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HomeMy WebLinkAboutPermit D10-054 - DOAK HOMES - LOT DThis 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 -054 Doak Homes Lot D 12223 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 117 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 D 12223 50 AV S D10 -054 City+f Tukwila 411 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.: 0179001731 Address: 12223 50 AV S TUKW Permit Number: D10 -054 Issue Date: 04/05/2010 Permit Expires On: 10/02/2010 Tenant: Name: DOAK HOMES, LOT D Address: 12223 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 NEW 2385 SF SFR WITH 466 SF ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER, 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 SMOKE DETECTORS Fees Collected: $41,058.04 International Residential Code Edition: 2006 Occupancy per IBC: 22 EQUIPMENT AND FIXTURES: Mechanical: Furnace <100K BTU... 7 Applicant Vent 7 Ventilation fan connected to single duct.... 7 Thermostat 7 Wood/gas stove 7 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 -054 Printed: 04 -05 -2010 City oirukwila 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: / /wwwcitukwila.wa.us Permit Number: D10-054 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: Date: ` (-0 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 constructs- or : • erformanc - • ork. I am authorized to sign and obtain this development permit. Signature: t Date: `7 '-cr -/ O - / ( CDiczk__z---,_,.. 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 -054 Printed: 04 -05 -2010 Parcel No.: 0179001731 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 12223 50 AV S TUKW DOAK HOMES, LOT D PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10-054 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: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: 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 doc: Cond -10/06 D10 -054 Printed: 04 -05 -2010 Permit Center. • 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: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: 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: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 32: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. doc: Cond -10/06 D10 -054 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: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 35: 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. 36: 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 . 37: 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. 38: Any material spilled onto any street shall be cleaned up immediately. 39: 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. 40: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 41: Owner /Applicant shall sign a Hold Harmless Ageement for work within the City right -of -way. 42: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 43: 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. 44: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill. 15 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. 45: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V 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. 46: 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. 47: 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'. 48: ** *FIRE DEPARTMENT CONDmONS * ** 49: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 50: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below doc: Cond -10/06 D10 -054 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 each required rescue window. 51: Maximum grade for all projects is 15 %. 52: 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) 53: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 54: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 55: 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 -054 Printed: 04 -05 -2010 VA 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. Date: 11-5 —(0 ordinances governing or local laws regulating doc: Cond -10/06 D10 -054 Printed: 04 -05 -2010 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 htfpJ /www. ci. tukwila. wa. us PERMIT NO. PROJECT NO. (FOR OFFICE I SE' ON(.Y) 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: 12223 50th Ave S. Tukwila, WA 98178 PROPERTY OWNERS NAME: Doak Homes INC MAILING ADDRESS: 11812 26th Ave SW KING CO ASSESSOR'S TAX NO.: 0179001731 Burien CITY WA STATE 98146 ZIP 1 CONTACT PERSON - wto WE Q NTACT WHEN THE PERMIT IS READY TO BE ISSUI 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 INFORMATION -' 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 STAT 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. DETAILE BUILDING INFORAMTION -, T FLOOR A BASEMENT PROPOSED SQUARE FOOTAGE 0 1" FLOOR 1,009 2 "" FLOOR 1,376 GARAGE [a CARPORT ❑ 466 DECK - COVERED 0 UNCOVERED 0 TOTAL SQUARE FOOTAGE 2,851 SPRINKLERED BUILDING? 0 YES 0 NO FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? 0 YES H:iApplications\Forts- Applications On Line \2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh PI 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 {7J ... 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): m ...CIVIL PLANS (MAXIMUM PAPER SIZE — 22" X 34 ") ... • TECHNICAL INFORMATION REPORT (STORM DRAINAGE) ❑ ... GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS "" ❑ ... BOND — ❑ ...INSURANCE -- ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS — (SAO) ❑ ... HOLD HARMLESS — (ROW) two (Loti (PAtvpr PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - NO DISTURBANCE ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ❑ ... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ m .. TOTAL CUT 40 ... TOTAL FILL A- 11.. SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ... CAP OR REMOVE UTILITIES ❑ /CURB CUT ❑1 .. FRONTAGE IMPROVEMENTS PAVEMENT CUT VV. •.. TRAFFIC CONTROL ❑ ... LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION DOMESTIC WATER CUBIC YARDS CUBIC YARDS ❑ ...WORK IN FLOOD ZONE 0 ...STORM DRAINAGE ❑ ... GREASE INTERCEPTOR ❑ ... CHANNELIZATION P TRENCH EXCAVATION Cr. UTILITY UNDERGROUNDING PERMANENT WATER METER SIZE... 3/4 " WO # I t 0+0106 ❑ ... TEMPORARY WATER METER SIZE .. WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ... DEDUCT WATER METER SIZE ❑ ... SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE ❑ ... WATER ❑ ... SEWER ❑... SEWAGE TREATMENT MONTHLY SERVICE BILLING TO: NAME: MAILING ADDRESS: NUMBER OF PUBLIC FIRE HYDRANT(S) DAY TELEPHONE: WATER METER REFUND /BILLING: NAME: MAILING ADDRESS: CITY DAY TELEPHONE: STATE ZIP CITY STATE ZIP H:\Applicationaorms- Applications On Line\2009 Applications\4-2009 - Permit Application - SFR Combination.doc Revised: bh Page 2 of 3 I PERMIT APPLICATION NOTES - APPLICABLE TO ALL PERMITS IN THIS VALUE OF FIGURE WILL OBE REVIEWED AND IS SUBJECT OAPOSSIBLE O REVISION BY THE PERMIT ENTER TO COMPLY WITH CURRENT FEE THIS 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 1 am authorized to apply for this permit. 1 EQUIPMENT AND;FIXTURl INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 5,700 VALUE OF MECHANICAL WORK $ 1 1 FURNACE <100K BTU THERMOSTAT EMERGENCY GENERATOR 1 1 2 OTHER MECHANICAL EQUIPMENT APPLIANCE VENT WOOD /GAS STOVE FUEL TYPE: 1 ❑ ELECTRIC m GAS VENTILATION FAN CONNECTED TO SINGLE DUCT WATER HEATER (ELECTRIC) PLUMBING: 7,700 VALUE OF PLUMBING /GAS PIPING WORK $ 2 1 4 1 BATHTUB (OR BATH /SHOWER COMBO) DISHWASHER LAVATORY (BATHROOM SINK) WATER HEATER (GAS) BIDET FLOOR DRAIN 2 SINK LAWN SPRINKLER SYSTEM 1 1 3 5 CLOTHES WASHER SHOWER WATER CLOSET GAS PIPING OUTLETS APPLICATION - PROPER UTHOR NT: SIGNATURE: PRINT NAME: Darryl Doak JR MAILING ADDRESS: 11812 26th Ave SW DATE: Z (>? (00 DAY TELEPHONE: 2064033611 Burien WA CITY STATE 98146 ZIP H: ApplicationsWorms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 3 of 3 DATE APPLICATION ACCEPTED: 1.4 ° DATE APPLICATION EXPIRES: V V I 7' I V STAFF INITIALS: 1 H: ApplicationsWorms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 3 of 3 Y BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME LoKC !Ft/e PERMIT # TAO -1)6A If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 500 Water /Sewer /Surface Water '> Road/Parking /Accesses A. Total Improvements C3 y 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. `Z_sZjO 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) $ Z X (4) $250 (1) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. cirroFi�u FEB 2 5 2010 MIT CENTER QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free PEF 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 $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ x{50 The Plan Review and Approval fees cover TWO reviews: I) 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) $ (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan, 2009 2 • 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.: 0179001731 Address: 12223 50 AV S TUKW Suite No: Applicant: DOAK HOMES, LOT D RECEIPT Permit Number: D10 -054 Status: APPROVED Applied Date: 02/25/2010 Issue Date: Receipt No.: R10 -00576 Initials: WER User ID: 1655 Payment Amount: $38,691.42 Payment Date: 04/05/2010 03:42 PM 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 CA 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 User ID: 1165 Payee: DOAK HOMES, INC. Payment Date: 02/25/2010 Total Payment: 4,733.24 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 r INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspec9oQ Request Line (206) 431 -2451 . Project: Type of Inspectio Address: -S, 1/-1-2- 3 5 t Date ailed: • Special Instructions: (C 6 Date Wanted: � a.m. Requester: Approved per applicable•codes. LJ Corrections required prior to approval. COMMENTS: ?trikkrr--/A)A-A f nspector Date: cti to • n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • ...... •12.0• .. •MY•.....� _ • ..,r., •.•e;.,.. w ...,.. •..6 • • • .,•r, t.—. • r. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. .CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,• #100; Tukwila. WA 98188 fir (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 Project i'T A''l, S. TYPeL Inspec ion: p Address: WI Date Called: Sp ci Instructions: �f� - ` / - 6 Date Wanted: , `r r a.M. J Requester: Phone No: ?.,a6- 403 -3q 1/ Approved per applicable codes. El Corrections required prior to approval. /4 COMMENTS: 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • mo*'w, * 'ell•'!,TRIR }'Cr•••.1.1...Clr•tor•••h ex•."' .. . "" 'r+••eaY+..••• ... ....... e••• •••••? ••••.•••••Ce t • INSPECTION RECORD Retain a copy with permit INSPECTION NO. • PERMIT N0: . • CITY OF TUKWILA BUILDING DIVISION.• 6300•Southcenter Blvd.; #100; Tukwila. WA 98188 (206) 431 -36 Permit Inspection Request Line (206) 431 -2451 Project:: 'f / � Ae Type of Inspection: Ad ress: YE • g -x,.242- 5 O A",5' Date Called: . Special Instructions: • ! /� �� �✓ Date Wanted: - a.m.1 Requester: Phone No: 7,6i0 -361 f Approved per applicable codes. Corrections required prior to approval. / COMMENTS: ri REINSPECTION FEE REQUIRED: P for to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ' • • •• • • 1.. • Iax.s...co••• r c►v is • • ••ce • • qs • - L- +e:Jro�v.•eq INSPECTION RECORD Retain a copy with permit INSPECTION NO. ' PERMIT NO. CITY OF TUKWILA, BUILDING. DIVISION 6300 Southcen#er Blvd.,. #100, Tukv ila -.WA 98188 (206) 431 =3671 Permit Inspection Request Line (206) 431:=2451 CPO Project, + Type of In/s�pec 'on: Address: 1 /.''tom NrM (V 5 k4 s Date Called. Specia Instruc ons: / . / 4 Date Wanted: 8-r-) /'iv a.m. Requester: hone No Approved per applicable codes. v Corrections required prior to approval. esy COMMENTS: Insp: ctor: (Date :q REINSPECTION FEE REQUIRED. Prior to next inspection: fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �'.:,�,.r, qw. Y, .ir •-w 1. w.. ..rp..,r„•° '"h., n.. i' Tiw41, .+tr• INSPECTION O. INSPECTION RECORD Retain a copy with permit 6 ��✓ _ +:� PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 =2451 Project t ` l 6 j ::t1 ( f 11..Z 5 At4, e Called: Y Special Instruc ions: k-Prk Date Wanted: � 4..... te . / (' ^ c t7 c m: Requester: Phone No: /Approved per applicablecodes. COMMENTS orrections required prior to approval. ,eek Inspect Date: c REINSI?ECTION FEE REQUIRED. Prior to next inspection. fee must be paid at ¢300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. a.. 1• e• • r+--- L••• - .... 0r.7.-..'W.n._ . Y••+ - e•••q,r.. • Iv7asW.4- • . ue y • v:2•Pwr..' .p*'•i9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1z 1- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �. Project: Type of In pection: A A Ad ess: 12. ?.. ?f.3 j s , s Date Ca led: ! Special Instructions: ✓ Date Wanted: a.m. Requester: Phone ® •Approved per applicable codes. Corrections required prior to approval. !\ • COMMENTS: cAva T" . Sly f TL) tAdj. ke?, ri REINSPECTION FEE REQIITRED. rior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. •a►ay. •,• :�4t's -�.. - •;r. 97 ••• ,.- .._.r INSPECTION RECORD Retain a copy with permit INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje : 0tOA' //ailed:S Type of Inspection: I--LOO R ZA S Address: /2228 6-o 9u -$' Date Called: Special Instructions: Date Wanted: ,5,,3 - 2.5 - / O Cm- p.m. Requester: Phone No: 66 - 4/a3- 76/ 1 pproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 4414A7 Dag) - $ 0.0 REINSPECTION FE REQUIREDArior to inspection, fee must be aid at 6300 Southcenter BLL d., Suite 100. Call to schedule reinspection. Re•e *.t No.: Date: /6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ,vi 0-05'y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION IP- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 1, AK NUr7FS Type of Inspection: A?De /C',% /ivy ..L/S Address: /2223 ..1-19 , , c. Date Called: Special Instructions: Date Wanted:'ji g ---2 -..-----• /O 3 p.m. Requester: Phone No: add- yon — 36// Approved per applicable codes. r - Corrections required prior to approval. • COMMENTS: nspec W4 $61 Dag) -e .0 .00 REINSPECTION EE REQUIRED (rior to inspection, fee must be id at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. R-ceipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPE TION NO. PERMILT NO. CITY OF TUKWILA BUILDING DIVISION- • . 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .0140 0.5V _ Project: '1' - Type of Inspection: Address: Date Called: • Special Instructions: r 'a Date Wanted: � - a.` - i0 ,a'f`n �Tp1" Requester: Phone No: Approved per applicable codes. • El Corrections required prior to approval: •.• - •• CORi1tIENTS: • Date: w 6-747:771, REI PECTION I EE RE N UIRED. Prio, to next inspection. fee. must be pa' . at 6300 Southcenter lvd.. Suite 100. Call to schedule reinspection. • �,c4 V- ,.•.1•1r•Ty'.'gr4m�..•.p�,. ","tr,4.0r .nsr5-.:40X9hrel=we'vi'•a:Ai-'ol+4fn+oncig��` INSPECTION RECORD Retain a copy with permit INSPECT! t N NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION` r"' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 - (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: c2 Type of Inspection: _T.)./ S e./4 -- 40p,2t/e if Ad d re s s:t Date Called: Special Instructions: • • Date Wanted: ^ /CJ . p. tS." Requester: • • Phone No: "204— 5/0: • —.3 46// ,•. pproved per applicable codes. El Corrections' required prior to approval.. • COMMENTSU lf0444, 4/pro%.D G4 . c2 - 4-5 _T.)./ S e./4 -- 40p,2t/e if - ' -- - ,•. - Inspector: Date: 0 RE NSP CTION EE - E UIRED: Prior to ext inspection, fee must be paid 6300 Southcenter : hid., Suite 1.00. Call to schedule reinspection. • • *nu.:: W 6• .. .,r,c.. -- • — - - 4 )3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION k 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr?tect: .L )o4'' ,-/Oa' f' Type of Inspection: < J /3 Address: /-22.3 SO t9 ) S Date Called: Special Instructions: . Date Wanted: 7- 20 -- /!2 �mJ p.m. Requester: Phone No: .2° - 2,/u7 -36 // Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: - 2 O - ) $ O. ' i REINSPECTION EE REQUIRED. Prior to inspection, fee must be p. i at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .a± 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 Project (,)04-i(-- / b ieJ Type of IwcYo _ fi CJ� Address:,,,.. 1 ?121.3 s Date Called: Special Instructions: Date Wanted: , / - /� — p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 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: .�y INSPECTION RECORD Retain a copy with permit I PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I •>e 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Om- osy Project: ,ate►4' i/6", s Type of Inspection: C</12 /'✓,L , 471(1 A ress: /222A-3 so Ad5 Date Called: Special Instructions: . l . i / Date Wanted: 7- /2 -/D ate. n C Requester: i one No: Phone a[ � -36// Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: ll Date. — , Z — r J $60.00 REINSPECTION FEE OUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .sa INSPECTION NO. INSPECTION RECORD 1 —OS Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje O 1 ' v Arc eS Type of Inspection: , 6 Address: "7" / 2 Z1-3 S D rte..- S. Date Called: Special Instructions: LA � Date Wanted: a.m. Requester: Phone No: 2o(, d3 -3 (0 if Approved per applicable codes. Corrections required prior to approval. COMMENTS: SuaJ eca r p0 fc f : (A (1 �^ (,.,s uer 1 t Inspe a L4 Ji Date:,--? J 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: �-S INSPECTION NO. INSPECTION RECORD Retain a copy with permit I(U -4S4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: JA 14-0 hAe5 TypeNf Inspection: Ate A Address: 71 12zz3 5o S Date Called: 1 Special Instructions: 1/19-1- 19 r 6 t / Date Wanted: -7 r Q a.m. ` Requester: Phone No: 1 (0 // 21 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: Dale: 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit 3 -o9 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION i2' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project,,*r\ /,lG �1�v It4P3 Type f Inspection: /.,...1k- tA4AP A- v Address: i27-t3 tiO 5. Date Called: Special Instructions: a •) ��— J / ti . Date Wanted: /0i a.m. Requester,: Phone No: 0 6- .1 03 -3 (91r 121 Approved per applicable codes. ©C orrections required prior to approval. COMMENTS: Inspect r: Date: 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: 7 1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ,/3/0 -6.5y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj : DtDA // //00,‘S Type of Inspection: A2d7 /4/9- A, t'/ tor6 Address: 22 z .7 ,5'0 .lc. 5 Date011e� � �� t V' .i Special Instructions: I Date Wanted: - 24.1 -/U P.m. Requester: ) c DA 6 Ai- Phone No: ...a.UG - Vai -3G // pproved per applicable codes. Ei Corrections required prior to approval. // COMMENTS: DiAit/ , ( 4 / - zi „Je: .. ). / .9 / ho s G I 7 ) c DA 6 Ai- /DS7 k Inspector: 1<j Dater _ J — r, El $60.00 REINSPECTION FEE REQUU ED. rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100 :.Call to schedule reinspection. Receipt No.: Date: ,A INSPECTION NO. INSPECTION RECORD Retain a copy with permit O3-Q ] PERMI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 1)0 KY— )\10P41' Type of I spection: • • ("Mil _Sk e o/ Address: 7Z. 17,.77-3 Co" f Date Called: 1 Special Instructions: / Date Wanted: 1--I3 a r p.m. Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. 7 COMMENTS: nsper: uA Date: l a $60.00 REINSPECTION FEE REdyIIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 7 • INSPECTION NO. INSPECTION RECORD Retain a copy with permit r(D - 5:1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project O �(e��l Type of specti9.n: sit or JGc r /Address: `� 2 Z2 3 S0 L. S Date Called_ , t �'._" W ( r_ ea k Special Instructions: 04 °7 32 - 07)1 ) ,,//�� ( p� (( �J `` Date Wanted: a.m. (0 -Y-R) Requester: _ /J Phone No: 7/0(0'4 °3 -3(1( Approved per applicable codes. Corrections required prior to approval. COMMENTS: n _ /J ( -1 CS - - \ [ :,- LJAf S k 0 4 r -- x.16`: - >? 14 1 14-11 uP per til i -- J 1 5; - 4 & \ Inspec(or: Date: J $60.00 REINSPECTION FEE REOUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suit 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 016 -054 Project: 6° 0 ej Type of Inspection: \ UA6Er F{0Jr fro A(' Address: 1227, 3 _ 71" 56 AU ( Date Called: ----. Special Instructions: / rr 0 Date Wanted: �/ a m J \ -2 l - /a p.m. Requester: Phone No: 74)(0— 403-3(9/1 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: k ) 7) Date: - ( t)\ \.) S * )0( 1(°Q, if -. /M,-P--“-s ,^s /1(49 p . 