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Home My WebLink AboutPermit D07-332 - DERRAMAS RESIDENCE - NEW HOUSEDERRAMAS RESIDENCE 12054 44 PL S D07 -332 Parcel No.: 3347400875 Address: 12054 44 PL S TUKW Suite No: Tenant: Name: DERRAMAS RESIDENCE Address: 12054 44 PL S , TUKWILA WA City f Tukwila Owner: Name: DERRAMAS BIENVENIDO R +EDNA Address: 24242 26TH AVE S , DES MOINES WA 98198 Phone: Contact Person: Name: BEN DERRAMAS Address: 24242 26 AV S , DES MOINES WA 98198 Phone: 206 -660 -5288 Contractor: Name: GEMS DEVELOPMENT INC Address: 13320 SE 237 PL , KENT WA 98031 Phone: 206 - 427 -7824 Contractor License No: GEMSDDI941D7 DEVELOPMENT PERMIT DESCRIPTION OF WORK: NEW 2717 SQ FT SINGLE FAMILY RESIDENCE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, WETER METER, SANITARY SIDE SEWER, DRIVEWAY ACCESS, STREET USE, ALLENTOWN FLOOD PRONE AREA, AND UNDERGROUNDING OF POWER. PAVEMENT MITIGATION FEES APPLY IF STREET IS CUT. 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 Value of Construction: $249,119.92 Fees Collected: $21,292.30 Type of Fire Protection: International Building Code Edition: 2006 Type of Construction: V -B Occupancy per IBC: 22 doc: IBC - 10/06 * *continued on next page ** Permit Number: D07 - 332 Issue Date: 05/01/2008 Permit Expires On: 10/28/2008 Expiration Date: 03/27/2010 D07 -332 Printed: 05-01 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City o 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 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: doc: IBC -10/06 Print Name: k/ A) VLn1 LQ(7 le) /P` Permit Number: D07 -332 Issue Date: 05/01/2008 Permit Expires On: 10/28/2008 Date: v l 0 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the erformance of work. I am authorized to sign and obtain this develogLnent permit. Signature: " r i-144 P ... Date: —1— 0e 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. D07 -332 Printed: 05-01 -2008 Parcel No.: 3347400875 Address: Suite No: Tenant: doc: Cond - 10/06 12054 44 PL S TUKW 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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 DERR.AMAS RESIDENCE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -332 ISSUED 09/04/2007 05/01/2008 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: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila D07 -332 Printed: 05-01 -2008 Permit Center. doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: ** *FIRE DEPARTMENT CONDITIONS * ** 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: 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) 21: Adequate ground ladder access to rescue windows shall be provided. 22: Maximum grade for all projects is 15 %. 23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 25: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 26: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 27: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. 28: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 29: Any material spilled onto any street shall be cleaned up immediately. 30: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 31: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 32: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 33: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. D07 -332 Printed: 05-01 -2008 doc: Cond -10/06 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 34: From October 1 through April 30, cover any slopes and stockpiles that are 3H: lV 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. 35: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 36: Coordinate with Public Works Project Inspector regarding (1) driveway slope to drain surface water (2) location of any new drywell(s) to prevent surface water from leaving site (4) maintain street edge drainage flow line(s). 37: Verify FF elevation prior to Building Foundation work, to comply with Allentown Flood Control Zone. 38: The owner /applicant shall provide a Flood Control Elevation Certificate, prior to final acceptance of this permit by the City Project Inspector. 39: Open ditch within 44th PL South and adjacent to this site, shall be filled and Applicant/Owner shall install concrete storm drainage pipe to match the existing pipe. Coordinate with the Public Works Project Inspector. * *continued on next page ** D07 -332 Printed: 05-01 -2008 Signature: Print Name: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 provision of any other work or local laws regulating construction or the performance of work. Date: f -- /- t c>vt/'' 0v ,60tizflq-m D07 - 332 Printed: 05-01 -2008 Parcel No.: 3347400875 Address: 12054 44 PL S TUKW Suite No: Applicant: DERRAMAS RESIDENCE City oVTukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION Permit Number: D07 -332 Issue Date: 05/01/2008 Permit Expires On: 10/28/2008 DESCRIPTION OF WORK: NEW 2717 SQ FT SINGLE FAMILY RESIDENCE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, WETER METER, SANITARY SIDE SEWER, DRIVEWAY ACCESS, STREET USE, ALLENTOWN FLOOD PRONE AREA, AND UNDERGROUNDING OF POWER. PAVEMENT MITIGATION FEES APPLY IF STREET IS CUT. METER #1 Work Order Number: 5204h07 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 $0.00 $0.00 TOTAL WATER FEES: $600.00 doc: WTRMTR D07 -332 Printed: 05-01 -2008 Site Address: Tenant Name: Property Owners Name: 051ZICA iM F ©U /k3 Mailing Address: 16 Ave Pat11.91 City Name: D r MAS Day Telephone: .206 - 640- 521.g ?.at A-ve,. Sd . Shim nes u)-- ggigg Id ' A r_ City State Zip "CJ E -Mail Address: C ADO I C . yet (I co . C01'V I Fax Number: Mailing Address: CITY OF TUKWIIA,,..i Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.citukwila.wa.us 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 ** /Off i 4 - 1 1 1 S • 114kw I LA Suite Number: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: ARCHITECT. OF RECORD - All plans must be wet stamped by Architect of Record Company Name: 'te CADS .1 t114 1 Mailing Address: 1'1O l � ` / T t Z- 51 Contact Person: Uti R M 7' E -Mail Address: Company Name: Mailing Address: C4 er RCS {DST q'L New Tenant: City Day Telephone: L43 Fax Number: - i C-72-14 6 CAP King Co Assessor's Tax No.: 334740 -Dg7.r -CC City Day Telephone: Fax Number: Expiration Date: State VtelD rip- w State NG1NEER OF RECORD -All plans must be et stamped by Engineer of 01 fir: yik COMA; W - City State Day Telephone:,? - 94- E -Mail Address: Fax Number: 2 Contact Person: Nt'l" • IM/'=4 Q: Applications\Ponns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Floor: .... Yes D ..No w>p- clg1 State Zip Zip Igoe' 14` Zip -31W - 31 �� Page 1 of 6 Valuation of Project (contractor's bid price): $ 2V,000 Existing Building Valuation: $ Scope of Work (please provide detailed information): Netx3 Nate rkm I Ly RC I) T[ ail ► Li)!t 06kgratello. Will there be new rack storage? 0.... Yes 21"... No If yes, a separate permit and plan submittal will be required. 0 . de All uil ding Areas iin S quare Footage 13 57 VS" PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) I/ 1° *For an Accessory dwelling, provide the following: Lot Area (sq ft): SO Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ig/ Other (specify) j"lO MAZYI Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Q" No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets. 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. Q: Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 PERMIT APPLICATION NO'I'a -- Applicable to all permits in this a 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. BUILDING OWNER AR AUTHORIZED AGENT: Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).. 4 % Plumbing Permit t' The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). 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. Signature: Print Name: p d ek t n"i / X70 al/ 40113ODay Telephone: Jot —666-414 V Mailing Address: a2'242 Dee me J n w i-r 1:2 Date Application Expires: 3 -� Date Application Accepted: 9 ( 0 7 Q:\Applications\Porns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9-2006 bh City Date: 9/ / / State Zip Staff Initials: Page 6 of 6 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: G� w 1 DENT/ AF Lavato loser ntractor's bid price): $ iled information): 1J i2 f DEAT1 itt- Drinking foun cooler (per he Food -waste commercia Floor d : • Shower, le head trap ter system — per (inside building) air or alteration of water ing and/or water treating quipment •ndirect Water h vent er and/or ation nt Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Qe N571<uc - rt6l FixtureType :.. Gas piping outlets Additional medical gas inlets/outlets — six or more Contact Person: E -Mail Addre Contractor Registr Valuation of Plumbing W: of Gas Piping wor Scope of Work (please provide I PINQ Building Use (per Intl Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: f-4 I IA Indicate type of plumbing fixtures and/or gas pipin Fixture Type: sewer or trailer park sewer Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Number: Q:Wpplications\Ponns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh City State Zip Day elephone: F. Number: piration Date T&(I - Sewer: TN 0- t-4 aJ VISItzleT stalled and the quantity below: ovnet Medical gas piping system serving one to five lets/outlets for specific gas Page 5 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R08 -02182 Initials: JEM User ID: 1165 Payee: don: Ransint -OR 3347400875 12054 44 PL S TUKW DERRAMAS RESIDENCE GEMS DEVELOPMENT INC TRANSACTION LIST: Type Method Descriptio Payment Check 2812 ACCOUNT ITEM LIST: Description PLAN CHECK - RES 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 Account Code 000/345.830 RECEIPT Amount 58.00 Total: $58.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $58.00 Payment Date: 06/19/2008 11:31 AM Balance: $0.00 Current Pmts 58.00 D07 -332 ISSUED 09/04/2007 05/01/2008 3826 06/19 9711 TOTAL 58.00 Printart: OR-114-70118 Parcel No.: 3347400875 Address: 12054 44 PL S TUKW Suite No: Applicant: DERRAMAS RESIDENCE Receipt No.: R08 -01452 Initials: BLg Payment Date: 05/01/2008 03:06 PM User ID: ADMIN Balance: $0.00 Payee: BIENVENIDO DERRAMAS TRANSACTION LIST: Type Method Descriptio Amount dm Raraint -11R 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 Payment Check 1001 19,189.86 RD Pmts Re -Dist OP .00 ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - NONRES PLAN CHECK - RES PLAN CHECK - WATER METER PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW SEWER - ALLENTOWN /RYAN STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY TRAFFIC MITIGATION FEES WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE RECEIPT Account Code Current Pmts 000/322.100 2,272.98 000/345.830 - 1,477.44 000/345.830 1,477.44 000/345.830 10.00 000/342.400 23.50 000/342.400 175.00 000/345.830 - 200.00 402/379.004 15,000.00 000/386.904 4.50 104.367.121 00 300.00 104.367.120 1,013.88 401/379.002 60.00 401/342.400 15.00 401/386.520 490.00 401/343.405 25.00 Total: $19,189.86 1 Permit Number: D07 -332 Status: APPROVED Applied Date: 09/04/2007 Issue Date: Payment Amount: $19,189.86 2 05/01 9711 TOTAL 19689.99 q Printa& n5- n1 -2nnR 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 RECEIPT ftr Parcel No.: 3347400875 Permit Number: D07 -332 Address: 12054 44 PL S TUKW Status: PENDING Suite No: Applied Date: 09/04/2007 Applicant: DERRAMAS RESIDENCE Issue Date: Receipt No.: R07 -01875 Initials: WER Payment Date: 09/04/2007 01:26 PM User ID: 1655 Balance: $2,652.48 Payee: BEN DERRAMAS TRANSACTION LIST: Type Method Description Amount Payment Check 10493 2,102.44 ACCOUNT ITEM LIST: Description dnr: Rat. int -ns PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW Account Code Current Pmts 000/345.830 000/322.100 000/345.830 Payment Amount: $2,102.44 1,477.44 250.00 375.00 Total: $2,102.44 27.311 09/04 9710 TOTAL 2209.10 ep Printari: n9- n4 -7nn7 Pr ct: 1r41rt45 S . Type of Inspection: j= iN 4 / Address• , /2 65' Li 4/ 1)1- Date Called: Special Instructions: / Date Wanted: R -4/-6' p.m. Requester: Phone No: o6-- 4 /27 - ?Az 4 / INSPECTION RECORD Retain a copy with permit D07 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION "-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r I 0i A I Date: 3 , _ j El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: , ' I) 6,0 ( ___{ (,Ji - rd - p /o af `'' )f_ i e_A-f e__.(_,Ik._ ' 7 li-e_r" i is y ,5/ vk' , (12.Y -'1— Date Called: i . i t‘ 7i Special Instructions: Date wanted: • 3 - —6 9 �.- `, p.m. X c'( O 1 I_ SvA_M an ,A,-) f?Irv` r r Phone No: aziG,--- --7s 2 C-, 1 Pro ect: J) r r A r i AS 1e'S Type of Inspection: F i n),4 1 1 v<.) Address: I2aS4 l—Iu Pt -=, Date Called: i . Special Instructions: Date wanted: • 3 - —6 9 �.- `, p.m. Requester: Phone No: aziG,--- --7s 2 C-, 0( INSPECTION NO. INSPECTION RECORD Retain a copy with permit b 7- Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 6 El Approved per applicable codes. B Corrections required prior to approval. (Date: ; f .0 'Inspector: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type,gf I spetion: f j U. riot L1 1 tNi.tt---4 Address: n•OS4 44 Pi_ S — FlhR le — FIinlGly Special Instructions: — ‘ F . 1 (Pd �i:m� m. — 6101/4.k{ I Phone No: Project: " )erfr� 'ic,c V–e5. Type,gf I spetion: f j U. riot L1 Address: n•OS4 44 Pi_ S Date Called: - Ip--)io9 Special Instructions: Date Wanted: 9. t , O �i:m� m. Requester: I U _ In Phone No: cCA INSPECTION RECORD Retain a copy with permit '0 - 33 ; PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. cj Corrections required prior to approval. 'Inspector: !Date: -2 -2'1(01 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: i �F-'°_ s_r1�u.. -- :`- '1f� °�.� .�..1v •. =r _l'! tea. ".- ..;�__,. Proje er s ReS �A Type opectio . : A-4 Address: Zn 5 y ti — L P1._. C Date Called: Or 4- 9 Special Instructions: / Phone Date Wanted: a.m. I2 — —v) Requester: No: 4 217 -' a/Zer 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 -3870 Approved per applicable codes. 807 -331_ Corrections required prior to approval. 10 COMMENTS: Inspector (Date: i -L - �'- - 3 ' El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: t-. Yom" '.'"`* Project: 6 PR I .�- S Pell • Type of Inspection: T IA 1 IS Address: / 70s- L- s Date Called: _.--, Special Instructions: Date Wanted: ---- 1 — 3 -di' p.m. Requester: Phone No: 2 CQ -1211 -- r 2 V-1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: I InSP& , 6t: . 'Date: t , g I � .4 ri $60.00 REINSPECTION FEE RE Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: sbo rl-332 PERMIT NO. Project: p-.-->-;',/-0, ors" / - Type of Inspection: (so/ 77/ 4i.//61 - Add ess: / ? — c 5 y ' A ' Date Called: Special Instructions: Date Wanted: a.m. /67— 3 / — d( r Requester: Phone No: 7..72. -- 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 -36 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: I Date /�� j_cY L , s6 .00 REINSP ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 S hcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: (Date: Project: //n �► s fJ �Kn 1'iA ✓` e'f Pmt Type of Inspection: 40 7' ■ �' i (tWePcc I , Address: -d 12.0 54 44 PL S0,41 Date Called: "" Special Instructions: Date Wanted: a.m. 1 d — ZE �- Requester: Phone No: 7.6 - -42 9 -- r i g2 -4 COMMENTS: 1 -1Nery __11 v r v 4 . I I . 1 lnspec r: pproved per applicable codes. /n)Q Dui -332_ 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 -367 El Corrections required prior to approval. I Date: / � _ z n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: i -� COMMENTS: Type of Inspection: r Q- e .,(.c ((,Z Address: 7i n� I� 1 �.1 l S o..Alfj r 3 'T l ,L C f A A -1—s-, a A Date Wanted: /m -- - a.m. '. Requester: (_ Phone No '24 _ --- 1—«1 Sa p c_f d A .S ' C, l 14 -►-P fie. - e e,i . J ✓, (Tie- —sl e S I) CT sNAle-- T. . I _ Project: O e j /2-,11'/4"3 i2� j. ek fZ. Type of Inspection: r Q- e .,(.c ((,Z Address: 7i n� I� 1 �.1 l S o..Alfj to Called: Special Instructions: Date Wanted: /m -- - a.m. '. Requester: Phone No '24 _ 9 ei4 INSPECTIO ' NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D Approved per applicable codes. orrections required prior to approval. J Inspec: INSPECTION RECORD Retain a copy with permit ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project: Type of Inspection: e - S`2) Add res • ibci'l 1.14-07 I' 1 Date Called: I 0/ e/Gh3 Special Instructions: Date Wanted: . 101 0/06 a.m. p.m. Requester- /kik] UA Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Do 3; PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (2 06)43 1 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: )0/ BL.y) ‘ s ) fil/C1 0 cq (nrp c 0- Inspector: UI Date: ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project" Ue R/Z-A I/ A S Type of Inspection: (,JY Ad're j ,r `t Date Called: �G /01 ��!// Special Instructions: Date Wanted: 1 L t a.m. p.m. Reque ;te r: Phone No: AR) 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 Approved per applicable codes. COMMENTS: r Inspector: G I 1 Date: g / 2( " / $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: El Corrections required prior to approval. Pro' ct: Orr [!1`444-c n t` ' Type of I s e i oA it aJ (f rod f y. Address: r? vc� L r• Date Called: Special Instructions: I Date Wanted: � ._ � ' 2 ( O D :any. P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: tort e C.; `,,„s ,A A-) Inspect r: IDate� Zc� Oa 1 U $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: l _ , ) k ere 3--- -) O tS i .-S Tv' d ,; c Ios -I-AD r3�/ (1.1- , )/ WA-1( — ^ 2 '` _ f J_ s ,...R.,/,---4 l , ' A r ( Lla L-c` i Li ■ (t Ii QJ. Q eA. J-t ? "/AJ (� Special Instru tion ' -2 /� 4 �, 1r• � ` Date Wanted: :cc — -f r ji r miLir t AI 2 As C? B5 f c /-1 -- A CO 1 AA ,-- A 1 S Dom- - N Lam /(, Requester: [VT I,J'(1 f e- c . - �' /V(2k( /\s pP < U`' i S ita `a.J. h r /■1 ? `7 Z- Project e R L6 - A-S r2 c s " A CP Type of Inspection: (2-0 , F .* c. i k(( ;5 l ee' -D c Address: 'rt • y� I2�CI - 41 PL So Date Called: Special Instru tion ' -2 /� 4 �, 1r• � ` Date Wanted: a. Requester: Phon 706 -mot 2-' `7 Z- Do ( -?,'L 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 Approved per applicable codes. Corrections required prior to approval. 'Inspect (Date: El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: �7 COMMENTS: Type of Inspection: (-))) n, 1 , t \. 0 /-- ", r.Jj (e-f_1) _ i_ ( e y_e.,, , I 4 \A_ ,.. t''') , (7 ) Special Instructions: ..----, .._.., / t - 7 - - 1 3 -- e-e- a.m. Requester: • Phone No;--- . 1 Project: ik1R....INN.A1 ef- S-citck d Type of Inspection: (-))) n, 1 , t \. 0 /-- ", Address: rt, i 2 (-) r-ef - Pi c, Date Called: -IL, .,---- Special Instructions: ..----, .._.., / Date Wanted: - 7 - - 1 3 -- e-e- a.m. Requester: Phone No;--- INSPECTION RECORD Retain a copy with permit 007- 33 LI INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 Approved per applicable codes. Inspec r: in Corrections required prior to approval. Date: 7- ?J- 0 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be '—' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: 7- 1 Project: ` OP/6 h f , e J . 'J - c Type of Inspection: - 0 ..ri - C.o/- Are .4.'- Address: IZOS�{ 7�PL So -1/11 Date Called: 4 ( s- f,� - `�' S ', , F S` 7 9.f (-- k e'r T C )( +-2-i Special Instructions: Date Wanted: : 1 m Requester: Phone No: 74 ( 4 I -- 7fl4 Date: COMMENTS: 9 (Am a .ok P A I Stile kk S C' ,,,U}s 1 0-C 7 s (e A. of-- ( ; it ( s- f,� - `�' S ', , F S` 7 9.f (-- k e'r T C )( +-2-i 4 0)t\ — k, <` 1 A1M I J cTS (- ( s k 0 ` - cLe�r ()` � r,( st,.,� - ( r(� C --� f I Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be INSPECTION RECORD Retain a copy with permit Doi -3 IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- El Approved per applicable codes. 3��S u.+f� . �. yam•,' *,��,_ *, 4 ! �.��.s�..l':. Corrections required prior to approval. cen Bl Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project: T Type of Inspection: Address C Called: I 4*2 J lnspectf: INSPECTION NO. INSPECTION RECORD Retain a copy with permit DC's -337 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 pproved per applicable codes. El Corrections required prior to approval. Ai COMMENTS: cl%17Z1 rL rJ Co AZ e!E la-P 1Date: G '3 n $60.00 REINSPECTION FEE R 'EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: - COMMENTS: - C Al? A ) (b /� .'u m _-( Ail rd l� , r` ✓ kA S t1r� � civi-4 !_ JI ( � ` I ,f-, — V k i f- 6 1 J A � 4 r .._. 6 J RI d ( Date Wanted: G — -0 6 p.m. Requester: l Phone N : ca - /2 7 -7 2y 6'1)-7 0..i .P k___ r - r) - "CC) ,),-, it , 1 r . - - b �� r\, S (A4 ( }- r (t° - , nS P . 3 n p 1 Pro ct: [.c //��/71/ j (OS Type of Inspection: _ ,1 f"6/ r¢��1-)10 - - 4 Address: /265g 4/4// S Date Called: Special Instructions: /2 i �e G —z 7- ©v Date Wanted: G — -0 6 p.m. Requester: Phone N : ca - /2 7 -7 2y A INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - Approved per applicable codes. Corrections required prior to approval. ' t Date: n $60.00 REINSPECTION FEE MOO RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Da733Z. 'Receipt No.: 'Date: COMMENTS: �1 , (u Type of spectio : CAA/. ! ; p /ifn s /icy 1/6 gef '• <I O7c IV gerYryT 13,1,<,., 4- .F f;rt H,'dr..rri Date Called: (✓nioufi., P)ofyF OF - Ca'pec/.r1'. 0, s c #,1( /rr.. i a.m. Requester: Phone No ,.o6_y27-.g2q Projeck Type of spectio : Address: /2(j S1-/ L /z /P1 S Date Called: Special Instructions: Date Wanted: a -/.5_ - O a.m. Requester: Phone No ,.o6_y27-.g2q I INSPECTION RECORD /l Retain a copy with permit ba - 72- 3 Z INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 IL Ea Approved per applicable codes. Corrections required prior to approval. (Date: / $ �S Inspector: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. b 'Receipt No.: 'Date: Project: T>E-R rl A m , s . . , 192 ?kt Cr Type of Inspection: j& 5�j n/4-t- Address: /z o S i/ Suite #: it L/ PL 5 . Contact Person: v/k/ Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Du9t: - , Monitor: Pre -Fire: Permits: _Occupancy Type: INSPECTION. NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT DoT PERMIT NUMBERS Wa. 98188 206 - 575 -4407 Approved per applicable codes. COMMENTS: hilt Ary — 11,E - 7o U'€ U F'-y "Am / N6 gto6 'e im Date: 5/3 p y Hrs.: I Inspector: c /idd/ /5iz C t176 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 I I Corrections required prior to approval. T.F.D. Form F.P. 113 Phone 253.284 -3100 Residential Engineering Group LATERAL ANALYSIS & BEAM CALCULATIONS EXPIRES: JUNE 5, 2009 May 14, 2007 'Doi -33 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 2417/2A 2006 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D 1901 Center Street Tacoma, WA 98409 RECEIVED SEP - 4 2007 PERMIT CENTER Fax 253.284 -3183 Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS WOODS : JOISTS OR RAFTERS 2X. 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF BEAMS OR HEADERS 4X - 6X OR LARGER LEDGERS AND TOP PLATES- - STUDS 2X4 OR 2X6 POSTS 4X4 4X6 6X6 GLUED - LAMINATED (GLB) BEAM & HEADER. Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb =1,700 PSI, Fv =400 PSI, Pc (Perp) =680 PSI, E= 1,300,000 PSI. WOOD TYPE: -HF #2 DF #2 - - HF #2 -- - - HF #2 HF #2 HF #2 DF #1 TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I- JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 5/10/2007 Residential Engineering Group, LLC 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN LATERAL ANALYSIS : BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data: —Soils Site Class D (Assumed) -- Seismic Design Category D /D IE := 1.0 R := 6.5 S := 1.25 Si := 0.40 F := 1.00 F := 1.5 W,wx Equation 16 -37 Equation 16 -38 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Site Coefficient based on Site Class & S (ASCE 7 -05 Table 11.4 -1) Site Coefficient based on Site Class & S (ASCE 7 -05 Table 11.4 -2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Sms Ss Sms = 1.25 Equation 16 -39 Smi := S1•Fv Smi = 0.6 Equation 16-40 Roof Slope Adjustment Factor: S :_ ( 1 r 11 S = 1.16 cosh atanl 2 I Plan Area for Each Level: ` ` Plan Perimeter for Each Level: Al := 1684ft P1 := 2(30ft) + 2(52ft) (Upper Roof) (Upper Floor) Al := 287ft A2b := 1357ft P2 := 2(30ft) + 2(54ft) (Lower Roof) (Upper Floor) (Main Floor) 2 SOS 3 • Sms SOS = 0.83 2 SDI := 3 Sml S osl atan(5 )) A3 := 444ft P3 := 2(30ft) + 2(54ft) + [ 1 •(20•ft) + 2•(12•ft) J (Lower Roof for Garage option) (Main Floor for Garage option) SD1 = 0.4 S = 1.08 5/14/2007 Residential Engineering Group, LLC Z 2417- 2A.mcd III Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN Weight of Structure at Each Level: Story Weight at Upper Floor: w1 := 15.psf.