AT FLOOR CONNECTIONS "X12" TYPICAL I5ASE CABINET DETAIL 8 FA CIA SID to E ELE 4TIONS) BL D (OR TYVEK) SEE! A- ALL SCHEDULE FOR SHEATHII 2X b i= D5 16" O.C. R-21 EC, RESIST. AT EXT. WALLS F: PSUM (3) 2x12 &TRNGERS (MIN) 2x4 NAILER 3/4" FLOOR OHM JOIST OR BLKti3 JOISTS • 16" o/c IM JOISTS FL•CST 1 3/4" 11 FLOOR FL: JOIST _` PLAN) '2" GYPSU QEILING 54' TREAD Aso . RISER LOOK FINISH . . 1G SUB FLOOR FL. JESTS (SEE PLAN) R- 30.ELEC. RESIST. I ATI AT CRAWLSPACE . 6 MIL BLACK "VISQUEE, O (3) 2x12 STRJGERS (MK) 34'. PLYWOOD LANDN3 844 DEL JOIST 4" T4G PLYW'D 2X6 P.T. MUDSILL sib" 4, A$. 6 12" Oa A NON -SHEAR WA ° ; UN. (5EE SHEAR WAL' :ACHED FOR ALL OTHERS (MIN.O PL 4 W /IN' EMB FINISHED FLOOR \. TOP OF . PLATE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 AT. • 1E0 o% COMPUTER STATION • City of Tukwila BUILDING fflhI fn TYPICAL INSULATION SCHEDULE INSULATION PER WSEC REQUIREMENTS PRESCRIPTIVE 2x6" STUDS e 16" O.C. 1/16" 058 61NEATI-IING W/ vAPOR BARRIER szu 0 0 6 MIL. EL YAP° CEILNG8 R -38 BASEMENT WALLS CRAWL SPACE WALLS 1/4 " :1' -0" SECTION N n "> 0. 0 C CD 0CC..0o SEDGE NAILING INTO M 3 D� OF 11E311 11611 1 STORY: 12" 6" 6" 2 STORY: 15" 6" 8" 3 STORY: I8" . 8" 10" MIN. FOUNDATION DIMS IIAII "Q11 1c11' I STORY: 12" . 6" 6" 2 STORY: 16" .1" 8' 3 STORY: • 24 ": 8" 10" MIN. FOINPATION DIMS • . . SUPPORTING ERICK VEI EEIR 1 /A -4 2X6 •16'OC I6d18 .16' 0C. (1) R4 BAR UPPER 12' WW1 vr ny v y v v v 4' CONG. SLAB (3000 PSI) OVER 4' GRANLAR FILL w4 VERTICAL BAR • 48" o/c (I)'413AR ENGINEERED CCNC 1841.1. REa F !WWII AGAINST WALL DGCEEPS 48' IN HEIGHT • . GARAGE AT SLAIE3 ON GRADE EDGE NAILING Rio BILL E 3" PVC ROOF 2x6 •16" O.C. 16d'8.16" O.G. 3/4' T4G SUBFLIOOR - JOISTS (SEE FLAW FOUNDAtiON NOTE . (1) PROVIDE 12" MIN. CLEARANCE FROM UNTREATED BEAMS TO . GROUND 4' 1S." FROM JOISTS TO GROUND (TYP.) • . ' - (2) ALL MIXING STRENGTI4 IN CONCRETE. TO BE 3000 PSI MIN. AIR ENTRAINED 5% MIN:1%: MAX •. - (3) CRAWLSPACE TO HAVE 6 MIL. BLACK VISAUEEN VAPOR BARRIER (4) JOIST BLOCK AT ALL ENDS. • ' • . • : (5) JOIST BLOCK AT ALL INTERMEDIATE SUPPORTS IN SOC. D14D2. (6) JOIST BLOCK TO MANUFACTURES SPECIFICATIONS. ' • (1) ALL SOLID SAWN SEAMS TO BE DP2 OR BETTER - CONCRETE NOTES: (1) MAXIMUM CONC. WALL I.IEIGHT 8' -0" (2) MAXIMUM UNBALANCED BACKFILL 4'. -0" e•_ : • Z1 Z.4 e, TS: (1) +4. BARS IN UPPER I2" OF STEM WALL (1)M BAR 3' MIN. CLEARANCE FROM SIDE 4 BOTTOM. FOUNDATION VEhItILAtION: 6 "x16" SCREENED FOUNDATION VENTS • .61 80. Ft. . 1008/150 It 6.12 SQ. FT. VENTILATION -OR- 10 VENTS :11A11 iv to I STORY: 12" 6" 6" 2 STORY: 15" 6" 8" 3 STORY: I8" 8" 10" MIN. FOUNDATION D MS IIAII 11511 11 ^II 1 STORY: 12" 6" 6" 2 STORY: 16" . 111 81" 3 STORY= 24" 8" . 10" MN. FOLNDATION DM8 SUPPORTING BRICK V9R 2/,4 -4. 3/,4 -4 4/4-4 1 (O 3" MIN *4 VERTICAL BAR • 48' e/a VAPOR BARRIER OVER E o;vrD OR FILL GRADE (u,4 BAR NOM a 44L1. EXCEEDS 48'REQ.M HEICAT STEM WALL. AT FOUNDATION OPT. COL (SEE SLOPE L "/FT. ► (2) *4i SAFE CONT.Tt13 30" COLUMN ► 1°ORCI -I DETAIL '4' TAG FLOOR BHEATHNG JOIST• PER PLAN SOLID BLOCKNG GIRDER PER PLAN 8M'SON CS16 OR EQUIV. 4x4 POST (4x6 • GIRDER &PUCE) SIMPECN A.35 OR POSITIVE CCNN. FOOTING FER FLAN 6 MIL VAPOR BARRIER INTERIOR POST TO FOOTING 20 "DIA. x 81" ' 4 1x41" POST 3210' CAPACITY j� 30 j . I 30 "x30 "xI2" 1.11/(4) "4 E.W. ' I I 4"x4" POST S315* CAPACITY t� �J 611x6" POST FOR LAIR BEAMS 42 1 42 "x42 "x18 ". W /(5) *4 E.W. 61"x6" POST 18315° CAPACITY FOOTING BEARING ASSUMED 1500 PSF POSITIVE POST TO FOOTING: CONNECTION. REQUIRED 24 "x24 "x811 111/(4) "4 E.W. 4 "x4" POST 6000* CAPACITY 3611x36 "xl5" W/(5)'4 E1U. 611x6" POST 13500* CAPACITY 48 1 48 "x48 "x18" W/(6) E111. 6 "x61" POST 24000" CAPACITY L_J 7 FF30 I O FOOTING DESIGNED 5Y OTHERS FOOTING I�,4D 5C1- IEDULE. 341 -O" / 211-6 t n 6 i -oI :, ' 6 1 " -61, 2'- 021t1t_ I II .., � b ' r g 4" 4" SLOPE CONC. SLAB OVER GRANULAR PILL FOR. DRAINAGE' 11111111. .: • m,�,m■1 / 47C • J L : r P. 3 5,_011 / I - oil - S "'' g �� 61 -011 .. p .. ..�61_OIL.:' /6;1 g In 5' -Q" '. 48 „ , — _ 4' -2” a, 1 a ,K CRAWL IL BLACK s,yPOR ' -7" SPACE VISQUEEN BARRIER 3' -IO11 :011 / .t_�tl `.t '4 -6" 4' T- F.D. B F.D. 13 F.B.O.. F.B.O. 24 I T " L ;, A J LJ J L_ _J L —1 I °a F £ �<s E� n. 1 BLOCK OUT FOR FURN.. J 1 IZI - . 1 f 11 I I .. • 4s 11 !,1- 41- 31I f Q 4" CONC. SLAB OVER L SLOPE FOR DRAINAGE BA. rtTJ-r I 1 I 1 . _ GI41/ -/ / I I.: 131 - 4" CONC. SLAB 0/ 4" COMP. FILL i. 1 I Q 1 -v-01 1 41_ /Q fKJ 11 ' ' ,t - _ ,.1l I I— 2 4x10 ma, F13.0. SLOPED 3" TOWARD POOR GIRDER _/ _ L OLJ 9' =B" 4' -1011 N ap m.o. - / — — -I 1 I— r 1_1 —\ N 4" 4" CONC. BLAB OVER GRANULAR FILL.. i_ I ♦ _ _ SLOPE FOR DRAINAGE • F.B.O. • r11-1 F.13.0. g1 16' -3" R.O 2, 011 101 -1" : 3' -B.' / ' -4' / 18' -11 "'. I •1' 34' -0i1 :. Z th g 0 SOS Ou�°- a �z= g5 r .goo w =a .: • O'N . O z2 u77 O AWA, _82 0�4 $w Wa 2� (00 w 1- acw �`. ��s'' wwEci 52�': °W =aa 22n • Z H.! M6%; .21-0 ?. .ccZ -QO wO UUEE��w N u 2¢ '2 g 0 a. LL °a ¢ ,adWN wZ�$i w�uai�0' Aso. LicRtE F.B.O. —IN 0 F.B.O. REVIEWED FOR CODE COMPLIANCE APPROVED .. MAR' 31 2010 FOUNDATIONS PLAN City ofTukwila BUILDING DIVISInhl ti y ,• to d) cc s a co co 0 • 7- N m 0 -> . as O _c as a) 0 c 0 CL (?`' o IV n p.. yyrL., 1 rim =fy•:: • 1/4 " =1' -0" ALL CONNECTIONS TO ISE SPECIFIED AND/ OR VERIFIED 13Y JOIST MANUFACTURER NOTE: ALL SOLID.SAUN BEAMS TO BE DP2 OR BETTER Dm- os RECEIVED MAR 18 2010 PERMIT CENTER -4 R R -103.8 FLASHING: APPROVED CORROSIVE RESISTIVE FLASHING SHALL BE PROVIDED. N SUCH A MANNER AS TO PREVENT WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 70 THE SURFACE OF 71.1E EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WATER ENVELOPE.. USE APPROVED CORROSION RESISTANT FLASHING N ALL OF THE FOLLOWING AREAS: I. AT THE TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER TO BE LEAK PROOF, EXCEPT T14A7 SELF FLASHING WINDOWS CONTINUOUS LAP OF NOT LESS THAN IVe' OVER THE SHEATHING MATERIAL AROND THE PERIMETER OF THE OPENING, INCLUDING THE CORNERS D0 NOT REQUIRE FLASHING. . 2. AT THE INTERSECTION OF CHIMNEYS AND OTI4ER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES • �. • UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. • . 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH To A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. . RocFIMG PER FLAN • CONCRETE CANNOT SE POURED DIRECTLY IC INST WOOD, WOOD 51DINCI9, OR MANFACTURED SIDING PRODUCTS. • CONCRETE CAN BE POURED AGAINST WOOD N SUCH A MANOR AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR STRUCTURAL FRAMING CGIPONETS WNEN FLASHING 1 FELT PAPER HAVE BEEN APPLIED OVER THE WOO. UM WOOD SIDING A I" VERTICAL CLEARANCE HAS TO BE MAINTAINED !BETWEEN THE SIDING 1 HAS TO 13E MAINTAINED OR AS STATED N SIDING, E MANUFACTURER'S INSTALLATION' GUIDE.. 6. AT WALL AND ROOF INTERSECTIONS, 1. AT BUILTIN GUTTERS PER IRC SECTION R103.8. SHEAR WALL BOTTOM PLATE NAILING 4 ALL NAILING AT PRESSURE TREATED PLATE MEMBERS SHALL BE 1407 DIPPED ZINC COATED GALV. STEEL OR STAINLESS STEEL NAILS PER IRC 3193 . FASTENERS FOR PRESSURE PRESERVATIVE 4 FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALV. STEEL, STAINLESS STEEL, SILICON; 8RONiE, OR COPPER PER IRC 3203J FIELD CUT END, NOTCHES, AND DRILLED POLES CF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA 114. JOISTS PER !OM FER FLAN . • 1' U,E,4RANCE z 'AoczNt TRIM $UBSFEAIHNG SUI3SPEATHING SIDING PER PLAN I' CLEARANCE X- FLASHIW 81DII,4 PRODUCT TUCK CORROSION RESISTANT PETAL FLAWING I147ER 8IDNG GAP (VARIES) FER TYPE CP SIDING 11 MN. SEE 8IDIN6 BPECPICATIONB JOISTS FER SLCFE CONCRETE (4' PER Poor MAX � L 4 l $) CCRR OSI0N RESfGTANT METAL 26 G4 FLASHING: OAR EN FELT METALLED MIEN =CRETE AND EX G UP PULL LNG I ONTO CCNCREI'E FCLIVATlON. R'103S TYPICAL PLASHING DETAILS * WALLS (TRUSS MANUFACTURERS) zThum Pula1FCRROOF Mitr to Ina ALL Olt MGM a) flE LOCATION CF ALL 7856 FBA =Try ht91 M 1 119E 1ReefER OF My WADE ammo 5Y euDI teem b1 ANY TREE TO TREE CORECTlc03,1RE6 TO TWILL cafnicN6,, TRE6 WAR OCR CTICN616':fi mo Br PittCPAUW MGM PLAN I• reNs aettmED. i611D NOTCHN3 AND 801013 WAR1Nc3 oR Dt1ERI0R Ut4L1 NOTCH • . town 40,40% 5cRpbr B maw AND LEee oR Rut coccEselvt. Ei1D 1 NCH •BEARK MAX RZCN 40% BORING 601. Ma NO CLOeER Tft+tt 5/e' To MEcF SW. Z JOIST >9i.CCK AT ALL ac& 1,061 BLOCK AT ALL t11 LATE arrows N eDC DOM. 4406T BLOCK TOM 643C110AT10te. • . dr ALl 601.10 BAIWMO* 0EEWitCRDEIiER. 4x10 1DP'2 B.S.O.. (ASV P •7a W",5 PJWiT• wZmln3. �pZOi'••' gB . yo aw2 or- k' zmy�a •222�O • ,W, 1, 2 • z m w r- wooz°,800z •ajow,c. a3 � U° m u m w¢ o w -D J P•• W LL ' .'' . 