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HomeMy WebLinkAboutPermit D11-245 - PHIMVIENGKHAM RESIDENCE - NEW SINGLE FAMILY RESIDENCEThis 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. D1 1-245 Phimviengkham Residence 1183144 1h Place South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule 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 100 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. PHIMVIENGKHAM RESIDENCE 1183144 PL S Di 1-245 City off ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 3347400993 Address: 11831 44 PL S TUKW Project Name: PHIMVIENGKHAM RESIDENCE Permit Number: D11 -245 Issue Date: 12/02/2011 Permit Expires On: 05/30/2012 Owner: Name: PHIMVLENGKHAM RATHIDA Address: 11829 44TH PL S , TUKWILA WA 98178 Contact Person: Name: RATHIDA PHIMVIENGKHAM Address: 11829 44 PL S , TUKWILA WA 98178 Email: RATHIDA@YAHOO.COM Phone: 206 - 295 -2666 Contractor: Name: REALITY HOMES INC Phone: 253 926 -6330 Address: 1208 ALEXANDER AV E , FIFE WA 98424 Contractor License No: REALIHI984CN Expiration Date: 02/15/2012 DESCRIPTION OF WORK: CONSTRUCT NEW 2014 SQ FT SINGLE FAMILY RESIDENCE WITH 431 SQ FT ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER SERVICE LINE/WATER METER, AND ALLENTOWN FLOOD PRONE AREA. TRAFFIC IMPACT FEE PAID UNDER PW PERMIT NO. C09 -015. TRANSPORTATION IMPACT FEE APPLIES TO THIS PERMIT. ALLENTOWN WATER & SANITARY SEWER CONNECTION FEES APPLY TO THIS PERMIT PER C.O.T. ORDINANCE NO. 1777. REF. PW09- 019/L08 -064 Value of Construction: $244,265.02 Fees Collected: $30,947.73 Type of Fire Protection: International Residential Code Edition: 2009 Type of Construction: Occupancy per IBC: 22 Electrical Service Provided by: SEATTLE CITY LIGHT Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: doc: IBC- SF7 /10 D11 -245 Printed: 12 -02 -2011 Permit Center Authorized Signature: • Date: 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 construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: h1 (Yr\ Vi4./In Date: (2 /L/1/ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. doc: IBC- SF7 /10 D11 -245 Printed: 12 -02 -2011 15: All plumbing and gas piping work shat inspected and approved under a separate p •iit issued by the City of Tukwila Building Department (206- 431 - 3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: ** *PLUMBING AND GAS PIPING * ** 19: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 20: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 21: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 22: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 23: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 24: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 25: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 26: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 27: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 28: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 29: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 30: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 31: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 32: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 33: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 34: Per City Code a fire sprinkler system shall be installed within the house. A fire sprinkler designer shall verify that the 3/4" water service line and 3/4" water meter is adequate for required protection. If found to be not adequate then water service line and/or water meter shall be increase in size to meet the fire demand. A larger water meter would result m an increased City water permit fee. The Cascade Water Alliance Charge would be based on a 3/4" water meter size. 35: Arty material spilled onto any street shall be cleaned up immediately. 36: Building to be constructed under this permit is within the Allentown Flood Prone Area. Finished floor shall be at least one (1) foot above the flood elevation. doc: IBC- SF7 /10 D11-245 Printed: 12 -02 -2011 37: Temporary erosion control measures shale implemented as the first order of businesiprevent sedimentation off -site or into existing drainage facilities. 38: 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. 39: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference m permit fee prior to the Final Inspection. 40: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 41: 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. 42: ** *FIRE DEPARTMENT CONDITIONS * ** 43: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 44: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 45: Maximum grade for all projects is 15 %. 46: 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) 47: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 48: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 49: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206) 575 -4407. doc: IBC- SF7 /10 D11 -245 Printed: 12 -02 -2011 • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.TukwilaWA.00v Combination Permit No. b I_`_ Project No.: (For office use only) • COMBINATION PERNIIT 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: 'ft 11 V' 1 444 pt S Property Owners Name: Rathida Phimviengkham Mailing Address: 11829 44th PI. S. King Co Assessor's Tax No.: 334740-0993 -07 Tukwila City WA State 98178 Zip CONTACT PERSON — who do we contact when the permit is ready to be issued Name: Rathida Phimviengkham Mailing Address: 11829 44th PI. S. E -Mail Address: rathida @yahoo.com Day Telephone: Tukwila City Fax Number: (206) 295-2666 WA 98178 State Zip GENERAL CONTRACTOR INFORMATION — Company Name: Reality Homes Inc. Mailing Address: 1308 Alexander Avenue East, Building B Contact Person: Phil Shankle E -Mail Address: Phil .shankle @realityhomesinc.com Contractor Registration Number: IL E fl LT 1+ L lei/ c- n) Fife WA City State Zip Day Telephone: (253) 722 -2258 Fax Number: Expiration Date: 02/15/2012 98424 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 114,998.00 Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE '', .:FOOTAGE Basement 1st floor • 1,041 2nd floor 973 Garage ri carport • 431 Deck — covered ❑ uncovered ❑ 40 Total square footage 2,445 Sprinklered building? ❑ yes m no Fire suppression system proposed/required? H'\Applications\Forms-Applications On line12010 Applications \7-2010 - Permit Application - SFR Combination.doc Revised: 7 -2010 bb 1B/yes ❑ no Page 1 of 3 1 PUBLIC WORKS PERMIT INFO RNN ION — Scope of work (please provide detailed information): (Stg) (Rcf.) ew 09 0l9 /c_oi�/ Log- 06¢ CALL BEFORE YOU DIG: 1- 800 -424 -5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT 0 ...Tukwila 0... Water District #125 ❑ ...Water availability provided SEWER DISTRICT 0 ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ❑... Valley View ❑ .. Renton ❑ Sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drain e) ❑ .. Geotechnical Report ❑ ...Bond ❑ -. Insurance Mal Easement(s) ❑ .. Maintenance Agreement(s) fitiVAT6 (g eo z. D) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -of -Way Use - Nonprofit For Less Than 72 Hours ❑ ...Right -of -Way Use - No Disturbance 0 ...Construction/Excavation/Fill - 0 ...Total Cut 0...Total Fill 10 ;ICI Cubic Yards O Cubic Yards 0 ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities rIo ."Frontage Improvements Traffic Control ...Backflow Prevention - Right -of -Way ❑ Non Right -of -Way 0... Traffic Impact Analysis ❑ ... Hold Hannless — (SAO) ❑ ... Hold Hannless — (ROW) ❑ .. Right -Of -Way Use - Profit for less than 72 hours ❑ .. Right -Of -Way Use - Potential disturbance ',K.. Work In Flood .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Fire Protection Irrigation " Domestic Water 3/4. `...Permanent Water Meter Size ❑ ...Temporary Water Meter Size ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public ❑ " wo# 1t(4e11 " WO# WO # Private Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation El.. Utility Undergrotmding ❑ ...Deduct Water Meter Size FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Rathida Phimviengkham Day Telephone: (206) 295 -2666 Mailing Address: 11829 44th PI. S. Tukwila WA 98178 City State Zip WATER METER REFUNDBILLING: Name: Rathida Phimviengkham Mailing Address: 11829 44 th PI. S. Day Telephone: (206) 295 -2666 Tukwila WA 98178 City State Zip H:Wpplications\Fonns- Applications On Line12010 Applitations17 -2010 - Permit Application - SFR Combination.doc Revised: 7 -2010 bh Page 2 of 3 • • EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 11 500 1 1 furnace <100k btu thermostat emergency generator fuel type: 21 electric ❑ gas 1 appliance vent 4 ventilation fan connected to single duct wood/gas stove 1 water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 2 bathtub (or bath/shower combo) 1 dishwasher 4 lavatory (bathroom sink) water heater (gas) 1 bidet floor drain sink lawn sprinkler system 1 clothes washer t shower 3 water closet gas piping outlets 1 PERMIT APPLICATION NOTES - APPLICABLE TO ALL PERMITS IN THIS APPLICATION - Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Rathida Phimviengkham Mailing Address: 11829 44th Pl. S. Day Telephone: Tukwila Date: —1 I L 1 / (206) 295 -2666 WA 98178 Date Application Accepted: 7_ City State Zip Date Application Expires: 1 Stall Initials: H:\Applications\Forms- Applications On Line\2010 Appbcations17 -2010 - Permit Application - SFR Combination.doc Revised: 7 -2010 bh Page 3 of 3 • C City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3347400993 Permit Number: D11 -245 Address: 11831 44 PL S TUKW Status: APPROVED Suite No: Applied Date: 07/22/2011 Applicant: PHIMVIENGKHAM RESIDENCE Issue Date: Receipt No.: R11 -02608 Initials: User ID: Payee: WER 1655 Payment Amount: $4,752.73 Payment Date: 12/02/2011 10:13 AM Balance: $0.00 RATHIDA PHIMVIENK:HAM TRANSACTION LIST: Type Method Descriptio Amount Payment Check 109 4,752.73 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES MECHANICAL - RES PLAN CHECK - WATER METER PLUMBING - RES STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION 000.322.100 000.322.102.00.00 000.345.830 000.322.103.00.00 640.237.114 104.367.120 401.379.004 401.379.002 Total: $4,752.73 2,668.15 189.00 10.00 252.00 4.50 1,013.88 555.20 60.00 doc: Receipt -06 Printed: 12 -02 -2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3347400993 Permit Number: D11 -245 Address: 11831 44 PL S TURIN Status: APPROVED Suite No: Applied Date: 07/22/2011 Applicant: PHIMVIENGKHAM RESIDENCE Issue Date: Receipt No.: R11 -02607 Initials: User ID: WER 1655 Payment Amount: $5,000.00 Payment Date: 12/02/2011 10:11 AM Balance: $4,752.73 Payee: RATHIDA PHIMVIENKHAM TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 001180 ACCOUNT ITEM LIST: Description 5,000.00 Account Code Current Pmts WATER - ALLENTOWN /RYAN 401.379.004 5,000.00 Total: $5,000.00 doc: Receipt -06 Printed: 12 -02 -2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3347400993 Permit Number: D11-245 Address: 11831 44 PL S TUKW Status: APPROVED Suite No: Applied Date: 07/22/2011 Applicant: PHIMVIENGKHAM RESIDENCE Issue Date: Receipt No.: R11 -02606 Initials: User ID: Payee: WER 1655 Payment Amount: $9,460.70 Payment Date: 12/02/2011 10:09 AM Balance: $9,752.73 RATHIDA PHIMVIENKHAM TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 00571D ACCOUNT ITEM LIST: Description 9,460.70 Account Code Current Pmts CASCADE WATER ALLIANCE FIRE IMPACT FEES PARK IMPACT FEES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW SEWER - ALLENTOWN /RYAN WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 640.237.500 90830402.5000.5304.XXXXX 90330109.5000.5301.XXXXX 000.322.100 000.342.400 000.342.400 000.345.830 402.379.004 401.342.400 401.245.100 401.343.405 Total: $9,460.70 6,005.00 922.00 1,426.00 250.00 23.50 45.00 45.00 189.20 15.00 490.00 50.00 doc: Receipt-06 Printed: 12 -02 -2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3347400993 Permit Number: D11 -245 Address: 11831 44 PL S TUKW Status: APPROVED Suite No: Applied Date: 07/22/2011 Applicant: PHIMVIENGKHAM RESIDENCE Issue Date: Receipt No.: R 11 -02605 Initials: WER User ID: 1655 Payment Amount: $10,000.00 Payment Date: 12/02/2011 10:03 AM Balance: $19,213.43 Payee: RATHIDA PHIMVIENKHAM TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 095941 ACCOUNT ITEM LIST: Description 10,000.00 Account Code Current Pmts SEWER - ALLENTOWN /RYAN 402.379.004 10,000.00 Total: $10,000.00 doc: Receipt -06 Printed: 12 -02 -2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3347400993 Permit Number: D11 -245 Address: Status: PENDING Suite No: Applied Date: 07/22/2011 Applicant: PHIMVIENGKHAM RESIDENCE Issue Date: Receipt No.: R11 -01547 Initials: User ID: WER 1655 Payment Amount: $1,734.30 Payment Date: 07/22/2011 10:17 AM Balance: $3,113.65 Payee: RATHIDA PHIMVIENGKHAM TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 001508 ACCOUNT ITEM LIST: Description 1,734.30 Account Code Current Pmts PLAN CHECK - RES 000.345.830 1,734.30 Total: $1,734.30 doc: Receiot -06 Printed: 07 -22 -2011 1)(1-7,4s INSPECTION RECORD Retain a copy with permit . INSPECTION N0. P):RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project:. P It( vi..iUI} nle le- wk ke S Type of Inspection: E . w...4 L Address: ixP5 31 yyp�<, Date Called: Special Instructions: A (03441 z -o l Date Wanted:. 10 —12 (7 a.m. P.m. Requester: Phone No: 253 `=,L <c U Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: love-A ,.2.41 1166'Jt -kg1 _grAktr Inspe tor: .'i Dater n -( REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit .©11 -2. j PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Project: (D161044 104614as A vv■ R S Type of Inspection: hfrJrAL- 17 i &js i Co O To e .rl 0 r, �ti sr ikAJ e. tAcr `t7 Alb ff1' MAW: ,,vn Address: it P 1^- 0-1 I S Date Called: r ti./ 4L —01 : sr3 Q I M J _WM isr- 3) Arm Special Instructions: q.� Date Wanted:. q — Z S — (2 D k- 3-f-Ce f ( —a k O,1 - . ` °, c! ijprav� �o E � 6 (�tZ.Al p _,11 51 ,' p.m. Requester: Phone No ,.ZS 9 Z< —6 11 1 IDApproved per applicable codes. Corrections required prior to approval. COMMENTS: u1/4) tier ke -ATe. " _c-C? p D .. - 17 i &js i Co O To e .rl 0 r, �ti sr ikAJ e. tAcr `t7 Alb ff1' MAW: ,,vn M.JSi kAtie e 01("S: J /1 - .S r ti./ 4L —01 : sr3 Q I M J _WM isr- 3) Arm fr(k .,cumc*, - Mc is I 1t A-va_ /444*, +P. - i o i T'" /� v l/t A e'' E D k- 3-f-Ce f ( —a k O,1 - . ` °, c! ijprav� �o E � 6 (�tZ.Al p _,11 51 J -s:A s, • a Ins «ector: Date ri REINSPECTION FEE R Q 1 ' ED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 4�J INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 .., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 PMa GAV f�-► lyt� Type of Inspec'tiont: V4J Address. ry1 Date Called: Specia Instructions: f Date Wanted:/. .'- co -- i a— (71(1.:Ln" Requester: Phone No: 25..2 -- 606 L--11 2-'2- Approved per applicable codes. a Corrections required prior to approval. COMMENTS: 1••• nspeytor: REFECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ' INSPECTION RECORD Retain a copy with permit (1-245 INSPECTIO. NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 fQ. (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 P r t` V! ,eA b 1.�.. � Typ f Inspection: � � 4 2 �S I Address: .4.'" • teL_ Date Called: Special Instructions: / Date Wanted-Ls. a. m. Requester: Phone No: '2- —C3 — q-240 ' 0 / 1 / Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insp tor: Date.-)3 f I ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSP CTION INSPECTION RECORD Retain a copy with permit bpi --IAs 0. PERMIT NO. CI Y OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ti; (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P t:, -, V, erg1�f ( Type of Inspe tion:___ (. AI -'-"S .' Address: -ill 1 t 3 (‘ •fc( Pi_ __—. Date Called: Special Instructions: / Date Wanted - x• 1 a.m. P.m Requester: Pho�N.. 5 2.10 —D it I Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Ins ector: REINSPECTION FEE REQUIRED. Pri to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION C-64( 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P ect: ; Pki V, & - ' Type of ection: (fi t A 4 Address: .' +4 L,( t' Date Called: AC iD' L t.4J o ! srniiv Special nstructi-ions: kihr 4 4 Date Wanted: . 1 I 1 Requester: Phone No: applicable codes. El Corrections required prior to approval. COMMENTS: AC iD' L t.4J o ! srniiv )r( kihr 4 4 u 1 A.,06•Q„.... ,. Q , D 4vAA ( ! ii (!p. 0 A- f Jr,/e !J i ► IN REINSPECTION FEE REQUIRE I . rior to next inspection. fee must be paid' at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. a+� INSPECTION NO. INSPECTION RECORD Retain a copy with permit? t (--24 5 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 . (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P t:o v � N k �� Type of Inspection: pdr o K., t v --- roc z- P�-7'— ,57DvL- ,' ' o_i-- Address: it �4y �� ( Date Called: ( -,.re_ A ) cJ< dinvz . u s-T-AJ i_ -) fl 11 --- ib ,''� Special Instructions: Date Wanted:. / .. Requester: Phone_ N9: , / 1(i7 ^ 0 ( I. f EjApproved per applicable codes. a Corrections required prior to approval. COMMENTS: pdr o K., t v --- roc z- P�-7'— ,57DvL- ,' ' o_i-- a )Jee)5 P ( - ( -,.re_ A ) cJ< dinvz . u s-T-AJ i_ -) fl 11 --- ib V/vVe_79.Cf AA / j j Ins! ector: IDate:4 /0 ri ❑ REINSPECTION FEE REQUIRF . Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. *17 INSPECTION RECORD Retain a copy with permit ` < <" 245 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 P o ct: Type f_ Inspection: A..).A.„. r f)(- e l,nt�v SLeeiry e. . Address: • I (g3 t defeerk PL Date Called: � Special Instructions: Date Wanted�`,/ 2,4EC ��P "' e. Requester: M ..s -s : )� 1v e e.- i u c s e t t .-r-'0--- Phone No: q21,0- j 2 - Qj1 f -rb tfA- (-0 f to AA &44e 4(e AMA cP.1 IApproved per applicable codes. Corrections required prior to approval. 41. COMMENTS: t. 'A' (ix) Ps, C,eTe c:ffl.P310 6K m 0 t.Jok.1 I, r f)(- e l,nt�v SLeeiry e. . l ► 's AC DA kg-es `r-t N � .D a R.-• x,.1Pc', 1 l G0( A. eJ $ f"CC: 1 St-17j XS 1,) J(�n J`C (4) Am srA-Dis-@___ t 1 P QS - m a re IINIJ 50b go e k. ml STrAls per Genes A t lio 0 "(Ji .1 -A4 Dr lC.AM, `rt:, fr'Jk DoS,r(ve (ibA1h p, c-}-0 A in Jsm+ $ c v.il s ka-A. ue M ..s -s : )� 1v e e.- i u c s e t t .-r-'0--- i& c'.('+ a . o^ IJL -1/01 I,66 J e ._s'T 8V ki -rb tfA- (-0 f to AA &44e 4(e AMA cP.1 0b IVa ' -rAJu \OP, Insp f%r: 4....Logek IDate: RfINSPECTION FEE REQ IRED. 2 . 8r 1 ) ri Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ef4.w i-.:./w INSPECTION NO. INSPECTION RECORD Retain a copy with permit ti -2 5 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P get: Ftt; V''ie NG1( It I-A Type of InAspe;�Lion: rd1�'TJt 5���4� Address: it Date Called: Special Instructions: 7 • Date .. . Requester: Pl,o253 -Cj7?- 6/2-2.._ Approved per applicable codes. Corrections required prior to approval. COMMENTS: In pector. REINSPECTION FEE RE/kW R . Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date _ t 5 ' INSPECTION NO. INSPECTION RECORD Retain a copy with permit LW —24 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R— (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P j t:‘ Ref- Skeai,.r A-rproJet Type of Inspection: Address i 1 1 + j PI—.._ Called: _5 k C. .---- �_.�.. Specialinttructions: 7) Se_ J e f i-( kin; l S i S O f% d•J C Date Wanted: . 6-e ) 11T- u t S A pare s_ A6k; k: Requester: fln1. ..--- ail cLe Jt4 Phone ,y ElApproved per applicable codes. Corrections required prior to pro COMMENTS: Ref- Skeai,.r A-rproJet (Ts) , p o ;N4 rfA c__ —wee . MO $I odd - � i.: 5-r9- —A : 1: m u shT"t o ", 1, £' . IA r 155- S\-d6 Aci= - - TZ +- -it 4- b xsrA C.