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HomeMy WebLinkAboutPermit D07-068 - FLESCH RESIDENCE - FIRE DAMAGE REPAIRFLESCH RESIDENCE 4225 S 150 ST D07.068 Parcel No.: 0042000250 Address: 4225 S 150 ST TUKW Suite No: Tenant: Name: FLESCH RESIDENCE Address: 4225 S 150 ST , TUKWILA WA City of Tukwila Owner: Name: FLESCH WAYNE H +JEANNETTE ET Address: 4225 SOUTH 150TH ST , SEATTLE WA 98188 Phone: Contact Person: Name: JESSE BINFORD, PE Address: 3605 C ST NE , AUBURN WA 98002 Phone: 253 833 -5557 Contractor: Name: ALLIANCE RESTORATION SCVS INC Address: 8583 154 AV NE , REDMOND WA 98052 Phone: 425 882 -7930 Contractor License No: ALLIARS987LP Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Permit Number: D07 -068 Issue Date: 03/09/2007 Permit Expires On: 09/05/2007 Expiration Date: 06/17/2008 DESCRIPTION OF WORK: FIRE DAMAGE RESTORATION FOR UPPER ROOF AND CHANGE OF EXISTING FLAT ROOFS TO GABLE ROOFS. RESTORATION OF LAUNDRY ROOM AND CHANGE OF LAUNDRY TO EXTENSION OF KITCHEN. Steven M. Mullet, Mayor Steve Lancaster, Director Value of Construction: $50,000.00 Fees Collected: $1,321.17 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 0022 * *continued on next page ** doc: IBC -10/06 D07 -068 Printed: 03 -09 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: doc: IBC -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: htty: / /www.ci.tukwila.wa.us Permit Number: D07 -068 Issue Date: 03/09/2007 Permit Expires On: 09/05/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N �.J Date: 034 o7 Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: ��1r� -� -. Date: a ( o`‘ I 0 -1- Print Name: T I v l �o✓ 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 -068 Printed: 03 -09 -2007 Parcel No.: 0042000250 Address: 4225 S 150 ST TUKW Suite No: Tenant: FLESCH RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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 PERMIT CONDITIONS Permit Number: D07 - 068 Status: ISSUED Applied Date: 03/01/2007 Issue Date: 03/09/2007 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: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: 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. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 15: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). D07 -068 Printed: 03 -09 -2007 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: 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. doc: Cond -10/06 * *continued on next page ** D07 -068 Printed: 03 -09 -2007 Sae 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. Signature: Date: — — c› Print Name: - A r = 4•---P--- doc: Cond -10/06 D07 -068 Printed: 03 -09 -2007 Site Address: 427,c S . LS TA �T �L1g l Tenant Name: Property Owners Name: Mailing Address: CONTACT PERSON s5S &Nr i Mailing Address: 3br) s C S T tIfL bird L 4cie+ het Name: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 ** Rresial ISbNSi GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page Company Name: WA WCL 12ESTWAVAi Mailing Address: City State Day Telephone: 42-5 5323 Fax Number: 42-S. r b 6 210 Expiration Date: 3I/1v * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Contact Person: WAS VIA E -Mail Address: +rav Steal o es ad Contractor Registration N u m b e r : . . - S t L Building Permit No. 17 (4 1 Mechanical Permit No. Public Works Permit No. Project No. (For office use only) King Co Assessor's Tax No.: D)4 2 b002.f) Suite Number: Floor: New Tenant: ❑ Yes ❑ ..No City State Zip Day p Teleephone: . g 33.53 S 9 Ave0A/ (4, - fcsbaz City State Zip Fax Number: 253. 8'33.3309 twat 80 73 Zip ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Company Name: St t l i t t_ Wd tib Z W Mailing Address: 30b e ST T� pL� /�� "� City State Zip Contact Person: vr�� 13/A ( WO) PE- Day Telephone: 253- (f31, 59 -' >b►�/1`t�N • 104 - Fax Number: 2 . t'.33 9 E -Mail Address: ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: S AtDJzz 4 i)tAt rL Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: q:Ope nits plus\icc changes\pennit application (7 -2004) Revised: 6-8 -05 bh Page I State BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 600 Scope of Work (please provide detailed information): Lr t i f iT 6A-but A-6k_ S ccl &z. .Dgl TO Stog OF k t7Vi-c 4. Existing Building Valuation: $ I (2 � boo 1-0N OF Liblevb Will there be new rack storage? ❑ .. Yes ❑ ...No If `yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Ce 'T W ` Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for 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: kit ❑.. Sprinklers 0-Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q: \\permits plus icc changes\permit application (7 -2004) Revised: 6-8 -05 bh Page 2 Existin: Interior Remodel Addition to Existing Structure New Type of Construction I -r IBC Type of Occupancy per IBC 1't Floor 000 l7 Z.<) _ -- v - es j2- 3 2 ' d Floor 4 .� - _ it n 3r Floor -- - - - .` -' Floors thru — — - — - Basement it It .-- „- - V-B 23 Accessory Structure* ....... .r, _ - Attached Garage - — — — — Detached Garage 4ZO _ _ Attached Carport .- ,-. . - -- ,.-_ Detached Carport _ - - _, - Covered Deck - - _ Uncovered Deck •- BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 600 Scope of Work (please provide detailed information): Lr t i f iT 6A-but A-6k_ S ccl &z. .Dgl TO Stog OF k t7Vi-c 4. Existing Building Valuation: $ I (2 � boo 1-0N OF Liblevb Will there be new rack storage? ❑ .. Yes ❑ ...No If `yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Ce 'T W ` Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for 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: kit ❑.. Sprinklers 0-Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q: \\permits plus icc changes\permit application (7 -2004) Revised: 6-8 -05 bh Page 2 PERMIT APPLICATION NOTES Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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). Plumbing Permit 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. BUILDING OWNER OR AUTHORIZED AGENT: Signature: J �� � ,f Print Name: �!s'O5f BiA it g T1 Mailing Address: C Date Application Accepted: ' Q:\Applications\Fonns- Applications On Line3-2006 - Permit Application.doc Revised: 9.2006 bh Date Application Expires: (/ l 1004 Date: Day Telephone: 253 e 3 3- 5 Ar•• iUitL . L1 f City Staff Initials: 6".v. I Page 6 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us Parcel No.: 0042000250 Permit Number: D07 -068 Address: 4225 S 150 ST TUKW Status: PENDING Suite No: Applied Date: 03/01/2007 Applicant: FLESCH RESIDENCE Issue Date: Receipt No.: R07 -00304 Initials: JEM Payment Date: 03/01/2007 02:23 PM User ID: 1165 Balance: $0.00 Payee: BC INVESTIGATIVE ENGINEERS, LLC TRANSACTION LIST: Type Method Description Amount doc: Receiot -06 Payment Check 5491 1,321.17 ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - RES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Total: $1,321.17 Payment Amount: $1,321.17 797.98 518.69 4.50 Printed: 03 -01 -2007 Project: ' i6cr i e /2(°S Type of Inspection: r/AM / Address: 1 /225 S / 5 .5"/ Date Called: Special Instructions: V e-Ail- - / Date Wanted: 5 9s-op C p.m. Requester: 11 NoL 522V INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 1)n-ea& PERMIT NO. (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: A-1( &ot ti/J? r ,P/ Inspecto Date: : J$6 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, e must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule re spection. I Receipt No.: IDate: Project: /r -craf/ 72-S Type of I�ns ection: f— / f.. Address: _ G/2 2 S 5 /.5) / Date Called: Special Instructions: 1 I2. ) . Date j� e � 9'. Requester: Pho� �No5 - 52/ -DCG / INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 De PERMIT NO. 1�- (206)431 -3670 Approved per applicable codes. p Corrections required prior to approval. I►► $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: Project: 7 C /4- % 4 Type of Ins ection: "0". Address. 4122■ c / 711— Date ailed: _S/ Special Instructions: a //- 2-41 -677 a.n. te n r t : ed Requester: e s qu Phone No: ID Approved per applicable codes. 