1 Inspec or: 64)L,V-- k ) 7) Date: - ( -- { 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 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION *- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D o - Proje OI k I-4bM>E.3 Type Inspect,ion: T,AG 6f6,li Address: 17L 723 s'r So 4 't. j Date Called: Special Instructions: 0A 04 Lir 0 - o2_-* Ago A41 " late Wanted: ,. . S `�% -(4 p.m. Requester: Phone No: x%-403 -3411 Approved per applicable codes. Corrections required prior to approval. COMMENTS: f L-r Inyfiiector: 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: 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 ProjN'k, b Type ec p ll1 Address: 1221 -3 So s Date Called: Special Instructions: `` Lo-r- ( 0 . _ Date Wanted: S --el /D <07) Requester: Phone No: '' C0 -4 03 / / -3(01/ Approved per applicable codes. 0 Corrections required prior to approval. ,G COMMENTS: spec Date: .00 REINSPECTIO EE REQ !RED. Prior to inspection, fee must be d at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: —10 INSPECTION NO. INSPECTION RECORD Retain a copy with permit D►o -oS-1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Prole ,ij o (-4 a JA-es Type of Inspection: om `-. ,A 6 Address: i 3 ) 0 —s Date Called: Special Instructions:. 1c-r -- / Date Wanted: a.m. 4 -21 --'c.) cfpiT Requester: Phone No: (0 -...4 l ( it 2�o 0 s -.3 b Approved per applicable codes. Corrections required prior to approval COMMENTS: Inspec,f'or: Date: "IA f 1 n $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: CcA- ,7054" 59 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit D to -05y PERMIT NO. Pro rzg �tneS -1 ---1* Type of In ection wF Plat Finitikedi Address: /.2/.22.3 Ave Date Call O� /30 o Special Instructions: t ✓ fir hi 1 T fres - . Date Wanted: J �� /3 % /(� p. m Reques y✓.1 / , 7—r Phone No: •'er e/a3 - -,‘ 1/ Fi ryate-ef - ` rie) t0 Firvl. keel ElCorrections required prior to approval. COMMENTS: led Finitikedi - VI n at I-1f41G.-1 Fl,ialeA F1k.tdi - 064-4V / 1110k ( 100-6, th (lex' r c, rl- s l e al — Po peta .v 1enf 04 t 4ees • F per -(eal Fi ryate-ef - ` rie) t0 Firvl. keel Inspector: S Date: ?43l /10 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 NO. IN5PF,CTION RECORD Retain a copy with permit Dim 51 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: r.>ut< -1,4fI: Type of Inspection: won P Address: / 2.35D Ale s Date Called: 07k167 Zia Special Instructions: /ead:I y 0 S'e--f- mete r ? Date Wanted: r7 7/1 /d 6 Requester: r yY I Sir- Phone No: 4. To3-3; /J t_t,, Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: Oki +0 th �. +-e Inspector: Date: 7/12.-/(0 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit )1°C)4/ PERMIT NO. • ect: lipipe-C 1,60/7 - G13 .S ,c-f" it Ant) f (MO? c17.0( 1C, Type of Inspection: e. 1, in P.. i.1 -f44 0 h it +'S °4 C I:0-e l' Ac dA� , sicftnn . j:: ((e7( (er eio.n. 4g ,Date Date Called: ` J^ / O (Qf /�[ Special Instructions: Wanted: a,m4 - ill 314: est� r: . P'eNei ©3w_$( 1I Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: - G13 .S ,c-f" it Ant) f (MO? c17.0( 1C, dot." el 4190 f5 l ✓r +L1 over r Intl) r`' -,--o 1, in P.. i.1 -f44 0 h it +'S °4 C I:0-e l' var."( s rote tilt er• o,t4 4 o -Fhe ci> -s , sicftnn . j:: ((e7( (er eio.n. 4g 4o duck i f! - Inspector: '9S Date: 0300 EJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: LL) 55.5 INSPECTION RECORD Retain a copy with permit D(o -DS-11 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: ?)oekti-- 4om0 Type of Inspection: 5S5 Address: 112-7- 5b liver 5 Date Called: 5170/10 SS$ rerr,d- Special Instructions: Date Wanted: 5f25t/!O P.m. Requester: harry I poi Phone No: 70& - dio3 -.4. II Approved per applicable codes. Corrections required prior to approval. COMMENTS: — !lee- +n 5 fpecvFf 9/) repot+ -rOr- SS$ rerr,d- - Dio-o53 . f iiro1/4leat , At - AI o vg9,4-e r mchf' r - 01.9104 l rear ye-4 - . Inspector: Date: S Ja1 (/0 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: L 5p 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 Ito -o53 6■c• 61)N Project: L VGA- \L 4 0fil e 5 Type of Inspection: SL' - /G CC— iC./ Sfri Address: 12-7-16( SO 1r1,e, 5 Date Called: Special Instructions: / G.. C%r C. 17 Date Wanted: .5/ /7 //v m. p.m. Requester: (DM Phone No: (iOu) YG 3 - 3(../ / teiS- feile0.1 a (a-(-€r Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 4. Ai ,t cv•f — UJn spow is i n.cit c [I(e4 per ci4-y ac ppro tied p( i . 0k [ _ i ((I . c ry i -Fi l tf rot i0,7 -� P i f s (DM (De teiS- feile0.1 a (a-(-€r QiA. - Inspector: Date: 117110 .� D $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: „ "- Z.4■464' INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit - os- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, a. 98188 206-575-4407 Project: boort( 1.4.0,1„1.,e_. Typg- of Inspectipn: geC'ic)o.Jte.AL -Nr, vvoft„ -Address: / a 6 Suite #: 3 st-c) true_ s Contact Person: .. Occupancy Type: Special Instructions: Phone No.: 'PA-Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: . _ Permits: .. Occupancy Type: Inspector: 1th" S2.... .. Date: g I 561 /0 Hrs.: i •Fi $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 pe 'roject Name: ;ite Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.ci.tukwila.wa.us a71-' Ate FILE COPY MECHANICAL PERMIT NO.: BUILDING PERMIT NO.: hti01)c:1A I. (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. 10 Prescriptive Option — W.S.E.C. Chapter 6 (for prescriptive, complete the following calculation): House Square Footage (heated space): % 363 X 20 BTU/h = LI-746 r� ❑ Heating System Installed, (check system type below): 1. ❑ Electric Resistance 2. ❑ Electric (forced air) 3. Other Fuels (gas, heat pump) Maximum BTU of Heatin WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (select A or REVIEWED FOR MPLIANCE APPROVED MAR 31 2010 1, City of Tukwila BUILDING nnncirmi -below): 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 'A" 2. ❑ Ventilation integrated with Forced Air System (Section 303.4.2.) 3. ❑ Ventilation using Supply Fan (Section 303.4.3.) 4. ❑ Ventilation using Heat Recovery System (Section 303.4.4.) Prescriptive Minimum/Maximum Outdoor Air Calculation specified in Table 3 -2 (see reverse sit 1. House Square Footage: 2w� 2. House Number of Bedrooms: p _ 3. Required Outdoor Air Table 3 -2: Minimum - fJ � cfm ti Maximum - 1 18 cfm RE VED WIL CITY 0IUKA FEB 2 5 2010 ►T CENTER ply -0 ‘ApplicationsWorms- Applications On Line\2009-08 Resdiential Heating and Ventilation Compliance.doc sated: 7 -1 -2002 wised: 8 -2009 v .. 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 _.12Q 95 143 110 165 125 188 140 210 155 233 2001 -2500 70 105 r _12.8) 100 150 115 173 130 195 145 218 160 240 2501 -3000 75 113 "$b-- 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. TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM @ 0.25" W.G. Minimum Flex Diameter Maximum Length Feet Minimum Smooth Diameter Maximum Length Feet Maximum Elbows' 50 4 inch 25 4 inch 70 3 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 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. ......s 4r-... t - 1ApplicationstForms- Appli ona On Line X09-08 Resdienpal Heating and Ventilation Compliance.doc 'sated: 7 -1 -2002 wised: 8 -2009 2006 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: DOAK HOMES PLAN: 2383C 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 11 SLOPE PER OWNER SPECIALSRE GEOTECH CONDITIONS REPORT PER PER OWNER OWNER <15% NONE NONE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 City of Tukwila BUILDING DIVISION , a • ;erlr y,r%n.. ec FILE COPY •• • 0 _ John Hodge, P.E 2601 Jahn Ave. N.W. Suite A•1 Gig Harbor, WA 98335 Phone: (253) 857 -7055 Fare (253)857 -7599 PROJECT NUMBER 8.0011 DATE 07-06-09 09 CE SITE: LOT D 12223 50TH AVE S TUKWILA, WA 98178 98178 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY INCOMPLETE LTR # ECEIVED MAR 18 2010 PERMIT CENTER < .r. t(O-O51 IVE cry YE ORIGINAL STAMP MUST BE RED TO BE VALID LA EMPIia _ - UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY engineering odge Inc. 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 for 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 loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans 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 Load Combinations 0.70 Seismic 1.00 Wind 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 12:50:43 Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7 -02 All heights ASCE 7 -02 Wind Capacity Increase Shear C&C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Nail Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T< =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.50 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold -down Forces: Based on applied shearline force Seismic Materials: Ignore gypsum for exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy Category 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 85mph Exposure Exposure B Enclosure Partly Enclosed Use Group I Design Category D Site Profile Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1: 0.600g Ss: 1.400g 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 R 6.50 6.50 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 1 of 2 M o) ti WoodWorks® Shearwalls 7.01 37.1 1111111111111111111111t1111? 111 as G G C &C 18.2/21.5 a h G -120j, 0' 463@ -1 `si oC co N E -1 B o C4B.2/21.5 S07 S"r7 F -1 c -2 a 7 CI L() U LL ) 0 (N N C' 8 57.6 57.6 57.6 Factored shearline force (Ibs) t 1 1 • Factored holddown force (Ibs) ®-® • C Compression force exists 0-0 ▪ Vertical element required —HI Lod& SYic6Rn: -5/; F-ir65s:6N +21 f0D. 5' Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) Jan. 23, 2008 15:34:53 r- 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' 0' -2' 6" -5' -7' 6" -10' -12' 6" -15' -17' 6" 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 0 t` 0 N 77 3236 [cz'r5 cl �A 5 3312 b -- — Factored shearline force (Ibs) L .. Factored holddown force (Ibs). • C Compression force exists • Vertical element required - 12d'Eid9CS hddv8" V1A'Foke§: + Y' ®. WoodWorks® Shearwalls 7.01 15.9 -54.9 .. .. 54.9. -15.9 C -1 26.3 - 85.0 CSC 18.2 / 21.5 7 C5' C&C 18.2 /21.5 C -2 7c Ci'C18.2/21.5 7 85.0-95.95.2 -67.8 67.8 --26.3 t t Unfactored applied shear load (plf) (D0 Unfactored dead.load.(plt,lbs) (®-O Uplift wind load (plf,lbs) ----11 Applied point load or discontinuous shearline force (Ibs) 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" Jan. 23, 2008 15:34:53 57'6" 55' 52' 6" 50' 47'6" 45' 42' 6" 40' 37' 6" 35' 32' 6" 30' 27' 6" 25' 0 N 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" 5' 0 2' 6" 9 N 0' r- -2' 6" -5' -7' 6" -10' -12' 6" -15' -17' 6" - -20' WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 20.50 0.0 Block1 Level2 12.50 10.0 8.00 Level 3.00 10.0 9.00 Foundation 2.00 Gable 90.0 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 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® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld Blkg Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 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 - Blocked; G - Specd�c 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 12:50:43 HEARLINE, 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 1.50 2.50 0.00 8.00 Wall 3 -1 NSW 14.50 -1.00 1.50 2.50 2.50 Line 4 Level 2 Line 4, Level 2 Seg 3 24.00 1.50 43.50 42.00 0.00 8.00 Wall 4 -1 Seg 3 24.00 1.50 3.25 1.75 0.00 Line 5 Level 2 Line 5, Level 2 Seg 3 .34.00 3.25 43.50 40.25 38.25 8.00 Wall 5 -1 Seg 3 34.00 3.25 43.50 40.25 38.25 Opening 1 27.00 29.00 2.00 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 -0.00 0.00 23.75 23.75 16.25 8.00 Wall 0 -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 1.50 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 3.50 23.75 34.00 10.25 0.00 8.00 Wall D -1 NSW 3.50 23.75 34.00 10.25 5.25 Opening 1 26.50 31.50 5.00 8.00 Line E Level 1 Line E, Level 1 Seg 3 5.00 0.00 34.00 34.00 0.00 9.00 Wall E -1 Seg 3 5.00 10.00 13.50 3.50 0.00 Opening 1 10.25 13.25 3.00 8.00 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 SHEARLINE, WALL and OPENING DIMENSIONS Line F Level 1 Line F, Level 1 Seg Wall F -1 Seg Line G Level 2 Line G, Level 2 Seg Wall G -1 Seg Opening 1 Opening 2 Opening 3 Level 1 Line G, Level 1 Seg Wall G -1 Seg Opening 1 Opening 2 4 4 continued 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® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 Flexible Diaphragm Wind Design ESULT North -South Shearlines W Gp For Dir Ld. Case Shear Force [pH] V jibs] 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 1634 36.7 57.8 339 1.00 S 339 9563 0.17 Level 1 Lnl, Levl 3 Both 1 2273 54.8 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 6432 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 1354 0.25 Line 5 Level 2 Ln5, Lev2 3 Both 1 1634 40.6 42.7 339 1.00 S 339 12948 0.13 Level 1 Ln5, Levl 3 Both 1 2605 61.3 82.0 339 1.00 S 339 10798 0.29 East -West W For Shear Force [pit] Allowable Shear [plf] Crit Shearlines Gp Dir Ld. Case V jibs] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line C Level 2 LnC, Lev2 2 Both 1 3312 139.5 203.8 638 1.00 S 638 10367 0.32 Wall C -1 2 Both 1 1936 - 203.8 638 1.00 638 6061 0.32 Wall 0-2 2 Both 1 1376 - 203.8 638 1.00 638 4306 0.32 Level 1 LnC, Levl 1 Both 1 4630 136.2 740.8 833 1.00 S 833 5208 0.89 Wall 0-2 1 Both 1 4630 - 740.8 833 1.00 833 5208 0.89 Wall C -1 1 Both 1 - 833 1.00 833 0.0 - Line F LnF, Levl 4 Both 1 1995 58.7 98.5 339 1.00 S 339 6855 0.29 Line G Level 2 LnG, Lev2 2 Both 1 3236 95.2 239.7 638 1.00 S 638 8613 0.38 Level 1 LnG, Levl 2 Both 1 4169 122.6 347.5 638 1.00 S 638 7656 0.54 W Grp - Wall group as listed in Materials table; For Dir - force direction, always 'both" ; H/W factor - Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; 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 /FHS/Vcap = design shear force /unit shear capacity WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE Line North -South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist 1 1 3 21.5 48.0 0.95 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 29 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 98.0 0.95 29 24 68 0.42 0.36 1.00 1.00 2 3 21.5 98.0 0.95 29 29 68 0.42 0.36 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal [lbs] 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 98.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 2 21.5 98.0 0.45 29 24 68 0.42 0.36 1.00 1.00 D 3 21.5 98.0 0.95 29 29 68 0.42 0.36 1.00 1.00 E 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 G 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 C.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, Cap - Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2 -3 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.930 Ev = 0.19 D SHEAR RESULTS North -South Shearlines Building Mass [Ibsj Area [sq.ft] Story Shear [Ibs] E -W N -S Shear Ratio Rmax E -W N -S Reliability Factor p E -W N -S Level2 52846 1459 8909 8909 0.371 0.179 0.59 -0.93 Level1 28677 1421 2796 2796 0.729 0.153 1.27 -1.47 Structure 81523 - 11706 11706 - - 1.27 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.930 Ev = 0.19 D SHEAR RESULTS North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [pH] V [Ibs] V/L V /FHS Int Allowable Shear [pH] Ext Co C Total V [Ibs] Crit Resp. Line 1 Level 2 Lnl, Lev2 3 Both 1.0 .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, Levl 3 Both 1.0 .89 757 17.8 39.8 215 1.00 S 215 4487 0.19 Wall 2 -3 3 Both 1.0 1.0 597 - 39.8 242 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 76.8 80.8 242 1.00 S 242 9249 0.33 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 [elf] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext V [Ibs] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line C Level 2 LnC, Lev2 2 Both 1.0 .69 3963 166.9 243.9 313 1.00 S 313 7014 0.78 Wall 0-1 2 Both 1.0 1.0 2317 - 243.9 456 1.00 456 4329 0.54 Wall C -2 2 Both 1.0 .69 1646 - 243.9 313 1.00 313 2684 0.78 Level 1 LnC, Levl 1 Both 1.0 .67 4752 139.8 760.3 397 1.00 S 397 2587 1.92* Wall C -2 1 Both 1.0 .67 4752 - 760.3 397 1.00 397 2587 1.92* Wall C -1 1 Both 1.0 1.0 - 397 1.00 595 0.0 - Line F LnF, Levl 4 Both 1.0 1.0 1008 29.6 49.8 242 1.00 S 242 4896 0.21 Line G Level 2 LnG, Lev2 2 Both 1.0 .81 3973 116.8 294.3 370 1.00 S 370 5874 0.79 Level 1 LnG, Levl 2 Both 1.0 .89 4667 137.3 388.9 405 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 /FHS/Vcap = design shear force /unit shear capacity • WARNING design capacity has been exceeded. Iicidge2601 engineering inc. COMPANY Hodge Engineering, Inc. Jahn Al Gig Harbor WA 98335 253- 857 -7055 Jan. 22, 2008 18:31 PROJECT Doak Homes Inc. 2006 IBC R1 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 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) : n�k W •,.�I -. u-. r . 4 C - �f't. yri,, Y t I I r ' �i � 71- "v3- ,*.i, k.q 4:'n4 ' - :=f las. -,,. w.` • - t -..:. •t_ h.i. .. •St, v .4-' '-Y y+� -'j, faAM • P aq. k« a y +{ .iii#L • P .._ T I .. .. q n - IG.:; ~ �E r � r. xa s4 r Ct'W''' P.w4 -4- -7 ~i+ f• �t ! t. if'R 1, N .+ "] "d. �^} pt r! ,1, -. . ` � V y. q...1�� 4 -�4j. • .'/ 4..'Cit .••••/.• Y: • - 4 a ../..4 t t . , F>.6; 4 k y, • 10' 3i 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. /1-'7"-- engineering �� inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R2 Design Check Calculation Sheet Sizer 7.0 LOADS I Ibs, psf, or pif) : 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) : y _ 0 1 ..,,... �r.,;'j t ? w s $ "i.. amt .0 - 23 ,- ,t4. .. .t r �,, '_' ,f .. ( '!°. '"r j "f''s. r..tak -� !� -' 7;•r.•W.�'�'?' 1 L�T�i�'�'`+hs'KY+s i +i? v ws f,'+'').- .y +,. t • t y ' . . 9N . i h '' .or " '4 ' .. b,rtpw ., E.114.. T 4 -!, Y9 ?" 9S c-1 ci 0, 2' -61 Dead Live Total Bearing: Load Comb Length 145 75 220 145 75 220 #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 Def1'n fv = 7 fb = 54 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1340 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.03 fb /Fb' = 0.04 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. r -, engineering inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R3 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(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) : 10' 51 Dead Live Total Bearing: Load Comb Length 793 1556 2349 793 1556 2349 #2 1.07 #2 1.07 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 = 105 fb = 1149 0.05 = <L/999 0.09 = L/690 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.51 fb /Fb' = 0.86 0.30 0.35 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 I " Inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R4 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 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) : ., / a "r i^O`a�. vu.4:, f.: .1 -'i+ +9 5 >• Y ° a ■ ntiL A.,..: Y G- 4`.wns.? r`,}t � ;: r - f ,y i. _ SM � w "'� vN- +"'•}%�; ab ,��'$y7'!SC. y . s <� 6.0;:-.-..-:''' d t ' .h �� -i +.tts+Rt; y �' t� '+1 3 iti y t ?,w .9 7 G 'f .9 .w ��.? '."4:':'...' t • ? i - { 'kY.% tl+x{:+.!`� Jj f F < µ'bt.., A - �. r` 1 �C. Z *i, .. r.4 . 1' y ,....4 .* • 514.,°!..^-'-` .. ,> 4 • _i ++.orb dJ Nt¢ 'I ' ..i p • 1 . Dead Live Total Searing: Load Comb Length 116 60 176 116 60 176 #2 0.50* #2 0.50* *Min, bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS zoos : Criterion Analysis Value Design Value Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 Analysis /Design fv /Fv' = 0.02 fb /Fb' = 0.03 0.00 0.00 Shear Bending(4) Live Defl'n Total Defl'n fv = 4 fb = 34 0.00 = <L/999 0.00 = <L/999 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ® �'$ engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R5 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(15.21)* 30.00(15.21)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a� -n.-r"r d -i ..r -- t y. . _ rY. r d,. T ,T { es. .t. M g 10' 3t Dead Live Total Bearing: Load Comb Length 374 729 1103 374 729 1103 #2 0.50 #2 0.50 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 = 39 fb = 324 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.19 fb /Fb' = 0.24 0.05 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �" • engineering ° "° inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R6 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(15.21)* 30.00(15.21)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,..d. ..,o...' e ti ra. 4.1..1,4; :4.: bo- -- % j. . -.... ,ter_,,,,,,. A0, 54 Dead Live Total Bearing: Load Comb Length 623 1216 1839 623 1216 1839 #2 0.84 #2 0.84 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 = 82 fb = 899 0.04 = <L/999 0.07 = L/882 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.40 fb /Fb' = 0.67 0.23 0.27 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. r� `, (�t,� ®.,j engineering Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R7 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 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) : �� t. r n . (.. .