- - -- Atel Ate. L..T "A-. 'rr, ,y Skea.r IJJA' it' ii L S 4 (t I> . c, 7) Se_ J e f i-( kin; l S i S O f% d•J C 6-e ) 11T- u t S A pare s_ A6k; k: ,� A k e fAT 0 f 1Sr fln1. ..--- ail cLe Jt4 r ( 2 hiirr (.o■ ' r r Inspect Date: 3 r� ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. dr¢ INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF- TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 12, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr . I 4V1 V + •V G it P { Type ofInStonj , 311 AddAddress ` ( �1 . Date Called: Special Instructions: / Date Wanted:2 ` V ! Z•- .a.m, p.m. Requester: Phone No: roved per applicable codes. D Corrections required prior to approval. COMMENTS: .7. Inspec or: Date: -IL n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 -- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P51 le`c : Type of nspe tom' n� /, . Sirs p jM. :c WON Address: 'tt^ Date Called: Special Instructions: • Date Wanted:/-(2- . 7 `� fl p.m. Requester: I5Fione No: Approved'per applicable codes. Corrections required prior to approval. COMMENTS: -..f . . Sirs p jM. :c WON - 'i A s f. a---C -II\ ? T i._ "es , jt.\--r-- Insp tor: Dater i 2. - CZ__ El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION O. PERMIT NO. C CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 01 1 24S Pr sect:, "ll ff u P iikAY,`�Iv6KW M Type f"Inspectio : •O .)Jl� A. Address: n '1 S + Date Called: Special Instructions: Date Wanted: .�a .rS �' m.. P.m. Requester: 15ilfoneNo: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: Inspector: ( ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 V, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 O it --7A5 i• Pr t: s : 1- Ai Type of nspectiosn: Add1re1 4q+. p� Date Called: Special Instructions: • • Date Wanted:. Z Z j a.m. p.m. Requester: PTion„ef ' a 'o - e'' Approved per applicable codes. do equ . prio COMMENTS: g) 6 u R-13 fiLI)° 2 Inspector Date: Zi ..._ REINSPECTION FEE REQUIRED. rior to next inspection. fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Oil -zi-iS Project:. _ G.hi YttlfRn1 k11a4., RrS. Type of Inspection: 47 U.) F‘kla -I Address: r� .11.$3I £4L( P` 5 Date Called: 9I9-5-11 a Special'Instructions: . • Date Wanted: . q1z -I'D Requester: Phone No: 51) tar P fes Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: eaA. par &fpraiiea p(c S • iat:tl .e.01 – � 1/.1Afedf i _ -L 5n►Iail - 5 ((eet 19.er 9 ?rivt1 . AA ( Gb;S Betas Can . r-, -tad -- Fir o (4' of -Vikled 'Inspector: PS Date: (2s /1.— ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit .DRI - ass PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Ph-Iii-iti e rik6114 Nr, Qt5 - Type of Inspection: OM 17 Address: (1 118',1 LI W Pr- `; Date Called: & f it Piz. Inc _ AK +o s est- w,) € r-:, Special Instructions: (eG&e_ watt r wie.{rr- 64- .' Date Wanted:. c. hi I is 0.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: — PlQ+ t- Are-1 i?nnnec, :c. 'Fcu i{rtr.C. .- &2-k- In a010 TOtad tt)a-f- -r etzer Inc _ AK +o s est- w,) € r-:, P f t e (eG&e_ watt r wie.{rr- 64- .' tomp Inspector: (Date: Off ,(it/,z._. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectioh. R INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1.--11-'17 Nil PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P o ct:. 'pryvi'aijKIasi Type of Inspection: WO c. 4"eztM. Addrey 1. ' • /� ��'{' �//� C /� �V � .l • i r Sa/ Date Called:�� [73 .w Special Instructions: • Date Wanted:5 ! a iii.1 '.. m. Reque j Phi:1:25 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r V e t( -o re- o c uofe I,xt -t r / --ri ft Value- -b ri15; k GI dornwslic. U- -+t( Withr 190x - Inspector: (Date: 5-17-411 ( Z LI REINSPECTION FEE REQUIRED. Prior to next inspection. .fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. SS.S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Project: Pier -90(4 P--) Type of Inspection: Type rf .-5-1-faodJAr M,_ (,)a-'f4r + " ron-A.-plea Address: j / g3 ! vv PI s Date Called: ().3/ 01.1 / . nib ware r oi eft t r 1 os4- .II e d . . Special Instructions: Date Wanted: 1 O4?3li a a:m. Requestg l Z.k.n U.f o. 1 oar r al&fe q-F. I- -.r speak-431.d Phone Nn:/ 59-779'a Approved per applicable codes. Corrections required prior to approval. COMMENTS: - 9" Uc_ Sid d cosv)e-*- i vs+-u..it cad rf .-5-1-faodJAr M,_ (,)a-'f4r + " ron-A.-plea "cc A rnt . OK +o (oa r,IKf,'l l . nib ware r oi eft t r 1 os4- .II e d . . (fact co/Ifrac-foe- The ujaf -er -(1 i#t 4r 4-'ke_ bad& side, , e Imo'' ek-u— '" -to run 4- 14e ire (t�1t . Will 6i U.f o. 1 oar r al&fe q-F. I- -.r speak-431.d w;+tn 4-fr e_ 00-kr dei4 . Inspector: O5 Date: 3/7.3//a ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dli- V 5 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: T Type of Inspection: ddress: h Date Called: Special Instructions: D Date Wanted:. a a. Requester: 1 Q ra i s€d -h /nee+ r2 j.iad i rl Phone No: .944 ..5/-7.:76 ElApproved per applicable codes. aCorrections required prior to approval. COMMENTS: - fGWI lOt,k4' alrat S • ft1d1,1I'FA f;e•r • 1 0rvuerl part5. D1 io kac t�.fil(. 42 l ri t drl O l e. l i' � a 444e /i- . ' 1 Q ra i s€d -h /nee+ r2 j.iad i rl , IJe.r - elevations.. ~iik r1.. s orno (ekeot -(o c ri-ki .s+anda r, &s 1 / . ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D / I- ;� • �/— s- DS-4 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 20 575 -4407 Project: IPA V% e- NC -Kfir R,Q-ce.)°A,e-e, Type of Inspection: •• -e S c "AlV. Address; /0 at( Suite #: Litt � vo( S Contact Person: • Special Instructions: • Phone No.: 1\C -Approved per applicable codes. Corrections required prior to approval. COMMENTS: r -t C. eAJ, kL N �P c „gyp L -off Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , Inspector: S—re— Date:9/ 9// Z HO.: itk 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an • invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 0/1- a yS--- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Pro] �t , 1 • Sprinklers: ,q{trk � Typ of Inspection: Address: Suite #: L/ / S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. orrections required prior to approval. COMMENTS: ion 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: *- 5 2 Date: Etr)/j'Z__ Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • 3 S • 'MAW, • • n 1 I f ,.� . r• . SPECTION RECORD 'Retain a copy y with - permit p INSPECTION NUMBER, CID PERMIT NUMBERS CITY OF T,UXWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila Wa, 98188 206 - 575 -4407 Pr Sprinklers: \( -er/- 5( Type of Inspection: Hood & Duct: Address: il o a _ Suite #: Monitor: �s Contact Person: " ' , Special Instructions: • ' Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ok. Needs Shift Inspection: Sprinklers: \( -er/- 5( Fire Alarm: Hood & Duct: • Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: F 5( Date: 3 (Zj ,),. Hrs.: a S $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: I Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 r• N r' FILE COPY 40' REVIEWED FOR CODE COMPLIANCe APPROVED Nnv 2 8 2011 City of Tukwila -BUILDING DIVISI OUTLOOKERS OUTLOOKERS 1 5/8 0I- -. IRD T11 GE 1' -4" OUTLOOKERS — 5' 6'6" 11'1" GE 1' - 4" OUTLOOKERS PARR LUMBER REALITY HOMES RATHIDA PHIMVIENGKHAM 2014 RAVEN'S RIDGE NORTH GARAGE RIGHT 25# SNOW / 85MPH / EXP "B" 5/12 1 -4" OH DRY LUMBER 16'10" 20' 12'1" SIMPSON / ITW HANGERS NAILS A =HUS26 / HDPT26 N16 2 1/2" B =HUS28 / HDTP28 N16 2 1/2" C =LUS24 / STP24 N16 1 1/2" D= HHUS28 -2 / HDTP28 -2 N16 2 1/2" E= HGUS28 -2 / HHDTP28 -2 N16 2 1/2" F= HGUS28 -3 / HHDPT28 -3 N16 2 1/2" G =THJA -26 /MHJT N1621/2" H =MTHM / MMTH N16 2 1/2" ALL HANGERS LUS24 U.N.O. CORRECTION VI sr -v RECEIVED CITY OF TUKWILA • Nnv 0 8 2011 PERMIT CENTER 0 • U) o rn 0 y ~ (O • W 0 5__00 0 = 3 N J� (r augro� ..fig c� E o c E t o l0 n Ol a, 'o ✓ Ana JOB NO: 114048 PAGE NO: 1 OF 1 Truss Fabricator: Job Identification: Model Code: Truss Criteria: Engineering Software: Truss Design Loads: ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387 -0116 Page 1 of 1 Document ID:IUGH561- Z1 125 1 64 107 Trus -Way, Inc 114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T IRC IRC2009 /TPI- 2007(STD) Alpine proprietary truss analysis software. Version 10.03. Roof - 42 PSF 0 1.15 Duration Floor - N/A Wind - 85 MPH (ASCE 7- 05- Closed) Notes: 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer /engineer of 2. asc oshiohnaondattacneldndrrawinM _be drawing nunber is preceded by: CAUSR561 Details: A0853005- GBLLETIN- GABRST05- A0851505- Submitted by GWH 16:40:59 10 -25 -2011 Reviewer: TSB $$ # Ref Description Drawing# Date 1 70508 - -T1 2 70509 - -T2 3 70510 - -T3 4 70511 - -T4 5 70512 - -T5 6 70513 - -T6 7 70514 - -T7 8 70515 - -T8 9 70516 - -T9 10 70517 - -T10 11 70518 - -T11 12 70519 - -T12 13 70520 - -T13 14 70521 - -T14 15 70522 - -T15 16 70523 - -T16 17 70524 - -T17 11298255 10/25/11 11298256 10/25/11 11298257 10/25/11 11298258 10/25/11 11298259 10/25/11 11298260 10/25/11 11298261 10/25/11 11298262 10/25/11 11298263 10/25/11 11298264 10/25/11 11298265 10/25/11 11298266 10/25/11 11298267 10/25/11 11298268 10/25/11 11298269 10/25/11 11298270 10/25/11 11298271 10/25/11 Garold W. Heal Washington PE #34183 (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLAC E SOUTH T - T1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. 0 -3 -14 3X4= 85 mph wind, 19.20 ft mean hgt, ASCE anywhere in roof, CAT II, EXP B, wind psf. Member design based on both MWFRS and MWFRS. See DWGS A08530050109, GBLLETIN0109, requirements. Deflection meets L/240 live and L/180 factor for dead load is 1.50. • u u aam 7////;////////////////////////;/////i 2X4(A1) = 3X4= 2X4(A1) L.5-1 -4 -0� 5 -6 -8 5 -6 -8 11 -1 -0 Over Continuous Support R =117 PLF U =19 PLF W= 11 -1 -0 RL =4/ -4 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) PLT TYP. Wave 10.03. Trus-Way, Inc 360 - 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc Sacramento, CA 95828 WACOA #1931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 210 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND NTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R1016 CEILIMO. "IMPORTANT.' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (5,H /SS /6) A5TR A653 GRAVE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 0 -3 -14 10/25/11 7 -05, CLOSED bldg, Located TC DL =4.2 psf, wind BC DL =6.0 C &C, wind reactions based on & GABRST050109 for more total load. Creep increase 4_18 -0 -0 WA /- /1 /- / - /R /- 2 -7 -9 Scale = .4375 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70508 DATE 10/25/11 DRW CAUSR561 11298255 CA -ENG TSB /GWH SEQN- 167402 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T2) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x6 DF -L SS Webs 2x4 :HF Stud or HF Standard: :W2 2x4 DF -L #1 &Bet.: 85 mph wind, 19.20 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 0 -3 -14 PLT TYP. Wave 3X10(A1) _ =1-4-04:J 5 -6 -8 6X6= p 3X10 i 5X6= 3X10 Special loads (Lumber TC- From TC- From BC- From BC- From BC- From BC- 1013.44 10.06 Dur.Fac. =1.15 / Plate Dur 65 plf at -1.33 to 65 p 65 plf at 5.54 to 65 p 20 plf at 0.00 to 20 p 10 plf at 2.06 to 10 pl 10 plf at 5.54 to 10 pl lb Conc. Load at 2.06, 4. .Fac. =1.15) If at 5.54 If at 11.08 If at 2.06 f at 5.54 f at 11.08 06, 6.06, 8.06 Calculated vertical deflection is 0.09" due to live Toad and 0.17" due to total load at X = 7 -0 -5. 5 -6 -8 3X10(A6R) 4 -0 -11 5 -6 -8 4 -0 -11 5 -6 -8 J 1 R =2495 U =35 W =5.5" 11 -1 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 -750 -1470 3901 NE 68th St., Vancouver WA 1TW Building Components Group, Inc. Sacramento, CA 95828 WA COA 111931 "WARMING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 70 SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND BTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 81018 CEILIMO. "IMPGRTANTe. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 118 BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFNPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1600 (8.8/55/6) ASTM A853 GRADE 40/80 (W. 0/11,55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COLPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 0 -3 -14 4_18 -0 -0 R =3006 U =27 W =5.5" 10/25/11 WA /- /1 /- / - /R /- 2 -7 -9 Scale = .5 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF DUR.FAC. 1.15 REF R561 -- 70509 DATE 10/25/11 DRW CAUSR561 11298256 CA -ENG TSB /GWH SEQN- 167444 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - 73) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per 1RC -09 section 301.5. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 1.50. 0 -3 -14 3X4 85 mph wind, 19.30 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. See DWGS A08530050109, GBLLETIN0109, & GABRST050109 for more requirements. L-1 -4 -0- 6 -0 -8 6 -0 -8 1.01 -4 -04..J R =125 PLF U =19 PLF W= 12 -1 -0 RL =5/ -5 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03. PLT TYP. Wave 12 -1 -0 Over Continuous Support Trus -Way, Inc 360- 750 -1470 3901 NE 68th St.. Vancouver WA ALPINE ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA t 1931 "RARMIUG" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314) AND UTCA (NOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R1010 CEILING. " IMPORTANT'. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. STALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF(PA) AND TP1. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/18GA (W,H /SS /K) ASTM AB53 GRADE 40 /613 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AN, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1800 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 0 -3 -14 2 -10-1 WA /- /1 /- / - /R /- Scale = .5 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70510 DATE 10/25/11 DRW CAUSR561 11298257 CA -ENG TSB /GWH SEQN- 167410 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T4) Top chord 2x4 DF -L #1 &Bet. Special loads Bot chord 2x6 DF -L SS (Lumber Webs 2x4 :HF Stud or HF Standard: :W3 2x4 DF -L #1 &Bet.: TC- From TC- From 85 mph wind, 19.30 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- From anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From psf. BC- From BC- 1013.44 Wind reactions based on MFRS pressures. 10.15 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 0 -3 -14 6X6= Dur.Fac. =1.15 / Plate Dur. 65 plf at 0.00 to 65 pl 65 plf at 6.04 to 65 pl 20 plf at 0.00 to 20 pl 10 plf at 2.15 to 10 pl 10 plf at 6.04 to 10 pl lb Conc. Load at 2.15, 4. Fac. =1.15) f at 6.04 f at 13.42 f at 2.15 f at 6.04 f at 12.08 15, 6.15, 8.15 Calculated vertical deflection is 0.12" due to live Toad and 0.23" due to total load at X = 6 -0 -8. 4X10(A7R) 3 -0 -12 6 -0 -8 2 -11 -12 6 -0 -8 4X10(A7R) LE:-1-4-0=J 3 -0 -12 R =2957 U =20 W =5.5" PLT TYP. Wave 12 -1 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus-Way, Inc 360- 750 -1470 3901 NE 68th St, Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 •'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON. WI 53119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SWILL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A P*OPERLT ATTACHED *1010 CEILING. " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF N05 (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160* (0,8/55/6) ASTM A653 GRADE 40/60 (W. X /H.SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANV INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R =3128 U =48 W =5.5" 10/25/11 0 -3 -14 T _41B -0 -0 WA /- /1 /- / - /R /- 2 -10 -1 Scale = .5 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF DUR.FAC. 1.15 REF R561 -- 70511 DATE 10/25/11 DRW CAU5R561 11298258 CA -ENG TSB /GWH SEQN- 167456 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T5) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord live applied per IRC -09 section 301.5. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers.Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep x 3.5" wide @ 48" oc along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in plates, overhang or heel panel. 0 -3 -14 T 85 mph wind, 20.54 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. load Member design based on MWFRS. both MWFRS and C &C, wind reactions based on See DWGS A08530050109 GBLLETIN0109, & GABRST050109 for more requirements. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 1.50. 3X4= 2X4(A1) 11 -4 -0J R =124 PLF U =4 PLF W= 12 -0 -0 RL =7/ -7 PLF Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave 3X4= 12 -0 -0 11 -8 -12 2X4(A1) 23 -8 -12 Over 2 Supports R =116 PLF U =3 PLF W= 11 -8 -12 Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "WARRING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SMALL HAVE A PROPERLY OTTACNED 81010 CEILING. " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVI51ON5 OF NOS (NATIONAL DESIGN SPEC. BY AF6PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 2O/18/18GA (W,H /S5 /K) ASTM A853 GRADE 40/80 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. 10/25/11 0 -5 -3 1 r 5 -3 -14 18 -0 -0 WA /- /1 /- / - /R /- Scale = .3125 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70512 DATE 10/25/11 DRW CAUSR561 11298259 CA -ENG TSB /GWH SEQN- 167387 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T6) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord load applied per IRC -09 section 301.5. 85 mph wind, 20.54 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. live Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 1.50. 0 -3 -14 1 Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. 4X4= 12 -0 -0 11 -10 -6 R =1106 U =11 W =5.5" RL= 59/ -60 PLT TYP. Wave 23 -10 -6 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "WARMING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 210 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22314) AND 5TCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 51010 CEILING. ..I PORTAW •.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS GROUP. INC. SWILL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H /55 /K) ASTM A653 GRADE 40/60 (O. K /H.55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1604 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 R =1013 0 -4 -9 T 5 -3 -14 18 -0 -0 WA /- /1 /- / - /R /- Scale = .3125 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70513 DATE 10/25/11 DRW CAUSR561 11298260 CA -ENG TSB /GWH SEQN- 167440 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 (114048 —PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T — T7) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8, DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 1.50. 0 -3 -14 T 4X4= 85 mph wind, 20.54 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. PLT TYP. Wave 3X5(A1) 6 -4 -2 8 -2 -12 12 -0 -0 5 -7 -14 -r _1_ 5 -7 -14 7 -6 -8 --I - _I, 12 -0 -0 6-4 -2 8 -2 -12 3X5(A1) R =1109 U =11 W =5.5" RL= 67/ -67 24 -0 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360- 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA, 22314) AND TTCA (W000 TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR 70 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTAOIIS R101D 8011180. ."IRpoRTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /10 /1BGA (W,H /55 /K) ASTM A653 GRADE 40/80 (W, 6 /0,55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600 -2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, • 10/25/11 R =1109 U =11 W =5.5" 0 -3 -14 5 -3 -14 WA /- /1 /- / - /R /- Scale = .275 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70514 DATE 10/25/11 DRW CAUSR561 11298261 CA -ENG TSB /GWH SEQN- 167320 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T8) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord live applied per IRC -09 section 301.5. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers.Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep x 3.5" wide @ 48" oc along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in plates, overhang or heel panel. 0 -3 -14 85 mph wind, 15.00 ft mean hgt, ASCE anywhere in roof, CAT II, EXP B, wind psf. load Member design based on both MWFRS and MWFRS. See DWGS A08515050109, GBLLETIN0109, requirements. Deflection meets L/240 live and L/180 factor for dead Toad is 1.50. 3X4 7 -05, CLOSED bldg, Located TC DL =4.2 psf, wind BC DL =6.0 C &C, wind reactions based on & GABRST050109 for more total load. Creep increase 10 -0 -0 10 -0 -0 R =126 PLF U =3 PLF W= 10 -0 -0 RL =8/ -8 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) FT/RT = 8°%(096) /5 (0) 10.03.04 20 -0 -0 Over 2 Supports R =125 PLF U =4 PLF W= 10 -0 -0 PLT TYP. Wave Trus -Way, Inc 360- 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "OARRING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND RICA (ROOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD STALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 81010 CEILING. “ INPGRT arrs.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE P000151ON5 OF NOS (NATIONAL DESIGN SPEC. BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) A5TM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 WA /- /1 /- / - /R /- 0 -3 -14 4 -5 -14 -0 -0 Scale = .34 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70515 DATE 10/25/11 DRW CAUSR561 11298262 CA -ENG TSB /GWH SEQN- 167383 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T9) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord load applied per IRC -09 section 301.5. 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. live Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 1.50. 0 -3 -14 Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. 4X4• L1 -4 -0J PLT TYP. Wave 5 -4 -2 4 -7 -14 4 -7 -14 5 -4 -2 1.1 -4 -0J 10 -0 -0 10 -0 -0 _I. 10 -0 -0 10 -0 -0 -J R =939 W =3.5" RL= 58/ -58 20 -0 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT/RT = 896 (096) /5 (0) 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA 41931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314) AND WTCA (ROOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE. MADISON, WI 53119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R101D CEILIRO. " I EPGRTANT.. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 111 BUILDING COMPONENTS GROUP. INC. SHALL DDT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS /K) ASTI A853 GRADE 40/80 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 R =938 W =3.5" 0 -3 -14 4 -5 -14 -0 -0 WA /- /1 /- / - /R /- Scale = .34 " /Ft. TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70516 DATE 10/25/11 DRW CAUSR561 11298263 CA -ENG TSB /GWH SEQN- 167312 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T10) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4,2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Member design based on both MWFRS and C &C, wind reactions based on load applied per IRC -09 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 1.50. 4X4= Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. 5 -4 -2 _I. 10 -0 -0 10 -0 -0 4 -7 -14 >I< 4 -7 -14 I_ 10 -0 -0 10 -0 -0 5 -4 -2 J R =848 W =3.5" RL= 53/ -50 PLT TYP. Wave 20 -0 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 -750 -1470 3901 NE 68th St., Vancouver WA 1TW Building Components Group, Inc Sacramento, CA 95828 WA COA ft1931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND STCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATMS= 81011 CEILIEIO. " IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS GROUP. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1606 (W,H/SS /X) A5TM A653 GRADE 40 /60 (W, A /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1608 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 R =942 W =3.5" 4 -5 -14 0 -3 -14 9 -0 -0 WA /- /1 /- / - /R /- Scale = .375 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70517 DATE 10/25/11 DRW CAUSR561 11298264 CA -ENG TSB /GWH SEQN- 167316 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T11) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Left and right cantilevers are exposed to wind Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers.Claddin9 load shall not exceed 3.00 PSF. Top chord may be notched 1.5 deep x 3.5" wide @ 48" oc along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in plates, overhang or heel panel. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 0 -3 -14 5 3X4= 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based MWFRS. See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. on Calculated vertical deflection is 0.03" due to live Toad and 0.06" to total load at X = 0 -0 -0. Truss designed for unbalanced snow load, based on Pf =Pg =25.00 psf. 2X4(A1) r//////////////// 2x :I I<-1 -4 -0 > 1 -6 -0� Note: All Plates PLT TYP. Wave 4 -0 -0 4 -0 -0 Lc----1 -6 -0 8 -0 -0 Over Continuous Support R =215 PLF U =64 PLF W =5 -0 -0 RL =9/ -9 PLF Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St, Vancouver WA 1TW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "HARMING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND RICA (WOOD TRUSS COUNCIL OF AMERICA. 8300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIUO. .. IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 111 BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H /S5 /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. AMY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 1 -4 -0� WA /- /1 /- / - /R /- due 9 -0 -0 Scale = .75 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70518 DATE 10/25/11 DRW CAUSR561 11298265 CA -ENG TSB /GWH SEQN- 167415 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T12) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Girder supports 9 -0 -0 span to BC one face and 2 -0 -0 span to TC /BC split opposite face. 4X4 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 4 -0 -0 4 -0 -0 R =912 W =5.5" PLT TYP. Wave 8 -0 -0 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Wayy, Inc 360 - 750 -1470 3901 NE 68th St, Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA 111931 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING *NO BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED 81010 CE1L1R0. ...IMPORTANT "•FNRNIS0 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PR001510NS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/18GA (W.H/55 /K) ASTI/ A853 GRADE 40/60 (W. K /H,55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 10/25/11 R =912 W =5.5" WA /- /1 /- / - /R /- Scale = 1 " /Ft. 9 -0 -0 TC LL 25.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70519 DATE 10/25/11 DRW CAUSR561 11298266 CA -ENG TSB /GWH SEQN- 167421 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T13) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers.Cladding Toad shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep x 3.5" wide @ 48" oc along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in plates, overhang or heel panel. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 0 -3 -14 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. L-1 -4 -0-1 7 -11 -8 Over Continuous Support R =122 PLF U =34 PLF W= 7 -11 -8 RL =23 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) PLT TYP. Wave 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St, Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA 81931 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO 8051 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (MOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON, MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TDP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 11010 CEILIWO. • * I RPORTANT.. FURNI SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 111 BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING 88 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS DF NOS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS /K) A5TM A653 GRADE 40/60 (0, K /0.55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 4_9 -0 -0 10/25/11 3 -7 -11 WA /- /1 /- / - /R /- Scale = .5 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70520 DATE 10/25/11 DRW CAUSR561 11298267 CA -ENG TSB /GWH SEQN- 167393 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T14) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead Toad is 1.50. 0 -3 -14 PLT TYP. Wave ( ") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. 2X4111 2X4(A1) 1.e. 1 -4 -0-s 7 -9 -12 1 "12 _!J R =443 W =5.5" RL =58 7 -11 -8 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360- 750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA 111931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (HOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON. ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED 6101D CEILING. • e I NPORTANrre FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE •IT11 TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE WADE OF 20/18/16GA (W,H/SS /K) ASTM A853 GRADE 40/60 (W, K /H,S5) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAPING5 1600 -2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX 03 OF TPII -2002 SEC.3. A SEAL ON THIS DRAPING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R =325 10/25/11 2 -0 -15 WA /- /1 /- / - /R /- Scale = .5 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70521 DATE 10/25/11 DRW CAUSR561 11298268 CA -ENG TSB /GWH SEQN- 167334 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T15) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Bottom chord checked for 10.00 psf non - concurrent bottom chord load applied per IRC -09 section 301.5. ( ") 1 plates) require special positioning. Refer to scaled plate plot details for special positioning requirements. 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located live anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Deflection meets L/240 live and L/180 total load. Creep increase factor Member design based on both MWFRS and C &C, wind reactions based on for dead load is 1.50. MWFRS. Right end vertical not exposed to wind pressure. 0 -4 -9 2X4 III 2X4(A1) 7 -8 -2 1 "12 R =341 RL =50 PLT TYP. Wave 7 -11 -8 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 -750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA 111931 "WARNIRD" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND RCA (MOOD TRUSS COUNCIL OF AMERICA. 8300 ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *. IMPORTANT.• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/10/166A (1,11/55 /6) ASTM A853 GRADE 40 /B0 (N, 6/0,55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY row THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R =323 410 -6 -12 9 -0 -0 10/25/11 2 -0 -15 WA /- /1 /- / - /R /- Scale = .75 " /Ft. TC LL 25.0 PSF rC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 42.0 PSF REF R561 -- 70522 DATE 10/25/11 DRW CAUSR561 11298269 CA -ENG TSB /GWH SEQN- 167338 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561_Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T16) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Member design based on both MWFRS and C &C, wind reactions based on load applied per IRC -09 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead Toad is 1.50. 0 -3 -14 PLT TYP. Wave Right end vertical not exposed to wind pressure. 2X4 III 2X4(A1) Le. 1 -4 -0 -w E' 5 -8 -8 3 -11 -8 R =527 W =5.5" RL= 71/ -21 —r 5 -5 -0 9 -11 -8 Over 2 Supports Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03. Trus -Way, Inc 360 -750 -1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 21B NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA. 22314) AND RICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 81019 CEILIMO. " IEPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ND5 (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/15GA (W,H/SS /K) ASTM A653 GRADE 40/60 (8. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 4 -1 -4 R =413 10/25/11 1 "12 L•l L) 2 -5 -15 10 -11 -12 9 -0 -0 WA /- /1 /- / - /R /- Scale = .5 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70523 DATE 10/25/11 DRW CAUSR561 11298270 CA -ENG TSB /GWH SEQN- 167362 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (114048 -PARR LUMBER TACOMA REALITY / 2014 RAVENS RID -- 11829 44TH PLACE SOUTH T - T17) Top chord 2x4 DF -L #1 &Bet. Bot chord 2x4 DF -L #1 &Bet. Webs 2x4 :HF Stud or HF Standard: Filler 2x4 DF -L #1 &Bet. Left cantilever is exposed to wind Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace BC above filler at 24" OC. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Calculated vertical deflection is 0.08" due to live load and 0.16" due to total load at X = 0 -0 -0. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 0 -3 -14 PLT TYP. Wave (* *) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 85 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. Shim all supports to solid bearing. 3X5 2X4 111 3X4; L-1 -4 -0 >l< 3 -0 -0 I6,11f 2X44: 2X4( * *) 111 3X5 111 2.5 4X4 5 -8 -8 3 -3 -12 "12r 5 -5 -0 9 -11 -8 Over 2 Supports 9 -4 -13 _L R =795 W =5.5" RL =69 Design Crit: IRC2009 /TPI- 2007(STD) FT /RT= 8 %(0 %)/5(0) 10.03.0 Trus -Way, Inc 360 - 750 -1470 3901 NE 68th St, Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WrCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 11010 CEILING. .. IrPNRTANT..FURNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. STALL NOT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE WOE OF 20/18/166* (W,H/5S /K) ASTM 8653 GRADE 40/60 (W. K /H.SS) GALV. STEEL. APPLY PLATES 11) EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLLOWED BY (,) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ARO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 4 -1 -4 1'12 R =139 U =7 10/25/11 \l 2 -5 -15 10 -11 -12 9 -0 -0 WA /- /1 /- / - /R /- Scale = .5 " /Ft. TC LL TC DL BC DL BC LL TOT.LD. 25.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF 42.0 PSF REF R561 -- 70524 DATE 10/25/11 DRW CAUSR561 11298271 CA -ENG TSB /GWH SEQN- 167375 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1UGH561 Z11 2009 IBC LATERAL ANALYSIS ONLY P' .,- ALE COPY Pr.-" "'- FOR: REALITY HOMES PLAN: PHIMVIENKHAM RESIDENCE SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 25 PSF 85 MPH B D D 11 SLOPE PER OWNER <15% SPECIAL SITE CONDITIONS PER OWNER NONE GEOTECH REPORT PER OWNER NONE SEISMIC SPECTRAL RESPONSE S1 0.512g SEISMIC SPECTRAL RESPONSE Ss 1.488g MULTIPLE SITES NO John Hodge, P.E 2601Jahn Ave. N.W. Suite Ad. Gig Harbor, WA 98335 Phone: (253)857 -7055 Fax (253) 857 -7599 PROJECT NUMBER R11.112 DATE 7.7.11 SITE: 118 29 44TH PLACE SOUTH TUKWILA, WA 98178 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE tft 2)15 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY RECEIVE JUL 222011 PERMIT CENTEF ORIGINAL STAMP MUST BE RED TO BE VALID �.,. ,- -- t) xX. �i >kr+p it a @20l1 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT INLESS AN ORIGINAL RED REAL DO NOT ACCEPT COPY Hodge engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered Toad bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks - software.com 800 - 844 - 1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two- family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7 -05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7 -05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design Toads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 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. 2 of 14 �•" �NfV,�l • . ri I.:4 4E_4 1 7Hzk. "15 "9.. -,er_ .: t/n 3 of 14 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.496634 Longitude = - 122.276062 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.488 (Ss, Site Class B) 1.0 0.512 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.496634 Longitude = - 122.276062 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.488 (Ss, Site Class B) 4 of 14 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1 of 2 0 rn 0 co yr (0 N m 03 co 0 M c0 M N 39.4 1111111111111111111111111111111111111111 -G z 3457 0 A -1 7 C' E -1 �srp C sz9v ■ CYN NI zmussuir 79? 0 7 • G 8 -1 • D -1 A -2 L) M CO 1 7 0 54.3 58433 54.3- 81.481.478 la:17176.6 -54.3 54.3 - 75.2752 -82.1 82.1 -54.3 July 6, 2011 16:27:48 52' 6" 50' 47' 6" 45' 42' 6" 40' 37' 6" 35' 32' 6" 30' ✓ 27'6" 25' 22' 6" 20' 17' 6" 15' 03. 12' 6" 1• 0' 0 61,6" 03 5' 2' 6" 0' -2' 6" -5' -7' 6" -10' -12' 6" -15' -7' 6" -5' -2' 6" 0' 2' 6" 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" 50' -- Factored shearline force (Ibs) U_t_t • Factored holddown force (Ibs) Ste® • C Compression force exists 0-0 ■ Vertical element required Loads Shown: W; Forces: W + 1.0D. Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 5 of 14 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 2 of 2 0 0 0 o 0 17.9 - 69.4 69.4 - 17.9 sv 215.... `v'y C,. E 1 `uy 0 2363 _ co C1 NIi�9 c C ,9 CI C -3 0 25.9 - 72.2 72.2 - 106.5 106.5 - 74.3 July 6, 2011 16:27:48 52' 6" 50' 47' 6" Ow 45' 42' 6" 40' 37' 6" 35' 32' 6" 30' co 27' 6" 0 25' 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" 5' 2' 6" 0' -2' 6" -5' -7' 6" -10' -12' 6" -15' -7' 6" -5' -2' 6" 0' 2' 6" 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" 50' Factored shearline force (Ibs) t t t t • Factored holddown force (Ibs) 0-(3) • C Compression force exists O-Q • Vertical element required —11 Loads Shown: W; Forces: W + 1.0D. Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 6 of 14 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.21 LATERAL ANALYSIS Project Information COMPANY AND PROJECT INFORMATION Company Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE E5 GIG HARBOR, WA 98335 (253)- 857 -7055 Building Code Capacity Reduction Wind Seismic 1.00 1.00 Jul. 7, 2011 09:22:14 Design Code Wind Standard Seismic Standard IBC 2009 ASCE 7 -05 All heights ASCE 7 -05 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Nail Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T< =100F < =19% < =19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 6.00 5.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non - wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold -downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Designed capacity using flexible distribution Design Shearwall Force /Length: Based on wall rigidity /length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment - - -- ---- - -- - IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7 -05 general analytic method for all bldgs Seismic ASCE 7 -05 equivalent lateral force procedure Design Wind Speed B5mph Exposure Exposure B Enclosure Partly Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.512g Ss:1.488g Fundamental Period E -W T Used 0.166s Approximate Ta 0.166s Maximum T 0.199s N -S 0.166s 0.166s 0.199s - - Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 7 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 Structural Data STORY INFORMATION RMATION Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 19.50 0.0 Block1 Level2 11.50 10.0 8.00 Levell 3.00 10.0 8.00 Foundation 2.00 Gable 90.0 RMATION 8 of 14 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 2 Story N -S Ridge Location X,Y = 0.00 14.00 North Gable 90.0 1.00 Extent X,Y = 40.00 26.00 South Gable 90.0 1.00 Ridge X Location, Offset 20.