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 Corrections required prior to approval. COMMENTS: ..7 ae..-% • l Inspec 'Date: b247 El $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project' /. Ol -h /at;4,C- -c Type of Inspection: Lam// /44 / /c:eiv y� (Cr // l/,- ' Address:_ i 2S r ISO S7`" DaveCIled: /OJ d � C(.. Special Instructions: Date t a.m. Requester: Phon4o�_. ,7 "'. _7 - 2 2 '/ I 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Iz 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: El $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: Project: � F/' fe K � f; -� E Type of Inspection;_. r 4O t'rPh. - ii"g / Adr Date � � /5�0 J Called: Special Instructions: Date Wanted: 9 2 0- 7 a.m. <P. ,. Requester: Phone No: `/2s - - 2 2'7 / L o 7 -26? INSPECTION RECORD Retain a copy with permit INSPE ION O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1Z 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspector' Date: $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: Date: Project: 1 g Type of I5ipestion: Address: / sw 4 Called: _....) Special Instructions: - Date Wanted: Requester: Phone No: INSPECTION NO. Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit ERMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Inspect° I Date *777 El Corrections required prior to approval. El $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: Project_ � / $ e GI Type of Inspection: Addr4 2 75 f Date Called: Special Instructions: Date Wanted: Requester: Phone y j . -:.. ? mac 229/ El Approved per applicable codes. COMMENTS: 097 --ea' INSPECTION RECORD Retain a copy with permit INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Q. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Corrections required prior to approval. 1) L.b/ .t„ 1 y'f / /,‘ /A 7/ .�s )/ , I $58.00 REINSPECTION REQU RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: • COMMENTS: w/ f, !/( )6,F 6/( / A. 7 /1n/s cue- r /7 %% %fe,'n/ ' /< if' PA // /.,vs�i9- f.frst/ 4/Li Date Called: Speciallnstructiprls: Date ant�L U 'a.m. P.nL Requester: Phone No: 25- 7.G -s22y Project: r 7 -7-.. 12 /(2, Type of_ Inspection: /—/- / /4/ /,<U 6. Address: L/225 S /5 Date Called: Speciallnstructiprls: Date ant�L U 'a.m. P.nL Requester: Phone No: 25- 7.G -s22y INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -357 Approved per applicable codes. '® Corrections required prior to approval. f El S50) REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. IClspector: INSPECTION RECORD Retain a copy with permit Date: (Receipt No.: Date: COMMENTS: Type of Ins ection: /2 4/7i, iL Address: 42 S / )sl AiC) d iZ.( Ci w / - r1/0l ,f / 7 , 7` -, L. - / 7' 5 . . 4 /-' c >-.1 ,4 ‘ A / ----/ /1 j 4 A/ Zc-ti --7.....-- .2 2 0 p2i.,-, Project: ��y° S �`7 /�P Type of Ins ection: /2 4/7i, iL Address: 42 S / )sl Date Called: Special Instructions: Date Wanted: Z ( a i m. S ' D � Requester: \ Phone No J/25 -25-3-55S-5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. • Inspector: p I Recei a o.: G�> INSPECTION RECORD Retain a copy with permit orrections required prior to approval. Date: 7 ( 06)431 -3670 EINSPECTION FEE REQ IRED. Prior to inspection, fee must be 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 1Date: sts,. -r te; Project: �` / / T ype of Inspecti C Address: / ! , .Pate raked: Special Instructions: I Date Wanted: z ! "S 07,i .S m Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date �( $58.0 EINSPECTIO FEE REQJIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: IDate: Project: I- I E. 5( V k e'S • Type ofjpspectiop; IZOO S/104 ihiA/ Address: 4 z2_5 c-, 1 i _ t Date Called: Special Instructions: fp Li, 0 5c 0 A i 6 t,,,c, ylcc Date Wanted: (- — 5— — 0 7 =- Requester: Phone No s— z_z_ ti INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6 431-37o fig kproved per applicable codes. Corrections required prior to approval. COMMENTS: 'Inspector Date: / ` $58.0REISPECTION f REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspedion. !Receipt No.: 'Date: COMMENTS: // // En , iH�r // ;// 7Cr ... ,59 Zr5A/CA 4CG% L iii 7�aegP ✓ /if r c /hq • !'cam /!D %/� /.71 1i %,^,,S ✓ /71 /fray r,', 6 *-- Special Instructions: SN "De "r., Aor a/ 4f, o w Gl Gpti i%>. V /if w // ( 7Ze k s0 6a,- /">il f a � N / �) Phone No: s--`7 -52 zi Project: i T pe of Inspection: Address: Date Called: Special Instructions: Date Wanted: ✓ � v � 7 �.m'. Requester: Phone No: s--`7 -52 zi INSPECTION NO. INSPECTION RECORD ��� Retain a copy with permit PERMIT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 I •) 31 -3670 Approved per applicable codes. Zrorrections required prior to approval. Inspecto . #- R,. * FEE REQUIRED. Prior to inspection, fee must be 00 Southcenter Blvd., Suite 100. Call to sechedule reinspection. E $58.00 paid a Date: Receipt No.: Date: COMMENTS: Type of Inspection: 7-G0i A /i Lfi /d,/ // /A ilo -- PA - X 11 Na d e /4, / /04,-- ,v w 4( t,,t 4 /„ -) .. 4..71 / / ,//,91,7- PA- > --e4- c7 di � 5 � / - , 7 /A4 1 5 . ��yv N Project: /- /c5e�/ w,-..s Type of Inspection: 7-G0i A /i Lfi /d,/ // Address: "/22 /so 5-7 Date Called: Special Instructions: Date Wanted: / /q 7 a p.m. Requester: Phone No: ol. GC- 66 - S - 2/ 6 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D Approved per applicable codes. 7 RECORD Retain a copy with permit nsi • 5: ol:0 REINSPECTION F REQUIRED. rior to inspection, fee must be p d at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. Corrections required prior to approval. Date: Receipt No.: Date: Project: f" / /,$' As. Type of Ins ection: Fd)/itia%7 //GA/ / / Address: G/2ZS.S /5_ 05 Date Called: Special Instructions: Date Wanted: 9 -2 l/ -O 7 c p.m. Requester: P 4/25 - 2 ; 92 V i INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT N (206)4f31 3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe $5 p .00 REINSPECTION E REQUIRED. Prior} inspection, fee must be d at 6300 Southcenter lvd., Suite 100. 11 to sechedule reinspection. R • : pt No.: Daxe� Date: LS- '# _.. , 1k4 .::' .its ,,hafti COMMENTS: J ' I X 5( i t cold4 (J4/ /i roi'i Sz � f J 6 Id L /gL /J, / /, 144 - / P1), s1 b�° r /� a t- d d r l udo 7 prYPTIV of ;a/N; Ai i 6(//1 11 G )1 0 ✓ J r 7 J.A J I '7 pp Requester: Phone No: qZ'S -764 - S `J Project: El qt S 6 . k f Type of Inspection: ra 6 o>vs +(Drrti q Address: y .25S I50s+ Date Called: Special Instructions: l I i 30-y■A►4Gf Al( a � � h � Date Wanted:„ — 2 )_C.) - j p.m. Requester: Phone No: qZ'S -764 - S `J INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 U Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Pa 7 - 6 G PERM (706)431 -36(70 Corrections required prior to approval. Date* — z - o 7 $5 .00 REINSPECTION FEE QUIRED. Prig to inspection, fee must be pa d at 6300 Southcenter Blv ., Suite 100.//////Call to sechedute reinspection. Receipt No.: Date: IIItI INVESTIGATIVE ENGINEERS, LLC RESPONSIVE ACCURATE CLIENT: PROJECT: STRUCTURAL ENGINEER: PROJECT NUMBER: LOCATION /JURISDICTION: CODE: LOADS: THOROUGH CAUSE 8 OR /GIN DLE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISM/ HAZARD ASSESSMENT STRUCTURAL CONSULTATION 062208c 6,•)L15;1 ^ .Ar tu'k t`7 l 1"pirit et " 4A• et il,teta IX z ��,�w� STRUCTURAL CALCULATIONS ALLIANCE RESTORATION 8583 154TH AVENUE NORTHEAST ft.