0 r r re- re CiA.v ‘it GIRDER TRUSS SCISSOR .TRUSSES a 24 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 City of Tukwila BUILDING nil/1w%! CANT GIRDER MIS Ir -il• IL- .4 1/44 ^l: -a' FLOOR FRAMING PLAN ALL GOMIECTIONS TO BE SPECIFIED AND/ OR VERIFIED BY JOIST MAMMACnj NOTE: ALL SOLO SAM BEAMS TO BE DPI OR BEfiER 1/411= I' -01• NOTE: ALL OVERRAME ROOF FRAMING PLAN O B 2x6 NF+1 POR SPANS UP T0101-0", POR SPANS OVER 10' -0" USE 2x8"1-1P02. ALa CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER NOTE: ALL SOLID SALLN BEAMS TO BE DP'2 OR BETTER bto--os3 RECEIVE0 MAR 18 2010 PERMIT GENTTR CC • I. CC oho. co 0 T . CV..0 m o -O > as O O LL - D Q CC p a. FE UEQ LA 2008 PE' IT .TER 120 12207 1 0 z O 4 SEE SHEET 8 a si 50TH AVENUE SOUTH • GARAGE 1130. • 115 110 bi w •20' 10' ■1 CONSTRUCTION NOTES: 0 CAUTION: POTENTIAL UTUTY CONFLICT. CONTRACTOR SHALL VERIFY (POTHOLE) EXACT LOCATION AND DEPTH OF EXOSRNO UTILITY. SEE ORDER OF WORK IN THE SPECIFICATIONS. ® CONTRACTOR SHALL FURNISH AND INSTALL A NEW 0' PVC SIDE SEWER FROM THE NEW S' SEWER PIPE OR SSMH (AS NOTED) TO THE R -O-W UNE SEE SIDE SEWER STUB DETAIL ON SHEET 48. p CONTRACTOR SHALL NOT MAKE THIS CONNECTION UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY. 0 THE EXISTING WATER MAIN SHALL REMAIN IN SERVICE UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY, AND THE EXISTING WATER SERVICES HAVE BEEN TRANSFERRED TO THE •• NEW SYSTEM. THE EXISTING WATER MAIN SHALL THEN BE ABANDONED IN PLACE . 3O CONTRACTOR SHALL FURNISH AND INSTALL A NEW FIRE HYDRANT ASSEMBLY. SEE DETAIL ON SHEET 48. O CONTRACTOR SHALL REMOVE, PROTECT AND TEMPORARILY RELOCATE EXISTING MAILBOX. THE CONTRACTOR SHAU. COORDINATE WITH THE LOCAL POSTMASTER REGARDING THE TEMPORARY SERVICE AND FINAL LOCATION. 0 CONTRACTOR SHALL RECONNECT COSTING WATER SERVICE SEE DETAIL ON SHEET 40. 1p' O CONTRACTOR SHALL ADJUST COSTING MANHOLE. VALVE BOX. METER BOX, CLEANOUT, MONUMENT CASE OR CATCH BASIN FRAME TO THE NEW GRADE. THE UTUTY COMPANY SHALL ADJUST GAS VALVE OR TELEPHONE MANHOLE. CONTRACTOR SHALL COORDINATE THIS WORK. 0 CONTRACTCR SHALL CONNECT NEW ir SEWER PIPE TO COSTING MANHOLE CONTRACTOR SHALL STABIUZE EXISTING MANHOLE TO RESIST LATERAL LOADING. RECHANNEL EXISTING MANHOLE AS 10 CONTRACTOR SHALL CONNECT NEW r SEWER PIPE TO EASING SEWER PIPE PATH . A FERNCO ADAPTER. 11 CONTRACTOR SHAU. REMOVE, PROTECT AND REINSTALL EXISTING SIGN, LANDSCAPING. FENCE OR ROCKERY AS REQUIRED. CONTRACTOR SHALL COORDINATE PATH THE PROPERTY OWNER AND THE ENGINEER. • . 12 . CITY PALL CLOSE EXISTING WATER VALVE AFTER EXISTING WATER • MAIN HAS BEEN ABANDONED. CONTRACTOR SHALL COCRDINATE THIS WORK. THE EXISTING VALVE BOX SHALL BE REMOVED AND . WASTEHAULED AND THE VOIDS BACKFILLED MATH CRUSHED SURFACING TOP. COURSE. .. - .. 13 THE EXISTING UTILITY POLE SHALL BE 'HELD' BY THE UTILITY COMPANY. CONTRACTOR SHALL COORDINATE THIS WORK WITH THE • • 120 ` UTUTY COMPANY. W 105 100 • X:E ' 322bY " "OtiUt1" :FEE :: P6'E DEFLECTION: DETAIL. . ...... . S; VIIIF' CpVERj; GA 60tH Q •OROUND: q. s01}Tlli•••••• 115 /,I,r Q�ro,:e7o%, //i. 'Iievx.Iwy.re %.c.wr,/ /O! /J,% /. ;:tv V• /%J•I% %I'i / / /,I' / /I� / / /I / /iIi // i / / /f'/// ✓'w7";• / /J" /�'/ • i Ilj 1:F.:4 :ar PVC: SE .^!1•044 B D.L'WATrtR:MAIK ' H • • 06 .........1 10.00 11 +00 12 +00 13+00 00 N el 4.4 0o RIGHT -OF -WAY DISCLAIMER THE RIGHT -OF -WAY AND PROPERTY LINES SHOWN HEREON ARE BASED ON AVAILABLE INFORMATION, NOT ON A SURVEYED LOCATION AND ARE ONLY APPROXIMATE o 1 •1> {T71n 11 • z SHEET: 22 OF: 70 JOB NO.: 0060 DW. C \aluaan NE 1/4 SE 1/4, SECTION 10, T23N, R4E, W.M. GRADING AND EROSION CONTROL NOTES GENERAL . CONSTRUCTION NOTES 1. Locations shown for existing utilities are approximate: 2. At least 48 hours before starting project site work, notify the Utilities Inspector at :206- 433 -0179. 3. Request a Public Works utility inspection at least 24 hours in advance by calling 206 - 433 -0179: 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and Improvements resulting from construction operations. 5. The Contractor shall have the permits) and conditions, the approved plans, and a : current copy of City of . Tukwila Development Guidelines and Design. and Construction Standards available at the job site 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre- approval from the owner, the engineer, and the City of .Tukwila. 7. All methods and materials shall meet . City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public.. Works Director. 8: Contractor shall maintain a . current set of record ` drawings on -site. 9. Contractor shall P rovide record drawings prior to project final approval: 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor: Vertical datum shall be NAVD 1988. Horizontal datum shall be Washington State ( grid) Coordinates, . North Zone, using NA D 83/91 survey control and tied to any two City of Tukwila Horizontal Control Monuments. For projects / 91 Y. within a flood control zone, the Permittee shall provide conversion calculations to NGVD .1929. 12. Replace or relocate all signs damaged or removed due to construction. 13: Retain, replace or .restore . existing vegetation in rights -of -way, easements, and Access Tracts.. CONSTRUCTION SPECIFICATIONS performed shall be per approved plans and specifications .only. The Permittee is required to maintain 1:. All work p p PP approved plans, specifications, and associated permits on the job site Work shall be performed in a set of PP � P � P with all federal, state, : and local laws.: Permittee shall apply for a Revision for any work not accordance . . according : to the approved plans. • a reconstruction conference with the.City s Inspector(s) . prior to 2. Permittee /Contractor shall arrange p beginning any work. 3. Work in Roadways a: All work in roadways shall meet TMC 11 and the following:. b. Prior to any activity in City right -of -way, the Permittee shall: provide the City a traffic control plan for review and approval. The traffic control plan shall include the location, address and description of traffic flow during . the work and shall meet MUTCD requirements. c: All work requiring lane closures must be by permit only From the third Thursday in November to the following January 2nd, the Director does not allow lane closures in the Tukwila Urban Center. . . d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee has permission from the building owner and the Director to close an access. e. All roadways shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roadways requires pre-approval from the Director. f. Install steel plates over any trench, at any time work is stopped and the trench is left open. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and : Design and Construction. Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark. all storm drain inlets with "Dump No Waste" and either "Drains to Streams ", "Drains to Wetlands", or "Drains to Groundwater ", as applicable: y 3. Driveway culverts shall be of sufficient length to provide a minimum . 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. NO. 1. The erosion prevention and • sediment control (ESC) measures on the approved plans are minimum requirements, 2. Before beginning any construction activities, establish the clearing limits, install construction entrance, a install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4.: ESC. measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5: From May 1 through September 30, . provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more 6. From October 1 through April. 30, provide temporary and permanent cover measures to protect disturbed. areas that will, remain unworked for two days or more In addition to cover measures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours: b. Stockpile, on site, enough cover materials to cover all disturbed areas: c. By October 8, seed all areas that will remain unworked during :. the wet season (October 1 through April 30). Mulch all seeded areas. 7: Failure to maintain ESC measures. in : accordance .. with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as a lien against the property where such facilities : are located. 8. During the life of the project, the. Permittee shall maintain in good condition and promptly repair, restore, or replace all grade surfaces; walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with approved plans.. 