°- �s ',, sr. 9 ^s. o s •1 i ._...'a 'y�., .}?: _ JXl. '4 • a U '`�-' Sb I! Y 1f } yF' "r3.. `'m`_.' r,..1: Y..r �� }a4. -\ i,_y, ''4 4 ..,t.,r. Ff. *r Wt 't '1f1< Ar "i .- 1 { - Y ' 1ri Sr F" 1 .q,' -( L 1 .. M ��' 41 Y ?..Y .- 4' ' LI ! ,: �s w r'F, }.y t F ..i..1 x1' -' ' � . ; "i t, ro . _ • w.- �;,. pry. •S .. a� ..Y" Y 9Cr 414f�•q'!K `'g 'x ;�. ; • ' r b A vas i ..sb `' r ; r tip., y' _ v 'A&: • �' '°.li �' o.+i r'�'' f. :rt {� 1s. ' •��$� 1? -7.,.. .- s�'.,a7;;;4;.tt"}f y �,,Liid2" uwir i,.,,.kq w tii. �.., y}�a l • Ill -4ri n`4 S t -f t .. }Y ',.:1.%1:,- rt 1 ,t. .i. ...e. .. - .. - 1; ,1, .n. ... .Z ;.l.4+Fy '.fir . ". . • Dead Live Total Bearing: Load Comb Length 232 120 352 232 120 352 #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 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( +) Live Defl'n Total Defl'n fv = 15 fb = 138 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1337 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.10 0.01 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 engineering 1 e inC, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 20061BC RS 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 (8.38)* 30.00 (8.38)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : v. . f 7 w '^i ,, ' ' go { t i =:.rt • Z sue'' .roJ �' "; a , 4 - s i nw -! .a'e s�m a r r c iMYs• q. - l��' " � � 1 5�j'd . G { b �i �RI, .u, r , i a' {• . - ' : r ∎. b i- L -s, •fl...., ,a--,,,,,v,,,. . .. r.e,e5. o '•�•gH[. +�Y fs�- iJ b. • • tn"lY xe�4 ':7., ' �v j • •r "4 n .' *C i.0�;ji ; t ?R` ' `N: }.. i y c`- r° � `h Y. y� ykµ'i a •t . � ��� mo-3 � c J i ; YF a. 4 ! r- ¢ i 4 aud.V. -h 1 + K x �[ b �4 y{ d . "iy f T tt µ civf }'t4L. " 44 r.- , i m'p t f4 '•••0 ;'. - .v.-'. 9. . +',Y ;, 4.-4*.,:' u.t''':,:::. l •'k -0.-,:f n^ria sl °¢ . i 5..x .4 aUt ,* " + ,. 7 _'9 [ re"ik�+ s ' t • . 3; + `� •co L i '$4w t -- ,'eF 0;4d ..d .4 .. `.'' Vi• ' ;4 • ` . . 14 4..,t ea 4—,. :.h .+..{ 4 •S."1 q ' nY • . ` a'2 ' d4m�.4`y t iYm tl -.,tii L t. , • - , b . ' Y f . 4 F� '^ F' H 4'9 . ,^0 .iya.4w.caZ..m..-- .m• 0' 2 Dead Live Total Bearing: Load Comb Length 147 281 428 147 281 428 112 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 = 10 fb = 84 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.05 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. ®ti engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan- 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 20061BC R9 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 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ... e ... `" _ * 1 �.:¢,.° -. t^ 4PW^mA� T+ s i-3 , .s'! i.. ■•: r..Y ! 1; ..f�7 .�'vI ii • r . ..f. S Ns c w . ,I 'd .. ": s- •ee. ,2 a c , 3:•: -34;,1.43 il-4 7 4. - -;- ' -. ... . . .. ^1 h .,a5 ^ FY• * 'Jrr +r W5• Tt'71 �i -J4 A.I. A � r y� 1 1 qM :. `4 iP . ;., k't. (MY puJ q ��Hf4t1 -=+M 0' 2 Dead Live Total Bearing: Load Comb Length 34 52 86 34 52 66 #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. engineering 1 i• a r' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R10 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 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : n •t n i �., .., r ..T;.,.,,,. pas.. a.. r �..- ,.. r. ,x ,•'x' . ' '.:. .t. ., y.. . ,, ,,r,.... , i ..," e �. , 51 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 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R11 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 (1.25)* 30.00 (1.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : C L Y -M` iiW.ii' ay 7 i j.,..4. ° ^ ' „Y,;.."....41 h u`v � r r (.44,14"451', 3lT 1 `i V„ t t- T, .-Axi rn- ° w99!' �7 °P -Z • , 10' 14' -4• Dead Live Total Bearing: Load Comb Length 312 484 796 312 484 796 #2 0.50* #2 0.50* 'Min. bearing length for beams is 1/2” for exterior supports Timber -soft, D.Fir -L, No.2, 6x8" Self- weight of 9.8 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 = 664 0.26 = L/674 0.50 = L/342 Fv' = 195 Fb' = 862 0.48 = L/360 0.72 = L/240 fv /Fv' = 0.14 fb /Fb' = 0.77 0.53 0.70 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. . fA engineering f - °' ' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan, 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 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 (1.25)* 30.00 (1.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : s oaxYA'Y • a i,*r , ' � C.4 •,? a"' , 4 x t J y s .,yeya l i -r Y lS..�. T ,t i ......= l0' 18' -2'; Dead Live Total Bearing: Load Comb Length 419 613 1032 419 613 1032 02 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Timber -soft, D.Fir -L, No.2, 6x10" Self- weight of 12.41 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' = 195 Fb' = 1006 0.61 = L/360 0.91 = L/240 Analysis /Design fv /Fv' = 0.14 fb /Fb' = 0.68 0.53 0.72 Shear Bending( +) Live Defl'n Total Defl'n fv = 27 fb = 680 0.32 = L/673 0.66 = L/332 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. od ®) a ° engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:32 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC R13 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 (1.25)* 30.00 (1.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,,. �.. . • ... .Y w . _ . [ +� A. r . „I .. d�� ,drw.✓ Y 5Y W °iJ* �,5i a-. A A 0' 16( Dead Live Total Bearing: Load Comb Length 345 540 885 345 540 885 #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 pif 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'n Total Defl'n fv = 30 fb = 575 0.15 = <L/999 0.29 = L/654 Fv' = 207 Fb' = 1083 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.14 fb /Fb' = 0.53 0.28 0.37 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. r., engineering I. »:: 1 : `v " inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U1 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 Loads Load6 Load7 Load8 Load9 Dead Snow Dead Snow Dead Dead Snow Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area Full Area Full Area 15.00(19.75)* 30.00(19.75)* 15.00 (1.00)* 30.00 (1.00)* 80.0 15.00 (0.75)* 30.00 (0.75)* 10.00 (8.04) 40.00 (8.04)* psf psf psf psf plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ; . .. ,. ., . > ..._ . ... a fn..L lrH•1�dr .... t n ... t • .. . ., . I 0 10' -0 Dead Live Total Bearing: Load Comb Length 2497 3655 6152 2497 3655 6152 03 1.85 #3 1.85 Glulam-Bal., West Species, 24F -1.8E WS, 5- 118x10 -1/2" Self- weight of 12.39 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 = 142 fb = 1976 0.19 = L/638 0.38 = L /315 Fv' = 305 Fb' = 2716 0.34 = L/360 0.50 = L/240 fv /Fv' = 0.47 fb /Fb' = 0.73 0.56 0.76 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). ®d a engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U2 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 Loads 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(15.21)* 30.00(15.21)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (8.08)* 40.00 (8.08)* No No No No No No No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ^tea` �!' J 10• 3. -2„ 6, -6„ 9' -8'1 Dead Live Total Bearing: Load Comb Length Cb 515 759 1274 1475 2175 3650 1475 2175 3650 515 759 1274 #3 0.58 1.00 #3 1.29 1.29 #3 0.92 1.41 #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 = 54 fb = 192 fb = 258 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1236 Fb' = 1241 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.26 fb /Fb' = 0.15 fb /Fb' = 0.21 0.02 0.02 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. u�. 1 engineering r. " ' Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 -857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psi, or pif) Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Dead Snow Dead Dead Live Dead Full Area Full Area Full UDL Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* 80.0 psf psf plf psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � � � ; �a,. .� , • u�F"J ar's �ixK 'a ,ery.: f,` r h x�,iq l'te - . .f . (4i�v. iir.' i S ' �j. t '3+'J`z 3 .tt 7 ^ k '• 3.,J. x f�srt��ii `%v- .•�,.F'S•Lt`�av • d.. ,� '9?� �! 7� • a U 9 r'I Y'7 `ta` X✓, 7 -6 . v , 9 s ,T'r ii'" y ri, . , °te� • �' i • � '7* . - i'.,• " -e. 4,-74.:'..-,, a � ^, �' �R aT Y b -.�y'4F �ry ,Nwy lP�S"1 A' • e �� "4.53.'1 '5 ,1 _ 1 , '-^• r"'n- j t -r.', • t . r t .b •,i • ":!•"h^ I .. � �,5 - n "'1 1 "w " 3 r =fie : d r y � N. ,' tg• •yt+ � '.qf ♦ . r�' ^ iM?� � �`•A .RNrx • . ) ( ,-, ! � 9 ' 1 •k.... r ..N 1 y'slt t t 4 .w•,k •Mii34." EN flf • • 0, 2I Dead Live Total Bearing: Load Comb Length 208 75 283 208 75 283 #3 0.50* #3 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' = 0.01 fb /Fb' = 0.03 0.00 0.00 Shear Bending( +) Live Defl'n Total Defl'n fv = 2 fb = 30 0.00 = <L/999 0.00 = <L/999 Fv' = 162 Fb' = 1077 0.07 = L/360 0.10 = 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. �,,... " I �' engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U4 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 Dead Snow Dead Dead Live Dead Full Area Full Area Full UDL Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* 80.0 psf psf plf psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Y ; Gs3 .. r d ., a;.7,- , '.«} .:J• -' .+W 6r a r 4 . J, y .t. w r ' Lg'L b�3• c! 1" - •4'/ �4 t ., +(4.9+ C.^Z r h At. ., L -.F { ,'n _ t .s.. �ly, * , 4( 4,� } i "S � _• , � , 3� � • •^�.'i` �^ is f1 N.� +A0(( ' • - `i y; aS R° rvn, . L4L'rt '1 t„i. �.r.t .y�f r.., ,^} �y�l -v. :..L `• • .; - - _ u., _.r..r .� i i i ins 1 '" �,{� yc ,w,�a s • !� «•..}'S, j'v'�tbT SF'�a E{� }I fq .?4 l.w.t51W1- .�.'�. V'F ►' Yh/ : KK 1 �.�+�y �4 1f } Z d ��gg'4ri br d^ a.. .,�('a F /C 'i a ,{, , .c.e 3' 6 L" I. S4 a'vra-+leHy. ''PK'"�Y'f'- t c "% F n.'.4.4t 4 "t' jT �J} � Y%'F,et/�`,� C R1 KV y. �{ a .!; L c=- ..� • . i r v a i.•m't�j � u...ta. Ay' gh Y 4'3 ' i ��� j..,Y3' � '3.. 1pie sn' ,plj 3 V _ M1 Yk Y ..? '.,;'..,e-, 1Zi� i ��r{ ':V ..e" :�ei r,r°T.: ....' a'� a+1, t�l± „P ✓Hri ^t C-. • ' ' �. �.'� ". F . t, tt' >a�•-°Ly�At..rl?" d "s3s.} "''+ • .,: ?,..} P } f t.MN''�. 1 '`W •` FPS 3ntR° JfM'�i.,` ' 0 1-6' Dead Live Total Bearing: Load Comb Length 156 56 212 156 56 212 #3 0.50* #3 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 = 0 fb = 17 negligible 0.00 = <L/999 Fv' = 162 Fb' = 1078 0.08 = L/240 fv /Fv' = 0.00 fb /Fb' = 0.02 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. ` engineering'' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 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 Loads Load6 Dead Snow Dead Dead Live Dead Full Area Full Area Full UDL Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* 80.0 psf psf plf psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i y+yAy Y J .3 t' .7`, " i j .i 9��r+ 15 A ..r'! i, dll. F i L d j«�'D9i { i S- G r • � a a•- t 1�•p ky n Sl .j { "j� 4 Tt F ° 'ft, ' ?�� 4� �Y.,- °' .t '{+Et -c" ,Cr, "�'ai��. t .,'t..,7; '. `^ A •1 .x+t?. R ,•',�� ,_ti - .J,>: aN.+, a a� d e• `Ce ^w• .� '+ .�w3 �° t-a 1 �`� P�`r >_n —`f 'sue tifa,..ii ae+ ` .. 7e •;-2 ;,t„:. ., *F' Y s ��h Y,# s �4AK +..'i„yi a -. "` yny. H�Td �i"•� >w { } }> .b�yFj t 41;-,%,a. v {* 4 ,1'rt�''r S r .,,, �t�..�, *_ }� ., a 7_jt , r "Ys 'D •4F �7 ±.. ! 'm:..�ri� +.twv '`d n fi -t • .4 :.4. ,,,„1, i4 ... .1SS.'T .if KI n '*k 9 _ tfhlh C3 •. lu x a., r�...t K6s ��tF.��L* b. tv'W.9.'1000 14:' utt. m 6 . ,,,,,,,,,74,.i-A., '{ _.w`1 iy 1 tv y,y♦ ; b ' 4i-i,. 4. �..5FI ••m •-W' f�■ ?j .ro. m, ,t_. a,, i .. ." (,• , F q ' 1 - %' w: ♦+`�°:>S i .2• tyn -a .1...14, ri ....• 1, *, ., ,� _,. _. . 7 rrfi • 0, • Dead Live Total Bearing: Load Comb Length 312 113 424 312 113 424 #3 0.50* #3 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' = 0.06 0.00 0.01 Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 67 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 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. 1 ) d engineering Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 200818:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 20061BC U6 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 Loads 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 (8.38)* 30.00 (8.38)* 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 d T. "� ... } txa ro N ` } I .; Y� ,'l ?r .• N. L�"". . :{`4'4,= 4 .1^ w tnas 'sG} ' +µ Soe- .c,,..,!e v #,r. l`> 'Ttu1 t 9+31- 4, '.,;,4 ,- '� 5 t-4 +��. '� - 4. + • r .. t •c-9 L 2.;'- x ?ge j , i . ,�, + S:, a,,••4-�r n, by.' s r. trSt ,.. �u r` d s mr i( ty � ry '•^=o }.', -i• µ _ _ ry Ts �� it' rK y... w^�yw•ft7F -i�T. ..Zgt lI.h"�'�,rs' "k F! ��! ' ^r ' . ^`. 9 ry } k nc 'IkSt. k L"' 'Y �.. .9'- ♦. 7"qy�;.. .S •R L *? j A j� , . - t a .�'t'tit`n`s f � '• a "µi d �p ce? A�• 1�. 'Y.tS' 4 } a '^J d. T F /' t f t�f 4J'S 5 ^� M1•h 'Mt t� d �' t y • ..- 7 d. la 1 3 y k� ri`y _ b6 a� -�i t' 4y. f. _ Fr.xd wl ; ♦ d" Tit �t^j ,p+ •i -`fit' �s is f fct: yi' *.,. ��. Y, oL Yl""'t "-"Xi`h..i. va}�"��.'y y.,:G.'4 L:..r,,?Y,'�, �, es !•tea ,1 'd 1'Y( tt '`gt t t,},ySPr.�J.+a' 4'4 +�a.,i. +xtew� t i.'� vi 'y* ?e S {�' �ti 1S } "�.c � t 1 . r5 �`a :ICR� n. 'w�-vy ..1.,' .Fr+r^ ,,,7 • t,p 6 . .. •t A e y F^} � �L:jy '•1.w^' a,J -y1Y 17{ . ' _ ], a - , i �,- .wt,...; •+ ti _ �i �,.,r 4. R° •� , x�,}:a�a4,5< 'i•.. ",x,, If. ?.:Y7' "�• i 3+ tt c .. 4' :, S t2 4 nv 4 ' t7 ",y.. { , - 1t :44..!.:.= S } .k wf� } 1p l J +, 'C"./ r'4C'..W. N J 1, `y.. 'c t � ' } ', V. `4. s. ..',.p• A, P r .w � Y1r•' ar` s"°v.0 .'S '. i,�°' fir• f c 'a 3'fig') V. 1 [YR HL .1L $ pear •°,-*!:*" Y. I. '-6'1 Dead Live Total Bearing: Load Comb Length 179 211 390 179 211 390 #9 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 = 1 fb = 35 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1239 0.05 = L/360 0.08 = L/240 fv /Fv' = 0.00 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. engineering � inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or psf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loads Load2 Load3 Load4 Loads Load6 Load? LoadB Load9 Load10 Loadll Dead Snow Dead Dead Live Dead Live Dead Live Dead Snow Full Area Full Area Full UDL Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar Full Area Full Area 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* 10.00 (0.25)* 40.00 (0.25)* 10.00 (1.67)* 40.00 (1.67)* 15.00 (0.75)* 30.00 (0.75)* 0.00 9.58 0.00 9.58 9.58 13.25 9.58 13.25 psf psf plf psf psf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : K ,- c t' 6 ,,z -44,} -7 -- c i ' -• -7 - i ...h rF,d�'.'.. tl _., ` i..L. T`q., Ar ": N'-" 4 i r'r e,„.•' `Ae!.." IK'''ti+t p ytia't Nil It �� } r kn » Lam. 7 }' 19' �1 ry � � rar .� .. tl �p � Q i 4✓a rc' y301, • 'Y4 : r. •,r4L �f. t :'' :r � t4 .. 64 V ..y'?hT'n.. f h .... +s+Y . 0' 13' -3' Dead Live Total Bearing:. Load Comb Length 976 680 1655 1013 793 1806 #3 0.50* #3 0.53 "Min. bearing length for beams is 1/2" for exterior supports Timber -soft, D.Fir -L, No.2, 6x10" Self- weight of 12.41 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' = 195 Fb' = 1006 0.44 = L/360 0.66 = L/240 Analysis /Design fv /Fv' = 0.23 fb /Fb' = 0.80 0.33 0.68 Shear Bending( +) Live Defl'n Total Defl'n fv = 45 fb = 809 0.14 = <L/999 0.45 = L/355 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. 1 COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 53- 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U8 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 Load3 Load4 Loads 07 U7 Load8 Load9 Dead Snow Dead Snow Dead Dead Live Dead Live Full Area Full Area Full Area Full Area Full UDL Point Point Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (8.38)* 30.00 (8.38)* 80.0 976 680 10.00 (1.00)* 40.00 (1.00)* 2.75 2.75 psf psf psf psf plf lbs lbs psf psf *Tributary Width (ft) MAXIMUM REACTIONS, (Ibs) and BEARING LEr NGTR. S (in) : SW - . 1P � A y Ar` ..- M � :44, , la. u• +k4 ffr l 4 :4 ,-'�at: . 'H t y^" 1C:i >{ rt1 a t,, k - ,L X. r r sr 4'-.4 �^3y�r'�v k F4 ..nn , r,.,�_,.- yxl.tw�V'�.,�y '. y`5y /s ;, iit t -1, 'YL115_ �jl j1� 9 „ 4 1 yam. "l�t : ' "M, • (w _�i 0.y "yy �T- 97pp♦:., t.; . 1 TY Y•^r•1 �r �(ip_._...,FFM pC"�v1 .-. .. _,.f;rf . s ys�. -. w wly' _t£m ., fj Alta' r.aa5_�5ep.. 10, g' -6'1 Dead Live Total Bearing: Load Comb Length 630 531 1161 1188 822 2010 #3 0.50* #3 0.58 *Min. bearing length for beams is 1/2" for exterior supports Timber -soft, D.Fir -L, No.2, 6x8" Self- weight of 9.8 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' = 170 Fb' = 750 0.12 = L/360 0.18 = L/240 Analysis /Design fv /Fv' = 0.35 fb /Fb' = 0.39 0.04 0.09 Shear Bending( +) Live Defl'n Total Defl'n fv = 59 fb = 294 0.01 = <L/999 0.02 = <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 I~ Inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 200818:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U9 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, pst, 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 (8.38)* 30.00 (8.38)* 80.0 10.00 (2.00)* 40.00 (2.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : frry ... �.. to < f ra 3 3! v rl +, t Fw °X Y } 6 " �1:�t • + r. - a ° S' *h�4 't . J S� C , ' i'�' I 'x� r '-�S'. t --- } Lf �. +.art ^t jj� ,4s*� +s -7 yr t - " '1 �--"j' °_ ✓` :J iS �`l*Sr t �� f�.' r 'A _ "ley *��N }'.'yY`7 1'.3fl b � rI ' a,', .1 ,:f,•,'- �' e. -0• - !tel.f'.. •H- 1'+.PS •.ri ti3,.ii ..4 ": Z'r., °jqP 1 ;13"..4^.rk •r'� WFoe r 9 ,,,C--,:e...7:1.,.., •&{1Y:i•?��1, -y2„ t .Y t t . - t :. • Dead Live Total Fearing: Load Comb Length 1156 1301 2457 1156 1301 2457 #4 1.12 #4 1.12 Lumber -soft, D.Fir -L, No.2, 4x12" Self- weight of 9.35 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 Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 75 fb = 923 0.07 = <L/999 0.16 = L/682 Fv' = 207 Fb' = 1113 0.31 = L/360 0.46 = L/240 fv /Fv' = 0.36 fb /Fb' = 0.83 0.23 0.35 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. g g COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 20061BC 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 Load3 Load4 Loads Load6 Load? Load8 Load9 Load10 Loadll GT GT U9 U9 Load16 Load17 Dead Snow Dead Live Dead Dead Snow Dead Snow Dead Live Dead Snow Dead Live Dead Snow Partial Ar Partial Ar Partial Ar Partial Ar Full UDL Full Area Full Area Partial Ar Partial Ar Full Area Full Area Point Point Point Point Point Point 15.00(20.75)* 30.00(20.75)* 10.00 (1.50)* 40.00 (1.50)* 80.0 15.00 (2.00)* 30.00 (2.00)* 15.00 (2.00)* 30.00 (2.00)* 10.00 (4.38)* 40.00 (4.38)* 806 1611 1156 1301 806 1611 9.25 19.25 9.25 19.25 0.00 9.25 0.00 9.25 0.00 9.25 0.00 9.25 3.17 3.17 3.17 3.17 9.00 9.00 psf psf psf psf plf psf psf psf psf psf psf lbs lbs lbs lbs lbs lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 0' 19' -3'4 Dead Live Total Bearing: Load Comb Length 4894 6010 10904 4805 6337 11142 #3 3.27 #4 3.34 Glulam-Bal., West Species, 24F -1.8E WS, 5- 1/8x19 -1/2" Self- weight of 23.01 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 = 151 fb = 2005 0.35 = L/653 0.77 = L /301 Fv' = 305 Fb' = 2389 0.64 = L/360 0.96 = L/240 fv /Fv' = 0.50 fb /Fb' = 0.84 0.55 0.80 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). ® Yr engineering i� a inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 -857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U11 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units GT GT U9 U9 Loads Load6 Load? Load8 Dead Snow Dead Live Dead Live Dead Live Point Point Point Point Full Area Full Area Full Area Full Area 1911 3821 1156 1301 10.00 (5.17)* 40.00 (5.17)* 10.00 (4.38)* 40.00 (4.38)* 3.17 3.17 3.17 3.17 UI Ul UI m 4-1 w w w S1 11 A A m m m U1 ���� 0.0.a *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 19' -3'( Dead Live Total Bearing: Load Comb Length 3651 5965 9616 1593 3888 5481 #3 2.89 #2 1.65 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 (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending(4) Live Def]'n Total Defl'n fv = 178 fb = 1895 0.52 = L/442 0.94 = L/245 Fv' = 305 Fb' = 2267 0.64 = L/360 0.96 = L/240 fv /Fv' = 0.58 fb /Fb' = 0.84 0.81 0.98 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). ;.4'''''. , edge engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 1BC U12 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 (5.17)* 40.00 (5.17)* 10.00 (0.25)* 40.00 (0.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • . 4 1 , E .a1 ww4,4 -S!( i,1, - 4y4 JY'! . ... �' 'nr i ifur • ( . . -1'•. , ' . { 41514 h- .6 K wx "'..) 4 j0-'''' -. .x _ _ 1a 1 p- 1y {, �V 3.... . Jt L?xt' t k 9� •J¢y+ ti ��.� • d V.. 6..7 ....• ( , �' �f l(j} g .(„' yC bj+ Y ri`" kw�; [ �l ". �.y t M ,, F Q. •'. _ . -.! �-� 1 fi t,�.�ht'-04 y P �.i ,ea %. i;,. }' �"pp.��i?nnT�, -."y i '�M+Y'.