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 31.00 11.50 West Side 30.0 1.00 Block 2 1 Story N -S Ridge Location X,Y = 1.00 6.00 North Joined 90.0 1.00 Extent X,Y = 19.00 8.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 17.00 5.50 West Side 30.0 1.00 Block 3 1 Story N -S Ridge Location X,Y = 21.00 -0.00 North Joined 90.0 1.00 Extent X,Y = 19.50 14.50 South Gable 90.0 1.00 Ridge X Location, Offset 30.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 17.00 5.50 West Side 30.0 1.00 8 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp Surf Material Thick Orient Size Type Edg Fld B1kg Species G Spc Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem -Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing 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. 9 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 2 0.00 14.00 40.00 26.00 26.00 26.00 8.00 Wall 1 -1 Seg 2 0.00 14.00 40.00 26.00 26.00 26.00 - Level 1 Line 1 Seg 2 0.00 6.00 40.00 34.00 29.00 29.00 8.00 Wall 1 -1 Seg 2 0.00 6.00 40.00 34.00 29.00 29.00 - Opening 1 - - 19.50 24.50 5.00 - - 8.00 Line 2 Level 2 Line 2 NSW 11.50 6.00 16.00 10.00 0.00 0.00 8.00 Wall 2 -1 NSW 11.50 14.00 16.00 2.00 0.00 0.00 - Level 1 Line 2 NSW 11.50 6.00 16.00 10.00 0.00 0.00 8.00 Wall 2 -1 NSW 14.00 6.00 9.00 3.00 3.00 3.00 - Line 3 Level 1 Line 3 Seg 2 20.00 0.00 40.00 40.00 21.50 21.50 8.00 Wall 3 -2 Seg 2 20.00 9.00 21.50 12.50 12.50 12.50 - Wall 3 -1 Seg 2 20.00 0.00 9.00 9.00 9.00 9.00 - Line 4 Level 2 Line 4 NSW 28.00 14.00 16.00 2.00 0.00 0.00 8.00 Wall 4 -1 NSW 28.00 14.00 16.00 2.00 0.00 0.00 - Line 5 Level 2 Line 5 Seg 2 40.00 14.00 40.00 26.00 26.00 26.00 8.00 Wall 5 -1 Seg 2 40.00 14.00 40.00 26.00 26.00 26.00 - Level 1 Line 5 Seg 2 40.00 0.00 40.00 40.00 40.00 40.00 8.00 Wall 5 -1 Seg 2 40.00 0.00 40.00 40.00 40.00 40.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End (ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 2.50 0.00 40.00 40.00 11.50 11.50 8.00 Wall A -2 Seg 1 0.00 20.00 40.00 20.00 5.00 5.00 - Opening 1 - - 22.50 37.50 15.00 - - 8.00 Wall A -1 Seg 1 6.00 0.00 13.75 13.75 6.50 6.50 - Opening 1 - - 3.00 10.25 7.25 - - 8.00 Line B Level 1 Line B NSW 9.00 13.75 20.00 6.25 0.00 0.00 8.00 Wall B -1 NSW 9.00 13.75 20.00 6.25 6.25 6.25 - Line C Level 2 Line C Seg 2 15.00 0.00 40.00 40.00 24.25 24.25 8.00 Wall C -1 Seg 2 14.00 0.00 11.50 11.50 5.50 5.50 - Opening 1 - - 2.50 8.50 6.00 - - 8.00 Wall C -3 Seg 2 14.00 28.00 40.00 12.00 6.00 6.00 - Opening 1 - - 31.00 37.00 6.00 - - 8.00 Wall C -2 Seg 2 16.00 11.50 28.00 16.50 12.75 12.75 - Opening 1 - - 16.75 20.50 3.75 - - 8.00 Line D Level 1 Line D Seg 2 21.50 0.00 40.00 40.00 12.00 12.00 8.00 Wall D -1 Seg 2 21.50 28.00 40.00 12.00 12.00 12.00 - Line E Level 2 Line E Seg 2 40.00 0.00 40.00 40.00 32.25 32.25 8.00 Wall E -1 Seg 2 40.00 0.00 40.00 40.00 32.25 32.25 - Opening 1 - - 4.25 8.00 3.75 - - 8.00 Opening 2 - - 17.50 21.50 4.00 - - 8.00 Level 1 Line E Seg 2 40.00 0.00 40.00 40.00 25.00 25.00 8.00 Wall E -1 Seg 2 40.00 0.00 40.00 40.00 25.00 25.00 - Opening 1 - - 4.00 8.00 4.00 - - 8.00 Opening 2 - - 16.50 21.50 5.00 - - 8.00 10 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 SHEARLINE, WALL and OPENING DIMENSIONS (continued Opening 3 29.50 35.50 6.00 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non- shearwall; Location - dimension perp. to wall; FHS - length of full- height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 11 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 Flexible Diaphragm Wind Design SHEAR RESULTS North -South Shearlines W Gp For Dir Ld. Case Shear Force [plf] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 2 Both 1 2197 - 84.5 339 1.00 S 339 8802 0.25 Level 1 Lnl, Levl 2 Both 1 3256 - 112.3 339 1.00 S 339 9817 0.33 Line 3 Ln3, Levl 2 Both 1 2135 - 99.3 339 1.00 S 339 7278 0.29 Wall 3 -2 2 Both 1 1241 99.3 99.3 339 1.00 339 4232 0.29 Wall 3 -1 2 Both 1 894 99.3 99.3 339 1.00 339 3047 0.29 Line 5 Level 2 Ln5, Lev2 2 Both 1 2197 - 84.5 339 1.00 S 339 8802 0.25 Level 1 Ln5, Levl 2 Both 1 3273 - 81.8 339 1.00 S 339 13541 0.24 East -West W For Shear Force [pH] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1 2762 - 240.1 495 1.00 S 495 5690 0.49 Wall A -2 1 Both 1 1201 240.1 240.1 495 1.00 495 2474 0.49 Wall A -1 1 Both 1 1561 240.1 240.1 495 1.00 495 3216 0.49 Line C Level 2 LnC, Lev2 2 Both 1 2363 - 97.4 339 1.00 S 339 8209 0.29 Wall C -1 2 Both 1 536 97.4 97.4 339 1.00 339 1862 0.29 Wall C -3 2 Both 1 585 97.4 97.4 339 1.00 339 2031 0.29 Wall C -2 2 Both 1 1242 97.4 97.4 339 1.00 339 4316 0.29 Line D Level 1 LnD, Levl 2 Both 1 3457 288.1 288.1 339 1.00 S 339 4062 0.85 Line E Level 2 LnE, Lev2 2 Both 1 2152 - 66.7 339 1.00 S 339 10917 0.20 Level 1 LnE, Levl 2 Both 1 2969 - 118.8 339 1.00 S 339 8463 0.35 Legend: W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V /FHS /Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3 -6, and IBC eqn. 23 -4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHSNcap = design shear force /unit shear capacity Notes: V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 12 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 7, 2011 09:22:14 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.139 D factored; total dead load factor: 0.6 - 0.139 = 0.461 tension, 1.0 + 0.139 = 1.139 compression. SHEAR RESULTS North -South Shearlines Building Mass [Ibs] Area [sq.ft] Story Shear [Ibs] E -W N -S Reliability Factor p E -W N -S Level2 33791 1007 6827 6827 - - Level l 36123 1962 3835 3835 - - Structure 69864 - 10662 10662 1.00 1.00 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.139 D factored; total dead load factor: 0.6 - 0.139 = 0.461 tension, 1.0 + 0.139 = 1.139 compression. SHEAR RESULTS North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [plt] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 2 Both 1.0 1.0 2389 - 91.9 242 1.00 S 242 6287 0.38 Level 1 Lnl, Levl 2 Both 1.0 1.0 3061 - 105.6 242 1.00 S 292 7012 0.44 Line 3 Ln3, Levl 2 Both 1.0 1.0 1174 - 54.6 242 1.00 S 242 5199 0.23 Wall 3 -2 2 Both 1.0 1.0 683 54.6 54.6 242 1.00 242 3023 0.23 Wall 3 -1 2 Both 1.0 1.0 491 54.6 54.6 242 1.00 242 2176 0.23 Line 5 Level 2 Ln5, Lev2 2 Both 1.0 1.0 2389 - 91.9 242 1.00 S 242 6287 0.38 Level 1 Ln5, Levl 2 Both 1.0 1.0 3228 - 80.7 242 1.00 S 242 9672 0.33 East -West W For H/W Fact. Shear Force [pH] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 .63 1952 - 169.7 221 1.00 S 221 2982 0.77 Wall A -2 1 Both 1.0 .63 849 169.7 169.7 221 1.00 221 1104 0.77 Wall A -1 1 Both 1.0 .75 1103 169.7 169.7 221 1.00 265 1877 0.64 Line C Level 2 LnC, Lev2 2 Both 1.0 .63 2438 - 100.5 151 1.00 S 151 5093 0.67 Wall C -1 2 Both 1.0 .63 553 100.5 100.5 151 1.00 151 922 0.67 Wall C -3 2 Both 1.0 .75 603 100.5 100.5 151 1.00 181 1088 0.55 Wall C -2 2 Both 1.0 1.0 1282 100.5 100.5 242 1.00 242 3083 0.42 Line D Level 1 LnD, Levl 2 Both 1.0 1.0 2548 212.3 212.3 242 1.00 S 242 2902 0.88 Line E Level 2 LnE, Lev2 2 Both 1.0 1.0 2341 - 72.6 242 1.00 S 292 7798 0.30 Level 1 LnE, Levl 2 Both 1.0 1.0 2964 - 118.6 242 1.00 S 242 6045 0.49 Legend: W Grp - Wall group as listed in Materials table; For Dir - force direction, always 'both "; H/W factor - Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V /FHS /Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3 -6, and IBC eqn. 23 -4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V /FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and H/W factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHSNcap = design shear force /unit shear capacity Notes: V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 13 of 14 engineering Hodge inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support ienl ormati 4 *Company: *Contact: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: *Phone: Fax: Items with * are re•uired. Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253- 857 -7599 www.hodqeenaibtairlitq.com Project: Beam Calcs - 2014 Raven's Ridge North Location: Header #1 - H1 Roof Beam [2009 International Building Gode(2005 NOS)] 5.5 IN x 7.5 IN x 4.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 235.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/6281 Dead Load 0.01 in Total Load 0.01 IN L/3189 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B b61 Ib 661 Ib 439 Ib 439 Ib 1106 Ib 1106 Ib 0.32 in 0.32 in BEAM DATA Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 150 psi Fb' = 863 psi Cd=1. 15 CF=1.00 Shear Stress: Fv = 110 psi Fv' = 196 psi Cd =1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 410 ksi E_min' = 410 ksi Comp. u to Grain: Fc - n = 625 psi Fc - d = 625 psi Controlling Moment: 1106 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1106 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 15.39 in3 51.56 in3 Area (Shear): 8.49 in2 41.25 in2 Moment of Inertia (deflection): 9.19 in4 193.36 in4 Moment: 1106 ft-Ib 3706 ft-Ib Shear: 1106 Ib 5316 Ib Real' .0)2111..t. )t111t. Phil Martonik !!' Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.103.0 7/14/2011 1:37:01 PM page LOADING DIAGRAM Copy an ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributanj Width: Side Two: Roof Live Load: Roof Dead Load: Tributanj Width: Wall Load: LL = DL = TIN = LL = 25 DL = 15 TIN = 12 WALL = 0 25 psf 15 psf 1.3 ft psf psf ft pif SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = 4 ft BSW = 9 pif wL = 333 pif wD_adj = 220 pif wT = 553 pif REVIEWED FOR CODE COMPL,IANCF NOTES X11- 245 APPROVED Nnv 2 8 2011 City of Tukwila BUILDING DIVISION RECEIVE JUL 2 2 2011 PERMIT CENTER Project: Beam Calcs - 2014 Raven's Ridge North Location: Header #2 - H2 Roof Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 7.5 IN x 6.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 809.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/6854 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L /180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 150 Ib 150 Ib 122 Ib 122 Ib 272 Ib 272 Ib 0.08 in 0.08 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Roof Pitch 4 :12 Roof Duration Factor 1.15 6 ft 0 ft 0 ft MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. o to Grain: Base Values Adjusted Fb = 150 psi Fb' = 863 psi Cd =1.15 CF =1.00 Fv = 170 psi Fv' = 196 psi Cd =1.15 E = 1300 ksi E' = 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc - o = 625 psi Fc - r ; = 625 psi Controlling Moment: 408 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 272 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 5.61 in3 51.56 in3 Area (Shear): 2.08 in2 41.25 in2 Moment of Inertia (deflection): 5.08 in4 193.36 in4 Moment: 408 ft-lb 3706 ft-lb Shear: 272 Ib 5316 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, INA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:37:07 PM page LOADING DIAGRAM 6ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributanj Width: Wall Load: LL = 25 psf DL = 15 psf TW = 1 ft LL = 25 psf DL = 15 psf TW = 1 ft WALL = 0 plf SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: LadJ = 6 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adJ = 41 plf Total Uniform Load: wT = 91 plf NOTES Project: Beam CaIcs - 2014 Raven's Ridge North Location: Header #3 - H3 Combination Roof And Floor Beam [2009 International Building Gode(2005 NDS)] 5.5 IN x 7.5 IN x 4.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 105.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/3655 Dead Load 0.01 in Total Load 0.02 IN L/2320 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1141 Ib 1147 Ib 659 Ib 659 Ib 1806 Ib 1806 Ib 0.53 in 0.53 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. r= to Grain: Base Values Fb = 150 psi Cd=1. 15 CF=1.00 Fv = 110 psi Cd=1. 15 E = 1300 ksi E_min = 410 ksi Fc - u = 625 psi Controlling Moment: 1806 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1806 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Fb' = 863 psi Fv' = 196 psi E' = E_min' = Fc - J = 1300 ksi 410 ksi 625 psi Comparisons with required sections: Rea'd Provided Section Modulus: 25.13 in3 51.56 in3 Area (Shear): 13.86 in2 41.25 in2 Moment of Inertia (deflection): 20 in4 193.36 in4 Moment: 1806 ft-lb 3106 ft-lb Shear: 1806 Ib 5316 Ib fiIonics 7,1 ?sc. Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:37:07 PM page /of LOADING DIAGRAM Oft B ROOF LOADING Side 1 Side Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 1.3 ft 12 ft FLOOR LOADING Side 1 Side Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 0 ft 6 ft Wall Load WALL = 20 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = 333 plf wD -roof = 211 plf wL -floor = 240 plf wD -floor = 90 plf B51/1= 9 plf wL = 573 plf wD = 330 plf wT = 903 plf wT -cont = 903 plf NOTES Project: Beam Calcs - 2014 Raven's Ridge North Location: Header #4 - H4 Combination Roof And Floor Beam [2009 International Building Code(2005 NOS)] 5.5 IN x 7.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 31.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/1811 Dead Load 0.02 in Total Load 0.05 IN L/1188 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1433 Ib 1433 Ib 824 Ib 824 Ib 2251 Ib 2257 Ib 0.66 in 0.66 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Base Values Adjusted Fb = 150 psi Fb' = 863 psi Cd=1. 15 CF=1.00 Fv = 110 psi Fv' = 196 psi Gd =1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 410 ksi E_min' = 410 ksi Comp. o to Grain: Fc - o = 625 psi Fc - d = 625 psi Controlling Moment: 2822 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2251 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Recd Provided Section Modulus: 39.26 in3 51.56 in3 Area (Shear): 11.32 in2 41.25 in2 Moment of Inertia (deflection): 39.06 in4 193.36 in4 Moment: 2822 ft-lb 3106 ft-Ib Shear: 2251 Ib 5316 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruGalc Version 8.0.103.0 1/14/2011 1:31:01 PM page LOADING DIAGRAM 5ft B ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FIN = WALL = Side 25 psf 15 psf 1.3 ft Side 2 25 psf 15 psf 12 ft 5i a Side 2 40 psf 40 psf 15 psf 15 psf 0 ft b ft 20 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = wD -roof = wL -floor = wD -floor = 135W = wL = wD = wT = wT -cont = 333 211 240 90 9 573 330 903 903 pif plf pif plf pif pif pif pif pif NOTES Project: Beam Gaits - 2014 Raven's Ridge North Location: Header #5 - H5 Combination Roof And Floor Beam [2009 International Building Gode(2005 ND5)] 5.5 IN x 9.5 IN x 6.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 10.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2201 Dead Load 0.02 in Total Load 0.05 IN L/1393 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1120 Ib 1120 Ib 996 Ib 996 Ib 2116 Ib 2116 Ib 0.19 in 0.19 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. o to Grain: Base Values Adjusted Fb = 815 psi Fb' = 1006 psi Cd =1. 15 CF =1.00 Fv = 110 psi Fv' = 196 psi Gd =1.15 E = 1300 ksi E = 1300 ksi E_min = 410 ksi E_min' = 410 ksi Fc - L = 625 psi Fc - r1= 625 psi Controlling Moment: 4014 ft -lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2116 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 48.58 in3 82.13 in3 20.84 in2 52.25 in2 61.68 in4 392.96 in4 4014 ft-Ib 6931 ft-lb -2116 Ib 6810 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:31:01 PM page /of LOADING DIAGRAM 6ft B ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING RLL = RDL = RTW = 5i a Side 2 25 psf 25 psf 15 psf 15 psf 1.3 ft 12 ft Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 0 ft 6 ft Wall Load NALL = 20 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = 333 plf wD -roof = 211 plf wL -floor = 240 plf wD -floor = 90 plf 1351N= 11 plf wL = 513 plf wD = 332 plf wT = 905 plf wT -cont = 905 plf NOTES Project: Beam Calcs - 2014 Raven's Ridge North Location: Header #6 - H6 Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 1.5 IN x 5.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 616.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L /MAX Dead Load 0.00 in Total Load 0.01 IN L/6419 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 225 Ib 225 Ib 189 Ib 189 Ib 414 Ib 414 Ib 0.12 in 0.12 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. ❑ to Grain: Base Values Fb = 150 psi Cd=1. 15 CF=1.00 Fv = 110 psi Cd=1. 15 E = 1300 ksi E_min = 470 ksi Fc - L = 625 psi Controlling Moment: 511 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 414 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Fb' = 863 psi Fv' = 196 psi E' = E_min' = Fc - r'= 1300 ksi 470 ksi 625 psi Comparisons with required sections: Read Provided Section Modulus: 1.2 in3 51.56 in3 Area (Shear): 3.18 in2 41.25 in2 Moment of Inertia (deflection): 1.16 in4 193.36 in4 Moment: 511 ft-lb 3106 ft-Ib Shear: 414 Ib 5316 lb Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruGalc Version 8.0.103.0 1/14/2011 1:31:01 PM Page LOADING DIAGRAM 5ft B ROOF LOADING Side 1 Side Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 1 ft 1 ft FLOOR LOADING Side Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FIN = 0 ft 1 ft Wall Load WALL = 20 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = 50 plf wD -roof = 32 plf wL -floor = 40 plf wD -floor = 15 plf B51"1= 9 pif wL = 90 plf wD = 16 plf wT = 166 plf wT -cont = 166 plf NOTES Project: Beam Galcs - 2014 Raven's Ridge North Location: Header #1 - H1 Roof Beam [2001 International Building Code(2005 NOS)] 5.5 IN x 1.5 IN x 4.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 1946.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN L /MAX Dead Load 0.00 in Total Load 0.00 IN L /MAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 100 Ib 100 Ib 81 Ib 81 Ib 181 Ib 181 Ib 0.05 in 0.05 in BEAM DATA Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd =1.15 CF =1.00 Shear Stress: Fv = 110 psi Fv' = 196 psi Cd =1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 410 ksi Comp. u to Grain: Fc - n = 625 psi Fc - d = 625 psi Controlling Moment: 181 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -181 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 2.52 in3 51.56 in3 Area (Shear): 1.39 in2 41.25 in2 Moment of Inertia (deflection): 1.5 in4 193.36 in4 Moment: 181 ft-lb 3106 ft-Ib Shear: -181 Ib 5316 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:31:08 PM Page of LOADING DIAGRAM 4 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW = 1 ft LL = 25 psf DL = 15 psf TW = 1 ft WALL = 0 plf SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 9 pif Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 41 pif Total Uniform Load: wT = 91 pif NOTES Project: Beam Galcs - 2014 Raven's Ridge North Location: Header #8 - H8 Roof Beam [2009 International Building Gode(2005 NOS)] 5.51N x 11.25 IN x 16.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 219.9% Controlling Factor: Moment DEFLECTIONS Genter Live Load 0.09 IN L/2210 Dead Load 0.08 in Total Load 0.17 IN L/1163 Live Load Deflection Criteria: L /240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 400 Ib 400 Ib 360 Ib 360 Ib 760 Ib 760 Ib 0.22 in 0.22 in BEAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. [ to Grain: Base Values Fb = 815 psi Gd =1. 15 CF =1.00 Fv = 170 psi Cd =1. 