9. The Permittee shall monitor the downstream drainage features, and shall, with the Director's approval, . remove. all sediment deposition resulting from project related work. 10. All work performed shall be per approved plans and specifications only The Permittee is required to maintain a set of approved plans and specifications and associated permits on the job site Work shall be performed in accordance with all federal, state, and local laws. 11. As the first order of business, the Permittee shall install erosion prevention and sediment control measures per the ESC and shall install the downstream temporary ESC measures before any site disturbance occurs: Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 12. The Permittee shall at all times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during grading operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit, sensitive areas, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following:. a. Notify the Public Works Department within 48 hours following installation of ESC measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESC plan. c. Maintain all . road drainage systems, storm water drainage systems, control measures . and other facilities as identified in the ESC plan.. d. Repair any siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect according to the approved ESC inspection schedule and make needed repairs immediately. ESTIMATED GRADING. QUANTITIES UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable • shoring laws for trenches over 4 -feet deep. All trench safety systems shall . meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with a 5' minimum horizontal separation from other underground utilities. 3 Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. LEGAL DESCRIPTION: PARCEL C: .LOT 36 AND THE NORTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING TO 'THE PLAT THEREOF. RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. PARCEL D: LOT 34 AND THE SOUTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING . TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON.. TAX PARCEL NO. 0179001730 . SITE ADDRESS:.122XX 50TH AVENUE S. ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE .( #132) WOODINVILLE, WA 98072 (425) 485 -1083. DATE REVISION alliantengineer(ng@comcast.net ror- ri a EXPIRES 10 4 2009 CUT 80 CU. YDS. PER LOT FILL 80 CU. YDS. PER LOT NOT INCL. BUILDING. FOUNDATION ELEVATION DATUM: DATUM: NAVD 88 CONTACTS Project Manage /Owner: Darryl Doak Doak Homes (206) 264 -6587 Design Engineer:: Tim Schriever, PE . . Alliant Engineering & Land .Surveying, Inc. (425)_ 485 -1083 UTILITY LOCATION NOTE. 1. Prior to starting construction, contact .ONE -CALL (1- 800 -424 -5555) for utility locations. Locations shown for existing utilities are approximate. Identification, location and marking of underground facilities or utilities if . the responsibility of the Contractor 2. It is the contractor's responsibility to verify the location and elevation . of all utilities and drainage facilities prior to construction. The Contractor is cautioned that overhead electrical and other utility lines may not be shown on the drawings. The contractor is responsible for . determining the extent of any hazard created by . overhead electrical power or other utility lines in all areas and shall follow procedures during construction as required by law and regulation. CONTRUCTION. SEQUENCE 1) ATTEND PRE- CONSTRUCTION MEETING. 2) FLAG OR FENCE CLEARING LIMITS AND INSTALL FILTER FABRIC OVER. EXISTING CATCH BASINS. 3) . INSTALL PERIMETER PROTECTION (SILT FENCES, ETC.) 4) GRADE AND INSTALL CONSTRUCTION ENTRANCE TO LOTS. 5) CLEAR FOR AND INSTALL SEDIMENT TRAPS IF NECESSARY. 6) CLEAR, ROUGH GRADE, STABILIZE SITE AND CONSTRUCT BUILDINGS. 7) INSTALL SIDE SEWER, WATER SERVICE AND OTHER UTILITIES. 8) INSTALL ON -SITE STORM DRAINAGE FACILITIES. 9). MAINTAIN FILTER FABRIC OVER ALL CATCH .BASIN GRATES: 10) MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH TUKWILA CITY STANDARDS. 11) COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING . THE DRY .SEASON OR TWO DAYS . DURING THE WET. SEASON WITH STRAW, WOOD FIBER MULCH, PLASTIC SHEETING, OR EQUIVALENT. . . 12) COMPLETE FINAL GRADING AND PAVING OF. DRIVEWAYS. 13) STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. 14) HYDROSEED (OR EQUAL) ALL. DISTURBED OR CLEARED SOILS TO REMAIN UNWORKED . FOR MORE THAN 30 DAYS. 15) CLEAN OUT STORM DRAINAGE SYSTEM. 16) UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED . AREAS AND REMOVE ALL ESC FACILITIES (BMP's) ONLY WHEN ENTIRE SITE IS STABILIZE,EJ. UTILITIES IDERGROUND CATION CENTER T ese plans have been reviewed by the Public orks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the .adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: DtOO53 APPUCANT: DOAK HOMES, INC. 11812 - 26TH AVENUE SW BURIEN, .WA 98146 (206) 246 -6587 Th e plans have been reviewed by the Public Work 1 epartment for .conformance with current City stan.. rds. Acceptance is subject to errors an omissions w 'ch do not authorize violations of adopted standa , s or ordinances. The respon i ility for the adequacy . the design rests totsalf with the designer. Additions, . • etions or revisio� s to these drawings after this date '11 void thi acceptance. arid will require a resubmitt.. o wised drawings for subsequent approval. Final acceptance is . subject to field ins the Public Works ilities inspector. Date: By; RECEIVED MAR 18 2010 PERMIT CENTER S SHE SHEET 42 SHEET 3 INDEX SPECIFICATIONS. EROSION & SEDIMENTTION . 'CONTROL PLAN SMALL JTE DRAINAGE PLAN RECEIVED GIN OF.TUKWILA SEP .o .y 2008 PERMIT CENTER SMALL SITE DRAINAGEb PLAt SITE ADDRESS: 50th. AVE SOUTJi LOTS C &D TAX PARCEL NO. 0179001730 ATE 4/3/08 oSELS PROJECT NO. 05009: SHEET 1 OF 3 SILT FENCE NOTES: A. . THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL Cllr TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE .SPLICED TOGETHER ONLY AT. A SUPPORT • POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO .THE POST. THE FILTER FABRIC FENCE SHALL. BE INSTALLED to FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS . SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO ,THE GROUND. (MINIMUM OF 12 INCHES). A TRENCH SHALL BE EXCAVATED, ROUGHLY 4 INCHES WIDE AND 4 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POSTS TO ALLOW THE FILTER FABRIC TO BE BURIED. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 12 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT . EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING .TREES. : F. WHEN EXTRA - STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE EUMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL • .. . OTHER PROVISIONS. OF STANDARD NOTE E APPLYING. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN. PERMANENTLY STABILIZED. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING . PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. I. MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED /REPLACED IMMEDIATELY. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF .. THE FENCE, THEY MUST BE INTERCEPTED AND .CONVEYED TO A SEDIMENT TRAP OR POND. EROSION . CONTROL SEEDING. SCHEDULE TEMPORARY EROSION • CONTROL . PROPORTIONS PERCENT PERCENT. SEED. MIX. (by weight) PURITY GERMINATION . Chewings. or Red. Fesque (Festuroa rubra .var.: commutata • or Festurca rubra) .40% 98% 90% Annual or Perennial Rye • (Lolium multiflorum or Lolium . perenn), 40% 98% 90% Redtop Or Colonial Bentgrass (Agrostis alba or Agrostis tenuis) • 10% 92X 85% White 'Dutch Clover • (Trifolium • repens). 10% 98% 90% LAWN SEEDING SCHEDUALE LANDSCAPING SEED . MIX .PROPORTIONS PERCENT PERCENT (by weight) PURITY GERMINATION Perennial Rye Blend (Lolium permute) 70% 98% 90% Chewings and Red Fescue Blend (Festuoa rubra var. .commutata or Festuca rubra) 30% .98% 90%. FILTER FABRIC MATERIAL 36" MIN WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABIC TO WIRE. JOINTS IN FILTER FABRIC SHALL BE SPUCED • AT POSTS. 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIVALENT . . •••°•••••••••• ••••••••••••• • ••• • • • • +• • • •• •• • •••+ ++• +•+ :44•+++ • + +4•••• ❖, ❖••+•++ ••.