�t � ' Y: j �i{�', • • r✓ tok a rt r�la� } ..l °^ . fl `k' s • , -. a}.vei�,Er*H,}L'7. ^Y � � + ✓� 'i+ t..r•.'4e' . ' ' t "J r i ��' M r J , h � /^y h C '. �i qq fi t'It,' om�r 't4y' 6, a ," . ra * 3 . -.. • *° ' j , , , }as '? t2 � " %bi - - a'F i• t`� yA. ry — L,.1 +t f;{braJ. v �l .. C 5 r i47 � Saa "L gy x 1 ? h " 'i° ' ; , ,4 i# t 615.00 - c . fi . .aSi^+F.ra eoV 4I2064 "`R; N+` , -4'' i trr '::'1.,';'" b. he , . - : ■ ' . ug Iee ac• ! ..7;`,"'-', .4 J 4;45' i ' 6 H ;l 'yi i '�l+ v 3 ,RS , 4,7.7 at L }.. .1'j . =r ;�'�,- „S•�.L ITMV.t e 1 -� 3+��y71� F. ..kj?ry T, o.'i ----. z 9 ; } S -9- : e .•,3f ,.�' .f . F,s. �-r Y �9 +.0 4 �.•” �}: X'Z 14^ S 4.i i+'•: • ai •L •n 1 Gym 9 _ [ ^ 1 i L\ Y 1 10' Z-6{ Dead Live Total Bearing: Load Comb Length 77 271 348 77 271 348 #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 = 6 fb = 52 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1076 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.03 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. , ®d , i ,�'' engineering a inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U13 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 (1.67)* 40.00 (1.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .: , rr�+r { R7, (y i y t, l.•re;,y.n.,vr� ?'C• 5• ..w . i £ z _ ! 14 5 r g- y' r,,j ,,''e„ �. i ° :r �" A 1:1 �� ,, , lk .,e. J} �,i -• i 4'jl?"f.';i,L,i t.$ 94a ,1? •-•N•.� r-Y - t ... + s t�U "P6 u?.n. 5'$.ria � She a., .. F . -.. -r ., -. ,, , f„ t t t s •. 3 {�r - j f 'j rc. ,1,. ate.... 2fr'r% _4p•� !���^r•. �„+{�, 5�aet • frr J- !.•1�'i"'' < Fy Sy•(""��t' dEirf.?^'}y.!`�t+^.', aV -4 i^' r ,�a,s . er ,� .�..nf +f` „ • .�yF -• �• I. Yoko. �'' S4S• {�t:f^�• 2 Y -!. l • H.f c5 �' . AAN;li i '(.1 d- .3 • d L'7 i { C+'° `,. : r 5.7 ',� ' y3 _fb qyY. +d- 't`(@! .'�!`1 Y• , Jr?'j ' x ,gyp . Y N, "t�v. !"mac '�! j 'i�� ° 'h.x ' i 1 I�,.. . �.'t :L. -XI' ' •C '"1,Yi z'" .7lirrr Til".. .e, # e7. t 4.-• a `wx mot. `:4 ��'%`'' �`+` h,'�i'w 1 ,U • ., d` h }"� -�f�3 •F'•_',J. tq.., y.. y � s J' �J x sr".c:.3 7• V •a? ---b § n+y i S}6?,,+p 'fir ? �S' iy w �•a- +ap6�c4!ry .":F'.y+Ye f Asg 4 w„i�y}'��,j` $ tr+ • �{ Y 'W�1 ey1's .4' `'"?$�.7 d(' laR .y w1i q'^hP4`a ¢• Vf,..(('' y�>iS`i[j`�yY�"yiT••4 Y f l L fMa !+• uy�Nr �'� j[[Si '..}Yy, �. •r�•• 4 Yi'i �.�Y•, C= j�yl 'rj! Y�p'7-7'E -'S y:j �D A: 'I.iS,.�.+t j fiV.: 7'+'�Y "- '� •Y V ,y, r"•a' "1 ei rw. am �„� 6 +, <: �p sFFF��' V _�5.'lr i s Rr .a i p �c. ,y: 3u • -!, 1'� .�`S!� \ >: r (`'� W�_ -.,tW .:.-- Ze. .'.' , �•-Rr" t -a r'e'd,: p ^* 13,,��.Y� " .N r S C,., 'a ��•N �9tJ k�.+• t. -b- ;. ss v' u , . ... s-...1.;''i'F 4 ''''Ig .,'1Z, e.T.: . ':71 'q Y-.'K -, '- - 'i.'"?2; ,r> om" x ;rF'a s :: ?r97-. At , t �J: �.x 5 3;r.... L:::C•- :.� � Y - v. ..,5�,' t'fY . �1R .[. t .- .1�..� 0 34 Dead Live Total Bearing: Load Comb Length 93 325 418 93 325 418 #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 = 9 fb = 75 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L/240 . fv /Fv' = 0.05 fb /Fb' = 0.07 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, 2008 18:33 PROJECT Doak Homes Inc. plan 2383A 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 (3.75)* 40.00 (3.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : '34iY'4i t M t Ym. n 'Y ! {,Y 4., w u` y lA ,, Y'rU- ,al °CY,�t z ,,,� PcL sQ � AI x5 � >-, rl"' �., 3��j +r `' f0,r"�'ti yvo.A ... ,, 1„ N ',r ir�.,&, a s ��' 7 `A s ,t"{ Sz' r i'a�. ` q!-', ,,. . at S"' • -,,,W. -- p w h {Y. °�i4 j+'.( z 't 7 �'n i e a.t `� QSfl6'S9 k.`{l °' -+' 1 '}IG t� , '��'r� iBY•ibF �° r 5lrM l *�)1k P.1 `1*4< +45 - "KTb 47 4 jkV1i ti PC "d llw aGYjG \ru'r $y.Y�`. �> ° (r£1 l . , 'F •'T.. om. ..:;w r '9 �r...0 s•�ritt . .ra V. t4,7P7W. f' 4 „7TUt{ It'�.pJr? _ �` $ as a r r ,y vA ;ra �.7.'F /,r'r i •jf 7 t' . f j'- , -i!` . 9r *��, �`- . ', r'J i, �lw .z.i -, ]j, nj'.a 'r' •7 f :l.: r'r ,L,.,..q y'. 4 lP' f -: •.Y.j' 'l .±yC �'j. a,,b %L.MO d� J"5)lS ;4,.,;,,,. rl 10' 3' -101 Dead Live Total Bearing: Load Comb Length 87 288 374 87 288 374 #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 Defi'n Total Defl'n fv = 10 fb = 86 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1073 0.13 = L/360 0.19 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.08 0.02 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. r ,.� engineering A � inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 253 - 857 -7055 22, 200818:34 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U15 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 (4.25)* 40.00 (4.25)* psf psf *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ^^�� , J .G Hi t ^ �, ri.^i' �' l-� I F.rR� .��. �r t -51 s t to F tk . - i-.7....::.,,,:...-., -• �� ++ice? ='.• 4.r�,�h t� e8- -' , ;'p' -,,r :`y .': t jr a ^, a b x i. — , _ -�I! ....,,..,.•. _ .3YT r -.,,,V::..0 " '� x- + } 1� '^ f + ' i+r =.+'AM's S; i" r srq N:'N .1 '..7•I"• � ' p- o. . N'- r c T ,� � • 4'9 },',E F.:. 'f .T1 3 1� ��it Y�C..wa.hY'a ) t5` �•,t • r � 'R' �..r•• ���My qy py"'?W�.^l e06� A^� 5 - "�6 A- :C<*-+. � .f `r 4'"3'Y , nl .3a,� E°zfi'F' »s' -iit •'�s *-�' • p t y� 4-5, ,[[ ) .. ti,u L 1.�J 1 . i, ii r-4 6 .,. y - - *i .t a d ^�4 ` 3 .r Gd -y �; J ��9,,, TTC .1-4 .fir '/. J r - - r ,� ^ d. "`� : Y I F ,+ C i u d: {- b°- .5L }.7t , °'' y` ,� .(yt + i"7, • M-�. eT'r 1Y y - }3 . t : 4» �re, 1# iv x7t - ' R' rx. u-� b� [ i .ltl R4 A..,'Mg.1 5"-" i tf.,, -+i tt ..rr p 7T '':.�� ,'}t'F, 4,c.;?..G,...i .1%. { lti'� C A '*y�, Fr p^ y: .id f✓ c �. 3, ?w ywL.,.A. w �..o.scd""�"`- x^i,•'fi jam` tr FU074:ti �r.., - !i �� • ur } 1,y i•,,,y,' �'.G to . ° .14 .'i : • - �'S" y ' ... .?5"saP'' �r .&P ^r 'n�. 3 '.i cc 0, • ,.. 7e, is w. -:6. q,,... i «i, Ai, *W3. ... ,. • • .'q sgy`fq/" , • , / •0, S-71 Dead Live Total Bearing: Load Comb Length 90 305 395 90 305 395 #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 = 10 fb = 85 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.08 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, 2008 18:34 PROJECT Doak Homes Inc. plan 2383A 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 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* 10.00 (4.25)* 40.00 (4.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 Y F...• . q�9r r � 11 � - f ,$ L - 1' J � - ...N C t :.i t , ^,., "r ,eaY ` "e '�}'�' \ '�• [:.y ! t . Uy t. ,:4 0. 3 t., d 1 i'il. i Y= ••' f .— iw wrr. .. . A i w•F li'. \ir✓ :`t F..'. .d. _ >• — W ry t• •:r i 4 , . J - Mf "!'""'''-• '''''';',• Ai .- 1 M v t r ), f :! M .EJ ± , I.:i. 10' 3' -3'1 Dead Live Total Bearing: Load Comb Length 213 802 1015 213 802 1015 #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 (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 = 198 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' = 0.18 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. engineering I� •.,.M ' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:34 PROJECT Doak Homes Inc. plan 30 0 psf f snow load 2006 IBC U17 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 Live Dead Live Full Area Full Area Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* 10.00 (2.50)* 40.00 (2.50)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : } .., •,•. . r - , Y`v m . .'f .b.a .1'p. I '• .. -P - .t. ,t, p5 .M .,4, �.` �1,7tC . ,'t JY_ .. .i?}. gh } Y Y (' i? •i�g r rr � S 1 C ; �A � '7 t.'U7;'i � p - cYP 1 -...'' f•d 0L4 ^� R • Y)' 1. ., .' `r "+h "b+..rY , 3 �, �,,,til i ',2 -' R o-,., �9. -. -� t m x F Y'r4 -�d p fR2j{ b,. i i r x., owo- .� b- :'.''..,•'; hx { •t4 y 13 uSt rr r 1 i f %,ia';grv,. A .l'Vtf1.7>T @ @-* 1q:i' _ .'2lFt., F -0;•••• tla 'G� -OS� .. ��+ 'A,..-,.:• " ' . •pH -L. jrry iyri Y.Y j} ri. 5 9 »i1 ^! { •0' 3'_6'l Dead Live Total Bearing: Load Comb Length 199 741 939 199 741 939 tit 0.50* H2 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: lop= 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 Def1'n fv = 24 fb = 198 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.14 fb /Fb' = 0.18 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. ® ©' engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste, Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 22, 2008 18:34 PROJECT Doak Homes Inc. plan 2383A 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 Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* 10.00 (1.50)* 40.00 (1.50)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • ,.,• ✓4 a{ it {- _ -_ h t �a ` ec .L. "w � et + e%-i +'ta ?"4A s . h . "t 2 'lu,S '.sA C ••4 � M1 'l • %95b .r � -4: o' ce f.. 4 J l;. t •L ) t,4i1 b.eAa r,[e 1 ,, t' P Fkl.." ti Llr �J.^5S SF „� l 0' 2' -8'4 Dead Live Total Bearing: Load Comb Length 138 511 649 138 511 649 #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 = 13 fb = 104 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1076 0.09 = L/360 0.13 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.10 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, 2008 18:34 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC U19 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 Live Dead Live Full Area Full Area Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* 10.00 (1.50)* 40.00 (1.50)* psf psf psf psf 'Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 12' -11'1 Dead Live Total Bearing: Load Comb Length 699 2476 3175 699 2476 3175 #2 0.95 #2 0.95 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 (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Fv' = 265 Fb' = 2358 0.43 = L/360 0.65 = L/240 Analysis /Design fv /Fv' = 0.29 fb /Fb' = 0.55 0.63 0.59 Shear Bending( +) Live Defl'n Total Defl'n fv = 77 fb = 1306 0.27 = L/574 0.38 = L/403 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). .. •.. ,?; ---', Hodge engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn te. Gig HarborA 3sw 253- 857 -7055 Jan. 22, 2008 18:34 PROJECT Doak Homes Inc. load 20061BC M1 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 (9.00)* 40.00 (9.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1. •Y ■ A 10. 5' -g'1 Dead Live Total Bearing: Load Comb Length 272 1020 1292 272 1020 1292 #2 0.59 #2 0.59 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 = 60 fb = 716 0.05 = <L/999 0.07 = <L/999 Fv' = 180 Fb' = 1161 0.19 = L/360 0.28 = L/240 fv /Fv' = 0.33 fb /Fb' = 0.62 0.25 0.23 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 . s . engineering : I 1' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18134 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC M2 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 Loads Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (8.25)* 40.00 (8.25)* 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) : -M. W • �' 'Y'4 ry �. 4 dl ..[ .�, ,A „7 . ��dLj' yr , 'ry • ; rS �' I s ..fn � >�"V .w,. e"f r: t 1 ...44-2- ' ..7 v-1fa7�Ad{it..1 ry., 1. i `,. ® engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 22, 2008 18.34 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 IBC M3 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 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 (2.50)* 40.00 (2.50)* psf psf plf psf psf `Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : , - • 4 , '. (4 .4 . ty '. t } "1w J • ,� i3}� L j p i l 1 ` ? y y! , } tl . A Ar' �"� C. io 4 9 ...7/V; 1 i � - . r} 1, !t,.. $ dtii r ..4....p.... 9.41:, " v ti fi � "Y ' � t ,t'�• i r w`{i , . .g � ya 4 iy 7?JL + 4 y6i �ia`a.74.:4 wr , 1 .. > •'i P $< [ ' i , Lt _ • . �' � yy2'v i i-'4 dM• x^ Kf,•:46*-,.;".: µ 1.4'. 4 0, . f•I • . p? •s . S -, D{,1 N j d -RI; „Tti,t4`,4- ',- .'l ', 5 . ' 7.q,'' Q'0' "' .t ' , I a l ^ 7 � j k. } ,^ ^ Attap .iI} (.4: ...S.D.,' ' .'44 • L Icy 5' -2'1 Dead Live Total Bearing: Load Comb Length 401 698 1098 401 698 1098 #2 0.50 #2 0.50 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 pif 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'n Total Defl'n fv = 36 fb = 341 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' • engineering 1 • a i ' inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 18:34 PROJECT Doak Homes Inc. plan 2383A 30 psf snow load 2006 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 (6.92)* 40.00 (6.92)* 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) : '� � u➢�' y'�Tw..y� .nl .q j� . K iI . : ^ � ; x"- ,. � W ,y S - >. n �9 - 9 Z b- 4,4� 6 +�i - ,-, � • i M • s i 1 �c Gv' p. .1 I. � .4 ° � ;1,-, : • , ,, i 4, ., ' ' ....:::r , :6' j' .1 Y �h "?.!{i-✓ Y s ' tf . i .. °I9r .f4 ., N :.3. : L h Q , n..,_t. .Np t awt): ',MfCh � •0, 5' -8'1 Dead Live Total Bearing: Load Comb Length 565 1266 1830 565 1266 1830 #2 0.84 #2 0.84 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 = 62 fb = 623 0.03 = <L/999 0.05 = <L/999 Fv' = 180 Fb' = 1070 0.19 = L/360 0.28 = L/240 fv /Fv' = 0.34 fb /Fb' = 0.58 0.15 0.17 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Hodge inc. 0 COMPANY Hodge Engineering, Inc. 2601 Jahn teGig HarborA 3engineering Jan. 22, 2008 18:34 PROJECT Doak Homes Inc. 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 Loads Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Fu11 Area 10.00 (7.75)* 40.00 (7.75)* 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) : e. � '31�jo.a' ti,i "' • ... i'�'j :� V.,t -,fl .4it •am KT t r 7 '' �' J a ,, `: { l �CYY y7., yyU 1. t. ♦h?t� .; 'tj", d , ,t 1 , ...,Y�• .. 1 Cr F_81 Dead Live Total Bearing: Load Comb Length 614 1464 2078 614 1464 2078 #2 0.95 #2 0.95 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 = 70 fb = 708 0.03 = <L/999 0.05 = <L/999 Fv' = 180 Fb' = 1070 0.19 = L/360 0.28 = L/240 fv /Fv' = 0.39 fb /Fb' = 0.66 0.17 0.19 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. Ho enr.]i-Iee ' irl' 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 1110 , fax 253 - 857 -7599 Title Block Line 6 Project Notes : Job # Printed: 31 MAY 2008 Wood Column Description : File: c:\Documents and Settings\ShannonlMy Documents\ENERCALC Data Files\wood post calcula6ons.ec6: " ENERCALC, INC. 1983-2008, Ver.. 6.0.18, N:42801 !tense. • wrier Braced x -dir - single 2x4 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 ) Hem Fir No.2 850.0 psi Fv 850.0 psi Ft 1, 00.0 psi Density 405.0 psi Wood Species Wood Grade Fb - Compr Fb - Tension Fc - Prll Fc - Perp 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 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 0 0 Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 Wood Section Name 2x4 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn 1.50 In Allowable Stress Modification Factors .50 in Cf or Cv for Bending 1.50 Area 5.250 in ^2 Cf or Cv for Compression 1.150 Ix 5. 5 4 in^4 Cf or Cv for Tension 1.50 ly 0. 84 8 in "4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built -up columns 1.0 NOS 15.3 2 Use Cr : Repetitive ? No 00P0 a°IVI 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 Exact Width Exact Depth Axial 1, 00.0 ksi 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 • 0.96901 :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 .009 120:1 +D +L +H .Oft 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 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 Maximum Shear Ratios Stress Ratio Status Location 0. 5218 PASS 0.0 ft 0. 6 01 PASS 8. 6 ft 0. 5218 PASS 0.0 ft 0.7861 PASS 8. 6 ft .0048560 .00 7120 .0048560 .0084 80 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 -0.004 -0.004 -0.008 -0.004 -0.004 -0.008 Maximum Deflections for Load Combinations - Unfactored Loads -0.000 -0.000 -0.001 -0.000 -0.000 -0.001 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.2436 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 : Job # Printed: 31 MAY 2008 Wood Column Description : File: c:\Documents and Settings\Shannon\My Documents\ENERCALC Data Files wood post calcula8ons.ec6 ENERCALC, INC. 1983-2008, Vet: 6.0.18, N:42801 71s, . , sx` y?., °.:vN. 'rcen'se,e 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 ) Allowable Stress Design Top & Bottom Pinned Wood Species Wood Grade Fb - Compr Fb - Tension Fc - PrII Fc - Perp E : Modulus of Elasticity .. . Basic Minimum Hem Fir No.2 850.0 psi 850.0 psi 1, 00.0 psi 405.0 psi Fv Ft Density .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 ly Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 2 -2x4 Graded Lumber Sawn .0 in 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 .50 in 10.50 inA2 10.7188 in ^4 7.8750 in^4 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 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 15.32 NO (non -gi ". inivl Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing 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 0.96501 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft .2182 k 1.6000E -005 k -ft .0001560 k -ft 8 .515 psi 0.011099 : 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 Maximum Stress Ratio Shear Ratios Status Location 0.40184 PASS 0.0 ft 0. 6501 PASS 8. 6 ft 0.40184 PASS 0.0 ft 0.75585 PASS 8. 6 ft .005550 0.0110 .005550 .00 7120 PASS PASS PAS S PAS S 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 -0.009 -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 Only 0.0696 in 5.255 ft 0.005 in 5.255 ft H Fitt.] 1 -lee `Ifl?; 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 : '_11C , fax 253 - 857 -7599 Title Block Line 6 Wood Column Job # Printed. 31 MAY 2008 File: c:IDocuments and Setlings\SlhannonlMy Documents\ENERCALC Data Fileslwood post calwtatons.ec6 ENERCALC, INC. 1983-2008, Ver 6.0.18, N:42801 ,L1c ..,:11W -0600 '.122'" Description : Braced x -dir - triple 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height .0 ft ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv 150.0 psi Fb - Tension 850.0 psi Ft 525.0 psi Fc - Pr!' 1, 00.0 psi Density 27.70 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 1, 00.0 1, 00.0 Minimum 470.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 '`.a ".. . License _Owner, -:HODGEENGINEERINGINC Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 Wood Section Name -2x4 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn 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 4.50 in Allowable Stress Modification Factors .50 in Cf or Cv for Bending 1.50 15.750 in "2 Cf or Cv for Compression 1.150 16.0781 in "4 Cf or Cv for Tension 26.5781 inA4 : Wet Use Factor Ct Cm :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 1.50 1.0 1.0 1.0 1.0 NDS 15.3.2 No (non -gib or11v) 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 0.96062 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 5.027 k 2.4000E -005 k -ft .0002440 k -ft 8 .515 psi 0.011562 :1 +D +L +H .0 ft 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 +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 0.41840 PASS 0.0 ft 0. 6062 PASS 8. 6 ft 0.41840 PASS 0.0 ft 0.7 46 PASS 8. 6 ft .0057810 0.011562 .0057810 0.010117 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 -0.014 -0.014 -0.027 -0.0''4 -0.014 - 0.07.7 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 t' 0.005 in 5.255 11 H ern-1i iCe itw John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 :.11C , fax 253 - 857 -7599 Title Block Line 6 Title : Column Calculations 2006 IBC AlDsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes Job # Printed: 31 MAY 2008 Wood Column L`rc �.:.- >.W-,0600 122 Description : '��'1 ti•,i.�P'v°+. ...;.r�?' -. i4.j�..�`���/',Y�, .�Gi!?'C .File: c:10ocuments and Setdngs4Shannon\My DocumentslENERCALC Data Files lwood post calculadons.ec6 ENERCALC, 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 : 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 ... 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 : 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 sw >, :` ;License ,Owner- :fHODGE'ENGINEERINGIINC Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 2x6 Graded Lumber Sawn 1.50 in 5.50 in 8.250 inA2 20.7 6 inA4 1.546 inA4 Allowable Stress Modification Factors 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 1.0 Ct : Temperature Factor 1.0 Cfu : Fla! Use Factor 1.0 Kf : Built -up columns 1.0 ND5 15.3 .2 Use Cr : Repetitive ? No jr,on-rglo dray) 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 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 0.98148: 1 +D +L +H Myy, NDS Eq. . - 8. 6ft .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 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 Maximum Shear Ratios Stress Ratio Status Location 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 .