(Ai) + 10.psf•5- ft•(Pi) Story Weight at Main Floor: W2 := 15•psf4A2a) + 15psf.(A2b) + 10.psf•[5- ft -(P1) + 5ft•(P2)] Story Weight at Main Floor for Garage option: w3 := 15- psf.(A3) + 15psf.(A2b) + 10.psf + 5ft.(P3)] Shear at each Level: F := 1.1 (F. SDS' W I ) VIE: R [F + W2)] V 2E : — R [F + w3)] V3E Total Base Shear: R W := wI + W2 + lOpsf -5ft P2 F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building F. SDS. W V := C VE = 12334.43 lb Equation 12.14 - Weight of floors include weight of floor framing, flooring material, insulation, and 5psf for miscellaneous partition walls. VIE = 5280.51 lb Story Shear at Upper Floor V2E = 11149.82 lb Story Shear at Main Floor V3E = 11819.87 lb Story Shear at Main Floor for Garage option 5/14/2007 Residential Engineering Group, LLC 3 2417- 2A.mcd ta j Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6.5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B h := 24-ft V := 85 Kd := 0.85 Wind Directionality Factor (Table 6 -4). E h Kh:= 2.01(g Kh = 0.66 llz Topographic Factor (K (Figure 6 -4): 2 -D Escarpment with building downwind of crest. x := l ft Kt := 0.75( L h l K := ( 1 + Kt•K2•K3) K = 1 Internal Pressure Coefficients (Figure 6 -5) GC :_ .18 +/- External Pressure Coefficients w/ Roof Pitch = 7/12 (30.25 degrees) Front to Back & 7/12 (30.25 degrees) Side to Side Taken from Figure 6 -6 (w/ G =0.85 per Section 6.5.8.1) Front to Back: Side to Side: L ss Llb := 54ft Bth := 30ft L = 1.8 h L := 30ft B := 54ft = 0.56 Bfb Bss GC := .8 GCpfl :_ .2 f3 := -.6 GCpf4 := -.34 Mean Roof Height as per Sec. 6.2 Wind Speed Miles per Hour (Figure 6 -1). Lh:= lft H:= 1 f K1 = 0.75 Windward Wall Windward Roof Leeward Roof Leeward Wall Velocity Pressure Exposure Coefficient (Table 6 -3). - = 0.44 Ltb z := 15ft y := 2.5 K2 := 1 - x K2 = 0.75 µ GCpfl := .8 GCps2 :_ .2 GCps3 := -.6 GCps4 := -.5 Velocity Pressure ( q ) Evaluated at Mean Roof Height (h) (Equation 6 - 15) qh := 0.00256•Kh•Kz•Kd•V qh = 10.33 Design Wind Pressures p = g - g (Equation 6 -18) I := 1.0 Important Factor (Table 6 -1). z := 1200ft Per Table 6 -2: z = 1200ft & a = 7.0 for Exposure B a := 7 z = 900ft & a = 9.5 for Exposure C := 4 ( L K3 := e Windward Wall Windward Roof Leeward Roof Leeward Wall K3 = 0 = 0.8 Lss 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd REAR ELEVATION 11II .. 1IIIIIII111L. ,x1111111111.111111 ..0111111111 moor 111IIIIII'' N1\ ■ 11111 ■II{I► 1Aim V A1111111111 V II11 1111111 V'/ 11111.1111111 1 ,rllll ■1111 ' x1 111' 1111.111 III I' ' All ■1111!11 111 /111111/11111111111111 ;; 11�111/IP211.1.111A.11 1 /' 11 �. I 1 I 11 ♦ 1 1111 •��• 111 / itrilalrarvlaa;l TAM 11 i .111111 11111 111.1 11111 1 1 11u 111 •... „n.m•laua.n 111.1 II1111111111111II111.1I II1I l IlI11111. 1111111 III 11111111/1 .1111111 11111 11111 111.1111111 I. ,11lIIIIIlI1111l1 III 1 ! I�U• - ,1:111I1.111 It Ill. 1.1■l 0111 1/111 nI1i11111.1 I1•' •111x1.1 11 �� IIII X1 III II1 11' 11111 / ■1 ■ I .1 _ 11.1 I.�� ■; • 11111111i � 11nr;..•n. .1rr+�.ItIII I l .�l IIII ..11111 X11111 ■1 III 111 1.7 11 II I11 I1 .� t 1I11 fine 111 II II 1 111111111.11 0 ❑ 1.11111.11 IIII 1111111 1111111111111 111 11111 II 1111111 11 11111 I 1 1101 II um II 111110111.11 n n 111111111111 /111.1 II 11111.1111711111.1111 1111 1111111111 111111111 FRONT ELEVATION void4 fL1oa ; / O 6 S Q latr(9)= 44-f = 2 RIGNT ELEVATION LEFT ELEVATION 1 0 MI MI REAR ELEVATION 3RD CAR OPT. APPROX .GRAPE L j?IGWT ELEVATION 3RD CAR OPT. Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN The Internal Pressures on Windward and Leeward Walls & Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Front to Back: Pfl gh pf2 9h pf3 := 9h Pf4 gh.(GCpf4) psf Pfl = 8.27 lb ft P12 = 2.07 lbft pt3=- 6.21bft Pf4 = —3.511b ft Windward Wall Windward Roof Leeward Roof Leeward Wall Wind Pressure at Upper Floor Wall & Roof (Front to Back): Viw (pfl — Pf4) 2 Wind Pressure at Main Floor Walls (Front to Back): V2W = (pfl — Pf4)• 2 Wind Pressure at Upper Floor Walls &Roof (Side to Side): V3W (Ps2 — Ps3).496ft2 + (Psi — Ps4) Wind Pressure at Main Floor Walls (Side to Side): V4W (Psi — Ps4) 2 Vi qr = 3381.11 lb V2W = 3534.26 lb V3W = 7244.21 lb VqW = 7536.66 lb V6W Psi — Ps4) 561•ft2 Side to Side: Psi 9h Ps2 gh Ps3 gh•(GCps3)•psf ps4 gh Wind Pressure at Upper Floor Wall & Roof for option (Front to Back): V5W (pn — Pf4).366•ft2 + (P12 — Pt3)•65•ft2 V5W = 4849.17 lb Wind Pressure at Main Floor Walls for option (Side to Side): V6W = 7536.66 lb But not less than 10 psf over the projected vertical plane. Vt W = 3381.11 lb V2Vy = 3534.26 lb V3W = 7244.21 lb V4W = 7536.66 lb V5W = 4849.17 lb V6W = 7536.66 lb Psi = 8.27 lb ft -2 Ps2 = 2.071bft Ps3 = —6.2 lb ft -2 p s q = —5.17 lb ft -2 Windward Wall Windward Roof Leeward Roof Leeward Wall 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd m Vat Lc 1 LA) UPPER FLOOR KEY PLAN 4 1 - S - u T522. 524 Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL AA: Story Shear due to Wind: V3W = 7244.21 lb Bldg Width in direction of Load: L := 52•ft Shear Wall Length: Laa := (3 + 2.5 + 6.5)ft Laa = 12 ft ( 10•ft Percent full height sheathing: % := I 100 % = 100 10.ft Wind Force: V3W L1 Lt 2 vaa :_ Laa vaa = 214.77 lb ft 1 as = 214.771b ft 1 C Overturning Moment on 2.5ft Wall: Plate Height: Pt := 8.1.ft Laa := 2.5 -ft OTM := vaa•L OTM = 4349.14 lb ft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•2- ft•L 0.6•(10•psf)•Pt•L 0.6•(10psf)•0ft -L DLRM := WR L�a DLRM = 208.13 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFaa := HDFaa = 1656.4 lb Co Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.6 CD•ZN - B :- B = 0.91 ft Per Nail vaa Shear Wall Summary: Wind Force: vaa = 214.771b ft 1 C Seismic Force: Eaa 1 = 128.11b ft C Story Shear due to Seismic: VIE = 5280.51 lb Distance between shear walls: L1 := 37.ft Laa [2.5.(8 +3.(±.) +6.5]ft Max Opening Height = Oft-Oin, Therefore C := 1.00 per IBC Table 2305.3.8.2 Seismic Force: p = 1.0 Eaa Eaa = 128.1 lb ft -1 Eaa 1 = 128.11b ft C VIE LI 0.7p L t 2 Laa P1 -6: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 518" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860.1b CD := 1.6 ZB := A ZB = 1376 lb ZB As := As = 6.41 ft Per Bolt vaa B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 0.91 ft As = 6.41 ft. HDFaa = 1656.4 lb 16d @ 8" o.c. 5/8" A.B. @ 72" o.c. ' Holdown Types: MST37 5/14/2007 Residential Engineering Group, LLC I o 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL BB: Story Shear due to Wind: Bldg Width in direction of Load: Lt := 52.ft Shear Wall Length: Lbb := (3.5 + 3 + 6)ft Lbb = 12.5 ft Percent full height sheathing: Wind Force: vbb Co' Lbb Shear Wall Summary: V3W L1 L 2 Lbb vbb = 83.59 lb ft 1 bb = 83.591b ft C Overturning Moment on 3ft Wall: Plate Height: Pt := 8.1•ft Lbb := 3•ft OTM = vbb•Lbb•Pt OTM = 2031.16 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)- 2•ft•Lbb+ 0.6.(10•psf)•Pt•Lbb+ 0.6.(10psf)•0ft•Lbb OTM — DLRM HDFbb V3 W = 7244.21 lb DLRM := WR Lbb b DLRM = 299.71b ft Holdown Force & Net Uplift: C10ftl ;_ ) 100 % = 100 10.ft HDFbb = 577.15 lb - Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -112" Plate Hem -Fir • ZN := 122.1b CD := 1.6 CD ZN CO B B = 2.34 ft Per Nail :_ vbb Story Shear due to Seismic: Distance between shear walls: L1 := 15.ft Lbb C 3.5 � 8 1J +3•(8 I +6]ft Max Opening Height = Oft Therefore C.:= 1.00 per IBC Table 2305.3.8.2 Seismic Force: p = 1.0 Ebb = 47.4 lb ft -1 Ebb E b b = 47.4 lb ft -I C VIE = 5280.51 lb VIE L1 0.7p• Lt t Lbb P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860•1b CD := 1.6 ZB := A ZB = 1376 lb As := ZB Co As = 16.46 ft Per Bolt vbb Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vbb = 83.591b ft 1 Ebb = 47.4 lb ft 1 B 2.34 ft As = 16.46 ft HDFbb = 577.15 lb CO CO 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. Holdown Types: MSTC28 & LSTA15, TS22 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd I t s Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL CC: Story Shear due to Wind: Bldg Width in direction of Load: L := 30•ft Distance between shearwalls: L1 := 30.ft Shear Wall Length: Lcc (22 + 18.5)ft C ' °ft Percent full height sheathing: % := 100 % = 100 10-ft Wind Force: VIW L1 L 2 vcc Co'Lcc Lcc Vl W = 3381.11 lb vcc = 41.741b ft 1 c = 41.741bft 1 C Overturning Moment on 18.5ft Wall: L := 18.5•ft OTM := Ecc Plate Height: Pt := 8.1.ft OTM = 13080.41 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf )• 15• ft•L + 0.6•(10•psf )•Pt•L + 0.6•(10psf )• 0ft•L DLRM := WR L�c DLRM = 31418.551b ft Holdown Force & Net Uplift: OTM — DLRM HDFcc HDFcc = — 991.25 lb :_ 'Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir • ZN := 122-lb CD := 1.6 CD•ZN•C B P := B P = 2.24 ft Per Nail Ecc Shear Wall Summary: Wind Force: vcc -1 41.74 lb ft = C Seismic Force: Ecc = 87.291b ft -1 C Story Shear due to Seismic: VIE = 5280.51 lb Lcc,, = 40.5 ft Lcc := L4• (g I + 3•I 6 I + 5 + 10 ft 8.1J `8.1J Max Opening Height = Oft-Oin, Therefore C := 1.00 per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 Ecc E = 87.291b ft -1 E cc Eco 1 = 87.291b ft C B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 2.24 ft As = 15.76 ft HDFcc = — 991.25 lb 16d @ 16" o.c. 5/8" AB. @ 72" o.c. VIE L1 0:7p• L 2 Lt Lcc P1 -6: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860•lb CD := 1.6 ZB := A ZB As := As = 15.76 ft Per Bolt ZB = 13761b Holdown Types: NO HOLDOWN 5/14/2007 Residential Engineering Group, LLC (7 2417- 2A.mcd R mo Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: L := 30.ft Shear Wall Length: Ldd (21 + 9.5)ft 10.ft 100 /o = 100 Max Opening Height = Oft-Oin, Therefore C 1.00 Percent full height sheathing: /o := (10•ft) per IBC Table 2305.3.8.2 Wind Force: vdd Vi w L1 L 2 Ldd, vdd = 55.43 lb ft 1 vdd = 55.43 lb ft 1 C Overturning Moment on 9.5ft Wall: Plate Height: Pt := 8.1.ft Ldd := 9.5•ft OTM := Edd•Ldd•Pt OTM = 6716.97 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•15•ft•Ldd+ 0.6.(10.psf).Pt.Ldd + 0.6•(10psf)•Oft•Ldd DLRM := WR Ldd DLRM = 8284.95 lb ft Holdown Force & Net Uplift: HDFdd OTM — DLRM C Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.6 B := Cp ZN C p vdd B = 3.52 ft Shear Wall Summary: Wind Force: Seismic Force: Edd 55.43 lb ft l dd = 87.291b ft 1 = C C VIA/ = 3381.11 lb HDFdd = — 165.05 lb Per Nail Story Shear due to Seismic: Distance between shear walls: L1 := 30-ft Ldd, = 30.5ft Ldd [4{i..) l +3• 8 +5+ 101ft Seismic Force: p := 1.0 Edd = 87.29 lb ft -1 Edd Edd 1 = 87.291b ft C P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860.1b CD := 1.6 ZB := A ZB = 1376 lb As := ZB Co As = 24.82 ft Per Bolt vdd B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 3.52 ft As = 24.82 ft HDFdd = — 165.05 lb 16d @ 16" o.c. 5/8" AB. @ 72" o.c. VIE = 5280.51 lb VIE LI 0.7p L t 2 Ldd Holdown Types: No Holdown 5/14/2007 Residential Engineering Group, LLC 13 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL EE: Story Shear due to Wind: Bldg Width in direction of Load: C10ftl Percent full height sheathing: % := / I 100 % = 100 10•ft Wind Force: vee Co V3W Li + L2 L 2 V3W = 7244.21 lb Lt := 52•ft vee = 176.6 lb ft ee = 176.61b ft -I C Overturning Moment on 5.33ft Wall: Plate Height: Pt := 8.1•ft L := 5.33.ft OTM := vee•L OTM = 7624.43 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•L + 0.6•(10•psf)•Pt•L + 0.6•(10psf)•0ft•L L DLRM := WR 2 DLRM = 946.02 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFee :_ HDFee = 1252.99 lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•16 CD := 1.6 CD•ZN•C $ := B = 1.11 ft Per Nail vee Shear Wall Summary: Wind Force: Seismic Force: vee = 176.6 lb ft 1 E — ee = 90.11 lb ft -1 — C Co Story Shear due to Seismic: VIE = 5280.51 lb Distance between shear walls: Shear Wall Length: Lee := (7.33 + 7.85 + 5.33)ft Lee = 20.51 ft Lee := Lee • Ll := 37•ft L2 := 15ft Max Opening Height = Oft -Oin, Therefore C 1.00 per IBC Table 2305.3.8.2 E = 90.11 lb ft -I Seismic Force: p := 1.0 E :– Lees Lees Ece = 90.111b ft C VIE Li + L2 0.7p L 2 P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860•Ib CD := 1.6 ZB := A ZB = 1376 lb As := Zg •Co As = 7.79 ft Per Bolt vee B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 1.11 ft As = 7.79 ft HDFee = 1252.99 lb 16d @ 12" o.c. 5/8" A.B. @ 72" o.c. Holdown Types: MSTC28 & HTS30 5/14/2007 Residential Engineering Group, LLC It} 2417- 2A.mcd yfr , m piN MAIN FLOOR KEY PLAN Residential Engineering Group WALL A: Story Shear due to Wind: V4W = 7536.66 lb Bldg Width in direction of Load: L := 54•ft Shear Wall Length: La := (3 + 4 + 3)ft (10 ft) Percent full height sheathing: % := 100 % = 100 10.ft Wind Force: va L DLRM := WR• 2 Holdown Force & Net Uplift: OTM – DLRM HDFa Wind Force: va = 488.01 lb ft C C Shear Wall Summary: V4W L1 vaa.Laa + — L 2 La va = 488.01 lb ft 1 ft = 488.01 lb 1 C o Overturning Moment on 3ft Wall: Plate Height: Pt := 9.1•ft L := 3 • ft OTM := va• La Pt OTM = 13322.77 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•La+ 0.6•(10•psf)•2Pt•L 0.6•(lOpsf)•1ft•L DLRM = 599.4 lb ft Seismic Force: Ea 1 = 319.15 lb ft C HDFa = 4241.12 lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 - 1/2" Plate Hem - Fir • ZN := 122-lb CD := 1.6 CD ZN Co Per Nail B := B = 0.4 ft va PROJECT: PLAN 2417/2A B.P. Nailing Spacing B 0.4 ft 16d @ 4" o.c. Story Shear due to Seismic: V2E = 11149.82 lb Distance between shear walls: La = l O ft Max Opening Height = Oft -Oin, Therefore C 1.00 per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 E 319.151b HDFa 1 := HDFa + HDFaa A := 860-lb ZB•Co As := va A.B. Spacing As= 2.82 ft 5/8" A.B. © 32" o.c. 5/14/2007 Residential Engineering Group, LLC ►6 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN As= 2.82 ft L1 := 33•ft La :_ [4) + 3•I 1 I.2Jft E :_ Holdown Force: HDFa = 4241.12 lb V2E L1 0.7p.— 2 — L La Ea l = 319.15 lb ft C P1-4: 7/16" Sheathing wl 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf • HDFa1 = 5897.53 lb Anchor Bolt Spacing (2005 NDS Table 11E) 518" Dia. Bolt (6" Embed) & 1 -112" Plate Hem -Fir CD := 1.6 ZB := A ZB = 1376 lb Per Bolt HDFa 1 = 5897.53 lb Holdown Types: STHDI4RJ Holdown Types: HDQ8 2417- 2A.mcd 9 R is esident Engineering Group WALL B: Story Shear due to Wind: Bldg Width in direction of Load: L := 54•ft Shear Wall Length: Lb := (3 + 3)ft Percent full height sheathing: Wind Force: vb V4W L1 vbb•Lbb + L 2 Lb V4W = 7536.66 lb vb = 418.381b ft 1 vb = 418.381b ft 1 — C Overturning Moment on 3ft Wall: Plate Height: Pt := 9.1 -ft Lb := 3 • ft OTM := vb• Lb•Pt OTM = 11421.86 lb ft Dead Load Resisting Overturning: WR := 0.6(15- psf)•2•ft - + 0.6•(10•psf)- 2Pt•Lb+ 0.6.(10psf)•8ft•Lb Lb := WR• 2 DLRM = 788.4 lb ft Holdown Force & Net Uplift: OTM – DLRM HDFb Co Lb Story Shear due to Seismic: V2E = 11149.82 lb Distance between shear walls: L1 := 21 .ft Lb = 6 ft Lb :– [3{ 10•ft Max Opening Height = Oft-Oin, Therefore C 1.00 / := 100 % = 100 o � 10•ft per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 Eb :– Eb = 383.621b ft 1 t V2E L1 0.7p• L 2 — L Lb Eb 1 = 383.621b ft C P1 -3: 7116" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 plf HDFb = 3544.49 lb HDFb1 := HDFb + HDFbb HDFb1 = 4121.64 lb Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -112" Plate Hem -Fir .Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122.16 CD := 1.6 A := 860•Ib CD := 1.6 ZB := A ZB = 13761b Cp ZN Co Bp = 0.47 ft Per Nail As := Zg b B As = 3.29 ft Per Bolt B :_ vb Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vb 1 E = 383.6216 ft 1 Bp = 0.47 ft As = 3.29 ft HDFb = 3544.491b = 418.3816 ft C Co 16d © 6" o.c. 5/8" A.B. @ 36" o.c. •HDFb1 = 4121.64 lb • Holdown Types: Simspon STHD14 5/14/2007 PROJECT: PLAN 241712A Residential Engineering Group, LLC 2417- 2A.mcd Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN Residential Engineering mi Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN W ALL C: Story Shear due to Wind: Wind Force: vc V2W L1 vcc•Lcc + .— 14 2 C O . L C Lc V2W = 3534.26 lb Bldg Width in direction of Load: L := 30•ft Shear Wall Length: Lc (4.5 + 6.33 + 4.5 + 25)ft Lc = 40.33 ft 10•ft Percent full height sheathing: % (10 -- ) ft 100 % = 100 vc = 85.73 lb ft 1 vc = 85.731b ft C Overturning Moment on 3ft Wall: Plate Height: Pt := 9.1-ft L := 4.5• ft OTM := E OTM = 3962.43 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•15•ft•L 0.6.(10•psf)•2Pt•L 0.6.(10psf)•1ft•L L DLRM := WR• 2 DLRM = 2533.28 lb ft Holdown Force & Net Uplift: OTM — DLRM HDFc HDFc = 317.5916 :_ Story Shear due to Seismic: V2E = 11149.82 lb Distance between shear walls: L1 := 30-ft Max Opening Height = Oft-Oin, Therefore C := 1.00 per IBC Table 2305.3.8.2 Seismic Force: p = 1.0 Ec E = 96.761b ft -1 Lc Le Ec = 96.761b ft 1 C V2E L1 0.7p•L t 2 Lc P1 - 6: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Boit Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Base Plate Nail Spacing (2005 NDS Table11N) - 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122.16 CD := 1.6 A := 860.1b CD := 1.6 ZB = A ZB = 137616 • Bp := Cp ZN C° Bp = 2.02 ft Per Nail As :– Z E ° As = 14.22 ft Per Bolt E Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing ' Holdown Force: Holdown Types: NO HOEDOWN vc = 85.73 ft 1 E = 96.7616 ft 1 Bp = 2.02 ft As = 14.22 ft # HDFc = 317 :59 lb - C O CO 16d @ 16 o.c. 5/8" AB. @ 72" o.c. 5/14/2007 Residential Engineering Group, LLC 2417 2A.mcd lg Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL D: Story Shear due to Wind: V2W = 3534.26 lb Bldg Width in direction of Load: L := 30.ft Distance between shear walls: Shear Wall Length: Ld (7.5 + 6 + 11)ft C 10 .ft Max Opening Height = Oft-Oip, Therefore C := 1.00 Percent full height sheathing: % := 100 % = 1 00 / I 10•ft per IBC Table 2305.3.8.2 Wind Force: vd V2W L1 vdd•Ldd + - Lt 2 Ld, vd= 141.131bft Co = 141.131bft. 0 Overturning Moment on 6ft Wall: Plate Height: Pt := 9.1•ft Ld := 6.ft OTM := Ed•Ld•Pt OTM = 8696.86 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•15•ft•Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.64 10psf)•1ft•Ld L DLRM := WR• 2 DLRM = 4503.6 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFd := HDFd = 698.88 lb C0 Base Plate Nail Spacing (2005 NDS Table11N) - 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 CD•ZN•C B := B 1.38 ft Per Nail P vd p Story Shear due to Seismic: V2E = 11149.82 lb Ld = 24.5 ft Ld := Lk, Seismic Force: p := 1.0 Ed : - Ed = 159.28 lb ft -1 L1 := 30-ft V2E Ll 0.7p• L t 2 Ld Ed I = 159.2816 ft C P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 518" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb CD := 1.6 ZB := A ZB = 1376 lb ZB As := As = 9.75 ft Per Bolt vd Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: NO HOEDOWN vd = 141.1316 ft I Ed = 159.28 lb ft 1 B = 1.38 ft As = 9.75 ft HDFd = 698.88 lb CO CO 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC - 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL E: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Le (10 + 7)ft 10•ft Percent full height sheathing: % := 100 % = 100 10-ft Wind Force: ve . - B :_ ve vee•Lee + Co Le V4w = 7536.66 lb Lt:= 54-ft V4w L1 + L2 Le L 2 ve = 434.73 lb ft -1 = 434.73 lb ft -1 C Overturning Moment on 7ft Wall: Plate Height: Pt := 9.1-ft L := 7.ft OTM := ve•Le Pt OTM = 27692.39lbft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Le+ 0.64101psf)•2Pt•Le+ 0.6•(10psf)•8ft•L L DLRM := WR• Le DLRM = 4292.4 lb ft Holdown Force & Net Uplift: OTM — DLRM HDFe := HDFe = 3342.86 lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 - 1/2" Plate Hem - Fir ZN := 122 -lb CD := 1.6 CD•ZN-C B = 0.45 ft Per Nail Story Shear due to Seismic: V2E = 11149.82 lb Distance between shear walls: Le = 17 ft Le = Le Max Opening Height = Oft-Oin, Therefore C 1.00 per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 E E = 229.561b ft -1 ve L1 := 33-ft L2 := 21ft Ee 1 = 229.56 lb ft C V2E L1 + L2 0.7p L 2 Le P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 - 1/2" Plate Hem - Fir A = 860-lb CD := 1.6 ZB := A ZB = 1376 lb ZB-0 As := As = 3.17 ft Per Bolt Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: Simspon STHDIORJ ve = 434.73 lb ft 1 Ee = 229.56 lb ft -I Bp = 0.45 ft As = 3.17 ft HDFe = 3342.86 lb — C O CO 16d @ 4" o.c. 5/8" A.B. @ 36" o.c. 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd Zo • ' V E Roil I- i \ J r — PATIO 5* X 21 GLB FAMILY RI 3 GAR GARAGE MAN FLOOR PLAN 21 u. 6.13 y .( r 3RD CAR OPT. c z Residential In Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL B, option: Story Shear due to Wind: V6W = 7536.66 lb Bldg Width in direction of Load: Shear Wall Length: Lb := (3 + 3)ft Lb = 6 ft Percent full height sheathing: % :_ (10 ft" 100 % = 100 Max Opening Height = Oft-Oin, Therefore C 1.00 10•ft per IBC Table 2305.3.8.2 Wind Force: vb vb = 418.381b ft 1 Overturning Moment on 3ft Wall: Lb := 3•ft OTM := vb•Lb•Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)•2 - ft-Lb + 0.6•(10•psf)•2Pt•Lb+ 0.6•(10psf)•8ft•Lb Lb DLRM := WR• 2 Holdown Force & Net Uplift: OTM – DLRM HDFb -Base Plate Nail Spacing (2005 NDS Tablel l N) 16d Common (0.162 "x3.5 ") Nails & 1 -112" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•C B vb Co•Lb Shear Wall Summary: Wind Force: Seismic Force: vb = 418.381b ft -1 C vbb•Lbb + V 1 1 Lt 2 Lb vb = 418.381bft — Co DLRM = 788.4 lb ft Bp= 0.47 ft Eb 1 = 406.671b ft C Lt := 54•ft Distance between shear walls: HDFb = 3544.49 lb Plate Height: Pt := 9.1-ft OTM = 11421.861b ft Per Nail B.P. Nailing Spacing B = 0.47 ft 16d @ 4" o.c. Story Shear due to Seismic: V3E = 11819.87 lb Seismic Force: p := 1.0 Eb = 406.67 lb ft I A.B. Spacing As = 3.29 ft 5/8" A.B. @ 36" o.c. L1 := 21•ft Lb := [ 9. Eb 0.7p. Eb = 406.671b ft I C HDFbi = 4121.641b V3E L1 L 2 Lb P1 -3: 7/14" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 plf HDFb1 := HDFb + HDFbb HDFb1 = 4121.64 lb Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860 -lb CD := 1.6 ZB := A ZB = 1376 lb As := Zg Co As = 3.29 ft Per Bolt vb Holdown Force: Holdown Types: Simspon STHD14 HDFb = 3544.49 lb 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd ri Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL C, 3 CAR GARAGE OPTION: Story Shear due to Wind: V5W = 4849.17 lb Bldg Width in direction of Load: L := 30•ft Shear Wall Length: Lc :_ (4.5 + 6.33 + 4.5 + 3)ft Lc = 18.33ft 18.33-ft Max Opening Height = 6ft-Oin, Therefore C 0.76 Percent full height sheathing: % := 32•ft 100 % = 57.28 per IBC Table 2305.3.8.2 Wind Force: vc vcc•Lcc + V5W L1 + L2 L 2 Lc vc = 277.41 lb ft I vc = 365.02 lb ft C Overturning Moment on 32ft Wall: Plate Height: Pt := 9.1.ft L := 18.33. ft OTM := E Le Pt OTM = 55816.811b ft Dead Load Resisting Overturning: WR := 0.6(15.psf)•15• ft-L + 0.6•(10•psf)•2Pt•L 0.6.