15 E = 1300 ksi E_min = 470 ksi Fc -D= 625 psi Controlling Moment: 3041 ft-Ib 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -760 Ib At a distance d from support. Created by combining all dead and live loads. Fb' = Fv' = Ad usted 1006 psi E' = E_min' = Fc - f = 196 psi 1300 ksi 470 ksi 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 36.27 in3 116.02 in3 Area (Shear): 5.83 in2 61.88 in2 Moment of Inertia (deflection): 101.04 in4 652.59 in4 Moment: 3041 ft-Ib 9728 ft-Ib Shear: -160 Ib 8064 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruGalc Version 8.0.103.0 1/14/2011 1:31:08 PM page of LOADING DIAGRAM 16 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributanj Width: Wall Load: LL = DL = TIN = LL = DL = TIN = WALL = 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft 0 pif SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: B5W = 13 pif Beam Uniform Live Load: wL = 50 pif Beam Uniform Dead Load: wD_adj = 45 pif Total Uniform Load: wT = 95 plf NOTES Project: Beam Calcs - 2014 Raven's Ridge North Location: Beam #1 - B1 Uniformly Loaded Floor Beam [2009 International Building Gode(2005 ND5)] 5.5 IN x 1.5 IN x 4.5 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 94.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/3131 Dead Load 0.01 in Total Load 0.02 IN U2246 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1058 lb 1058 lb 417 lb 411 lb 1414 lb 1414 lb 0.43 in 0.43 in BEAM DATA Center Span Length 4.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, YVA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:31:08 PM page a LOADING DIAGRAM 4.5 ft MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. c to Grain: Base Values Fb = 150 psi Cd =1.00 CF =1.00 Fv = 110 psi cd =1.00 E = 1300 ksi E_min = 470 ksi Fc -:i= 625 psi Controlling Moment: 1658 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1414 lb At a distance d from support. Created by combining all dead and live loads. Fb' Fv' = Adjusted 150 psi E' = E_min' = Fc -c= 170 psi 1300 ksi 410 ksi 625 psi Comparisons with required sections: Read Provided Section Modulus: 26.54 in3 51.56 in3 Area (Shear): 13.01 in2 41.25 in2 Moment of Inertia (deflection): 22.23 in4 193.36 in4 Moment: 1658 ft-lb 3223 ft-lb Shear: -1414 Ib 4615 lb FLOOR LOADING Side Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary V' idth FTYV = 6 ft Wall Load YVALL = 0 Side 2 40 psf 15 psf 5.8 ft pif BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self INeight: Total Maximum Load: wL = 410 pif wD = 116 pif BSYV = 9 pif wT = 655 pif NOTES Project: Beam Calcs - 2014 Raven's Ridge North Location: Beam #2 - B2 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NOS)] 5.5 INx7.5INx3.5FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 221.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/6654 Dead Load 0.00 in Total Load 0.01 IN L/4713 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 823 Ib 823 Ib 324 Ib 324 Ib 1141 Ib 1141 Ib 0.33 in 0.33 in BEAM DATA Center Span Length 3.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 Phil Martonik Reality Homes, Inc. 1305 Alexander Ave. E. Fife, WA 98424 StruCalc Version 5.0.103.0 1/14/2011 1:31:05 PM page LOADING DIAGRAM 3.5 ft MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.: to Grain: Controlling Moment: 115 ft from left support Created by combining all dead Controlling Shear: At a distance d from support. Created by combining all dead Base Values Adjusted. Fb = 750 psi Fb' = 750 psi Cd =1.00 CF =1.00 Fv = 110 psi Fv' = 170 psi Cd =1.00 E = 1300 ksi E' = 1300 ksi E_min = 410 ksi E_min' = 410 ksi Fc - o = 625 psi Fc - U = 625 psi 1003 ft-lb and live loads. 1141 Ib and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 16.05 in3 10.12 in2 10.46 in4 1003 ft-lb 1141 Ib Provided 51.56 in3 41.25 in2 193.36 in4 3223 ft-lb 4615 lb FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FT1N = 6 ft 5.8 ft Nall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 470 plf wD = 116 plf BSW = 9 plf wT = 655 plf NOTES Project: Beam Calcs - 2014 Raven's Ridge North Location: Beam #3 - B3 Combination Roof And Floor Beam [2009 International Building Code(2005 ND5)] 5.125 IN x 13.5 IN x 15.83 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 26.1 % Controlling Factor: Deflection DEFLECTIONS Center 0.39 IN L/486 0.24 in 0.63 IN L/303 Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4142 Ib 4142 Ib 2509 Ib 2509 Ib 6651 Ib 6651 Ib 2.00 in 2.00 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 15.83 ft 0 ft 4 :12 1.00 1.15 1 0.24 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi Fb' = 2160 psi Cd=1. 15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1. 15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. u to Grain: Fc - n = 650 psi Fc - v = 650 psi Controlling Moment: 26320 ft-Ib 1.915 ft from left support Created by combining all dead and live loads. Controlling Shear: 6651 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 114.44 1n3 155.61 in3 Area (Shear): 3214 in2 69.19 in2 Moment of Inertia (deflection): 833.16 in4 1050.19 1n4 Moment: 26320 ft-Ib 35805 ft-lb Shear: 6651 Ib 14051 Ib Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.103.0 1/14/2011 1:31:08 PM page of LOADING DIAGRAM 15.83 ft B ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING RLL = RDL = RTW = 5i a Side 2 25 psf 25 psf 15 psf 15 psf 1.3 ft 12 ft Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 2.8 ft 2 ft Nall Load WALL = 20 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = wD -roof = wL -floor = wD -floor = BSW = wL = wD = wT = wT -cont = 333 211 190 11 15 523 311 840 840 plf plf plf plf plf plf plf plf plf NOTES Protect: Beam Calcs - 2014 Raven's Ridge North Location: Beam #4 - B4 Combination Roof And Floor Beam [2009 International Building Code(2005 ND5)] 5.125 IN x 16.5 IN x 19.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 22.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.49 IN L/415 Dead Load 0.30 in Total Load 0.79 IN L/294 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 5102 Ib 5102 Ib 3123 Ib 3123 Ib 8225 Ib 8225 Ib 2.41 In 2.41 in BEAM DATA Center Span Length 19.5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.3 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd =1.15 Cv =0.913 Shear Stress: Fv = 265 psi Cd =1. 15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. ❑ to Grain: Fc - o = 650 psi Controlling Moment: 40097 ft-Ib 9.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -8225 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Controlled by Fb' = 2693 psi Fv' 305 psi E' = 1800 E_min' = 930 Fc -C= 650 Comparisons with required sections: Read Provided Section Modulus: 118.65 in3 232.55 in3 Area (Shear): 40.48 in2 84.56 in2 Moment of Inertia (deflection): 1563.54 in4 1918.51 in4 Moment: 40097 ft-Ib 52195 ft-Ib Shear: -8225 Ib 11180 lb ksi ksi psi Ikmc Irk Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruGalc Version 8.0.103.0 7/14/2011 1:31:08 PM page /of LOADING DIAGRAM 19.5 ft B ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FTW = WALL = Side Side 2 25 psf 25 psf 15 psf 15 psf 1.3 ft 12 ft Side Side 2 40 psf 40 psf 15 psf 15 psf 2.8 ft 2 ft 20 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL -roof = wD -roof = wL -floor = wD -floor = BSW = wL = wD = wT = wT -cont = 333 211 190 11 18 523 320 844 844 plf plf plf plf plf plf plf plf plf NOTES Project: Beam CaIcs - 2014 Raven's Ridge North Location: Post #1 - P1 Column [2001 International Building Gode(2005 NDS)] 5.5 IN x 5.5 IN x 10.0 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 51.1% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert- LL -Rxn = 4142 Ib Vert- DL -Rxn = 2575 Ib Vert- TL -Rxn = 6717 Ib COLUMN DATA Total Column Length: 10 ft Unbraced Length (X -Axis) Ly: 10 ft Unbraced Length (Y -Axis) Ly: 10 ft Column End Condtion -K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas- Fir -Larch Compressive Stress: Bending Stress (X -X Axis): Bending Stress (Y -Y Axis): Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X -X Axis): Column Section (Y -Y Axis): Area: Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Slenderness Ratio: Base Values Fc = 700 psi Cd =1.00 Cp =O.74 Fbx = 750 psi Cd =1.00 CF =1.00 Fby = 750 psi Cd= 1.00CF =1.00 E = 1300 ksi E_min = 470 ksi Ad usted Fc' = 518 psi Fbx' = 150 psi Fby' = 750 psi E' = 1300 ksi E_min' = 410 ksi dx = 5.5 in dy = 5.5 in A = 30.25 in2 5x = 21.13 in3 Sy = 21.13 in3 Lex/dx = 21.82 Ley/dy = 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X -X Axis): Eccentricity Moment (Y -Y Axis): Moment Due to Lateral Loads (X -X Axis): Moment Due to Lateral Loads (Y -Y Axis): Bending Stress Lateral Loads Only (X -X Axis): Allowable Bending Stress (X -X Axis): Bending Stress Lateral Loads Only (Y -Y Axis): Allowable Bending Stress (Y -Y Axis): Combined Stress Factor: Fc = 222 psi Fc' = 518 psi Mx -ex = 0 ft-Ib Mt-ey = 0 ft-lb Mx = 0 ft-Ib My = 0 ft-Ib Fbx = 0 psi Fbx' = 150 psi Fby = 0 psi Fby' = 150 psi CSF = 0.43 1 Phil Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, k A 98424 StruGalc Version 8.0.103.0 1/14/2011 1:37:08 PM Page LOADING DIAGRAM 10ft 7 • A AXIAL LOADING Live Load: Dead Load: Column Self YVeight: Total Load: PL = 4142 Ib PD = 2501 Ib CSYN = 66 Ib PT = 6717 Ib NOTES Project: Beam talcs - 2014 Raven's Ridge North Location: Footing #1 - F1 Footing [2009 International Building Gode(2005 NOS)] Footing Size: 2.5 FT x 2.5 FT x 12.00 IN Reinforcement: #4 Bars @ 1.00 IN. O.G. E/W / (4) min. Section Footing Design Adequate PhD Martonik Reality Homes, Inc. 1308 Alexander Ave. E. Fife, INA 98424 StruCalc Version 8.0.103.0 7/14/2011 1:31:08 PM page of FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m n= bsw = bsl = 6 in b in b in b in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (AGI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. (Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: #4's @ 1.0 Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore Ou = Oe = Areq = A= 1015 psf 1350 psf 4.98 sf 6.25 sf Bear = 9717 Ib Bear -A = 99450 Ib Vu1 = Vc1 = Bo = Vu2 = vc2 -a = vc2 -b = vc2 -c = vc2 = Mu = Mn = 1215 Ib 18563 Ib 51 in 1525 Ib 105806 Ib 137363 Ib 10538 Ib 70538 Ib LOADING DIAGRAM 12 in I-6 in - -II F i n 2.5 ft FOOTING LOADING Live Load: PL = 4142 Ib Dead Load: PD = 2515 Ib Total Load: PT = 6111 Ib Ultimate Factored Load: Pu = 9717 Ib 23321 in -Ib 226185 in -Ib a = 0.49 in As(1) = 0.08 in2 As(2) = 0.72 in2 As -regd = 0.12 in2 in. o.c. e/w (4) Min. As = 0.79 in2 Ld= 15 in Ld -sup = 9 in adequate development length not required. NOTES Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 2 'rJect Information Contact Information Parcel # 334740099307 Tukwila Wa 98178 Rathida Phimviengkham 11829 44th PI S, Tukwila Wa. 98178 206 - 295 -2666 This set of forms has been developed to assist permit applicants documenting complia with the Washington State Energy Code, (2009 edition). This set is for structures built &der the ll9cate�� in Climate Zone 2. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code itself. To obtain a copy of the energy code, go to the following web address. http: / /www.energy.wsu.edu /code c®p Option Glazing Area10: % of Floor Glazing U- Factor g 9 Door U- Factor Ceiling2 Vaulted 3 Ceiling WalI12 Above Grade WaII• into Below Grade Wall. ext4 Below Grade Floors Slab6 on Grade Vertical Overhead" Super- Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation R -49 or Efficient Water Heating R -21 R -21 6 Small Dwelling Unit R -10 Qo I 12% 0.32 0.50 0.20 R -38 R -38 TB R -I2 R R -30 2' Adv. R-49 or R -19 + R -21 R -10 Q II 15% 0.32 0.50 0.20 R -38 R -38 R 5 TB R -12 R -30 2' Adv. R -49 or R -19 + R -21 R -10 Q 111 Unlimited 0.30 0.50 0.20 R -38 R -38 R-5 TB R -10 R -30 2' Adv. See WSEC table 6 -2 for footnotes Glazing Schedule Attached to Document Does not apply. (SEE INSTRUCTIONS) Using Prescriptive Option III. All glazing and doors meet maximum U- factor. Alternate heating size method submitted. Option I or 1I, Glazing to floor area limit (WSEC 602.7.2) Area weighted window, skylight or door U- factor (WSEC 602.7.2) As part of the heating system sizing calculation (IRC M1401.3 & WSEC 503.2.2) Radiant slab: ❑ R -10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description la High Efficiency HVAC Equipment 1 1b High Efficiency HVAC Equipment 2 lc High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super- Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating 5b High Effieciency Water Heating 6 Small Dwelling Unit 7 Large Dwelling Unit 8 Renewable Electric Energy Total Credits WSEC Prescriptive Worksheet (2010 edition) Zone 1 EVIEWED FOR CO . E COMPLIANCE APPROVED nV282011 ity of Tukwila BUILDING DIVISION RECEIVED JUL 222011 PERMIT CE `1200 kwh N1- 145 1.5 1.50 WSUEEPIO -010 Copyright 2010 Glazing Schedule Project Information Parcel # 334740099307 Tukwila Wa 98178 Conditioned Floor Area Sum of All Glazing Areas From Below Glazing to Floor Area Ratio Exterior Doors Plan ID Component Description Contact Information Rathida Phimviengkham 11829 44th PI S, Tukwila Wa. 98178 206 - 295 -2666 2014 190 9.45% Sum of UA for Heating System Sizing 602.7.2 Exception Ratio (not to exceed 1 %) 71.9 Door Percent Width Height Glazing Door Door Ref. U- factor Glazed Qt. Feet inch Feet Inch Area Area UA Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U- factor 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.300 WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet inch Feet inch 74.2 14.8 0.20 1 74.2 14.8 3 1 3 0.200 2 3 e 6 8 1 40.0 8.0 3 e 2 0.200 1 5 1 6 10 5 34.2 6.8 5 4 2 6 4 1 6 5 • One Exempt Swinging Door < 24 Square Feet Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U- factor 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.300 WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet inch Feet inch 74.2 14.8 0.20 1 74.2 14.8 3 1 3 5 1 2 e 3 1 4 3 e 2 4 4 1 4 5 1 5 4 2 6 4 1 6 5 Sum of Area and UA Area Weighted U = UA/Area Glazing Area UA 18.8 5.63 7.5 2.25 14.0 4.20 32.0 9.60 20.0 6.00 20.0 6.00 48.0 14.40 30.0 9.00 190.3 57.08 0.30 WSUEEP10 -010 Copyright 2010 Overhead Glazing Plan Component ID Description Glazing Ref. U Doube Glazed Garden Windows Section 602.7.2 Exception Plan Component ID Description Width Height Qt. Feet Inch Feet Inch Sum of Area and UA Area Weighted U = UA/Area Area UA Width Height Qt. Feet inch Feet Inch Sum of Area Sum of Area X 3 (This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only = Area X 0.63 WSEC Prescriptive Worksheet (2010 Edition) Area UA WSUEEP10 -010 Copyright 2010 • • • • 1 Floors U- Factor X Area 2451 332401 Simple Heating System Size: Climate Zone 2 Protect Information Parcel # 334740099307 Tukwila Wa 98178 Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference (nT) AT = Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Copy Sum of UA from Glazing Schedule Attic U- Factor X 0.027 0.026 R -49 R -38 Advanced 1 Single Rafter or Joist Vaulted Ceilings U- Factor X Area = 0.027 70 24 46 2014 16112 72 Area 1040 R -38 Vented Above Grade Walls R -21 200 U- Factor X Area 0.056 1952 R -30 0.029 1 Below Grade Walls 2' Depth 3.5' Depth 7' Depth U- Factor X Walls 0.042 Walls 0.041 Walls 0.037 1 1 Slab Below Grade F- Factor X 2' Depth 0.59 3.5' Depth 0.64 7' Depth 0.57 f I 1 Slab on Grade F- Factor X R -10 2' perimeter 0.54 R -10 Full - Heated 0.55 1041 Area Len g th = Sum of UA Envelope Heat Load Sum of UA X AT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air leakage + Envelope Heat Loss Building and Duct Heat Load 1.15 Contact Information Rathida Phimviengkham 11829 44th PI S, Tukwila Wa. 98178 206- 295 -2666 UA 28.1 UA 5.4 UA 109.3 UA 30.2 UA UA UA 11265 8004 19269 22160 If ducts are located In unconditioned space: Sum of Building Heat Loss X 1.15 If ducts are located In conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet (2010 Edition) 150% ( Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour WSUEEP10 -010 Copyright 2010 A flDepartment of Community Development Jack Pace, Director • City of Tukwila Jim Haggerton, Mayor 12 -01 -2011 RATHIDA PHIMVIENGKHAM 11829 44 PL S TUKWILA WA 98178 RE: Permit Application No. D11 -245 PHIMVIENGKHAM RESIDENCE 11831 44 PL S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/22/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 01/18/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c _ —U` D n Bill Rambo Permit Technician File: Permit File No. D11 -245 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 J Building Division Review Memo Project Name: Permit #: Plan Review: Tukwila Building Division Allen Johannessen, Plan Examiner Phimviengkham Residence D11 -245 Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide bench mark elevation dimension of the street and elevation of the house finish floor to show finish grade shall have sufficient slope away from house to prevent ground water from accumulating around the house and crawl space. Show topographical elevation lines that identify slope of lot. See 2. The relative flat lot topography and uncertain soil conditions, requires that additional plan detail show how the footing/crawl space drain system will function to prevent the accumulation of water in the crawl space. This may be accomplished with lot plan cross section that demonstrates the gravity flow will discharge water away from the crawl space, or a soils report identifies how the soil conditions could otherwise dispersed any footing or crawl space water. Provide additional plan details (on plan set) to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. Discharge may be to a culvert or gutter. The intent is that groundwater will not accumulate in the basement or crawl space. Foundation details shall also show crawl s ace drainage pipe with gravel and filter fabric cover. (IRC R405.1, R408.6) See (t vi Sect 5 %� Show the footing rain details on elevations details sheets. y AGE i{ ea 4~o S‘rt E e -L- Current residential building codes now require Carbon Monoxide alarms. Combination smoke and CO alarms are available. Show CO alarms added to the plans and provided at each location of smoke alarms. Sep to V ► S e ( S e.-e4 5. Show provisions for combustion air in the gars e for the fuel burning appliances. t cue 1 buv r): f•6\ p1 i &ALA s Garage notes pg. 2, refer to outdated 2006 notes. Code reference shall be per the 2009 UPC. Revise attic insulation to show R -49. (2009 WSEC TABLE 6 -1) S * C 0 rev Se cc, s i,wd- Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Tukwila Fit e Prevention Bureau Al Metzler, Fii a Project Coordinator Fire Prevention Bureau Review Memo Project Name: Phimviengkham Residence Address: 11831 44 P1 S Permit #: D11-245 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. City of Tukwila Ordinance # 2327 requires the installation of an approved automatic fire sprinkler system in all new homes. Place a note on the drawings that the home will be sprinklered. 2. The installation of the fire sprinkler system requires a separate fire dept. permit. 1.10A- 44 o vN k S Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971 -8718. No further comments at this time. • • PLANNING DIVISION COMMENTS APPLICANT: Phimviengkham Residence RE: D11-245 ADDRESS: 44th Place South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 - 433 -7166. 1. Tukwilla Municipal Code 18.50.050 requires a 5:12 roof pitch. The plans show a 4:12 pitch. Revise the roof pitch on all affected sheets including revision to the final building height. Se4 Ceo ■S €ci 2. Revise the stated orientation of the home on sheet 5 of 8. Label the elevations north- south - east - 12.0-&-i— west rather than left- right -front -rear. O evo, .t.; 6 vl S 3. Show the paved portions of the lot. Qe V f Jc'.ed Si 6 �) c y i Sec +1'0 tiN 4. I have no record of the easement shown on Lot 2. The easement recorded during the short plat process was for access and utilities on Lot 1 for the benefit of Lot 2. Revise the easement location or provide the easement documentation. (act) See, S • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 9, 2011 Rathida Phimviengkham 11829 44 P1 S Tukwila, WA 98178 RE: Correction Letter #1 Development Permit Application Number D11 -245 Phimviengkham Residence — 11831 44 P1 S Dear Applicant, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. 