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 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 Only 0.3543 in 5.255 ft 0.003 in 5.255 ft Ho enri i -lee' John Hodge P.E. 2601 Jahn Ave NW Ste 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 Wood Column. Project Notes : Job # Printed: 31 MAY 2008 File: c;Documents and Setings\Shannonwly Documents1ENERCALC Data Fileslwood post calcutations.ec6 .ENERCALC. INC 19832008, Ver. 6 0.18, N 42801 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 Fl 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 .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 : 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 ._ L`icense Owiier�;�HQOGEENGINEERING INC) Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 2 -2x6 Graded Lumber Sawn .0 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 16.50 in ^2 41.5 8 in^4 12. 750 in^4 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 NnS 15.32 No (non y!5 0ni4 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 Forma 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 0.85951 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 8.0286 k . 000E -005 k -ft .000 10 k -ft 805.01 psi 0.01 658 :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 +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. 166 0.85 51 0. 166 0.70815 PASS PASS PASS PAS S 8. 8. 8. 8. 6ft 6ft 6ft 6ft .00882 0 0.01 7658 .00882 0 0.015451 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 -0.022 -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 H erlrl I lee 111 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge MI Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 Project Notes : 1110 . fax 253 - 857 -7599 Title Block Line 6 Job # Printed: 31 MAY 2008 Wood Column ;rc...::a::eW 0600- 00A : File: c:\Documents and Settings\Shannon.My Documents\ENERCALC Data Files\wood post calculations.ec6 ENERCALC; INC. 1983.2008, Ver. 6.0.18, N :42801 cerise • wneri :;, • ■ r ry 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 Wood Grade Fb - Compr Fb - Tension Fc - PrII Fc - Perp Hem Fir No.2 850.0 psi 850.0 psi 1, 00.0 psi 405.0 psi E : Modulus of Elasticity ... Fv Ft Density x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 Wood Section Name -2x6 Wood Grading /Manuf. Graded Lumber .0 ft Wood Member Type Sawn 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Exact Width Exact Depth Area Ix 4.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 Cf or Cv for Compression Cf or Cv for Tension ly 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. 24.750 inA2 62. 06 in ^4 41.7656 in ^4 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 1.10 1. 0 1.0 1.0 1.0 1.0 NDS 15.3 2 No (non 9Th only) 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 0.909 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 14.042 k 6.8000E -005 k -ft .0006840 k -tt 805.01 psi 0.020601 : 1 +D +L +H .oft .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 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. 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 0.010 01 0.020601 0.010 01 0.018026 PASS PASS PASS PASS .0 ft Oft 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 -0.038 -0.038 -0.076 -0.038 -0.038 -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 Ho Onr.1i lee iri 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 :11C • fax 253 - 857 -7599 Title Block Line 6 Project Notes : Job # Printed: 31 MAY 2008 Wood Column lefe.::4:44T-060 22 s Zf; t;y` 3' File: c:\Documents and Sedings1Shannon1My DocumentslENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983-2008, Ver 6.0.18, N:42801 hM' cen'se o wn 0 Description 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 - 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 .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 : 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 Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 4 -2x6 Graded Lumber Sawn 6.0 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 .0 inA2 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 8 .1875 in"4 .0 inA4 1.10 1. 0 1.0 1.0 1.0 1.0 NOS 10.3.? No (non -gib 'iv) 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 Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable = 0.92629 : 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 0.0220 :1 +D+L +H .oft . 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 PASS 0.0 ft 0. 262 PASS 8. 6ft 0. 7858 PASS 0.0 ft 0.7 7 8 PASS 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 H Nrlr] 1 IE-'r,"'Irl'„ John Hodge P.E. 2601 Jahn Ave NW Ste al Gig Harbor, WA 98335 VW 253 - 857 -7055 Inc . 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 Description : File: c:IDocuments and SethngslShannon1My Documents\ENERCALC Data Files\wood post calculations.ec6 ENERCALC, INC. 1983 -2008, Ver.. 6.0.18, N;42801 a License,Owner ,'HODGEEENGINEERING *INC Unbraced - single 4x6 9' stud DF not braced by wall - eccentricity .167 times depth General Information Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 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 - PrII 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 Oft 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 4x6 Graded Lumber Sawn .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 Cv for Compression 1.150 Cf or Cv for Tension 1. 0 Cm : Wet Use Factor 1.0 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 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 1.0 1.0 1.0 NDS 15.3 .2 No (r"on.glboily) 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 0.9245 :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 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 . . .0086 10:1 Bending Compression Tension +D+L +H Cf or Cv : Size based factors 1.300 1.150 .0 ft 1.560 psi psi Load Combination +p +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. 1045 PASS 0.0 ft 0. 245 PASS 8. 6 ft 0. 1045 PASS 0.0 ft 0.702 5 PASS 8. 6 ft 004 60 0086710 004 60 .0075870 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 -0.015 -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 enrli-lee'irlcl Wood Column Description : 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 : :11C . fax 253- 857 -7599 Title Block Line 6 Job # Printed: 31 MAY 2008 File: c:1Documpnts and Settinps\Shannon\My Documents\ENERCALC Data Flleslwood post calculations.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.18, N:42801 License Owner „HODGEENGINEERING<ING 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 Fv Fb - Tension 850.0 psi Ft Fc - PrII 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 Axial 1,600.0 ksi 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 Goveming NDS Formla np Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 6x6 Graded Lumber Sawn 5.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1.0 0.250 in "2 Cf or Cv for Compression 1.0 Cf or Cv for Tension 1.0 76.2552 in"4 76.2552 in"4 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 : 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 1.0 1.0 1.0 1.0 NDS 15.3.2 No (non- glhoniyl Service loads entered. Load Factors will be applied for calculations. = 0.94 86 : 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 7k 7.6000E -005 k -ft .0007570 k -ft 0 .1 1 psi 0.015551: 1 +D +L +H .0 ft 2.7 2 psi psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0084680 k Bottom along Y -Y .0084680 k Top along X -X 0.084676 k Bottom along X -X 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. 1 12 PASS 8. 6 ft 0. 4786 PASS 8. 6 ft 0. 1 12 PASS 8. 6 ft 0.75042 PASS 8. 6 ft .0077760 0.01 5551 .0077760 0.01 607 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 -0.042 -0.042 -0.085 -0.042 -0.042 -0.085 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance -0.004 -0.004 -0.008 -0.004 -0.004 -0.008 Max. Y -Y Deflection Distance D Only 0.0283 in 5.255. 0.003 in 5.255 ft C ®Iumn,.°Table A.11®Ywable Stresses • BOIISE GLULAMTM COLUMNS Allowable Axial Load - 21 F -V1 Column Grade Column Leith ft] x rYr it 11 i de -+ Cot. l u�.r.0 3T F,,„,, v^..., „. +) lAllowable Axial Load (Ib) 31/8' x 6" 31/8' x 71/2" 51/8' x 51/8' ..rfi i- o ...a..,' l• ug: de e C-- 'a: . Allowable Load (- Ibt Wm> 51/8' x 6" 51/8' x 71/2' 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 18,290 j 2Q100 16,610 21,210 22,850 25,130 26,520 29,950 33,910 36 470 35,070 39,700 42,700 5 15,460 17,280 19,330 20,760 16,870 13,780 21,600 17,390 14,130 28,230 26,210 23,980 31,650 29,050 26,210 33,830 30,800 27,560 33,060 30,700 28,090 37,070 34,020 30,700 39,620 36,080 32,280 6 12,760 10,530 13,490 11,020 13,910 11,300 15,960 13,160 7 35110 38,380 40,350 9 8,760 7,380 _9,110 7,640 - _9,310 7,780 10,960 9,230 11,390 9,550 11,640 9,730 21,640 19,330 23,320 20,600 24,310 21,340 25,350 22,640 27,310 24,130 28,470 24,990 31,690 28,310 34,160 30,170 35,610 31,250 10 6,280 6,450 6,590 5,640 7,860 6,760 8,100 8,240 J 17,200 15,310 18,170 16,080 18,740 20140 21,290 18,830 21 950 19,350 25 190 22,420 26,620 27 450 11 5 410 5 560 6 950 7 050 16 520 17,930 23,550 24,200 1 2 13 4,700 4,120 _ 4,810 4,210 4 880 4,260 _ 5 870 _ 5,150 6,020 5,260 , 6,1.00. 1 13,670 5,330 12,250 14 280 12,750 14,640 13,040 16_,010 14,340 16,730 14,930 17,150 15,270 20,020 20,930 18,670 21,440 19,100 17,940 14 15 11,020 9,950 9,030 8,220 11,430 10,300 9,320 8,470 11,670 10,500 9,490 8,610 12 900 11,660 10,570 9,630 13,390 12,060 10,910 9,920 13.570 12,290 11,110 10,090 16 140 16,750 17,090 15,380 13,900 12,620 14,580 13,220 12,040 15,080 13,650 16 17 12,410 18 7,510 6,890 7,730 7,080 7,850 7,180 8,800 8,070 9,050 8,290 9,190 8,410 11,010 10,100 11,325 10,360 11,500 10,520 19 20 __ - -_ 6 340 5,850 _6,500 5,990 6,590 7,430 6,860 7,610 7,720 7,110 9290 8,580 9 520 9,660 21 6,070 7,020 8,780 8,900 22 23 24 Column Length ft e q >, r a of < man1ZC' bW 4.wpr.., a,rau 63/7, Wide olum' 4 .......,,,,,,,,,,,p.....,,...„ r ,,, fir vAllowale Axial Load (Ib)�. 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 63/4" x 6' 63/4" x 71/2" 100% 115% 125% 100% 115% 125% 1 4 5 - t I 6 7 $--- _ 9 -- - 36,130 39,200 0 ---- - 41,010 - 10 11 33,010 35,400 36,800 31,850 32,950 28,670 29 540 25,840 26,560 36,370 33,300 3_8,730 35,250 40,120 36,380 29,980 27,150 12 13 24,610 14 22,350 2280 23,950 21,200 r 21,700 30,510 27,960 32,120 29,330 33,060 30,120 15 20,350 16 17 18 580 17,010 19,300 19,710 17,620 17,980 25,690 23,650 26,840 24,650 27,520 25,210 18 15,620 16,150 16,450 21 820 20,180 22,670 23,170 19 14,390 14,850 15,110 20,930 21,350 20 13,290 13690 13,920 18,710 19,360 19,730 21 12,310 12,660 12,860 17,380 17,960 18,280 connector capacites. Load values are not shown for longer lengths if the controling slenderness ratio exceeds 50 (per NDS). 22 23 11,430 10,640 1L740 10,910 11,910 11,070 16190 15,110 16„.690 LI 6,980_ 15 560 15 810 , , 24 9,920 10,170 1 10,300 14,130 14 530 14 760 ea.:.. cry c ax it: r..a.7zra; Lw2r'b'^,,;3 : olumn Allowable, e$ign tresses OEN WIN FiiGSP.' ��.+' .�4.'_faYC:J.aReocrv.iil� °:;Ya- Bending Fb [psi] Load Perpendicular Load Parallel to to Guidelines Guidelines Modulus -of Elasticity E [psi] Load Perpendicular to Guidelines 2100 2100 1800 1,900,000 1,800,000 560 1450 .:; IMPSON 17.1 SIMPSON STRONG -TI? 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 RR 1 Actual Allowable Actual / End Total Axial Actual Model Type w H T Sill Anchor Load Uplift 1 I Rigidity (in) (in) (in) Anchor Bolts (Ibs) (Ibs) SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 Ib i SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 Ib Actual Shear & Drift Distribution: j RR 1 Actual Allowable Actual / Actual Drift Model Relative Shear Shear Allow • Drift Limit Rigidity (Ibs) (Ibs) Shear (in) (in) IIt SSW18x9 0.50 1165 < 1380 OK 0.84 0.24 0.48 SSW18x9 0.50 1165 < 1380 OK 0.84 0.24 0.48 2- SSW18x9 are OK along the same wall line. SSW18x9 requires SSW18 -1 KT 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: *Hodge Engineering Proj #: Architect / Plan # *Site Address: lient'Information DOAK HOMES INC. *Phone: Fax: 8.0009 Mobile: Email Address: Items with (* are required. rolect Information; 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: I 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.hodgeengineerinq.com i • City ofT Asr a1� Jim Haggerton, Mayor March 15, 2010 Department of Community Development Darryl Doak Jr. 1181226 Ave SW Burien, WA 98146 Incomplete Letter #1 Development Permit Application D10 -054 Doak Homes, Lot D —12223 50 Av S Dear Mr. Doak, Jack Pace, Director 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, fifer M. shall it Technician Enclosures File: D10 -054 W: \Permit Center \Incomplete Letters\2010\D10 -054 Incomplete Ltr # 1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Building Division Dave Larson, Senior Plan Examiner Determination of Completeness Memo Date: March 15, 2010 Project Name: Doak Homes, Lot D Permit #: D10 -054 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. PE i 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -054 DATE: 03 -18 -10 PROJECT NAME: DOAK HOMES LOT D SITE ADDRESS: 12223 50 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: �� Tding Diirissiion Public Works 4re Prevention Structural Vim Jf Ovl,cD Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 03-23 -10 Not Applicable 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 Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions DUE DATE: 04 -20 -10 Not Approved (attach comments) ri 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 OPERMIT COORD COPY a PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -054 DATE: 02/25/10 PROJECT NAME: DOAK HOMES, LOT D SITE ADDRESS: 12223 50 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPP�ARTMEN S: B iTdin 'vision Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Comments: DUE DATE: 03/02/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route ❑ REVIEWER'S INITIALS: Structural Review Required No further Review Required ri DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/30/10 Approved Approved with Conditions ri 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 stip.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 / 1 B( (0 Plan Check/Permit Number: D10-054 • 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 D Project Address: 12223 50 Av S Contact Person: o ((l rJk_ Phone Number: 2` ".54. 36 f Summary of Revision: y refs 6 1 60,0 2 c c_s CITY OF ivinvitill AAR .1 8 2010 . �•.�„ri,e CSR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision c Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 3'4 3 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: City otVTukwila • Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206 -431 -3665 Web site: http: //www.citukwila.wa.us Parcel No.: 0179001731 Address: 12223 50 AV S TUKW Suite No: Applicant: DOAK HOMES, LOT D WATER METER INFORMATION Permit Number: D10-054 Issue Date: 04/05/2010 Permit Expires On: 01/08/2011 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2385 SF SFR WITH 466 SF ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER, 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: 11040106 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 -054 Printed: 07 -13 -2010 Residential Sewer Use Cceification 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 /0223 )kh Property Street Address Wei %'f% State ZIP � Owner's Name 1/8/z 2 `/ st,c Owner's Mailing Address 12r 'eel 206) 2-4f6 s 7 V ik State ZIP Owner's Phone Number (with Area Code) Z06 3`72_ 2Zt.3c Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate Sewer District Date of Sewer Connection Side Sewer Permit Number OrMe12 1731 REC IVED CITY OF�KVNLA FEB 2 5 2010 PERMIT CENTER Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Residential Customer Please check appropriate box: Equivalent (RCE) Single- family (free standing, detached only) 1.0 Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) O 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces If Multi- family, will units be sold indiv 1.6 2.4 3.2 1.0 - Yes ❑ No 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 bui, din • ❑ Yes ❑ No Was building on S•° itary . e e ll�l Yes ❑ No Sewer disconnect Type of building de olis Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Home4wneF's' Association? ❑ Yes ❑ No Dtoocz•I 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 resubmissib rrected d determinati of a revised capacity charge. Signature of Owner /Representative — Date Z/ZV //O Print Name of Owner /Representative 4k T3 ' 1057 Rev. 10/04 White — King — Local Sewer A enc Pink — Sewer C (Rev. 10/04) g County Agency Customer Date Application Expires: 0 y 1� �l�G Staff Initials: / J CITY OF TUKWILA • Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://Www.cl.tukwila.wa.us Permit No. Project No. • 6, If)f�U S —c 01 (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 01 76) c+ / —J . / Site Address: 3 6 -0 " live S lZZ(9 t" G {t€ 5 King Co. Assessor's Tax No., 0 171 Cl'? 1-1 3° . j, t ci. (0,2- . 7(c3 Suite Number: Tenant Name: ,' Property Owners Name: \CYr+ Mailing Address: t' ( c: Type of Existing Use: i) Is existing building vacant? N cn City Size of Existing Use: For how long? Zip Nogg u Name: 7 r Mailing Address: Teti !� f Ate .S L .d-Mail Address: UIL In C3 'v G j/ylG1 t (. t' aA Day Telephone: Z 06> 140-3 Irjr em (it) City > �. State Fax Number: G K_ `1 A LA 6 l °�r Scope of Work (please provide detailed information): C Art) Type of work: New ❑ Addition ❑ Change of use ❑ Remodel ❑ Tenant Improvement Type of Proposed Use: Y 5-i 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 pennit 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 owncrs 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. PROPERTY ;nature: Print Name: OR AUTH AGENT: / Date: ) 7 _ Day Telephone: 2 Y6.3 E ( / Mailing Address: ! (.(,p �I✓ti �J' Wok B City State Zip !Date Application Accepted: UI /pi d' /o 2 Contractors or Tradespeople Printer Friendly Page • 40 Page 1 of 1 General /Specialty Contractor A business registered as a construction contractor with Lttl 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 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 aNbsp; 01/01/1980 7/7/2003 Until Released Bond 08/26/2008 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Ar 18 NAVIGATORS SPEC INS CO SE07CGL00934602 08/26/2008 08/26/2010 $1,0( https://fortress.wa.gov/lni/bbip/Print.aspx 04/06/2010 j 08 \ This file was checked out from the 's Repordicenter When yo this your geed for ma it to the ank you cmp �.._ 'nation, please re Clerk's Office for check -in. F? ELEVATION • 4T.ION I-IT ELEVATION 1/8 "•1' -0" �4I3BI VIATION'S (ASV, P1. ). • ABOVE PLATE A/A • _ ATTIC ACCESS . .. S3.O • BEAM BY OTHERS . CANT. • CANTILEVER C. A • CRAWL SPACE ACCESS GFh1 • CUBIC FEET PER MINUTE. DN • DOWN DW • DISH WASHER P$D, . • FOOTING BY OTHERS FL. • FULL LiGHt • . PJ .1. • RJRNACE FX • FIXED . . HC • HOLLOW CORE LBW . • LOAD BEARING WALL. . MECH. • MECHANICAL O.G.. . • ON CENTER . . OPT. .. • OPTION PL . • PONT LOAD . R • RISERS R18 • ROD AND SHELF REFR. . • REFRIGERATOR SC • SOLID CORE 614 • SINGLE HUNG SLGD.. . • SLIDING GLASS DOOR TAG . • TONGUE AND GROOVE TRANS • TRANSOM . . VTO . • VENT TO OUTSIDE WH • WATER HEATER . ROOF GENERAL NOTES:. A . CONTRACTOR SHALL PROVIDE ATTiC VENTILATION AS PER CODE . B. PROVIDE FLASHING • AU. VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES . C. PROVIDE FLASHING AND. COiNTER FLASHING AT CHIMNEYS A MiK OF s' ABOVE ROOF SHEATHiNG 4 CRICKETS AS 814011. D. RAFTERS IOU. BEAR DIRECTLY ON TRUSSES OR 5LOCK56 ISETiLEEN 114E 1RU68ES E If.ADER3 TO BE A MINIIIIM CF 410 DR LINO is PROVIDE DOUBLE FELT LNDERLAYMENT FOR COMPOSITION ROOFING: (TYP.) FOR SLOPES LI NDER.412 G .LNDERLAIT'ENT SHALL BE APPLIED N SHINGLE FASHION, PARALLEL TO AND BTARtMG FROM THIE EAVE t LAPPED 2', FASTENED SIJFFICEE TLY TO HOLD N PLACE END LAPS SHALL BE OFFSET BY 6 FEET. VENTILATION CALCULATIONS 4 REQUIREMENTS METAL TIES MAX 24" olc HORIZONTAL 4 VERTICAL- ING PER PLAN TYPICAL FLASHNG SEE TYPICAL WALL SECT TYPICAL EXTERIOR WALL BRICK _CAPSTONE - _APTRSISTANT = MORTAR SETTING BED -2X6. DBL. PLATE .. :-2X6 FRAMING ER W/ i" AIRSPACE SHEATHING 22 GA. G S M MA TIE. i) PER (2) SF OF VENEER ARkSti YP I(T. UN.0) AT LEAST 50% 1 NOT MORE THAN 80% OF R OIIIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (MIN. 3' ABOVE EAVE OR CORNICE VENTS) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VEMNG. . PER tRC 8061 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR UkERE CEILINGS ARE APPLIED DIRECiLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL. HAVE CRO85 VENTILATION OF EACH OPERATE SPACE BY VENTILATING ()PRIM PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OFENNCsS SHAD. BE PROVIDED WITH CORROSION RESISTANT WIRE MN, WITH ti" MN. 4 4' MAX OFENINGa F EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRICT THE FREE FLOW OF AIR (MIN. 1' SPACE EMMEN INSULATION AND ROOF. 81 -EMI% * VENT LOCATION. . BAFFLING OF THE VENT OPENING$ SHALL 13E iNSTALLED. BAFFLES SHALL BE RIGID AND WAD - DRIVEN MOISTURE RESISTANT iF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXIEJDMG HUARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT CF NON- CCMPRESSED INSULATION, 4 t2' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) 1048 ea FT. OF ATTiC AREA(300.349 ea Ft. OF VENTILATION REQUIRED 1503 Sa ACHES) MN VENT • 252 Sq. In . . LOW VENT • 252 Sq. Nt OT : EAVE V INS PROVIDED BY (3)-2' DIAMETER "BIRD HOLES" PER EAVE BLOgM . C1111 Sq. In PER BLOCK). . hiarga UPPER ROOF V! NTING PROVIDED BY ROOF VENTS. (491 N. PER VENT) ,, UIEATNERINC c. a €, MOD FROST LINE DEPT TERMITE . t . • Gi4T7MOD 5LICNT EE INSUL QLATIO TABLE PO JIREMENTS D'' =y " WALL REQUIRED OR 5 S CHANGE TO IHTT22 ROD - EMBED 9" INTO THE +T'» WALL IS AT EAST 8" THICK RESISTANT -LATH • MORTAR SETTING BED MORTAR JOINT BOLA' • :;,, T TO 6 ,. = OF WEEP HOLE �x JOISTS SI x PACING PER PLAN ;",,RACING NOTE: SEE FOUNDATION DETAIL(S) ANDS_ FOR REBAR AND All INFORMATION 30' -0" HEIGHT TYPICAL FLOOR CONSTRUCTION ADJUST LEDGE FOR VENEER THICKNESS MAX THICKNESS 4" SDC DIc '2 MAX 30' -0" TALL ERIN 'INDEX — SHEATHING --� RESISTANT . . —LATH • — MORTAR SETTING BED --CULTURED STONE = MORTAR JOiNT 2X STUD WALL • = INSULATION (WHERE OCCURS) � r r: vl.!'7i'.i t pi'.100. i ct th 1 i�;S:iOncdciyCdl p 0' pptovva Fiiild Copy; E C,:C3 Cr2 Cta C :: ..La cr cr"':.'T,ail c; . ,....