(10psf)•1ft-L L DLRM := WR• 2 DLRM = 42032.21 lb ft Holdown Force & Net Uplift: HDFc := OTM - DLRM HDFc = 989.51 lb Co Story Shear due to Seismic: V3E = 11819.87 lb Distance between shear walls: L1 := 30•ft L2 := 12-ft Seismic Force: p := 1.0 E E = 334.63 lb ft - I 16d @ 4" o.c. 5/8" A.B. @ 36" o.c. Lc =[4.5 +6.33 +4.5 +31 9.1 1ft Ec = 440.31b ft C V3E L1 + L2 0.7p L 2 Lc P1 -3: 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 plf Base Plate Nail Spacing (2005 NDS TableliN) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 A := 860•lb CD := 1.6 ZB := A ZB = 1376 lb C D. o Z C o B Z N. c C B p = 0.44 ft Per Nail As := B As = 3.13 ft Per Bolt Bp •- E Ec Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: STHD8RJ vc = 365.02 lb ft 1 Ec = 440.3 lb ft 1 Bp = 0.44 ft As = 3.13 ft HDFc = 989.5116 C C 5/14/2007 Residential Engineering Group, LLC z 3 2417- 2A.mcd g Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL E, option: Story Shear due to Wind: V6W = 7536.66 lb Bldg Width in direction of Load: Shear Wall Length: Le (10 + 7 + 12)ft 10-ft Percent full height sheathing: % := 100 % = 100 10.ft Wind Force: ve : — vee•Lee + ve ve = 254.84 lb ft 1 ft = 254.84 lb 1 C Overturning Moment on 7ft Wall: Plate Height: Pt := 9.1•ft L := 7ft OTM := ve•Le Pt OTM = 16233.47 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•L 0.6•(10•psf)•2Pt•L 0.6•(10psf)•8ft•L L DLRM := WR• Le DLRM = 4292.4 lb ft Holdown Force & Net Uplift: OTM — DLRM HDFe := HDFe = 1705.87 lb Co•Le Overturning Moment on 12ft Wall: Plate Height: Pt := 9.1-ft L := 12-ft OTM := ve•LePt OTM = 27828.81 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•10•ft•Le O.6•(10•psf)•1Pt•L 0.64 lOpsf)•Oft•L L DLRM := WR• Le DLRM = 10411.2 lb ft Holdown Force & Net Uplift: OTM — DLRM HDFel :— HDFel = 1451.47 lb Co Le V6W L1 + L2 L 2 Le Lt = 54-ft Story Shear due to Seismic: Distance between shear walls: Le = 29 ft Seismic Force: p := 1.0 E = 142.65 lb ft 1 Le := Le L1 := 33•ft L2 := 21ft Max Opening Height = Oft-Oin, Therefore C 1.00 per IBC Table 2305.3.8.2 E :— 0.7p E 1 = 142.65 lb ft C V3E = 11819.87 lb V3E L1 + L2 Lt 2 Le P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf 5/14/2007 Residential Engineering Group, LLC 2y 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN Base Plate Nail Spacing (2005 NDS TableliN) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 CD ZN •CO B Bp = 0.77 ft Per Nail ye Shear Wall Summary: Wind Force: ye = 254.84 lb ft - C Seismic Force: Ee = 142.65 lb ft C ye B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 0.77 ft As = 5.4 ft HDFe = 1705.871b 16d @ 8" o.c. 5/8" A.B. @ 60" o.c. Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860•lb CD := 1.6 ZB := A ZB = 1376 lb As := ZB Co As = 5.4 ft Per Bolt HDFe1 = 1451.47 lb Holdown Types: Simspon STHD8RJ Holdown Types: Simspon STHD8 5/14/2007 Residential Engineering Group, LLC 2417- 2A.mcd Residential ism Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN WALL F, option: Story Shear due to Wind: V5W = 4849.17 lb Bldg Width in direction of Load: L := 54-ft Shear Wall Length: Lf := (20)ft Percent full height sheathing: % := ( 10.ft --) 10 % = 100 10.ft Wind Force: vf V5 W L1 Lt 2 Lf Story Shear due to Seismic: V3E = 11819.87 lb Distance between shear walls: Li := 12.ft Lf = 20 ft Lf := Lf Max Opening Height = Oft-Oin, Therefore C 1.00 per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 Ef E vf = 26.94 lb ft = 26.941b ft 1 Ef = 45.971b ft 1 Co = 45.971b ft 1 — C Overturning Moment on 20ft Wall: Plate Height: Pt := 9.1•ft Lf := 20• ft OTM := Ef•Lf•Pt OTM = 8365.84 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Lf+ 0.6•(10•psf)•1Pt•Lf+ 0.6•(10psf)•0ft•Lf Lf DLRM := W R• DLRM = 14520 lb ft Holdown Force & Net Uplift: OTM – DLRM HDFf := HDFf = – 307.71 lb Co. Lf Base Plate Nail Spacing (2005 NDS Table/ l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•C B := B E = 4.25 ft Per Nail Ef Ef V3E L1 0.7p L t 2 Lf P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb CD := 1.6 ZB := A ZB = 1376 lb ZB- C As := As = 29.94 ft Per Bolt Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: NO HOLDOWN of = 26.94 lb f 1 Ef = 45.97 Ib f 1 B p = 4.25 ft As = 29.94 ft HDFf = — 307.71 lb CO CO 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. 5/14/2007 Residential Engineering Group, LLC 26 2417- 2A.mcd rFR SCISSOR TRUSSES • 24' 0L. AS PER ITG. SPECS. TYP. 2xS1P 2 RAFTERS • 24' 0C. ir 1553=12 -_- p10P10 GIRDER III I WAN grini rm rAm•mitiw - Atoolkaai. °M IRsummarmiall011 maim lb. bog = NEM Er= El FIE - GABLE � • -, _- ., � � � � i TTR coma T1275SE5 •24 0L. AS PER ITfi SPECS. TIP. PFR. ETC JACK TRoSES • 24' 0L. AS PER TTfx. SPECS TIP. 2 x S RAFTERS • 24' 0.C. 0 ROOF FRAMING PLAN MR DC JACK TRUSSES • 24' OZ. AS PER MG. SPECS. TTP. OPTION UPPER FLOOR FRAMING PLAN OPTION • CASCADE Residential Des Inc. Job Name Location Technical RPnrc. pntatiio Za Job Number Sheet R. 102 South 26th St. • Tacoma, WA 98 253.284.3170 • 253.284.3183 fax email: cascade©ix.netcom.corn uPAHE C zo ®6 .Uc. of n,., (7- 17 - ft` ( 1 ()), IS r V ?) — , ' c If j (7 4P , /Z.7 C T NMI= ' Er i,} xJ' _ MN �• 1111M1111111 = ■ z i' `ri ■ .fy 1 mil y /4 S �� .ii f , ) 7 , 15 :s, ■■a■ /411 / )( 1 S WEE 1, I� IL.L ZDOOP niii>n r i� 7— if__ it I ral 1 �t 3 0 ;0 I )PP ip , . • 16 2. 7 i ( f �I�Jh. ► .. orgy, 3 • , • .s• _ •) 37 x & _ _ p = 000 as (ittmo Giiiave 1 t i1111111inoi •A . : Pz = 1 I1 t L. 4. X t% j LVL. _ J Ut9 ;4 c £P a' u) 40o LB ) I oia►x U • _ S ' 1 � IGt,B • CASCADE Residential Des Inc. Job Name Location Technical RPnrc. pntatiio Za Job Number Sheet R. 102 South 26th St. • Tacoma, WA 98 253.284.3170 • 253.284.3183 fax email: cascade©ix.netcom.corn uPAHE C zo ®6 .Uc. of n,., (7- 17 - ft` Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description [General Information Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density LFull Length Uniform Loads DL DL DL Center Left Cantilever Right Cantilever [Deflections Max @ Left Support Max @ Right Support Max. M allow fb 982.45 psi Fb 992.78 psi 1. Garage Door Header i 3.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span... pead Load Deflection -0.170 in ...Location 8.000 ft ... Length/Defl 1,132.7 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.254 in @ Left 0.000 in @ Right 0.000 in 67.50 #/ft #/ft #/ft L Summary Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 6.0 k -ft Allowable 6.1 k-ft Max. Positive Moment 6.04 k -ft at 8.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 6.11 fv 51.12 psi Fv 207.00 psi Center Span 16.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.419 in 8.000 ft 458.05 LL LL LL Reactions... Left DL Right DL 7 � Title : Dsgnr: Description : Scope : 112.50 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 2:40PM, 10 MAY 07 16.00 ft 0.00 ft 0.00 ft Beam Design OK 2.0 k 8.2 k @ Left 1.51 k @ Right 1.51 k Camber: @ Left 0.000 in @ Center 0.254 in @ Right 0.000 in 0.61 k Max 1.51k 0.61 k Max 1.51 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW-0505873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417 -2. ecw: Calculations Description Center Left Cantilever Right Cantilever [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections 2. Porch Beam 4x8 Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Full Length Uniform Loads DL DL DL Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right 3.500 in 7.250 in Sawn 1.150 Pin -Pin 32.500 pcf 1 L Summary Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 769.36 psi Fb 780.28 psi 1.97 k -ft 0.00 k -ft 90.00 #/ft #/ft #/ft Depth = 7.25in, 0.986 : 1 2.0 k -ft 2.0 k -ft at 4.000 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 1.99 fv 49.74 psi Fv 138.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Dead Load Total Load -0.064 in -0.165 in 4.000 ft 4.000 ft 1,493.7 581.91 * D.L. Defl) ... 0.096 in 0.000 in 0.000 in LL LL LL Ends are Pin -Pin Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL ? i ) 8.00 ft Lu ft Lu ft Lu 680.0 psi 120.0 psi 405.0 psi 1,235.0 ksi 150.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 2:40PM, 10 MAY 07 2.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 3.5 k @ Left 0.98 k @ Right 0.98 k Camber: @ Left 0.000 in @ Center 0.096in @ Right 0.000 in 0.38 k Max 0.98 k 0.38 k Max 0.98 k Maximum Shear * 1.5 Allowable Shear. Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw: Calculations [Full Length Uniform Loads 1 Description Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary [Deflections Center Span... Deflection ...Location ... Length/Defl 3. Window Header at Bedroom 4 [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i DL DL DL 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 4.27 fb 501.37 psi fv Fb 1,026.87 psi Fv 2.09 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.010 in 2.500 ft 6,184.7 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.015 in Left 0.000 in @ Right 0.000 in 247.50 #/ft #/ft #/ft 53.80 psi 207.00 psi Total Load -0.025 in 2.500 ft 2,361.60 LL LL LL 32 Title : Dsgnr: Description : Scope : Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Depth = 9.25in, Ends are Pin -Pin 0.488 : 1 2.1 k -ft 4.3 k -ft at 2.500 ft at 5.000 ft Reactions... Left DL Right DL 412.50 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.64 k 0.64 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 2:40PM, 10 MAY 07 5.00 ft 0.00 ft 0.00 ft Beam Design OK 1.7 k 6.7 k @ Left 1.67 k @ Right 1.67 k Camber: @ Left 0.000 in @ Center 0.015 in @ Right 0.000 in Max 1.67 k Max 1.67 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r ev: 580000 L U ser: KW-0605873, Ver 5.8.0, 1- Dec-2003 (e)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description 4. Porch Rafter General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i Section Name 2x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever [Deflections Max @ Left Support Max @ Right Support Max. M allow fb 585.63 psi Fb 732.00 psi DL DL DL 1.500 in 7.250 in Sawn 1.150 Pin -Pin 32.500 pcf 0.64 k -ft -0.04 k -ft 0.00 k -ft -0.14 k -ft 0.80 fv Fv Center Span... pead Load Deflection -0.044 in ...Location 3.960 ft ... Length/Defl 2,172.6 Camber ( using 1.5 * D.L. Deft) ... © Center 0.066 in @ Left 0.000 in @ Right 0.047 in 30.00 #/ft #/ft 16.00 #/ft 41.14 psi 172.50 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL 27 Title : Dsgnr: Description : Scope : 8.00 ft Lu ft Lu 2.00ft Lu Reactions... Left DL Right DL 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 50.00 #/ft #/ft 53.30 #/ft L Summary Span= 8.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.800 : 1 Maximum Moment 0.6 k -ft Allowable 0.8 k -ft Max. Positive Moment at 3.960 ft Max. Negative Moment at 8.000 ft 0.4 k 1.9 k @ Left 0.33 k @ Right 0.35 k Camber: © Left 0.000 in © Center 0.066 in © Right 0.047 in 0.13 k Max 0.33 k 0.17 k Max 0.49 k Maximum Shear * 1.5 Allowable Shear: 809.53 Right Cantilever... Deflection ... Length/Defl Job # Date: 2:40PM, 10 MAY 07 10.00 ft 0.00 ft 10.00 ft Repetitive Member Beam Design OK Total Load Left Cantilever... Dead Load Total Load -0.119 in Deflection 0.000 in 0.000 in 4.000 ft ...Length/Defl 0.0 0.0 0.031 in 0.089 in 1,531.6 538.4 L Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1-Dec-2003 General Timber Beam (e)1983 -2003 ENERCALC Engineering Software Description BEAM #15A (used for bonus room option)) General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x9 Beam Width 3.125 in Beam Depth 9.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right rp Loads Dead Load Live Load ...distance L Summary Span= 10.00ft, Beam Width = 3.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 9.70 fb 1,568.82 psi fv Fb 2,760.00 psi Fv [Deflections 1,000.0 Ibs Ibs 3.000 ft 1.150 Pin -Pin 32.500 pcf 165.00 #/ft LL @ Left 165.00 #/ft LL @ Right 98.00 #/ft LL @ Left 98.00 #/ft LL @ Right Ibs Ibs 0.000 ft 5.52 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Center Span... Dead Load Deflection -0.162 in ...Location 4.680 ft ...Length/Defl 741.7 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.243 in @ Left 0.000 in © Right 0.000 in 115.83 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Depth = 9.in, Ends are Pin -Pin 0.568 : 1 5.5 k -ft 9.7 k -ft at 3.560 ft at 10.000 ft Total Load -0.284 in 4.800 ft 422.61 275.00 #/ft 275.00 #/ft 163.00 #/ft 163.00 #/ft Reactions... Left DL Right DL Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl 34 Title : Dsgnr: Description : Scope : Ibs Ibs 0.000 ft 10.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Lu Lu Lu Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job # Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft 0.000 ft 3.000 ft 3.000 ft 10.000 ft Ibs Ibs 0.000 ft Beam Design OK 3.3 k 7.8 k @ Left 2.49 k @ Right 1.72 k Camber: @ Left 0.000 in @ Center 0.243 in @ Right 0.000 in 1.39 k Max 2.49k 0.85 k Max 1.72 k 2417- 2.ecw:Calculations Ibs Ibs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Description T rapezoidal Loads #1 DL @ Left DL @ Right L Summary BEAM #15B (used for bonus room option)) Title : Dsgnr: Description : Scope : 52.00 #/ft Start Loc 52.00 #/ft End Loc 16.00 #/ft LL @ Left 16.00 #/ft LL @ Right #2 DL @@ Right 201.00 #/ft LL @ Right 227.00 #/ft End Loc c Job # Date: 2:40PM, 10 MAY 07 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined General Information Section Name MicroLam: 5.25x11.87 Center Span 19.00 ft Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 32.500pcf E 1,900.0ksi 0.000 ft 16.000 ft 16.000 ft 19.000 ft [Point Loads Dead Load 2,493.0 lbs 1,717.0 lbs Ibs lbs Ibs lbs lbs Live Load Ibs lbs lbs lbs lbs lbs Ibs ...distance 6.000 ft 16.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 19.00ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.583 : 1 Maximum Moment 15.6 k -ft Maximum Shear * 1.5 5.4 k Allowable 26.7 k -ft Allowable 17.8 k Max. Positive Moment 15.57 k -ft at 6.004 ft Shear. © Left 2.84 k Max. Negative Moment -0.00 k -ft at 19.000 ft @ Right 4.01 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.884in @Right 0.000 in Max. M allow 26.73 Reactions... fb 1,514.51 psi fv 85.91 psi Left DL 2.31 k Max 4.01 k Fb 2,600.00 psi Fv 285.00 psi Right DL 3.03 k Max Beam Design OK [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.589 in -0.720 in Deflection 0.000 in 0.000 in ...Location 9.272 ft 9.348 ft ...Length/Defl 0.0 0.0 ... Length/Defl 386.8 316.48 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.884 in ...Length/Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in 1 L Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description [General Information Section Name 5.125x21 Beam Width 5.125 in Beam Depth 21.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density #1 DL @ Left DL @ Right #2 DL @ Left DL © Right Dead Load Live Load ...distance Summary [Deflections Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,150.25 psi Fb 2,258.85 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right 1.000 Pin -Pin 32.500 pcf 224.00 #/ft LL @ Left 224.00 #/ft LL @ Right 284.00 #/ft LL @ Left 284.00 #/ft LL @ Right Ibs Ibs 0.000 ft Dead Load -0.444 in 11.176 ft 594.3 L Deft ) ... 0.666 in 0.000 in 0.000 in General Timber Beam BEAM #8. Floor Beam supporting Beam 15B (bonus room option) 1 131.47 psi 240.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E [Trapezoidal Loads 1 Point Loads 1 Ibs Ibs 0.000 ft Scope : 4,007.0 Ibs Ibs 11.500 ft Span= 22.00ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin 0.952 1 67.5 k -ft 70.9 k -ft 67.50 k -ft at 11.528 ft -0.00 k -ft at 22.000 ft 0.00 k -ft 0.00 k -ft 70.91 fv Fv Total Load -0.818 in 11.088 ft 322.86 Title : Dsgnr: Description : 430.00 #/ft 430.00 #/ft 530.00 St/ft 530.00 #/ft Reactions... Left DL Right DL Ibs Ibs 0.000 ft 22.00 ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job # Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.500 ft 11.500 ft 22.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft 14.1 k 25.8 k @ Left 9.77 k @ Right 10.83 k Camber: @ Left 0.000 in @ Center 0.666 in © Right 0.000 in 4.79 k Max 9.77 k 5.31 k Max 10.83 k 2417-2. ecw: Calculations Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 9 x 9 x 3ly' w S' GLU LA/1 TREATED UPPER FLOOR FRAMING PLAN 1 , 7 3 X 6 P.T DECK JSTS • I6 or 2X TRTD LEDGER 9 *1b TJI 360 SERIES FLR JSTS • K' 0.0 AS PER PFC,. SPECS. TYP. II TA 360 SERIES FLR JSTS • 6' OL. AS PER MFG. SPECS. TTP. 6xb POST KALE McWT HANGER Cl C]DE Residential Des'gn, Inc. i 102 South 26th St • Tacorna,WA 98402 253.284.3170. 253.284.3 183 fax email cascade ix.netcom.com Job Name Location 14 //e( / /rot/ Technical Representative Sheet of j j By Date L!% 7 -. / 3 — I' 4 4 4d Job Number ufttms w'6 Zse.. 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Tr"/ � , UPPER FLOOR JOIST OVER GARAGE TJ -Beam® 6.25 Serial Number: 7004113550 11 7/8" TJ I® 360 @ 16" o!c User: 2 5/10/2007 2:53:45 PM Pagel Engine Version:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 0 426 2' SUPPORTS: 1 Stud wall 2 Stud wall -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: PLAN 2417/3 0 Input Bearing Width Length 3.50" 2.25" 3.50" 2.25" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 520 /542 /0 /1062 520/196/0/716 Maximum Design Control 1048 1042 1705 1048 1048 1202 3549 3549 6180 0.365 0.477 0.541 0.954 37 Any - Deflection Criteria: STANDARD(LL:L /480,TL:L /2 - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJIe and TJ- Beam' are registered trademarks of Trus Joist. e -I Jo1Bt ',Pro' and TJ - Pro 0 are trademarks of True Joist. J r 19' 6" Product Diagram is Conceptual. Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Control Passed (61 %) Passed (87 %) Passed (57 %) Passed (U627) Passed (L/423) Passed Location Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 OPERATOR INFORMATION: truc nguyer ., Cascade Residential Design, Inc. tnguyen @cascaderd.com • A kyerlluruser Business TJ -Beam® 6.25 Serial Number: 7004113550 User: 2 5/10/2007 2:55:27 PM Page 1 Engine Version: 6.25.71 1 Stud wall 2 Stud wall Shear (lbs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: PLAN 2417/3 0 Input Bearing Width Length 3.50" 2.25" 3.50" 2.25" 0 1400 14' 6" ' DOUBLE FLOOR JOIST OVER GARAGE 11 7/8" TJI® 360, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 11 19' 6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Point(Ibs) Floor(1.00) SUPPORTS: Live Dead Location Application Comment Vertical Reactions (Ibs) Live/Dead/Uplift/Total 520 / 508 /0 / 1028 520 / 1204 /0 / 1724 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum -1710 1710 7398 Design Control -1704 3410 1710 2403 7398 12360 0.194 0.477 0.547 0.954 50 Any Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam" are registered trademarks of True Joist. e -I Joist • ,Pro" and TJ-Pro' are trademarks of True Joist. Detail Other El A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Control Passed (50 %) Passed (71%) Passed (60 %) Passed (L /999 +) Passed (L /419) Passed OPERATOR INFORMATION: truc nguyen Cascade Residential Design, Inc. tnguyen @cascaderd.com Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL:L / - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Rev: 580000 User. KW-0605873, Ver 5.8.0, 1-Dec -2003 (e)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ewr:Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Span= 6.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 6.01 fb 762.26 psi fv Fb 871.73 psi Fv Deflections Center Span... Deflection ...Location ... Length/Defl 6. Window Header at Family Room DL DL DL 5.500 in 9.500 in Sawn 1.000 Pin -Pin 32.500 pcf 5.26 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.025 in 3.000 ft 2,897.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.037 in @ Left 0.000 in @ Right 0.000 in 423.50 #/ft #/ft #/ft 74.83 psi 170.00 psi Center Span 6.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Total Load -0.067 in 3.000 ft 1,080.16 LL LL LL Depth = 9.5in, Ends are Pin -Pin 0.874 : 1 5.3 k -ft 6.0 k -ft at 3.000 ft at 6.000 ft Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL 41 732.50 #/ft #/ft #/ft 3.9 k 8.9 k @ Left 3.50 k @ Right 3.50 k Camber: @ Left 0.000 in @ Center 0.037 in @ Right 0.000 in 1.31 k Max 3.50 k 1.31 k Max 3.50 k Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Job # Date: 2:40PM, 10 MAY 07 6.00 ft 0.00 ft 0.00 ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec -2003 (e)1903 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations ■ [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined LFuII Length Uniform Loads DL DL DL Description Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density r Center Left Cantilever Right Cantilever Summary Span= 5.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow 3.75 fb 847.50 psi fv Fb 872.92 psi Fv [Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center Q Left Right 6A. Window Header at Dining Room 1 5.500 in 7.500 in Sawn 1.000 Pin -Pin 32.500 pcf 3.64 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.024 in 2.500 ft 2,478.1 * D.L. Defl) ... 0.036 in 0.000 in 0.000 in 423.50 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 79.66 psi 170.00 psi LL LL LL Scope : Depth = 7.5in, Ends are Pin -Pin 0.971 : 1 3.6 k -ft 3.8 k -ft at 2.500 ft at 5.000 ft Title : Dsgnr: Description : Reactions... Left DL Right DL 42 5.00 ft Lu ft Lu ft Lu 732.50 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 920.38 Right Cantilever... Deflection ...Length/Defl Job # Date: 2:40PM, 10 MAY 07 5.00 ft 0.00 ft 0.00 ft Beam Design OK 3.3 k 7.0 k Left 2.91 k © Right 2.91 k Camber: © Left 0.000 in Q Center 0.036 in © Right 0.000 in 1.08 k Max 2.91 k 1.08k Max 2.91k Total Load Left Cantilever... Dead Load Total Load -0.065 in Deflection 0.000 in 0.000 in 2.500 ft ... Length/Defl 0.0 0.000 in 0.000 in 0.0 0.0 • Description Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads Dead Load Live Load ...distance Summary [Deflections 7. Floor Beam at Bedroom 3 / Bonus Room MicroLam: 5.25x11.87 5.250 in 11.875 in Sawn 850.0 Ibs Ibs 10.000 ft 1 1.150 Pin -Pin 32.500 pcf 197.00 #/ft LL @ Left 197.00 #/ft LL @ Right 92.00 #/ft LL @ Left 92.00 #/ft LL @ Right Ibs Ibs 0.000 ft Span= 19.00ft, Beam Width = 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,694.71 psi Fb 2,990.00 psi 17.43 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 30.74 fv Fv Center Span... Dead Load Deflection -0.494 in ...Location 9.424 ft ...Length/Defl 461.9 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.740 in @ Left 0.000 in @ Right 0.000 in 82.59 psi 327.75 psi Ibs Ibs 0.000 ft Total Load -0.778 in 9.272 ft 292.97 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Job # Date: 2:40PM, 10 MAY 07 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec-2003 (e)198a -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 19.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 215.00 #/ft 215.00 #/ft 40.00 #/ft 40.00 ft/ft 4 Z Ibs Ibs 0.000 ft Depth = 11.875in, Ends are Pin -Pin 0.567 : 1 17.4 k -ft 30.7 k -ft at 9.044 ft at 0.000 ft Start Loc End Loc Start Loc End Loc Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear. 0.000 ft 10.000 ft 10.000 ft 19.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Beam Design OK 5.1 k 20.4 k @ Left 3.85 k @ Right 2.57 k Camber. @ Left 0.000 in @ Center 0.740 in @ Right 0.000 in 2.18 k Max 3.85 k 1.73 k Max 2.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec-2003 ( c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description 8. Floor Beam supporting Beam 7 [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined 11 Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 5.125x21 5.125 in 21.000 in GluLam 1.000 Pin -Pin 32.500 pcf Trapezoidal Loads 224.00 #/ft LL @ Left 224.00 #/ft LL @ Right 284.00 #/ft LL @ Left 284.00 #/ft LL @ Right Point Loads Dead Load Live Load ...distance Summary [Deflections 3,860.0 Ibs Ibs 11.500 ft Ibs Ibs 0.000 ft Span= 22.00ft, Beam Width = 5.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,124.62 psi Fb 2,258.85 psi 66.69 k -ft -0.00 k -ft Center Span... Dead Load Deflection -0.436 in ...Location 11.176 ft ... Length/Defl 605.7 Camber ( using 1.5 * D.L. Dell) ... @ Center 0.654 in @ Left 0.000 in @ Right 0.000 in Depth = 21.in, Ends are Pin -Pin 0.941 : 1 66.7 k -ft 70.9 k -ft at 11.528 ft at 22.000 ft 0.00 k -ft 0.00 k -ft 70.91 fv 130.40 psi Fv 240.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Total Load -0.809 in 11.088 ft 326.20 Title : Dsgnr: Description : Scope : 430.00 #/ft 430.00 #/ft 530.00 #/ft 530.00 #/ft Ibs Ibs 0.000 ft Reactions... Left DL Right DL Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 22.00 ft Lu if Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear. Job# Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.500 ft 11.500 ft 22.000 ft Ibs Ibs 0.000 ft Beam Design OK 14.0 k 25.8 k @ Left 9.70 k @ Right 10.76 k Camber. @ Left 0.000in @ Center 0.654 in @ Right 0.000in 4.72 k Max 9.70 k 5.23 k Max 10.76 k Ibs Ibs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 [ Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec -2003 (e)1993 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description 9. Door Header at Garage General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Summary [ 2,580.0 Ibs Ibs 2.000 ft DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Ibs Ibs 0.000 ft Span= 3.