1 have enclosed comments from the Building, Fire, and Planning Departments. At this time the Public Works Department has no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Fire Department: Alan Metzler at 206 971 -8718 if you have questions regarding the attached comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, e File No. D11 -245 er Marshall t Technician W:\Permit Center\Correction Letters\2011\D1 1 -245 Correction Letter tll.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Project Name: Phimviengkham Residence Permit #: D11 -245 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide bench mark elevation dimension of the street and elevation of the house finish floor to show finish grade shall have sufficient slope away from house to prevent ground water from accumulating around the house and crawl space. Show topographical elevation lines that identify slope of lot. 2. The relative flat lot topography and uncertain soil conditions, requires that additional plan detail show how the footing/crawl space drain system will function to prevent the accumulation of water in the crawl space. This may be accomplished with lot plan cross section that demonstrates the gravity flow will discharge water away from the crawl space, or a soils report identifies how the soil conditions could otherwise dispersed any footing or crawl space water. Provide additional plan details (on plan set) to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. Discharge may be to a culvert or gutter. The intent is that groundwater will not accumulate in the basement or crawl space. Foundation details shall also show crawl space drainage pipe with gravel and filter fabric cover. (IRC R405.1, R408.6) 3. Show the footing drain details on elevations details sheets. 4. Current residential building codes now require Carbon Monoxide alarms. Combination smoke and CO alarms are available. Show CO alarms added to the plans and provided at each location of smoke alarms. 5. Show provisions for combustion air in the garage for the fuel burning appliances. 6. Garage notes pg. 2, refer to outdated 2006 notes. Code reference shall be per the 2009 UPC. 7. Revise attic insulation to show R -49. (2009 WSEC TABLE 6 -1) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator• Fire Prevention Bureau Review Memo Project Name: Phimviengkham Residence Address: 11831 44 P1 S Permit #: Dl 1 -245 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. City of Tukwila Ordinance # 2327 requires the installation of an approved automatic fire sprinkler system in all new homes. Place a note on the drawings that the home will be sprinklered. 2. The installation of the fire sprinkler system requires a separate fire dept. permit. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971 -8718. No further comments at this time. • • PLANNING DIVISION COMMENTS APPLICANT: Phimviengkham Residence RE: D11 -245 ADDRESS: 44th Place South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 - 433 -7166. 1. Tukwilla Municipal Code 18.50.050 requires a 5:12 roof pitch. The plans show a 4:12 pitch. Revise the roof pitch on all affected sheets including revision to the final building height. 2. Revise the stated orientation of the home on sheet 5 of 8. Label the elevations north- south -east- west rather than left- right- front -rear. 3. Show the paved portions of the lot. 4. I have no record of the easement shown on Lot 2. The easement recorded during the short plat process was for access and utilities on Lot 1 for the benefit of Lot 2. Revise the easement location or provide the easement documentation. "PERMIT COORD COPY. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -245 DATE: 11/08/11 PROJECT NAME: PHIMVIENGKHAM RESIDENCE SITE ADDRESS: 11831.44 PL S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS. Bu ilding division Public Works f(VIG Fire Prevention Structural Gk /e it. ail Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Ng Comments: " Incomplete DUE DATE: 11 /10 /11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 41 REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/08/11 Approved ❑ Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only . • • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • t. • T PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -245 DATE: 07 -22 -11 PROJECT NAME: PHIMVIENGKHAM RESIDENCE SITE ADDRESS: ZIPM4 44 PL S X Original Plan Submittal _ Response to Correction Letter # _ Response to Incomplete Letter # Revision # After Permit Issued EPA TMENTS: Ann 66■ett, uildingbivisl n Fire Prevention r ublic- Works -1- (1I Structural n (Lytle lanning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: 7t, Incomplete DUE DATE: 07-26 -11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required No further Review Required n APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 08 -23 -11 Not Approved (attach comments) 71 DATE: Permit Center Use Only CORRECTION LETTER MAILED: mirtm 1 �` Departments issued corrections: Bldg Fire Ping IA PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11 /4 Plan Check/Permit Number: D11-245 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner Project Name: Phimviengkham Residence Project Address: 11831 44 Place /S Contact Person:_ 1 MAr4pyt j 1�-/ Phone Number: 05 77-7Z 6B Summary of Revision: OZSerit Pt c-•.rtS _PC," corn 144 CcGh Qoi/ vz'tgy . 2e -i'S / L' (-1 (es c.)1,1 1', PeAc-C Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [ Entered in Permits Plus on tapplicationslforms- applic [ions on linetrevision submittal Created: 8 -13 -2004 Revised: ,011-4 ►,,qs. City 4Tukwila 0 - y Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.aov WATER METER INFORMATION Parcel No.: 3347400993 Permit Number: D11-245 Address: 11831 44 PL S TUKW Issue Date: 12/02/2011 Suite No: Permit Expires On: 07/10/2012 Applicant: PHIMVIENGKHAM RESIDENCE DESCRIPTION OF WORK: CONSTRUCT NEW 2014 SQ FT SINGLE FAMILY RESIDENCE WITH 431 SQ FT ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER SERVICE LINE/WATER METER, AND ALLENTOWN FLOOD PRONE AREA. TRAFFIC IMPACT FEE PAID UNDER PW PERMIT NO. C09 -015. TRANSPORTATION IMPACT FEE APPLIES TO THIS PERMIT. ALLENTOWN WATER & SANITARY SEWER CONNECTION FEES APPLY TO THIS PERMIT PER C.O.T. ORDINANCE NO. 1777. REF. PW09- 019/L08 -064 METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: Perm Work Order Number: 11140115 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 $50.00 $0.00 $0.00 Subtotal: $625.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $6,005.00 TOTAL WATER FEES: $6,630.00 $0.00 $0.00 doc: WTRMTR D11 -245 Printed: 01 -26 -2012 Contractors or Tradespeople Peer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with Lai 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 REALITY HOMES INC UBI No. 602170782 Phone 2539266822 Status Active Address 1308 Alexander Ave E License No. REALIH1984CN Suite /Apt. License Type Construction Contractor City Tacoma Effective Date 2/15/2002 State WA Expiration Date 2/15/2012 Zip 98424 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status SECURF`190L6 SECURITY FENCE INC Construction Contractor Fencing Unused 6/2/1981 10/30/2013 Active SECURS1022Q0 SECURITY SEALANTS INC Construction Contractor Other (Specify) Water Proofing 11/20/1998 11/20/2004 Archived Business Owner Information Name Role Effective Date Expiration Date FANCHER, THOMAS E President 02/15/2002 Amount FANCHER, THOMAS E President 02/16/2010 WPP102030900 HANKEL, JAMIE S Secretary 02/15/2002 HANKEL, LOWELL K K JR Vice President 02/15/2002 GENERAL FIDELITY INS CO Bond Information No records found for the previous 6 year period Assignment of Savings Information Page 1 of 2 Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 1 2/14/2005 Until Released Bond $12,000.00 2/22/2005 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 8 WESCO INSURANCE COMPANY WPP102030900 02/12/2011 02/12/2012 $1,000,000.0002 /11/2011 7 GENERAL FIDELITY INS CO B AG000659300 02/12/2010 02/12/2011 $1,000,000.0002 /05/2010 6 GENERAL FIDELITY INS CO BAG000515300 02/12/2009 02/12/2010 $1,000,000.0002 /10/2009 5 GENERAL FIDELITY INSURANCE CO BAG000308500 02/12/2007 02/12/2009 $1,000,000.0002 /25/2008 4 QUANTA INDEMNITY QAG000718600 02/12/2005 02/12/2007 $1,000,000.0002 /10/2005 Summons /Complaint Information https://fortress.wa.gov/lni/bbip/Print.aspx 12/02/2011 Nom: : Some .optics rn4 . show on your set a house plan* lam ant mot /nlludeea Or a port of your n9 th Reality Homes /fie► laWskid at 7/20401 1 at &M36 PH 14 if: PO:14,111R ataltittia 1141411trir 1141414:111011 i ill 11 HI% ch •*t t:- REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 &' 2011. PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD • Approved By: Date: 1 trzi C O N Cp� • •‘4 ZS. N kr) Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines SEPARATE PEi Mi'T REQUiED FOR: Mechanical Electrical 0 Plumbing 0 Gas Piping City of. Tukwila 81-1ILDJNG DIVISION Plan review approval is stmt to errors and nmi Ap?rovai of construction documents d063 t C! :itnt„ 7.1 � c the violation of any adopted code or orCiarw ... y !' of approved Field Copy and (conditions 6 aolchowIs*, By (44-, D a t e : 1 1 4 i City Of Tukwila BUILDING DIVISION 2.114 5 AEVlslon►s changes she►! be made to the scope of woke without prior approval of Tukwila Building Division_ LI : Flay 'talons will r� ., Lquirc a r<e^i lj'an sul�m ?tt;�I 1 may include additional Wan re r ;,^tr fry Es. RECEIVED CITY OF TUKWILA NnV 0'8 2011 PERMIT CENTER 0%t Pea yplion s-; PO/ CORRECTION RTR #. /Ni Name 1014 Ravens R/dpe North P NOTE: 5ome options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. Printed on 11/4/2011 at 9.01 :02 AM 15'01/2" 2- -4 1/2" 6050L5 6x8 DF #2 (H4) Tempered 2400 Attic Access 4040L5 40401.5 1 "Air Gap 6x8 DF #2 (H1) Egress Kitchen Master Bath 50 GPM wl.c. Bedroom #2 Bedroom #3 XB DF #2 6x6 DF #2 2668 110 GFM 2468 2666 Ut /lily 50 GFM 6x8 OF #2 52) 6x3 DF #2 B1 13'-3 1/2" D Plasher & Or Hookups Only PVkoIe House Fan ------ Powder Rm ° °* to a tL`Op ois 3 Cif 3 4 a kr) o O R 20 min F /re Rated Doorw/5elf Closing Hinges 5elfLatching Master Bedroom Bath Broom #4 In 9G'Sr36 "LAnd /i+g : Homeaner .. Respons1bf/ • 4 " Bollard for Crash Protection 5 1 /b "X 16 f/2 "6L8 (B4) iriiiiiAViiroIri ® ® ®iiossiiisriri All App /lances with Ignition are to be min 18 " off ground. `VH strapped at thirds. ■ 11l%a/Apram %I 5-1!/t '7 13 7/2" GL8 (55) 2630FX Egress 6x8 DF #2 (H2) 2 Car Garage Garage is 5heetrocked (Type X) and Taped 24x30 Attic Access Vaulted Living Room 60401.5 6040L5 3'O" 6,0" 12,1" 3068 7.1a36'S36!'*ding Homeowner. .. • -3,-41 1/2" 5'-2 1/2" 4050FX 16070 City Of Tukwilla Ordinance #2327 requires the installation of an approved automatic fire sprinkler system in all new homes. This requirement shall require a seperate submittal. RE.v'IEVD FOR CODE COMPLIANCE ApPliaVE® City of Tukwila BUILDING DIVISION l"Yindow MFG is Empire Pacific & U Factor Is .35 and skylights are .50 Exterior Door MFG is OrePac & U Factor is .20. FLOOR ININ1701N SCHEDULE EGRESS. TEMPERED 5cale 1/4" = 1' Foundation Notes - Two Story See Building Sections and Details Sheet within this set for Details and Callouts for Foundation and Nall to Foundation connectivity. Two Story Perimeter Foundation that will support a 2x6 Framed Stud Wall shall consist of a 16 "x S" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Garage Foundations that will support a Two Story 2x6 Framed Stud Nall shall consist of a 16"x S" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" mina Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Foundation Stem Nails for a Two Story Bearing Nails shall consist of a 22" - 24" Tall x S" Nide Stem Wall w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) mina per splice. All Continuous Concrete Footings for Exterior Bearing Nails that incorporate a Concrete Stem Nall shall have #4 Vertical Rebar with hook spaced @ 48" o.c. Mono pours are ok with without vertical rebar. Garage Notes Garage walls, columns, and ceilings adjacent to or under dwelling 9 9 adjacent 9 areas shall have materials approved for One -Hour fire resistive construction. 1350FX 13505H 4036L5 4050FX 5040L5 60501.5 Please See Engineering "L Pages for Holddown . Locations. If Foundation needs to be a Stepped Foundation, See "Step Footing" on Engineering Sheet D1. Foundation Contractor to verify vent placement is done to IRG code. To ensure plumbing access for fixtures, see drain dimensions on foundation. See Floor Joists MFG Layout for Start Location. Air ducts passing through one -hour fire resistive construction shall be a minimum of 26-gauge.steel. 2630FX 4040L5 6040L5 4040L5 FIXED GLr455 5/NGLE HUNG LEFT 5L/DING LEFT 5L /OING LEFT 5L /DING LEFT 5L/DING QTY 'FLOOR 5/ZE • All ettctrical switch plates and box covers in the garage shall be metal and lights with boxes behind them shall not be plastic All piping passing through one -hour fire resistive construction shall be metal. Air ducts and or Piping supported by structural members that are required to be fire protected shall be installed after the sheetrock has been applied. Ducts and or Piping may be enclosed within a soffit that has the same degree of fire protection required for the structural members that it attaches to. Framing members for the soffit shall not exceed 16" on center. Water heater shall have a relief valve drain line to the outside of the building. Per P2603.6.1 (10) of the 2001 IRC, the discharge not terminate more than b in above the fl000r or waste receptor. DOOR SCHEDULE. 17E5CR /PT /ON 1414 Ducting Systems 1414.1 Duct Sealing and Testing: Duct work and plenums shall be sealed in accordance with Section 1414.1.1. Additionally, ducts shall be tested in accordance with Sections 1414.1.2 and 1414.1.3 as required. 1414.1.1 Sealing: Duct work which is designed to operate at pressures above '' /z inch water column static pressure shall be sealed as follows: 1. Static pressure'/ inch to 3 inches: Seal all transverse joints and longitudinal seams. Spiral lock seams in round and flat oval duct work do not require sealing; however, other seams shall be sealed. 2. Static pressure above 3 inches: Seal all transverse joints, longitudinal seams and duct wall penetrations. All low pressure supply and return air systems not located entirely within the conditioned space, including the unconditioned side of enclosed stud bays or joist cavities /spaces used to transport air, shall be securely fastened and sealed. Duct work shall be sealed using welds, gaskets, mastic, or mastic- plus - embedded -fabric tape. Enclosed stud bays or joist cavities /spaces used to transport air shall be sealed using mastic -plus- embedded -fabric tape, or when drywall is used to enclose the air system, drywall mud and tape. Duct tape is not permitted as a sealant on any ducts. EXCEPTION: Fibrous glass duct systems installed in accordance with Standard UL 181A and flexible duct systems installed in accordance with Standard UL 181B may use tapes listed for these systems. 1414.1.2 Low Pressure Duct Leak Test: All duct systems shall be sealed to a leakage rate not to exceed 6 percent of the fan flow if the duct system: 1. Is connected to a constant volume, single zone, air conditioner, heat pump or furnace; and 2. Serves less than 5,000 square feet of floor area; and 3. Has more than 25 percent duct surface area located in any unconditioned space. The leakage rate shall be confirmed through field verification and diagnostic testing, in accordance with SMACNA Duct Leakage Test Procedures - 1985. 1414.1.3 High Pressure Duct Leak Test: Duct work that is designed to operate at static pressures in excess of 3 inches water column shall be leak- tested in accordance with SMACNA Duct Leakage Test Procedures - 1985. Representative sections totaling no less than 25 percent of the total installed duct area for the designated pressure class shall be tested. Duct systems with pressure ratings in excess of 3 in. w.e. shall be identified on the drawings. The maximum permitted duct leakage shall be: Lmax = CLP0.65 Where: Lmax = Maximum permitted leakage in cfm/100 ft2 duct surface area. CL = Duct leakage class, cfm/100 112 at 1 in. w.e. CL = 6 for rectangular sheet metal, rectangular fibrous, and round flexible ducts. CL = 3 for round/flat oval sheet metal or fibrous glass ducts. p = Test pressure, which shall be equal to the design duct pressure class rating in w.e. 16070 I 2665 L IN 3065 R EX 3068 L EX 2468 R IN 2468 L IN HINGED 5L4B DOOR HINGED SLAB DOOR EXT. HINGED 6 PANEL 2665RIN. 2665 L IN 50610 EX HINGED SLAB DOOR. HINGED SLB DOOR HINGED SLAB DOOR EXT. DOUBLE HINGED -GLA55 2006-2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12.'' EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). s RECEWED CITY OF TI NOV 00nil PERMIT CENTER These plans were exclusively designed for Rathida Ph/rn vien khan 9 The Client /Home Owner enera/ Contract shall verify all setbacks, dimensions, structural details, building codes, and grading requirements The builder reserves the right to modify these plans and dimensions according to site conditions. Al subcontractors shall coordinate close /y with the builder prior to proceeding with the layout of their respective contract award. To avoid costly mistakes, errors and /or omissions, any discrepancies in dimensions or construction materials, appliances, casework, mrk, etc must be identified prior to the installation of construction materials. ls. The builder shall not be held responsible for errors caused due to a lack of coordination by the sub-contractors. These Plans are diagrammatic in nature and are intended to identify the most significant elements of the building's construction. These Plans are intended to provide adequate information to the Governing Regulatoy Agency regarding compliance with Local and International Residential & Building Codes. It shall be understood that non - regulatory items which I are not required for approval for construction may not appear within these plans. The Builder reserves the right to construct the building according to a pre - authorized Building Order generated by Reality Homes Inc For finishes and options, please refer to the said Building Order. In particular, the Options specified within the Building Order shall be strictly adhered to. If a building element is not shown on the plans but appears within the Building Order the Building Order shall govern. In our continuing effort to improve our product Reality Homes Inc. reserves the right to modify and change floor plans, Sheet Description Floor Plan P /an Name 2014 Ravens Ride North 2 of e ti) -4x) 4.4 tf) tr) .ta) %ti) NOTE: Some options may show on your set of house plans that are not included or a part, of your• Construction Contract with Reality Homes Inc. Printed oti 11/4/2011 at 41:01:02 AM 40' -0" 4" Drain Dimension 13=6 1/2' 11 7/8 "LPl -18 Joists p 16 "o.c. Instal/ per MFG specs. Provide foundation venting with a net free area of crawl space /150 per /RC Code R408. Vents provide 73 sq in of flow In each vent per MFG. 4x6 OF #21 I : : MME11110111a2121 A rrri :IN■®: ®•Nmo: entemememmrriririiiiACINI' ■.., : :mss ®: 6x6 DF #2 18'5 4" Drelln Dimension Cover entire crawl area with 6 mil plastic. Lap Joints minimum 12': 11'-4" otu r:4 o c a0. �i to v t 4 i1ij t,eu 3s�4 ..vot4o�sork,.a 4x5 DF #2 ca /iii;/ /7( /Aa x x L 30540'12" FTw tu/#4's d7" o.c e/tv(4)min(F1) 5 1/6" x 16 1/2' /// /ice GLP �/ 5 1 /6 "x 13 1/2 "G as (8,3) 91/2 "LPI -18 Joists 0 19.2" o. Install per MFG specs. Garage 5Iab Note 4 Thick Concrete Floor 5/ab 5 /ope to opening for drainage 2 " drop min from rear towards opening Second Floor Framing Plan Maximum 14" from top of 5temwa /l to \Garage 5/ab to meet 18" Frost Depth 4 These plans were exclusively designed for Rathida Phim v/en g khan 0l■ Nst- t Parcel Number tcl Garage Door Buckout w/ Continuous Footing City Of Tukwilla Ordinance #2327 requires the • installation of an approved automatic fire sprinkler system in all new homes. This requirement shall require a seperate submittal. 