%7 r BUILDING C, UNIT 8583 f_ .. REDMOND, WA 98052 - 425.882.7930 (0)/425.882.0210 (F) C. FLESCH RESIDENCE F /RE RESTORATION 4225 SOUTH /50TH ST. SEATTLE, WA. BC INVESTIGATIVE ENGINEERS 3605 C ST NE AUBURN, WASHINGTON 98002 253.833.5557 (0) / 253.833.7309 (F) CITY OF TUKWILLA 2003 IBC I. LATERAL LOADS: WIND: II. VERTICAL LOADS: SNOW, GROUND FLOOR SEISMIC DOES NOT CONTROL FOR SINGLE - FAMILY, LIGHT -WT CONSTRUCTION PROJECT NO SHEETI-OF_a_. DESIGNER- DATE CHECKED BY DATE 3605 C ST NE, AUBURN. WA. 98002 253.833.5557(0)/253.833.7309(F) I i P N t, No REVIEWED FOR CODE COMPLIANCE npnAuC f MAR = 8 2007 r City(Of Tukwila BUILDING DIVISION 85 MPH B EXPOSURE 25 PSF 40 PSF MAR 01 2007 RECEIVED CfrY OF TUKWILA 'EXPIRES: t G /2:i / o • --1 t)Gr+C SC RESPONSIVE ROOF LOADS LOAD COMPI/TA770N5 DEAD Shingles — Composit Asphalt 3 psf Sheeting --- 7/16" 058 1.5 psf Joists — 2x8 Rafters 2 psf Ceiling -- 5/8 "gwb 2.5 psf Mech /Elect 0.5 psf Misc/Insul'n 0.5 psf Tots/ 10 psf SNOW No Reduction for Slope 25 psf TOTAL ROOF LOADS Dead + Snow 35 psf FLOOR LOADS DEAD No Reduction Dead + Snow EXT /INT WALLS DEAD I N V E S T I GAT IV E DESIGNER DATF EN G I N E E R S, L LC CHECKED BY DATF 3605 C ST NE. AUBURN. WA. 98002 ACCURATE • THOROUGH 253.833.5557(0)/253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT Wl77ESS ACCIDENT INVESTIGATION SEISM/ HAZARD ASSESSPENT STRUCTURAL CONSLETATIDE Finish — Varies 3 of Sheeting — 3/4 " Ship -Lap 2.5 psf Joists — 2x8 at 12 Assumed 2.6 psf Ceiling — 5/8" gwb 2.5 of Mech /Elect 0.5 psf Misc/Insul'n 0.9 psf Total 12 psf LIVE TOTAL ROOF LOADS 40 psf 52 psf Facade -- Lap Siding 3 psf Framing — 2x4 Studs 1.7 psf Sheeting — 1/2" Nominal 1.5 psf Interior — 5/8" gwb 2.5 psf Mech /Elect 0.8 psf Misc/Insul 'n 0.5 psf Total 10 psf C 0.85 OR 1.0 1.1 1.2 UNOBSTRUCTED C5,1 Cs.3 C5.5 OBSTRUCTED Csa C5.4 C56 RESPONSIVE ACCURATE THOROUGH PROJECT NO SHffT__DF- DESNI pi DATF CHECKED BY DATF 3605 C ST NE AUeuRN. WA. 96002 253.833.5557(0/253.833.730 CASE &OWis AE AIaACE IBBTAANINWA'SW EDMR/ WREN ACONN7 Mi577A10W SEM HAWS, 45SeiSWO STAI.CTUMI CWS07A70 SNOW LOAD ANALYSIS BASED ON ASCE 7 -02 INPUT DATA 8 DFSIGN SUMMARY BASIC GROUND SNOW LOAD SNOW EXPOSURE FACTOR THERMAL FACTOR (0.85 , 1.0 , 1.1 , 1.2) IMPORTANCE FACTOR ROOF SLOPE PARAPET HEIGHT (DRIFT CORNER HEIGHT) LENGTH OF THE ROOF UPWIND OF THE DRIFT LENGTH OF THE ROOF DOWNWIND OF THE DRIFT OBSTRUCTED SLIPPERY SURFACE ON ROOF(SEC. 7.4.0, PG78) ? (1 =YES, O =No) HEIGHT DIFFERENCE FOR ADJACENT ROOFS ANALYSIS THE FLAT SNOW LOADS (SEC 7.3, PG 77) P = 0.7CECT I PG = NOTE : WHERE PF. MIN PF, GOVERNING = THE ROOF SNOW LOADS (SEC. 7.4, PG 78) Ps = C S P F = WHERE Cs A PF. VALLEY A CV PF = WHERE C = 2 / CE = 9.78 17.50 PSF 20.00 PSF, (SEC. 7.3.4, PG 77) 20.00 PSF PSF, (Eo.7 -2) C 51 = MIN ((70- A)I65,1.0] C MIN ((70 -A) /40,1.0] c = MIN ((70 - A) / 55, 1.0] C5.6= MIN ((70- A) / 26, 1.0] SNOW LOADS AT OVERHANG. VAI I FY AND PARAPET CORNFR PF, OVERHANG = 2 P = 19.56 PSF, (SEC.7.4.5, PG 78) 40.00 PSF, (SEC.7.6.3, PG 79) 2.00 , (FIG. 7 -6, PG 88) P G = ...__5 C = CT A I. k R 0 H = Li) = L0= 0 HF =.. (ASCE PAGE 77) (TAB. 7 -2, PG 90) (TAB. 7 -3. PG 91) (TAB. 7 -4, PG 91) FT, SEE FIG. BELOW FT, SEE FIG. BELOW FT UNOBSTRUCTED FT 0.489 , DERIVED FROM FIG 7 -2, PAGE 84, AS FOLLOWING TABLE PF. PARAPET = CD Ps = MIN[G(HD + H8), GHR] _ -9.63 PSF, (SEC.7.7.1, PG 79) WHERE Y = MIN(0.13P 14, 30) = 17.25 PcF, (7 -4) H = P / G = 0.57 FT, (SEC. 7.1) H = HE - H = -0.57 FT, (FIG. 7.8) H / H = - 1.00 < OR = 0.2, (SEC.7.7.I) DRIFTLOADSNEELNOTBECONSIDERED HD = 0.75 (0.43(L, 10)" - 1.5] FOR DOWNWARD ROOF -1.13 FT, (SEc.7.8 a FIG.7 -9) _ -0.84 C = 3.79 , (SEE FIG. RIGHT) J 4H0 = -4.50 FT, FOR H WD L 41.1 / H = -8.93 FT, FOR H (SEC.7.7.1, PG 79) WD,MAX = 8 HO = 4.54 FT WD. GOVERNIN0 = -8.93 FT DFSIGN SUMMARY PF. ROOF = 20.00 PSF PF. OVERHANG " 19.56 PSF PF. VALLEY A 40.00 PSF PF. PARAPET = -9.63 PSF PF. DRIFT A -14.55 PSF W A -8.93 FT , FIG. 7 -26 DASH LINE C5,3 = MIN [ (70 - A) / 60, 1.0 , FIG. 7 -2B DASH LINE , FIG. 7 -2A SOLID LINE C = MIN [ (70 - A) / 32.5, I , FIG. 7 -28 SOLID UNE , FIG. 7 -2c DASH LINE , FIG. 7 -2C SOLID LINE GOVERNING DR /FT HEIGHT _ -0.84 WHERE FLAT ROOF SNOW LOADS EXCEED 30 PSF, THE SEISMIC DEAD LOAD SHALL INCLUDE 20% DESIGN SNOW LOAD. (IBC 2003 1617.5.1) p\-L, ryer 9, r i ) /2 .\.1/ 2 / 2?.'4434 1, .-7 , • l l Ffr 0 74 . / ' ( „ :,) 14 / ff. 7 (p!i) v • (1 ".i A BASIC WIND SPEED (3- second gust) ROOF SPAN (feet) OVERHANGSd (pounds/feet) 12 20 �1 {' 24 28 32 35 qp 85 -72 -120 r -145 C,?: -169 -193 -217 -241 -38.55 90 -91 -151 -181 -212 -242 -272 -302 -43.22 100 -131 -218 -262 -305 -349 -393 -436 -53.36 110 -175 -292 -351 - 409 -467 -526 -584 -64.56 ficl9j TOP PLATE RIDGE BOARD RAFTER SPAN — SEE TABLES R802.5.1(1) THROUGH R802.5.1(8) 45 MIN. 2003 INTERNATIONAL RESIDENTIAL CODE® ROOF- CEILING CONSTRUCTION RACE NDT D • wSn .Si(i 72.s czys 7 REQ STRENGTH OF TRU OR RAFTER CONNECTIONS TO RESIST WIND UPUFT FORCES. (Pounds per connection) TABLE R802.11 NAIL TO JOIST 0 2,5.1 0 ST5 Xl4(ZXiG, For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.018 rad. Note: Where ceiling joints run perpendicular to the rafters, rafter ties shall be nailed to the rafter near the plate line and spaced not more than 4 feet on center. FIGURE R802.5.1 BRACED RAFTER CONSTRUCTION 0 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 1.61 km/hr, 1 pound/foot = 14 5939 N /m,1 pound = 0.454 kg. a. The uplift connection requirements are based on a 30 foot mean roof height located in Exposure B. For Exposures C and D and for other mean roof heights, multiply the above loads by the Adjustment Coefficients in Table R- 301.2(3). b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for framing spaced 12 inches on center. c. The uplift connection requirements include an allowance for 10 pounds of dead load. d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the overhangprojec- tion and added to the roof uplift value in the table. e. The uplift connection requirements are based upon wind loading on end zones as defined in Section MI609.6 of the International Building Code. Connection loads for connections located a distance of 20% of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.7 and multiplying the overhang load by 0.8. f. For wall -to -wall and wall -to- foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a 600 -pound rated connector is used on the roof framing, a 500 -pound rated connector is permitted at the next floor level down.) 239 5- f /41`=>1 -- BEARING CEILING CEILING JOIST G. S€€ 11 j SUBFLOOR • •11 PARTITIONS 1, ctll IMMATIIIKI ac AG11dfl Will I ninIIFR Eil ficl9j TOP PLATE RIDGE BOARD RAFTER SPAN — SEE TABLES R802.5.1(1) THROUGH R802.5.1(8) 45 MIN. 2003 INTERNATIONAL RESIDENTIAL CODE® ROOF- CEILING CONSTRUCTION RACE NDT D • wSn .Si(i 72.s czys 7 REQ STRENGTH OF TRU OR RAFTER CONNECTIONS TO RESIST WIND UPUFT FORCES. (Pounds per connection) TABLE R802.11 NAIL TO JOIST 0 2,5.1 0 ST5 Xl4(ZXiG, For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.018 rad. Note: Where ceiling joints run perpendicular to the rafters, rafter ties shall be nailed to the rafter near the plate line and spaced not more than 4 feet on center. FIGURE R802.5.1 BRACED RAFTER CONSTRUCTION 0 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 mph = 1.61 km/hr, 1 pound/foot = 14 5939 N /m,1 pound = 0.454 kg. a. The uplift connection requirements are based on a 30 foot mean roof height located in Exposure B. For Exposures C and D and for other mean roof heights, multiply the above loads by the Adjustment Coefficients in Table R- 301.2(3). b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for framing spaced 12 inches on center. c. The uplift connection requirements include an allowance for 10 pounds of dead load. d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the overhangprojec- tion and added to the roof uplift value in the table. e. The uplift connection requirements are based upon wind loading on end zones as defined in Section MI609.6 of the International Building Code. Connection loads for connections located a distance of 20% of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.7 and multiplying the overhang load by 0.8. f. For wall -to -wall and wall -to- foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a 600 -pound rated connector is used on the roof framing, a 500 -pound rated connector is permitted at the next floor level down.) 239 5- RAFTER SPACING (Inches) SPECIES AND GRADE DEAD LOAD =10 psf DEAD LOAD =20 psf 2x4 2x6 2x8 2x10 2x12 2x4 2x6 2x8 2x10 2412 mum rafter spans° (feet - Inches)/ (feet - Inches) (feet - Inches) (I In (feet - Inches) (feet - Inches) (feet - Inches) (feet - Inches) (feet - Inches) (feet - Inches) Douglas fir-larch S 14- 4 18 -10 2 Note b 14- 4 18 -10 24- 1 Note b Douglas fir• 1 13- 9 18- 2 2 rote b 13- 2 16- 8 20- 4 23- 7 Douglas fir• 2 13- 6 17- 5 2 1- 4 24- 8 12- 4 15- 7 19 -1 22 -1 Douglas fir -larch #3 10- 5 13- 2 16-1 18- 8 9- 4 11- 9 14 5 16- 8 Hem -fir SS 13- 