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 545.44 psi Fb 896.54 psi 2.27 k -ft 0.00 k -ft Center Span... Dead Load Deflection -0.006 in ...Location 1.620 ft ...Length/Defl 5,545.0 Camber ( using 1.5' D.L. Defl ) ... @ Center 0.010 in @ Left 0.000 in © Right 0.000 in 126.00 #/ft #/ft #/ft 0.00 k -ft 0.00 k -ft 3.73 fv 98.46 psi Fv 180.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 3.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft LL LL LL Scope : Depth = 9.25in, Ends are Pin -Pin 0.608: 1 2.3 k -ft 3.7 k -ft at 1.992 ft at 0.000 ft Total Load -0.009 in 1.596 ft 4,209.29 Title : Dsgnr: Description : Reactions... Left DL Right DL Ibs Ibs 0.000 ft 420.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job # Date: 2:40PM, 10 MAY 07 3.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft 3.2 k 5.8 k @ Left 1.69 k @ Right 2.55 k Camber: @ Left 0.000in @ Center 0.010in @ Right 0.000in 1.06 k Max 1.69 k 1.92 k Max 2.55 k Ibs Ibs 0.000 ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 AAA CASCADE Residentia Design, Inc. Job Name Location Technical Representative / 7/1,-71 Job Number Sheet of / By ! ' . Date ` ! i — V 4 102 South 26th St. • Tacoma,VVA. 98402 253.284.3170. 253.284.3183 fax email: cascade@ix.netcom.com „ V, 7 5 % ■ ■■ ■ 1F , ' ■ ■� ■ ■ I f _` :rz� ,�,,� 11 11 ■M cry ■ , �� G [ Z X i � J 1111 'Z b ,, 0 flP4 I Era ? rt tir.v _ 1 ■ ■ ■■ ■ ■■■ ■ ,i , / risimq, D TI +, ra - /c jiiI ' ° ) ■ lair I MIME MEI " MIME i ME +•a il II IlEfhill aim uraimmil MalliirTill v., • - .\I a4 1►i -- N / 1+ ,3 -5E-Isin a . - Mi 16 I/ = i___• F p y , r Y : I H AAA CASCADE Residentia Design, Inc. Job Name Location Technical Representative / 7/1,-71 Job Number Sheet of / By ! ' . Date ` ! i — V 4 102 South 26th St. • Tacoma,VVA. 98402 253.284.3170. 253.284.3183 fax email: cascade@ix.netcom.com Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec -2003 (e)1983 -2003 ENERCAIC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description Center Left Cantilever Right Cantilever [Deflections Center Span... Deflection ...Location ... Length/Defl 10. Floor Beam over Family Room [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name PrIIm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1 DL DL DL 1.000 Pin -Pin 32.500 pcf L Summary Span= 14.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,821.30 psi Fb 2,900.00 psi Camber ( using 1.5 * D.L. Deft) ... @ Center 0.251 in @ Left 0.000 in @ Right 0.000 in 180.00 #/ft #/ft #/ft 0.973 19.3 19.9 :1 k -ft k -ft 19.34 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 19.88 fv 172.30 psi Fv 290.00 psi Dead Load -0.168 in 7.000 ft 1,002.6 Center Span 14.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Fb Base Allow Fv Allow Fc Allow E Title : Dsgnr: Description : Scope : [Full Length Uniform Loads 1 Depth = 11.875in, Ends are Pin -Pin 14.000 ft Total Load -0.698 in 7.000 ft 240.52 7.000 ft LL LL LL Reactions... Left DL Right DL 600.00 #/ft #/ft #/ft 7.2 k 12.1 k @ Left 5.53 k @ Right 5.53 k Camber: @ Left 0.000in @ Center 0.251 in @ Right 0.000in Maximum Shear ` 1.5 Allowable Shear: 1.33 k 1.33 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Job # Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 5.53 k Max 5.53 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERC/LLC Engineering Software General Timber Beam 2417- 2.ecw:Ca culations [General Information Description Section Name MicroLam: 3.5x11.875 3.500 in 11.875 in Sawn Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf [Full Length Uniform Loads Center Left Cantilever Right Cantilever Su [Deflections Span= 11.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.361 ; 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 938.58 psi Fb 2,600.00 psi Center Span... Deflection ...Location ...Length /Deft 11. Beam over foyer i DL DL DL 6.4 k -ft 17.8 k -ft 6.43 k -ft at 5.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 17.82 fv 69.58 psi Fv 285.00 psi Dead Load -0.037 in 5.500 ft 3,528.7 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.056 in @ Left 0.000 in © Right 0.000 in 96.00 #/ft #/ft #/ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Job # Date: 2:40PM, 10 MAY 07 Center Span 11.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist- MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 320.00 #/ft #/ft #/ft Beam Design OK Maximum Shear * 1.5 2.9 k Allowable 11.8 k Shear: @ Left 2.34 k © Right 2.34 k Camber. @ Left 0.000 in @ Center 0.056 in © Right 0.000 in 0.58 k Max 2.34 k 0.58 k Max 2.34 k Total Load Left Cantilever... Dead Load Total Load -0.151 in Deflection 0.000 in 0.000 in 5.500 ft ...Length/Defl 0.0 0.0 874.17 Right Cantilever... Deflection 0.000 in 0.000 in ... Length/Defl 0.0 0.0 r Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec-2003 (e)1983 -2003 ENERCALC Engineering Software Description MicroLam:1.75x11.87 1.750 in 11.875 in Sawn Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Summary Title : Dsgnr: Description : Scope : General Timber Beam 12. Floor Beam at Back of Bedroom 4 W.I.C. Full Length Uniform Loads Center DL 122.00 #/ft LL 90.00 # ft ft Left Cantilever DL #/ft LL Right Cantilever DL #/ft LL #/ft Job # Date: 2:40PM, 10 MAY 07 2417- 2.ecw:Calculations ■ [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined il Center Span 10.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 1 Span= 10.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.304 : 1 Maximum Moment 2.7 k -ft Maximum Shear * 1.5 1.3 k 8 .9 k -ft Allowable 5.9 k Allowable Max. Positive Moment 2.71 k -ft at 5.000 ft Shear: @ Left 1.08 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.08 k Max © Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support 0.00 k -ft © Center 0.092 in @Right 0.000 in Max. M allow 8.91 Reactions... fb 790.27 psi fv 63.19 psi Left DL 0.63 k Max 1.08 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.63 k Max 1.08 k Beam Design OK Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.105 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length /Deft 1,953.3 1,142.04 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.092 in ... Length/Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Rer. 580000 User: KW- 0605873, Ver 5.8.0, 1-Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417-2.ecw:Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 13. Window Header at Living Room ft) 667.49 psi Fb 889.28 psi [Trapezoidal Loads Deflections 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf 117.50 #/ft 117.50 #/ft 177.50 #/ft 177.50 #/ft Center Span... Dead Load Deflection -0.058 in ...Location 4.572 ft ... Length/Defl 1,871.0 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.087 in @ Left 0.000 in @ Right 0.000 in LL @ Left LL @ Right LL @ Left LL @ Right fv 57.35 psi Fv 180.00 psi Title : Dsgnr: Description : Scope : Center Span 9.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.2 Fb Base AIIow 900.0 psi Fv AIIow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right L Summary 1 Span= 9.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.751 : 1 Maximum Moment 2.8 k-ft Allowable 3.7 k -ft Max. Positive Moment 2.78 k -ft at 5.436 ft Max. Negative Moment -0.00 k -ft at 9.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 3.70 Total Load -0.109 in 4.644 ft 991.50 62.50 #/ft 62.50 #/ft 262.50 #/ft 262.50 #/ft Reactions... Left DL Right DL Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc Job # Date: 2:40PM, 10 MAY 07 9.00 ft 0.00 ft 0.00 ft 0.000 ft 5.500 ft 5.500 ft 9.000 ft Beam Design OK 1.9 k 5.8 k @ Left 1.02 k @ Right 1.58 k Camber: @ Left 0.000 in @ Center 0.087 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.60 k 0.73 k Max 1.02 k Max 1.58 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 L Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1 -Dec -2003 (c)14483 -2003 ENERCALC Engineering Software Description [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever [Point Loads L Dead Load Live Load ...distance Summary Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • D © Center @ Left © Right 14. Window Header at Family Room 1,665.0 lbs Ibs 3.000 ft DL DL DL 5.500 in 9.500 in Sawn 1.000 Pin -Pin 32.500 pcf Ibs Ibs 0.000 ft Span= 6.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow 6.01 fb 657.17 psi fv Fb 871.73 psi Fv 4.53 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.036 in 3.000 ft 1,991.8 .L. Defl) ... 0.054 in 0.000 in 0.000 in 177.50 #/ft #/ft #/ft Depth = 9.5in, Ends are Pin -Pin 0.754 : 1 4.5 k -ft 6.0 k -ft at 3.000 ft at 0.000 ft 52.85 psi 170.00 psi Ibs Ibs 0.000 ft Total Load -0.051 in 3.000 ft 1,408.13 LL LL LL Title : Dsgnr: Description : Scope : General Timber Beam Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Reactions... Left DL Right DL Ibs Ibs 0.000 ft 262.50 #/ft #/ft #/ft Ibs Ibs 0.000 ft 2.8 k 8.9 k @ Left 2.19 k @ Right 2.19 k Camber: @ Left 0.000in @ Center 0.054in @ Right 0.000 in 1.40 k Max 2.19 k 1.40 k Max 2.19 k Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 2:40PM, 10 MAY 07 6.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft 2417- 2.ecw: Calculations Ibs Ibs 0.000 ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1 -Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description 15. Deck Joist [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined tr. Section Name 2x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Summary 1 1.500 in 7.250 in Sawn 1.000 Pin -Pin 32.500 pcf Title : Dsgnr: Description : Scope : General Timber Beam Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 10.00 ft ft ft 680.0 psi 145.0 psi 301.0 psi 1,170.0 ksi Center DL 16.00 #/ft LL 53.30 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Lu Lu Lu Job # Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft Repetitive Member Overstressed in Bending ! Span= 10.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 1 : 1 Maximum Moment 0.9 k -ft Maximum Shear * 1.5 0.5 k Allowable 0.9 k -ft Allowable 1.6 k Max. Positive Moment 0.90 k -ft at 5.000 ft Shear: © Left 0.36 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.36 k Max © Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support 0.00 k -ft © Center 0.112 in Max. M allow 0.86 Reactions... © Right 0.000 in fb 819.08 psi fv 43.55 psi Left DL 0.09 k Max 0.36 k Fb 782.00 psi Fv 145.00 psi Right DL 0.09 k Max 0.36 k 2417- 2.ecw:Calculations [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.075 in -0.290 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,610.7 414.26 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.112 in ...Length /Deft 0.0 0.0 Left 0.000 in © Right 0.000 in Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1083 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Full Length Uniform Loads L Section Name 3.125x9 Beam Width 3.125 in Beam Depth 9.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever S [Deflections Span= 13.50ft, Beam Width = 3.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow 7.01 fb 1,661.13 psi fv Fb 1,992.93 psi Fv Center Span... Deflection ...Location ...Length /Defl 16. Deck Beam i DL DL DL 1.000 Pin -Pin 32.500 pcf 5.84 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.148 in 6.750 ft 1,095.5 Camber ( using 1.5 • D.L. Deft) ... @ Center 0.222 in @ Left 0.000 in @ Right 0.000 in 50.00 #/ft #/ft #/ft 82.69 psi 195.00 psi LL LL LL Depth = 9.in, Ends are Pin -Pin 0.834 : 1 5.8 k -ft 7.0 k -ft at 6.750 ft at 13.500 ft Center Span 13.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Hem Fir, 20F - E7 Fb Base Allow 2,000.0 psi Fv Allow 195.0 psi Fc AIIow 500.0 psi E 1,500.0 ksi Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 200.00 #/ft #/ft #/ft Total Load Left Cantilever... -0.673 in Deflection 6.750 ft ... Length/Defl 240.81 Right Cantilever... Deflection ...Length/Defl 2.3 k 5.5 k @ Left 1.73 k © Right 1.73 k Camber. © Left 0.000 in © Center 0.222 in © Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.38 k 0.38 k Job # Date: 2:40PM, 10 MAY 07 1.33 ft 0.00 ft 0.00 ft Beam Design OK Max 1.73k Max 1.73 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 t TS L r • Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dee -2003 (e)1983 -2003 ENERCALC Engineering Software Multi -Span Timber Beam 2417- 2.ecw:Calculations III Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Truss Joist - MacMillan, MicroLam 1.9 E Spans Considered Continuous Over Support 1 [Timber Member Information SPAN 1 Description Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type [Loads ft in [Results in ft Live Load Used This Span ? Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft Mmax @ Cntr in -k 26.7 60.3 @ X = ft 3.47 6.40 Max @ Left End in -k 0.0 -68.9 Max @ Right End in -k -68.9 0.0 tb : Actual psi 837.9 837.9 Fb : Allowable psi 2,600.0 2,600.0 Bending OK Bending OK Shear @ Left k 1.29 2.93 Shear @ Right k 2.43 2.79 fv : Actual psi 74.4 93.4 Fv : Allowable psi 285.0 285.0 Shear OK Shear OK Reactions & Deflection DL@Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Query Values Location ft Moment in -k Shear k Deflection in 16A OVER 3 CAR GARAGE OPTION 10.00 10.00 MicroLam: MicroLam: 3.5x11.87 3.5x11.87 3.500 3.500 11.875 11.875 Pin - Pin Pin - Pin 0.00 0.00 Yes Yes 182.00 182.00 190.00 190.00 150.00 250.00 5.000 10.000 10.000 0.64 0.64 1.29 2.54 2.82 5.37 -0.026 3.80 0.00 0.0 1.3 0.0000 SPAN 2 Fb : Basic Allow Fv : Basic Allow 2.54 2.82 5.37 1.20 1.58 2.79 -0.074 5.73 0.00 -68.9 2.9 0.0000 W _ lS • -t- go 4 t2 .l ttL WLi r14 4 qD.i _ 190 X122 t st gV.z. tm Ls- . 2.5 . ?2/ - - -4-d . t XicFo tt P Title : Dsgnr: Description : Scope : 2,600.0 psi 285.0 psi r Job # Date: 11:26AM, 11 MAY 07 Elastic Modulus Load Duration Factor 15 l l t 1,900.0 ksi 1.000 La: %,< L vt 24 24 24X3002 i6 IW 6 I V POW BARRIER TTP. PROVIDE SCREENED 14 x 1' RO. VENTS (14 REQ.) CONC. PIER IS LB44 POST ANGOR LLV P.T. 4 X 4 POST (TTP) 4' CONC. SLAB 36' MN CONC. LOOM 6 W4' 1.0 BLOCK OUT FOR MECNIDORc 3CO' FOUNDATION / FRAM x PLAN th • r L r J SLAB ON /Sea 4• CONC. SLAB D ■ E' ■ IV' 36' MK CONC. LRCM CAC PIER Y CE44 POST ANCHOR UM P.T. 4 x 4 POST (Tr•) FOUNDATION / FRAMING P•4N 3RD CAR OPT. _ •SCR. IRE4 r Z• -6T FLOCK OUT • is r' - 3P I I . Q' 6X6 POST 66C666 I- CQ IneA$E I 30 6X6 POST COW?BASE SLAB ON CsR/4DE L J 3o I I D••3• 4' CONC. SLAB AI 4' COMP. FILL TTP. SLOPE 3A6' / PT MOM DOORS h 3YCE66 I � I r - J I _ COO. PTO : _J _J 22 7-0' i 34' -0' • r L r J SLAB ON /Sea 4• CONC. SLAB D ■ E' ■ IV' 36' MK CONC. LRCM CAC PIER Y CE44 POST ANCHOR UM P.T. 4 x 4 POST (Tr•) FOUNDATION / FRAMING P•4N 3RD CAR OPT. ■ ■■ ■■■ ■ .1■■ r■ , i gib ,t ?, q_l , a MN 1 ■ ■ � ■ / /' n F � 11 ■�■ 11 a Z I D ■■ 1 I I ! IiI I ' 11 ■ II■■ 1111 I ■■ 0=21 IA 11111111111,111111111111 - MIEN541 ,, al ■ , ., 11 I. 0 IEM _2. 711511111611 • I. ' ■ ■■ ill 1111 ■ ■ ■■■■■■■■■ n■ III ■■ ■ ■■ ■■ ■ ■■■n ■■ ■■ I ■■■ ■ 1111■■ ■■■■■■■■ ■ 1111 1111 ■■■■ 1■■ ■ ■■■■■■1 111 ■■ ■ ■■ ■■ 1111 ■ ■N■■■ ■ ■■N ■ D■■ ■■■■ 1111■■ ■ ■ I ■■■■■■ ■ ■■1 11111111 ■ ■■ ■■ ■■ ■ 11 ■ 111■■ ■ ■ ■ 1 ■ ■■■ 1 ■ -t ■ ■ Residentia Design, Inc. 102 South 26th St. • Tacorna,WA 98402 253.284.3170. 25 3.284.3183 lax ernail: cascad %nix.netcom.com upAtTE e 2©0 6 . vy / / / `2 - Job Number t . r� . H ) : Sheet Location LS Technical Representative By _ Date (J 7- 3 ' Job Name 1 of • Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1-Dec -2003 (e)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever S 1 [Deflections 17. Main Floor Joist (2x Option) DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 11.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 614.58 psi Fb 977.50 psi Center Span... Deflection ...Location ... Length/Defl Dead Load -0.049 in 5.500 ft 2,693.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.074 in @ Left 0.000 in @ Right 0.000 in 16.00 #/ft #/ft #/ft 0.629 1.10 k-ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.74 fv 37.21 psi Fv 150.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Depth = 9.25in, Ends are Pin -Pin 1 1.1 k -ft 1.7 k -ft at 5.500 ft at 0.000 ft Total Load -0.186 in 5.500 ft 711.51 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : [Full Length Uniform Loads (-A 11.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 53.30 #/ft #/ft #/ft Lu Lu Lu 0.5 k 2.1 k @ Left 0.40 k @ Right 0.40 k Camber: @ Left 0.000 in @ Center 0.074 in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.11 k 0.11 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 2:40PM, 10 MAY 07 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Max 0.40 k Max 0.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Tiw leht 17. Main Floor Joist TJ- Beam(TM) 6.10 Serial Number. 700301379 9 1/2" TJI 0 110 @ 16" o/c Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • User: 2 6/24/2004 5:10:11 PM CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Glulam or solid sawn lumber beam 2 Glulam or solid sawn lumber beam -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Maximum Shear (lbs) 377 Vertical Reaction (lbs) 377 Moment (Ft -Lbs) 1025 Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: 2417/2* Input Bearing Width Length 1.75" 1.75" 1.75" 1.75" Design -371 377 1025 0.110 0.142 53 Control 1220 885 2380 0.272 0.544 35 11' Vertical Reactions (Ibs) Detail Live /Dead/Uplift/Total 293/88/0/381 293 /88/0/381 Control Passed (30 %) Passed (43%) Passed (43%) Passed (1)999 +) Passed (L/917) Passed V Product Diagram is Conceptual. Other Al: Blocking 1 Ply 9 1/2" TJI® 110 Al: Blocking 1 Ply 9 1/2" TJI® 110 Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Mark Myers, P.E. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Phone : 253-284-3170 Fax : 253-284-3183 mmyersecascaderd.com Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJIS and TJ -Beam are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro"' are trademarks of True Joist. \ \Server 1 \E \TDM \CASCADE \Company Files \2003 IBC Calcs \Sterling Master Homea \241 - 2 \6. Upper Floor Joist at Master Bath.sms /n Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:CaIcuIetions r Description [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections 18. Main Floor Beam I DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 7.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 853.09 psi fv Fb 898.52 psi Fv 0.00 k -ft 0.00 k -ft 3.74 Center Span... pead Load Deflection -0.020 in ...Location 3.500 ft ...Length /Deft 4,122.6 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.031 in @ Left 0.000 in @ Right 0.000 in 132.00 #/ft #/ft #/ft Depth = 9.25in, Ends are Pin -Pin 0.949: 1 3.5 k -ft Maximum Shear * 1.5 3.7 k -ft Allowable 3.55 k -ft at 3.500 ft Shear: 0.00 k -ft at 7.000 ft 73.65 psi 180.00 psi Center Span 7.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.085 in 3.500 ft 991.38 LL LL LL Reactions... Left DL Right DL Title : Dsgnr. Description : Scope : 440.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 6/ Job # Date: 2:40PM, 10 MAY 07 1.33 ft 0.00 ft 0.00 ft Beam Design OK 2.4 k 5.8 k @ Left 2.03 k @ Right 2.03 k Camber. @ Left 0.000 in @ Center 0.031 in @ Right 0.000 in 0.49 k Max 2.03 k 0.49 k Max 2.03 k Dead Load 0.000 in 0.0 0.000 in 0.0 otal Load 0.000 in 0.0 0.000 in 0.0 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec -2003 (e)1983 -2003 ENERCALC Engineering Software General Timber Beam 2417- 2.ecw:Calculations Description LGeneral Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density LFull Length Uniform Loads L Center Left Cantilever Right Cantilever Summary [Deflections I Span= 5.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 860.57 psi Fb 898.52 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right 19. Main Floor Beam DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf 286.00 #/ft #/ft #/ft = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.958 : 1 3.6 k -ft 3.7 k -ft 3.58 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 3.74 fv Fv Dead Load -0.016 in 2.750 ft 4,036.7 L.Defl) 0.025 in 0.000 in 0.000 in 86.84 psi 180.00 psi Total Load -0.053 in 2.750 ft 1,250.79 2.750 ft 0.000 ft LL LL LL Scope : Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Reactions... Left DL Right DL Title : Dsgnr: Description : 5.50 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 653.30 #/ft #/ft #/ft 2.8 k 5.8 k @ Left 2.60 k @ Right 2.60 k Camber. @ Left 0.000 in @ Center 0.025 in @ Right 0.000in Maximum Shear *1.5 Allowable Shear: 0.81 k 0.81 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Job # Date: 2:40PM, 10 MAY 07 1.33 ft 0.00 ft 0.00 ft Beam Design OK Max 2.60 k Max 2.60 k Dead Load 10.11 _11 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 • Residential Engineering Group PROJECT: PLAN 241712A Maximum Load For 6x6 DF #1 Wood Post F := 1000•psi CD := 1 CFb = 1 CM := 1 C 1 CL := 1 CF := 1 E':= 1600000•psi 6x6 Wood Post Properties F " := F F " 1000 psi Axial Load Capacity Slenderness Ratio (SL) SL := C := 0.8 KCE := 0.3 KCE•E' FCE SL C 1 + FCE F" c 2•C F' := Cp F "c FCE = 992 psi i[ 2 1 + FCE F" c 2•C Maximum Load For 6x6 HF #2 Treated Post psf := 44 plf := psf- ft lb := plf -ft H := 10.083•ft F := 460•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1 E':= 1045000•psi 6x6 Treated Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) F " := F F " = 460 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 K := 0.3 2 h A := t• h A = 30.3 in Psi KCE•E' FCE := FCE = 6 48 P I := t h 3 I = 76.3 in SL2 12 S := I - S = 27.7 in h C = 1+ 2 FCE F CE FCE 1+ F F F'c F' := C " F' = 365 psi F' = 688 psi Amax F'c* A FCE F" c C 2•C 2•C C Kf Kf Pmax F'e A psf := 44 plf := psf -ft lb := plf -ft H:= 10.083•ft Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5-in t := 5.5-in A := t•h 3 I:= th I= 76.3in 12 : = L S = 27.7 in h C=0.69 Amax = 20816 Ib (Maximum post Capacity) h := 5.5-in t : 5.5•in C=0.79 A = 30.3 in Pmax = 11054 lb (Maximum post Capacity) 5/10/2007 Residential Engineering Group, LLC Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN 2417- 2A.mcd El Residential Engineering Group PROJECT: PLAN 2417/2A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 -284 -3183 Designer: TRUC NGUYEN Maximum Load For 3 - 2x6 HF #2 Built up Wood Post psf := psi plf := psf.ft lb := plf •ft H := 10.083•ft 144 F := 1300.psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CF := 1.1 E':= 1300000•psi 3 - 2x6 Built Up Post Properties F "c Fc Kf := 1.0 (Kf = 0.6 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) Slenderness Ratio (SL) h := (5.5) in SL := h C := 0.8 KCE = 0.3 KCE• E' FCE SL C _ 2 1 + FCE 1 + FCE FCE F " F" F " 2.0 2 C C F' := C " F' = 682 psi Maximum Load For 2 - 2x6 HF #2 Built up Wood Post psf := psi plf := psf•ft lb := plf -ft H := 10.083•ft 144 F := 1300•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CF := 1.1 E' := 1300000•psi 2 - 2x6 Built Up Post Properties F "c = Fc-CD•CFc F "c = 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL := h — KCE'E FCE C SL F " = 1430 psi F = 806 psi C := 0.8 KCE := 0.3 F = 806 psi 2 1 + FCE 1 + FCE FCE F " F " F " 2•C 2.0 C F' := Cp•F " c F' = 682 psi Kf Pmax = F'c.A Kf Pmax F' A t:= 3•(1.5)•in A := t•h A = 24.8 in 3 I:= th I= 62.4in4 12 S := I - S = 22.7 in h Cp = 0.48 Pmax = 16871 1b (Maximum post Capacity) Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5-in t := (2).1.5.in A := t•h A = 16.5 in 3 I = t.h I= 41.6in4 12 S:= 1 -2 S= 15.1in h C = 0.48 Pmax = 11247 lb (Maximum post Capacity) 5/10/2007 Residential Engineering Group, LLC 2417- 2A.mcd Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN Maximum Load For 3 -2x4 HF #2 Built up Wood Post F := 1300•psi CD := 1 CFb := 1 CM := 1 C := 1 CL 1 CF := 1.1 E':= 1300000•psi F " := F F " = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := h KCE'E' FCE :– C p • SL C := 0.8 KCE := 0.3 FCE = 326 psi �2 1 + FCE 1 + FCE F CE F" ][ F" F" c c 2•C 2•C j C F' := C " F' = 309 psi F := 1300•psi CD := 1 E':= 1300000•psi F"c Fc F" = 1430 psi Kf Pmax F' A t:= 3.1.5in CFb := 1 CM := 1 C := 1 CL := 1 psf := psi plf := psf .ft Ib := plf • ft H := 10.083• ft 144 3 -2x4 Built Up Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5•in A := t•h A = 15.8 in 3 I.= th I= 16.1in 12 S := I S = 9.2 in C=0.22 Maximum Load For 2 -2x4 HF #2 Built up Wood Post psf :_ Pmax = 4871 Ib (Maximum post Capacity) 2 -2x4 Built Up Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) Slenderness Ratio (SL) h := 3.5•in psi plf := psf•ft lb := plf-ft H := 10.083•ft 144 CF := 1.1 t :_ (2)• 1.5•in SL := H C = 0.8 KCE := 0.3 A:= t•h A= 10.5in KCE'E' 3 FCE := FCE = 326 psi I .