••+••• • BURY BOTTOM OF FILTER 1 . MATERIAL IN 4 ". x4" TRENCH UrInttn- i 24 "MIN 36 "MIN 4 "x4" MIN. TRENCH. BACKFILL TRENCH WITH • NATIVE SOIL OR • 3/4" WASHED ROCK FILTER FABRIC MATERIAL 2x 2 BY 1 4 GA. WIRE FABRIC OR EQUIV. IN STANDARD STRENGTH FABRIC IS USED 12 "MIN 6' MAX: '.2 "x4" WOOD POSTS, STANDARD OR BETTER OR SILT FENCE NOT TO SCALE EQUAL ALTERNATE: STEEL FENCE POSTS DETAIL EROSION AND .SEDIMENTATION. CONTROL NOTES (1) Approval of this erosion and sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities,' etc.) (2) The implementation of these ESC plans and the construction, maintenance, : replacement, and upgrading of these ESC. facilities is the responsibility of the applicant /ESC supervisor until all construction is approved.. (3) The boundaries of the clearing . limits shown on this plan shall be . clearly flagged by survey tape or fencing, if required, prior to construction (SWDM Appendix 0). During the construction period, no disturbance beyond the clearing. limits shall be permitted. The clearing limits shall . be maintained by the applicant /ESC supervisor for the duration of construction. (4) Stabilized construction •entrances shall be installed at the beginning of • construction and maintained for the . duration. of the project. Additional measures, such as constructed wheel wash _systems or wash pads, may be required to .ensure that all paved areas are kept clean and track out to road . right of way does not occur: for , the duration of the project.. (5) The ESC .facilities shown on • this plan must • be constructed prior t� or in conjunction .with. all clearing and grading so as to ensure. that . the transport of sediment to surface' waters, drainage systems, and adjacent properties is minimized. (6). The ESC .facilities shown on this plan' are the minimum requirements for anticipated site conditions. During the construction period, • these ESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing • site conditions (e.g. additional . cover measures, additional sump pumps, :.relocation of ditches and silt fences, perimeter • protection etc.). (7) • The ESC facilities shall be • inspected daily by the applicant /ESC supervisor and maintained to ensure continued proper functioning. • • (8): Any areas of ..exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or .seven days, during the dry.• season shall. be immediately stabilized with the approved . ESC cover methods (e.g., seeding, mulching, . plastic covering, etc.). (9) Any area • needing ESC measures, not 'requiring immediate attention, shall be addressed • within seven days..: 36 "MIN 2 "x4" WOOD POST ALT: STEEL. FENCE POSTS STABILIZED CONSTRUCTION . ENTRANCE NOTES: 1.' INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER' OBJECTIONABLE MATERIAL THE QUARRY SPALLS SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACIUTES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 3" TO 8" QUARRY SPALLS PER WSDOT STD. SPECS. SEC. 9 -13.6. 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 12" THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 100 FEET. 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE ROCK ENTRANCE, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC. ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT. AND EFFECTIVE. 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED. IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. . THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. . ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES .ONTO ROADWAY OR INTO STORM DRAINS. MUST BE REMOVED . IMMEDIATELY BY SWEEPING. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET. EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO. PUBLIC SAFETY. STABILIZED CONSTRUCTION ENTRANCE NOT. TO SCALE GEOTEXTILE FABRIC UNDER. QUARRY SPALLS (MARAFI 600X OR EQUAL) SCALE: 1 " =10' BASIS OF BEARINGS: PLAT OF ALLENTOWN.. TO THE CITY OF. SEATTLE. PLAT VOL. 12 P100 EXISTING GAS . DATUM:. NAVD . 88 10' ESMT FOR SIDE SEWER, UTILITIES . AND DRAINAGE INSTALL FILTER PREVENT LADEI EXITING THE Sj- ENCE AS NECESSARY TO WATER FROM ROPOSED RESIDENCE STABILIZED CONSTRUCTION ENTRANCE INSTALL FIL 1 BASIN PRO TO PREVENT FROM ENTER! 32.00' CB3 (EXISTING GRATE: 109.95 1 .\° 0 IE(12 "): 107.68 1 IE(6"): 107.18 EXISTING, SS STA..12 +50 RIM: 111.16 IE(8 "N): 102 IE(8 "S): 102. 32.00' INSTALL FILTER FENCE AS NkCESSARY -TO PREVENT LADEN WATER FROM EXill 112 112 (10) The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 24 hours following a storm event. (11) At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment- laden water into the downstream system. (13) Cover measures will be applied in conformance with Appendix D of the Surface Water Design Manual, FINSHED CONTOUR (TYP) (14) Prior to . the beginning of the wet season (Oct. 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be . seeded and those areas to remain uncovered shall be submitted to the City inspector for review. N0. DATE alliantenglneering©comcast.net EXPIRES 10 4 2009 DRAINAGE FLOW (TYP) APPLICANT: DOAK. HOMES, INC.. 11812 - 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 office (206). 246 -5991 fax RECEIVED MAR 182010 PERMIT CENTER 125' ROW I1. I 1 01 W 0i w G' S w RECEIVED CITY OFTUI(WILA SEP .0 5 2008 PERMIT CENTER • LEDGEN ol+- EXISTING. OVERHEAD POWER • w EXISTING WATER MAIN . 0 EXISTING NATURAL GAS .. s • EXISTING SANITARY SEWER • MAIN .• PROPOSED NATURAL GAS .. . .PROPOSED UNDERGROUND: POWER PROPOSE • WATER. SERVICE UNE . PROPOSED SANITARY SIDE' SEWER • PROPOSED STORM CLEAN OUT EROSION & SEDIMENT CONTROL ,PLAN SITE ADDRESS: 50TH AVE SOUTH LOTS C&D TAX PARCEL NO. 0179001730 DATE 4/03/08 AELS PROJECT NO. 05009 SHEET. 2 OF .3 OOF DOWNSPOUT. OVERFLOW. TYPE 1 CATCH BASIN WITH STANDARD GRATE 'INSTALL 24' - #4 REBAR AT CENTER OF DRY .FOUR ATION FLOW 4' PVC k ELBOW \ri SLOPE =2, O0X MIN, 4' PVC 6 ". MAX. 5 =2. OOX 12'MIN. -4' PERFORATED LEACH BED TUBING ON LEVEL GRADE . 1/4' MESH SCREEN ON PIPE INLET 12'MIN, FILTER FABRIC LINER -0N SIDES AND TOP. OF DRY WELL • .1D1'�,+1 I r a4+tik • �,y ti t I DIRECT DRIVEWAY DRAINAGE TO CATCH BASIN. PER PLAN 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE (OR EQUAL) 11A" CRUSHED SURFACING TOP COURSE 2W' MIN. CRUSHED SURFACING BASE COURSE COMPACT SUBGRADE AND SIDE SLOPES TO 95% OF MAX. DENSITY 15' MIN. WHERE CRAWL SPACE FLOOR IS LOWER. THAN OVER FLOW. 12' MIN, TABLE OR CROSS - SECTION NOT TO SCALE SCALE: .1"=10' BASIS. OF BEARINGS: PLAT OF ALLENTOWN. TO THE CITY OF SEATTLE... PLAT VOL. 12 P100 DATUM:. NAVD 88 DRAINAGE . PLAN NOTES: 1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEWAY AREAS FROM EACH LOT SHALL BE COLLECTED IN A TYPE 1 CATCH .BASIN AND THEN ROUTED THROUGH A 4" PVC PIPE TO DRYWELL(S). 2. A MINIMUM OF TWO DRYWELLS WILL BE INSTALLED ON EACH LOT. ONE FOR EACH 1000 SQ.FT. OF.. ROOF /DRIVEWAY AREA 3. THE FINAL GRADE ELEVATIONS SHOWN ON THIS PLAN MAY BE. ADJUSTED AS NESESSARY TO REDUCE CUTS /FILLS AND /OR MAINTAIN 1% MIN /5% MAX SLOPES FOR DRIVEWAY.. 4. INSTALL FILTER FABRIC OVER ALL. CATCH BASIN OPENINGS DURING CONSTRUCTION. 5. SOIL LOG TEST HOLES WERE DUG ON THE LOTS NEAR THE DRYWELL LOCATIONS..` THE SOIL TYPE. AND .STRATIFICATION WAS TYPICALLY AS FOLLOWS:. 0 -9' DEPTH OF GREY /BLACK MEDIUM SAND WITH NO., EVIDENCE OF WATER TABLE ENCOUNTERED NO EVIDENCE OF WATER TABLE ENCOUNTERED SCS SOIL CLASSIFICATION: PILCHUCK SERIES 6. ALL PVC PIPE SHALL .CONFORM TO ASTM D- 3034— SDR35. 12" ROOF OVER HANG EXISTING 6" PVC SIDE SEWER LOT LOT C LOT D AREA 4494 SQ.FT. 4494 SQ.FT. ROOF. AREA 1800 SQ.FT. 1,760 SQ.FT.: DRIVE &.WALK AREA 372 SQ.FT. 419 SQ.FT. TOTAL IMPERVIOUS AREA 2,172 SQ.FT. 2,179 SQ.FT.. TAX LOT N0. 017900 -1730 017900 -1730 PROPOSED RESIDENCE FINISHED FLOOR ELEV: 112.98 GARAGE HI /LOW ELEV: 111.64/111.24 CRAWLSPACE ELEV: 109.50 -32.00' t\ 1 N—C83 (EXISTING) o �_ GRATE: 109.95 '00 IE(12 ")• .107.8E • 1 j 1 IE(6"): 107.18, cn N89'17'24 "W 1100.00' CB (D) (TYPE 1) GRATE :111.23 IE= 108.50 (OVER FLOW) 5' DIAMETER DRYWELL PER DETAIL THIS SHEET SEWER NOTES 4 1 =6" PVC CLEAN —OUT. 1 -6" PVC TESTING TEE 1 -6" PVC. WYE 1 -6" 45' BEND 2 -6 "X4" REDUCER IE= 102.66' LEGEND. =oH off EXISTING OVERHEAD . POWER w . w EXISTING WATER MAIN G • • G • EXISTING NATURAL GAS s s EXISTING SANITARY SEWER MAIN - G G . PROPOSED NATURAL GAS PROPOSED UNDERGROUND POWER PROPOSED WATER SERVICE UNE PROPOSED SANITARY SIDE. SEWER PROPOSED STORM.: CLEAN OUT •.s :s one tat ss son sus s owe :as PROPOSED RESIDENCE FINISHED FLOOR . ELEV: GARAGE. HI /LOW ELEV: CRAWL SPACE. ELEV: 1 4 "PVC i I +a. I I I o II EXISTING SS E 4 -50 -02 ri STA. 12 I I RIM: 111+50 .16 k IE(8 N): 102 3 . IE(8 ""S): 102. 1 I . . 113.00 . 112.50/112.10 09.50 • / NEW 1" POLY 200 PSI 32.00' 1-4" WYE 1 -4 CLEAN —OUT IE= 109.00 S8917'24 "E 100.00' 1 -4" WYE 1 -4" CLEAN —OUT 1 -40' BEND . IE= 108.28 . WATER . Q NEW i" . WATER METER 8c SERVICE LINE PER TUKWILA STANDARDS. (BORE UNDER ROAD) FINSHED CONTOUR (To) SIDE SEWER NOTES 1. INSTALL A CLEAN —OUT WHERE THE SIDE. SEWER • ATTACHES TO THE HOUSE PLUMBING. 2. SANITARY SEWER CLEAN —OUTS SHALL BE EXTENDED TO FINAL GRADE PER TUKWILA CONSTRUCTION STANDARDS DWG. SS -2. APPLICANT:• A0-4 �giref.%� �. (206) 246 -6587 SMALL SITE DRAINAGE- PLAN SITE ADDRESS: 50th AVE SOUTH LOTS C &D TAX PARCEL NO. 0179001730 DATE 4/03/08 AELS.. PROJECT . NO.. 05009 al liantengineering©ccomcast .net EXPIRES 10 4/2009 11NIS \GINEEING IS LOT G 12219 50T-- Av� S TU<WfL4,. U,4 eons Di 0 14 D2 (U6 U6 UB R11 939 312 KUM 111-Ed O <u12> 4"x10" DP2 0 0 R9 4x10 DF*2 4x10 DF*2 4x10 DF*2 )kT' 1 � DS PS 2 u1 TS A, BEARING UJALL (Ule) 411x10" DF"2 • • 49x10" DP2 BEARING UJALL . ■ �iiiiiiiiiiii 11111■ - 487 Z 0 to a :•CR10) .: 4x10 DF*2 (,4 V. PL.) 5 -1/8 "x10 -1/2" GLB 0 U18) (U19 we we 511 [.�I 476 FIIII BE J J5 B1SLT . 