19 =6 1/2" .5 1/2 ", 40=0" Foundation Plan Scale 1/4" = 1' REVIEWED FOR CODE CQMPLIANCE APPROVED NOV 282011 City of Tukwila BUILDING DIVISION NEC 25.55 A concrete is required The eleetror feet of #4 co of e. incased grounding electrode all new concrete footings. ie shall consist of at least 20 r' larger reinforcement bar or wire, located near the bottom ding footing. }� : 20 foot rebar shall be . ` one continuous ,piece tied along side any " footing rebar and shall protrude g min. above top of foundation: wall, near location of power panel.) Foundation Notes - Two 5 See Building Sections and Details Sheet within this set for Details and Callouts for Foundation and Wall to Foundation connectivity, Two Story Perimeter Foundation that will support a 2x6 Framed Stud Nall shall consist of a 16 x S' Min. Continuous :Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Garage Foundations that will support a Two Story 24 Framed stud Wall shall consist of a 16"x S" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Foundation Stem Nails for a Two Story Bearing -Malls shall consist of a 22" Tall x S Wide Stem Wall w/ (1) #4 continuous Debar. Overlapping bars shall be 24" mina Corner bars shall be 24" ( each leg. Tie all bars securly with wire ties, (2) min. per splice. All Continuous Concrete Footings for Exterior Bearing Nails that incorporate a Concrete Stem Nall shall have #4 Vertical Rebar with hook spaced @ 48 o.c. Mono pours are ok with without vertical rebar. Please See Engineering "L" Pages for Holddown Locations. Foundation needs to be a Stepped Foundation, See "Step Footing" on Engineering Sheet Dl. Izi ---D vi13 H 'ZS) '..Z V 41 Vi `.. :11; �� o93li a.g ikz' va° �� y b • of �shr :Jji:ij �� • 01 H�Q� 1� ,��, • " i" . -%! 4 Ic! kt) i ) , ' 41 : . I t i • • ;"iV flfl$i 3�� • � t�z44 t h 4 1 t .1 'zkItl . i ti :1 ,. t t! ! , i„.1. z\ 3. , .1, ;3, ! . 11 . ! . • tt kl 1 4 )' AI 1 11 Lk ' . a � .c o a 2k,,, v)1 � � kl 11:.......4. c. 44.4,4 : 1)...) .,(k) -44 -ts o v) 4.- Ae.,----- V o)% m4b �iiI:! pa� k o *) : t: L ,%3 ii 4.14.-ea N Z ,,,, ‘,, 1,, ,,, , . , .„, ,, , ,,,, ,„,) , 4 % k z g) g.) . tr, k.'' 4 41N _k) , ,: I ,,) 1 ritl, it zlit % ,t4 . ....s. 1 i A tmi!ih w a, M !ui;i: mw Sheet Description Foundation Plan Foundation Contractor to verify vent placement is done to IlitC code. To ensure plumbing access for fixtures, see drain dimensions on foundation. See Floor Joists MFG Layout for Start Location. bt1 licto Ni iv po'LUu1 PERMIT CENTER Plan Name 2014 Ravens Ridge North 3 of City Of Tukcvi /la Ordinance #2327 requires the Installation of an approved automatic fire sprinkler system in all new homes. This _requirement shall require a seperate submittal. 3/4 T &G Plywood or Equiv 1/16" O5B APA Rated'' Sheathing Composition Roofing over 1.5 lbs. Felt MFG Trusses at 24 "o.c. 1/16" O5B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG` Trusses at 24 "o.c. 4x6 Header il(1(1(1(lilil( 11111( III (I(I(I(11111(1(1(Ii11111i111f IiIiIiIiIII(1(IiI(011l(1 R -41 Insulation 1/2" Gypsum Wall Board IiIIIiIiIil( lllilllllllilillllll(( 1111111111111Hi1111�I1iII111illllllllllli111 51mp can MASA Straps @ 4' o.c. Align studs with 1- Joists Vented Blocking' 2x6 Studs @ 16 "oc R -21 Insulation PVA Primer 2x6 Sole Plate 11 7 /8" LPI -18 Floor Joists at 16" o.c. 3/4" T &G Plywood or Equiv Subfloor Glued & Nailed Water - Resitive Barrier ( Tyvek) 1 /2" Gypsum Wali Board Double 2x6 Top Plate 2x6 Studs @ 1 6"oc R -21 Insulation 1/2" Gypsum Wall Board PVA Primer - 2x6 Sole Plate 11 1/8" LPI -18 Floor Joists at lb" o.c. 3/4" T &G Plywood or Equiv Subfloor Glued &,Nailed REVIEWED FOR ` CODE COMPLIANCE APPROVED Nih,! 2 8 2011 1=111=111=111:_-_111=_-1 1 12 "x6" Concrete Footing with 1 #4 Rebar on Ramblers `16 "x8" Concrete Footing with 1 #4 Rebar on 2 Story Houses Pony `Yell Detail (Rim Joist System) Water - Resitive Barrier (Tyvek) 1116" 055 APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24 "o.c. 1116" O5B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24 "o.c. R -30 Insulation — 5/8" Gypsum iNail Board Type X Double 2x6 Top Plate 2x6 Studs @ 16 "oc 1/16" Min O5B with Lap Siding (Shown on detail) or "1/1 b" Smart Panel Siding 5/8" Gypsum Wall Board Type X Double 2xb Top Plate R -21 Insulation 1/16" Min 05B with Lap Siding (Shown on detail) or 1/16 Smart Panel Siding L 111111gil pllll11111111ililil1111111111i11111111111i111 (1(lil(I11111111i1i111�' R-41 Insulation I 2 m Wall Board Double 2x6 Top Plate 2x6 Studs @ 16 "oc R -21 Insulation Vented Blocking Water- Resitive Barrier (Tyvek) 1/2" Gypsum Wall Board (Type X Fire -Rated GWB on Warm Nails of house or ) 1 /2" Gypsum Wall Board PVA Primer 1/2" GWB (Type Double 2x6 Top Plate 2x6 Studs @ 16 "oc R -21 Insulation (Y farm Walls only UNO) 1 /2 " Type XGWB- Vented Blocking Water- Resitive Barrier ( Tyvek) 1/2" Gypsum Wall Board (Type X Fire -Rated GWB on Warm Wails of house only) 2xb Mud 5111 8 "X24" Foundation Nall Upto48 "tall- 1 Horizontal & 1 Vertical rebar 48" oc 1 1/2" LPI -18 Floor Joists at 11.2" o.c. Simpson MASA Straps. See Engineering for spacing requirment FDN to extend a minimum of 6" above final grade. 3/4" T &G Plywood or Equiv Subfloor Glued '& Nailed 4" Slab Slope to Opening Minimum 18" Frost Depth 2x6 Mud Sill 8 "X24" Foundation: Wall Up to 48" tall 1 Horizontal & 1 Vertical rebar @ 48 oc Simpson MASA Straps. See Engineering for spacing requirment FDN to extend a . minimum of 6" above final grade. i inn an, Mi IIIJIAIlI I8 Frost Depth 3/4" T &G Plywood or Equiv Subfloor Glued & Nailed R -30 Insulation - 2x6 Mud 5111 6 "X24" Foundation Wall Up to 48 "tall .1 Horizontal & 1 Vertical rebar @ 48" oc ` 7116" Min 05B with Lap Siding (Shown on detail) or 1/16" Smart Panel Siding Simpson MASA Straps. See Engineering for spacing requirment FDN to extend a "minimum of b" above final grade, 2xb Mud "Sill 6 "X24" Foundation Wall Upto48 " tali -1 Horizontal & 1 Vertical rebar @ 48" oc 1/1 b" Min 055 with Lap Siding (Shown on detail) or 1/16" Smart Panel Siding Simpson MASA Straps. See' Engineering for:. spacing requirment FDN to extend a minimum of 6" f:love final grade. Minimum 1 Er / Minimum 18" Frost Depth �III���IIiIII— II1 --1�� il1llll1=1 l 16 "x8" Footing w/ 2 . Horizontal #4 Rebar —111-1 r 1— 12 "xb Footing w/ 2 - Horizontal #4 Rebar 2 5tond Mall Section Garage Section RECEIVED CiTY OF TUKWILA Kinu ` p 8 2011 PERMIT CENTER 5heet.Descrlpt/on Details Plan Name 2O 14 mavens Ridge North NOTE Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. BC4/BC46/ BC6 /BGS BC4 for use with 4x4 Post BC46 for use with 4x6 Post BC6 for use with 6xb Post BCE) for use with 8x8 Post Post Footing (Size specifed on Pl!ins) .� Beam (Size specifed on Plans) Post (Size specifed on Plans) Post to Beam Connection Post (Size specifed on Plans) ABA44 /ABA46/ ABA6b/ABASS ABA44 for use with 4x4 Post ABA46 for use with 4x6 Post ABA6b for use with bxb Post ABASS for use with Net Post ABA Post Base Connection City Of Tukwil /a Ordinance #2327 requires the installation of an approved automatic fire sprinkler system in all new homes. This _ requirement shall require a seperate submittal. Exterior Wall of House Beam`` (Size specifed on Plans A . HUG48 /H U C410 /H U C4.12 HUC6S /H1JC610 /HUC612 HUG48 use with 4x8 Beam H1JC410 use with 4x10 Beam or31 /8x9GLB HUG412 use with 4x12 Beam or 3 VS x 10 1/2 GLB or 3 1/8 x 12 GLB HUC68 use with bx8 Beam HUCb10 use with 6x10 Beam or 5 118x9 GL B HUC612 use with'bx12 Beam or 5 1/8 x 10 1/2 GLB or 5 1 /8 x 12 GLB *Contact General Contractor if size not listed* HUG Connection to House R311.5.11Nidth. Stairways shall not be - less than 36 inches (114 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project ` more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the stairway at and below the handrail height, including treads and landings, shall not be less than 32 inches (187 mm) where a handrail is installed on one side and 21 inches (69S mm) where handrails are provided on both sides. n11.5.6:1 Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 m inches (664 m)and not more than 38 inches (965 mm). 1 1/6 X 11 1/2 O5B STEP Toekick MAX 13/4 RISE MIN 10" RUN 2X12 STAI RJAGK Stair Riser Detail Sreatr\r \ar Notch in Mono Truss for Ledger -7\a- H2.5 on each side of truss 2 "x4" Pressure Blocking w/ two (2) 1 bd r t uss to block and three (3) 1 bd block to ledger /Rim Joist ono Truss Connection Detail General Notes All construction to conform to the 2009 International Residential Code CONCRETE: Compressive strength for basement and foundation walls exposed to weather as well as porches, carport slabs and steps shall be a min. 3,000 p.s.i. at 28 days Concrete shall be air entrained at between 5 &"1 /0 REINFORCING STEEL: All steel #4 or smaller shall be A -b15, grade 40, unless installed in a reinforced concrete foundation, otherwise grade 60. SMOKE ALARMS: "Shall be installed in each sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. Required alarms shall received their primary power from the building wiring and shall be equipped with battery backup. Alarms shall be interconnected to provide audibility in all areas." MFG INSTALLATION: R106.1.2 Manufacturer's installation instructions. Manufacturer's installation instructions, as required by this code, shall be available on the job site at the time of inspection. FASTENER NOTES: As a minimum, any fastner in contact with pressure treated wood must be Hot Dip galvanized (ASTM A123 for connectors and ASTM 153 for fasteners and anchors). SANITARY SEINER: To Provide Adequate Drainage the Sewer Connection will exit the home UNDER the Footing. DO NOT EXCAVATE THE SITE TO DEEP! 1AIHOLE HOUSE VENTALATION: Ventalation shall consist of source specific Intermittently operating fans with a minimum 50 cfm rating in bathrooms and utility and a minimum 100 cmf in the kitchen. Utility room fan to be controlled by a timer. I'Mindows in habitable rooms to include integral fresh air intake vents. DRYER VENTING: Dryer to be vented to outside. Maximum length not to exceed 25 feet less 5' for each CIO degree bend. Per I RC 1502. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 282011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUK WIL.A Nnv082011 PERMIT CENTER Printed on 11/4/2011 at 9 :01:05 AM Aplatl 'etlefteNi 4491; 10H19 tea'`' z838��s. *,;11:011 aka A'`" xC H p N 04-k.t '401 0.� y.y °' oh t: *S: *% ktkl LL 1 csJ Parcel Number Sheet Description Details Plan Name 2014 Ravens Ridge North of -41) 4.4 %k tr) ki) rk.1 w FLOOR DESIGN ASSUMPTIONS START FRAMING. LAYOUT HERE START FRAMING LAYOUT HERE BUILDING PRODUCTS ROOF DESIGN ASSUMPTIONS DEAD: 15 TOTAL: IT IS THE RESPONSIBILITY OF THE CONTRACTOR / FRAMER TO DESIGN CRITERIA PER .ENGINEER'S SPECIFICATIONS OR BETTER. •' • • ALL BEAMS SIZED BY OTHER UNLESS NOTED OTHERWISE. BEAMS SIZED BY HUTTIG.WILL BE DESIGNATED: "BEAM SIZED BY HUTTIG" ON THIS LAYOUT... REFER TO FRAMING DETAILS FOUND, ON LP DETAIL SHEET PROVIDED. FLOOR LAYOUT ASSUMES ROOF FRAMING TO BE MANUFACTURED TRUSSES AND ALL. ROOF LOADS. BEAR DIRECTLY ON EXTERIOR WALLS. ROOF LOADS DO NOT BEAR ON INTERIOR WALLS. OTHER ASSUMPTIONS HAVE BEEN MADE ABOUT THE ROOF FRAMING THAT MAY NOT • BE CONSISTENT WITH THE ARCHITECT'S INTENT.: ARCHITECT AND CONTRACTOR MUST • REVIEW THESE DRAWINGS BEFORE PURCHASE AND INSTALLATION TO ENSURE THAT: FLOOR FRAMING LAYOUT MEETS STRUCTURAL REQUIREMENTS OF ROOF. FRAMING. PROVIDE SOLID FRAMING 'SQUASH BLOCKS', PER DETAILS 02 & D2 AND SIMILAR, AT BEARING. FOR ALL FRAMING MEMBERS TO MATCH WIDTH OF POSTED. MEMBER FROM ABOVE. REFER • TO. ARCHITECTURAL / STRUCTURAL DRAWINGS:FOR CONCENTRATED LOAD LOCATIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD,.' TO REVIEW THESE DRAWINGS PRIOR TO CONSTRUCTION. SHOULD ANY DISCREPANCIES OCCUR BETWEEN THESE DRAWINGS AND ACTUAL CONDITIONS, CONTACT HUTTIG BUILDING. PRODUCTS BEFORE PROCEEDING. CONNECTOR CORROSION: CCA TREATED WOOD IS NO LONGER AVAILABLE FOR RESIDENTIAL USE,. AND IS BEING REPLACED BY SIGNIFICANTLY MORE CORROSIVE (ACQ, CA -B, ACZA) PRESERVATIVES. `. WHERE CONNECTORS COME IN CONTACT WITH TREATED LUMBER, CORROSION MAY BECOME VISIBLE IN WEEKS OR MONTHS RATHER THAN YEARS. WET CONDITIONS ACCELERATE THE CORROSION RATE. HEAVIER GALVANIZED COATINGS EXTEND THE LIFE OF THE CONNECTORS AND FASTENERS, HOWEVER THE CORROSION MECHANISM AND RATE DO NOT CHANGE. SIMPSON STRONG -TIE RECOMMENDS THE FOLLOWING BASED ON CONDITIONS AT THE CONNECTOR: WET /EXTERIOR AND TREATED WOOD = .USE SIMPSON STAINLESS STEEL CONNECTORS AND FASTENERS WHEN POSSIBLE. AT A. MINIMUM CUSTOMERS SHOULD USE SIMPSON CONNECTORS WITH ZMAX / HDG COATINGS WITH HDG FASTENERS WITH AN APPROVED BARRIER MEMBRANE. DRY /INTERIOR AND TREATED WOOD SIMPSON JOIST AND BEAM CONNECTORS WITH STANDARD G90 COATING IN CONJUCTION WITH AN APPROVED BARRIER MEMBRANE. FOR MORE INFORMATION VISIT WEB SITE www. strongtie. com /productuse /barriersfags.html BEMERIES 19.T' oc 192 ° «J 19.2' ac 192" oc ..� „, II I II 5 -1/ 13 -1 DF_2 -V9 1 1 �! I . • � 1 • I! 6' -11 1/2" 19' -6 1/2" 40' -0" MAIN FLOOR PLACEMENT PLAN UPPER FLOOR PLACEMENT PLAN NOTE: THIS PLAN IS VALID FOR ENGINEERED WOOD PRODUCTS ONLY AS PROVIDED BY. HBP LPI I -Joist Label 11 7/8" LPI 18's @ 16" O.C. NOTE: THIS PLAN IS VALID FOR ENGINEERED WOOD PRODUCTS ONLY AS PROVIDED BY HBP LPI I -Joist Description Length Label Description 9 -1/2" LPI 18 9 -1/2" LPI 18 9 -1/2" LPI 18 9 -1/2" LPI 18 9 -1/2" LPI 18 LP OSB Rim Label Qty Description Length 10 .1x9 -1/2 LP -OSB Rim 16' -0 Connectors Label Qty Description TF Fstnr Face Fstnr Joist Fstnr H 1 4 ITS2:56/9.5 4 -1 Od x 1.5" 2 -10d x 1.5 2- teardrop Length 11 -7/8" LPI 18 11-7/8" LPI 18 11 -7/8" LPI 18 11 -7/8" LPI 18 11 -7/8" LPI 18 LP ;OSB Rim Label Qty' Description Length 10 1 x11 -7/8 LP -OSB Rim 16' -O" DATE OF DESIGN Structural Glued_ Laminated Timbers Label Qty Description Length M2 1 5- 1/2x13 -1/2 DF 24F -V4 17' -O" M3 1 5- 1/2x16 -1/2 DF 24F -V4 20' -0" DATE OF REVISION LP LSL Label Qty Description Length M 1 2 1 3/4x11 -7/8 LP -LSL 1.55E 15' -O" HUTTIG DESIGN NUMBER 107018 -01 '\1�111111� ev«��llf% - -- /, .. t�r�?rlr.�c?.►cr . 2009IBC SHEARWALL / ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (14) (21) NAIL SIZE & SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3)(6) (15)(16) RIM JOIST OR , BLOCK CONNECTION TO (7) (8) 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF) LEISMIC/WIND NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MASAPAZ ANCHOR OPTION SILL PLATE SIZE 0 FOUNDATION (19) �. 7/16° OSB ONE SIDE Bd 0 6" O.C: 2x 16d @ 4" O.C. 16d©6 " O.C. 5/8 "0 48" O.0 48" O.C. 2x 240/335 (2) STUDS W/ (20) 16d 7/16" OSB ONE SIDE 8d 0 4" O.C. 2x ' LTP4 0@ 32" 16d 0 4" O.C. 5/8" 0 32" O.0 32" O.C. 2x ` 350/440 SItt3 7/18" OSB ONE SIDE 8d @ 3" am 3x LTP4 ®12" O C (2) ROWS 16d ®8 a 5/8" 012" 0 C 12" O.C. 2X 450/730 5/8" 0 24 O.0 24 O.C. 3x �. 7/16" OSB ONE SIDE 8d @ 2" O.C. 3x LTP4 8" O.C. (2) ROWS 16d ®4 °O.C. 5/8" 0 8 0.C. 8 O .C. 2X 580/820 5/8 "(@16 "O.0 16" 0.C. 3x 7/16" OR 5/8 "GWB ONE SIDE 8d ®7" o.c. • 2x 16d @ 4" o.c. 16d 0 8 "o.c. 5/8" ®60" o.c. 60" o.c. 2x 75/145 7/16" OSB BOTH SIDES 8d @ 3" O.C. 3x LTP4 ®6" O.C. 16d 6 4" O.C. & LTP5 ®12" O.C. 5/8" ®12" O.0 12" O.C. • 3x 900/1480 SI- IEARWALLS MARKED WITH AN ASTERISK 0) MAY BE SHEATHED WITH 7(6 SMART PANEL 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 DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" 0.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1 -1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING: USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" 0: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 5/4" x3 " x 3 ", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE: MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT - DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (13) 15/32 ". PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 746" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD: DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. (19) TWO MA6 MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. . (21)SHEARWALL DESIGNATED WITH AN ASTERISK ( *) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL SUM SUJ1 Bedroom #3 Master Bath Powder . Rm Master Bedroom ST1- 1DI41RJ 5UJ1. S I-ID 14RJ Bedroom #4 2 Car Garage Living Room HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS . . NAILS SCREWS HDU2 - 2215# N/A (6)-SDS %4"x 23'2" TO (2) STUDS x/a" NUT WASHER NUT 8" EMBED I-IDU5 - 4065# , N/A ,MIN. (14)-SDS 3/4"x 23/2" TO (2) ' STUDS MIN. 6 /q" NUT WASHER NUT 8" EMBED HDU8 - HF MEMBER 5655# HDU8 - DF MEMBER 7870# ' N/A (20)SDS Vex 23'2" TO (3) STUDS MIN. SSTB28 OR SB 7/8 "x24 UNO. HDUI4 - 10305# N/A (36)SDS VMIN 2' TO 6X6 PER PLAN STHDIO /STHDIORJ - 1435# (2) STUDS W/ (20) 16d N/A N/A STHDI4 /STHDI4RJ - 3500# (2) STUDS W/ (24) 16d N/A N/A 18" END LENGTH + CLEAR SPAN - CS14 - 2490# (30)10d N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z- MAX ", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON - SIMPSON ANCHORS WITH ENGINEERS APPROVAL. (4) STHDI4RJ INSTALLATION. AT RIM JOIST LOCATIONS ONLY (RJ ..RIM JOIST) (5) HDU2 MAY BE USED IN PLACE OF STHD10 /STHDIORJ (6) HDU8 MAY BE USED IN PLACE OF STHDI4 /STHDI4RJ STHDI4 \E fRING LEC.1END POINT LOAD KEY! FOR ENGINEER USE ONLT MEMBER R1 DEAD 1000 1 1 TOTAL 3000 1 1 LIV 20001 BEAM DESIGNATOR) FOR PLAN REVIEW USE O•LT J Q RI BEAM SIZE/TYPO 4'xS' DF"2 3-1/8'x6' GLB 3- 1/2'x9 -I/2' PGL SHEARWALL DESIGNATORI SEE 84EAR1UALL. SCHEDULE �\ HOLDDOWN /STRAP DESIGNATOR . SEE HOLDOUN/STRAP !SCHEDULE GSI4 /G g Wp)4 87I-ID8R) DETAIL CALL -OUT SEE 'DI' SF€ETS FOR CORRE5PCNDING DETAIL 1 D1 LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (BEAMS, FOUNDATION, ETC.) 8Y OTHERS SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD'OR STHD/RJ 15 APPROPRIATE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM 14OLDOUJI`IS DO NOT SC4LE(1 /4" =1') SHEATH ALL EXTERIOR WALLS AS COPYRIGHT ©2011 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL_ EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED PANELS) EXTENT OF HEADER ONE *4 REBAR IN SHEAR CONE (12' MINIMUM REB4R LENGTH) NOTE: HOLDOWNS AT CORNER ARE. SPACED 1 -1/2' FROM EDGE. SPACE 1/2' WHEN 2x 15 FLAT. CLEAR SPAN, IT MAXIMUM. FOR TYPE RJ HOLDOU.N 0' FOR NON RJ HOLDOWNS 6' -18' O FOR SHEAR MIN. 3'X11' NET HEADER PER PLAN MAY BE LARGER © FASTEN SHEATHING TO HEADER W/ 8d COMMON OR GALVANIZED BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. O FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF I6D SINKER NAILS AT 3' O.C. TIP. LSTA24 OPPOSITE SHEATHING ® MIN. WIDT1-1=16' FOR ONE STORY STRUCTURES, 24' FOR USE IN THE FIRST OF TWO STORY STRUCTURES . ® MIN. (2) 2x4 - ALL DM STUDS OR (2)2X6 1/16' O5B SHEATHING MIN.: ® STI -014 OR HDUB W /SB4,2m ® STHDIO SINGLE PORTAL FRAME I' ANCHOR BOLT W/ MIN 31x3'x229' PLATE WASHER 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 IS REQUIRED. IF 2x4 BLOCKING IS USE THE 2x4'5 MUST BE NAILED. TOGETHER WITH (3)16d SINKERS. I5/32' OSB 11)/SPAN RATING 16/32 UNO STAGGER SHEATHING I /8' GAP REQUIRED BETWEEN SHEETS 8d NAILS 6 6' O.C. AT 'BIRD BLOCKING' SHEATHING BREAK EXTEND WALL SHEATHING TO TOP OF DOUBLE TOP PLATE OSIMPSON HI (UN. O HURRICANE • TIE TYPICAL a EACH TRUSS/RAFTER TO TOP PLATE INTERSECTION MFR TRUSSES a 24' O.C. W/ PLAN ROOF SI- B=ATWING NAIL W/ Sd m 6' O.C. FOR PANEL EDGES_ AND 12 O.G. IN FIELD SHEATH ALL GABLE ENDS 0 TOE NAIL` BIRD BLOCKING W (2) 8d NAILS STHDRJ IRC FIG 8602.103.4 / IBC FIG 2308.932 PORTAL FRAME . STRINGERS SPANNING OVER 6 STEPS MUST BE SUPPORTED W /4X6 BEAM ON 4X4 POSTS. POST TO 18' CONCRETE FOOTING OR STUDWALL 1 FLOOR JOIST OR LANDING 0 2X4. LEDGER W(2) 10d e. 6' O.C. (3) 2X12 STRINGERS ®5 -1/2' MINIMUM MATERIAL 6 DIAGONAL BETWEEN RISE AND RUN UPPER FLIGHT OF STAIRS SUPPORTED ON 3/4 T4G 8d NAILED e 6' O.0 PANEL EDGES 12' O.C.