= t•h I = 10.7 in SL 2 12 F F 2 F CE S := I S = 6.1 in 1 + CE 1 + CE — F " F " F " C := Kf Cp = 0.22 2•C 2•C C F' := C " F' = 309 psi Pmax := Fic A Pmax = 3247 lb (Maximum post Capacity) 5/10/2007 Residential Engineering Group, LLC 2417- 2A.mcd 5/10/2007 Residential Engineering Group PROJECT: PLAN 241712A Residential Engineering Group, LLC 2417- 2A.mcd Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: TRUC NGUYEN Maximum Load For 4x4 HF #2 Treated Foundation Post F := 1040•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1 E':= 1235000•psi F "c Fc-CD•CFc F " = 1040 psi Axial Load Capacity Slenderness Ratio (SL) H SL := h — FCE :_ Cp Cp := KCE• E' SL 2•C C := 0.8 KCE := 0.3 FCE 1+ — F" c 2•C FCE = 436 psi 2 1 + FCE 1 + FCE FCE F F F 2•C C F' := C F " F' = 390 psi Maximum Load For 4x4 HF #2 Treated Deck Post F := 1040•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1 E':= 1235000•psi 4x4 Treated Wood Post Properties F " := FC CD•CF F " = 1040 psi Kf = 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 KCE := 0.3 E' FCE :_ KCE FCE = 310 psi SL FCE 2 FCE 1+ — — F " F" c c 2•C C F' := C " F' = 288 psi Kf 4x4 Treated Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5•in t := 3.5•in A:= t•h t•h I :_ 12 h C = 0.37 psf := 44 plf := psf•ft lb := plf •ft H := 8.5•ft A = 12.3 in I = 12.5 in S:= I -2 S= 7.1in Pmax := F'c A Pmax = 4772 Ib (Maximum post Capacity) • Kf h := 3.5•in t := 3.5•in psf := 44 plf := psf • ft lb := plf • ft H := 10.083-ft A:= t•h A= 12.3in 3 I := t I= 12.5iri 12 S:= 1— S= 7.lin h C = 0.28 Pmax F'c A Pmax = 3528 Ib (Maximum post Capacity) 66 f Reference Number(s) of Related Document(s): D07 -332 Grantor: QUTAMBAO DERRAMAS, an Individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature Along 44` PL South and adjacent to 12054 — 44` PL South Work within the City Right -of -Way, driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this ,97 day of JN V'I(3 — , 2007. STATE OF WASHINGTON) )ss. County of King ) Pro ' erty Owner / Authorized Signature I certify that I know or have satisfactory evidence that i e n Yen (do De r ✓a Inct S is the person who appeared before me, and said individual acknowledged that he signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in this instrument. Dated A2/77 w 7 vi 11 110,316 4 tar r L-t/er - Notary inand for the State of Washington residing at c.r.5; tet My appointment expires GS 9 - 0 DATED this 2 day of >zie , 2007 GRANTEE: CITY of TUKWILA By: q ■ Print Name: James Morrow Its: STATE OF WASHINGTON) )SS. COUNTY OF KING ) Ate A. low,114 11* i .,. to 0. J ► l 4 A v F3 ` .�r 4 A Public Works Director On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: r, 4. 4----(Lie rte NOTARY PUBLIC, in and for the State of Washington, residing at MA I My commission expires: 05 O B4. Map/Panel Number 3 D ` 7 3 CO 9 � B5. Suffix B6. FIRM Index Date i j (�4 q S B7. FIRM Panel EffectivelRevised Date Flay I L" 19 `1 B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone AO, use base flood depth) U.S. DEPARTMENT OF HOMELAND SECURITY E LEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1 -8. Al. Buildin Owner's Na e b) c) d) e) f) 9 ) A2. Building Street Address (including Apt. Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. l a. o5h - 444 -L. k , S . C��'�ttyy State ZIP Code K.>�tI tc jQ• c 8t , A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. C. 7 t-1 i I bNA a •h5 A4. Building Use (e.g ( Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: _ . - . 4 SC,. Li ni - I .I . .) I49( A6. Attach at least 2 photographs of the building if the Ceffificate is being used to A7. Building Diagram Number A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) b) rm flood wl en cl of osure walls anent within openings 1.0 foot above in the cra adjacent space grade 10 c) Total net area of flood openings in A8.b /22a sq in B1. NFIP Community Name & Community Number B2. County Name • l! ti B3. State A. B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood'depth ei tered in Item B9. ❑ FIS Profile ❑ FIRM Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ❑No Designation Date A ❑ CBRS ❑ OPA C1. Building elevations are based on: KConstruction Drawings' ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. $ M _ 5 �� eC MQ 1 a� t 4 �-8 -3 Benchmark Utilized Vertical Datum tNk\1'D 8€3 1 VL Conversion /Comments t H.,c_c - t- �le..►a� -;o►1 = 9 r oa rJA� se. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ t S . ot 13 9 Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) 1 - 'u r� Number Company Name NeoA City State ZIP Code This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. /certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. . T ► 5 Address ffC11/14 04 04 , S000 SECTION A - PROPERTY INFORMATION s ft Horizontal Datum: obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Check the measurement used. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION OMB No. 1660 -0008 Expires February 28. 2009 For Insurance Company Use: Policy Number Company NAIC Number Jo.to Pa t 3341.4co675 ❑ NAD 1927 ❑ NAD 1983 A9. For a building with an attached garage, provide: a) Square footage of attached garage 4gr sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b N P- sq in [a'feet ❑ meters (Puerto Rico only) [*'feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) B feet ❑ meters (Puerto Rico only) El -feet ❑ meters (Puerto Rico only) (2} •feet ❑ meters (Puerto Rico only) [z}feet ❑ meters (Puerto Rico only) o- crap,' ectce. IeJ. ar IMPORTANT: In these spaces, copy the corresponding information from Section A. ► Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. For Insurance Company Use: Policy Number Company NAIC Number City State ZIP Code Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments ❑ Check here if attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number 1D07 332. G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: -❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments cC6 /e c....., 421 . a1 Cake" ,. n, onn= SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION City Date Date Telephone SECTION G - COMMUNITY INFORMATION (OPTIONAL) Title Telephone Date State ZIP Code ❑ Check here if attachments ❑ Check here if attachments 04 -04 -2008 BEN DERRAMAS 24242 26 AV S DES MOINES WA 98198 RE: Permit Application No. D07 -332 12054 44 PL S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 09/04/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/31/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/31/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will 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, xc: 4 /449 r Marshall Technician Permit File No. D07 -332 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 i( City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 27, 2008 Ben Derramas 24242 26 Av S Des Moines WA 98198 City of Tukwila Department of Community Development Jack Pace, Director RE: Request for Permit Application Extension Development Permit Application No. D07 -332 Mechanical Permit Application No. M07 -190 Plumbing/Gas Piping Application No. PG07 -232 Derramas Residence —12054 44 P1 S Dear Mr. Derramas: This letter is in response to your written request for an extension to Permit Application Nos. D07 -332, M07 -190, and PG07 -232. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit applications for an additional 90 days from the original application expiration date (through May 31, 2008) as requested. If you should have any questions, please contact our office at (206) 431 -3670. ifer Marshall Permit Technician File: Permit No. D07 -332, M07 -190, & PG07 -232 P:\Pemut Center\Extension Letters\Pemtit Applications\2007\D07 -332+ Application Extension.doc lam Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 February 8, 2008 City of Tukwila Public Works Department Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Re: Building Permit No. D07 -332 M07 -190 PG07 -232 Dear Sir/Madam: I would like to request extension of my building permit application. The reason for this request is due to delayed financing approval from my lender. Sincerely, 7 't,- / A44.01..,/ 9/f/ee Ben Derramas Contact Person (206) 660 -5288 otept4DL-? C cr te-4,€44te . a0/4/0s 60 r �r n 04 1g EFa-1 02 -12 -2008 BEN DERRAMAS 24242 26 AV S DES MOINES WA 98198 RE: Permit Application No. D07 -332 12054 44 PL S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 09/04/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 03/02/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 03/02/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will 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, Ter Marshall 't Technician xc: Permit File No. D07 -332 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 December 3, 2007 Ben Derramas 24242 26 Ave S Des Moines WA 98198 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -332 Derramas Residence —12054 44 P1 S Dear Mr. Derramas, Sincerely ,, Bill Rambo Permit Technician encl File No. D07 -332 City of Tukwila P:\Permit Center \Correction Letters\2o07\DO7 -332 Correction Ltr #1.DOC wer Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire and Public Works Departments have no comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 APPLICANT: Ben Derramas RE: D07 -332 ADDRESS: 12054 44 P1 S PLANNING DIVISION COMMENTS DATE: October 26, 2007 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. Please amend your building plans to reflect required setbacks. The submitted plans show roofs and gutters encroaching on the required setbacks along both side yards. TMC 18.06.740 Setbacks "Setbacks" means the distances that buildings or uses must be removed from their lot lines except that roof eaves may intrude a maximum of 18 inches into this area. 2. Please correct your lot size and lot coverage calculations to reflect actual parcel size. September 7, 2007 Ben Derramas 24242 26 Av S Des Moines WA 98198 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -332 Derramas Residence —12054 44 P1 S Dear Mr. Derramas: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on September 4, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Planning Department: Alan Metzler at 206 575 -4407 if you have any questions concerning the following comment. 1. Provide location of fire hydrant. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerel Department of Community Development Steve Lancaster, Director City of Tukwila A k t 4 al k arshall hnician Enclosures File: D07 - 332 P:\Permit CenterUncomplete Letters\2007\D07 -332 Incomplete Ltr #I.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: August 6, 2007 Project Name: Derramas Residence Permit #: D07 -332 Plan Review: Men Johannessen, Plans Examiner V Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL. NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details 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. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. In addition to item 1), crawl space drainage in the general vicinity and the subject building site, footing drains shall be run to a separate designed drainage field or dispersion pit. Top of the dispersion pit shall be at an elevation that is below the grade level of the crawl space and shall allow any water overflow to travel away from the building. A geotech analysis report may be required to show the ground soil conditions shall be sufficient to handle footing drains and assure seasonal high water table shall not impact the footing drain field and to assure that water shall not back up into the crawl space. Otherwise it is recommended for the residence to be slab on grade construction with no crawl space. However another altemative is to show the crawl space finish grade even with the exterior finish grade with a foundation extending below finish grade. In either case top of foundation or finish grade at the building perimeter shall be elevated to ensure proper drainage away from building to a storm water drainage system or culvert. 3. Provide site elevations to identify finish grade and finish floor elevation relative to street elevation to show finish grade shall slope away from the building. Should there be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. DE ARTMENTS: Buildg I I ion `f P blic Works Structural F1 (0 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -332 DATE: 06 -04 -08 PROJECT NAME: DERRAMAS RESIDENCE SITE ADDRESS: 12054 44 PL S Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # X Revision # 1 After Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 Structural Review Required �P Fire reve tion 6 /K— Planning ivision ❑ Permit Coordinator DUE DATE: 06 -05 -08 Not Applicable ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 07 -03 -08 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: ACTIVITY NUMBER: D07 - 332 DATE: 12 -12 -07 PROJECT NAME: DERRAMAS RESIDENCE SITE ADDRESS: 12054 44 PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEPARTMENTS: Building Division Public Works Complete TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required v�o - Planning Divisio t Permit Coordinator DUE DATE: 12 -18 -07 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01 -15 -08 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: ACTIVITY NUMBER: D07 -332 DATE: 09 -25 -07 PROJECT NAME: DERRAMAS RESIDENCE SITE ADDRESS: 12054 44 PL S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: But ing Division P 41(�'��orks AAW,. �,r� Structural ��vvl "" k.40 " 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09 -27 -07 Complete Comments: Please Route Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS R(7UTING: APPROVALS OR CORRECTIONS: Ato II) 'a1 Fire Prevention Incomplete ❑ Structural Review Required in& ‘ t0 ( Planning Planning Division Permit Coordinator Not Applicable ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 10 -25 -07 El Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 0----b CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Pin PW ❑ Staff Initials: `^'t PLA RE VIEW /ROU TING SLIP ACTIVITY NUMBER: D07 -332 DATE: 09 -04 -07 PROJECT NAME: DERRAMAS RESIDENCE SITE ADDRESS: 12054 44 PL S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bui d g i is Iv f ivislon Public Works X DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 Ai Fire reven I Structural ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: n # 1614 -11- Departments determined incomplete: Bldg Fire Ping ❑ PW ❑ Staff Initials: Planning Division Permit Coordinator DUE DATE: 09 -06 -07 Not Applicable LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 10 -04 -07 vie 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: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF Summary of Revision: o p , $ 4 D ,, p koU ire es ( -}-- Received by: Received by: 19/ i j .P�Ye REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: v eel wvi e, SITE ADDRESS: ()..()S -I 44 p REVISION LOG PERMIT NO: W 7 33 Z ORIGINAL ISSUE DATE: , �'. ( -of3 (please print) (please print) (please print) (please print) (please print) 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 Steven M Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:// 1' T ? g Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # `lir Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: egg fl 01 ac l PCs Project Address: / - O-C - 7 - 5 / /" G S Contact Person:A/ ti Pere)._ Phone Number: ( ) - 7 �2`-�- Summary of Revision: R 'iiv6 On 667 appli ations\fon ss- applications on linehevision submittal Created: 8 -13 -2004 R �vic�A• AO? - 33 Z. REcEPIED JUN .0 4 20x6 Sheet Number(s): "Cloud" or highlight all areas of revision including 9 ' rev I , Received at the City of Tukwila Permit Center by: • Entered in Permits Plus on �`� 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: /07--//2- /0 7 Plan Check/Permit Number: D07-332 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Derramas Residence Project Address: 12054 44 P1 S Contact Person: Ben Derramas Phone Number: a0 — 660 Summary of Revision: C© / 0 V eel 2 /Zee-7i an 6A) bor C/ Mee_ al/ /1-iC ULJIN6 6£l 7 Sheet Number(s): L k )d S 7S • "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 0- -U-- -o 7 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED OTY OF TUKWILA IDEC 12 2007 PERMIT CENTEP 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. DateStV 4=9 7 Plan Check/Permit Number: D07 -332 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Derramas Residence Project Address: 12054 44 P1 S Contact Person: ?J Dr:30-.P VV) Pg Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: ..D.fC 660 Sig Summary of Revision: Ke 41 /DI41NT c,o t cI o SP0 7 l/.41 14 4C 3 f07 f■1 <v Da rat a ;fibuENE err? OF TUKWILA SEP 25,20R11 I HMt t c,EN1 ER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision RAJ Received at the City of Tukwila Permit Center by: Entered in Permits Plus on -)-c'U 7 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: CITY OF TUK14..,J4 Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://wwwci.tukwila.wa.us TRAFFIC CONCURRENCY CERTIFICATE APPLICATION Applications and plans must be complete in ordei to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print ** SITE LOCATION King Co. Assessor's Tax No.: Site Address: 12054 P` - 4, , Tuk ndA Suite Number: Tenant Name: Property Owners Name: $ 1 es4rd 5 - A iA D a t i Z A M 1 ; S / REN OrTt 444 Letl i 64 U 1 Ale MO Mailing Address: 2+242_ ae , 44 Atom, Se. Di y r1' 1 01 N S WA- Ca State Zip Type of Existing Use: Size of Existing Use: Is existing building vacant? ye For how long? CONTACT PERSON -Who do we contact when your concurrency certificate is ready to be issued Name: b.r4J J P JZA M(AS / Mailing Address: 2 7-64 1 &1(V '• !0 E -Mail Address: tj L a . . cam Scope of Work (please provide detailed information): R 1 /At- &A i Lt i s C. Co NSTr -tAe - n Type of work: 0' New Type of Proposed Use: PROPERTY OWNER OR AUTHORIZED AGENT: Signature: � 'S Print Name: 1 N D M , Mailing Add ss: 2.422 ❑ Addition ❑ Change of use PERMIT APPLICATION NOTES - Expiration — The concurrency test notice shall expire 90 days after issuance unless the applicant submits a SEPA or other documentation pursuant to TMC 21.04. If the submittal is made within 90 days, the test notice shall be valid for one calendar year from the date of issuance of the notice. Once the associated development permit or building permit is approved, the final concurrency certificate shall be valid for 2 years or as long as the developer possesses a valid building permit for the development. Extensions may be granted in accordance with TMC 9.50. Transferability — A certificate of concurrency is not transferable to other land, but may be transferred to new owners'of the original land. A certificate of concurrency shall apply only to the specific land use, density, and intensity described in the application for a development permit or building permit. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND j4M AUTHORIZED TO APPLY FOR THIS PERMIT. Do7 332 Permit No. 6- 3 3 Project No. (For office use only) Day Telephone: DESMON ES City Fax Number: ❑ Remodel Size of Proposed Use: Date: State 981q ZiP ❑ Tenant Improvement ,, &jive) QU/ An'lp a Telephone: -- 660 k . SD DEr IN v I Date Application Accepted: G r Date Application Expires: - Staff Initials: :ff tie SEP - 4 2007 Residential Sewer Use ,,,.lificationD 33X Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type 12054 441 11. S Property Street Address Tlnk.bui M- wfic. qA i7g City State ZIP Owner's Nam .2.4142 ll*- I kV . Owner's Mailing Address MoiNe3 INS- q$IgS City - 660 ' S2$ Owner's Phone Number (with Area Code) State ZIP Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): bet-) J j424�-M Name Street Address DC tviointK City +)41- 9$te18 State ZIP Residential Customer Equivalent (RCE) only) 1.0 Please check appropriate box: I"Single- family (free standing, detached Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) • 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 — If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes x 0.64 = 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate 1-A Sewer District Date of Sewer Connection Side Sewer Permit Number .33 — 0 - Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes Ja No Was building on Sanitary Sewer? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No ❑ No King County Department of Natural Resources and Parks Wastewater Treatment Division SEP - 4 2001 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of rected data for determination of a revised capacity charge. Signature of Owner /Representative t 4 t Date 1/5 k7 Print Name of Owner /Representative Fn1 b EAR- ✓! 1057 (Rev. 10/04) White - King County Yellow — Local Sewer Agency Pink — Sewer Customer •41D30 ■202. License Information License GEMSDDI941D7 Licensee Name GEMS DEVELOPMENT INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602276149 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 11320 SE 237TH PL Address 2 City KENT County KING State WA Zip 98031 Phone 2064277824 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 3/27/2006 Expiration Date 3/27/2010 Suspend Date Separation Date Parent Company Previous License Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 741039C 03/21/2006 Until Cancelled $12,000.00 03/27/2006 Business Owner Information Name Role Effective Date Expiration Date PEREZ, ALVIN PRESIDENT 03/27/2006 PEREZ, GEMMA TREASURER 03/27/2006 Look Up a Contractor, Electric: ^n or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= GEMSDDI941D7 05/01/2008 landscape schedule Sym. Mark Name -Latin Common Evergreen/ Deciduous Size at planting Mature height Mature canopy SIZE Qty ,:, 1 Laburnum (Golden Chain Tree) D 60" 40' 20' 2" CAL. 6 cn 4" o FERT PLASTIC FTG. DRAI W/ 2% SLOPE SET N WASHED GRAVEL WITH FILTER DS LINE OF FACIA LINE OF GUTTER N49°41'1 9"E 7, 25' RO.W. southwest end chain link fence is 4.1' northwesterly 25' RIGHT OF WAY WATER METER TO REMAIN N 0 44‘91 t4' .. ®• 5860" 1 I -6 11 Lot 28 64' Lot 30 site plan 1" = 10' -0" 10' 0' 5' 10' + 94 project data property address 12054 44TH PL S TUKWILA, WA 98118 tax account #: 3341400875 legal description LOT 29, BLOCK 4, CD. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 64, IN KING COUNTY, WASHINGTON; EXCEPT NORTHERN PACIFIC RAILWAY COMPANY RIGHT -OF -WAY AS CONDEMNED UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 42151. ELEVATIONS SHOWN ARE ASSUMED DATUM. OCCUPANCY CONSTRUCTION TYPE ZONE LOT SIZE = 23.44.010 LOT COVERAGE HOUSE DECKS / PORCHES STAIRS > 1s" ASV. GRADE TOTAL LOT COVERAGE CALC.: 35% OR < 1150 S.F. LOT COVERAGE 1,16981 5-F- 11.09 % LOT COVERAGE 10 ,353.00 SF. - r4 Lot 29 R -3 VB 1,5235 SF. 242.19 SF. 4.12 G.P. 1,169215F. 23.44.012 >30' WIDTH 30' BASE / 35' PEAK (w/ 3:12) 23.44.014 YARDS FRONT: 20' (OR AVG. OF ADJ. STRICT.) - 58' -6" FRONT YARD PROVIDED REAR: 25' OR 20% OF LOT DEPTH (10' MIN.) — 134.10' REAR YARD PROVIDED 134' -10" X 4,, ., ..o••••I• . ..._..� . .... . _...._11.1 ••.. .. 84 et.? v 7 134' -10" 23.44.008 TREE PLANTING / PRESERVATION CALC: 10 ,35333 S.F.+ 1000 = 10.353 x 2 21 CALIPER INCHES REQUIRED EXT'G (1) 16" CHERRY TO REMAIN. PLANT (6) 2" LABURNUM TOTAL PROVIDED = 28 CALIPER INCHES NOTES: REMOVE EXISTING STRUCTURES, FENCES, PLANTS, 4 TREES THAT OBSRUCT NEW CONSTRUCTION. 5EE SURVEY FOR EXISTING BUILDING AND SITE INFO. CONSTRUCTION BEYOND PROPERTY LINE SHALL BE CONSTRUCTED IN COMPLIANCE w/ S.RC. 83115 ANY CONSTRUCTION IN RO.W. TO BE UNDER SEPERATE SDOT PERMIT. .. .•5 •.