� b ca.tio •1i4LiC,; J: !BRiCIK 4 STONE. VENEER DETAILS 25 .YR ARCHITECTURAL COMPOSITION ROOFING REVISIONS No changes shall bo made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions *lit require a new plan submittal and may include additional plan review fees. STUCCO BD UJ /. 4" BATTS e 24" o /c- 10:12 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 A--S— kilt_ City of Tukwila BUILDING DIVISION a 10:12 • 10:12 Permit No.. O•. 05 Qt PIAn review approval is subject to errors and omissions, Approval proval of construction documents does not authorize Vic: violation of any adopted code or ordinance. Receipt rp approved Field Copy editions is a owledged: By Date: ROOF PLAN I /8 "•1' -O" .S. DOWNSPOUT REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1 4" METAL. GUTTER ON Ix8" RS FASCIA :Teti G • �lr�,1AitYr t-� City Of Tukwila ,khrYti • 1 ilj>,ntif �, ►1,1= • BUILDING DIVISION ''k 4 i 4y��u '�Ir�r41rrlt1ri ,���; ,� 1iiTT�G +�9 .3. . tl dlli'i1 Y r 1 1�yi�t �}l Jk to "(1111 f R Jlii yiM c i( Y r • i► �r"1 . II I' , 1 Y it i � `kiiifrr�IAitNIitt 1 1! ROCK VENEER PER M,4NUFACTUfR1Jr°bt�,(1t Y r ,� aIN1,11�1>;arl�lt r NOTE: FAN WALLS TO EXTEND A MIN. OF 4 ABOVE THE ADJACENT FINISHED GRADE FOR WALLS FINISHED W/ VENEER PER PETAL A/A 1 < -1(' A an y1, L 7 (r1- _,‘•tf iA 'v . t� <Nr� , , `fir, - --.1 = ,_ f LA/ ,r . >.1 `)A-- L'5v `_ -719 Y 4,J G -'r' '' ;_i�, RECEIVED .. MAR 18 2010 -"i PERMIT CENTER SEP 2008 PERe CAZEI 1/4 " •T' -O" , NOTE: ADDRESS OR NOUSE • TO BE POSTED 4 PLAINLY VISIBLE PROM STREET FRONTAGE 13' -1O 31 -9" 31-10" PROVIE 11114 36" LANDING 6 %0x1/10 SL. DR • ZERO- CLEARANCE GAS. FIRE PLACE W/ DIRECT VENT MEDIA NICHE AHOVE DINING 11'10x12'o (1O' ,CLG.) SOAKING TUB x12 CLG. COUNTER TOP ISLAND 2... , - o" 31_2�" M. = • 1-I 6'8x 8'O ' -10" 3' -8" • • 3' -3" ARCH BATH 22/4 l C (9' Y.TA. \ . 50Cal COMPUTER IMPACT B IER RAISE IV ° FOR AND 1- IALL'� (9' CLG) PRO a; IN 36" LA I?, NG PR ILL SE PRO ILLU SEC SOFFIT DN 6" STUDY 19'1x10'4 (10' CLG.) Y.TD, DO CAM IMEDEgi 10'2x16'8 (9' CLG.) (2) 3 /Ox1/O SH. 216x410 544 6 /OxS /O O.H.D. (2) 3/0x5/6 aN FLOOR FLAN CALCULATIONS REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 MAIN FLOOR: LPPER FLOOR 1009 SF • 1316 SR 23135 SF 466 SF S' -1" 1/4".P-0". IN FLOOR PLAN UPPER FLOOR PLAN 5. MIN. AIR EXCHANGE CEILING PANS PER PLAN INI7ERCONNECTEP WITHEBATTE Y TACK P . TEMPERED. GLASS .Q 1/4" 1•11-0" NOTE: ALL WINDOWS ON UPPER FLOOR(S) TO BE MIN. 24" FROM F.P. OR WAVE WINDOW GUARDS INSTALLED 5 MIN. AIR EXCHANGE CEILING FANS PER PLAN 110. VOLT SMOKE DETECTOR WARD WIRED . INTERCONNECTED WITH !BATTERY BACK -UP. TEMPERED GLASS QQ CIO' 0 RECEIVED MAR 18 2010 PERMIT CENTER 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 7023.1) 524 ILLIMNATION NOTES: PER !RC SECTION 303h, 831191 ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL EE PROVIDED UATH A MEANS TO ILLUMINATE TIE STAIR INCLUDING LANDINGS 4 TREAD& INTERIOR StAIRUAYS SHALL BE PROVIDED:UATH AN ARTIFICIAL LIGHT SOURCE LOCATED N TIE IMMEDIATE VICINITY CP 11.E LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL 8E PROVIDED WITH A LIGHT SOURCE LOCATED N NE MEDIATE VICINITY CF THE TOP CP TIE LANDING awe STAIRWAY. LIGHTNCs CONTROLS SHAU. DE ACCESS�LE AT 11.E TOP 4 BOTTOM CF EACH STAIRWWY U.11HOUT TRAVERSING AN1r S1EP8 NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ONE HANDRAIL RAM ccNTISJWe iwROUGH HILL . LEM1H OF STAIR . . • 34' MIN. HT; 38' MAX. HT: • END SHALL RETURN TO • WALL OR NEWEL POST OR : . VVLUTE HANDRAL MUST BE STRONG ENOUGH TO RESIST A 200 LB. PT. LOAD IN ANY DIRECTION.' ;0 4' SPHERE SHALL HANDRAIL TO BE - -. = = CN m NOT PASS . ON Al LEAST ONE BIDE OF STAIR. 441 p � 8F�L41.1... 0 • VV �1 HANDGRIP PORTION OF HANDRAILS SHALL HAVE cIRCU.AR CROSS SECTION OF 1 ' MIN. $ 3'�4'. MAX EDGES SHALL HAVE A MIN. RADIUS OFyi'. ALL REQIIRED GUARDRAILS tO pE 36' ' MILL N HEKaH1': - 2x STUDS 016" o/ - 1�2" DRYWALL VENT FLUE UP THRI ROOF 3/4" PLYWOOD " DRYWALL 1/4" PLYWOOD BACK 1V2" DRYWALL • 4x HEADER PER PLAN. 2x WD. SLOGGING (TYP) . ,:.-2x4 CLEAT .. SEISMIC STRAPPING PER MANUFACTURERS SPECIFICATION —PLA 'IC LAMINATE ON • 3/4" LYWOOD ' MAX RISER HL' SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS. WITH (5) -I6d NAILS' 3/4" PLYWOOD SHAPED 2x10 SPACERS WILL BE CUT TO INSURE A TIGHT FIT TO WATER HATER 6' SPHERE LNASL.E TO PASS THROUGH OPENING (2) Ix PLYWOOD 11 YP) .. PLASTIC LAMI' 3/4" EL•W WQDD WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF. GRAVITY LOADING'. 2x STUDS 0 HANDRAIL TO 13E PROEM IT ON . ON At LEAST ONE SIDE CF STAIR . H4NPGRIP PORTION CP HANDRAILS . SHALL HAVE CIRCULAR CROSS SECTION OF I'4' MN. 4 254' MAX EDGES WALL HAVE A MIN. RADIUS CF 1b ' . ALL REWIRED, GUARDRAILS TO BE 36' MN. IN HEIGHT. '1/,4 -3 OU'I OF SINK .. WHE .. rr CURS 3/4" Awe ABLE PLYWD. DELVES -00TAKZOW001, ES lTY -a RECESSED ADJUSTABLE SHELF STANDARD [TYP.) I /4" PLYWOOD BACK PRESIDENTIAL COMP. (SEE ROOF PLAN) • : 30" FELT EA. COURSE SEE SHEAR WALL SCHEDULE Fo, f-4 :0A1.1-111' THII' MANUFACTURED TRUSSES e. (OR 2XRAFTERS 4 CLG. JS t �a R -38 ELEC.. RESIST. INSULATI �,, ,��'- R-30 ELEC. RESISSATI IGLE i" T=IER / V 1�2" GYPSUM BD 61 E ph -INSUL BAFFL , » , VE V RESILIENT BASE . 2X WD. BLOCKING [TYPJ ArEdiNaaot "X12" ,4L ARCM DET TYPICAL BASE CABINET DETAIL TYPICAL CAS: FIREPLACE' DETAIL : t t0 OF A 0 OPTIONAL RECE89ED "CAN LIGHT 3 FINISHED WbOD C MOULDING q ARCH. TOP DRYWALL PER PLAN [ ") WISHED WOOD LAMINATE 3/4" PLYWOOD SILL =ICV r 'o • . _� 1 '1/,4 -3 OU'I OF SINK .. WHE .. rr CURS 3/4" Awe ABLE PLYWD. DELVES -00TAKZOW001, ES lTY -a RECESSED ADJUSTABLE SHELF STANDARD [TYP.) I /4" PLYWOOD BACK PRESIDENTIAL COMP. (SEE ROOF PLAN) • : 30" FELT EA. COURSE SEE SHEAR WALL SCHEDULE Fo, f-4 :0A1.1-111' THII' MANUFACTURED TRUSSES e. (OR 2XRAFTERS 4 CLG. JS t �a R -38 ELEC.. RESIST. INSULATI �,, ,��'- R-30 ELEC. RESISSATI IGLE i" T=IER / V 1�2" GYPSUM BD 61 E ph -INSUL BAFFL , » , VE V RESILIENT BASE . 2X WD. BLOCKING [TYPJ ArEdiNaaot "X12" ,4L ARCM DET TYPICAL BASE CABINET DETAIL TYPICAL CAS: FIREPLACE' DETAIL CC 2 o _' 0 0 0w z—IQ odo w O. N 0F • O � W D5 S FA 5CIA pID S „EE NATIONS) •.. I5” BL' A t APR (OR TYVEK) SEE ! R ALL SCHEDULE FOR SHEATH' 2X6 ' DS 016" O.C. R -2 EC. RESIST. AT EXT. WALLS 2 PSUM BD. .. • AS& IM .JOISTS MANUFACTURE TRUSSES •3/4' FLOOR SHTG JOIST OR SUM JOISTS a 16' o/c FLO . 3/4" FL. JOIST ` 1�2" GYPSU FLOOR PLAN) • EILING TOP OF PLATE FLOOR FINISH SUB FLOOR FL J :MO (EE PLAN) R -30 ELEC. RESIST. I ATION AT CRAILSPACE. 6 MIL BLACK "YISQUEI= I , OBEID '141 PLYWOOD LANDIN3 SHTYs DOL. JOIST 2X6 P.T. MUDSILL bib" a A.B. a 12" 0 r5 A o, NON -SHEAR WA I4, UN.4 (SEE SHEAR WAL CI-ED FOR ALL OTHERS (MIN. (e nvP!_C�,ER) MII �EMB f _ ... REVIEW�E�DFOR CODE CO E APPROVED MAR '31.2010 CityotTukwila BUILDING DIVISION 340 TAG PLYW'D •' II -7/8" ENG..JOISTS * .16' O.C. JSt • 16' o/c • GI 2008 N9TER CO TYPICAL INSULATION SCHEDULE INSULATION PER WSEC'REQUIREMENTS AREA WALLS. FLOORS CEILINGS. BASEMENT WALLS CRAWL SPACE WALLS PRESCRIPTIVE R -21. R -30 R -38 R -10 R -19 ST,aTION KITCHEN 2x6" STUDS a 16" O.C. 1/16" OSB SHEATRING W/ VAPOR FARRIER 34" T*G PJI.1'W'D FINISHED FLOOR J a 0 Z cc CO o,, CC (1) -1 .c .. -FT) ai CL1 '> 0 "9) 63c)aL 6 MIL. EL V SPACE ISQUEEN ARRIER 1/4 " =1' -0" SECTION 4-4 RECEIVED MAR 18201.0 PERMIT CENTER : t t0 OF A OPTIONAL RECE89ED "CAN LIGHT 3 FINISHED WbOD C MOULDING q ARCH. TOP DRYWALL PER PLAN [ ") WISHED WOOD LAMINATE 3/4" PLYWOOD SILL =ICV r 'o • . _� of RCH SILL WIDTH .IP -I PLAN - . m .. . WISHED F R 2x SILL NAILER MOULDINCD WOOD C 8" FLoOR e4SE /4" tt LO . . DEPTH PLAN 8/,4 -3. TYPICAL A T INTONE' DETAIL CC 2 o _' 0 0 0w z—IQ odo w O. N 0F • O � W D5 S FA 5CIA pID S „EE NATIONS) •.. I5” BL' A t APR (OR TYVEK) SEE ! R ALL SCHEDULE FOR SHEATH' 2X6 ' DS 016" O.C. R -2 EC. RESIST. AT EXT. WALLS 2 PSUM BD. .. • AS& IM .JOISTS MANUFACTURE TRUSSES •3/4' FLOOR SHTG JOIST OR SUM JOISTS a 16' o/c FLO . 3/4" FL. JOIST ` 1�2" GYPSU FLOOR PLAN) • EILING TOP OF PLATE FLOOR FINISH SUB FLOOR FL J :MO (EE PLAN) R -30 ELEC. RESIST. I ATION AT CRAILSPACE. 6 MIL BLACK "YISQUEI= I , OBEID '141 PLYWOOD LANDIN3 SHTYs DOL. JOIST 2X6 P.T. MUDSILL bib" a A.B. a 12" 0 r5 A o, NON -SHEAR WA I4, UN.4 (SEE SHEAR WAL CI-ED FOR ALL OTHERS (MIN. (e nvP!_C�,ER) MII �EMB f _ ... REVIEW�E�DFOR CODE CO E APPROVED MAR '31.2010 CityotTukwila BUILDING DIVISION 340 TAG PLYW'D •' II -7/8" ENG..JOISTS * .16' O.C. JSt • 16' o/c • GI 2008 N9TER CO TYPICAL INSULATION SCHEDULE INSULATION PER WSEC'REQUIREMENTS AREA WALLS. FLOORS CEILINGS. BASEMENT WALLS CRAWL SPACE WALLS PRESCRIPTIVE R -21. R -30 R -38 R -10 R -19 ST,aTION KITCHEN 2x6" STUDS a 16" O.C. 1/16" OSB SHEATRING W/ VAPOR FARRIER 34" T*G PJI.1'W'D FINISHED FLOOR J a 0 Z cc CO o,, CC (1) -1 .c .. -FT) ai CL1 '> 0 "9) 63c)aL 6 MIL. EL V SPACE ISQUEEN ARRIER 1/4 " =1' -0" SECTION 4-4 RECEIVED MAR 18201.0 PERMIT CENTER II A i,'. !Bo EDGE NAILING INTO SILL le 3" DRAM II ^II 1 STORY: 12" . 6" 6" 2 STORY:. .I5" • 6' . 8" 3 STORY: 18" I 8" 10" MIN. FOUNDATION DIMS H A 1t if II 11/ 11 I STORY: 12" 611. . b" 2 STORY: 16" 1" 8" 3 STORY: 24" 8" 10" MIN. FOUNDATION DIMS SUPPORTING BRICK VENEER 2X6 •16'0C. I6d'8+ lb" OC. (I) 14 BAR UPPER b' '!W Elm 4" CCNC. SLAB (3000 PSI) .: OVER 4' GRAJ.AR FILL 44 VERTICAL. BAR • 48" olc (u 1,14 ENGINEERED CCNC.1114.1. AGAINST WALL EXCEEDS 48' N HEIGHT soraiu. 1 /A -•4 GARAGE AT SLAB ON GRADE, "Ali EDGE NAILING INTO SILL E 3" P DRAIN I STORY: 12 ". 6' 6' 2 STORY: 1511 6" 8" 3 STORY: 18" • 8" 10" MIN. FOUNDATION D MS 11 ,40 .: IIBII It/No I STORY: 12" 6" • 6" 2 STORY: 16" 1" 8" 3 STORY: 24" 8" 10" MN. POLNDATION DI SUPPORTING BRICK VENEER 2X6 •16 "OC 16d'8•16" O.0 3/4' TOG 81E H.00R . JOISTS (SEE PLAN) (1) 44 BAR UPPER 12' 04 VERTICAL BAR 6.48' o% VAPOR BARRIER OVER EXLYr'D OR FU.I. GRADE (u04BAR. . ENGINEERED CCNC IM.L. REQ IF BAC FILL MST WALL EXCEEDS 48' IN HEIGHT 2/4-4 STEM WALL AT FOUNDATION ... GPI. COI. (SEE FLA "- SLOPE V4M T. • (2) MI BARB CONT. TOB a . 30" 3/,4 -4 COLUMN • 6 PORCI -1 DETAIL FOOTING SECTION ID'A' IB THAN 8 FT, PROVE 16 GA. METAL TIE I5x4 P00T MN. • EACH 8IDE OF SPLICE W/ 8-16d COMMON NAILS . %2x P.T. 6 FT.t IN. PLATE PROMDE MST60 PONY. WALL AND WALL • U14134 FOUNDATION HOLD DOWN SPECPIED UaALL FRAMING I RIM JOIST (2) 2X PLATE uuI PONY WALL FRAMING 4 SHEAR NAILING TO MATCH WAIL FRAt1MG ABOVE . • 9. ° °o ff 0 y � //� j /may /� / /`/ /may /�y‘7 \/2 \/ / \ / \\/ CONCRETE STEPPED FOOTM3 (SEE 11'R mu. SECTION FOR . . . FOWDATI 4 DESIGN) 5/A4 HOLD DOM SFECTIED TER PLAN a ° .a • • ° d • . 4 STEP FoOTINC DETAIL (OPT.). 4 pm.- 1 a.. IjAid 1 IMMS' VER+TT.�. / 14' 14:114:1C. O Mil (1) R4: T 7T0�M8PFTCx FLOOR FINISH . 3/4' TIG SUB FLOOR . FL JOISTS (BEE PLAN) BAATT� I GE t NOTES) RIM JOI816 GATT INSULATION (SEE WALL INSULATION SPEC ABOVE) . SIDING (SEE ELEVATIONS) FY BLDG. PAPER (OR MOO 1/16' 053 SWAM 2X6 STUDS • 16" OL. . 2X6 P.T. MUDBILL U114 - AB. • 60" Oc. (MM. OF 2 PER PLATE: O WAN 12" OF ANY CORNER) • \\f AO 4y - _ • • -. • FOINDATi•:, .‘;‘. 4N.A(V. \>>;s\>> / A ../ 1 STORY= 3 -TORY: I.1 o, F Z o . ss 08� §8e . �8 SLLOo • a0� tzROQ Na ¢ F W = 9WO aft �': .QoG o zd• fs gFp�J • . Z o O U R) 8g3 NWo� .maams t °g¢. =oog�•.ozW'4w 'W W °; - ,'- <o OOW F LL}zU. F� Z W N pZ Q O=UR) W� 'V j6Q(¢1p ,F.F1- LLOSw tJ . omo�8 88gi- Fa3 sl-g2 .. W o= • z Q O y0 Epa Z 621ZZwyz�4, o 3zmenW JV1j0 Q 0 0 PONY WA CO 14' TOG FLOOR SHEATHING J018T8 PER PLAN • 80L10 BLOOKNG GIRDER PER PLAN . 611P8ON alb OR E JIV. 4x4 POST . (4x6. GIRDER SPLICE) ... SIMON A3S OR POSITIVE OM/ gsKI 4I`I "g( • TI room PER PLAN 6 MIL VAPOR BARRIER 4/A -4 INTERIOR POST TO FOOTING 20 ... 20 "CIA. x 8'i. 4 "x4" POST 3210" CAPACITY 24 . • 0-1 24 "x24 "xS" W /(4) "4 .W: 4 "x4" POST 1000' CAPACITY • 30 I- 071 1 J 30 "x30"x12" W /(4) »4 E.W. 4 "x4" POST 9315" CAPACITY • 6 "x6" POST .FOR LARGER BEAMS M.141 36, • . . 36 "x36 "xl5" W /(5) "4 E.W. "x6" POST 13500+ CAPACITY • • • —1 I LELI.6 -' 10" 42 "X42 "x18" W /(5).04 E.W. I .6 "x6" POST 18315' CAPACITY 48 48 °X48 "x18° W /(6) �41_lU. 1 61"x6" POST 24000" CAPACITY I— I L J ._...l FOOTING BEARING ASSUMED. 1500 • PSF POSITIVE POST TO FOOTING CONNECTION. REQUIRED FE30 . • FOOTING DESIGNED BY OTHERS • I • • .: ..—I p . L_L FOOTING PAD SCWEEDULE • COUNDATION NOTES: . (1) PROVIDE 12" MN. CLEA' GROUND 4 18" FROM (2) ALL MIXING STRENGT AIR ENTRANED 5% MN. (3) CRAWLSPACE TO NAVE 6 e ACK VI (4) JOIST BLOCK AT ALL ENDS. (5) JOIST BLOCK AT ALL INTERNE (6) JOIST BLOCK TO MANUFACTURES CIFICATIONS. (1) ALL SOLID SAWN SEAMS TO BE D 2 OR BETTER 1% ,ORY: r 1 KW-MI M.141 Pt la W13 ELIFRaiiili -' 10" . - -® A110N ITIO' • (0 •y • VENEER T.) PSI MN. EN VAPOR BARRI S IN SDC D14D2.. CONCRETE NOTES: . (1) MAXIMUM CONC. WALL NEIGNT 8' -O (2) MAXIMUM UNBALANCED BACKHILL 4' -0" Id • • _ • I: ;iI - .. r; • (1)44 BARS IN UPPER 12" CF STEM WALL (1) .4 BAR 3' MN. CLEARANCE FROM SIDE 4 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRA NAG' 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 6"x16" SCIRE TS= .61 SQ. Ft. 4/150 a 6.09 SQ. FT. PR 9 VENTS mo,.. n- REVIEWED i O�R�E CODE COM APPROVED MAR 31 2010 ALL CONNECTIONS TO BE SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER NOTE: ALL SOLID SAU4 BEAMS TO EE DF'2 OR BETTER HEADER -- PER PLAN : SUBSHEATHING SIDING PER PLAN Z- PLASHING ACCENT TRIM I ": CLEARANCE CONCRETE CANNOT BE POURED DIRECTLY AGAINST WOOD, WOOD SIDINGS, OR MANUFACTURED SIDING PRODUCTS.' . CONCRETE CAN BE POURED AGAINST WOOD IN SUCH A MANOR AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR STRUCTURAL FRAMING COMPONETS WHEN FLASHING 4 FELT PAPER HAVE BEEN APPLIED OVER THE WOOD. WITH WOOD SIDING A I" VERTICAL CLEARANCE HAS T0. BE MAINTAINED BETWEEN THE SIDING 4 THE CONCRETE. WITH MANUFACTURED SIDING, THE MIN. VERTICAL DISTANCE OF I" HAS TO BE MAINTAINED OR AS STATED IN THE MANUFACTURER'S INSTALLATION GUIDE. R -103.8 FLASHING: APPROVED CORROSIVE RESISTIVE FLASHING: SHALL BE PROVIPEp IN SUCH A MANNER AS To PREVENT. WATER INTO TN WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EMEND TO THE SURFACE OF THE EXTERIOR WALL FINISH SIDING PRODUCT TUCK CORROSION RESISTANT METAL FLASHING UNDER SIDING GAP (VARIES) PER TYPE OF SIDING 1" MIN. SEE SIDING SPECIFICATIONS SIDING PER PLAN I" CLEARANCE \ Z- FLASHING ACCENT. TRIM SUESHEATHING SLOPE CONCRETE AWAY FROM BUILDING (1/4" PER FOOT MAX SLOPE FOR LANDINGS) CORROSION RESISTANT i • 26 GA. FLASHING OVER 15* g ED FE BETWEEN • C-7 • .. • ®•: END °'-HUNG 4 ONTn:;< o' CRETE LS DOOR OPENING USE APPROVED CORROSION RESISTANT FLASHING IN ALL OF THE FOLLOWING AREAS: I. EXTERIOR WINDOW AND POOR OPENING. FLASHING AT EXTERIOR wpm AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH oR TO THE WATER- RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE 2. AT THE INTERSECTION OF CHIMNEYS AND OTHER 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 WOOF CONSTRUCTION. b. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILTIN GUTTERS PER IRC SECTION R1038 • SHEAR WALL BOTTOM PLATE NAILING 4 ALL NAILING AT PRESSURE TREATED PLATE MEMBERS SHALL BE 140T 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, BRONZE, OR COPPER PER IRC 320.12 FIELD CUT END, NOTCHES, AND DRILLED HOLES OF PRESSURE . TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. WALL DATION. 03.8 TYPICAL !LASHING DETAILS z F z • 0 U ivict A .2gO �?: dL ( W W :=4.(1' • a Z o.•E p g lg. 2 uoitii�?• Ww <° Mg a� : o 2 Ed UJOOP /CONC JOISTS PER PL 4x10 I-1DR 2. JOIST DESIGN FOR ALL APPI. • • - FRAMING TO INCI. VE 11•E LOCATION OF ALL JOIST �• M� LOADS • ' _• B �). JOIST TO FIEAM COMECTIONVp1ST TO JOIST :c SO46,1 JOIST /LEDGER CON ECTIcNS RE2IIF ED BY t IS BEING 8ueMITIED. NOTE: 1 STUD ." '. ANP BORING: BEARNG OR EXTEf BORI . ,;, ; W% BORING IF DOUBLED 8 • • - BEARING MAX NOTCH 40 •T" 8" TO FACE OF STUD. 2. JOIST BLOCK At ALL ENP 3. JOIST BLOCK AT ALL DIA OM IN 4. JOIST BLOCK TO MANUF 1 S 1 I TIONS. 5. ALL SOLID SAWN BEAMS T• • R. IX`4 .fe,. ' , ?Ic4 wR -� • ! ING TO ' E ALL CF THE FOLLOWNG . • 0. ®• OF ALL T1�188 '7 : - Tip TRANSFER OF ANY OARS CMBY mama . b) .� �� TO CTIONB TO WALL CAtiECTIaN8, TRUSS�p • xt 4 REal BY 1tt41CIfS ITV IUHICHU PLAN 15 BEING &EMIITE[ 5 .TI-1I5 PLAN IS NOT DESIGNED FOR ANY PR. ROJECTIONS TO BE CLOSER THAN 3 FEET TO A PROPERfl LINE • . . gg gza LLBO. S_ 83E N8 ~j N'z�ywa NoF� ...,� • S 6�0 F-ar- •F� WW Wm.e 2nE og R g z W *w UU_ C7 0 2 8:.8 LL LL 1(21)• %g8 W`2a 220= �F 'a9m¢ 25 J U W UCj ~Jw F- m a M6F-� 8 z wi � 4^ ,�wj W�yZ o0'0 Wd o�- m0�l -ili• 2' f Uj Emw m aQa W`Q`�� L5- L N 2 O W = REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010: City of TO N& BUILDING DIVISIOI 4,03, HDR .0 . .0 a) eC a) A o N < 00 �,. . 0 -FL Z •.. N •� ..� c CL -c) . O c a • 0_ 4x10 NDR SCISSOR W TRUSSES FLOOR FRAMING PLAN 1/4 " ■1' -O" ALL CONNECTIONS TO SPECIFIED MD/ OR VERIFIED BY JOIST MANUFACTURER NOTE:. ALL SOLID SAWN BEAMS TO BE DP/2 OR BETTER I/4" .1'-0" NPR 4x8 4-1 R ROOF FAMIN'.PLAN NOTE: ALL OVERFRAME TO BE 2X6 "HFr2 FOR SPANS UP TO 10' -0 ", FOR SPANS OVER 1O' -O" USE 20" HF*1. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER NOTE: ALL SOLID SAM BEAMS TO BE DP1 OR BETTER l0 0 51 • I* kt1 1114 •,tri it Ors p � O$ii.:4l;:,r i Or :FENSF. : CRl.I.'i "tir':t'e:',I;?SfRTO EJ . O ,THIN 1.0,0Al. COPIES64 at ECEIVED MAR •18 2010 PERMIT CENTER 11 IIS fN= 17.�I1\IP IS LOT D 12223 I AVE TUKUJII 4; WA sails sans D1 4 D O 1!L 0 F 4 "x10" DP4i2 • U2 I99a7I9 " 0 0 • 4"x10" DF"219-14 •I d9 D5 /\ DS U14 BEARING WALL4 "x1011 v 19 2 BEAR OT 2083 / / / / / / / / / / /// / / / / / /// 4 "x10" I I 0 4 "x10" DP2 .r S/ v //r////////// \ / IN \ . 19) \ la ZIz FALL 4 "xlo" Do / i /iii i i i i i iiii i ii i /iii i i i i i i f o r— FL 4x10 HDR 0 uPPe 4x10 1-IDR 0 4 "x10" 1DF"2 0 .o Zo Bo ti p NDR R12 4x10 HDR 'u1 2280 • 3821 U16 710 2010 DS HM 099 2172 IOW RII .5 -1/8 "x10 -I/2" GLB „1 1,20 2817. <u16 >. 5- I/8 "xl0 -I/2" GLB Q'.31 V . BEARING WALL DS . u10 1414 OT1 2 3 4188 TS' <u)o> 5.1 1$ "x15'!.GL13 SOLID el-KG SOLID BLK e CANT RI3 U18 • 429 012 1081 3233 (ue) 6 =3/4 "x18" GLIB 3020 4 "x12" DP2 D5 17 D2 T5 U4 1=CU4 0 I DS laff lo Tc FLOOR FRAMINCI G RAVITY LOAD ENCsIN 10 2515 U10 . 14337699M 4389. 379 2 b1J 012 880 1103® U9 4979 FLOOR JOISTS AT 1611 O.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO BE PROVIDED a SITE. FLOOR 51-IE4TI -SING: 3/4" T4C� w/ 10d • 6" O.G. (OR SIMPSON .WSNTL2LS SCREWS) AT PANEL EDGES . AND 12 c.c. IN 4 .GLUED TO .TJ I. EXTEND HEADER OVER SHEARUJALLS. (2) ROU15 16G1 SINKER te 3 "O.C. ° • s . 111,14 • CTYP •.) 2.•• HEADER EXTENDED OVER SHEARUTALL INSTALL LSTA -24 STRAP BACKSIDE EIRNG DO NOT SCALE (1/4" =1') 1 CRS OT1 1120 2993 (RIO) 1 4x10 HDR PL HM kY1C12,90 240 a c>` a T HM CxRIDER TRUS DS SCISSOR TRUSSES J-= . ❑ . =-I • 4x8 HDR 4x8 HDR • HM 1 TRUSS . TRUSSES SCISSOR 4x8 HDR 4x8 HDR R1 012. 51 1089 INCA C�RAYIT7' LOAP DO NOT SCALE (1/411.1') TRUSS MFR. SHOP DRAWINGS . TO BE PROVIDED TO HODGE ENGINEERING WI-4EN COMPLETED os MFR. TRUSSES '> 24" O.C. w/ 1/16" ROOF ..... 4EATI ING w /.8d ...6" O.C.: AT PANEL EDGES AND .12" O.C. IN FIELD (TYPICAL). • LEGEND POINT LAD KEY' FOR ENGINEER USE ONLY I MEMBER • RI DEAD 1000 TOTAL 3000 I LIV 20001 BEAM. DESIGNATORI FOR PLAN REVIEW USE ONLY <1> BEAM SIZE/TYPE1 . .. ... • • _ 4"x8" DF'2 • 3- 1/8 "x6" MB 3- I/2 "x9 -I/2" FSL eL DESIGNATOR SHEAR L . I \ / ecNEDULE 2 r O o t C 1w _ ra yyy t i o a ra Q 8 b3 ° V `' E2245. I d ?