4 i 111111 i i i iii ,• r � i i i ii i ii i i ii iii iii. � • V (19� BEA- G WALL 4 "x109 DP2 D2 X X.. . OPF\N FOR STAIRS . �. \ /.:. N • 4 "x10" Dom" BEARING WALL GT 1911 3921 4x10 DF*2 4x10 .DF*2 UT 978 a RIO 611x10" DP2 U14 7 MI 1 DS 5 -1/8 "x10 -I/2" GLB (45V. PL.) R9 U1 . t5 2497 3865 1 ii u11 U14 3861 [aGf 87 Fib. 6988 288 U13 4x10 SOLID BLKG. CANT. 611x811 DP2 42) RII FLOG.S..Fi4 DF*2 TS• U9 1168 FUN 1301._ GT 806 811 1301 GT 1911 3811 1.19 • '1 66 ¢m x6U1rOST x 4894 10904 9010 118 eu2919 R11 312 R12 • 419 813 1m BEARING WALL .. 5 -1 /811x15" GLB• (ASV. PL.) L. JOIST Aft II GT D2 (14 1881 (U . • 5 -I/8 "x19 -1/2 "GLB SOLID BLKG. 6 CANT. (\\ 4"x12'I.DF"2 6"x10". DP2. .<R12) 111 11111 :1 111 81L� /�\ 11 �IIII.I111'\ ��.�� 111111 lII. 11 1!1 IIIfI11\ z � iiil�•�:�: �iiii i�. � lu ��in nm �a.1. 1:11111111 1111 1i nu v, --- II 1 111111 I = 1111 a '1um = m m 111 1111 = 11un11 11111 11 = un1 1ou -1 — 111 R_.... _....._..e �uu 111 11111 1 11111 11111 111/1/111 Ct?a ' •�:+i3Gtu1,•t...1.^:r .'•t><yrwrc O O FLOOR JOISTS AT 16." o.c. (TYPICAL) ACTUAL FLOOR DESIGN .4 ENGINEERING TO E. PROVIDED e SITE. O x. 1- U19 • 699 2478 . u11 1693 548, • 2 D1 U10 :37 1111421 6x6 POST R12 419 • 613 DO NOT SCALE (1/4".11) • 'i FLOOR S1 -1EATW ING: 13/4" 1-4G. wt 10cLe O.C. (OR SIMPSON UJSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD . 4 GLUED TO TJ I. . EXTEND HEADER OVER SHEARUALLS (2) ROWS I6d SINKER 4 311O.C. CTYP.) 2 PLACES HEADER EXTENDED OVER SHEARWALL INSTALL LSTA -24 STRAP BACKSIDE' R6 (R6 ) . 1 4x8 DF*2 1 1 D1 R-1 Rl a a u to 4x8. DF*2 4x8 DF*2 ;4x8 DF*2 z 2 z .'. 1 O c 10 Z W W Z . z W 1Y cra t- W R5 4x8 DF4$22 LL SCISSOR TRUSSES .� 24 4X8 DF*2 R1 ROOF RI L 4x8 DF*2 1 I •LJ t— J 4x8 DF*2 R2 4x8 DF*2 FiR4 NCB G ,aVITY LOAD ENPNE iRINC1 DO . NOT SCALE . (1/4".1 ) R4) TRUSS MFR. SHOP DRAWINGS TO E3E PROVIDED TO HODGE ENGINEERING. WHEN COMPLETED MFR. TRUSSES . e 24" O.C. w/ 1/16" ROOT SHEATHING w /Sd e. 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL)' of.Tu LDING DIVISIO LEC END POINT LOAD KEY' POR ENGINEER ME ONLY 111 1 DEAD 1000 —_ _I g t BEAM DESIGNATOR I. BEAM SIZE/TYPE' gel 1ba '��III11II1111 SEH RA L L EDULE DESIGNATOR ' _.,, ./ Ct?a ' •�:+i3Gtu1,•t...1.^:r .'•t><yrwrc O O FLOOR JOISTS AT 16." o.c. (TYPICAL) ACTUAL FLOOR DESIGN .4 ENGINEERING TO E. PROVIDED e SITE. O x. 1- U19 • 699 2478 . u11 1693 548, • 2 D1 U10 :37 1111421 6x6 POST R12 419 • 613 DO NOT SCALE (1/4".11) • 'i FLOOR S1 -1EATW ING: 13/4" 1-4G. wt 10cLe O.C. (OR SIMPSON UJSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD . 4 GLUED TO TJ I. . EXTEND HEADER OVER SHEARUALLS (2) ROWS I6d SINKER 4 311O.C. CTYP.) 2 PLACES HEADER EXTENDED OVER SHEARWALL INSTALL LSTA -24 STRAP BACKSIDE' R6 (R6 ) . 1 4x8 DF*2 1 1 D1 R-1 Rl a a u to 4x8. DF*2 4x8 DF*2 ;4x8 DF*2 z 2 z .'. 1 O c 10 Z W W Z . z W 1Y cra t- W R5 4x8 DF4$22 LL SCISSOR TRUSSES .� 24 4X8 DF*2 R1 ROOF RI L 4x8 DF*2 1 I •LJ t— J 4x8 DF*2 R2 4x8 DF*2 FiR4 NCB G ,aVITY LOAD ENPNE iRINC1 DO . NOT SCALE . (1/4".1 ) R4) TRUSS MFR. SHOP DRAWINGS TO E3E PROVIDED TO HODGE ENGINEERING. WHEN COMPLETED MFR. TRUSSES . e 24" O.C. w/ 1/16" ROOT SHEATHING w /Sd e. 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL)' of.Tu LDING DIVISIO LEC END POINT LOAD KEY' POR ENGINEER ME ONLY . 1 MEMBER R1 DEAD 1000 TOTAL 1 L-� LI 200013000 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY BEAM SIZE/TYPE' 48x311 DPI • 3 -I /8 "x6'1 GLB 3- I/2 "x9 -1/2" PSL SEH RA L L EDULE DESIGNATOR ' ' o Q o !D� W O C'Ew C h L?' °' .-J s o o s .V. . C�9 V E.=.Oy a�4-. ag g o Q� iQ C 12e1o51u7 _ lot #.„,z � ia -L-41 Ems .in-e,121)N, NOLDDOWN /STRAP. DESIGNATOR .• : • BE 14OLDOJ6 RAP BCNEDULE Sow CSI4 • .. . 81441)8F2,1 DETAIL CALL OUT ' AIL 1 .D1 • POST CALLOUTS » DS= DOUBLE STUD . ::. TS= TRIPLE SCUD. =..,o.,, : . QSo QUAD STUD' . ® 4x4 POST / / . 6x6 POST REVIEWED FOR . . CODE COMPLIANCE APPROVED MAR .3 1 2010 . City of Tukwila BUILDING DIVIRIflN RECEIVED MAR 18 2010 PERMIT CENTER . : 009 RECEIVED . CITY OF TUKWILA JUL 10 2009 PERMIT CENTER COPYRIGHT ©2005 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL ' o Q o !D� W O C'Ew C h L?' °' .-J s o o s .V. . C�9 V E.=.Oy a�4-. ag g o Q� iQ C 12e1o51u7 _ lot #.„,z � ia -L-41 Ems .in-e,121)N, '. ce m O cn . p W m E I-- m o CL o O z— = m Ca 0 N . . . W a~ D la (1)) J W fX Ng. O.. W Q O NN? W m Li- II a W ' CG W per. RECEIVED MAR 18 2010 PERMIT CENTER . : 009 RECEIVED . CITY OF TUKWILA JUL 10 2009 PERMIT CENTER COPYRIGHT ©2005 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL TI 115 ENNE:=RING IS LOT C 1221 QT! I AV TU<IIIiL4, u.A 98I18 D1 FLOOR JOISTS . —I AT 1611 o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO E3E PROVIDED. 6 SITE. MAIN FLOOR SNEATI -•I INCA• 3/4 "• T 4G w/ 10d 6.6•" . o.c. (OR SIMPSON WSNTL2LS SCRE UJ) AT PANEL EDGES AND. 12" O.c.. IN FIELD 4 GLUED TO TJI, UPP -R =L002 LATERI�L ENCzI \EERINC� DO NOT SCALE(1 /811 =11) SHEATH ALL EXTERIOR WALLS AS W /2x .SILL PLATE 811-11,14R1 STI014RJ 611014R1 4. •,fit• ." . ter/ t GREAT fd1. 6•) • STUDY SWI8x9 . • SWI8x9 • 3 - a • A PINING • UNLESS NOTED 011- IERUJISE. . —0 0 X15 D2 16 rAR4 �2 ND14. .. Aft 8T1014' MIND 4 5 D1:/ \'D1 "AIN FLOOR L4TR4L ENCaW�E ING. Do NOT. SCALE(1 /811 =1') SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHID/RJ IS APPROPRIATE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOWNS PLEASE CALL KEVIN. BOURN SIMPSON (206)255 -2081 BUILDER TO CONFIRM. FIT BEFORE FIG POUR .. FOOTING PAD SCI-IEDULE • FOR 1800 PSP SOIL BEARING • . . POSITIVE: POST TO FOOTING CONNECTION 20 OR 24 2O "DIA..OR 24 "DIA. x 8" ■ • POST PER PLAN • . OR 40OA CA O'CAPACITY . 24 . • LABEL APA RATED SHEATHING (1) (2)(4(21;) (15) • . 24 "x24 "x8" W /(2) *4 EJJJ. • 5500" CAPACITY •. WITHOUT REBAR (PER .OR PLAN) . 30 2X BOTTOM PLATE . • ATTACHMENT ■ • 30 "x30 "xS" W /(4) *4 Eli). • . • 8215* CAPACITY POST PER PLAN ..' .. • . (l /WIND 36 • TO TOP PLATE (7) (8) ' . �. •36 "x36 "x12" W /(4) *4 E.W. 12000* CAPACITY POST PER PLAN . . SILL PLATE. SIZE @ FOUNDATION (i9) 42 . .... 7/16" OSB ONE SIDE ■ 42 "x42 "x12" W /(5) *4 E.U. • 16500 *. CAPACITY . ' . . POST PER PLAN 16d @ 4" O.C. 16d @ 6" O.C. 15/8" @ 48" O.0 12 54 .. 4a • • .. . • .• . . • "x4 "x15" 240 ■ 48 8 W %(1)•*4.E.(U. • 21000 CAPACITY •. . . .POST PER PLAN . : . • . (54" X15 "W /(8) "4 CAP = 26.5K) (12 "x18" ': W /(12) *4 CAP. = 40K) WA x, • • LEGEND bid @ 4" O.C. 2x POINT LOAD KEY' FOR ENGItEER USE cNLY .. 1 MEMBER • R1 • DEAD • 1000 TOTAL 3000 LI 20001 BEAM DESIGNATORI FOR PLAN REVIEW USE ONLY R1 I 7/16" OSB ONE SIDE • SEAMSEAM SIZETfl FED• • • . . 3x8 (6 ""1 5 . .... 3- I /8 "ic6" CsLB 3- I/2 "x9 -1/2" I'SL (2) ROWS 16d @ 8" O.C. . 5/8" ®12" O.C.. OR L DEEI. . 2X. SEEENE.AR L .... . • 730 >�C NOLDDOUJN /STRAP . DESIGNATOR . SEE HOLDOIIIWSTRAP BCNEDULE • . . . C5.4,-.0 ' BT1-0I4. . . DETAIL CALL -OUT SEE 9 PMG DETAIL ' ' 1 • ` D1 POST CALLOUTS . • • •• ® DS= DOUBLE STUD :_ TS= TRIPLE STUD . QS= QUAD STUD ' ®; . 4x4 (COST 6x6 POST .. .. . UJ /2x .SILL .PLATE 5T1-1D 14RJ Nola STI-4D.14RJ q) 1 i 24 4x10 GIRDER 1 STI-!D 14.RJ Mibkra 4x8 GIRDER CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER 24 4 "x10" DP2 EARING WALL A 24 D1 24 24 4 1� GI M4 v (M5) 24 4x10 GIRDER y 24 24 '1 ■I 1 3821 /;;A BE RING UAL 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE 24 24 11 3888 4" CONC +•SLAB OVER.. 4" GRANULAR FILL SLOPE FOR DRAINAGE. • 0 th N ..1 10. D:1 BLOCK OUT FOR FURN. 24 111 497 1 AS REQUIRED 8 &9 36 111 288 4" CONC. SLAB 0/ 4" COMP. FILL. SLOPED 3 " TOWARD DOOR 12" TI- IICKEN SLAB .UJ /.(2.) 4 BARS I-IORZ. CONT. TIED TO FOUND UJALLS AT GARAGE DOOR OPENINGS •..24. D1 PLEASE CALL KEVIN BOURN a SIMPSON (206)255 -2081 5UILDER TO CONFIRM FIT BEFORE FIG POUR. MAIN FLOOR =RA 13 1119 76 D1 20 D2 3175 4" CONC SLAB OVER 4" GRANULAR FILL. SLOPE FOR DRAINAGE U11 • 897 3999 36- 21. 11142 D1 24 STHD14 5 Na /FOUNDATION PLAN 12. NCzIN =E SHEARWALL / ANCHOR SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS. ANCHOR BOLTS . LABEL APA RATED SHEATHING (1) (2)(4(21;) (15) • NAIL SIZE & SPACE ® EDGES (4) (5) STUD AND 'LOCKING • SIZE@. EDGES G (3)(6)(16) • - RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE . • ATTACHMENT • SILL PLATE ATTACHMENT • • . CAPACI SEISM! • (l /WIND %" ATR W /8" EPDXY EMBED TO TOP PLATE (7) (8) ' . NAILING TO ANCHOR BOLT WOOD BELOW TO CONCRETE (9) • BELOW (10) (12) (17) (20) MA8 ANCHOR OPTION , • SILL PLATE. SIZE @ FOUNDATION (i9) HDU14 - 10745# • 7/16" OSB ONE SIDE 8d 66" O.C. 2x . . 16d @ 4" O.C. 16d @ 6" O.C. 15/8" @ 48" O.0 24" O.C. . 2x 240 335 N/A N/A 7/16" OSB ONE SIDE bid @ 4" O.C. 2x LTP4 @ 32" • O.C. • ' • 16d ®4" O.C. 5/8" ®32" O.0 16" 0.0.. ' • 2x • • ' 350 440 7/16" OSB ONE SIDE • 8d ®3 "O.C. 3x LTP4 @ 12" O.C. • (2) ROWS 16d @ 8" O.C. . 5/8" ®12" O.C.. , 6" O.C. • . 