- •• wwl•. •. FC ' c Permit N b1 Pl rr approval is StibISCt to errors and OrniSSIOnS. / ` C construction documents dos not authorize the violation of any adopted code or ordinance. Re,celpt e approved Field ! =y and con =. t om.. • Ls acl o ed: By Date: x2 0 1 8 City of Tu U BUILDING Di' 4S1ON 427r21os w in• 0 c1) N u)• REVISIONS N'7.1 changes shall be marl: to tho scop of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal ' and may include additional plan review fees. r ?eh- x,99 .. mil �l:l:i:� Live 1'ecn ov the PtiOlic s. 1 ?ei rit:Ilent for 't1nrn / once ii h current , i:,lr(Hrds. Accept is stihjeci to errors and t t ,t;fllti ',i'ti1L'il do not authorize violatioIIs of I l'rt'd standards or ordinances. The responsibility tor the adequacy of the design rests totally with the istiler. Additions, deletions or revisions to these dr :( \t,'ings after this date will void this acceptance IT)(i will require a resubmittal of revised drawings 10r subsequent approval. Final acceptance is subject to field inspection by he Public Forks utilities inspector. Date: B EVIS1 tX r733z REVIEWED F CODE COMPLIANCE APPROVED JUN 1 6 008 BUILDIN`: northeasterly end chain Zink fence is 3.1' southeasterly )c./99 11 " _KY) 0 Z N RECEIVED JUN 0 6 2008 TUKWILA • PUBLIC WORKS RECEIVED JUN 0 4 2008 ?EMT CENTER 1 Date: 08/06/2007 Revision: 09/24/2007 / \ 12109 @007 05/19/2008 A N N 0 CO DRAWN BY: D.L.S. DATE: 08/06/2007 SCALE: AS NOTED JOB NO: OF SHEETS Date: 08/06/2007 Revision: 09/24/2007 Q 12/09/2007 L a ure cano SIZE Qty. Labur num (Golden Chain Tres) Lj D b0" 40' 20' DRAWN BY: D.L.S. DATE: 08/06/2007 SCALE: AS NOTED JOB NO: SHEET Al OF SHEETS landscape schedule ame- atin IEvergreerif 1 S m. Common Deciduous Size at planting 'Mature height a ure cano SIZE Qty. Labur num (Golden Chain Tres) Lj D b0" 40' 20' 2° CAL. b 1 4 Found brass pin in concrete in case - 4/18/05 LEGEND Concrete Monument in Case Monument Bronze plug Found 1/2" alum. disk w /pm in concrete in case - 4/18/05 N8917'24 "W (Plat) 1022.93' meas. 1022.95' (Plat) Tack in Lead or Nail & Disk 0 set rebar w /cap #23604 ® Found pipe or rebar MGR Note: RECORDER'S CERTIFICATE FILED FOR RECORD THIS _ DAY OF , 20 AT .__ .M. IN AT THE REQUEST OF r��c SUPT. OF RECORDS / So. 22nd Street S89 °17'24 "E (ROS 59/252) 55.45' (ROS 59/252) LO 0 Tr) N 0 0 0 / , So. 24-th Street Field data for this survey was obtained by direct field measurements. Angular and linear relationships were measured with a six second theodolite and electronic measuring device, supplemented by a steel tape. This survey meets or exceeds the standards contained in WAC 332 --- 130 - --090. REFERENCES: Plat of C.D. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, Vol. 12/64 ROS 59/252; ROS 190/124; ROS 129/56; ROS 159/101; ROS 37/54; ROS 160/263; ROS 102/238; ROS 77/164; ROS 159/144 PROFESSI / / / southwest end chain link fence is 4.3' northwesterly / 25 LAND SURVEYOR'S CERTIFICATE Northwest end 24" cp AND SURVEYOR L.S. NO. DATE , r / \ THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE PITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT ' � � � �F Het, : env )1as 26 / / LEGAL DESCRIPTION / / / , / / 27 / Z / ELEVATIONS SHOWN ARE ASSUMED DATUM / / / DATE / sewer stub? LOT 29, BLOCK 4, C.Q. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 64, IN KING COUNTY, WASHINGTON; EXCEPT NORTHERN PACIFIC RAILWAY COMPANY RIGHT-OF-WAY AS CONDEMNED UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 42151. SE Sec. 12/4/06 / oc` G PROJECT NO. 06272 / DATE FIELD 12/3/06 / Sc1HROETER / 30 ,/ / 31 / / 30 / JOB NO. 502/7 DWN BY taw / SCALE 1a = 30' 1 / 32 / / 0 T. 23 N., R E., W.M. / / / 15 / CHKD. BY / / / 30 / / SHEET 1 OF 1 / SEC. SE 10-23-4 / / / 33 LAID SURVEYING / PROFESSIONAL LAND SURVEYORS r,D, Box 813, Seahurst, Washington 98062 (206) 242 -6621 FAX (206)243-9679 / ( IN FEET ) 1 inch = 30 ft. o. O / / 60 / / GRAPHIC SCALE / / / / / / U� r O�- s, / , / / / / / / / SURVEY FOR: / r 120 / / Ben Derrarmas 24242 26th Ave. So. Des Moines, Wa / bo73 z / , / RECEIVED SEP - 4 2007 PERMIT CENTER / Found brass pin in concrete in case — 4/18/05 r . o �. • cN LO N co 0 OC ''''S_, + . z .E 'ATIONS SHOWN ARE ASSUMED DATUM Found 1 /2" alum. disk w /pm in concrete in case — 4/18/05 N89 °17'24 "W (Plat) 1022,93' meas. 1 022.95' (Plat) LdAL DESCRIPTION 29, BLOCK 4, C.D. HILLMAN'S MEADOW GARDENS A ITION TO THE CITY OF SEATTLE, DIVISION NO. 1, A CARDING TO THE PLAT THEREOF RECORDED IN VOLUME 1 r PLATS, PAGE 64, IN KING COUNTY, WASHINGTON; PT NORTHERN PACIFIC RAILWAY COMPANY R 0.1t — — WAY AS CONDEMNED UNDER KING COUNTY IlnIOR COURT CAUSE NO. 42151. \ / S89°1 7 (ROS 59/252) 55.45' (ROS 59/252) r / ,c) " 1 So. 722n o' Street So. 72� th Street , southwest end chain link fence is 4.3' northwesterly GRAPHIC SCALE / / ( IN FEET ) 1 inch = 30 ft. f r / , Z / , r r / 25 r r r r / r SA r / / O ° \ ' r y T S9 V 0 \ 7 -5 r O % \ S9 J / / 27 r --- : 5 • \ ' J ' \ S ,,/ ' \ / \ (;)- 28 \ , / - \ e \� , 2 / . y (d e 2 x C' 0 / 7 7 ' / (fi • V - � � � 'p 7 G \ x 199 "j c / x 2Q1 g _ o / 29p. � �T Q 7 ' �g�'� , ST Northwest end 24" cp = 199.7' , , / r r 20 7 " / r -V . sewer stub? /' T(53- \ , _, -" 200.5 C' r ✓ / r / e r . • A G O o G� r r r r / / z ✓ r , / , 0 01 30 /r , , / r , / r S � , , / / r , DATE (FIELD) 12/3/06 , r a► , r , , 32 / , , / , , r , roe per Lo.1c1 DWG BY law 0 , / , / r / , / r , / , r , / / r r r r JOB # 502.7 PROJECT NO. 06272tp , DATE (OFFICE) 12/4/06 / / , r / Ben Derrarrmas 24242 26th Ave. So. Des Moines, Wa , r , / / / r r r r S / / r r r D07- 332 , r / , , , / , , , , r rveyir;g r / SCALE 1" = 30' , / , r PRQFESSIONAL LAND SURVEYORS P.G. Box 813, Seahurst, Washington 98062 (206) 242 - 6621 FAX (206)243-9679 , 7 , / , RECENED SEP -4Z001 PERMIT CENTEh SE 1/4 SEC. _ TWP. 23 RG. _ 4_ / r 7 Date: Revision: 09/24/2007 / \ Name -Latin Common Evergreen/ Deciduous Size at planting Mature height Mature canopy SIZE Qt 41 1 DRAWN BY: D.L.S. DATE: 08/06/2007 SCALE: AS NOTED JOB NO: SHEET Al OF SHEETS landscape schedule Sym. Mark Name -Latin Common Evergreen/ Deciduous Size at planting Mature height Mature canopy SIZE Qt 41 1 Laburnum (Golden Chain Tree) D 60" 40' 20' 2" CAL. 6 GA 7 F. L. 200.96' MAIN FF. EL. 202.125' UPPER FF. EL. 21226' to Ln co cn 25' RIGHT OF WAY southwest end chain link Fence is 4.1' northwester) ME WA T T TER to, 0 REMAIN W\ _ v � T 25' RO.W. 0 1 14746,-- ceva t 19 58' -6" 1 - 6 " Lot 28 64' Lot 30 site plan 1".10._0" 10' 0' 5' 5' .84 project data property address 12054 44N PL S TUKWILA, WA 98178 tax account #: 3341400815 legal description LOT 29, BLOCK 4, CD. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEAttLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 64, IN KING COUNTY, WASHINGTON; EXCEPT NORTHERN PACIFIC RAILWAY COMPANY RIGHT-OF-WAY AS CONDEMNED UNDER KING COUNTY SUPERIOR COURT CAUSE NQ. 42151. ELEVATIONS 51-1001 ARE ASSUMED DATUM. OCCUPANCY Z CCNSTRUCTION TYPE ONE LOT SIZE 23.44010 LOT COVERAGE HOUSE DECKS / PORCHES STAIRS >18" ASV GRADE TOTAL LOT COVERAGE CALC. 35% OR <1150 F. LOT COVERAGE ALLOWED SY STRUCTURES 1,169.81 5-R 13% . % LOT COVERAGE 12 ,680.00 5F. 2344012 HEIGHT LIMIT >30' WIDTH 30' BASE / 35' PEAK (w/ 3:12) 2144.014 YARDS FRONT: 20' (OR AVG. OF ADJ. STRUM • 58' -6" FRONT YARD PROVIDED REAR 25' OR 20% OF LOT DEPTH (10' MR) • 134J0' REAR YARD PROVIDED Lot 29 2k •• •• •• R -3 VB SF 5000 12,650.006F. 1,5235 SF. 242.19 SF. 4.12 SF. 1,165.815.F. I34' -10" 134' -10" 23.44.808TREE PLANTING / PRESERVATION CALC: 1035333 6F.= 1000 = 10353 x 2 21 CALIPER INCHES REQUIRED EXT (1)16" CHERRY TO REMAIN. PLANT (6)2 ' LABURNUM TOTAL PROVIDED = 28 CALIPER INCHES These plans have hccn reviewed by the Public V Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the public Works utilities inspector. Date: B f ( ,c) l NOTES: REMOVE EXISTING STRUCTURES, FENCES, PLANTS, 4 TREES NAT OBSRICT NEW CONSTRUCTION. SEE SURVEY FOR EXISTING BUILDING AND SITE INFO. CONSTRUCTION BEYOND PROPERTY LINE SHALL SE CONSTRUCTED IN COMPLIANCE w/ S.R.C. R3115 ANY CONSTRUCTION IN RODU. TO SE UNDER SEPERATE SPOT PERMIT. 2018 •• •• •• S •• •• •• •• •• 0 0 0 northeasterly end chain Iink Fence is 3.1' southeasterly SEP 252 7 INCOMPLETE LTR# to7 332 i5 n . • > . . • "• 1 . • ..... ... • • - 8 T SORM iI C*NCRETE '.- — —la— ... . . .... ... ... ..... i ... . . . .. 9 8 . .. 2 .. , ..... — 7:: dossio...--- Saco c V i .... _..- --- ....., ssco #2 .... ,. iire EC SSCO ,- . " ... . . . . .::: . . : . . ...V::: ..:::::::::::' ::' . : ' * ' ' ....... . . . . . ............ .1 , • . . . . . . . . . . : . . ... ..... . . . . . . . . . . . . . . . .. . . . . ......... .\... T-i -1_.. ' :: -: : ,_. . ... • • • • • ......... : : • . .. .. .. .. .. .. .. 6 ... :I . 1 i ... ... :. ... i , • • • • • . • • • • • " • • • • ........ -;;"."4.;1.......:....- ...... ::::::: ...... .... ,.-• : --- • "—L EX-WM p Cotzi-iKe HANDHOLD ELEC. sox w ■ i r EX. SSC° — EXISTING HOUSE FLOOR II 1069 SF 110.00' `•- 1 ILOY 6,800 SF 0.152 AC \ \ / / -- \.. •-•-• ,, -- -- -- / .■ -- -- -- -- - 1 1 -> — — 18-- , N 51•2617° E 40.00' PROPOSED HOUSE FOOTPRINT FF EL 20,00 Fr 40.00' If34 13,722 SF 0.315 AC SPLASH BLOCK (2' W x 3' L x r D) (re1 15' BUIL 144.05' ..„ GRAPHIC SCALE 0 12 20 f 1: 115 110 105 100 96 90 85 1 • 1 1 1 1 1 1 1 1 1, 1 1 1 1 1 1' 1' 1 1 gm9fw:f?2# f o r!1 x8 •,. m.: .=3l aaxraxxxaax tWTh at1 x%%x . Rea. �s•; f� :iklb�r�rtiiLf�.s,if�i , • s�a�rA6', H }`,'�f'sFa �' 1 Yep .ZLII:' } � iff Ai;}(..:jaC ° 'Sba., i4;a{ j �� Y" i yl G9 I 01 i 14 1 E '6" ;1i i' �1�v8- " •.ti5f[;ri'X'��kr�13i~.iT:x €R:� fi. 1 1 , 0 4 6 z In 1 s1, rd 41 1 . 1 WATER MAIN 1 . 1 QA ,MAIN. 0 0 z ¢ 1- C w rr � 1 w a L D. 2 � N a. '< = 00 N a0 17 +00 Rh `itt gOVAIPararird; EX 201HP •.1 ' 1 GE 'f'0101.8 1 irtreirftire 1 0, 5- ;Ir . f , t3_ )141 jfoevi et?' - H/n�itaFir6 # 3aa ° Z 1 1 1 1 1 1 WESTERN CASCADE SHIPPING AND RECEIVING BUILDING IN + ■ 11 1 • REMOVE JANG1 :WASTEHAUL EXISTING: 241 'JA GQNCRETE CULVERT 1$" ;DJ1 :(C0Q) :WL; RT MATCH. EXISTING .SLOP 16 +00 to 0 C\.I 1 a E2 :v.,. ' 1'2054 12065 (WESTERN CASCADE OFFICE BLDG) STORM A.N. / 11 • 1 CU VER'1 8E EXISTING' GROUND Y • . 11 / '` y 12060 ON 15 +00 1 1 1 1 1 1\ 15F' 1GG , CULVERT. • ' ' (2)', a.; • 1 . 1 0 1 1 1 44TH PLACE SOUTH ROADWAY \ STA 13 +87 — 24' LT REPAIR, SE SHEET 52 8a D.I: WAR MAIN.'' . . 1 Mho, ; IWPP 'I fT 9a "NIAljvS; ' $ NQ 1 1 1 1 1 1 1 1 1 12072 14 +00 . IVAII/iWZAKY.Y/r/ writ %rrrtr/�IAr/ /drrAv/.//YYw/.urlw Mi IIPAw / �/iii� :� iv/AIIVAV w/ rr.lrrrrrrwrri.rrww•r. rrwrrSMIw/Aw r.mow,rwrr1riwrrwrrrrrwrVwri w /writ • 8 ..J 4- ci z N DffiiatISTIMMEIiS'VirtlftIM ' tarn aRfrai lailiriaaali 10111Y�iYt6112 7.i i0 1 1 1 1 1 1 1 1 1 1 . . . 1111'.,1 . • ' 1 1 \• \• \.\ 1; ' 1 \ 1 1 1 . 1 1 1 1 1 1 1 1 1 1 1 \ 1 1 1 1 \ 1 1 1 1 • 1 • • 1 1\ £X: '1 et CULVERT : :r ~/1s►rwv 1 , . 1 1 ' 1 1 1 4 Akiri liMgra 1.. 1 � / EX: '20 "' /IGA5 MAIN 375.11E 1� "'PV ' 1-'PI- : 1 1 / /, . itais ntr. 3 i'z1rfiimare zmimar ynwpowiiiitefEcili 'ti` ,i' , 3 um.mmultahtFn (Aran ''mummo u gim Smmtaml3dit salt mamol almigg'€0rg' Y a$eeargtimar rtmattf . ff . . 1 • ; 1 S D.aa4 . 1 1 1 1- W 0, LU W ;it 1 1 1 11 1 .1. 115 110 105 100 95 90 8 20' 10' 0 20' 40' CONSTRUCTION NOTES: 0 CAUTION: POTENTIAL UTILITY CONFLICT. CONTRACTOR SHALL VERIFY (POTHOLE) EXACT LOCATION AND DEPTH OF EXISTING UTILITY. SEE ORDER OF WORK IN THE SPECIFICATIONS. K2 CONTRACTOR SHALL FURNISH AND INSTALL A NEW 6" PVC SIDE SEWER FROM THE NEW 8" SEWER PIPE OR SSMH (AS NOTED) TO THE R—O—W LINE. SEE SIDE SEWER STUB DETAIL ON SHEET 46. ® CONTRACTOR SHALL NOT MAKE THIS CONNECTION UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY. € THE EXISTING WATER MAIN SHALL REMAIN IN SERVICE UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY, AND THE EXISTING WATER SERVICES HAVE BEEN TRANSFERRED TO THE NEW SYSTEM. THE EXISTING WATER MAIN SHALL THEN BE ABANDONED IN PLACE. CONTRACTOR SHALL FURNISH AND INSTALL A NEW FIRE HYDRANT ASSEMBLY. SEE DETAIL ON SHEET 48. V CONTRACTOR SHALL REMOVE, PROTECT AND TEMPORARILY RELOCATE EXISTING MAILBOX. THE CONTRACTOR SHALL COORDINATE WITH THE LOCAL POSTMASTER REGARDING THE TEMPORARY SERVICE AND FINAL LOCATION, 0 CONTRACTOR SHALL RECONNECT EXISTING WATER SERVICE. SEE DETAIL ON SHEET 49. ® CONTRACTOR SHALL ADJUST EXISTING MANHOLE, VALVE BOX, METER BOX, CLEANOUT, MONUMENT CASE OR CATCH BASIN FRAME TO THE NEW GRADE. .THE UTILITY COMPANY SHALL ADJUST. GAS VALVE OR- TELEPHONE MANHOLE. CONTRACTOR SHALL COORDINATE THIS WORK. 0 CONTRACTOR SHALL CONNECT NEW 8" SEWER PIPE TO EXISTING MANHOLE. CONTRACTOR SHALL STABILIZE EXISTING MANHOLE TO RESIST LATERAL LOADING. RECHANNEL EXISTING MANHOLE AS REQUIRED. 10 CONTRACTOR SHALL CONNECT NEW 8" SEWER PIPE TO EXISTING SEWER PIPE WITH A FERNCO ADAPTER. 11 CONTRACTOR SHALL REMOVE, PROTECT AND REINSTALL EXISTING SIGN, LANDSCAPING, FENCE OR ROCKERY AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH THE PROPERTY OWNER AND THE ENGINEER. 12 CITY WILL CLOSE EXIS WATER VALVE AFTER EXISTING WATER MAIN HAS BEEN ABANDONED. CONTRACTOR SHALL COORDINATE THIS WORK. THE EXISTING VALVE BOX SHALL BE REMOVED AND WASTEHAULED AND THE VOIDS BACKFILLED MTh CRUSHED SURFACING TOP COURSE. 13 THE EXISTING UTILITY POLE SHALL BE "HELD" BY THE UTILITY COMPANY. CONTRACTOR SHALL COORDINATE THIS WORK WITH THE UTILITY COMPANY. du 0 11 NEW 8" DI WATER MAIN EX. 2" GAS EX. 20" HIGH PRESSURE GAS MAIN 6" SIDE SEWER LOCATIONS VARY, SEE 'PLAN VIEW " ' 44TH PL. S Q. PAVEMENT WID VARIES (f 22' WIDE) CROSS - SECTION DETAIL NOT TO SCALE rill- 11440 orefbal I 3 I 3 0 I EX. 2 WATER MAIN EX. 12" SLUDGE FORCE MAINS (ABANDONED) • NEW 8" SE R MAIN AND MANHOLES WE VARY) — SEE PLAN VIEW RIGHT -OF -WAY DISCLAIMER THE RIGHT—OF—WAY AND PROPERTY LINES SHOWN HEREON ARE BASED ON AVAILABLE INFORMATION, NOT ON A SURVEYED LOCATION AND ARE ONLY APPROXIMATE. 0 ° E ••••••-,x01 SHEET: 3 OF: 70 JOB NO.: 00539 DWG: PLAN2 GROUND WIND 5NOW SPEED LOAD (mph) 30 85 SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. P. ICE SHIELD UNDER- REQUIRED REQUI FLOOD {HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP 50 ATHERING FROST LINE DEPTH TERMIITE DECAY MOD IS SLIGHT- MOD SLIGI -IT 26 NO LOCAL JURISDICTION 50 OPTION GLAZING AREA + - % OF FLOOR GLAZING U- FACTOR DOOR U- FACTOR CEILING VAULTED CEILING WALL ABOVE GRADE WALL INT. BELOW GRADE WALL EXT. BELOW GRADE FLOOR SLAB ON GRADE VERTICAL OVERHEA L 12% 035 0.55 020 R - 3S R - 30 R -15 R -15 R -10 R -30 R -I0 iI. IS% 0.40 ,058 020 R -38 R -30 R -21 R -21 R -10 R -30 R -I0 iII, 25% GROUP R1 4 R2 OCCUPANCIES ONLY 0.40 O.SS 020 R -3S U =0.031 R -30 U =0.034 R - 21 U =0,00 R -15 R -10 R -30 U -0.029 R -I0 iV UNLIMITED GROUP R3 4 R4 OCCUPANCIES ONLY 0.40 O.SS 020 R -38 R -30 R -2l R -2I R -10 R -30 R -10 V UNLIMITED GROUP R1 4 R2 OCCUPANCIES ONLY 035 0.58 020 R -3S U =0,031 R -30 U =0.034 R -21 U -0.060 R -IS R -10 R -30 U -0.029 R -I0 04. 06-04 01 -2104 03 -09 -01 NIT: PROJECT #: DATE: 02 -20 -04 INIT: CRD PROJECT : 04n5 \O BUILDING CODE: 2006 INTERNATIONAL BLDG, CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2006 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 FSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 FSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WiND LOAD = 85 MiP1 --1 WIND SPEED, EXPOSURE "8" SOIL SITE CLASS "D" CONSTRUCTION TYPE: v OCCUP,4NC - 1' GROUP: SEISMIC DESIGN CATEGORY DI/D2 S I 1 WORK CO \C ' W CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION. IT IS TI-4E CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND /OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK. DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING 15 A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I- JOIST /BEAN MANUFACTURER PLANS. - MANUFACTU TRUSS DESIGNS AND LAYOUTS - HvAC SYSTEMS DESIGN - ELECTRICAL P L,ANS 4 SPECIFICATIONS CIF REQUIRED) GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOiLS ENGINEER iS PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOiL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE, ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4x3x3° PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6' -0" O.C. UN.O. WITH MIN. 7" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR LISP STEEL CONNECTORS MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE 8402.2 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION BASEMENT WALLS, FOUNDATION $ OTHER CONCRETE NOT EXPOSED TO THE WEATHER BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS Q OTHER vERTICAL CONCRETE WORK EXPOSED TO NE WEATHER PORCI- E5, CARPORT 5LABS 4 STEPS EXPOSED TO THE WEATHER $ GARAGE FLOOR SLAB. CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL RE INFORCE iNG- STEEL TO COMPLY WITH ASTM 46.15 GRADE 6. 0, CARP \IT JOISTS: 2X4 2X6 OR LARGER BEAM 4X 6.X OR LARGER STUDS 2X4 2X6. OR LARGER POSTS 4X4 -4-X& OR LARGER &X& OR LARGER 5 DESIGN CRITERIA: TABLE R301.2(1) MINIMUM COMPRESSIVE STRENGTH (f'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL 2,500 psi 2,500 psi 3,000 psi (0% air entrained +/- I%) 3,000 psi (6% air entrained +/- I%) GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE 86023(1) ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA 114. PER IRC 3193. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT - DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOiST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NIPS) Sd COMMON (0.131" DIA., 2 -I/2' LENGTH), Sd BOX (0.113" DIA, 2 -1/2' LONG), 10c1 COMMON (0.148' DIA., 3' LONG) 106 BOX (0.125' DIA., 3" LENGTH), 166 COMMON (0.162' DIA, 3 -1/2' LONG), 166 SINKER (0.148 DIA, 3 -1/4' LONG) 56 COOLER (0.086' DIA., 1 -5/8' LONG ), 6d COOLER (0.092" DIA., I -1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND S4 -4ALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: WOOD TYPE: HF *2 - Fb -975 psi, Fv =150 psi, Fc =1300 psi, HF #2 - Fb =9"15 psi, Fv =150 psi, FG =I300 psi, DF -L 2 - Fb =900 psi Fv =180 psi, Fc =1350 psi, DF -L *2 - Fb =875 psi, Fv =110 psi Fc =600 psi HF 2 - Fb =9 -T5 psi, Fv =1E0 psi, Fc =1300 psi, HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, HF 2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, DF -L 1 - Fb =1200 psi, Fv =110 psi, Fc =1000 psi E = 1300000ps 4 E = 1300000ps i E = 1600000ps i , E = 1300000ps i E = 1300000ps i E - 1300000ps i E = 1300000ps 1 E= I300000ps i E =1600000ps i GLUED - LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MiNIMUM P'ROFERTIE:S: Fb = 2,400 PSI, Fv = 105 PSI Fc = 6.50 PSI (PERPENDICULAR), E = 1,800,000 PSi. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS "PSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 750 PSI (PERPENDICULAR), E = 2,000,000 PSI. BEAMS DESIGNATED AS "LVL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED 4,5 "LSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 1, FS!, Fv = 400 PSI, Pc. = 6.80 PSI (PERPENDICULAR), E = 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED IUOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED FER THE TRUSS DESIGN DRAWINGS. ROOF/JUALL /FL OQR SHEATHING TYPICAL WALL 6 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON 6° O.C. a PANEL EDGES AND 12' O.G. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SI- EATHING SHALL BE 3/4" TBG SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMOM AT 6' O.G. PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. SULAT D 4 = TSTOFF f ON AND MO STLJ F FRO T. - IRE E3LOGK bO1332- 0 GENERAL MAINTAIN 1" CLEARANCE ABOVE INSULATION FOR FREE A,iR FLOW_ INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS /S+- ROWERS, PARTITIONS AND CORNERS FACE - STAPLE FACED BATS FRICTION -FIT UNFACED B ATTS USE 4 MIL POUT' VAPOR RETARDER AT EXTERIOR WALLS R -10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR- CEILING ASSEMELIES, ROOF- CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME - SPREAD INDEX NOT TO EXCEED 25 WI74 --I AN ACCOMPANYING SMOKE - DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WI-EN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME - SPREAD AND SMOKE- DEvELOIEMENT LIMITATIONS DO NOT APPLY 1 THE FACINGS, PROVIDED THAT THE FACING 15 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH 15 NOT SPRAY ,4PPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 8316.3, SHALL ONLY BE REQUIRED TO MEET THE SMOKE - DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIFFED TO LIMIT AIR LEAKAGE, VAPOR BARRIERS / GROUND CCVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAiD OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL ISE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL_ WALL FLASH INC APPROVED CORROSION - RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION - RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF - FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LE55 THAN 1 -1 /8" (28 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BT THE BUILDING OFFICIAL. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, UJITI -4 PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALLPROJECTiNG WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT -IN GUTTERS. DRAFTSTOPPING WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR /CEILING ASSEMBLEY, DRAFTSTOP5 SHALL BE INSTALLED SO THAT THE AREA OF TIRE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 15 ENCLOSED BY A FLOOR MEMBRANE ABOVE E A CEILING MEM6RANE BELOW, DRAFTSTOPPINC SHALL BE PROVIDED IN FLOOR /CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING 15 SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING 51-1ALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8502.12. FIREBLOCKiNG FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE FIREBLOCKING 5HALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH ,4S OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF T1-4E RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH iRC SECTION 831122. 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION 81001.16. 