6 17 -10 22- 9 Note b 13- 6 17 -10 22- 9 Note b Hem -fir #1 13- 3 17- 5 22- 2 25- 9 12 -10 16- 3 19 -10 23- 0 Hem -fir #2 12 -7 16 -7 21 -0 24-4 12 -2 15 -4 18 -9 21 -9 12 Hem -fir #3 Southern pine SS il o 10- 5 14- 1 13- 2 18- 6 16 -1 2.3- 8 18- 8 Note b 9' n 9- 4 14 -1 11- 9 18- 6 14- 5 23- 8 16- 8 Note b Southern pine #1 13- 9 18- 2 23- 2 Note b 13- 9 18- 2 22- 2 Note b Southern pine #2 13- 6 17 -10 22- 3 Note b 12 -11 16- 8 19 -11 23- 4 Southern pine #3 11- 2 14 3 16 -10 20- 0 10- 0 12- 9 15 -1 17 -11 Spruce- pine -fir SS 13- 3 17- 5 22- 3 Note b 13- 3 17- 5 22- 3 Note b Spruce-pine -fir #1 12 -11 17- 0 21- 4 24- 8 12- 4 15- 7 19 -1 22 -1 Spruce- pine -fir #2 12 -11 17- 0 21- 4 24- 8 12- 4 15- 7 19 -1 22 -1 Spruce- pine -fir #3 10- 5 13- 2 16-1 18- 8 9- 4 11- 9 14- 5 16- 8 Douglas fir -larch SS 8- 3 13- 0 17- 2 21 -10 Note b 8- 3 13- 0 17- 2 21- 3 24 8 Douglas fir -larch #1 8- 0 12- 6 16- 2 19- 9 22 -10 7 -10 11- 5 14 5 17- 8 20- 5 Douglas fir -larch #2 7 -10 11 -11 15 -1 18- 5 21- 5 7- 3 10- 8 13- 6 16- 6 19- 2 Douglas fir- 3 6- 2 9- 0 11- 5 1 16- 2 5- 6 8 -1 10- 3 12- 6 14- 6 Hem -fir SS 7 -10 12- 3 16- 2 2 L5 -1 7 -10 12- 3 16- 2 20- 8 24- 2 Hem -fir #1 7- 8 12- 0 15- 9 l 12- 3 7- 7 11 -1 14 -1 17- 2 19 -11 Hem -hr #2 7- 3 Z11- 51( 14 -11 l 11- 1 7- 2 10- 6 13- 4 16- 3 18 -10 16 Hem -fir #3 Southern pine S 6- 2 8 -1 9- 0 12- 9 11- 5 16 -10 1 2 16- 2 tote b 5- 6 8 -1 8 -1 12- 9 10- 3 16-10 12- 6 21- 6 14- 6 Note b Southern pine #1 8- 0 12- 6 16- 6 2 25- 7 8- 0 12- 6 16- 2 19- 2 22 -10 Southern pine L 7 -10 12- 3 16- 2 l 22- 7 7 -10 11- 2 14- 5 17- 3 20- 2 Southern pine #3 6- 7 9- 8 12- 4 l 17- 4 5 -10 8- 8 11- 0 13- 0 15- 6 Spruce-pine 5 7- 8 12- 0 15 -10 2 14- 7 7- 8 12- 0 15 -10 19- 9 22 -10 Spruce-pine 1 7- 6 11- 9 15- 1 1 11- 5 7- 3 10- 8 13- 6 16- 6 19- 2 Spruce-pine L 7- 6 11- 9 15 -1 l 21- 5 7- 3 10- 8 13- 6 16- 6 19- 2 Spruce-pine 3 6- 2 9- 0 11- 5 1 16- 2 5- 6 8 -1 10- 3 12- 6 14 6 Douglas fir-larch SS 12- 3 16 -1 2 15- 0 ON ...I 00 Oa ZS O 00∎0 1..1 N 00 00 0 l■ l� 40 %A l� .,p 4) Y1 P l� le V1 l-L .O .O 12- 3 15 -10 19- 5 22- 6 Douglas fir-larch #1 11- 8 14- 9 l 10 -11 10- 5 13- 2 16 -1 18- 8 Douglas fir #2 10 - 11 13 9 1 19 6 9 9 12 4 15 - 1 17 6 Douglas fir-larch #3 8- 3 10- 5 Li- 9 14- 9 7- 4 9- 4 11- 5 13- 2 Hem -fir SS 11- 7 15- 3 19- 5 23- 7 11- 7 15- 3 19 -1 22- 1 Hem -fir #1 11- 4 14- 4 17- 7 20- 4 10- 2 12 -10 15- 8 18- 2 Hem -fir #2 10 -9 13 -7 16 -7 19 -3 9 -7 12 -2 14-10 17 -3 192 Hem -fir #3 Southern pine SS t- 00 ,A l.t. 8- 3 12- 0 10- 5 15 -10 12- 9 20- 2 14- 9 24- 7 7- 4 12- 0 9- 4 15 -10 11- 5 20- 2 13- 2 24 7 Southern pine #1 11- 9 15- 6 19- 7 23- 4 11- 9 14 9 17- 6 20 -11 Southern pine in 11- 5 14 9 17- 7 20- 7 10- 2 13- 2 15- 9 18- 5 Southern pine #3 8 -10 11- 3 13- 4 15 -10 7 -11 10 -1 11 -11 14 2 Spruce- pine -fir SS 11- 4 14-11 19- 0 23 -1 11- 4 14 9 18- 0 20 -11 Spruce- pine -fir #1 10 -11 13- 9 16 -10 19- 6 9- 9 12- 4 15 -1 17- 6 Spruce- pine -fir #2 I0 -11 13- 9 16 -10 19- 6 9- 9 12- 4 15 -1 17- 6 Spruce- pine -fir #3 8- 3 10- 5 12- 9 14- 9 7- 4 9- 4 11- 5 13- 2 ROOF - CEILING CONSTRUCTION s pi a i.iS 2(z- - c X14 k k L f v aP s C; 230 TABLE R802.5 RAFTER SPANS FOR COMMON R SPECIES (Ground snow Toad =30 psi, ceiling attached to rafters, L/A =240) (continued) 2003 INTERNATIONAL RESIDENTIAL CODE® RAFTER SL RAFTER SPACING (Inches) GROUND SNOW LOAD (psf) 30 psi I 50 psl I 70 psi Roof span 12 20 28 36 I 12 20 23 36 I 12 r 20 28 36 Required number of 16d common nallskb per heel joint splicesc,e,e I 12 6 8 11 8 12 15 6 11 15 20 3 16 In 8 11 14 e0 11 15 20 8 14 20 26 24 11 16 21 16 23 30 12 21 30 39 12 8 9 11 8 12 15 4 16 v '.o 00 11 In 00 12 15 'o 11 15 20 24 16 17 22 16 23 29 7 9 12 5 en in ezt in 9 12 16 24 10 13 10 14 18 13 18 23 12 3 4 7 7 9 7:12 16 M 4 5 M h 9 et 9 11 24 5 7 13 13 17 12 3 3 5 5 7 9:12 16 I en 3 4 h P1 et h 7 M in 7 9 24 4 6 10 10 13 12 d' In 00 5 12:12 16 el M M et M M et in en 7 24 10 ROOF - CEILING CONSTRUCTION TABLE R802.5.1(9) RAFT HEEL JOINT COUP CONNECTIONSLbAdAf For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN /m a. 40d box nails shall be permitted to be substituted for 16d common nails. b. Nailing requirements shall be permitted to be reduced 25 percent if nails are clinched. c. Heel joint connections are not required when the ridge is supported by a load- bearing wall, header or ridge beam. d. When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint connection requirements shall be permitted to be reduced proportionally to the reduction in span. e. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices. f. When rafter ties are substituted for ceiling joists, the heel joint connection requirement shall be taken as the tabulated heel joint connection requirement for two - thirds of the actual rafter - slope. If v` '2 Y O . 5 238 2003 INTERNATIONAL RESIDENTIAL CODE® () fc-C (fus; z, — '2U- v lye L to? Z /10 �C ) - f 4(0' t41.'SF' CD) 1 Z (2)'t t 1Z-3,c �,� Cs &W £�)A - l flJa r cm) Ktoetif:_ i (m)r2E401 17!_ro ° 6;L, ( � 4) few 61)13Eitivi l k i ) f z ( t2 L \1 i&« i ati)i sS S !!.s Jz:) j.- ( ) + l °(,Z)r 144?'( i Z Z L It 1 i S(z) :" L Z (4 ") ` - 3, c e t(5 �:) Li)) a i tvu v,(ofy (C& ft -e„ (td) l f c£401,d_, 71 I s Rev: 580006 User. KW- 0606392, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span ft Dead Load #/ft Live Load #/ft Point #1 DL lbs LL lbs @X ft Mmax @ Center in -k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi @ Left End DL LL Max. DL +LL @ Right End DL LL Max. DL +LL Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio (N) Beam, (N) Girder, (N) Frmg Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section Beam Width in 5.125 5.125 3.000 Beam Depth in 9.000 9.000 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade las Fir, 24F - Douglas Fir, 24F - Hem Fir, No.2 V4 V4 psi 2,400.0 2,400.0 850.0 psi 240.0 240.0 150.0 ksi 1,800.0 1,800.0 1,300.0 1.150 1.150 1.150 GluLam GluLam Manuf /Pine No No No Results Reactions Ratio = 0.4955 0.3915 1.0726 lbs lbs lbs lbs lbs lbs in in fti (N) Beam 5.125x9.0 5.125x9.0 2 -2x8 11.00 11.00 10.00 177.50 343.80 976.25 1,890.90 2,867.15 976.25 1,890.90 2,867.15 -0.104 1,265.2 -0.202 653.2 -0.306 5.500 430.8 Timber Beam & Joist (N) Girder 972.00 1,891.00 8.000 -0.062 2,123.9 -0.121 1,091.7 -0.183 6.116 721.1 (N) Fring 70.80 112.90 94.62 74.76 27.55 5.50 8.01 5.00 1,367.5 1,080.5 1,048.5 2,760.0 2,760.0 977.5 Bending OK Bending OK OverStress 80.6 67.7 55.7 276.0 276.0 172.5 Shear OK Shear OK Shear OK 265.09 354.00 515.73 564.50 780.82 918.50 706.91 354.00 1,375.27 564.50 2,082.18 918.50 -0.129 933.0 -0.205 585.1 -0.334 5.000 359.6 Title : Dsgnr: Description : Scope : ?!o e s 21 Job # Date: 3:31PM, 14 FEB 07 Page 1 new framing (06220bc).ecwCalculations Deflections Ratio OK Deflection OK Deflection OK 04 -04 -2008 JESSE BINFORD, PE 3605 C ST NE AUBURN WA 98002 RE: Permit No. D07 -068 4225 S 150 ST TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/26/2008 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall, Pe it Technician xc: Permit File No. D07 -068 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 DEPARTMENTS: B iti8 g iIvi r n P bl'c Works 7 -01 Complete F1 Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -068 DATE: 03 -01 -07 PROJECT NAME: FLESCH RESIDENCE SITE ADDRESS: 4225 S 150 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued sal ' tln- -( ' Ol Fire Prevention tRI Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ , "ti Plann ni g Division Permit Coordinator DUE DATE: 03-06-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required ❑ No further Review Required C REVIEWER'S INITIALS: DATE: DUE DATE: 04-03-07 Approved C 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: License Information i , License ALLIARS987LP Licensee Name ALLIANCE RESTORATION SCVS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602212376 Verify Workers Comp Premium Status Ind. Ins. Account Id 0 Business Type CORPORATION Address 1 8583 154TH AVE NE Address 2 City REDMOND County KING State WA Zip 98052 Phone 4258827930 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 6/17/2002 Expiration Date 