2X. 480 730 5/8" @ 24" O.0 12" O.C. 3x. 7/16" OSB ONE SIDE 8d @2"0.c. 3x .. LTP4 @ 8" O.C. (2) ROWS 16d . ®4" O.C. 6(8" @ 8" O.C. 4" O.C. 2X • 680 82 ) 6 8" x.18" O.C, 8 ".O.C. . 3x • / \\ 7/16" OR 5/8 "GWB ONE • SIDE .. '.. 8d @ 7" o.c. . . 2x 18d 40.4" o.c. 16d @ 8 "o.c. 5 /8" ® 60" o.c. 8" o.c. 2x 76/ 45 ' 7/18" OSB BOTH SIDES 8d @ 3" O.C. 3x LTP4 @ 6" O.C. 18d ® 4" O.C. & LTP5 ®12" 5/8" ®12" O.0 6" O.C. • 3x 900/ 460 SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY- DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL; PANEL EDGE JOINTS ON 2X FRAMING SHALL BE . STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES.. : • • • (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE • PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, . • . •. WINDOWS, OR DOORWAYSORAS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. . . • . . (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED . OTHERWISE.• . • (7) 'BASED ON 0.131" x 11/2" LONG NAILS USED TO ATTACH FRAMING.CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR • ROOF BLOCKING TO TOP PLATE: (8) 16d @ 4" 0.6. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH • PER DETAILS. . (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" it 3 "; EMBED ANCHORS A , MINIMUM OF 7" INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT-DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING. ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS: • • (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (13) x/32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/18" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF • RECORD FOR ALTERNATE NAILING REQUIREMENTS. • • • ' • • (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED • CONSISTENTLY WITH PLATE NAILING.: ' • • • .• (16) CONTACT.THE ENGINEER OF RECORD FOR ADHESIVE OR. EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING Q 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAYBE HEM -FIR: • (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD. OF 3X. SHEAR LOAD TO THE CONTINOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. 11Q1 T1N(1 MAR MAY Rc iIC�fl Cl111AI CDAC n Tn DCDI APr Gio" Al�lnunn.nnl w . ;20) USE 5/8" GWB FOR SW5 WHERE 5liSYRIEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS. ANCHOR BOLTS . NAILS SCREWS ' HDU2 - 2215# ' ' N/A (6)-SDS �q "x 2W TO (2) STUDS �V1IN. s /e, ATR W /8" EPDXY EMBED HDU5- 4065# N/A (14)SDS �% q "x 2Y2" TO (2) • • STuIJDS M N: %" ATR W /8" EPDXY EMBED HDU8 = 5655# N/A .. (20)SDS 3'4 "x 2Y2".TO (3) SS17}y1DS MIN. 74" ATR W /8" EPDXY EMBED HDU14 - 10745# • N/A • • • . • (36)-SDS % x 2'x'2" TO 6X6 1" ATR W /15" EPDXY EMBED STHDB /STHDBRJ - 2210# (2) STUDS W/ (24) 16d N/A ' . N/A STHD14 /STHDI4RJ - 5025# (2) STUDS W/ (38) 16d ' N/A N/A 18" END LENGTH + CLEAR SPAN -CS14 -2490# (30) 10d N/A ' • - / N A MSTC48B3 (2) STUDS W/ (38) 16d HOLD. DOWN NOTES::: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS : (2) ALL METAL CONNECTORS COMING IN. CONTACT WITH PRESSURE TREATED WOOD SHALL BE • SIMPSON "Z-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON - SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. * STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY(RJ -.RIM JOIST) ** HDU2 MAY BE USED IN PLACE OF STHD8 /STHD8RJ . • • * ** HDU8 MAY BE USED.IN PLACE OF STHD14 /STHDi4RJ . • DO NOT SCALE (1/4".11) 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 i/" 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.) STI-ID EDGE: DISTANCE 1-1/2" MIN BUILDER TO DETERMINE IF STI-ID OR 5T1-ID/RJ 15 APPROPRIATE. 19d 13E W � h co. B g 2 0 Ira EVIEINED FF R COMPLIA PROV IIa• ION REVIEWED F R CODE COMPLIANCE APPROVED MAR 31.2010 . City of Tukwila' BUILDING Iln►1.glnnl RECEIVED MAR 18 2010 PERMIT CENTER PREPARED B c81 COPYRIGHT ©200a I -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL' ROOF DRAIN MI • g Fix. 1131117 IS CO "A" "Bii.iC" 2X6 a 16" O.0 2X6 PTDF W/ ANCHOR BOLTS PER PLAN (SEE SHEAR WALL SCHEDULE) . *4 BAR 3" FROM TOP *4 a 12" 0.C. • . *4 6 24" O.C. EXTEND TO 3" CUR. OF THE BOTTOM OF THE FOOTING' EXTEND. 14" MIN. INTO STEMU)ALL. (TYP.XUN.O.) 4" CONC. SLAB OVER SLOPE TO DRAIN MIN. (2) *4 a BOTTOM OF FTG. 3 " .MINIMUM COVER fl A �� •. 11511 Hall INN: I Mil MA I�'� t•):ail�� I1rs � iii E%311 4414 :41 32" 8 ICY MIN. FOUNDATION DIMS M FOUNnI.TION DIMS TABLE R403.I 4 1805.4.2 . SUPPORTING BRICK VENEER 1026A1 JEN F.G. 3/4" T4G SUBFLOOR (JOISTS . 18 ". COVER 8\ /FLOOR / to RDER VAPOR BARRIER /\ j \ / /\z> /j\ / /\ j\ / % / j\/ i\/\ \' NOTE: ENGINEERED CONC. WALL REQ. IF UNBALANCED BACKFILL AGAINST STEMWALL EXCEEDS 48" IN HEIGHT • POUNDAT I ON FOOTING AND STEMWALL DOUBLE TOP PLATE SIMPSON 5T18 STRAP TIE W/(14)-16d OR TOP. PLATE OVER U.N.O. EXTENT OF HEADER .. . 3; DOUBLE PORTAL FRAME (TWO BRACED PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED PANEL) 125.08 JGS . . . . . . • . .. . MIN. 3"x111/42' NET HEADE HEADER PER PLAN 6' TO 18'' `FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF. I6D SINKER. NAILS AT 3" O.C. TYP. LSTA24 OPPOSITE. SHEATHING . FASTEN SHEATHING t0 I-1EADER. W / . SD COMMO • GALVANIZED BOX NAILS IN 3' GRI D PATTERN .AS• SHOWN AND 3" O.C. IN ALL FRAMIN G (STUDS, : BLOCKING, AND SILLS) T. MIN.. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH .= 24" FOR USE IN THE F IRST OF TWO STORY STRUCTURES. • • • MIN. (2)2x4 •-;• ALL DF"2 STUDS 1/16" OSB SHEATHING [I I .. LSTA2411•YPICAL PORTAL FRAME CONSTRUCTION . FRONT ELEVATION: N OR MIN. (2 2x4 . . SIMP50N: STHp 51NCzLE PORTAL FRAME STHD14 OR PHDS MIN. 3 "x3 "x.229" PLATE WASHER 'I". ANCHOR .BOLT ...... , .: .. aims FOR A PANEL SLICE (IF NEEDED). PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID-HEIGHT. ONE. ROW OF TYP. SHEATHING TO FRAMING NAILING 15 REQUIRED. .. IF 2x4 BLOCKING. IS USED, THE 2x4'S MUST BE NAILED TOGETHER WITH 3 160 SINKERS. DF"2 . STUDS REQ'D SHEATHING FILLER IF NEEDED LSTA24 • • DP*2 STUDS REQ'D MIN. 2x4 FRAMING. OR PHD�✓5THD14 SECTION A =A SIDE ELEVATION C2) ROWS 16d SINKER e :3 "O.C. (2) ROWS I6d SINKER o 3 "O.C. HEADER EXTENDED, OVER SHEARWALL INSTALL LSTA24 BACKSIDE 3" O.C. IN ALL FRAMING'` (STUDS, BLOCKING, AND SILLS) TYP. PORTAL • .PRAM IRC FIG R�02.10.6 :2. / IBC FICA. 2305:9.3.2 SITE PLAN, STRUCTURE LOCATION, AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND THE CIVIL OR GEOTECHNICAL ENGINEER FACE OF STRUCTURE H/2 BUT NEED NOT EXCEED 15FT. MAX. TOE OF SLOPE FACE OF OOT INCA TOP SLOPOF E s��- Irn -"- H/3 BUT. NEED NOT EXCEED 40! MAX • IRC FIG. R403.1.1.1 11 FOUNDATION CLEARANCE FROM SLOPES D1 SEAM FRAMING. TO WALL . DO NOT CUT SEAM - CUT. TOP PLATE BEAM PER PLAN SIMPSON STI2 STRAP TIE EITHR SIDE OR TOP PLATE OVER 1.1.07 JEH PLYWOOD FILLER (AS REQUIRED) EADER PER PLAN FOUBLE 2 X STUDS, MINIMUM OR 6' OPENING OR LARGER U.N.O. (6)16d (2)16d 0 12" OC 2x CRIPPLES 2 PRE- MANUF. -TRUSS : 1/16" NOM RATED SHEATHING UN.O.: 8d NAILING e 6" 'O.C. EDGE AND 12" O.C. FIELD "SIMPSON " 1-11 Vii: EACH TRUSS UN.O. EITHER SIDE (2) 16,d TOENAILS 8d 66 "O.0 SHEATHING BfEEAK IV BIRD BLOCK 124.06 AM BEVELED 2X VENTEID BLOCKING RBC PER PLAN IF SPECIFIED • . SEE SHEARWALL SCHEDULE FOR NAILING PATTERN& . H up to 3/a "gap RBC PER PLAN IF SPECIFIED FOR HIGH SHEAR WALLS 5E AM AND HEADER END .SUFFORT ROOF. EVE: CONNECT ION FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS . i- x w X z F V11111111; CRAWLSPACE PONY WALLS OVER 6' REQUIRE ENGINEERING FOR ADDITIONAL STORY 1.1.01 JEH PROVIDE MST60 BETWEEN PONY WALL AND SHEAR WALL ABOVE WHEN FOUNDATION HOLDOWN 15 SPECIFIED RIM JOISTS BATT INSULATION (SEE WALL INSULATION SPEC ABOVE) PONY WALL FRAMING 4. SHEAR NAILING TO MATCH WALL FRAMING ABOVE ,2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER FLAN \HOEDOWN SPECIFIED PER PLAN \/ \y \\ /\y \\ : FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN co 2' MINIMUM FOR LAP SPLICE FOOT (NCB CNE:l�S •REVIEVI/E'p F CODE COMPLIANCE JUL 17 2009 City of Tukwila BUILDING [Ism STEMLUALL Co PONY . WALL CRAWL SPACE 1 CONCRETE:. CORNER DETAILS D1 05B SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS SIDING MATERIAL. PER PLAN . . 16d NAILS RIM. TO TOP PLATE Sd NAILS ,a 6" O.C. AT EDGES. 4 SEAMS AND Sd NAILS a 12" O.C. IN FIELD UN.O. ON SHEAR WALL SCHEDULE SOLID BLOCKING • WALL FRAMING 3/4 SUB FLOOR 40. (2) 16d tHRU NAIL TIP (3)16d THRU NAIL FOR B4C SHEAR UTALLS FLOOR JOIST TO SILL AND BOTTOM PLATE W /(2). 8d THRU NAIL . 2x MUDSILL . RIM JOIST SHEARWALL NAILING A5 SPECIFIED ON SHEAR SCHEDULE 821.01 JGS CONTINOUS SHEATHING TOP PLATE TO SILL PLATE OR NAIL • SHEATHING AT BREAK TO SAME • MEMBER PER THE. SCHEDULE BOTTOM OF SHEATHING NAILING 4 LS5O.a 24" OC: TO NAIL TO MUD SILL • PER SHEAR WALL SCHEDULE. . 3 T (PICAL S-IE ARWALL NAILING' :. Di GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER -i ( INTERIOR) ■ l•r. ' ;•• 1 •.;• 1.101 JEN 16d NAIL AT 12" . O.C.