6. FIREBLOCKING OF CORNICE OF A TWO - FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. FIREf3LOCKING SHALL CONSIST OF MATERIAL5 LISTED IN IRC SECTION 8602.8.1. LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED A5 A FIREBLOCK UNLESS SPECIFICALLY TESTED iN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. SEP 4 2007 paRmi T CENTEFi DOORS, UJ M 01-44 a C 37772 Z SPINAL T EXPIRES: 6- 1 4� OVA elDOUJS 4\D SKl'I IGHTS `OT TI-4IS NOTE IS TO CERTIFY TWAT I HAVE REVIEWED THE ARCHITECTURAL DRAWINGS AND COMPONENTS CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS FOR COMPLIANCE WITH THE STRUCTURAL CALCULATIONS AND DRAWINGS AND APPROVE THEM FOR US. =5 D SIGN ► OR THIS PROJECT GNATURE / DATE GENERAL ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT, WITH MINIMUM NET CLEAR OPENING WIDTH OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", FINISHED SILL HEIGHT SHALL BE MAXIMUM 44" ABOVE FLOOR SAFETY GLAZING FHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR 45 OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. SIDE HiNGED DOORS EXCEPT JALOUSIES 2_ SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60" AE5ovE TI-1E WALKING SURFACE 6). GLAZING Cs REATEER THAN 9 S.F. AND LESS THAN 18" ABOVE FINISHED FLOOR GLAZING iN GUARDRAILS 8_ GLAZING LESS THAN 10 ABOVE FINISHED FLOOR e. STAIRWAYS, LANDiNGxS 4 RAMPS WITHIN 36 HORIZONTAL OF WALKING SURFACE AND 6.0" ABOVE ADJACENT WALKING SURFACE HEATING EQUIPMENT ALL WARM -AIR FURNACES S4 - 4ALL EE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO SE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANT ENCLOSED SPACE WITH ACCESS ONLY TI- 4ROUG1-4 SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES_ LIQUEFIED PETROLEUM GAS- BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PiT. /BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WiTH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL SE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCI --4ES AT LEAST 18 INCHES ABOVE THE FLOOR LEVEL. VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTIONS 302 OR 303 OF THE 2003 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (V1AQ). MINIMUM SOURCE - SPECIFIC VENTILATION iS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cFm B. LAUNDRIES: 50 cfm C. KITCHENS: 100 cFm D. WATER CLOSETS: 50 cf m EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE SW GAS VENT SHALL BE INSTALLED iN ACCORDANCE WITH THE TERMS OF ITS LISTING, 1 INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS_ A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM Wl -4OLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS THROUGH THE FORCED AIR HEATING SYSTEM PER TABLE 3 -2 OF 2003 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (VIAQ) LU4S14INC TON STATE ENER r CODE - TABLE -1 PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE 1 - HEATING BY OTHER FUELS 0 co 0 [t 0 Z W D Q) 1 FOUNDATI VENILATION USE 14" x 7' SCREENED FDN. VENTS (1) ' /ENT = .52 SQ. FT. NET FREE \/ENT AREA FON. AREA = NET VENT AREA REQ'D (N.V.A.) N.V.A. = QTY OF VENTS REQUIRED .52 1061 7 = 13.0 VENTS REQ'D 150 7.07 -52 ( 14 ) VENTS REQUIRED \OTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED »Y THE CONTRACTOR. NOTE REFER TO SHEET 5--1 FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR (WALL INDICATED IN THIS PLAN. i1 FOOT IN o l� Es • S2 $ ` 2 24 '/ 24 CRAWL SPACE 18' MIN. W/ 6 MIL VAPOR BARRIER TYP. -0' 3' -6' 4x10 24 • 24 n IMBIESEMENEWOMMIMMEMENZEINI 11 Jai 4x10 • 24 24 30 II n // 2' -8' 2' -4' SIM L OL STI4D14 024 8' a 241 6X6 POST 5' -0' :n 24 24 ;=n l' -2° • 5THDI0RJ BIM STHDIORJ BLOCK OUT FOR MECH.WORK CONT. FTG. 18' -114' • 24 4 SLAB ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS O x 'v OLii A Top 5THD14 2' -104' 16' -3' R.O. 2' -104' A. — C-} 1 HDBQ SLAB SIM ON GRADE 4' CONC. 24 8'-a' ' 3' -0' 5' Y. 24 24 8' -0' G SCHEDULE NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE 1,T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. P.T. POST ON 18" DIA. X 8" TI -LICK CONC. FOOTING UJ/ (2) - 0 4 BARS EACH WAY P.T. POST ON 24" DIA. X 12" THICK CONC. FOOTING W/ (2) - 4 EARS EACI -I WAY 24 30 P.T. POST ON 30" X 3P,° X 12" THICK CONC. FOOTING W/ 3- w 5 BARS EACH WAY 36 F.T. POST ON 36" X 36" X 12" TI -LICK CONC. FOOTING W/ 3- 4 ' 5 BARS EACH WAY 2 F.T. POST ON 42" X 42" X 1 THICK. CONC. FOOTING W/ 4- 4* 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL. BEARING CAPACITY HD80 PROVIDE SCREENED 14' x 1" FND. VENTS (14 REQ.) 4x10 — 24'x24'x10' CONC. PIER W. CB66 24 POST ANCHOR W/ P.T. 6 x 6 POST (TYP) r— —1 4' -4' 30' - 0' 18'x18'x10' CONC. PIER W. CB44 POST ANCHOR W/ P.T. 4 X 4 POST (TYP) 13' -6' SLAB ON GRADE 4' CONC. SLAB 36' MIN. CONC. LANDING 024 30' -0' 4x10 24X30X12 x t CV 24 m 22' -0' STHD 14RJ 24 5'-0' 24 3' -0' 2' -0 l FOUN4TIOM / F4MIN PLAN STHDI4RJ 'r- e 30 6X6 POST Q 2007 CASCADE RESIDENTIAL DESIGN, INC. SOLE : 1 %I'= 1'-- - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TRE,4 ED - SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON F ;Q.AMlNC1 PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SI - EAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. F.P. — VENT 36' HIGH RAILING PER IBC. DINING RM CARPET IS' X 24' MIN CRAWL SPACE ACCESS 3' -6' O FX 4060 XO LIVING RM CARPET FLUSH TILE HEARTH 3' -34' 3 HDBQ 11' -0' ARCHWAY COVERED FORC1 -I 4' CONC 2' -0' / t 5THD14 NICHE 6 '`e 3'-10' 16080 OHD PANTRY 4° CONC. SLAB L PATIO 36' MIN. LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC R3I1.43 FAMILY RM 36' MANUF. DBL SIDED CARPET GAS FIREPLACE INSTALL PER MFRS. SPECS LUSH TILE HEARTH CJN LANDING TRANS SLGD IT -6' 5THD14RJ 5' -10' SAF1=T'I1 GLASS 5060 XO A'fii�.7.nt5i. co HDBQ 2' -6' Doi- 337- l2'-' ;.n 2' -84' NOT LANDING MORE THAN -134' DOORWAY THE OP OF 2 CAR GARAGE THRESHOLD PROVIDED THE DOOR, OTHER 4' CONC. THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC 8311.43 T _ . _ _ STHD IORJ 20 MIN. RATED DOOR STHDIORJ - PROVIDE ONE LAYER 5 /s' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS - WHERE THE SEPERATION 15 A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER v iz' GWB. -THE GARAGE SHALL BE SEPERATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. 30' -0' MAIN FLOOR PLAN PLATFORM 18' AFF STRAP TO WALL PER UPC 510.5 4' BOLLARD PROVIDE PRESSURE RELIEF vALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK. 22' - 0' Qc 2007 CASCADE RESIDENTIAL DESIGN, INC. SOLE WRAP P.T. 4 X 4 POST TO 8° COLUMN FURN. STHDIORJ 5THD14 ... 2' -6 1 1_ 0 II STI4D 14RJ ALL DOOR /WINDOW HEADERS TO BE 6XS OF 2 AT 2X6 BEARING WALLS , UN.O., 6' -0" MAX. SPAN ALL DOOR/WINDOW HEADERS TO BE 4XI0 DP*2 AT 2X4 BEARING WALLS, U.N.O., 6' -0" MAX. SPAN WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR, U.N.O. PROVIDE FIREBLOCKINCx AS REQUIRED PER I.R.C. EXTERIOR WALLS TO BE 2X6 AT 16" (MAX) O.G. INTERIOR PARTITIONS TO BE 2 X 4 AT 16" O.C. (2X6 a PLUMBING WALLS, U.N.O.) EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.G. U.N.O. DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL NO DUCT OPENINGS IN GARAGE PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) M� REPRODUCTION� b" o of r st PLANS si %. a:TAMP IS 1 , b ANY MEANS IS PROHIBF ED �%, ' °`'� .- 9Y F E D FW. IQLA IONS $ CHF P11N� IS- LA I.F, 3 FINL S'JP _ t - . r v GaLt THE DE r3NFR i O GiSTAIN LEGAL COPE:, 'P OF THIS P! Ak. '� �OAe i3'JlS ( » :'AL. sE.P -4 2007 - & T rE1' TIER * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. PROJECT 0 : DATE: 02 -20 -04 INIT: CRD PROJECT #: 04.118 01 -21 -04 03 -09 -01 REVISION DATE: INIT: 04 -06 -04 MEY 69 S2 DBL J5T L EXTRA JST 3 3 lIV LUL SOLID BLK'G BLOCKING BE SI4EARWALL DE3L J5T EXTRA J5T EXTRA JST EXTRA J5T BLOCKING BE _ OUJ SWEARUJALL SOLID BLK'G SIMPSON WWUS550/10 FACE MOUNT HANGER X X L X6 POST 3 x 9' GLU LAM TREATED 5 X 21 GLB, UP SET UPPER FLOOR F4MIN PLAN �c 2007 CASCADE RESIDENTIAL DESIGN, INC. 2 X 8 P.T DECK J5T5 e 16' D.C. 2X TRTD LEDGER 11 TJI 360 SERIES FLR JSTS 6 16' O.C. ,4S PER MFG. SPECS. TYP. $5 x SCALE 11 TJI 360 SERIES FLR J5T5 ' 16' O.C. A5 PER MFG. SPECS. TYP. - ALL DOOR /WINDOW HEADERS TO SE 6XS DF AT 2X6 BEARING WALLS , U.N.O., 6'--0" MAX. SPAN - ALL DOOR /WINDOW HEADERS TO BE 4X1(0 DF"2 AT 2X4 BEARING WALLS, U.N.O., ra' -O" MAX. SPAN - PROVIDE FIRESLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT & ' -8" ABOVE SUB FLOOR, UN.O. - EXTERIOR WALLS TO BE 2X0 AT le O.C., UN.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2Xh e PLUMBING WALLS) UN.O. PROVIDE SUPPLEMENTAL JOISTS /,LOCKING 5ELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR SETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS 14AVINCc MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR SEAMS. 6X6 POST DO1 332- NOTE: REFER TO SHEET 5 -1 FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. m MST31 ,aL NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR O x O X , MST31 0) 04 OF THESE PLANS BY y ® " `SC e ANY MEANS IS PROHIBITED (� Er � EDEQAL LAW. VIOLATIONS g AR - r L'N SY FINES up t le r- IE1L11 c y c� TO 5150,000 PER 36' HIGH RAILING PER IRC. 204 FX 4040 a P' L L;CTIG W p tea- a CALL THE OEIGNErti rc $ O8TAiN LEGAL COPIES � • 6 4 C rros PLAN. + g e :; A " f Ci 'o•:'is }yin CARPET CARPET R/5 1 - 6 LSTA24 LL_ OPEN TO E ELOUJ MST31 MSTC28 5' -0° S' -0" X0 EGRESS 3 �•r a5 + " - 'r.w .,:a: r' sera LS) ELL _1 a ELL 15EDROOM 4 ITE t I10v 0 5D lab*. 4' -8. 2668 UTILI 1 -6 ONUS — 1 -- CLOSET 4 DOOR FCR - OPTIONAL BEDROCIM 5 CARPET -4 } 0— 5040 TRANS r 6' -0' z 3' -10 EGRESS LSTAIS 12' -0' 30' -0' 2868 XO ABOVE 6' -4° 5068 W/ DE 5040 EGRESS SITTING CARPET ROOM UPPER FLOOR PLAN OPTIONAL DECK 2 X6 DECKING 5GD OK OPTION XO __ ... FY e. .H LFr 3: 3 4 110V C) SD 6' -0' 110V C) SD 3' -2' 1-1)4LL CARPET •5t N BLDG LINE BELOW 22' -0' M. 13,4T1-I VINYL ! • ' 2° 2' -2' a, 5' -2 z l ! IJ 468 468 i I 668 10V SD 5' -0' 5' -6" 4068 BI -PASS 2668 110V 0 5D 2468 1' -9' MST31 CARPET CARPET CARPET 84T1.4 2 VINYL 15EDROOM 2 1 -6 I0' -6' RIS 4040 6ID" x 36' 5OAK TUB 0 +mac, nt R/5 4068 151-P455 02 HT530 IBED 'OOM 3 2' -9' XO 5G. Lu EGRESS ': ;a,1 II ID >ii II II d 10' -0' 5' -4' 30' - 0' 1 -6 -6 I n - l6 . CLEAR r MECH CHASE MSTC28 SCALE : I��.II v IL - OII © 2007 CASCADE RESIDENTIAL DESIGN, INC. PROVIDE FIR'EBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., UN.O. INTERIOR PARTITIONS TO BE 2X4 AT l6" O.C.(2X6 € PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS /BLOCKING SELOW SHEAR WALLS 4,5 INDICATED ON FRAMING PLAN - FLOOR JOISTS AND BEAMS OF EQUAL OR SETTER CAPACITY MAY SE SUBSTITUTED FOR TI --LOSE SHOWN ON T141S PLAN, "EQUAL" 15 DEFINED AS 1- LAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR SEAMS. IS PROVIDE SOLID FRAMING EQUAL TO T1.-IE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) PLANTER BOX UJ/ ARBOR SEE ELEVATION REC SEP — 4 2007 PERMIT CENTE1~ * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 04 -06 -04 01 -21 -04 03 -09 -01 I - m PROJECT #: 04.115 AIRE4 SUMM4Y SC EDULE LOWER FLOOR: 0 5F. It MAIN FLOOR: 100 SF, BONUS 0 SF, S UPPER FLOOR: 135 SF. S 1JNFINISHED 0 5F. TOTAL: 2411 SF. ARAGE: 455 SF. {GLAZING SUMMARY WINDOWS: 3S4 SF. DOORS W/ MORE THAN 50% GLAZING: 40 SF. SKY LIGHTS: � 5F, TOTAL: 424 SF. GLAZING PERCENT :' 11.5 % WDW SF / FIR 5F. (%) VENTILATION SC EDULE VENTILATION REQUIREMENTS OF IRC TABLE 150.3 SYMBOL It KITCHENS 10E7 CFM INTERMITTENT OR 25 CFM CONTINUOUS 1 MECHANICAL EXHAUST CAPACITY BATHROOMS- TOILET ROOMS OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS is 2 S 'OKE D I ECTO S ®SD 1 INSTALL SMOKE DETECTORS PER CODE VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 115 CFM MIN. 173 CFM MAX PER TABLE 3 -2 OF WSV4IAQ 1-IV4C CONTRACTOR TO SPECIFY LOCATION. 0 0 fY. z E 1 1/4" DIA. MIN. HANDRAIL 2X4 THRUST BLOCK STAIR DETAIL NOTE: REFER TO SHEET 5 -1 FOR SHEAR WALL SCHEDULE AND ENC*INEERINC FLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTL ON5 FERTAINING TO EACH SHEAR WALL INDICATED IN TI-BS FLAN. HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT 8311.5.62 BALUSTERS TO CONFORM TO IRC. SEC. R3I22 3/4" MIN. -I1 /4" MAX NOSING BELOW STAIR INSTALL 1/2" GWB CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING .9 MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WIN STRINGERS IF AREA UNDER STAIRS IS UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 4 INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 lb. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS 8311.5.1 83012 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WIN 6 OR MORE RISERS. IRC SECTION R303b - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW ,4 4' SPHERE TO PA55 THROUGH ANY OPENING. IRC SECTION 83122 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION 83115.1 - STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (31 CLEAR IF ONE HANDRAIL, 4 2T CLEAR IF 2 HANDRAILS. IRC SECTION R311.5.I - THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/16'. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/2'. IRC SECTION 8311533 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3 43'. IRC SECTION 831153.142 - NOSING 15 NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN II'. IRC SECTION R311533 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION R303b 8 R303.6.1 - A MAXIMUM SLOPE OF 1:48 (2 %) 15 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION 8311.5.5 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION R311.553.2 - WINDER TREAD DEPTH OF 10' WITH IN 12 OF THE INSIDE. IRC SECTION 8311532 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC R3II5.4 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 83115.4 NOT TO SCALE * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR MFR, SCISSOR TRUSSES ' 24' O.C. A5 PER MFG. SPECS. TYP. 2 x 8 HF *2 RAFTERS o 24' O.C. X. rg" 4 X 10 — GABLE END T ar GABLE END 1.11=IMININ•!mi■ GABLE END 12:12 12:12 MONO GIRDER TRUSS 1 :12 ROOF F4MIN FLAN SCALE : 1 n t s- p 18 4 ` Of REPRO©UCTION , Q� CF TNESE P A�w OY - 4) ▪ � ANY t� E!S .S FROH!?!TED s FFOE?ALLAW V�OL.D,T;;'tS !J r. ARE �H. ri y c 5 1 'ta.,Gti °Er. E fi OS TAW LEGAL C , ' y 0 2007 CASCADE RESIDENTIAL DESIGN, INC. ALL BEAMS AND HEADERS TO 8E C?XS DF #2 AT 2X6 BEARING WALLS, U.N.O., 6' -0" MAX. SPAN - ALL BEAMS AND HEADERS TO BE 4X10 DF 2 AT 2X4 BEARING WALLS, UN.O., 6' -0" MAX_ SPAN - SHADED AREAS INDICATE OVERFRAMING, 2X& 24" O.C,, U.N.O BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS ALL MANUFACTURED TRUSSES: SHALL NOT BE FIELD ALTERED WIT+ -40UT ENGINEER'S APPROVAL • SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION • SHALL BE INSTALLED AND BRACED TO MANUFACTUR'ER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE 81-IOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) MFR. COMMON TRUSSES 24' O.G. A5 PER MFG_ SPECS. TYP. MFR END JACK TRUSSES 24' O.C. AS PER MFG. SPECS. TYP. 2 x 8 RAFTERS A 24' O.C. CORRECTION -1 1)o7- 33z RECENED DEC 12 2001 PERMIT CENTER NO . 1 FOR $'. yE'"+w, 1U , l C' .,e�p Q) Q) 0`6 0 V— IE E : 0 � 34 4) Q) O U co 0 Q) I- n3 -. 4.i) 1 3 1 1.-- a7 REVISION DATE: 04 - 06 - 04 01 -21 -04 03 -0g -01 0 Q)) 1 -. 0 f0) L ' 0 ; O 7 0 p 0 O �w�o� ti SL O -C • �t) 0 2 6 VD 75 V CI 0 71 E Q) Q 6 INIT: MEY DLS DL5 Z J m N -� o N Q►, PROJECT °: REV. REV. REV. DATE: 02 -20 -04 NIT: CRD PROJECT #: 04.118 If COMPOSITION ROOFING — 15° FELT PAPER l /16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS �^ _ 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS o 16' O.C. - TYP. R-21 INSULATION 1/16' SHEATHING - TYP. ■■ � TYVEK WRAP - TYP SIDING PER ELEVATION 3/4' T4G PLYWOOD GLUED 4 NAILED -- -- FLOOR JOISTS PER PLAN WINDOW HDR PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP. 3 /4' TOG PLYWOOD GLUED @ NAILED FLOOR JOISTS PER PLAN — R -30 INSULATION - 5/4 X10 TRIM BAND 2X P.T. WOOD SILL 4' 4' CONT. TIGHTLINE TO STORM SEWER 4° b PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER • TYPICAL WALL SECTION REBAR PER DETAIL 6 MIL. VAP. BARRIER N.T.S. NOTE: 1/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE TI -11 SIDING 15 SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) 11 110111111111111111111II 7111111•••• SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' FLY OR 055 51 -IEATI -ZING. 2 x 6 STUDS 0 16'o.c. R -21 INSULATION 4' 4 PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER OX. G - ADE 4' 0 CONT. TIGHTLINE =l 11 =11I_ TO STORM 1 SEWER =I - I I CONC. FTG, A5 PER PLAN 1=111 = -1 I I,I ICI_ COMPOSITION ROOFING ON 15 " FELT UNDERLAYMENT ON 1/16' PLY OR OSB SHEATI -4ING TYPICAL. I =111_1 III 1' SECTION IS' MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. (D 2007 CASCADE RESIDENTIAL DESIGN, INC. TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 15 ROOFING FELT - 1/I6" SHEATHING RATED 24/I& - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R -3S INSULATION - 5/0" GWB. CEILING - 1 /S" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50% -80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE (BETWEEN INSULATION AND SHEATHING AT VENTS PER IR'C SECTION Ram 3 TYPICAL WALL CONSTRUCTION -- SIDING AND /OR VENEER PER ELEVATION - 7/10" PLY OR OSE SHTG.( UN.O ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS e 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED 4 NOT MORE T1-4AN TWO SUCCESSIVE STUDS. - 2x4 STUDS e 1ro" O.C., INTERIOR PARTITIONS (2X6 g PLUMBING WALLS) NON - BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/0 INCH TO FACE OF STUD - R -21 INSULATION WITH VAPOR BARRIER - 1/2" ;WS. INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" TOG PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER FLAN - R--30 INSULATION OVER UNHEATED AREAS MFR TRUSSES PER PLAN a 24' D.C. PER MFG. SPECS. TYP. 12 X15 R -30 INSULATION SCALE R -33 INSULATION * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 5 OX. c 1_ I I_ 0 1 CONT. METAL GUTTER ON 5/4 X S FASCIA BD. TYP. TOP PL SUB FLR TOP P A F bo7 33 2 slAhip Is , c� et , e .,e a e ` G 0 REPRODUCTIO *.y f ,P OF THESE PLANS BY 60 a ANY MFA!,r; !S PROHIBITED %V' BYFEC- RrLLAN VIOIAI!ON.S e Anr nl:`:t. ",t~'LrTSY FIB. S L� '� Call THE D cCI� vE t EU B Eh-g`ae'F F I F SEP —4Z007 v 7fM - T CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR s PROJECT #: REV. REV. REV. DATE: 02 -20 -04 INIT: CRD PROJECT ": 04.118 0 t O e g . ) z-) • - � g 7 - c 2 13 2 Cl Q "E .11 15 s2Lw - 13 22 cz REVISION DATE: INIT: 04 01 -21 -04 03- 09 -0`f MET DLS DLS m m2 e. f: millin = m n m 1 0-0 El N e... 0 c _ m ' - � m .g z 4 Q] O Z Cie 0 m iL ' . .1].r.Y[ii • 1 . 1 ,11 J 1,1_1 1 1_111). ..111,1..11_1114.111,L1,1_1114,11..11_11 Li 11 1 11.1 _p ll 1111 h 1111. I_LI1 OX. G E 5/4 x 4 CORNER BD. TYP. 36° I-110-1 RAILING PER IRC. MAX. 4° OPEN SPACE BETUJEEN RAILING BALUSTERS REAR ELEVATION 6' BEVEL SIDING-- PROV DE STEPS — DN. TO GRADE LEFT ELEVATION SCALE : 1/4" 1'-O" el4INGLE SIDING 36' HIGH RAILING PER IRC. MAX. 4 OPEN SPACE BETWEEN RAILING BALUSTERS 5/4 X 4 WINDOW TRIM TYP. CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TIP. 11/2 X 21/2 BEVELED SILL. ON 5/4 X 6 SILL TRIM TYP. 5/4 x 4 CORNER BD. TYP. APPROX. GRADE 1 1111 RIGHT ELEvATION -COMPOSITION ROOFING 12 * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE : 1 /4":: 0' COMPOSITION ROOFING CONT. METAL GUTTER ON 5/4 X 0 FASCIA BD. TYP. SHINGLE SIDING LEDGE STONE VENEER 36 HIGH RAILING PER C. MAX. 4' OPEN SPACE BETWEEN R4ILING BALUSTERS ..01111111 411 LIMP' 4111111111111gIr -411111111111Bilr' .411111111111111111Pr • 40111111111111111111y 41111111111111 111111r 10 1 wA. Fr 40 P' 1111111111111111111111111111" F 1— INN AA. Ali fill umm 11111 411111111M1114, 1111111111111 ...ammannswainn, alia4 I lim wr imun :lil monunli r m W oh, 1 1 11111 no lu m mu li ni um mil e v on 1 11 1 111 0 1 41111111 111111111111 u lorignmitmotioVEROP mumnnuan nk pNumi -iinumunlash. nnomi. on ornmkulk gm, II ■P mmITIM T 11 11 Or rtiormw AppRox. GRADE NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS NG RESULT FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. PROVIDE STEPS N. TO GRADE MDF PANEL BUMF'EP OUT 6' SHINGLE SIDING FRONT ELEVATION © 2007 CASCADE RESIDENTIAL DESIGN, INC. NOTE: PROVIDE CONTINUOS FIRE-PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HE4ES. HEADERS. bo7. 332. SCALE : 1 / 4 " COMPOSITION RO 12 5/4 x 10 BAND 1E3D. TIP. 6" BEVEL SIDING -0" • di P" P IS iv W oe 0" on CF A Oi 0 ANY mE ANS IS rii0HtSiin LAW, vi01 AT iut-IS ; up : cf.) -,1 " • !)r. '71 T a S o 01 CAL'. Ft H : I TRIM TYP. 5/4 X 4 WINDOW LEDGE STONE VENEER VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE FE R FLAN AND SCHEDULE PRIOR TO INSTALLING MASONRY ,4ND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED FE .RC. PROVIDE GALVANIZED SHEET METAL FL451-4ING AND COUNTERFLASPING AT ,ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS PROVIDE WEA,THERSTRIFFING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED CAULK ALL EXTERIOR JOINTS AND PENETRATIONS POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE &" IN FIRST 10 FT, oR DRAINS oIR SWALES SHALL BE PROVIDED RAINAGE AWAY FROM STRUCTURE 6' BEVEL SIDING 36• 1-11G1-1 RAILING PER IRC. 7 MAX. 4' OPEN SPACE BETWEEN RAILING BALUSTERS TOP PL 11/2 X 21/2 BEVELED SILL ON 5/4 X 6 SILL TRIM TYP. SUB FLR TOP PL SUB FLR cIl NOTE: APPROVED UMBERS OR ADDRESSES SHALL BE PROVIDED OR ALL NEW BUILDINGS IN SUCH A POSITION AS TO IBE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. SCALE : 1/4' 1'-0" SIDING TO ENSURE RECEWED SEP -42007 PERMIT CENITEi--, INIT: CRD REVISION DATE: 04-05-04 01-21-04 03-M-07 E o ) L. c • 0 0 7 '13 r• si t . - ="6" .- 13 ) `41 CI 2 WE 7 INIT: MET DLS DLS CN GABLE END TRUSS - -- 2 x 8 HP RAFTER r 6 24° O.G. MFR SCISSOR TRUSSES 'a 24" O.C. AS PER MFG. SPECS. TYP. ROOD F4M1N PLAN L2 x8 RAFTERS 6 24 ° O.C. © 2007 CASCADE RESIDENTIAL DESIGN, INC. MFR. COMMON TRUSSES o 24' D.C. AS PER MFG, SPECS. TYP. MFR END JACK TRUSSES 0 24' O.C. AS PER MFG. SPECS. TYP. OPT ION SC4LE : 1/4 1I w l'-0" 60 ALL BEAMS AND HEADERS TO BE 6XS DF 2 AT 2X0 BEARING WALLS, UN.O., 6' -0" MAX. SPAN ALL BEAMS AND HEADERS TO BE 4X10 DF 2 AT 2X4 BEARING WALLS, UN.O., 6' -0" MAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X6 e 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BATS ALL MANUFACTURED TRUSSES: SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL • SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION • SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPEGIFIED JOISTS OR BEAMS. 10 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) I78 MICRO AM 2 IIT /s TJI 360 SERIES FLR JSTS 9 16' O.C. AS PER MFG. SPECS. TYP SOLID BLK'G 5 11% TJI 360 SERIES FLR JSTS 0 16' O.C. 4.5 PER MFG. SPECS. TYP. 6X6 POST vIM BLOCKING BE OUJ SHEARUJALL 1 52 c 6�8 6_0c < NG B_OCKING BELOW SHEARWALL 5 X 21 GLB, UP SE SOLID t3LK'G 6X6 POST SIMPSON 44155.50/10 F4CE MOUNT HANGER X UPPER FLOOR FRAMING PLAN OPTION SCALE : 1 /e'= I' - /\ 2007 CASCADE RESIDENTIAL DESIGN, INC. - ALL DOOR /WINDOW HEADERS TO BE 0XS DF#2 AT 2X6 BEARING WALLS , UN.O., 6' -0" MAX. SPAN - ALL DOOR /WINDOW HEADERS TO BE 4X10 DF AT 2X4 BEARING WALLS, U.N.O., 6' - 0" MAX. SPAN - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6' -3" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 10" O.C., UN.O. - INTERIOR PARTITIONS TO BE 2X4 AT 10" 0.0.(2X0 '@ PLUMBING WALLS) UN-O. - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAT` BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS HAYING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. fi T m MST31 �� 7 CARPET R/5 MSTC28 1 -6 T424 1'- -10° EN TO ELOIJ MST31 •-• r. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 2668 UTILI 4 �6 I I I VINYL I (VTO) 14T530 ' 6' -0' UPPER FLOOR PLAN to7 33 2 EGRESS LSTA1S PALL L O CARPET SD 3' -10° 5040 xO TRANS ABOVE 1T -0' 30' -0 15ONUS CARPET r U BLDG LINE BELOW 22' -0" C) 2007 CASCADE RESIDENTIAL DESIGN, INC. 5' -0" �E Di4OOM 2 CARPET 4068 BI -PASS ROOM EGRESS 11 11 5 0 0 II II II II 4' -8' NOTE: REFER TO SHEET 5-1 FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WINCH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. R/5 4068 BI - PASy' I- T530 1- 41 -I II II II �I 1 fl II 0 X O >n 16° CLEAR:,. MECI4 CHASE — M5TC28 A i\ A PLANTER BOX W/ ARBOR SEE ELEVATION 51 ptv1 P Is AI ' 0,5 0ge , 0 90 0 ,9,, ; ;v0 , REPRODUCTION 0 ' OF THESE PLANS EY E� 4,' ANY Mf:A1tS IS PROHIBITED %� 9 E,1 FE,DER ; AW . ` /IOLA.Tr,N5 �p 0 g 6F '�')k �'H,AdLi_ BY FIX-3 U? q 10 vt 6 C,', DESZNER 7J ? "7, 40. OBTAN LSCf.I COPE i r 1 / '1 1 ... c � s " "y` +r ye ■ OPT ION SC4LE : 1 1 1 - 011 - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6' -5" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X6 AT 16" O.G. U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT fro" 0.C.(2X6 PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAT BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF T.4E SPECIFIED JOISTS OR BEAMS. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTI -I OF THE MEMBER BEING SUPPORTED (U.N.O.) RECE. . --..' SEP -4 2007 E1��T CENTEE.. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER 5144L NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING PROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR Z 0 a 0 0 0 z 0 75 Q] Q1 -c— 07 fa N 7, o 0 o`` cts : 13 V j N °O a1 mo Q) 4- fa 0 REVISION DATE: N r dm Z J 0. 4 Li - 1 - -I- m co CI ....... < c' m CV n 4 agt OHO r . ( O C C COI CLII re INIT: PROJECT #: d j) 4--- z U Z �i- N cst 04 -06 -04 01 -21 -04 03 -05 -01 DLS REV. DLS REV. PROJECT #: 04.118 MEY REV. DATE: 02 -20 -04 INIT: CRD FOUNDATION \/ENIL.4TION USE 14" x I' SCREENED FDN. VENTS ( 1 ) /ENT = .52 SQ. FT. NET FREE VENT AREA FDN. AREA = NET VENT AREA REQ'D (N.\.4.) 150 N.V.A. = QTY. OF VENTS REQUIRED .52 1061 1.01 = 13.6 VENTS REQ'D 150 - 1.0 1 .52 ( 14 ) VENTS REQUIRED NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES FOOTING; SCHEDULE USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. 1 8 P.T. POST ON 18" D I A. X 0" THICK CONC. FOOTING W/ (2) - 0 4 BARS EACH WAY 24 P.T. POST ON 24" DIA. X 12" THICK CONC. FOOTING W/ (2) - 0 4 BARS EACH WAY 30 P.T. POST ON 30" X, 30" X 12" THICK CONC. FOOTING W/ 3- n 5 BARS EACH WAY 36 Ay P.T. POST ON 36" X 36' X 12" THICK CONC. FOOTING W/ 3- " 5 BARS EACH WAY 4 2 P.T. POST ON 42" X 42" X 1 THICK CONC. FOOTING W/ 4- " 5 SARS EACH WA`( FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY 4 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY { OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE ' RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. NOTE: REFER TO SHEET 5 -1 FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS FLAN. STHDI4 2' -S' 24X30X12 3' -l0 ° 24'x24'x10' CONC. PIER W. CB44 POST ANCHOR W/ P.T. 4 X 4 POST (TYP) J - r 2 -0' 24 1_0}' 21 -0. 2' -6 }' 4' -4' SIM SL45 ON GRADE 4' CONC. SLAB 36' MIN. CONC. LANDING CO3 }24 2' -4' 13' -6' SIM STHDSRJ 30 6X6 POST W /CB66 COLUMNBASE 22' -0' 5 ;-n 24 STHDI4RJ CONT. FIG. 16 R.O. 22' -0' IS' -l1}' 5'_0' STHDSRJ SLAB ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP, SLOPE 3/16' / FT TOWARD DOORS BLOCK OUT FOR — MECH.WORK - 34 3' -0' 5THD 14RJ STHDS 12' -0' 6X6 POST C1366 COLUMNBASE S' -3' sz 52 Q 2007 CASCADE RESIDENTIAL DESIGN, INC. FOUNDATION /FRAMING PLAN 3 CAR OFT. SCALE : 1/4" = l'-0" ALL WOOD IN CONTACT WITI -I CONCRETE TO ISE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN_O.) FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY 1 :1 BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS I- -LAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. •1 r.: NICHE SLY uP 16R — 16080 OHD MEM ■■l ■■■NMI ..