• FIELD. 2X4 THRUST BLOCK W /Imd 9 6' 0.C. NAIL TO LANDING JOIST 0 3/4' T4G SUBFLOOR O 2X8 LANDING JOISTS Imd m 6 O.C. RIM TO or:)‘ TOP PLATE 0,434 FRAMING ANCHORS e STRINGER TO JOIST OR LSCZ CONNECTOR 11 NOTCH STRINGER TO REST ON LEDGER 12 2X TREADS W /(3) 10d EACH STRINGER T4G FLOORING FLOOR JOIST PER PLAN 4X6 HEADER UN.O 32' CRAWL ACCESS PER PLAN UN.O 0 2x4 PONY WALL 4 P.T. SILL 0 SIMPSON MASA STRAPS 6 4'oc OR 1/2' ANCHOR BOLTS AT 4'oc OR 1/4' HILTI POWDER ACTUATED 6 2'oc 0 12 °x6' CONCRETE FOOTING W/ (IJ*4 REBAR FOR SINGLE STORY LOAD. 12'X8' CONCRETE FOOTING W/ (2)"4 REBAR FOR TWO_ STORY LOAD ® INTERIOR PONY WALLS OVER 6' TALL, SHEATH UJ/ ,'1/16' SHEATHING 4 Sd NAILS e6:12 (2) 8d .TOE NAIL EACH JOIST V ALIGN STUDS WITH JOISTS BLOCK AT BEARING WALLS 8d I6d • SEE SHEARiUALL TABLE FOR ADDITONAL NAILING U 2X SOLE PLATE TO. RIM W /I6d e 6' O.C. U.N.O. 0 3/4 T4G TO RIM: ad e 6' O.C. O 2X OR MFR FLOOR JOIST ®RIM TO TOP PLATE W /I6d 9 4' O.C. U.N.O. • 0 JOIST TO TOP PLATE (3) Sd TOENAILED ® SHEATHING TO STUD SEE SHEAR WALL SCHEDULE 0 DBL 2X TOP PLATE 4 "TOP PLATE TO STUD W /(2) I6d e16'O.C. ® 2X ALIGN STUD W/ FLOOR JOIST . ® MULTIPLE STUDS FOR POINT LOAD FROM ABOVE ® SQUASH BLOCKS REQUIRED UNDER ALL POINT LOADS II RIM BOARD TO FLOOR JOIST W /(3) 16d 12 LTP4 PER SNEARWALL TABLE .'t'• •. t.'Y.:..t ... .:4..11. GYPSUM WALL . BOARD INSTALLED 1.1J/5d COOLER NAILS 6 8' O.C. OR TYPE 5/W SCREWS 6 16' O.C. O I6d NAIL 6 12' O.C. (UNO.) Sd NAIL fit 12'O.C. ON ALL FRAMING MEMEBERS NOT AT PANEL EDGES (UN.0) ORIENTATION OF CORNER STUD MAY VARY ad NAIL .e 6' O.C. ALL FRAMING MEMBERS AT PANEL EDGES 4 12' O.C. ON ALLFRAMING MEMBERS NOT AT PANEL EDGES AE 030* FELT EA. COURSE 05B .SHEATHING UN.O. MANUFACTURED TRUSSES (OR 2X RAFTERS 4 CLG. JSTS.) BLOWN -IN INSUL (PER ARCH) 1/2° GWB CEILING G.I. GUTTER ON 5/4X8 FASCIA (PER PLAN) OSIDING (PER ARCH) 15* BLDG PAPER (OR TYVEK) -T /I6' SHEATHING (PER PLAN) 2X6 HF*2 STUDS e 161O.C. BATT INSUL (PER ARCH) 1/2' GWB WALLS °STRUCTURAL 2X RIM OR 1 -3/4' LVL 0 lj FLOOR FINISH 3/4'.T & . SUB FLOOR W /10d NAILS ®.FLOOR JOIST (PER PLAN) BATT INSUL. (PER ARCH) (OVER UNHEATED SPACES) 1/2' GWB CEILING 02x BOTTOM PLATE ATTACHMENT TO . STRUCTURAL RIM PER SHEAR WALL SCHEDULE. CI 058 SHEATHING UJ/ LONG DIMENSION PARALLEL TO STUDS 8d NAILS e 6'0.C. AT EDGES AND 8d NAILS a 12' O.C. IN FIELD UN.O. ON SHEAR WALL SCHEDULE °STRUCTURAL RIM ATTACHMENT TO TOP PLATE PER SHEAR WALL SCHEDULE 0 MUD SILL TO STUD WALL. (2) 16d THRU NAIL TYP (3) I6d THRU NAIL FOR 5W3 4 SW4 SHEAR WALLS . j 2X6 PT MUD SILL WITH ANCHOR BOLTS PER SHEAR WALL TABLE (MIN OF 2 PER PLATE4 WAN 12' OF ANY CORNER) MIN 5' FROM EDGE °CRAWL SPACE 0 SLAB ON GRADE OPTION °DROPPED FLOOR JOISTS P.T. 2x12 1F LEDGER W/ 5/8'x6' AB EPDXY WITH SIMPSON SET. LU52I0 JOIST HGR (UN.0) CUT TOP PLATE OR DROP BEAM DO NOT CUT BEAM DOUBLE TOP PLATE SIMPSON ST18 STRAP TIE W /(14) I0d OR DROP BEAM W/ CONTINUOS TOP PLATE STRAPS MAY 13E PLACED ON SIDE OF TOP PLATE (6) I6d NAILS (2) I6d NAILS e 16' O.C. BEAM PER PLAN 2X CRIPPLES PLYWOOD FILLER (AS REQUIRED) HEADER PER PLAN � :0:2' :1- w ILL! §---~ o nda5o l; z C g o C c y DOUBLE. 2X CRIPPLE STUDS MIN. FOR =' OPENING UNO. NO STRAP REQUIRED IF CONTINUOUS TOP PLATE BEAM AND HEADER END SUPPORT 2 101 3/4 T4G FLOOR ©d ® 4'O.C. ®TJI PARALLEL OR TJI BLOCKING • . TJI TYPICAL ad m 4' O.C. STAGGER SIDES. NAIL THROUGH TOP OF FLANGE. DO NOT TOE -NAIL (3) 16d NAILS , ® 2X4 FLAT 0 16' O.C. (3) 8d NAILS EACH END ®FLOOR JOISTS OR SOLID BLOCKING ®A35 e 16' O.C. OPTION DIMENSIONAL W/ SIMPSON 435 W t, ICAL WALL SECTION AND SI- IEARWALL NAILING INTERIOR S1-IEAR WALL TO JOIST ABOVE CONNECTION O SHEATH UNDER OVERFRAMING 0 2x4 RAFTERS SUPPORTED AT 6' oc W/ 2x4s ON TRUSS CORD ® 2x6 VALLEY BOARDS NAILED TO EACH TRUSS W/ (3) 16d NAILS. ® 2x6 RIDGE BOARD ® ROOF SHEATHING PER PLAN /IL_ %%O ,% /1%;ri�/ SMARTSIDE PANEL SIDING 0 2x BLOCKING (MAY BE FLAT) O FLASHING 3/8' MIN. GAP ® ALIGNMENT BEAD ® I /8' GAP O WATER HEATER O WATER HEATER SEISMIC STRAPS LOCATED 1/3 AWAY FROM TANK CAP AND BASE. ©LAG BOLT PER SEISMIC STRAP MFR ANCHOR INTO 2X STUD 4 PLACES ()DRYWALL PER PLAN 02X STUDWALL ® VENT FLUTE O ANCHOR BASE TO WALL WALL FRAMING MST60 OR (2) CSI4 BETWEEN PONY WALL 4 WALL ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED O WHERE FOOTING SECTION 'A' IS MORE THAN 8' PROVIDE 4' CS16 EACH SIDE OF SPLICE 1.1J/8 -16d COMMON NAILS ® SPLICE LINE ® (2) 2X PLATE w w z z w U DOUBLE ROW OF. NAILS (PER PLAN) FOR 16 4 190 SERIES PANELS, SINGLE NAILING.. MEETS WALL BRACING REQUIREMENTS vIIVIEVVED FOR CODE COMPLIANCE APPROVED Nov 282011 RECEIVED JUL 22 2011 IT CENTER PONY WALL SHEATHING 4 SHEAR NAILING TO MATCH WALL ABOVE © 6' MAX 14' MIN PONY WALL City of Tukwila BUILDING DIVISION 0 O Sinpsco Stroncrn. PONY WALL >6' REQ. ENGINEERING FOR ADDITIONAL STORY 1-1DU HOLD DOWN OPT IN LIEU OF. STRAPS IOM IRC RD2113 �C NVAL COPYRIGHT ©2011 HODGE ENGINEERING, INC.' DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES t. t c ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGE . S THE ENCLOSED °ENGINEERING . CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE A 0 M THE STRUCTURAL M B EM ERS 0 F THE ENGINEERING SHEETS. THE ENG I NEERING CALCULATIONS ARE.NOT REQUIRED TO BE REFERENCED FOR TI. ARE T E. IRED BY ENGINEERING T CONSTRUCT ON AND AR NO R U TO B BE ONSITE. Q THIS ENGINEERING BEEN CALCULATED T RESIST CODE SPECIFIED VERTICAL LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION :OF ALL STRUCTURAL' ELEMENTS.-IT 1S THE RESPONSIBILTY T 'E U STRUCTURAL OF THE GENERAL CONTRACTOR T O O NS RE STRUCTURA STABILITY I TY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY ERECTION METHODS' TEMPORARY SHORING ,'FORMWORK, ,. � ,. ORK, AND ;BRACING, US E F EQUIPMENT AND CONSTRUCTION, PROC D U E S. ANY DISCREPENCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND. I SHALL SUCH DISCREPANCY IN'WRITI ENGINEER, WHO CORRECT NG. ANY WORK. DONE BY THE GENERAL : AFTER DISCOVERY OF SUCH DISCREPANCY SHALL CONTRACTOR BE DONE 0 THE GENERAL A D A LV R CONTRACTOR'S RISKS THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS I PRIOR TO CONSTRUCTION. CONSTRUCTION, OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CON IS NO W CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS.. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2009 INTER NN ATIONAL BUILDING CODE (IBC) 2.. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM: UNIFORMLY DISTRIBUTED LIVE LOADS LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) INHA BIT BLE ATTICS WITHOUT STORAGE '(UN A A ) DECKS 40 PSF EXTERIOR BALCONIES 40 PSF_: FIRE ESCAPES. 40 PSF GUARD RAILS AND HAND RAILS 200. PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE' GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS STAIRS '.. 40 PSF LATERAL FORCES WIND IBC "METHOD 1- SIMPLIFIED, PROCEDURE PER ASCE 7 -05. SEISMIC: C : 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 R = 6.5 3. SOIL SOIL BEARING PRESSURE:. 1500 PSF (ASSUMED)* ACTIVE PRESSURE- UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF. (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER - EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE ( F'c 2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DESITY AS DETERMINED BY ASTM D- 1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL 1803.1 ` UNLESS A SOILS V ( ) . UNL E 0 SIN INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED. AVERAGE SOIL BEARING OF 1500 PSF. SF . R G ANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL O G 5 ALL NOT BE ASSUMED TO HAVE A r. BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D R C N SOILS IN ACCORDANCE WITH B E' 13. TABLE 16 .2 5 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 (1804.3) 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 20 0 S E IVE) DO E S - . /oP ASS U S NO ING .2 00 SIEVE NOT EXCEED5 %, WITH A MAXIMUM DUST RATIO = 2/3 MAX. % PASSING U.S. NO. 400 SEIVE 4. CONCRETE ..,,. ! ,t„ xk:.:, ✓,, ..a :._ . -.vast t,sn.h;..� .,Y r. #.. -.. .Y.. CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL 8' SSIONAL > IF CONCRETE WALLS OVER 8 HAVE BEEN DESIGNED FOR THIS PROJECT SPECIFIED ON THE PL AN:AND SHOWN IN THE DETAILS. . WOOD SHALL NOT O BE USED TO SU PP OR T MASONRY 0 R CONCRETE UNLESS S SPECIFICALLY NOTED OTHERWISE ON THE S- SHEETS (IBC 2304.12). 2 ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS D T SAN 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 S OF -THE CONCRETE MIX TABLE FOR THE BEARING Q T 0 G STRENGTH SPECIFIED. " THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLA CEMENT METHODS , WEAT HE R , RE BAR CONGESTION, AND ALL OTHER FACTORS REQUIRED PROVIDE_ 0 SQUIRED TO A STRUCTURALLY SOUND AND ACCEPTAB L E FI NISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". Q S ADMIXTURES: ADMIXTURES SHALL. BE BY MASTER BUILDERS, W.R. GRACE, OR PRE- APPROVED EQUAL. AL. ALL MANUFATCTU R S RECOMMENDATIONS ER RE MMENDATI N S SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MAX. W/C RATIO MIN. (2) FLYASH (PCY) MAX. AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS. (1) MATERIAL (SACKS /YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 3/4 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 CONRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4, PROVIDE 3000 PST `@ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WAL L S EXTERIOR VVALLS PORCHES CAR P OR T SLABS AND STEPS EXPOSED TO THE WE ATHER AND FOR ALL GARAGE LO OR SLAB E G FLOOR S. CONCRETE SHALL:' BE AIR ENTRAINED.: TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN PE RC ENT OR THAN 7 PE R CE PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR :. 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 R N I FORC EMENT E 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.): : 1 4 2 .. ASTM F 55 GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 0.131 2 -1/2 10d 0.148. 16d.' 0.162 3 -1/2 20d 0.192 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2 -1/2 Sd "DIPPED GALV.BOX" 0.131 2 -1/2 8d "SHINY BOX" 2 -1/2 2 -1/2 12 GA. STAPLES 0:1055 1 -7/8* 5-1/2 14 GA. STAPLES 0.080 1 -1/2* 15 GA. STAPLES 0.072 1-1/2* 2 -1/2 10d COMMON WIRE 0.148 10d "HOT DIPPED GALV. BOX" 10d " SHINY BOX" 0.131 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 G T 0. PSI-95 ' AND/OR P _ TA S2 92. ALL SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); (20" FLOORS 20. O.C. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PA ( ) PANEL EDGES UNLESS NOTED OTHERWISE. GLUE- LAMINATED MEMBERS: PER ANSI /AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR F OR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB =2400 PSI, FV =240 PSI, E =1.8X10 ^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA -EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA),. OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE D ESI GN AL E � 1.. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR-LARCH" = = IRIA CH N : - R 0 2 Fb 0 P V 1 90 SIF 80 PSI) "HEM-FIR" _ _ OR 0 HEM -FIR NO F 1 (Fb =975 P ( 95 SIFv- 150 PSI) , u 2. 6XP - 05TSANDCOL M - U NS. "DOUG FIR-LARCH" N0. 1 c 1000 PSI) F 3. EXTERIOR OR STUD S "HEM-FIR" INTERIOR BEARING WALLS NO.2 4., INTERIOR NON- BEARING STUD WALLS. "HEM -FIR" N0.2 STUD GRADE 5 2X & 3X T &G DECKING: "DOUG FIR-LARCH" COMMERCIAL (Fb =1650 PSI, E =1700 KSI) COLUMNS: ALL CSPECIFIED . .. OLUMN SNOT OR OTHE RWISE : N O THE PLAN ARE T BE TW 0 O STUDS. MULTIPLE ARE TO BE SPIKE LAMINATED TOGET ER WITH 2 16d NAILING H O AT6ON CENTER STAGGERED. RED: ALL COLUMNS SUPPORTING ORTIN G GIR D E R TRUSSES R 0 GLUE LAMINATED BEAMS ARE TO B E E H TREE T SUS: ALL D BEARING WALLS VER 1 0 0 SHALL BE LATERALLY BRACED 4 B C AT O.0 CONTRACTOR SHALL LL VERIFY ALL POINT DINT L GADS ARE SUPPORTED ,:. ORTED TO THE FOUNDATION. CONNECTORS R FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL I " L LBE T&G CDX GLUED AND NAILED. 4 _ NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL AND 12 O.C. IN FIELD. STAGGER END 1n 7„ LAPS. ROOF 6" OOF SHEATHING SHALL L BE CDX OR OSB NAILED WITH 8d @ 6 O.C: ALONG PANEL 2 16 EDGES AND 12" 0.C. IN THE FIELD. STAGGER LAPS. FRAMING LUMBER ( MANUFACTURED ): SHALL MANUFACTURED RED BY THE FOLLOWING MANUFACTURERS NACO ACCORDANCE NCE WITH APPROVED SHOP AND INSTALLATION ON DRAWINGS. APPROVED MANUFACTURERS SPECIFIED MEMBER 5=1/4" SCL 2x TIMBERSTRAND Fb =1700 PSI E =1300 KSI Fv =400 PSI 1 -3/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI: 3 -1/2" PARALLAM Fb=2900 b .2900 PSI E =2000 K SI Fv =290 PSI 5-1/4" PARALLAM Fb =2900-PSI E =2000. KSI. Fv =29.0 PSI 7" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI. BOISE CASCADE 1 -3/4" VERSALAM Fb -2800 PSI E =2000 KSI Fv=285 PSI 34/2" VERSALAM Fb =3100 PSI E =200 o KSI Fv =285 PSI 5-1/4" VERSALAM. Fb =3100 PSI E =2000 KSI Fv =285 PSI 7 VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 2x GANGLAM Fb =2250 PSI E =1500 KSI Fv =275 PSI 1 -3/4" LP LVL Fb =2950. PSI E =2000 KSI Fv =290 PSI 3 -1/2" LP LVL Fb =2950 PSI = E 2 000 KSI Fv 290 PSI 5-1/4" LP LVL Fb=2950TSI E -2000 KSI Fv=290 PSI 7" LP LVL Fb -2950. PSI E =2000 KSI Fv =290 PSI ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 1 -3/4" RIGID -LAM; Fb =2900 PSI E =2000 KSI Fv =285 PSI 3 -1/2" RIGID -LAM Fb _ 2900,.PS1 E=2000 KSI Fv =285 PSI 5-1/4" RIGID-LAM M Fb =2900-PSI E =2000 KSI Fv =285 PSI 7" RIGID -LAM Fb =2900 PSI E -2000 KSI Fv =285 PSI 1 -3/4" G -P -LAM. Fb =3100 PSI E =2000 KSI Fv =285 PSI 2 -PLY G =P -LAM * Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -PLY G -P -LAM * F_ �3100 PSI E =2000 KSI Fv =285 PSI 4-PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI RIM BOARD OR RIM JOIST APA EWS PERFORMANCE RATED R / IM ( PRR401 ) 1/ 1- 8 MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN .PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS:'' WOOD JOISTS ORTH (2304.11): E B OTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WO OD IRDE G RS 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 PEDESTAL G REATER THA INCHES FROM EXPOSED GROUND. APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) EXPOSURE FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) FRAMING, DECKING, POSTS & LEDGERS 2X, 4X, 6X OR GLULAM (FIR) 2X, & 4X (FIR) n FASTENES (2)(3 JR NC GALV (G185) ILDING' DIVISION GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. BX: D. T S S S DI 0 0 UM BORAT E AC : ALKAL INS COPPER UAT Q Q CBA AND C A. COPPER AZOLE G60,`G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR T GREA ER. GENERAL CARPENTRY NOTES: STA GGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH C N RE 0 C TE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED° WITH A 20% SOLUTI ON OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE.A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHE RE BOLT HEADS NUTSAND'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 RE Q UIREMENTS.TABLE FOR QGALVANIZING R EQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT.EXTEND MORE THAN THE LENGTH AND AROUND P ENI OP NGS UNLESS DESIGNEp BY A FLOOR -JOIST MANUFACTURER. POSITIVE' CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. FASTENING SCHEDIJLE FOR'WO D 0 STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d &H1 &111(U .N.0.)@ 24" N O.C. CEILING PLATE ' TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER CEILING JOIST: LAP VER T PART I0 O I N. COLLAR TIE (3) 16d BLOCKING TO RAFTER TOE NAIL RIM B ARDT AFT 0 TO RAFTER ER: TOP PLATE TO TOP PLATE (2) 16d @ 16" O.C. TOP PLATE @ N ERSECTI T ONS 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" 0.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL' ;> (2) led STUD TO SOLE PLATE TOE NAIL '& END NAIL BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL (3) 8d & (2)16d 16d @16 "0.C. &(3)16d @16 "0.C. JOISTS AT TOP PLATE, SILL OR GIRDER BRIDGING TO JOIST BLOCKING AT JOISTS (2) 8d EACH END (3) 8d.. BLOCKING TO TOP PLATE ` TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT -UP CORNER STUDS 16d @. 24" O.C.. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" 0.0. RAFTERS 2x RIDGE DGE 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 � F' _ 0 A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF�,. 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER NOTED OTED OTHERWISE: CLEARANCE HOLE FOR T HE A SH NK SHALL BE THE A E DI S M DIAMETER AS SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK: THE LEAD HOLE FOR THE THREADED P PORTION SHALL S LL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED DED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH ITH A HAMMER. SOAP OR OTHER 0 LUBRICANT SHALL BE USED ON THE SCREWS IN EWS OR 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 - LL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS: ` ROOF TRUSSES SHALL LBE PROVIDED T 0 COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUP. SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL B E. PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL 0 ESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. JOISTS: SHALL ALL BE APA EW S PERFORMANCE - OI T C RATED I J S S PRI . I- JOISTS SHALL ( ) LL BE ANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED HOP AND INS T S ALLATION DRAW INGS. SPAN TABLE FLOOR (40# L:L.) (L/360 L.L.) 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 0.C. MAXIMUM SPAN MAXIMUM SPAN NO. 2 D.F. MEMBER SPACING 0.C. MAXIMUM SPAN MAXIMUM SPAN 2X6 12" 16" 24" 12" 16" 24" 10' 9' -1" 7' -11" 13` -2" 12' -0" 10' -2" 14' -10" 12'40" 10' -5" 18'-8" 16' -2" 13' -2" 12" 16" 24" 12" 16" 24". 11' -7" 8' -2" 14' -7" 12' -7" 10'-2" 13' -5" 11' -11 17' -2" 15' -0" 12' -3" 2 X 10 12" 16" 24 ": 16' -10" 15' -2" 12' -5 ", ' -11" 1922' -10" 16' -2" 2 X 10 16" 24" 17' -11" ' 15' -0" 212-2" 18' -5" 15' -0" 2 X 12 12" 16" 24" 20'-4" 17' -7" 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 POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU -LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS* Fb = 2900 E= 2.0 Fv= 290 LVL MATERIALS ** Fb= 2600 E ='1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. Z W J v w to co m BUILDING COD O 0 PROJECT NUMBE RELEASE DATE T-1 N: W sn t9 z cc W z co z W PREPARED B RECEIVED UL 2 2 2011 PERMITCENTE C ENTE z COPYRIGHT ©2 0II HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 011