(UN.O.) Sd NAIL AT 4" O.C. ,4LL FRAMING MEMBERS. AT PANEL EDGES (UN.O.) ORIENTATION OF CORNER STUD MAY VARY . 8" O.C. ON ALL (UN.O:) FRAMING MEMBERS NOT AT PANEL EDGES • . INSIDE CORNER DETAIL ORIENTATION OF . ORNER STUD MAY VARY . GYPSUM WALL BOARD INSTALLED. IN ACCORDANCE WITH IRC CHAPTER 1 (INTERIOR) AIWA Sd NAIL • AT 4" O.0 ALL FRAMING MEMBERS AT 16d NAIL AT. 12" PANEL EDGES AND 5" O.C.(UN.O.) OC. ON ALL FRAMING MEMBERS NOT. AT PANEL' EDGES (TYP.XU.N.O.) OUTSIDE CORNER DETAIL R6O2.10.5 INSIDE /OUTSIDE CORNER (TYP) 7 IIIII1111i DRYWALL r (SEE ROOF PLAN) 30* FELT EA. COURSE . MANUFA 81SHEATHING E ES (OR 2XRAFTER$ 4 CLG. J51.5 .1 BLOWN -IN. INSUL (SEE GEN NOTES.) GYPSUM BD. CEILING INSUL BAFFLE a E4 /E VENTS BLOCKING. GUTTER ON 5/48 FASCIA -= .. (PER PLAN) SIDING (SEE ELEVATIONS) 15 BLDG. PAPER (OR TYVEK) SHEATHING (PER PLAN) :. 2X6 STUDS .a :16" O.C. .' BATT INSUL. (SEE. GEN. NOTES) . . GYPSUM . BD. e Ns/ / \ \ / \� \\ \\ / \ \ \ /� \/\ MULTI-STORY , SHOWN W /SLAB ON GRADE RIM JOISTS ..• BATT INSULATION • -FLOOR FINISH • • 3/4" T4G 5U5 FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) (OVER UNHEATED SPACES) • GYPSUM BD CEILING <iiipi!!!! DRYWALL FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) CRAWLSPACE • _6 MIL BLACK "VISQUEEN 2X6 F.T. MUDSILL WITH ANCHOR BOLTS PER PLAN (MIN. OF 2 PER PLATE _MIN iNN5 "1 ( ppROM EDYG CORNER) 4" CONC. SLAB SLOPE TO DRAIN FOUND TIO 4 ROOD (PER LAN) DRAIN 111=_ to� � \!. 111 '� : / / SINGLE -STORY SHOWN W/FLOOR SYSTEM WALL SECTION • iUNERE FOOTING SECTION "A" 15 MORE THAN aFT., PROVIDE 4' C614 EACH SIDE OF SPLICE ..W/ S -I6d COMMON NAILS . FOOTING ASECtION "A "SPLICE LN. WHEtNP011NDAtlOcieciWN SPECIFIED 11 , WALL FRAMING 11 MST60 BETWEEN ,p( SILL PLATE .a " e•" o RIM JOIST (2) 2X PLAT GRADE •z• a d ° aW • I a $ NL .Q t_ 42 . • /i. / /i. // . c? CONCRETE STEPP. v' / . FOOTING • • 4.12.01 JEN L 41 . T • V d ING .OVE MIN. • MI I NI 1 PHDS OR HDU5 HOEDOWN OPTION N LIEU OF STRAPS PifikpPLN • . 4. 6' MAX PONY WALL STEP FOOTING Ititii..116-- 004 litio;t. 003 O 0 Sirpsoll Strong CHV 1, *SOIL BEARING ASSUMED 15OO PSF UNDISTURBED NATIVE SOIL OR APPROVED' _ COMPACTED FILL o3 -w -o1 J3 POSITIVE POST TO FOOTING CONNECTION SUCH AS EPDXY SET EPB (AS SHOWN) OR PT POST WITH A35 UN.O. : •` • a ' a • 4 • : GO`V'B2. •••0 POST PER PLAN • •.a REBAR MAT PER FOOTING PAD SCHEDULE. 3" COVER FROM. BOTTOM AND SIDES. 13 Di ISOLATED FOOTING Di 1 IOd a 6" OC: U.N.O. 16d a 8" OC UN.O. I6d TOENAIL EA SID co 6 MIL. VAPOR BARRIER 10 -9 -01 JGS Mal 1OTTO POSTIIFR) IOd a • r 34" T& FLOOR SHEATHING ENG. JOISTS PER PLAN SOLID BLOCK DIMENSIONAL LUMBER BLOCK ENG: JOISTS PER MFR . GIRDER BEAM PER.PLAN UNA. FI:nur, GuaSET u /(6) IOd 4x4 POST . (4x6 a GIRDER SPLICE) • SIMPSON MASP CONC.' PIER PER PLAN 4 POST .4' TO 8' • "X" BRACE POSTS OVER 8' @1.6T OFONrfo E ONLY. MIR • ir. POST. LESS THAN 4' FULL DEPT GUSSETS 5 8PE5GE$ W /(6) IOd " W GUSSETT AT &LICE NOTE: POST :WITHIN 8" OF SOIL TO BE .PRESSURE TREATED SUI3FLOOR DE=TAILS 10 -053 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 City of Tukwila • BUILDING fIvI4ION RECEIVED. MAR 18 2010 PERMIT CENTER. CI 1 MIT CENTE 1 COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL • :. W fr m ix O rR • -.v CO N CD . . a W co g z O La a o O 0m z a m 4. .I` O . . W Q in W cn W Cr C1 Z M: `. ....1 W' X co Z' Ir W Z C O IX a RECEIVED. MAR 18 2010 PERMIT CENTER. CI 1 MIT CENTE 1 COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL FASTEN RIM BOARD TO EACH FLOOR I -JOIST USING ONE 8d BOX NAIL PER FLANGE :. 2x 0 16" O.C. 2X .SOLE PLATE WITH . . (2)16d g 8" O.C. 2X FLOOR JOIST (2) I6d TOENAILED 4 "CCU RIM BOARD . 8d TOENAILED •. . e6 "OG... POINT LOAD FROM ABOVE ATTACH' REINFORCEMENT TO JOIST WITH 'ONE' SD ' ( ")'COMMON NAIL EVER R6 °:• '. NAIL RIM BOARD TO BLOCKING WITH. Sd AT 4" ON CENTER ATTACH REINFORCEMENT TO JOIST WITH ONE SD (2)P) COMMON NAIL EVERY 6":, • 3.6"* LENGTH: OF 3/4" REINFORCEMENT . oN BDTH SIDES .,: -2" BLOCKING.. PANEL BETWEEN.. EACH JOIST. NAIL TO TOP PLATE WITH Sd . AT 4" ON CENTER . 36" LENGTH OF 3/4'' REINFORCEMENT BOTH SIDES RIM JOIST At DECK TO BE I -1/4" SOLID MEMBER MINIMUM SHEATHING 3/4" TtG OSB l od eb" O.C. PANEL . DGES t 12" O.C. FIELD . 621.01 JEN FLOOR TO FLOOR CONNECTION ad . e 4" O.C. SUBFLOOR TJI PARALLEL OR TJI BLOCKING A34 FRAMING ANCHORS. AT STRINGER TO , . 2 "x8" JOIST ; LANDING JOISTS (3).2 "x12" STRINGERS IOC' a :4" . O.G.. STAGGER SIDES. NAIL: THROUGH TOFOP FLANGE. DO NOT TOE -NAIL: TJI TYF. acl e 4" O.G. SUBFLOOR , LOOK JOISTS OR SOLID BLOCKING UFPER'FLIGHT OF STAIRS SUPPORTED ON3 /4 "T 4G8dNAILED e 6" O.C. 6 PANEL EDGES 12" O.G. FIELD SUBFLOOR 2"x4" THRUST BLOCK 11J /10d e 6" O.C. NAIL TO LANDING JOIST .NOTCH STRINGER TO REST. ON .LEDGER 101, m 6" O.C. RIM TO TOP PLATE . LANDING STUD WALL W/ 2 "x6" W/ 2 "x6" TOP PLATE • STRINGERS SPANNING OVER 6•STEPS MUST BE SUPPORTED W /4x6 BEAM ON 44X4. POSTS. POSTS TO IS" CONCRETE FOOTING OR STUDWALL ; 2 "X,TREADS W /(3) 10d EACH STRNGER' . 2"x4" THRUST BLOCK W /1Od 6 6 ". O.C. • 10.4.06 JEH INTERIOR SWEAR UJ,4LL TO JOIST ABOVE CONNECTION..: 2x STUDS 6 16" o/ r`C -VENT FLUE 1/2 DRYWALL 2x4 CLEAT " DRYWALL co 16 GAUGE STRAPPING. AROUND WATER HEATER TO 2x10 SHAPED SPACERS WITH (516d NAILS .. 5 URE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -I6d NAILS SNN9U ,41TIGH AFIT RTO WWIATE EHEU4TER PROTECT APPLIANCES FROM VEHICLE IMPACT GARAGE FINISH 1221.06 JEH ALTERNATE BRACING 13Y DESIGNER IS ACCEPTABLE ER UNA. ;ETTING NAILING A5 REQUIRED REVIEWED FOR CODE COMPLIANCE APPROVED . MAR ..3 1 2010 FLOOR JOIST DOUBLE JOISTS OR BEAM, 5EE PLAN SIMISON • 'STRAP TO JOIST CONNECTION "MST6O" STRAP RIM JOIST City of Tukwila . BUILDING DIVI4Ifl I PERMIT CENTER DBL JOIST MFR OR DIM INTERNAL SWEARUJALL 621.06 JEW NEAPER PER IMPSON PLAN "MSTI6O" STRAP I6d NAILS -.12 EA. SIDE. • . ' PI COPYRIGHT ©2008 HODGE ENGINEERING, INC. 1D0 NOT ACCEPT FOR PERMIT TER • UNLESS AN ORIGINAL RED SEAL a 0 to 20-736-b= z if; _1 • .e 5. 121 8l . V $v,1a �o ,6 It , !° C= a $ � °c � $ a Z`: ! .Q . W2� "a '5$. Fi m e N ,o. Z 'C E Gj O I E E '10 B y = • O Vv.e�5 14.'8 E:•. �0�ai ,dAE . W m. m M 0 f1s W m F. 0: a W 0 0 CD z- 00.LMM� m co N• • . W .4 W cn W Li I%, O a• Z Ix sin W Z Z a la z C.7 W m o W a IX a PERMIT CENTER DBL JOIST MFR OR DIM INTERNAL SWEARUJALL 621.06 JEW NEAPER PER IMPSON PLAN "MSTI6O" STRAP I6d NAILS -.12 EA. SIDE. • . ' PI COPYRIGHT ©2008 HODGE ENGINEERING, INC. 1D0 NOT ACCEPT FOR PERMIT TER • UNLESS AN ORIGINAL RED SEAL 1: GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING • CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE•NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION; AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER.THE COMPLETION OF ALL STRUCTURAL ELEMENTS: IT IS THE RESPONSIBILTY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES: ANY DISCREPENCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND /OR THE.SITE CONDITIONS MUST BE REPORTED.TO THE ARCHITECT AND • ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY. IN WRITING. ANY WORK DONE BY THE GENERAL • CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL 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 2006 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2006 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 FIRE ESCAPES 60 PSF 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 SLEEPING ROOMS 40 PSF STAIRS .. 30 PSF 40 PSF LATERAL FORCES WIND: IBC "METHOD 1- SIMPLIFIED PROCEDURE" PER ASCE 7-05: 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 11 OR TYPE LAND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF.THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ALL OTHER F R OUN D AND ACCEPTABLE FINISHED PRODUCT-WATER REDUCING ADMIXTURES MAY BE USED TO • MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALLBE 5 ". SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6X BEAMS AND HEADERS. "DOUG FIR- LARCH" NO.2 6x8 AND 4x10 ARE INTERCHANGEABLE. 2. 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) 3: 6X POSTS AND COLUMNS. "DOUG FIR- LARCH" NO. 1(Fc =1000 PSI) 4. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO.2 5.: INTERIOR NON - BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 6. 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' 0.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION: FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE in T &G CDX GLUED AND NAILED. NAILING SHALL BE 10d @ 6" O.C. ALONG PANEL EDGES, AND 12" 0.C. IN FIELD. STAGGER END LAPS.. ROOF SHEATHING SHALL BE I' CDX OR ' OSB NAILED WITH 8d @6" 0.C. ALONG PANEL EDGES AND 12" 0.C: IN THE FIELD. STAGGER END LAPS.. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS, OR PRE - APPROVED EQUAL IN ACCORDANCE WITH APPROVED SHOP AND. INSTALLATION DRAWINGS. ADMIXTURES ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE- APPROVED EQUAL. ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. L WATER: SHALL BE CLEAN AN D POTABLE ITEM DESIGN f'c (PSI) MAX' . RATIO MIN. (2) FLYASH (PCY) MAX. AGGREGATE SIZE (IN) NOTES MIN.. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - 3/4 -- 5 STEMWALLS 3000 028 DAYS 0.45 .100 3/4 - 5. SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 . . . 3/4 .. 3 -1/2" PARALLAM • Fb -2900 PSI : E -2000 KSI Fv =290 PSI 5 CONRETE FRAME 2500 @ 28 DAYS 0.45 . 100 .. • . . 3/4 -- 5 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) . SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL. SHALL CONFORM TO ASTM A -615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE .60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907).. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A -185. LAP ONE FULL MESH ON SIDES AND ENDS: PLACE AT MID-DEPTH OF SLAB, OR AS. SHOWN. CONCRETE. COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3 ": EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" 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 = D ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR PER TABLE 1617.6:2 R = 6.5 3. SOIL SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER- EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c ®2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL-GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO' AT. LEAST 95% OF IT'S MAXIMUM DESITY AS DETERMINED BY ASTM D -1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1802.1). 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 (1804.2) 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 AT A SLOPE OF NOT LESS THAN 5 PERCENT FORA MINIMUM OF 10 FEET (1803.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES %oPASSING U.S. NO. 200 SIEVE NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO 2/3. MAX•. • % PASSING US. NO. 400 SEIVE 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: ENNYWEIGHT DIAMETER (IN :) LENGTH (IN.) 8d • 0.131. 10d 0.148 16d 0.162 3 -1/2 20d 0.192 FASTENER TYPE DIAMETER (IN.) LENGTH (IN;) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0:131 2 -1/2 . . 8d "DIPPED GALV.BOX 0.131 • .2 -j12 8d• "SHINY BOX ". • 0.113 4-1/2 • 2 -1/2 . 12 GA. STAPLES .. 0:1055 . 1 -7/8* 5-1,/2 14 GA. STAPLES 0.080 1-1/2* 15 GA. STAPLES 0.072 • - ;1-1/2 *. 2 -1/2 10d COMMON WIRE • 0.148 •10d "HOT DIPPED GALV: BOX" 0.148 .1.Od "SHINY BOX ". . • 0.131: 4-1/2 2 -1/4 APPROVED MANUFACTURERS SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY. WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX . • SPECIFIED • MEMBER TRUS -JOIST . BOISE CASCADE LOUISIANA • PACIFIC • ROSEBURG FOREST PRODUCTS • . GEORGIA • PACIFIC •. 2x SCL 2x TIMBERSTRAND F137.1700 PSI E -1300 KSI Fv -400 PSI NONE 2x GANGLAM Fb -2250 PSI E -1500 KSI Fv -275 PSI BEAMS AND COLUMNS 6X OR GLULAM (FIR) • 13/4" SCL 1 -3/4" PARALLAM Fb -2900 PSI • • E =2000 KSI • Fv -290 PSI 1-3/4" VERSALAM Fb -2800 PSI . E =2000 KSI Fv -285 PSI 1-3/4" LP LVL Fb -2950 PSI E =2000 KSI Fv -290 PSI 1 -3/4" RIGID -LAM Fb -2900 PSI E =2000 KSI Fv -285 PSI • 1-3/4" G -P -LAM Fb -3100 PSI E =2000 KSI . Fv =285 PSI 3 -1/2" SCL 3 -1/2" PARALLAM • Fb -2900 PSI : E -2000 KSI Fv =290 PSI 3-1/2" VERSALAM Fb -3100 PSI E -2000 KSI Fv-285 PSI 3 -1/2" LP LVL Fb -2950 PSI E -2000 KSI Fv -290 PSI 3 -1/2" RIGID -LAM Fb -2900 PSI E -2000 KSI Fv -285 PSI 2 -PLY G -P -LAM* Fb -3100 PSI E -2000 KSI Fv ■285 PSI • 51/4" SCL 5-1/4" PARALLAM Fb =2900 PSI E =2000 KSI. ' . Fv =290 PSI • 5-1/4" VERSALAM Fb =3100 PSI . E =2000 KSI • • Fv=285 PSI 5 -1,/4" LP LVL Fb=2950 PSI :' E=2000 KSI • Fv =290 PSI 5 -1,/4" RIGID -LAM • Fb =2900 PSI . • • E =2000 KSI Fv =285 PSI 3-PLY G-P -LAM* Fb =3100 PSI 'E=2000 KSI Fv =285 PSI . • 7" SCL • 7" PARALLAM • • • Fb -2900 PSI E- • 2000.KSI , Fv =290 PSI . • 7" VERSALAM • • Fb =3100 PSI, . E -2000 KSI . Fv -285 PSI • • 7" LP LVL • Fb -2950 PSI E =2000 KSI .. Fv -290 PSI • • 7" RIGID -LAM • Fb =2900 PSI . E -2000 KSI • • : Fv■285 PSI • 4-PLY G-P -LAM* Fb =3100 PSI • • • E -2000 KSI • Fv -285 PSI . RIM BOARD OR RIM JOIST APA/ EWS PERFORMANCE RATED RIM (PRR -401) 14/8". MINIMUM THICKNESS . • * - CONNECT MULTI -PLY MEMBERS PER.MANUFACTURER'S RECOMMENDATIONS . - LSL's MAY BE.USED IN PLACE. OF LVL's WHEN SPECIFIED - . . PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE•BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL. NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE. PRESERVATIVE- TREATED WOOD. CLEARANCE. BETWEEN WOOD. SIDING AND EARTH SHALL NOT BE. LESS THAN 6 INCHES: POSTS SHALL BE . . PRESERVATIVE TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM. EXPOSED GROUND. 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 PSI-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.) 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. ; W cc 0 APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY. WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX . GALV (G60). ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) . ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ' ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) (2) 16d TOP PLATE TO TOP PLATE FACE NAIL . (2) 16d @ 16" O.C.. PRESERVATIVE TREATED WOOD FASTENER. REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153. FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE - TREAT ALL WOOD IN CONTACT WITH CONCRETE OR 0 MASONRY. HOLES AND CUTS IN 3X OR 4X PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE..BOLT HOLES IN WOOD. MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN. THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS. BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS 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.0.) @ 24" 0.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 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" 0.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" 0.C. & (3)16d @ 16" 0.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 Co 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" 0.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 BU JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d. EI WED O OMPLIA RR ► OV. JUL ofTu ING DIVI 009 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. 1.JOISTS: SHALL BE•APA EWS PERFORMANCE RATED I- JOISTS (PRI) OR PRE-APPROVED EQUAL: I- JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. MEMBER SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR AND STIFFNESS OF THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. SPANS TABLE FLOOR CEILING RAFTERS (30# L.L.) TILE COMP /SHAKE JOISTS (10# D.L.) (40# LL) (L/360 L.L.) (20# LL) .. (L/240 L.L.) (L/240 L.L.) (19# D.L.) (10# D.L.) N0.2 D.F. MEMBER SPACING O.C. MAXIMUM SPAN MAXIMUM . SPAN . • NO. D.F: MEMBER S O.C. MAXIMUM SPAN MAXIMUM SPAN • • m "”= w a . a p 0 n ^c J c e $ ` a 5• V E2°'gS ? 2 • 0g2 0 ignc`ma5g.yEg3 V2 1 O z . m �' y a O 41 E y TO .:t Caw. 0 , E S I '- ° •O `v • • 5 E' N • C 4 �' 0 0 'cog 12" .1O' -9" 14' -10" 12" 11' -7" • 13' -5" 2 X 6 .. 16 ".. , 9' -9" :. 12' -10" 2 X 6 16" 10' .O" 11' -11" 24" • 8' -1" 10' -5" 24" 8' -2' 9'-8" 12" 14' -2 ". .18'4" . 12" 14' -7" 17' -2" 2 X 8 16" 12' -7 " 16' -2" 2 X 8 16" 12' -7" 15' -0" . 24"... .10' -3" :.: ' . 13' -2" 24" .. 10' -2" 12' -3" ..' 12" 17' -9" • 22' -11" 12" 17' -11" 21' -2" 2 X 10 16" 15' -5" : 19'40" 2 X 10 16" 15'-6" 18' -5 "• 24" .12-7" 16' -2" .:.. • 24" 12'-8" 15' -0" 12" 20' -7" 26' -7" 12" 20' -9" 24'-8" :2X12: ..16" : •. . •. • :17' -10" • •.. •. 23' -0" • 2 X 12 . 16" :. • 18` -0" : : 21' -4 ". 24" .. 14' -7" 18' -10" 24 ".. ,14' -8° 17'-5": MEMBER POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC.: STUDS STUDS OVER 10' HIGH POST AND BEAM DECKING NO. .2HEM FIR . STUD GRADE HEM FIR • NO.2 HEM FIR :RT. #2 FIR PER PLAN Fb2400, DRY ADH OSB SHEATHING •, GLU -LAM BEAMS (EXT. ADH @ EXT. CONDITIONS). PSL MATERIALS* Fb - 2900 LVL MATERIALS** E -2.0 Fvo290 * * Fb -2600 • E -1.8 Fv - 285 ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S... MAR 18 2010 PERMIT CENTER REVIE CODE WED FOR /� COMPLIANCE MAR 31 2010 _City BUILD IIof Tukwila ING DIUI,4If M , ,\ t. ram •�. CI COPY "IGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT. UNLESS AN ORIGINAL RED SEAL • • m "”= w a . a p 0 n ^c J c e $ ` a 5• V E2°'gS ? 2 • 0g2 0 ignc`ma5g.yEg3 V2 1 O z . m �' y a O 41 E y TO .:t Caw. 0 , E S I '- ° •O `v • • 5 E' N • C 4 �' 0 0 'cog . w Lt c O ('1 . .z . .. . w F- Q O1.1, () W .: ® Nth • . a) Q O N II.--1 , ,\ t. ram •�. CI COPY "IGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT. UNLESS AN ORIGINAL RED SEAL