■ • Oi BE! � ... 117■ M ■ ■ 3 -10' PANTRY SHELVES tie WALK D 0`7-332 4' -0' PATIO 4' CONC. SLAB 22 -0' G 36' MIN. LANDING 0 tY STHDSRJ 20 MIN. RATED DOOR STHDSRJ 6010 TRANS 6068 SLGD DESK 5THD14RJ 5' -10' LUSH TILE HEARTH I10v 0 5D ^� -- - 5 I /8X 21GLB 6X6 POST W /CB66 COLJMNBASE PLATFORM IS' AFF STRAP TO WALL FER UPC 5105 4' BOLLARD 16' -0' 22 -0' 1' -6' WRAP P.T. 4 X 4 POST TO 8' COLUMN SAFETY GLASS 5060 XO 4X6 DF=2 POST END OF EACH WALL 5' -8' LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OvER TI LANDING. IRC 8311.43 36' MANUF. DBL SIDED GAS FIREPLACE INSTALL PER MFRS. SPECS . 113' -2' KITOWEN VINYL ; $ , L . RANGE(vT0) FAMILY RM CARPET NOOK VINYL { PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK - PROVIDE ONE LAYER 5/s' G WB TYPE 'X' AT - CEfLINGS - COMMON - WfTH ABIT ARI=AS - WHERE THE SEPERATION 15 A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. - THE GARAGE SHALL BE SEPERATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. 34 -0' — FURN. 6X6 POST W /CB66 COLUMNBASE STHDI4 1- 10 I 0 1 10 X m 1 3 4' G CON C. GARAGE I ^ I I 1 I i 0 X 7 X 2 -6, 21-0' 5THD 14RJ U 12' -0' s P 3S Aid � va C -ION o et e /° OF THESE PLANS BY 40 ANY MEWS IS PROHISITEO SY F'FOE'LAL IAW. VIOLATI N PE P t:'S 4A.IF: 9Y FINES 5IMP5ON HUC412 FACE M. HANGER 5 050 01-11D tit :: a¢ ?•l .a.1+4 THE Ge i 'a:v 5 5' -0' 12 STHDS THIS 0 u 1 2 2 -0' 1 -6 SCALE . 1/4 " _ Q 2007 CASCADE RESIDENTIAL DESIGN, INC. ALL DOOR /WINDOW HEADERS TO BE 'XS DF AT 2X6 BEARING WALLS , UN.O., 6 -0" MAX. SPAN ALL DOOR/WINDOW HEADERS TO BE 4X10 DF2 AT 2X4 SEARING WALLS, U.N.O., 6 -0" MAX. SPAN WINDOW HEADERS AT 6' -0" ABOVE SUB FLOOR, U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. - INTERIOR PARTITIONS TO SE 2 X 4 AT l6" O.C. (2X6 a PLUMBING WALLS, U.N.O.) - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. UN.O. DUCTS THROUGH WALL OR CEILING COMMON TO 1 -10USE MIN. 26 GAGE STEEL NO DUCT OPENINGS IN GARAGE ® PROVIDE SOLID FRAMING EQUAL TO T1 -4E WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) MAIN FLOOR PLAN 3RD GAR OFT. 1 1_ 0 II WED SEP —4 2007 PERMIT CENTEh * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVISION DATE- 04 -06 -04 MEY 01 -21 -04 03 -09 -01 INIT: Z 0 a 0 W a/. U 0 [y. PROJECT *: INIT: CRD DATE: 02 -20 -04 PROJECT °: 04.118 1:12 4 X 10 MONO GIRDER - 1:12 RIDGE 1:12 ROOF FPLAN 0 2007 CASCADE RESIDENTIAL DESIGN, INC. rti MFR COMMON TRUSSES 'a 24° O.C. 4,5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. 2 x S RAFTERS e 24' O.C. 3RD CAR OPT. SCALE : 1/4"= I' -e' ALL BEAMS AND HEADERS TO BE 6XS DF #2 AT 2X0 BEARING WALLS, U.N.O., ro' -0" M4X. SPAN ALL BEAMS AND HEADERS TO BE 4X10 DF 2 AT 2X4 BEARING WALLS, U.N.D., 6' -0" MAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X0 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS ALL MANUFACTURED TRUSSES: • SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION • SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION s SHALL CARRY MANUFACTURER'S STAMP ON EAC -1 TRUSS BEAMS CF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS 1-- 4AVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) APFROX. GRADE 1 MFR. COMMON TRUSSES 24' O.C. AS PER MFG. SPECS. TYP. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. BAR ELEVATION 3RD GAR OPT. SC 1/4 11.0II NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED RY THE CONTRACTOR 5/4 x 4 CORNER BD. TYP. SHINGLE 510INCx I-1TELEV4T ION COMPOSITION ROOFING 12 1 FRONT ELEVATION Q 2007 CASCADE RESIDENTIAL DESIGN, INC. NOTE: PROVIDE CONTINUOS PRE - FAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR B WINDOW HEADERS. COMPOSITION ROOFING 6' BEVEL SIDING 5/4 X 4 UJINDOUJ TRIMIYP. 1 X 1 5/4 X 6\SILL\TRIM TIP. VELED SILL ON t:o7 33Z 3 CAR OPT. ; 'e 4 ? T SCALE : 1 / 4 "_ 1'_0" .o1�1n111�In1111�,� _elrnlrlV 11lnnlmnm111 . n umer tmmmnnlmrr 1,11 r a��rrs�ormwrw. �. rrrs��r. n• ��rrn• ��rrn •�mr��.�.��r.�1 ■ �11 ■11 � ■ II�(L�'� Inman _. 1 1 Y.nnn l� N ' 1111111111., 111111111111111 - 11111 mimp pia=1, nor r■i■ m■" ■r■r ■� ■rlrr ■t ■►�r ■.��'.°�!A r r■ I 1 LEDGE STONE VENEER 3RD GAR OFTJ SCALE : 1 /4": l'-0" - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER FLAN AND SCHEDULE PRIOR TO INSTALLING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PE'rz I.R.G. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER'FLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 0" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED DRAINAGE AWAY FROM STRUCTURE TOP PL SUB FLR TOP PL SUB FLR APPROX. GRADE NOJTE: 4 RPPP OVED NUMBER'S OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING T1-1E PROPERTY. SIDING TO ENSURE RECEIVED SEP -4 2001 Ii1T CENTER REVISION DATE: 04 -06 -04 01 -21 -04 03 -0S -01 INIT: PROJECT 4# : REV. REV. DATE: 02 -20 -04 NIT; CRD PROJECT #: 04.118 11I�1�'IC� 1:12 4 X 10 MONO GIRDER - 1:12 RIDGE 1:12 ROOF FPLAN 0 2007 CASCADE RESIDENTIAL DESIGN, INC. rti MFR COMMON TRUSSES 'a 24° O.C. 4,5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. 2 x S RAFTERS e 24' O.C. 3RD CAR OPT. SCALE : 1/4"= I' -e' ALL BEAMS AND HEADERS TO BE 6XS DF #2 AT 2X0 BEARING WALLS, U.N.O., ro' -0" M4X. SPAN ALL BEAMS AND HEADERS TO BE 4X10 DF 2 AT 2X4 BEARING WALLS, U.N.D., 6' -0" MAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X0 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS ALL MANUFACTURED TRUSSES: • SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION • SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION s SHALL CARRY MANUFACTURER'S STAMP ON EAC -1 TRUSS BEAMS CF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" IS DEFINED AS 1-- 4AVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) APFROX. GRADE 1 MFR. COMMON TRUSSES 24' O.C. AS PER MFG. SPECS. TYP. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. BAR ELEVATION 3RD GAR OPT. SC 1/4 11.0II NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED RY THE CONTRACTOR 5/4 x 4 CORNER BD. TYP. SHINGLE 510INCx I-1TELEV4T ION COMPOSITION ROOFING 12 1 FRONT ELEVATION Q 2007 CASCADE RESIDENTIAL DESIGN, INC. NOTE: PROVIDE CONTINUOS PRE - FAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR B WINDOW HEADERS. COMPOSITION ROOFING 6' BEVEL SIDING 5/4 X 4 UJINDOUJ TRIMIYP. 1 X 1 5/4 X 6\SILL\TRIM TIP. VELED SILL ON t:o7 33Z 3 CAR OPT. ; 'e 4 ? T SCALE : 1 / 4 "_ 1'_0" .o1�1n111�In1111�,� _elrnlrlV 11lnnlmnm111 . n umer tmmmnnlmrr 1,11 r a��rrs�ormwrw. �. rrrs��r. n• ��rrn• ��rrn •�mr��.�.��r.�1 ■ �11 ■11 � ■ II�(L�'� Inman _. 1 1 Y.nnn l� N ' 1111111111., 111111111111111 - 11111 mimp pia=1, nor r■i■ m■" ■r■r ■� ■rlrr ■t ■►�r ■.��'.°�!A r r■ I 1 LEDGE STONE VENEER 3RD GAR OFTJ SCALE : 1 /4": l'-0" - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER FLAN AND SCHEDULE PRIOR TO INSTALLING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PE'rz I.R.G. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER'FLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 0" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED DRAINAGE AWAY FROM STRUCTURE TOP PL SUB FLR TOP PL SUB FLR APPROX. GRADE NOJTE: 4 RPPP OVED NUMBER'S OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING T1-1E PROPERTY. SIDING TO ENSURE RECEIVED SEP -4 2001 Ii1T CENTER REVISION DATE: 04 -06 -04 01 -21 -04 03 -0S -01 INIT: PROJECT 4# : REV. REV. DATE: 02 -20 -04 NIT; CRD PROJECT #: 04.118 111 5-F AIR L 4L SC-7D U1 . PIP' MP"' �� WALL MARK SHEATHING THICKNESS 51DE5 SHEAR PANEL EDGE NAILING FIELD NAILING 12' O.C. 12' O.C. FRAMING e ABUTTING PANEL EDGES BASE PLATE NAILING= ANCHOR BOLT DIA. k SPACING 5/8'• 0 60' D.C. SILL PLATE SIZE 2X HOEDOWN TYPES PI -6 1/16' ONE 8d 6 6' O.C. 2X 16d NAILS 6 8' O.C. PER KEY PLAN PI -4 1/16' ONE 8d e 4' O.C. 2X 16d NAILS 0 4 O.C. 5/8'0 0 32' D.C. 5/8' e 18' O.C 2X PER KEY PLAN PI -3 1/I6° ONE 8d e 3' O.C. 12' O.C. (2) 2X OR 3X 16d NAILS 4' O.C. 2X PER KEY PLAN 5/8'0 s 36' O.C. 3X 111 . PIP' MP"' �� :�� .� I� � � �� .� - M -- - WALL PLA f ANEL LTNEL EAR PER ALAN PAN 1 SHEAR (4) ___„ (1) (4) R SHEA ER (I) (1) ) (1) A N -h � a II k f � 1f k ;: tyl r �,.,.... IF Y,,� ......�� „�.,,,... X11 �� ,• j .,,........,...... yr ..,. �.,...,....��w w, ._�........W.. ..��.,+.,,., 41 4 �,,.c... b. . = . SHEAF ICI 5 . AR W �° I PER (9) L PAN= 'LAN ... L SHEA4 r ER (9) WALL F L A `ANEL W' (4)-' (5)- WALL DER PI_ 'ANEL NI a (4)° --- - (0) (10) L. (1 0) (11) II r (14) II) (I) .� - % �uu. w...._.:... ..u_.,uy�k_mm.�arxnnaa'4a{.^�r. rsn rn,.a. i.��rnr:a�rn -�. _. .n.'Y.�rra/✓Jat,�a!J]C�T .�m^.C¢'- 1. .. .,. .. -.. .. -.... -.. -r._. r .._.... .. __ .�u.�,lna�iwF- am:,��ra�v{6N,ar. (6) (3) (6 (12) MST31 PI li (2)- j3TEDROOM 4 W 1,C. ST6224 OPEN TO FLOW i MST.37 M STC28 - -- T 'PIC4L S1-IE4 Al I_ 'L E\4T 10 ` /SCALE: 1/ UTI!ITY 6 DONL15 ROOM WALL HTS30 (3) M. 5ATI-4 `` WC. BATI -I 2 'BEDROOM 2 -6 UPPER FLOOR KEY PLAN SCALE: 1/8 " =1' -0" MST37 HTS30 DROOM 3 TS22 -MSTC28 NOTE: ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL. PLEASE_ REFER TO THIS DETAIL FOR EXAMPLES OF VARYING SHEAR WALL CONDITIONS. SEE SHEAR WALL SCHEDULE KEY PLAN FOR SPECIFIC NAILING, HOLDOWN TYPES /LOCATIONS, 4 FRAMING SIZES. STHD14 SCALE: 1 " =1' - 1. ROOF OR FLOOR DIAPHRAGM 2. ROOF TRUSSES OR RAFTERS W/ 2x BLOCKING PER PLAN. TRUSS /RAFTER SECURED TO TOP PLATE W/ FRAMING CLIP PER PLAN 3. DBL TOP PLATE - MIN LAP SPLICE 24' W/ (8) 16d NAILS 4. HEADER PER PLAN 5. BLOCKING REQ'D AT ABUTTING PANEL EDGES (AS OCCURS) 6. BASE /SOLE PLATE W/ BASE PLATE NAILING PER SCHEDULE 1 • STRAP TIE PER PLAN INSTALLED PER MANUF. SPECS. 8. FLOOR JOIST PER PLAN W/ CONT. SOLID RIM BOARD 9. SQUASH BLOCKS REQ'D AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY FRAMING BELOW 10. STRAP TIE HOLDOWNS PER PLAN INSTALLED PER MANUF. SPECS. 11. ANCHOR BOLT HOLDOWNS PER PLAN INSTALLED PER MANUF. SPECS. 12. MAIN FLOOR JOISTS PER PLAN W/ SOLID CONTINUOUS RIM BOARD (NOT REQ'D AT SLAB ON GRADE) 13. PRESSURE TREATED SILL PLATE W/ 5 /a' DIA. ANCHOR BOLTS SPACED PER SHEAR WALL SCHEDULE 14. ADDITIONAL FRAMING (4 HOLDOUJN AS REQ'D) BELOW END OF UPPER FLOOR SHEAR WALL STHD14 22 GAR G,4� (5) STHD14 MAIN FLOOR KEY PLAN SCALE: STHD14RJ '''//‘< l CRIPPLE U,4LL TYPICAL STRAP T ❑ ❑ PATIO SCALE: 1/8 " =1' -0" 6. SIMPSON LTF4 0 48' O.C. KITCHEN I -3 STHD14 STHD14 STHD14 NOOK 3RD C4R5 OPTION KEY PLAN 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. 1 -JOIST PER PLAN SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ 8d NAIL TO TOP AND BOTTOM CHORD OF I -JOIST TOE NAILED TO TOP PLATE WITH 8d NAILS e 6' O.C. 5. SE- 4EATI-TING PANEL EDGE W/ EDGE NAILING PER SHEAR WALL SCHEDULE 1. EXTEND 5THD STYLE ANCHOR STRAPS WITH OVERLAPPED CMSTCI6 COILED STRAP TO GET FULL NAILING AT WALL FRAMING ABOVE (BOLT STYLE HOLDOWNS TO BE EXTENDED TO WALL ABOVE W/ COUPLER NUT AND ALL TREAD ROD) 9. 2x6 CRIPPLE WALL UJ/ STUDS 0 16' O.C. SHEATHED 4 NAILED W/ ad NAILS e 4' O.C. EDGE 4 12' O.C. FIELD HOLDOWN PER PLAN 10. STEM WALL d FOOTING PER PLAN :OR SLO =ED LOTS 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STRAP ON RIM ' FALL TO WALL (3) s CENTER STRAP ON FLOOR DIAPHRAGM a WALL TO BEAM 6. LOITER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM E - OLDOJN ,.J4LL TO 5 UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM STHD14 (2) SCALE: NTS ELEVATION TYPICAL STRAP TIE OUND4T!ON SCALE: 3 /4' =I' 1. FRAMING SHALL BE HEM -FIR *2 0 16' O.C. MAX (UN.0.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.0.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SWEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF SCI 6' O.C. EDGE, 12' D.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.4.1, NOTE (i). 5. ANCHOR BOLT SPACING 15 6' -0' D.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12' AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE Y.a'x3'x3' WASHERS AT ANCHOR BOLTS. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.0.) PER IBC TABLE 2306.4.1. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131' DIA., 2,1/2' LONG), 8d BOX (0.113' DIA., 2Y2' LONG), IOd COMMON (0.148' DIA., 3' LONG), 10d BOX (0.128' DIA., 3' LONG), l6d COMMON (0.162' DIA., 3y' LONG), 16d SINKER (0.148° DIA., 3Yq.' LONG), 5d COOLER (0.086' DIA., l /8' LONG), 6d COOLER (0052' DI4.,I% /'LONG) 1. 1Y4' No. 6 DRYWALL SCREWS (TYPE W OR 5) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.4.5. a IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2 -2x'S W/ 10d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2 -2x MEMBERS (TI-115 ALTERNATIVE DOES NOT APPLY TO FOUNDATION GILL PLATES OR TO WALLS WITH 801 EDGE NAILING AT 2' D.C. OR 10d EDGE NAILING AT 3' D.C. OR 2 D.C.) HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING 15 NOT PROVIDED BY THE FRAMING BELOW. II, SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (1) FOR THE Vs' DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (LE. (2) MASP REPLACE (1) SA' DIA ANCHOR BOLT) 5 (4) 2 STEP I 2 b4 ,,,ALL SC (2) 1. FOOTING PER PLAN EDL 2. PROVIDE *4 BAR(S) WITHIN UPPER 12' PER STEM WALL DETAIL 3. VERTICAL REBAR SPACED PER STEM WALL DETAIL 4. " °4 REBAR SPLICE BAR 24' TYP. 24' TYP. 3' TYP. STEPPED FOOT I \G AT SLOPED LOT 1. SHEAR WALL PER PLAN W/ DEL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN OLDOWN (6) bo C (4) 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF, SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECSISEE BELOW FOR SIZE PER HOLDOU N) 6. CONCRETE STEM WALL PER PLAN 0. EXTEND ANCHOR BOLT W/ COUPLER NUT ff ALL THREAD ROD HOLDOWN ANC' -TOR BOLT 5IMP50N LTT2015 SSTEI6 SIMPSON LTT131 SSTBI6 SIMPSON HTT16 SSTB16 SIMPSON PHD2 SSTBI6 SIMPSON P4D5 55T520 SIMPSON PHD6 55TB28 SIMPSON HDQB 557528 (USE SSTBL ANCHOR BOLT 0 3x PLATE) O� 5OLT OLDO m .- O Q1 , o ( = Q) -- O m - Q) (1) a c` QJ r o) 01- E O .N ). QQ1 �,L N U 0 c6 U - c _ w i ' l 6 u a '13 Z I A C3 MI SA_ 0 0- - ` vi ` `° Y x - Q) 6 O `° Ql , q- 1-3 co 9, n__- .-13 vt c ai N 01 6 O_� N O v 6-0 �7c ri i- O 2 Q.) O E 2 Q O f- U '2, QI i c� ' - $L E ..-. � L1 REVISION DATE: INIT: 05 -11 -01 EXPIRES: JUNE 5. 2009 I SEP - 4 2007 PE : ENTE SCALE: /4' =1' ! SQL 4 TE D SCALE: 3 /4'=I' 16' 0 2 STORY 24° a 3 STORY SIT I O STL1 LL =OOTING AT COL F _OOR JOIST 5 E4 \ . AT ST) SCALE: 3 /4'.1' I, BEAM PER PLAN (ox BEAM l E -HILT U POST AT 5E4M \ ';ALE 3 /4' =1' 12' O.C_ (STAGGERED) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3, SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL UJ/ 8d NAILS s 6' O.C. SECURE RIM TO EACH JOIST W/ (2) ad NAILS 4. FLOOR JOIST PER PLAN SECURED TO SILL PLATE W/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6. (1) "4 REBAR IN UPPER 12' OF STEM WALL 7 5/8' DIA. ANCHOR BOLT 6 72' O.G. UN,O. IN SHEAR WALL SCHEDULE W/ 7' MIN. EMBEDMENT S. #4 VERTICALS s 45' O.G. UJ/ STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 9. (2) 4 REBAR CONTINUOUS IN FOOTING I. FLOOR DIAPHRAGM EDGE NAILING 2. 2x BLOCKING (4 SIDES) W/ (2) !6d NAILS TO POST 3. POST PER PLAN SECURED TO FOOTING WITH (2) SIMPSON A34 FRAMING ANGLES UN.O. 4. ISOLATED FOOTING PER PLAN 1, 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3, I -JOIST PER PLAN SECURED TO TOP PLATE W/ (2) Sd NAILS 4. SOLID CONTINUOUS RIM BOARD W/ Sd NAIL TO TOP AND BOTTOM CHORD OF I -JOIST 4 TOE NAILED TO TOP PLATE WITH Sd NAILS s 6' O.G. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE W/ SIMPSON LTP4 48' O.G. NOTE IF SHEATHING JOINTS ARE P.ELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED L 2. DBL 2x TOP PLATE W/ SIMPSON M5TC28 STRAP ON EXTERIOR FACE 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6) -16d NAILS TO BEAM (STAGGERED) EACH SIDE (3) 4. PLYWOOD OR OSB FILLER AS NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH led NAILS 0 6. RIMBOARD, GABLE FRAMING, OR BLOCKING z z � (5) (5) (4) (5) (I) z r CJ SCALE: 3 /4' =1' (3) S" 7 -0,-I\ SCALE: 3 /4'.1' SCALE: /4' =1' z L (7) 16' a 2 STORY 24' s 3 STORY DAT 'a1 STOR, 6' 2 STORY (6) ON STE (2) (6) X -1- FLOOR JOIS' SCALE: /4' = 1' (3) (2) (8) (4) (9) (4) (3) UU4LL BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3, SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ 8d NAILS 0 6' O.C. SECURE RIM TO EACH JOIST W/ (2) ad NAILS 4. FLOOR JOIST BLOCKING AT FLOOR SHEATHING PANEL EDGES (45' O.C,) SECURED TO SILL PLATE UJ/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6- (I) *4 REBAR IN UPPER 12' OF STEM WALL 5 /s' DIA. ANCHOR BOLT e '12' O,C, UN.O. IN SHEAR WALL SCHEDULE W/ 1' MIN. EMBEDMENT S. 4 VERTICALS a 48' D.C. W/ STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 9, (2) *4 REBAR CONTINUOUS IN FOOTING I. %' DIA. ANCHOR BOLT s 72' O.G. UN.O. IN SHEAR WALL SCHEDULE W/ T MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 3. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4' CONCRETE SLAB OVER 4' COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS 6. (1) *4 REBAR IN UPPER 12' OF STEM WALL 7. VERTICALS e 48' O.C. W/ STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) 4 '4 REBAR CONTINUOUS IN FOOTING 9. INSTALL DAMPPROOFING OR WATERPROOFING PER IRC R406 WHERE INTERIOR 5LAB IS BELOW EXTERIOR GRADE )" STEM WALL AT SLAB ON GRADE I. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2, EDGE NAILING PER SHEAR WALL SCHEDULE 3, I -JOIST BLOCKING a PANEL EDGES (4S' O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ Sd NAIL TO TOP AND BOTTOM CHORD OF I -JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS 0 6' O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER 51-IEAR WALL SCHEDULE UJ/ SIMPSON LTP4 ' 48' D.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED ' ARALLEL TO ST,..D JOIST 4 R4LLEL TO SF.-_4R J4LL I, 2x SHEAR WALL ABOVE (45 OCCURS) PER SHEAR WALL SCHEDULE. 2, I -JOIST PER PLAN SECURED TO TOP PLATE W/ 5d NAILS e 6' D.C. 3. FLOOR JOIST BLOCKING s PANEL EDGES (45' 0.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 4, 2x SHEAR WALL PER SHEAR WALL SCHEDULE SCALE: 3 /a.' = I' (2) (5) SCALE: /4' =1' I \TEIOR FOOTI FLOOR JOIST AT 5 SCALE: / 4 ' =I L E4M I, I -JOIST BLOCKING REQUIRED A BEARING OR SHEAR WALLS ABOVE OR WHEN JOISTS ARE NOT CONTINUOUS AT BEAM 2. SECURE BLOCKING TO BEAM W/ Sc NAILS 6' O.C. 3. I -JOIST PER PLAN 4. BEAM PER PLAN 5. 2X OR SHEATHING CLEATS BOTH SIDES TO 3ECURE BEAM TO POST 6. 4X OR 6X TREATED POST (4X6 MIN AT BEAM SPLICE) 1 SIMPSON A34 FRAMING ANCHOR W/ CONCRETE NAILS 5. ISOLATED OR CONTINUOUS SPREAD FOOTING FER PLAN L 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING PER SHEAR WALL SCHEDULE 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST BLOCKING AT PANEL EDGES (48' O.C.) 4. BEAM PER PLAN FLOOR JOIST PARALLEL TO SEA 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING FER SHEAR WALL SCHEDULE (7) 16' e 2 STORY / 24' e 3 STORY a" 3 STE ' ,,,ALL AT SLA5 ON GRADE SCALE: 3/4' =1' (1) (1) (I) SCALE: 3 /4 ' = I' SCALE: 3 /4' =1' (2) MAE (2) WOOD BE A a (I) AT (3) (3) LOO: JOIST AT BE4 OOD POST 1. %s' D1A. ANCHOR BOLT e 12' 0,C, UN.O. IN SHEAR WALL SCHEDULE W/ 7' MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE UN,D. IN SHEAR WALL SCHEDULE 3. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4' CONCRETE SLAB OVER 4' COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS 6. (I) $4 REBAR IN UPPER 12' OF STEM WALL 1. *4 VERTICALS 6 45' D.C. Wl STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED S. (2) #4 REBAR CONTINUOUS IN FOOTING 9. INSTALL DAMPPRDOFING OR WATERPROOFING PER IRC 8406 WHERE INTERIOR SLAB 15 BELOW EXTERIOR GRADE I, FLOOR JOIST (ONE OR BOTH SIDES OF BEAM) PER PLAN W/ JOIST HANGER PER MANUF. 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN I. BEAM PER PLAN 2. WOOD POST OR COLUMN FER PLAN 3. SIMPSON ACE POST CAP UN.O. 4. SIMPSON AC POST CAP UN.O. 5. BEAM SPLICE A5 OCCURS (I) SCALE: /4' =1' :‘OOTING AT WOOD CQLU t WPM illiAii li bog:poetise 00 1S 0° REPRODUCTION J 1 ' 4 . n� OF THESE PLANS gY 4/ p ANY MFA'S IS PROHIBIT ti D c 0 c AW ViOLAT Q B "ftU�RA'_l o AP, 2,..INIS1,113 _E P yFrlL$, 1 IfJ \ l a n o Tn$ ,u, ei\u_ THE DxSU; " +! -; 7Ii3TAIN LE SAL 9 o 9 or fl ISPI.r' (7) (1) (6) -, 041P Is // " 3 � : r% I) (2) (5) (4) 10' -0' MAX JOIST SPAN C y DEC< LEDGER SCALE: /4' = I' (I) AT RI (3) AT 5.4RING 4L 1. WOOD POST W/ ARCHITECTURAL COYER PER PLAN 2. POST BASE HARDWARE 3. FINISHED GRADE OR SLAB AS OCCURS 4, 12' DIA OR SQUARE CONCRETE PEDESTAL (OPTIONAL) 5. (4) 4 4 VERTICALS W/ STANDARD HOOK AT CONCRETE PEDESTAL 6. !3 TIES AT 12° O.C, 7. ISOLATED OR CONTINUOUS FOOTING PER PLAN N I, 2x6 STUD WALL PER PLAN 2. 2x P.T. LEDGER TO MATCH DECK JOIST W/ 2 ROWS OF Y4'x4 LAG SCREWS STAGGERED s 6° 0.0, IN EACH ROW 3. 2x P.T. DECKING W/ (2) -16d NAILS OR DECK SCREWS PER JOIST 4, 2x P.T. DECK JOIST a 16' 0,C. PER PLAN 5. SIMPSON LUS HANGER TO LEDGER 6. SOLID ►4 RIM BOARD MINUMUM 7. FLOOR JOISTS PER PLAN 5O4RD 1. BEAM PER PLAN 2. 2x STUD WALL W/ BUILT UP POST PER PLAN (SAME WIDTH AS BEAM MINIMUM) 3. SIMPSON A35 OR LTP4 BOTH SIDES OF BEAM UN.O. 4. BEAM SPLICE AS OCCURS bO733 SEP - 4 2007 PF-F.M sT CENTEk UPDATE DATE: 7/13/05 INIT: TN. REVISION DATE: 05-11-01 EXPIRES: JUNE 5, 2009 INIT: ROO= TRUSS AT 5E4RI SCALE: 3/4'=r SCALE: 3/4'.1' lU /O RIDGE VENT w/ RIDGE VENT TRUSS RIDGE 5LOC G TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) ad NAILS (OFT. I) OR ATTACHED W/ (1) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4, SIMPSON 142.5 EACH TRUSS INSTALLED PER MFG, SPECS, 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETED IF SIMPSON HI 15 SUBSTITUTED FOR H25 e EACH TRUSS (OFT. 2) L EDGE NAILING 2. ROOF TRUSS TOP CHORD PER PLAN 3. 2x BLOCKING FOR EDGE NAILING AT INTERSECTION OF ADJACENT ROOF PLANES PER IRC TABLE R6023(1) FOOTNOTE (i ) G4 LE END TR „55 SCALE: SCALE: /4' =I' RAF-7 AT ALL (5) 'LOOK JOIST AT SEA SCALE: 3 /4 ' = (' I, 2x4 OUTRIGGER 0 48' O.C, 2. GABLE END TRUSS U1/ SHEATHING PER 51-IEAK IUALL SCHEDULE FOR WALL BELOW 3. 2x ;✓IAGONAL BRACE e OFT O.G. 4. SECURE BRACE T 2x BLOCKING W/ (3) I0d NAILS 5. SIMPSON 434 AT 2x BRACE 6. ATTACH GABLE TRUSS TO BACKER' BOARD W/ !0d NAILS e 6' O.G. 1. 2x CONTINUOUS BACKER BOARD SECURED TO TOP PLATE W/ I0d NAILS 0 6' O.C. 8. ROOF TRUSSES 0 24' O.C. PER PLAN 1, 2x RAFTER W/ ROOF SHEATHING PER PLAN 2. EDGE NAILING 3. 2x BLOCKING TOE NAILED TO TOP PLATE W/ (3) 8d NAILS 4, SIMPSON 1-12.5 CLIP AT EACH RAFTER 5. 2x STUD WALL OR BEAM PER PLAN 3. BEAM PER PLAN (5) 1. FLOOR JOIST PER PLAN W/ JOIST HANGER PER M4NUF. 2. FL00R DIAPHRAGM EDGE NAILING (5) (I) (3) RATER TO ,,ALL SCALE: 3/4' =1' (6) I. ROOF SHEATHING PER PLAN 2. EDGE NAILING 3, ROOF TRUSSES PER PLAN 4, 2x6 FLAT BLOCKING 6 36' O.C. 5, SIMPSON A35 AT EACH BLOCK 6, SIMPSON A35 na 18' O.G. 1 INTERIOR SHEAR WALL PER PLAN 2x6 MINIMUM RAFTER W/ ROOF SHEATHING PER PLAN 2. CONTINUOUS ROOF TO WALL VENT CONTINUOUS 2x6 LEDGER W/ 3. (2) I0d COMMON NAILS (0.148'X3'ER STUD 4. 2x STUD WALL PER PLAN (STUDS 16' D.C.) 5. (2) SIMPSON A34 FRAMING ANGLE AT EACH RAFTER (I) EACH SIDE 4 STAGGER 6. 10d NAILS TIE LEDGER TO STUDS WALL W/ 2 ROWS ING TRUSS 4 RAFTER AT SCALE: 3/4'.I' 9 5Y O' s si_ anucTI e•4 k 6 e ° OF flE5 p P PRR OM TED ® %V k b A M VI HIITI O .S. T HE n 8 W L EGA CU" / � 6o ®0aed�a�'� 6G x p�r "DOT 33 Z I. CONVENTIONAL 2x OVER FRAMING 0 24' O.C. W/ (2) 16d TOE NAILS TO VALLEY PLATE (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) 2. EDGE NAILING 3, 2x VALLEY BOARD TO MATCH RAFTER W/ (2) 16d NAILS PER TRUSS 4, ROOF TRUSS TOP CHORD OR RAFTER PER PLAN 5 CONTINUOUS SHEATHING BENEATH OVERFRAMING OR BRACING PER TRUSS MANUF, FOR RAFTER SPANS BELOW USE THE FOLLOWING SIZES: 0' -0' TO 5' -10' 2x4 5' -10' TO 8' -7' 2x6 8'-7' TO 10' -10' 2x8 I0' -10' TO 13' -3' 2x10 13' -3' TO 15' -5' 2x12 (ASSUMES LL =30P5F 4 DL =20PSF PER TABLE R8025.1(3) FOR HF "2) 1. ROOF TRUSS PER PLAN 2. 2x BLOCKING W/ (2) 10d TOE NAILS TO TRUSS AT EACH END 3. EDGE NAILING 4. 2x LEDGER TO MATCH RAFTER ATTACHED TO DBL TOP PLATE W/ 2 ROWS OF 16d NAILS STAGGERED 0 6' O.C. (EACH ROW) 5. SIMPSON 142.5 CLIP AT EACH TRUSS 6, RAFTER PER PLAN 7. 16d NAILS ' 6' 0,C. TO 2x BLOCKING a SIMP50N L55U HANGER ALL SEP - 4 2001 PE MIT CENTEF 05-11 -07 EXPIRES: JUNE 5, 2009 Q) n N 7 Q) 2 _mu o 0 E Ql J_l E iO 9 di O s , ( o REVISION DATE: INIT: UPDATE DATE: 7/13/05 INIT: TN. PROJECT ": XXX