6/17/2008 Suspend Date Separation Date Parent Company Previous License Next License FAIRWCL968J1 Associated License Look Up a Contractor, Electrir;Rn or Plumber License Detail ngo»SuzVcpaztnnt a. Labor and Industries Printer Friendly Version General/Specialty Contractor Search Topic Index I Contact Info Find a Law or Rule Get a Form or Publication Page 1 of 2 a sr Home Safety Claims a Insurance Workplace Rights Trades & Licensing Look Up a Contractor, Electrician or Plumber A business registered as a construction contractor with Lal 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/Detail.aspx?License=ALLIARS987LP 03/09/2007 S 144th St 160 ..f acQuest: ..: VICINITY RP 45' -O" EXISTING' RESIDENCE (E) LANDSCAPE/ VEGETATION 0 v- PROPERTY LINE 132' +/- (E) GRAVEL DRIVEWAY S. 150TH ST. PROPERTY LINE 255' +/- SITE PLAN SCALE : I" = 30' - 166' -O" PROPERTY LINE 1&' +/ (E) LANDSCAPE// VEGETATION (E) DETACHED GARAGE SEPARATE PERM REQUIRED FOR Mechanlcai Electrical ifilumbIng !Was Piping City of Tukwila BUILDING DIVISION I Plan review r7proval Is subject in arrcws and °miniors,. �. ^ prcv :t c; c- w on documents does not authorize the v;:.':.:- - , czcpced code or ordinance. Receipt of 4r r:. :: _' : ci,: r. conditions is acknowledged: Date: 3 —c) ° 9 My of Tukwila BUILDING DIVA changes shalt be made to the ape c 7 i s without prior approval cf F uil :: Dh9C: -: . N: T cicvi; cn will require a new p!M-► rn:y include additional plan review fees. BLDG DE516N NOMS (RRGH/ELEGT/MEGH/PLUMB) ARCHITECTURAL ELECTRICAL, MECHANICAL, $ PLUMBING: THE CONTRACTOR AND SUBCONTRACTORS PERFORMING THE ELECTRICAL, MECHANICAL INSTALL NEW ITEMS TO MATCH THE ORIGINAL ITEMS. SEPARATE PERMITS FOR ELECTRIC BE SUBMITTED TO THE CITY OF TUKWILA BY THE ELECTRICAL AND MECHANICAL GONTR MECHANICAL CONTRACTORS ARE RESPONSIBLE FOR SPECIFICATIONS OF ELECTRICAL MECHANICAL EQUIPMENT (AS REQ'D), 4 PLUMBING FIXTURES (AS REO'D). ALL WORK SHA ELECTRICAL, MECHANICAL, AND PLUMBING CODES AS AMMENDED 4 ADOPTED BY THE STATE OF WASHINGTON. PROJEGT DATA ADDRESS: 4225 5. 150TH ST., SEATTLE, WA I0I88 PARCEL NO: 0042000250 LEGAL DESCRIPTION: SEE FILE BUILDING: OCCUPANCY: TOTAL SciFt: 6t FLOOR: HALF FLOOR: BASEMENT: LOT: YEAR BUILT: 1134 SEE THIS SHEET 4 PLANS FOR ADDITIONAL CODE ANALYSIS SHEET INDEX G5 !COVER SHEET 4 PROJECT INFORMATION AI.0 1 FLOOR PLANS 4 NOTES A201 Nor USED A3.01 ELEVATIONS, SECTIONS 4 NOTES 51.0 1 STRUCTURAL NOTES 52.01 FOUNDATION PLAN 4 NOTES 53.01 FLOOR 4 ROOF FRAMING PLANS 4 NOTES 54.01 DETAILS TOTAL SHEETS TYPE V -B R -3 2,330 59. FT. (1,560 LIVEABLE) I,I60 50. FT. 410 5Q. FT. 1,160; 5Q. FT. 1.06 ACRES REv WE CODE COMPLIANCE. MAR - NW &PT -Tukwila BUILDING DIVISION THE CONTRACTOR AND SUBCONTRACTORS PERFORMING THE ARCHITEGTURAL YORK, WHICH INCLUDES: EXTERIOR AND INTERIOR FINISHES, EXTERIOR FLASHING * CAULKING, INTERIOR FLOORING,'TRIM, ETC: DAMAGED I3Y THE FIRE (HEAT OR SMOKE) SHALL REMOVE AND REPLACE THE ARCHITECTURAL ITEMS TO MATCH ORIGINAL CONDITIONS. THE ARCHITECTURAL WORK SHALL BE PER THE 2003 IBC AS AMMENDED ADOPTED E3Y THE CITY OF TUKWILA AND THE STATE OF WASHINGTON. PROJECT TEAM: , 4 PLUMBING WORK SHALL ;AL AND MECHANICAL SHALL ACTORS. THE ELECTRICAL 4 SERVICES (A5 REQ'D), LL COMPLY WITH CURRENT ATY OF TUKWILA AND THE CONTRACTOR: ALLIANCE RESTORATION, INC. CONTRACTORS LICENSE# ALLIAR5161LP CONTACT: TRAVIS ELLS 425.1665323 (G) IIVESTIGATIVE/REST0RATI0N ENGINEER: BO INVESTIGATIVE ENGINEERS CONTACT: JESSE BINFORD, PE PRINCIPAL 253h10.1513 (C) RECEIVED 1 V fix' ly,l.w vvI MAR 01 MU PE�ii,' 5Tf tc6 u r r- `,4 0 e° 1 12 0 0 0 L W Laa U ICES I ON NOTES ENERGY CODE/BUILDING ENVELOPE- GENERAL I. RESIDENCE HEATED WITH ELECTRICAL BASEBOARD HEATING. 2. ALL WINDOWS $ D00R5 SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO MINIMIZE AIR LEAKAGE. 3. ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF I PERM. 4. BUILDING ASSEMBLIES USED AS DUCTS OR PLENUM SHALL BE SEALED, CAULKED AND GASKETED TO LIMIT AIR LEAKAGE. ELECTRICAL- GENERAL I. BUILDING SHALL E WIRED WITH NMB 90 NONMETALLIC SHEATHED GALE (COMPLIES wN5 STANDARDS: NM132GI4U5 -14/2 WIRE; NMB2GI2U5- 12/2 WIRE; NMB3GI4U5- 14/3 WIRE). 2. (E) SERVICE ENTRANCE ABOVE GROUND (ASSUMED). FI FGTRIGAL LIGHTING I. LIGHTING CONTROLS SHALL E PROVIDED FOR EACH SEPERATE AREA, READILY ACCESSIBLE AT THE POINT OF ENTRY/EXIT. CONTROLS SHALL BE CAPABLE OF TURNING OFF ALL LIGHTS WITHIN THE SPACE. 2. MAXIMUM LIGHTING POWER THAT MAY E CONTROLLED FROM A SINGLE SWITCH OR CONTROL SHALL NOT EXCEED A 15 AMPERE CIRCUIT LOADED TO 80% CAPACITY. MECHANICAL SYSTEM- GENERAL I. THERMOSTAT SHALL BE RATED FOR INTERIOR OR EXTERIOR WALL INSTALLATION. NOT APPLICABLE FOR ELECTRIC HEAT 2. SEAL ALL TRANSVERSE DUCT JOINTS. 3. SUPPLY AIR DIFFUSERS SHALL BE PROVIDED WITH MANUAL DAMPERS FOR BALANCING THE SYSTEM. 4. DUCTS SHALL E SEALED IN ACCORDANCE WITH SMAGNA- METAL DUCT AND FLEXIBLE CONSTRUCTION STANDARDS 1ST ADDITION. PLUMBING- GENERAL I. ALL PLUMBING TO E IN ACCORDANCE WITH TEN AMMENDED 2003 PLUMING CODE. 2. ALL FITTINGS TO BE BOWPEX (BRA55BARI3) TS, ELBOWS, AND COUPLINGS. 3. ALL DRAINAGE PIPE TO BE ABS SCHEDULE 40. 4. ALL WATER PIPE TO E PEX POTABLE TUBING (ULG LISTED). PERFORMANCE STANDARDS PER ASTM F816/F811. 5. ALL PIPES TO BE SECURED USING APT TUBE CLAMPS. ABS TO BE BLOCKED 4 STRAPPED. 6. ALL SINKS SHALL BE EQUIPPED WITH GLEAN -OUT. 1. ALL WATER PIPES OUTSIDE OF CONDITIONED SPACE SHALL BE INSULATED AND EQUIPPED WITH HEAT TRACE TAPE. 8. MN R -I0 INSULATION UNDER WATER HEA I L k SHALL BE MET BY THE R -34 BATT INSULATION LOCATED IN THE FLOOR. 1. THE HOT WATER TANK SHALL COMPLY WITH STANDARD: ANSI Z2I.I0.I- -I9g8. EGRESS WINDOWS IN ALL BEDROOMS I. FINISHED SILL HEIGHT WITHIN 44" OF THE FLOOR. 2. MINIMUM NET CLEAR OPENABLE AREA OF 5.1 Scg 3. MINIMUM NET CLEAR OPENABLE WIDTH OF 20'. 4. MINIMUM NET CLEAR OPENABLE HEIGHT OF 24'. FLOOR PLAN NOTES (N) VINYL WINDOWS: SIZES AND TYPES TO MATCH EXISTING UNLESS COORDINATED OTHERWISE BETWEEN HOMEOWNER :I CONTRACTOR (N) INTERIOR FINISH SCHEDULE: (N) 1/2" GWB ALL INTERIOR WALLS 11/6d COOLER NAILS @ 1/1 MINIMUM SPACING, UNO PER THE PLANS. USE 'GREEN' BOARD IN THE BATH ROOMS, LAUNDRY ROOM, AND KITCHEN. ALL OTHER FINISHES SUCH AS FLOOR AND COUNTER COVERINGS TO BE SELECTED BY THE CONTRACTOR. (N) DOORS: SIZES AND TYPES TO MATCH EXISTING UNLESS COORDINATED OTHERWISE BETWEEN HOMEOWNER 4 CONTRACTOR (N) ROOF VENTING: PROVIDE ROOF 4 GABLE -END VENTS PER ELEVATIONS. (N) INSULATION: PROVIDE R -I5 INSULATION FOR (N) WALLS. PROVIDE R -38 INSULATION FOR ROOF INSULATION. R -30 RIGID INSULATION FOR VAULTED CEILINGS. SYMBOLS ABBREVIATIONS SMOKE DETEGTOR EXHAUST FAN 5Ocfm BATH IOOcfm KITGHEN HOT WATER HEATER - RESTORATION /REMODEL AREA (N) (E) TYP SHT UNO EA NEN EXISTING TYPIGAL SHEET UNLESS NOTED OTHERWISE EAGH II' -0 " g I0 -0"I f I3' -0"' (E) MASTER (E) BEDROOM (N) KITCHEN 7 (N) R -30 RIGID INSUL. BELOW (N) FLOOR ]F f (1)3x4° (1)3x4° WINDOW WINDOW III -O 1K) (E) WALLS BE REMOVED r, (E) BATH (N) DINING RM SD UP f r i 10'-0" cc 0 z (9 2 O z O N W (E) LIVIN RESTORATION 4 REMODEL AREA 0) Algid a 0 G RM U N i 13 1 - i GENERAL FLOOR PLAN NOTES I. GENERAL CONTRACTOR MUST VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTACT ARCHITECT IF ANY DISGREPENGIES ARE FOUND. ALL WORK SHALL BE IN COMPLIANCE WITH NFPA, 051 - 14. 2003 15G. AND ALL OTHER APPLICABLE GOVERNMENT AND REGULATORY AGENCIES. 2, VERIFY LOCATION AND PLACEMENT OF ELECTRICAL, PHONE, AND DATA LINES WITH OWNER BEFORE INSTALLATION OF ELECTRICAL BOXES AND DRYWALL. 3. SEE SITE PLAN FOR EXTENT OF CONCRETE WALKS. 4. ALL GLASS IN HAZAROUS LOCATIONS, AND WITHIN IS" OF THE FLOOR AND WITHIN 45 OF THE DOOR SHALL BE SAI t I Y GLA55, GENERAL CONTRACTOR TO VERIFY. 5. ALL DOORWAY THRESHOLDS MUST COMPLY WITH CURRENT AND APPLICABLE CODE REQUIREMENTS. 6. ALL DIMENSIONS SHOWN TO FACE OF EXTERIOR WALL ARE TO FACE OF STUD. ALL DIMENSIONS SHOWN TO FACE OF INTERIOR WALLS ARE TO FACE OF STUD (MO.). 1. USE 2X6 AS REQUIRED FOR PLUMBING WALLS. S. CONTRACTOR SHALL EMPLOY PRECAUTIONS NECESSARY TO ENSURE STRUCTURAL INTEGRITY OF AJDACENT ASSEMBLIES. q. ALL EXTERIOR DOORS SHALL BE WEATHERSTRIPPED. ALL EXTERIOR JOINTS AROUND DOOR FRAMES AND WINDOWS ARP AT ALL PENETRATIONS THRU BUILDING ENVELOPE SHALL BE SEALED USING SEALANTS AND CAULKING. 