�' V) 3 c it 7 Ill Z' tagg S 2 O 102e°1 -a o Z iibo Loco cEi E c O ' 0,5by �j 07 d wgg 4v.e 0 10 a°7$ E o 5i 5 HOLDDOUIN /STRAP DESIGNATOR SEE NoLDOUN/STRAF SCI-EPULE j'.. CS� 9 . STNDE R1 DETAIL CALL -OUT SEE To SNEEtB FOR CORRESID0NO JG pETAIL ..:1 D1 •. . POST CALLOUTS . ® DS= DOUBLE STUD TSa• TRIPLE STUD . ,: . l . QS ■ QUAD STUD .. ® 4x4 POST ... ►�� ..6xb POST • E IEWED FOR. 'ECOMP ANQE R ED. 7 2009 .. 1LDIN$ ' ity of DI ila: ION RECEIVED MAR 18 2010 PERMIT CENTER REVISINED FOR CODE COMPLIANC APPROVED MAR 31 2010 City ofTukwila BUILDING DNISI(IN RECEIVED OFTUK LA Uuy ER . COPYRIGHT OC 2008 • • HODGE ENGINEERING, INC: . • DO NOT ACCEPT FOR PERMIT • UNLESS AN ORIGINAL .RED SEAL 2 r O o t C 1w _ ra yyy t i o a ra Q 8 b3 ° V `' E2245. I d ?�' V) 3 c it 7 Ill Z' tagg S 2 O 102e°1 -a o Z iibo Loco cEi E c O ' 0,5by �j 07 d wgg 4v.e 0 10 a°7$ E o 5i 5 It o. fR L L 5 0 N .. c O : O .a • 5 . .. W 2 z 6. W o m. G O om Z 5 m.CV t O. . .. . . W I- C) W (1) W ix � o Z O. ex , . . u. > II� co z - La z_ a W . m c W a W Ga. ER . COPYRIGHT OC 2008 • • HODGE ENGINEERING, INC: . • DO NOT ACCEPT FOR PERMIT • UNLESS AN ORIGINAL .RED SEAL TI III flNG1NEE.!NG...1S 1--(71R: LOT 1:) 1222'3 5011-1 AVE S TU<W!L41 (LA earls ' earls W /2x SILL ..PLATE uz D1. 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE FLOOR JOISTS AT 16" o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 .. ENGINEERING TO BE PROVIDED . a SITE. MAIN FLOOR SHEATHING: 3/4" T 4G w/ 1Od . a 6" o.c, (OR SIMPSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD GLUED, TO TJI. • UPPsR FLOOR LATERAL LNG1\EEING DO NOT .SCALE(1 %8" =1') 1 SHEATH ALL EXTERIOR WALLS AS W /2x SILL .PLATE. UNLESS NOTED OTHERWISE. SWISx9 DO NOT SCALE(.1 /8" =1') SWI8x9 6TND 840I4 8714014 r FOOTING PAD SCI- IEDULE . . • FOR 1500 PSf SOIL BEARING . POSITIVE POST TO FOOTING CONNECTION 20 OR 24 20 "DIA. OR 24 "DIA. x 8" POST PER PLAN . . . 2500* CA 'ACIT . OR 4000 CAPACITY , .. 24 . STUD AND BLOCKING SIZE@ ADJOINING EDGES (3X6X16) RIMB( JOITTACHMENT LOC CONNECTION TO TOP PLATE 7 :Ti (8) 24 "x24'!x8" W /(2) 44 E.W. 550044 CAPACITY OR WITHOUT REAR (PER PLAN) SILL PLATE ATTACHMENT . 30.. NAILING TO WOOD BELOW (8) • ..30 "x30 "x8" W /(4). "4 E.W. 821544 CAPACITY . POST PER PLAN SILL PLATE SIZE @ FOUNDATION (19) 36 . 7/16" OSB ONE SIDE • . 36"x36 "x12" W /(4) *4 E.W. •.. . 12000+' CAPACITY . POST PER PLAN 16d @ 4" O.C. 42 •• 5/8" @ 48" O.0 ■ 42!'x42 "x12" WS) "4 E.W. 16500" CAPACITY POST PER PLAN 240/336 (2) STUDS W/ (24)16d . 12 54 48 , . ' .' "x48 "xI5" *4 2x ■ 48 W /(1) E.W. . 21000!'.CAPACITY ' . POST PER PLAN • . • ' • . (84" X15 "W /(8) "4 CAP = 265K) (72 "x18" , W /(12) "4 CAP = 40K) Lt0, 20 24 .iii! AV .;e7 iiri��_ 1 20 20 2,0 20 T '"� 4"x10" DF0.2 4XIO• Vu" • ' .. GIRDS' 24 4 "xIO" DM BEARING WALL 1 24 CRAWL SPACE • . 6 MIL. BLACK VISQUEEN VAPOR BARRIER , .. 24 24 4 "x10" D 24 24 M6 4'x10" D'19 znx X O BEARING w 2 GIRDER 24 t� 4X10 6fIRDER 20 20 In 1 D1 U18 7m 1619 4X10 GIRDER 20 20 X20 2F 24 20 n -Y-- 4" CONC. SLAB OVER 4" GRANULAR FILL . SLOPE FOR DRAINAGE L r u10 M26 6639 00 W/N 4" CONC. SLAB 0/. . 4" COMP. FILL . SLOPED 3" TOWARD DOOR . . 12" THICKEN SLAB.. W /..(2) 4s4 BARS 1 -10RZ. CONT. TIED. TO FOUND . WALLS AT GARAGE DOOR OPENINGS. CONTINUOS FOOTING 24 aLJ1) 24 5 D1 PLEASE CALL KEVIN BOURN e SIMPSON (206)255 -2081 BUILDER TO CONFIRM FIT BEFORE FTG. POUR .. ".41N PLOO� FRA DO NOT SCALE (1 /4" =1') . t 18 D2 u18 '2579 31281 SHEARWALL./ ANCHOR SCHEDULE LABEL • APA RATED SHEATHING (1) (2)(4(21;) (15) NAIL SIZE& SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3X6X16) RIMB( JOITTACHMENT LOC CONNECTION TO TOP PLATE 7 :Ti (8) 2X BOTTOM PLATE . SILL PLATE ATTACHMENT . CAPACITY(PLF) SEISMIC /WIND NAILING TO WOOD BELOW (8) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MA6 ANCHOR . : OPTION SILL PLATE SIZE @ FOUNDATION (19) s /6" ATR W /8" EPDXY EMBED 7/16" OSB ONE SIDE • 8d @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" O.C. 5/8" @ 48" O.0 24" O.C. 2x . 240/336 (2) STUDS W/ (24)16d . 7/16" OSB ONE SIDE 8d @ 4" O.C. 2x LTP4 @ 32" O.C. 18d ®4" O.C. 5/8" @ 32" O.0 16" O.C. 2x 350/440 N/A 7/16" OSB ONE SIDE 8d @.3" 0.C. 3x LTP4 @ 12" O.C. (2) ROWS 16d @ 6" O.C. w /8" X112" 0.0 6" O.C. 2X 450/730 /8" @ 24" 0.C, 12" O.C. 3x V g° ' O . O N: 7/16" OSB ONE SIDE 8d @ 2 O.C. 3z LTP4 @ 8 O.C. (2) ROWS 16d @ 4 O.C. 5/8" @ 8" O.C. . 4" O.C. ' 2X .. 560/820 5/8" 916" O.0 8" O.C. 3x \ 7/16" OR 5/8 "GWB ONE SIDE 8d @ 7" o.c. .2x 16d @ 4" o.c. 16d @ 8 "o.c. 5/8" @ 60" 0.c. 8" o.c. • • 2x 75/145 ' 7/18" OSB BOTH SIDES 8d @3" 0.C. 3x LTP4 @ 6" O.C. 16d @ 4" 0.C. & LTPS @ 12" O.C. 5/8" @12" O.C. 6" O.C. 3x 900/1460 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE. U 1 369 6746 D1 5: D1 f / FOUNDATION . FLAN STND EDC-E: DISTANCE 1 =.1/2" MIN BUILDER TO DETEi�MINE IF ST-1 OR STHD /RJ 15 APPROPRIATE: 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 DOORWAYS OR.AS..DESIGNATEOON THE PLAN P S. 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 0431" x 1 -1/2" LONG NAILS. USED•To ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE • ' 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE....` • ' . (8) 16d 6 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH .. PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4" x3" x 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) 15/32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7416" OSB SHEATHING PROVIDED.THATALL STUD SPACING IS 16" O.C. MAX. ' • . • • • (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF . RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) . ' (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD. SILL MAY BE HEM -FIR. • . (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR • . LOAD TO THE CONTINOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO . • THE MUD SILL. lO T%AIA MAR MAV CC ItCCII CAI IAI CCAnCfI TA OC�I Ane r,o"'wwtnunn sn re. ;20) USE 5/8" GWB FOR SW5 WHERE 5� gMFOP IEDULE.. SIMPSON PRODUCT MODEL •NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS • NAILS • .. . SCREWS • • : HDU2 - 2215# • • . N/A • (6)-SDS 1V4 "x • 2W TO (2) STUDS J41IN. • sit? ATR W /8" EPDXY EMBED HDU5 - 4065 #,. • N/A (14)- SDSWx 2W TO (2) STUDS MJN s /6" ATR W /8" EPDXY EMBED HDU8: 5655# • . N/A (20)SDS %4 "x 21/2" TO (3) • STUDS II��IN. • 746, ATR W /8" EPDXY EMBED • HDU14 - 10745# N /A . (36)SDS 1/4'x 2i'2" TO 6X6 MIN. • • 1" ATR W/15" EPDXY EMBED STHD8 /STHD8RJ - 2210# (2) STUDS W/ (24)16d . N /A., : N/A . • STHD44 /STHDI4RJ - 5025# • (2) STUDS W/ (38) 16d •. N/A . • N/A 18" END LENGTH + CLEAR • SPAM*CS14-2490# '. (30)10d NjA • 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 APPROV * STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (R.1-RIM JOIST) ** HDU2 MAY BE USED IN PLACE OF STHD8 /STHD8RJ . * * * HDU8 MAY BE USED IN PLACE OF STHD14 /STHDI4RJ 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 1/2" or larger reinforcement bar or #4 . copper wire, . located near the bottom of the building footing. (NOTE: 20 foot rebar shall be . one continuous piece tied along side any vicinity footing rebar and shall protrude. 8" min. above top of foundation wall near location of power panel:) SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE: BUILDER TO DETERMINE IF STI-D OR STI -ID/RJ 15 APPROPRIATE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOWNS PLEASE CALL KEVIN BOURN a. SIMPSON (206)255 -2081. BUILDER TO CONFIRM FIT BEFORE FTG POUR VIEWED F COMP NCE. R• ED . 2009 la ION LEGEND POINT ,LOAD KEYI • • FOR ENGINEER USE ONLY ' MEMBER R1' DEAD 1000 • TOTAL I AL I 3000 I LI 2000 BEAM DESIGNATORI' FOR PI-AN REVIEW use ONLY BEAM SIZE/TYPE' • .. 49x6" DF'2 3- I/8 "x6" GCB 3- I /2 "x9 -I/2" P9L ` ALL DESIC�NATORI 6ERA 0 M • •Q •o W .53�111 ;17 CO 2C V . CO ... = ID $ 4 - l0 .0 N - CO S")=.0 ,w d 7.52 t vyC�c 0. «° •Z • zE�i- Em � di a� I a,�y toE 0 m NOLDDOWN /STRAP . DESIGNATOR. SEE HOI.Dt7UN//TRAP SCHEDULE C I4� . 11.101 • . . .. . • S 8RI DETAIL EETS CALL -.OUT earn nce, SW SP MGGDETAIL I • . 1. D1.. POST CALLOUTS e■ DS= DOUBLE STUD' TS= TRIPLE STUD :• .,. .. QSu.'QUAD 57UD • ® 4x4 POST )� 6x6 POST ' . RECEIVED MAR 1.8.2010 PERMIT CENTER., REVIEWED FOR CODE COMPLIANCE APPROVED . MAR 31 2010 Cityof Tukwila BUILDING DIVISION v• .' . • CO — — IGI-IT ©2008 HODGE ENGINEERING, INC; DO NOT ACCEPT FOR PERMIT UNLESS' AN ORIGINAL RED SEAL • 0 M • •Q •o W .53�111 ;17 CO 2C V . CO ... = ID $ 4 - l0 .0 N - CO S")=.0 ,w d 7.52 t vyC�c 0. «° •Z • zE�i- Em � di a� I a,�y toE 0 m W fx Et o «. V g° ' O . O N: 0 • . W = Z V W C a CI W O C.) CD z- 0 03 m . • r°l i ti p . . W a 0 W IY W [ Ix CSI (In, 0 W 2 cn 0 z CC Z 2 W >. CO Ca W Q O. w cr n. v• .' . • CO — — IGI-IT ©2008 HODGE ENGINEERING, INC; DO NOT ACCEPT FOR PERMIT UNLESS' AN ORIGINAL RED SEAL • EXTENT OF HEADER SHEATHING: FILLER IF NEEDED EXTENT OF HEADER • SINGLE PORTAL FRAME (ONE BRACED PANEL) I I (2) ROWS I6d SINKER g 3 "0.C. 2X6 6 16" O.C. 2X6 PTDF W/ ANCHOR BOLTS PER PLAN (SEE SHEAR WALL SCHEDULE) . . *4 e 24" 0.C. EXTEND TO 3" CLR OF THE BOTTOM OF THE FOOTING EXTEND 14" . MIN. INTO STEMIALL: (TYP.XUNA.) "A" "B" "C" • 11A II IIBII Hall 6' TO 13' FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF 160 SINKER NAILS AT 3 ". O.C. TYP. -LSTA24 OPPOSITE SHEATHING .. ' FASTEN SHEATHING TO HEADER W/ .SD COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. MIN. (2 2x4 MIN. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 24" FOR USE IN THE FIRST OF TWO. STORY STRUCTURES. MIN. (2) 2x4 - ALL OP2 STUDS. ,/16" OSB.SHEATHING STHD14 OR PI-IDS I� MIN. 3 "x3 "x229" PLATE WASHER' SIMPSON STHD SINGLE PORTAL FRAME �" ANCHOR BOLT .. . I I: Ip1 TYPICAL PORTAL FRAME CONSTRUCTION . I II 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. • (2) ROWS I6d SINKER 3 "OC. SITE PLAN, STRUCTURE LOCATION, AND SITE WORK ARE THE RESPONSIBILITY OF THE %WE.R AND ENE. CIVIL OR GEOTECI-INICAL EN&IAEER OR Pi- ID�STND14 HEADER EXTENDED OVER SINEARWALL FACE OF STRUCTURE \. o! 2 STUDS REQ'D INSTALL LSTA24 BACKSIDE H/2 BUT NEED NOT EXCEED 15FT. MAX. FACE . OF - FOOTING TABLE R4D031ION80 42 SUPPORTING 5RICKMVENEER 1026.01 JEN NOTE: ENGINEERED CONC. WALL REQ. IF UNBALANCED BACKFILL AGAINST STEMWALL EXCEEDS 48" IN. HEIGHT 3" O.G. IN ALL FRAMING (STUDS, BLOCKING,: AND SILLS) TYP: . IRC FIG. R4O3.1.1.1 1.25.08 JG5 • SECTION A -,4 SIDE ELEVATION PORTAL FRAME: IRC FICA R &02.10.6.2 ./ ISC FICA .2305.93.2 FOUNDATION CLEARANCE . FROM SLOPES D1 BEAM. FRAMING. TO WALL DO NOT CUT. BEAM - CUT TOP PLATE DOUBLE TOP PLATE PRE- MANUF. .TRUSS 1 /I6" NOM RATED 61-IEATHING UN.O. 8d 'NAILING 'ID 6" O:C: EDGE AND 121' : O.C. FIELD "SIMPSON" 1-41 s EACH TRUSS U.N.O. EITHER SIDE (2).16d TOENAILS Sd '6" O.C, SHEATHING BREAK s BIRD BLOCK PROVIDE MST6O BETWEEN PONY WALL AND' SHEAR WALL ABOVE WHEN FOUNDATION HOLDOWN 15 SPECIFIED RIM JOISTS GATT INSULATION (SEE WALL INSULATION SPEC ABOVE) PONY WALL FRAMING 4 USIALLFRAMING ABOVE CH SIMPSON STI8 STRAP TIE 1.11/(14) -I6d OR TOP PLATE OVER UN.O. . BEAM PER PLAN •. 2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER PLAN SIMPSON 6T12 STRAP. TIE OR 1OP PRATE OVER EADER PER FLAN 1.1.07 JEH DOUBLE 2 X STUDS, MINIMUM FOR 6' OPENING OR LARGER UN.O. BEVELED 2X VENTED' BLOCKING RBC PER PLAN IF SPECIFIED SEE SHEARWAL.L SCHEDULE FOR NAILING PATTERNS. . PONY WALLS OVER 6' REQUIRE ENGINEERING FOR ADDITIONAL STORY upio - -1�1-- . • I 3/4 "gap • RBC PER PLAN: IF SPECIFIED FOR HIGH SHEAR WALLS. • • 'Y \\ / \ \ \\ / \� j \ ,\ ,� \j \ \ STEMWAL•_L ' CORNERS FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN 1.24.08 AM 1.1.01 JEH 5E:AM AND HEADER ENE) SUPPORT • ROOF EVE • CONNECTION 055 SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS 16d NAILS RIM TO TOP PLATE 8d NAILS 6" O.G. AT EDGES . 4 SEAMS AND Sd NAILS 12" O.C. IN FIELD UN.O. ON SHEAR WALL SCHEDULE . SOLID BLOCKING =WALL FRAMING 3/4 SUB FLOOR 1=ONY WALL CRAWL SPACE: WHERE FOOTING SECTION "A" 15 MORI THAN 8 T T., PROVIDE 4' CS14 EACH SIDE oF SPLICE W/ 8 -16d COMMON NAILS FOOTING SECTION "A "SPLICE LN. / 'A'. it WALL FRAMIN I I pM5T60 BETWEEN WHEN FWANDA4TI0 HOLDOWN SPECIFIED (2) 16d THRU NAIL TYP (3) 16d THRU NAIL FOR B4C SHEAR WALLS FLOOR J015T TO SILL AND BOTTOM PLATE W /(2) 8d THRU NAIL . 2x MUDSILL CONTINOUS SHEATHING TOP RIM JOIST . PLATE TO SILL PLATE OR NAIL SHEATHING AT BREAK TO SAME • :MEMBER PER THE SCHEDULE BOTTOM OF SHEATHING . NAILING 4 L550 6'24 O.C. TO NAIL TO MUD SILL . PER SHEAR WALL SCHEDULE DRYWALL (SEE ROOF PLAN) 30* FELT. EA. COURSE . 1/16'.'. Q5 .5HEATHING•: MANUFACTURED TRUSSES ' (OR 2XR4FTERRS 4 CLG. J5T5.) P I SINGEN NOTES) GYPSUM BDCEILG SILL PLATE h POST PER RIM JOIST (2) 2X PLATE PH05 OR HDUS HOLDOWN OPTION IN LIEU OF STRAPS' MAT EAT L AN INSUL BAFFLE 6 EAVE .VENTS BLOCKING' POSITIVE POST TO FOOTING CONNECTION SUCH AS EPDXY SET EPS (AS. SHOWN) OR PT POST WITH A3 UN.O :: DRYWALL SHEARWALL NAILING AS SPECIFIED ON SHEAR SCHEDULE 821.01 JG5 .TYPICAL S1- 1E:ARUJALL.. NAILING • s 4M GYPSUM WALL BOARD.. INSTALLED IN ACCORDANCE WITH IRC CHAPTER 1 (INTERIOR) .1. GUTTER ON 5/4x8 FASCIA-7-k_ (PER PLAN) SIDING (SEE ELEVATIONS) 15 BLDG. PAPER (OR TYVEK) SHEATHING (PER 'PLAN) . • 2X6 5-RIDS BATT INSUL. (SEE•GEN..NOTES) GYPSUM BD.' • RIM JOISTS REBAR MAT PER FOOTING PAD SCHEDULE.. 3" COVER FROM BOTTOM AND SIDES CONCRETE STEPP FOOTING UNDISTURBED N,4TI1/E SOIL OR APPROVED COMPACTED FILL - = WATT INSULATION ... • 4.12.01 JEN • 6' MAX PONY' UJALL 03 4; ISOLATED FOOTING FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (5E PLAN) BAIT INSUL: (SEE GEN. NOTES). (OVER UNHEATED SPACES) GYPSUM SD CEILING 1Od e 6" OC UN.O. O /16dg8 "OCUN.O. I6d TOENAIL EA SID ORIENTATION • OF ORNER STUD MAY VARY GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC. CHAPTER 1 (INTERIOR) • 1. J1, FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) CRAWLSPACE _6 'MIL BLACK "VISQUEEN" . 2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER PLAN (MIINN�.NNOF2 2pPE,gR. PLATE MI V.15 „TRI sM EDYGEORNER) 16d NAIL AT 12" O.C.(UN.O.) 8d NAIL AT 4" O.C. ALL FRAMING MEMBERS AT PANEL EDGES (UN.O.) ORIENTATION OF CORNER STUD MAY VARY 8" O.C. ON ALL (U.N.O.) `• FRAMING MEMBERS NOT AT PANEL EDGES INSIDE .CORNER DETAIL 16d NAI Oct U.N. Sd NAIL AT 4" O :C ALL • FRAMING MEMBERS AT L At 12" PANEL EDGES AND 8" 0.) ' O.C. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES . (TYP.XUN.O.) OUTSIDE CORNER DETAIL 8602,10.5 I.t01 JEW INSIDE /OUTSIDE CORNER (TIP) • \\� /% . \ / \,\\&/t' MULTI =STORY • 51 -101UN W /SLAB ON. GRADE 34" TtG FLOOR 514EATI4ING ENG. JOISTS PER PLAN SOLID. BLOCK DIMENSIONAL LUMBER ..BLOCK ENG. JOISTS FER MFR GIRDER 13EAI'1 PER FLAN UNA. . PLTIU'D GUSSET W /(6) IOd 4x4 POST (4x6 e GIRDER SPLICE) . . SIMPSON MASP 4” CONC. SLAB SLOPE TO DRAIN •ERFORATE FNPA 1R�OOF D 4 (PER.PLA REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2010 vvvy / / \\ j • / / \ \ / / \ \ / / • / / /\ // • SINGLE- STORY • SHOWN W/FLOOR SYSTEM • MTI TOP P05TW/ 6) 10d '12 z aQ. 3m 0 2x4 LATERAL BRACE -' • W113) IOd FULL DEPT _ - . GUSSETS B� 1LLTCES • � W /(6) 10d (Y,,/<,'.'4,\Y • -POST 4' TO 8' 6.11.01 (AM) D -9 -Ol JGS WALL SECTION GUSSETT AT SPLICE NOTE: POST. WITHIN 8" OF SOIL TO BE PRESSURE TREATED SUSFLOOR DE:TAIL5. CEN •= CI WIILA RMIT CEN COPYRI 1-4T ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL d ao • c6�qq.1-ab=' • g =o„ - • •�'�' J H .ogig`os •2 `t� f0c = .. o .0 o wo •i g G) Q. 21118•51.11; °.3 '4*,' o Z..• �v e'.« 17d E2 O >.�iao't��i• 0 2x4 LATERAL BRACE -' • W113) IOd FULL DEPT _ - . GUSSETS B� 1LLTCES • � W /(6) 10d (Y,,/<,'.'4,\Y • -POST 4' TO 8' 6.11.01 (AM) D -9 -Ol JGS WALL SECTION GUSSETT AT SPLICE NOTE: POST. WITHIN 8" OF SOIL TO BE PRESSURE TREATED SUSFLOOR DE:TAIL5. CEN •= CI WIILA RMIT CEN COPYRI 1-4T ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 6" O.C. UNO 2x 6 16" 0:C. . 2X SOLE PLATE WITH (2)16de8 "O.C. 2X FLOOR JOIST (2) I6d TOENAILED RIM BOARD Sd TOENAILED 44 6 "OC ATTACH, REINFORCEMENT TO .: JOIST WITH ONE :.SD••. • (A ") COMMON NAIL`' EVERY 6" • NAIL RIM BOARD TO. BLOCKING WITH ad AT 4" ON CENTER` •: 36 "..LENGTI4 OF 344" REINFORCEMENT ON • BOTH SIDES RIM JOIST AT DECK TO 13E 1 -1/4" SOLID MEMBER MINIMUM 24 MAX ATTACH REINFORCEMENT TO JOIST WITH ONE SP (A ") COMMON NAIL EVERY 6" 14 BLOCKING PANEL BETWEEN! EACH JOIST. NAIL TOTOP PLATE WITH SG; AT 4 ON CENTER 00111111 ,EINFORCEMENT 3/4" . BOTH SIDES 24" MAX SHEATHING 3/4" T4G OSB �JIIOd m6" O.C. PANEL EDGES 4 12" O:C. FIELD 62.1.01 JEH 1.1.01 JEN ad.' 4" O.C. SUSFLOOR FLOOR JOISTS OR INTERMEDIARY LANDING 434 FRAMING ANCHORS . AT STRINGER TO 2 "x8" JOIST : • LANDING JOISTS 1Od 0 4" O.C. STAGGER SIDES. NAIL THROUGH TOPOF FLANGE.. DO NOT TOE -NAIL. .. TJ I TYP ■ °� -10d EA. END 2x4 FLAT 0 16" O.C. Sd 6 4" O.C. SUIBFLOOR LOOK JOISTS OR SOLID BLOCKING A35016 "O.C.. OPTION S IOD m 6" O.C.,RIM TO .TOP PLATE . LANDING STUD WALL . • • • . W %.2 "x6" W/ 2 "x6" TOP.PLATE UPPER FLIGNT.OF STAIRS SUPPORTED ON 3/4 ". T 4 G ad NAILED e 6" O.C. PANEL EDGES 12 ". O.C: FIELD SUBFLOOR 2"x4" :THRUST BLOCK W /IOd e.6'! O..C: NAIL TO. LANDING JOIST STRINGERS SPANNING OVER 6 STEPS•MUST BE SUPPORTED • W /4x6 BEAM ON 4X4 POSTS: 1 . POSTS TO 18" CONCRETE FOOTING OR STUDWALL •• IMEN5I ONAL TIP 10.406 JEN INTERIOR SHEAR UJALL TO JOIST ABOVE CONNECTION 2x STUDS 6 16" o/ 1'2" DRYWALL. • STAIR 4 L 4ND.ING .. CONNECTIONS -VENT FLUE 2x4 CLEAT M 16 GAUGE STRAPPING AROUND WATER HEATER TO 2xICL-_ 51-APED SPACERS WITH (5 )-16d NAILS LIRE SHAPES 2x10 SPACER TO 2x4 - CLEATS. WITH l5) -I6d NAILS SNAPP D 2x10 SPACERS WILL BE CUT TO INS RE A TIGHT FIT TO WATER HEATER FLEXIBLE GA5 CONN. PROTECT APPLIANCES FROM VEHICLE IMPACT GARAGE LOOR ALTERNATE BRACING BY DESIGNER .. 15 ACCEPTABLE 1221.06 JEH. WATER HEATER STRAPPING FLOOR JOIST REVIEWED ANC CODE COMPLIANCE APPROVED MAR 31 2010 • 08L. 2 X. 6 STUD NOTCH PL. FOR MStI6O S DOUBLE JOI5T5 OR BEAM; SEE PLAN SIMPSON ' STRAP TO JOIST CONNECTION 11ST60" STRAP RIM JOIST I1IIIIOSL JOIST . -E4PER PER lit MFR OR DIM IMPSON PLAN . "MSTI6O" STRAP INTERNAL SWE 4RUTALL A. SIDE - 12 621.06 JEH EXPIRFP .. COPT GHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT .. UNLESS AN ORIGINAL RED SEAL IT CENTE 1. GENERAL. STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IFSPECIFIED) 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 CONS TRUCTION 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 . 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF. PASSENGER VEHICLE GARAGES 40 PSF. ROOMS OTHER THAN SLEEPING ROOMS 40 PSF • SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES WIND: IBC "METHOD 1-SIMPLIFIED PROCEDURE" PER ASCE 7-05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7 -05 TAC. 1-1 = II SITE CLASS PER TABLE 1613.5.2 = D. SEISMIC DESIGN CATEGORY = 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 FOR A 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 NOT EXCEED 5 %, WITH A MAXIMUM DUST RATIO %PASSING U"S. NO 200 SIEVE 2/3 MAX. PASSING U.S" NO. 400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A • LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS.OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS: • WOOD SHALL NOT BE. USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S- SHEETS (IBC 2304:12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS: CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II.OR TYPE I AND SHALL: BE READY MIXED PER ASTM C-94. • MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED. • . THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE- APPROVED EQUAL: ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. (2) FLYASH (PCY) AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 GEORGIA • PACIFIC 2x SCL .. STEMWALLS 3000 @ 28 DAYS 0.45 .. 100 . ....3/4 13/4" SCL 1-3/4" PARALLAM Fb -2900 PSI . E =2000 KSI • Fv •290 PSI 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 STEEL ITEMS : MACHINE •BOLTS (M.B.):' ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY' NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT • DIAMETER (IN.) ` • ' LENGTH (IN.) 8d 0.131 2 -1/2 10d 0.148 16d 0.162 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 -1/2 • -8d "SHINY BOX" 0.113'••; 2 4- 2 . 2 -1/2 12 .GA. STAPLES • 0.1055 14 GA. STAPLES 0.080 . • 1-1/2* 15 GA. STAPLES 1 -1/2* • • '10d COMMON WIRE • 0.148 10d "FIOT DIPPED GALV. BOX ". 0.148 .10d" SHINY. BOX" . • :111.31 • . 4-1/2. 2 -1/4 • WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED . STRAND BOARD'(OSB) PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER: WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS195 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" 0.