10. ALL FINISH SURFACES SHALL HAVE A FLAME SPREAD CLASSIFICATION OF CLASS III OR HIGHER (FLAME SPREAD INDEX 16 mph 200 AND A SMOKE DENSITY OF 450). II. CONTRACTOR 15 TO TAKE PRECAUTIONS NECESSARY TO PREVENT DUST AND DEBRIS FROM ENTERING MECHANICAL SYSTEMS AND ADJACENT ROOMS. 12. PROVIDE WATER RESISTANT GWB AT ALL "WET' WALLS. 13. ALL DOOR RETURNS ARE 3' U.N.O. 14. ALL BATHROOM 4 LAUNDRY FANS SHALL 5E 50 CFM, TYP. KITHCHEN EXHAUST FAN SHALL BE 100 GEM 15. SEE THIS SHEET FOR NOTES CONCERNING: STAIRS, BEDROOM EGRESS WINDOWS, HANDRAILS, 4 SMOKE DETECTORS. I. NOTE: GAS INSERT MUST BE UL - OR ICED - APPROVED 4 MUST BE INSTALLED PER MFR'S REQUIREMENTS. VERIFY FR.M'G DIMENSIONS REQUIRED. II. SLOPE ALL DECKS, PATIOS, EXT. CORRIDORS 4 STAIR LANDINGS, 1/4' PER FT. MIN., AWAY FROM WALL/BLDG. TO DRAIN. I. ELECTRICAL WORK 15 DESIGN - BUILD. THE ELECTRICAL WORK, SHOWN HEREIN, IS DIAGRAMMATIC AND ILLUSTRATES TfE GENERAL DESIGN INTENT, SCOPE, AND LOCATION OF THE WORK ANY WORK, NOT INDICATED HEREIN, BUT REQUIRED BY CODE, OR BY THE SPECIFICTAIONS, OR TO MAKE THE WORK COMPLETE, AND FUNCTIONING, 15 TO BE PROVIDED AS PART OF THE WORK Iq. MECHANICAL WORK 15 DESIGN - BUILD. THE MECHANICAL WORK, 51 - 10141 HEREIN, 15 DIAGRAMMATIC AND ILLUSTRATES THE GENERAL DE5I6N INTENT, SCOPE, AND LOCATION OF THE WORK ANY WORK, NOT INDICATED HEREIN, BUT REQUIRED BY CODE, OR BY THE SPECIFIGTAIONS, OR TO MAKE THEWORK COMPLETE, AND FUNCTIONING, IS TO BE PROVIDED A5 PART OF THE WORK. 21. 22. 23. 24. 20, PLUMBING WORK 15 DESIGN - BUILD. THE PLUMBING WORK, 5HOWN HEREIN, 15 DIAGRAMMATIC AND ILLUSTRATES THE GENERAL DESIGN INTENT, SCOPE, AND LOCATION OF THE WORK ANY WORK, NOT INDICATED HEREIN, BUT REQUIRED BY CODE, OR BY THE SPECIFIGTAIONS, OR TO MAKE THE WORK COMPLETE, AND FUNCTIONING, 15 TO BE PROVIDED AS PART OF THE WORK DOORS: ALL BATHROOM 4 BEDROOM DOORS SHALL BE SOLID CORE. ALL MAN DOORS SEMEN GARAGE 4 LIVING AREAS SHALL BE 20 MIN. RATED TIGHT FITTING SOLID CORE W/ SELF CLOSING HINGES. ATTIC ACCESS SHALL BE 22x30 MIN. VERIFY QNTY LOCATION OF HOSE 0B5 W/ OWNER PRIOR TO BIDDING CONSTRUCTION. HOT WATER HEATER: SEISMIC RESTAINT STRAPS 4" WIDE X 24 GA. 5/M STRAPPING SHALL BE POINTS WITHIN THE UPPER ONE THIRD AND LOWER ONE THIRD OF ITS VERTICAL DIMENSIONS - PROVIDE BLOCKING IN WALL USE (3) 5/16' LAG BOLTS PER HALL FLANGE WATERTIGHT DRIP PAN W/ DRIP TO DAYLIGHT AS APPROVED 25. CONTRACTOR AND ALL SUBCONTRACTORS ARE NOT TO SCALE ANY DRAWINGS TO IDENTIFY DIMENSIONS IF THERE ARE DIMENSIONS NOT SHOWN ON DRAWINGS GALL ARCHITECT / DESIGNER TO VERIFY THOSE DIMENSIONS. 26. HOMEOWNER/CONTRACTOR TO COORDINATE SELECTION OF INTERIOR 4 EXTERIOR FINISHES, APPLIANCES, PLUMBING, 4 ELECTRICAL FIXTURES. 3 . -O il 1ST FLOOR PLAN SCALE : I/4" = I' -O" ROOF VENTILATION CALCULATIONS: VENTILATION REQUIRED: I,I50 5.F. (I44/300) r- 50% OF AREA REQUIRED 0 RIDGE VENTILATION PROVIDED: 36' -0' RIDGE VENT ® IS 5.1JFT. 30' -0' SOFFIT VENT ® 4 5.1. / FT. = (6) I VENTS 0 113.4 5.1. EA= 552 5.1. 648 5.1. 120 5.1. 68O 5.1. TOTAL PROVIDED = I,448 5.1. m T- 4 1 4 \ (N) CONT. RIDGE VENT (N) GABLE END VENT TYP EA SIDE OF MAIN RIDGE PER A3.0 (N) EGRESS RATED WINDOWS- TYP (2) PLC'S RESTORATION 4 REMODEL AREA r L SCOPE OF NORK FIRST FLOOR: DEMO LAUNDRY ROOM DUE TO FIRE DAMAGE AND RESTORE PER PLAN AS PART OF KITCHEN REMODEL. REMOVE KITCHEWLAUNDRY WALL AND KITCHEN/DINING WALL PER PLAN. NEW GABLE ROOF OVER KITCHEN EXTENSION AND DINING ROOM. REMOVE AND REPLACE EXISTING SHED ROOF OVER MASTER BEDROOM 4 MASTER BATHROOM W/GABLE ROOFS PER PLAN. SMOKE SEAL INTERIOR SECOND FLOOR: DEMO ROOF DUE TO FIRE DAMAGE AND RESTORE PER PLAN. ISOLATED REPAIRS TO (E) INTERIOR WALLS AS NECESSARY FOLLOWING DEMOLITION OF ROOF. SMOKE SEAL INTERIOR. MECHANICAL/ELECTRICAL/PLUMBING: REPLACE EXISTING ELECTRICAL WIRING AND DAMAGED FIXTURES WITH NEW WIRING AND FIXTURES. FIXTURE SELECTION TO E COORDINATED BETWEEN HOMEOWNER AND CONTRACTOR REPLACE DAMAGED VENTILATION DUCTS IN ATTIC SPACE AS REQUIRED. NO PLUMBING WORK FOR RESIDENCE'S WATER OR SEWER SERVICES. J WALLS FROM F---BELOW, TYP. L (R) GABLE ROOFS 1/4/GABLE END VENTS PER A3.0 341_0P1 2ND FLOOR PLAN SCALE : I/4" = I' O" (N) GABLE ROOFS W/GABLE END VENTS PER A3.0 O LIJ REVIEWED ISA FOR CODE E orramicn MAR - 8 2007 City Of Tu VLS ®N $UILDING DIVISION L. fECEIvED CITY OF TUKWILA MAR 01 2007 Pattk7 C 4Tl R O M 2 W ete uj 4 LZ Cl 0 0�?1t7 0 L-_,4 0 WE 1 1; 4 0 ci f= E-1:1 ca , f 5' a C!1 5L2 w (N) CONT. RIDGE VENT (N) I' DIA. GABLE VENTS TYP (6) PLCS (N) FASCIA 4 SOFFIT TO MATCH ORIGINAL - TYP (N) WINDOWS PER PLAN W/ TREATMENTS COORD. BTWN HOMEOWNER 4 CONTRACTOR PROVIDE WEATHER BARRIER PER WINDOW MFR SPECS (N) FINISH TO BE COORD. W/ CONTR 4 HOMEOWNER (E) CONC. BLOCK STEMWALL BELOW (N) CRIPPLE WALL- SEE STRUCTURAL EAST ELEVATION SCALE : I/4•• = l'-0" 12 (N) GLASS B ROOF OVER 3O BLDG PAPER (E) GONG BSMT WALL 12 ELEVATION NOTES I. INSTALL ALL EXTERIOR FINISHES PER THE MANUFACTURER GUIDLINES 2. INSTALL WEATHER BARRIERS (WEATHER PROTECTION) AS REQUIRED PER CODE :I THE SIDING MANUFACTURER 3. GONTRAGTOR/HOMEOWNER TO COORDINATE/SELECT EXTERIOR FINISHES (INCLUDING EAVES, FASCIA, 4 SOFFITS), TRIM, 4 COLORS (N) ROOF SLOPE TO MATCH ORIGINAL (E) CHIMNEY- NO DAMAGE (N) GUTTERS 4 DOWNSPOUTS - DOWNSPOUTS TO (E) YARD DRAINS PROVIDE (N) YARD DRAINS (N) GABLE DOWNSPOUTS - TIGHTLINE TO (E) YARD DRAINS OR ON SITE DRY HELL IN BACK YARD (E) FINISH- NO DAMAGE WHERE DAMAGED MATCH ORIGINAL ,.wr!.wr MM MM ■Iww.w■ MM MM MM MM • 'MELT (E) INTERIOR WALL NO DAMAGE, TYP UNO (N) ATTIC (E) EXTERIOR WALL NO DAMAGE, TYP UNO (N) R -38 IN5UL IN ATTIC, TYP. (N) R -I5 INSULATION (N) BEDROOM (E) FLOOR FRAMING NO DAMAGE, TYP UNO (E) FLOOR FRAMING F-- NO DAMAGE, TYP UNO (E) LIVING ROOM (NO DAMAGE) (N) R -I5 INSULATION (N) SOFFIT W SOFFIT VENTS TO MATCH ORIGINAL CONDITION, SOFFIT VENTS EVERY OTHER BAY, VERIFY SOFFIT DETAIL W/ HOMEOWNER in NO BEARING OVER (E) WALL TYP (2) PLGS INT. HALLS USE 5IMPSON STC CLIPS 4 NO GYPSUM FASTENERS TO (N) RAFTERS W/IN 12" (N) R -30 RIGID INSUL. (E) BASEMENT (NO DAMAGE) SECTION GONT. RIDGE VENT COLLAR TIES PER STMT. (N) R -30 RIGID INSUL. 0 PRE-MFR. 1 TRUSSES (E o 4u Q.G. (SOLID) Wl 3O# BLDG. PAPER 30 YR. COMP. ROOFING RECEIVED CM' v OF TUKWILA MAR 01 20071 PERMIT CENTER • Lza w Eza • czi Lza • O eiies Lza APPLICATION STRENGTH F'c (PSI) MAXIMUM WATER/CEMENT RATIO PERCENT AIR ENTRAINMENT FOOTINGS CONCRETE DEPOSITED AGAINST EARTH 2" 0.0% FOUNDATION WALLS #2 DOUGLAS FIR 100 0.0% SLABS ON GRADE #2 DOUGLAS FIR MAIN REINFORCING IN BEAMS 5.0% OTHER CONCRETE TO TIES IN COLUMNS, AND TIED REBAR IN WALLS I -I/2" 0.0% COVER SPECIES CONDITION 3" 2x 4 3x STUDS CONCRETE DEPOSITED AGAINST EARTH 2" ; CONCRETE DEPOSITED AGAINST FORMS BUT #2 DOUGLAS FIR 100 EXPOSED TO EARTH I -I /2" #2 DOUGLAS FIR MAIN REINFORCING IN BEAMS I -I/2" 4X COLUMNS TO TIES IN COLUMNS, AND TIED REBAR IN WALLS I -I/2" 180 FOR BARS IN SLABS ON GROUND 3/4" 1350 FOR BARS IN SLABS ON FORMS MEMBER SPECIES Fb (PSI) Fv (PSI) 2x 4 3x STUDS #2 DOUGLAS FIR '00 180 2x JOISTS #2 DOUGLAS FIR 100 180 4x HEADERS #2 DOUGLAS FIR '00 180 4X COLUMNS #2 DOUGLAS FIR '00 180 6x HEADERS #I DOUGLAS FIR 1350 110 bx COLUMNS #1 DOUGLAS FIR 1200 110 COMMON WIRE NAIL PNEUMATIC NAIL MiNIMUM NAiL LENGTH NAIL APPLICATION I6d COMMON 0.162" P -NAIL 3 -I/2" FRAMING IOd COMMON 0.148" P -NAIL 3" FRAMING 8d COMMON 0.131" P -NAIL 3" FRAMING IOd COMMON O.I4$" P -NAIL 2 -1/2" SHEATHING 8d COMMON 0.131" P -NAIL 2 -1/2" SHEATHING .L 1.0 GENERAL THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF CITY OF TUKWILLA AND: THE 2003 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED AND ADOPTED BY CITY OF TUKWILLA AND THE STATE OF WASHINGTON; A.G.I. 318-02; A.IS.C. 'TH EDITION; ANS; A.I.T.G. 2ND EDITION; AND A.I.5.I Ig16 EDITION. 