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 SPANSAND 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), WESTER.N.WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. ' SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6X BEAMS AND. HEADERS. "DOUG FIR- LARCH" Na 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' O.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" 0.C. ALONG PANEL EDGES, AND 12" 0.C. IN FIELD. STAGGER END. LAPS. ROOF SHEATHING SHALL BE z "CDX OR 7 8 "OSB NAILED WITH 8d @6" 0.C. ALONG PANEL 3 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: • • . • .'APPROVED MANUFACTURERS • ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR • (3) 8d & H1(U.N.O.) @ 24" O.C. SPECIFIED MEMBER .. TRUS- JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST ' :PRODUCTS :: GEORGIA • PACIFIC 2x SCL .. 2x TIMBERSTRAND Fb=i700 PSI , E -1300 KSI Fv -400 .PSI .. . 2x GANGIAM Fb- 2250.PSI E -1500 KSI Fv -275 PSI' FACE NAIL . . . 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 Fv285 PSI • 3-1/2" SCL 3 -1/2" PARALLAM Fb' 2900 PSI E =2000 KSI Fv =290 PSI 3-1/2" VERSALAM Fb =3100 PSI • E -2000 KSI • Fv =285 PSI 3 -1/2" LP LVL Fb-2950 PSI E=2000 KSI Fv -290 PSI • 3 -1/2" RIGID -LAM Fb =2900 PSI • • E -2000 KSI Fv=285 PSI 2 -PLY G-P -LAM* Fb -3100 PSI E -2000 KSI . Fv=285 PSI 5-1'4" SCL 5-1/4" PARALLAM F13=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 . F13=295.0 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 • Fvm285 PSI 4-PLY G-P -LAM* • Fb =3100 PSI E -2000 KSI . Fv -285 PSI RIM BOARD OR RIM JOIST.. APA/ EWS PERFORMANCE RATED RIM (PRR -401) 1-1/8° MINIMUM T- HICKNE- SS. : • *-7. 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 TH INCHES FROM EXPOSED GROUND. (� • FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS • ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR • (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE . • . TOE NAIL . (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d • BLOCKING TO RAFTER ` TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" 0.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" 0.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL . 16d @ 16" 0.C.: & (3)16d @ 16" O.C. JOISTS AT TOP. PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL. (3) 8d BLOCKING TO TOP PLATE • TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d ' RIM JOIST TO SILL OR TOP PLATE TOE NAIL • . 8d ■ 6" 0.C.. CONTINUOUS HEADER TO STUD, TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16a@ 24" O.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" 0.C. RAFTERS TO 2x RIDGE BEAM • • TOE NAIL & FACE NAIL (4) 16d & (3)16d . JACK RAFTERS TO HIP • • . TOE NAIL & FACE NAIL • . (4) 16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF' 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. • CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND .. THE SAME DEPTH OF PENETRATION AS.THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE.THREADED.PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH •EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS • LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE.TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES:.SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO.BE PRE- ENGINEERED BY OTHERS. ROOF .: . TRUSSES' SHALL BE PROVIDED TO COMPLETETHE 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 SQUIRED. IN IRC SECTION R602.10.1 INCLUDING PERMANENT LATERAL BRACING AND OR CONNECTION DETAILS: • IANOg JOISTS: SHALL BE APA EWS. PERFORMANCE RATED I-JOISTS (PRI) OR PRE- APPROVED ED 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 OSE. MEMBERS SPECIFIED AT THE SAME DEPTH AND.SPACING. • W 0 c APPLICATION • SPECIFIED MATERIAL - • • PRESERVATIVE TREATMENT (1) CONNECTORS FASTENES (2)(). RAFTERS (30# L.L.) • (L/240 L.L.) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) • • SBX . ,GALV (G60) . MAXIMUM SPAN. ACQ- CBA- CA GALV (G185) SPACING O.C. • DECKING, POSTS &LEDGERS 2X, & 4X (FIR) • ACQ, CBA, CA •FRAMING, 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 X 8 . 12" 16" 24" .. 14' -7" 12' -7" • 10' -2" . 17' -2" 15' -0" 12' -3" Ity of Tukwila ILDING DIVISIo 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 8695, CLASS 55 OR GREATER. . GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS: PRESSURE -TREAT ALL WOOD IN. CONTACT WITH CONCRETE OR MASONRY:: HOLES AND CUTS IN 3X OR 4X PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BEA MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON. ALL ANCHOR BOLTS. • WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. :. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST-BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT - USE 12" CS-14 UNLESS NOTED OTHERWISE: SPANS TABLE • JOISTS (10# D.L.) FLOOR . (40# LL) (L/360 LL:) CEILING' (20# L.L.). . . (L/240 L.L.) RAFTERS (30# L.L.) • (L/240 L.L.) TILE (19# D.L.) COMP /SHAKE (10# D.L.) NO. 2 D.F.. MEMBER SPACING O.C. MAXIMUM SPAN. MAXIMUM ; SPAN NO .2 D.F. MEMBER SPACING O.C. MAXIMUM SPAN MAXIMUM .' SPAN 2 X 6 12" 16" 24" . . 10' -9" : 9'-9" 8: -1" . • 14' -10" 12' -10" • 10' -5" • .' .2 X 6 12" 16" 24" 11• -7" : .1O' -0 ". • 8' -2" 13' -5" • 11'41" . 9'-8" 2 X 8 12" 16" 24" 141=2" 12' -7" 10'-3" 18' -8 ". • • 16' -2" 13' -2 7 . 2 X 8 . 12" 16" 24" .. 14' -7" 12' -7" • 10' -2" . 17' -2" 15' -0" 12' -3" 2 X 10 • 12" 16" 24" .. . 17' -9 ". • 15' -5" • .:12'-7" 22' -11" • 19' -10" : . 16' -2» 2 X 10 . .. 12" : 16 ". ' 24" 17' -11 ".• 151-6" 12'$ ". • 21' -2" ' 18' -5" 15'.0" 2 X 12 12" 16" ' 24" . 20' -7" 17_ -10 • ... 14'-r 26' -7" 23-0 . • 18' -10" . 2 X 12 12" 16" 24" 20' -9" ....18 -0 14'-8" .. : 24' -8'" .. 21-4 17-5" • LUMBER. SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS; JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, . BLOCKING, ETC. NO.2 HEM FIR STUDS • ' STUD GRADE HEM FIR ' • STUDS OVER 10' HIGH. NO. 2 HEM FIR: REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31.2010 POST. AND. BEAM DECKING P.T. #2 FIR . 0SB SHEATHING PER PLAN •: GLU -LAM BEAMS (EXT. ADH @ EXT. CONDITIONS). Fb2400, DRYADH. • atyof Tukwila. ' BUILDING DIVISION .: PSL MATERIALS* Fb m 2900 ; • LVL MATERIALS ** ..Fb -2600 E =2.0 Fv, =290 Ea18 Fvm285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. . 'COPYRIGHT ©2008 • I -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT MIT CENTER LESS AN ORIGINAL RED SEAL • m a. 00 ell"38bbW - c O y y.. C ;^a ...11 gOO°.dEo 8t v . = d ,- 1xt ,. 5eoa`2 E =�8 Bga o o2c $ o� r c E a b3 �o . h_ ^ • O ug .1 L CL" M tx FriR . • (:) CI .W W CO Z V W o n- U C'3 Z m m m -: O N . H a w� .:.i W ex 0) O z LL • . i...1 W z u) z tr w Z W m 0 W re Q a ix 0. atyof Tukwila. ' BUILDING DIVISION .: PSL MATERIALS* Fb m 2900 ; • LVL MATERIALS ** ..Fb -2600 E =2.0 Fv, =290 Ea18 Fvm285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. . 'COPYRIGHT ©2008 • I -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT MIT CENTER LESS AN ORIGINAL RED SEAL 12207 Len', 0119oo -1130 CONSTRUCTION NOTESt OCAUTION: POTENTIAL UTIUTY CONFUCT. CONTRACTOR SHALL VERIFY (POTHOLE) EXACT LOCATION AND DEPTH OF EXISTING UTIUTY. SEE ORDER OF WORK IN THE SPECIFICATIONS. ® CONTRACTOR SHALL FURNISH AND INSTALL A NEW 5' PVC SIDE SEWER FROM THE NEW E' SEWER PIPE OR SSUH (AS NOTED) TO THE R -O-W UNE SEE SIDE SEWER STUB DETAIL ON SHEET 40. 0 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 WATNESSED 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 ® CONTRACTOR SHALL FURNISH AND INSTALL A NEW FIRE HYDRANT ASSEMBLY. SEE DETAIL ON SHEET 48. • . ® CONTRACTOR SHALL REMOVE, PROTECT AND TEMPORARILY RELOCATE EXISTING MAILBOX. THE CONTRACTOR SHALL COORDINATE WITH THE LOCAL POSTMASTER REGARDING THE TEMPORARY SERVICE AND FINAL LOCATION. , 0 CONTRACTOR SHALL RECONNECT EXISTING WATER SERVICE SEE DETAIL ON SHEET 49. 0 CONTRACTOR SHALL ADJUST EXISTING MANHOLE, VALVE BOX, METER BOX, CLEANCUT, MONUMENT CASE OR CATCH BASIN FRAME TO THE NEW GRADE. THE UTIUTY COMPANY SHALL ADJUST GAS VALVE OR TELEPHONE MANHOLE. CONTRACTOR SHALL COORDINATE THIS WORK. 0 CONTRACTOR SHALL CONNECT NEW B' SEWER PIPE TO EXISTING MANHOLE. CONTRACTOR SHALL STABIUZE EXISTING MANHOLE TO RESIST LATERAL LOADING. RECHANNEL EXISTING MANHOLE AS REQUIRED. 10 CONTRACTOR SHALL CONNECT NEW r SEWER PIPE TO EXISTING SEWER PIPE WITH A FERNCO ADAPTER. 11 CONTRACTOR SHALL REMOVE, PROTECT AND REINSTALL EXISTING SIGN. LANDSCAPING, FENCE OR ROCKERY AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH THE PROPERTY OWNER AND THE ENGINEER. 12 CITY VALL CLOSE EXISTING WATER VALVE AFTER EXISTING WATER ' MAIN HAS BEEN ABANDONED. CONTRACTOR SHALL COORDINATE 'THIS WORK. THE EXISTING VALVE BOX SHALL BE REMOVED AND WASTEHAULED AND THE VOIDS BAcKF'RLED WITH CRUSHED SURFACING TOP COURSE 13 THE EXISTING UTIUTY POLE SHAU. BE 'HELD' BY THE UTIUTY COMPANY. CONTRACTOR SHALL COORDINATE THIS WORK WITH THE UTIUTY COMPANY. 120 115 110 106 100 06 N a Zit a • 120 ' O1IUTY bbNPUO : : PIPE DEFLECTION: DETAIL. • ... _ • I _ 3 ... • t `50TH Ait; SOUTIA • • • • • •• •••..•.3. N: C z pg a d z CE: • :12297 " " iiuii.►ii�.ri% ✓,i-i.1. iiir, ..ci -iii. �i.0iiXoiii ✓.iiiIiir. iii ,irIir4rii1siii.tNii0.,0 0,s•i ir,rrt ii.c. it 1......... • 1 e ' :D•L: WATER :MAIN • li • • ::1.........1......... 'j :. 90 N •••••••• 100 •....... 96 1 90 10 +00 11 +00 12.00 13.00 z+ RIGHT -OR -WAY DISCLAIMER THE RIGHT -OF -WAY AND PROPERTY UNES SHOWN HEREON ARE BASED ON AVAILABLE INFORMATION. NOT ON A SURVEYED LOCATION AND ARE ONLY APPROXIMATE SHEET: 22 OF: 70 JOB NO.: 00539 DWG: C\PLAN30 GENERAL CONSTRUCTION NOTES 1. Locations shown for existing utilities are approximate. Inspector at 206_ 433 -0179. 2. At least 48 hours before : starting project site work, notify the Utilitie s p 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: a current copy of City of 5. The Contractor shall have the permit(s) and conditions, the approved plans, and pY o Y 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 provide 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, NAD 83 91 survey control and tied to any two City.of Tukwila Horizontal Control Monuments. For projects using / Y . within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocate all signs ns damaged or removed due to construction. 13. Retain, replace or restore ;. existing vegetation in. rights -of -way, .easements, and Access .Tracts. CONSTRUCTION SPECIFICATIONS work performed shall be per approved plans and specifications .only. The. Permittee is required to maintain 1. All . wo p P a set of.a roved plans, specifications, and associated permits on the job site Work shall be performed in pP P accordance with all federal, state, and local laws. Permittee shall apply for a Revision . for any work not according to the approved . plans. 2.. Permittee Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to 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. 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. DATE REVISION SECTION 10, T23N, . G ' ' IN. P ' 0 ION CO . ' OL NOTES 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, and 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. 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. PARCEL C: LOT 36 AND THE NORTH HALF OF LOT 40, BLOCK 8 ALLENTOWNI 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. APPUCANT: 14525 148th AVE. NE. ( #132) WOODINVILLE, WA 98072 (425) 485 -1 083 aiilantengineering©comcast.net rEZPIF"1"FT577roTn DOAK HOMES, INC. • 11812 26TH AVENUE SW BURIEN, WA 98146. (206) 246-6587 ESTIMATED GRADING QUANTIZES CUT 80 CU. YDS. PER LOT FILL 80 CU. YDS. PER LOT . NOT INCL. BUILDING FOUNDATION ELEVATION DATUM: . :. DATUM:. NAVD 88 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 .CRAW, 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 STABILIZED: These plans have been reviewed by the. Public . Works Department for .conformance with current City standards. Acceptance is subject to errors and . omissions . which do not authorize violations of .: • adopted standards or .ordinances. The responsibility... for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance . and will require a resubmittal of revised drawings . for subsequent approval. Final acceptance is subject to field inspection' by. the Public Works utilities inspector. . Date: !337: . //. These plans have been reviewed by the Public Works Department for conformance with current City .standards. Acceptance is subject to ,errors and onnissioins 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 the Public Works utilities inspector. Date: By: RECEIVED SHE=K MAR 18 2010 SHEET 42 PERMIT CENTER SHEET 3 SMALL SITE DRAINA 1� 3 SITE ADDRESS: 50th Za AVE SOUVi LOTS C &D TAX PARCEL NO 0179001730 INDEX SPECIFICATIONS EROSION & SEDIENTATION :: CONTROL PLAN SMALL .CUTE DRAINAGE PLAN RENU � ITYO EC� T A SEP fl.5 2008 PERMIT CENTER PLAN A�,ELS PROJECT NO.. 05009 SHEET . 1 OF 3 SILT FENCE NOTES:. A. . THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS. ROLL fUT 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 SECURED 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. E. • 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 01T•IER PROVISIONS OF STANDARD NOTE E APPLYING. G. THE TRENCH SHALL. BE BACKFILLED WITH NA11VE SOIL OR 3/4" -1.5" WASHED ROCK H. • FILTER FABRIC •FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED. THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE. AREA HAS BEEN PERMANENTLY STABILIZED. 1. FILTER • FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS .SHALL BE MADE IMMEDIATELY. • J. 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. FILTER FABRIC MATERIAL 36 , MIN .WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABIC TO WIRE. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIVALENT. FILTER FABRIC . MATERIAL 2 "x2" BY .14 GA. WIRE . FABRIC OR EQUIV. IN STANDARD STRENGTH FABRIC IS USED STABILIZED CONSTRUCTION ENTRANCE NOTES: 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALi_ VEGETATION, ROOTS AND. OTHER OBJECTIONABLE MATERIAL THE QUARRY SPALLS SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES 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 -116. 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.. 24 "MIN 36' MIN 4 "x4" . MIN. TRENCH. BACKFILL TRENCH WITH : • NATIVE SOIL OR •3/4" WASHED ROCK 12 "MIN N__2 "x4" WOOD POSTS, STANDARD OR BETTER OR EQUAL, ALTERNATE: ,STEEL FENCE POSTS 2 "x4" WOOD POST-/ ALT: STEEL FENCE POSTS STABILIZED . CONSTRUCTION ENTRANCE NOT TO SCALE GEOTEX11LE FABRIC UNDER QUARRY SPALLS (MARAFI 600X OR EQUAL) EROSION CONTROL SEEDING SCHEDULE SILT FENCE NOT TO SCALE DETAIL EXISTING GAS SCALE: 1: " =1.0' BASIS OF BEARINGS:: PLAT,, OF ALLENTOWN . TO THE. CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: ,NAVD 88 ■ PROPERY BOUNDARY IS THE LIMIT OF CLEARING. 10'. ESMT FOR SIDE SEWER, N UTILITIES AND DRAINAGE . TEMPORARY EROSION CONTROL PROPORTIONS PERCENT PERCENT SEED. MIX (by. weight) PURITY GERMINATION. Chewiings - or Red Fesque. (Festuroa rubra var. oommutata or Festurca rubra) 40% 98% 90% Annual or . Perennial Rye ( Lolium multiflorum or Lolium perenn),, 40% 98% 90% Redtop or Colonial Bentgraes (Agroetie alba or Agroetie tenuis) 10% 92% 86% . White Dutch Clover . (Trifolium repens) 10% 98% 90%. LAWNY SEEDING SCHEDUALE: LANDSCAPING SEED MIX PROPORTIONS PERCENT PERCENT. (by weight) PURITY .GERMINATION Perennial Rye Biend ( Lolium perenne) 70% 98% , 90% Chewings and Red Fescue Biend (Festuoa rubra var. eommutata or Festuca rubra) 30% 98% 90% 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 D). 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. d it i ed for the duration of INSTALL FILTER PREVENT LADEI EXITING THE Sj STABILIZED ROPOSED. RESIDENCE CONSTRUCTION ENTRANCE INSTALL FIL BASIN PRO TO PREVENT FROM ENTERI R FABRIC CATCH :.CTION OVER INLET ILT I LADEN WATER ORM DRAINS. 32.00' CB3 (EXISTING) GRATE: 109.95 10 N . 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. (4) Stabilized construction entrances shall the project.. Additional measures, such as paved areas are kept • clean and track out (5) The ESC facilities shown on this plan to ensure that the transport of sediment be installed at the beginning of construction . an ma n a n constructed wheel wash systems or . wash pads, may be required to ensure that all to road right of way does not occur for the duration of the project. must be constructed prior to or in con junction with all • clearing and . grading so 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. (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.' (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: 32.00' 125' ROW 1 11 INSTALL FILTER FENCE AS NkCESSRRYTC PREVENT LADEN WATER FROM EXITHE-St1E. 112- FINSHED CONTOUR (TYP) DRAINAGE FLOW (TYP) RECEIVED °` w MAR 182010 PERMIT CENTER LEDGEN . at. EXISTING OVERHEAD POWER . w' 'w EXISTING WATER MAIN 0 0 —. EXISTING NATURAL GAS • s s • s EXISTING SANITARY SEWER MAIN. _o. PROPOSED . NATURAL GAS -u u PROPOSED UNDERGROUND POWER. •w w w- PROPOSE WATER SERVICE UNE •. •�- •�••Ma. till _maian I" = PROPOSED SANITARY.•SIDE SEWER • PROPOSED STORM . CLEAN .OUT APPUCANT: DOAK HOMES, INC. 11812 .— 26TH, AVENUE SW BURIEN, WA 98146 (206) 246.6587: office (206) .246 -5991. fax DATE 4/03/08 SITE ADDRESS: 50TH AVE SOUTH LOTS C &D TAX PARCEL NO. 0179001730 AELS PROJECT NO. 05009 DATE. REVISION I . EXPIRES 10/4/2009 SHEET . 2 OF 3 011F • DOWNSPOUT 18 TYP TYPE 1 CATCH BASIN WITH STANDARD GRATE • INSTALL 24' _ #4 REBAR AT CENTER OF DRY • �OV"ERFLOW od5' MIN. TO PROPERTY LINE 2 2 %. 2% 1 3' ! ti`' �? ! j; ? 1{��;,r? n' ,;.` `r "! ; �a+4'4vr » k DIRECT DRIVEWAY DRAINAGE TO CATCH BASIN PER PLAN 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE (OR EQUAL) 11A" CRUSHED SURFACING TOP COURSE 216" MIN.. CRUSHED SURFACING BASE COURSE 6" MAX. 15' MIN. WHERE CRAWL SPACE FLOOR IS LOWER THAN OVER FLOW. 5' -4' PERFORATED LEACH BED TUBING ON LEVEL GRADE FILTER . FABRIC LINER ON SIDES AND TOP.. OF DRYWELL . COMPACT SUBGRADE AND SIDE SLOPES TO 95% OF MAX.. DENSITY PRIVATE DRIVEWAY ABOVE SEASONAL WATER RESTRICTIVE LAYER CROSS - SECTION NOT TO SCALE SCALE: :1 " =1.0'. BASIS OF BEARINGS:. PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM:.. NAVD 88 DRYWELL DETAIL NOT TO SCALE 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 OT. ONE EACH E1000 SQ FT� OF). 2. A MINIMUM OF TWO DRYWELLS WILL BE INSTALLED ON EACH 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 BL IN OPENING NG O STRU 11ON. 5. SOIL LOG TEST HOLES WERE DUG ON THE NEAR THE DRYWELL DURING THE SOIL TYPE AND STRATIFICATION WAS TYPICALLY AS FOLLOWS: . 0-9' 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... LOT AREA . ROOF AREA DRIVE & WALK AREA TOTAL IMPERVIOUS AREA TAX LOT NO. LOT C 12" ROOF OVER HANG 4494 SQ.FT, 1800 SQ.FT. 372 SQ.FT. 2,172 SQ.FT. 017900 -1730 LOT D 4494 SQ.FT. 1,760 SQ.FT. 419 SQ.FT. 2,179. SQ.FT: 0179001730: CV 4 71- 0 0 17' -4" PVC S =2.00% PROPOSED RESIDENCE . FINISHED FLOOR ELEV: 112.98 GARAGE HI /LOW ELEV: 111.64/111.24 CRAWLSP.ACE ELEV: 109.50 32.00' 34' -4" PVC S= 36' -4" PVC S=2.00% MIN. C83 (EXISTING I GRATE: 109.95 1\0 IE(12"): 107.6 1 IE(6 "): 107.18 STORM : NOTES 0 CRAW. 110.76 1,. IE= 108.50 (OVER .FLOW) ..: GR CB (D) E 11 1) 1.23 IE= 108.50 (OVER FLOW) 0 5' DIAMETER DRYWELL PER DETAIL THIS SHEET SEWER . NOTES 1 =6" PVC CLEAN —OUT 0 :1 -6" PVC TESTING . TEE 1 -6 " PVC WYE 1 -6" 45' BEND 2-6 "X4" REDUCER IE= 102.66 . ® CLEAN —OUT . IE= 108.00 1 -4 " WYE •. .. 1 -4" CLEAN—OUT: IE =109.00 1 -4" WYE .1 -4" CLEAN —OUT. 1 =40' BEND • . IE= 108 :28 . .WATER ®i NEW " WATER' METER. • & SERVICE LINE PER TUKWILA ..STANDARDS. .(BORE .. UNDER . ROAD) • 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. 011 . w- 011 LEGEND EXISTING OVERHEAD POWER EXISTING WATER MAIN . EXISTING NATURAL GAS s EXISTING SANITARY SEWER MAIN PROPOSED NATURAL. GAS �.._ PROPOSED UNDERGROUND POWER PROPOSED WATER SERVICE LINE PROPOSED SANITARY. SIDE SEWER PROPOSED STORM. CLEAN OUT w w LOT D PROPOSED RESIDENCE FINISHED FLOOR ELEV: 113.00 GARAGE. HI /LOW ELEV: 112.50/112.10 CRAWL SPACE ELEV: 109.50 EXISTING SS STA. 12 +50 RIM: 111.16 IE(8"N): 102 IE(8 "S): 102. w- - aeemm :-sa -mm- =—m 113- 32.00' 20.00' 100' .-112- 3 3 / /a. RECEIVED MAR 18 2010 PERMIT CENTER ALLIANT ENGINEERING LAND SURVEYING, INC APPLICANT: 14525 148th : AVE.. NE ( #132) WOODINVILLE, WA 98072 (425) 485 -.1083 DOAK HOMES, INC.: 11812 .26TH AVENUE. SW BURIEN, WA 98146 SMALL SITE DRAINAGE PLAN alllantenglneering®comcast:net . 1-77178-767705.651 (206) 246 -6587 SITE ADDRESS: 50th AVE SOUTH . LOTS C &D TAX . PARCEL NO. 0179001730 4/03/( AELS PROJECT N 05009 SHEET. . 3 OF