1.2 DESIGN CRITERIA A. VERTICAL LOADS I. LIVE LOADS ROOF (SNOW) B. LATERAL LOADS: Pg = 25 PSF Pf : 20 PSF Ge = 1.0 Gt = 1.0 15 = 1.0 LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF THE ROOF AND FLOOR TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO THE FOOTINGS, WHERE ULTIMATE DISPLACEMENT 15 RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH. OVERTURNING 15 RESISTED BY THE DEAD LOAD OF THE STRUCTURE. I. WIND: EXPOSURE 5, 3- SECOND GUST = 85 M.P.N., PER IBC, IMPORTANCE FACTOR, Iw = 1.0 2. SEISMIC: SEISMIC USE GROUP I, SEISMIC DESIGN CATEGORY D PER 1%: DOES NOT GOVERN FOR SINGLE FAMILY CONSTRUCTION TWO STORIES 4 UNDER CONSTRUCTED '/LIGHT WEIGHT WOOD MATERIALS FINISHES- I.3 SHOP DRAWINGS (NON REQUIRED) 3.2 STRENGTH 25 PSF 2.0 SITE WORK (EXISTING STRUCTURE, NOT REQUIRED) 3.0 CONCRETE 3.1 GENERAL NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF AGI 301 - ESTABLISH PROPORTIONS OF GEMENT, COARSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES SPECIFIED FOR EACH CONCRETE MIX TYPE PER AGI - 301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE OR TRIAL BATCHES. USE ADMIXTURES IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. USE AMOUNTS OF WATER - REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT SEGREGATION, HONEYCOMBING OR ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL VIBRATORS WITH 1000 RPM MINIMUM FREQUENCY. DO NOT OVER - VIBRATE. DO NOT MOVE THE CONCRETE HORIZONTALLY USING THE VIBRATOR. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR GOLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER 111TH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR HIS APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT TIE WIRES AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES. DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH A 28- DAY COMPRESSIVE STRENGTH OF 2,5001,51, +/- 4% SLUMP, 0.0% AIR ENTRAINMENT, AND A WATER/CEMENT RATIO OF 050 FOR ALL CONCRETE UNLESS NOTED OTHERWISE. SUBNOTES: I. ANY OF THE ABOVE MIXE(5) GAN BE USED FLOWABLE (8" TO II" SLUMP) IF THE PROPER ADDITION OF ADMIXTURES IS INCLUDED AND THE W/G RATIO 15 NOT INCREASED. 2. SLABS ON GRADE MAY CONTAIN WELDED -WIRE OR FIBER -MESH. EITHER ONE OF THESE MAY BE USED TO ASSIST IN THE PREVENTION OF VARIABLE SHRINKAGE AND CRACKING. 3. THE PROPORTIONS APPROVED SHALL BE CAREFULLY MAINTAINED. NO DEVIATION FROM THESE PROPORTIONS, ESPECIALLY THE ADDITION OF WATER, SHALL BE MADE WITHOUT APPROVAL OF THE ENGINEER. 33 MATERIAL - GEMENT, WATER AGGREGATES PER AGI 30I A. GEMENT MUST CONFORM TO ASTM G -I50, TYPE I OR TYPE II. ENGINEER'S APPROVAL 15 REQUIRED FOR USE OF TYPE III GEMENT. B. WATER TO BE GLEAN AND POTABLE. G. COARSE AND FINE AGGREGATES TO CONFORM TO ASTM-053. 3.4 MATERIALS A. WATER REDUCING ADMIXTURES: CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL AND MUST CONFORM TO ASTM -0414, POZZOLITH POLYHEED, POZZOLITH IOOXR, OR POZZUTECH 20. POZZOLITH SHALL BE INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ADMIXTURES AND DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE CONTRACTOR'S JOBSITE REQUIREMENTS. MAXIMUM SLUMP FOR SUCH CONCRETE SHALL NOT EXCEED 8" WITH A MINIMUM OF 10 OUNCES OF POLYHEED PER 100 OUNCES OF GEMENT. USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. B. AIR ENTRAINMENT: CONFORM TO ASTM -C260 AND ASTTK- G414, MBVR OR MICRO -AIR BY MASTER BUILDER. NO AIR ENTRAINMENT IN COLUMNS WITHOUT PRIOR WRITTEN PERMISSION BY ENGINEER OF RECORD. ENTRAIN 5% +/- Igo AIR BY VOLUME IN ALL EXPOSED CONCRETE. G. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR APPROVAL 15 GIVEN BY THE ENGINEER. 3.5 REINFORCING STEEL DETAIL, FABRICATE AND PLAGE PER AGI -3I5 AND AGI -318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM STANDARD A -6I5, A -106 AT BOUNDARY ELEMENTS; GRADE 60 FOR e AND LARGER BARS UNLESS NOTED OTHERWISE ON THE PLANS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL BEND SHALL BE PER AGI. B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH VERTICAL AND HORIZONTAL. G. LAPS: ALL TENSION SPLICES ARE ACCORDING TO AGI 318, CLASS S AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS FOR Pc GREATER THAN 3000 PSI AND ARE 40 DIAMETERS FOR f'c WHICH 15 LESS THAN 3000 P51, UNLESS NOTED OTHERWISE. D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM I - #5 TOP AND BOTTOM, EXTENDING 2' -6" BEYOND OPENING AT EACH CORNER. SEE TYPICAL DETAILS. E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED FOR AND APPROVED BY THE ENGINEER F. MINIMUM REINFORCING: WHERE REINFORCEMENT 15 NOT SHOWN ON THE DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED GONGRETE "(AGI 318) SHALL BE REFERRED TO FOR PROPER REINFORCEMENT. G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: H. WELDED WIRE FABRIC: ASTM-A185 AND ASTM -A82 I. DEFORMED BAR ANCHORS: ASTM -A4'6 J. REINFORCEMENT ALLOWANCE: THE CONTRACTOR SHALL PROVIDE AN ALLOWANCE FOR ADDITIONAL REINFORCEMENT WHICH MAY OR MAY NOT BE PLACED AT THE DIRECTION OF THE PROJECT ENGINEER. K. FIBREMESH: PROVIDE FiBREMESH STRANDS WITHIN CONCRETE PER THE MANUFACTURERS SPECIFICATION (1.5 YARD TYPICALLY) WHERE REQUIRED BY THE OWNER IN LIEU OF UTILIZING WELDED WIRE FABRIC WITHIN SLABS ON GRADE. 3.1 EPDXY ANCHORS TYPICAL EPDXY ANCHORS WHICH ARE INSTALLED IN CONCRETE SHALL BE HY -I50 AS MANUFACTURED BY HILTI, INC. AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS GUIDELINES AND PER IGBO REPORT #5113 OR APPROVED EQUAL. 4.0 WELDING (NOT USED) 5.0 STRUCTURAL STEEL (NOT USED) 6.0 LIGHT GAUGE (NOT USED) 1.0 CARPENTRY 1.I ROUGH CARPENTRY ALL 2x FRAMING LUMBER SHALL BE DOUGLAS FIR #2 FOR STUDS AND HEM -FIR #2 FOR PLATES OR AS SHOWN ON THE DRAWING5 OR BELOW. ALL 2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD). EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER INSPECTION BUREAU ('GLIB) OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) SHOWING GRADE MARK OR APPROVED EQUAL. OTHER MATERIALS SHALL BE AS SHOWN BELOW: ALL EXPOSED STRUCTURAL MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED (SEE SECTION 1.1). 1.2 CARPENTRY HARDWARE A. BOLTS SHALL BE A5TN A -301. B. WASHERS SHALL BE STANDARD GUT WASHERS OR MALLEABLE IRON WASHERS. G. ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT PNEUMATICALLY DRIVEN NAILS (P- NAILS), AMERICAN OR CANADIAN MANUFACTURER ONLY AS INDICATED BELOW. P- NAILS SHALL BE INSTALLED PER THE MANUFACTURERS GUIDELINES. D. LAG SCREWS, SHEAR PLATES - SEE IBC. E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, USP, OR OTHER ICBO APPROVED. F. HARDWARE EXPOSED TO WEATHER OR TO VIEW SHALL BE GALVANIZED OR PROTECTED WITH OTHER APPROVED MEANS OF CORROSION PROTECTION. HARDWARE AND FASTENERS iN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT-DIPPED GALVANIZED TO A G -185 RATING. THE HARDWARE AND FASTENER MANUFACTURERS SHALL VERIFY COMPA l7BILI TY KITH THE PRESSURE TREATED MATERIALS USED ON SITE. 1.3 MINIMUM NAILING - PER 2003 IBC, TABLE 2304.'.1. 1.4 ANCHOR BOLTS PER IBC SECTION 1805.6 23053.10 ALL FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO CONCRETE OR MASONRY WITH MINIMUM I /2" NOMINAL DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST 1" AND SPACED NOT MORE THAN 6 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 12 INCHES OF EACH END OF EACH PIECE. IN SEISMIC DESIGN CATEGORIES D, E 4 F, A MINIMUM OF 1/2 INCH DIAMETER BOLTS WITH 2 "x2 "x3/16" PLATE WASHERS ARE REQUIRED. SEE SHEARWALL TABLE FOR ADDITIONAL INFORMATION. 15 PLYWOOD/05B SHEATHING EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ALL GRADING AND INSTALLATION SHALL CONFORM TO MOST CURRENT VERSION OF P52 FOR 05B. U5E THICKNESS AND NAILING AS SHOWN ON THE DRAWINGS. SHEATHING SHALL HAVE EXPOSURE RATING AS APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND WEATHER CONDITIONS SPECIFIED BY CONTRACTOR. EXCEPT AS OTHERWISE SH0141 OR NOTED, PROVIDE 8d AT 6" ON CENTER @ SUPPORTED PANEL EDGES AND Sd AT IT ON CENTER ON OTHER SUPPORTING MEMBERS FOR WALLS AND ROOFS. FOR FLOORS, USE THE SAME SPACING PATTERN AS STATED FOR WALLS OR ROOF EXCEPT USE IOd NAILS. NOTE: EQUIVALENT RATED PLYWOOD MAY BE USED IN LIEU OF OSB GALLED OUT. ALL THICKNESS AND GRADING SHALL CONFORM TO PSI OR P52. SHEATHING SHALL HAVE EXPOSURE RATING AS APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND WEATHER CONDITIONS SPECIFIED BY CONTRACTOR. ROOF DIAPHRAGM: 15/32" PhD (PANEL INDEX = 24/16), WITH Sd NAILS OR .I3I" DIA P -NAILS AT 6" O.G. AT SUPPORTED PANEL EDGES AND AT IT O.G. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN. WHERE REQUIRED, USE PLY -CLIPS INSTALLED PER MANUFACTURER'S GUIDELINES AND APA GUIDELINES. FLOOR DIAPHRAGM: 3/4" PHD (PANEL INDEX = 48/24), WITH IOd NAILS OR .I3I" DIA P -NAILS AT 6" O.C. AT SUPPORTED PANEL EDGES AND AT 12" O.G. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN. WHERE REQUIRED, USE PLY -CLIPS INSTALLED PER MANUFACTURER'S GUIDELINES AND APA GUIDELINES. 1.6 MANUFACTURED TIMBER BEAMS (NOT USED) 1.1 PRESERVATIVE TREATMENT ALL EXPOSED FRAMING LUMBER, PLYWOOD AND DECK MATERIALS SHALL BE PRESSURE TREATED WITH 25 # /CF PENTAGHLOROPHENOL PER AWPA SPECIFICATION P -5 OR OTHER APPROVED TREATMENT. ALL CUTTING AND BORING AFTER PRESSURE TREATMENT SHALL BE CARED FOR IN ACCORDANCE WITH AWPA SPECIFICATION M -4. CONTRACTOR SHALL VERIFY COMPATIBLITY BETWEEN THE PRESSURE TREATMENT AND ANY HARDWARE OR FASTENERS IN CONTACT WITH THE PRESSURE TREATED MATERIAL(5). 8.0 THROUGH 14.0 NOT USED 15.0 MECHANICAL / POWDER DRIVEN FASTENERS A. MECHANICAL FASTENERS (PRE - DRILLED ANCHORS) I. TYPICAL MECHANICAL ANCHORS WHICH ARE INSTALLED IN CONCRETE SHALL BE KWIK BOLT TI'S AS MANUFACTURED BY HILT!, INC. AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS GUIDELINES AND PER ICBO REPORT #4621 OR APPROVED EQUAL. I6.0 SPECIAL INSPECTIONS: SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1104 OF THE 2003 IBC AND ARE REQUIRED DURING THE FOLLOWING: A. EPDXY ANCHOR BOLT INSTALLATION. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE A SCHEDULE OF REQUIRED INSPECTIONS AND SHALL SUBMIT THIS SCHEDULE TO THE ARCHITECT AND ENGINEER FOR APPROVAL. 11.0 MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. FIRE RESTORATION 42003 iSC CHAPTER 34 COMPLIANCE: All new framing and other structural elements as well 05 existing framing_ and structural elements damaged by the fire and repaired shall be per the -2 IBC. All existing framing and other structural elements that are observed to not be damaged by the fire and are in serviceable condition, as defined below, are to be left 05 - 15 with no additional investication or structural evaluation performed. Serviceable Condition: A conction where the observed framing or other structural element is free from any damage that reduces its capacity by more than 10 %. Additionally excessive deflection and /or distress due to an over - loaded /under - designed condition shall be considered damaged. Chapter 34 of the IBC states that for buildings and structures where alterations, repairs, additions, and changes of occupancy to existing structures shall comply with the provisions for alterations, repairs, additions, and changes of occupancy in the IFC, iFGC, IPG, IPMG, IPSDG, IMG, IRG, and iGG Electrical Code. Section 3403 ADDITIONS, ALTERATIONS OR REPAIRS states that any additions or alterations to any building or structure shall conform with the requirements of the code for new construction. Additions or alterations shall not be made to an existing buildin or structure which will cause the existing building or structure to be in violation of any provisions of this code, The section further states in 3403.2 STRUCTURAL that additions or alterations to an existing structure shall not increase the force in any structural element by more than 5%, unless the increased forces on the element are still in compliance with the code for new structures, nor shall the strength of any structural element be decreased to less than that required by this code for new structures. Where repairs are made to structural elements of an existing building, and uncovered structural elements are found to be unsound or otherwise structurally deficient, such elements shall be made to conform to the requirements for new structures. Section 3410 COMPLIANCE ALTERNATIVES states that the provisions of this section are intended to maintain or increase the current degree of public safety, health, and general welfare in existing buildings while permitting repair, alteration, addition and change of occupancy without requiring full compliance with Chapters 2 through 33, or Sections 34013, and 3403 through 3407, except where compiance with other provisions of this code is 5pecificalTUu required in this section. Chapter 34 Further states in 3410.2 APPLICABILITY the provisions in Sections 3410.2.1 through 3410.2.5 shall apply to existing occupancies that will continue to be, or are proposed to be, in Groups A, B, E, F, M, R, S and U. Section 3410.23 ADDITIONS states that additions to existing buildings shall com9IL with the reqquirements of this code for new construction. Section 3410.2.4 ALTERATIONS OR REPAIRS states that an existing building or portion thereof, which does not comply with the requirements of this code for new construction, shall not be altered or repaired In such a manner that results in the building being less safe or sanitary than such building is currently. REVIBNED FOR CODE COMPLIANCE c.0 MAR a /OW WILDING DIVISION RECD crry OF TUKiWiLA MAR 01 20071 PERMIT CENTER 1 ,- ' co cf) oa W C.) a:: E 6D cq W 0 1 <e4e,) �w c„z ' • N CV Co rZ g • Lza L) • • Lz L • NAIL SHEATHING TO END STUDS PER SW TABLE ON S20 (TYP) STAGGER OVER MULT END STUDS (N) 7/8' DIA, ANCHOR CENTERED IN STEMWALL V/ SIMPSON SET ADHESIVE - 1' DIA HOLE - 10' MIN EMBED - INSPECTION REQUIRED - OPTION TO USE SSTB INSTALLED PER SIMPSON MARK 5I/52/S3/54 55/56/57/5& HI H2 H3 H4 DOLT SHEARWALL 2' -6' MIN ii II II II • At • !�° • • • � /II , ,. Cua• �ii� - (N) SHEARNALL HOLDONN DETAIL FOU ATC'\ GRA L SPACE RESTORATO OTES I. -� DENOTES (N) HOEDOWN (SEE HOEDOWN TABLE ON SHEET 52.0 FOR ANCHOR INSTALLATION REQUIREMENTS). DEEPEN (N) FOOTINGS LOCALLY AT HOLDOWNS TO MAINTAIN A MINIMUM OF 3" CLEAR BETWEEN STEEL AND SOIL. DENOTES (N) SHEARWALL TYPE, SEE THE SHEARWALL TABLE ON SHEET S2.0. INDICATES SFIEARVIALL LOCATION. THE GALL-OUTS ON THE SHEARYVALL TABLE APPLY TO THE ENTIRE WALL LINE INDICATED PER NOTE 3. 3. ® INDICATES (ht) SHEARWALL& ABOVE. SEE SHEARWALL TABLE ON SHEET 520 FOR ANCHOR BOLT AND SILL PLATE REQUIREMENTS. 4. (E) EXTERIOR STEMWALLS BELOW KITCHEN SHALL BE STRENGTHENED PER PER 1/52.0. 5. (N) SHEAPJ^IALL HOLDOWNS SHALL BE PLACED PER DETAIL 2/52.0. 6. (N) /(F) BEAM LQGAT1ON5 ARE SCHEMATICALLY SHOWN ON THE PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF (N) /(E) BEAM LAYOUT MN) FRAMING, MECHANICAL, ELECTRICAL d PLUMBING AND ARCHITECTURAL PLANS. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING (t') FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 1. (N) WALLS SHALL BE 2x4 OR 2x6 TO MATCH (E) WALLS ALONG THE SAME WALL LINE(5). ALL (N) WALLS SHALL BE JOINED TOGETHER WITH TYPICAL TOP PLATE SPLICES, (N) SHEATHING OVERLAPING (E) WALL FRAMING, ETG. a CONTRACTOR 15 RESPONSIBLE FOR DETERMININGNERIFYING TOP OF WALL HEIGHTS AND SLAB ON GRADE ELEVATIONS. WHERE DIMENSIONS ARE SHOWN ON THE STRUCTURAL PLANS, THE CONTRACTOR SHALL VERIFY COMPATIBILITY w/THE A5 -BUILT CONDITIONS 4 NOTIFY THE ENGINEER IF SUCH DISCREPANCIES EXISTS, FOR CLARIFICATION. 1. T.O.W. = TOP OF STEMWALL -- T.O.F. = TOP OF FOOTING - T.O.S. = TOP OF SLAB 10. SEE GENERAL STRUCTURAL NOTES ON 51.0 AND 51.1 FOR ADDITIONAL INFORMATION. HOLDOAN / STRAP 00 PON-1\T TABLE GOMPONENT * *I M5T37/48/60/12 from min. (2) 2x studs above to min. (2) 2x studs below2,3 DBL. MST48 /6O From (4) 2x studs above to min. (4) 2x studs below 2,3 HTTI6 from min. (2) 2x studs above to stem wall below. HTT22 from min. (2) 2x studs above to stem wall below. PHD6 from min. (2) 2x studs above to stem wall below. H1708 from min. (2) 2x studs above to stem wall below. HD PER TABLE ON S2.0 7/16' 055 SHEATHING 'NMI NT CONTINUOUS SHEET A301/A36 ANGHOR DIAMATER N/A N/A 5 /&" 5/ &" 7/8" - 1/&" 4x OR 6x POST IN -LIEW OF MULT END STUDS ACCEPTABLE (2) 2x END STUDS UNO PER HD TABLE ON 52.0 P.T. PLATE PER SW e TABLE ON S2.0 (N) '0 AB- PLACE ADD'L ABs AS RQD PER SW TABLE ON S2.0 (E) /(N) CONCRETE STEMWALL WET -SET EMBEDMENT LENGTH "4 N/A N/A 4 -I /2" 6" 1--1/2" 1 -1/2" RETROFIT (EPDXY) "5,6 DRILL DIAMETER N/A N/A 3/4" 3/4 1" I" SEE DTL 6/54.0 FOR ADD'L INFO @ FLOOR/SW (N) PLATE TO PALTE NAILING PER S.W. TABLE PLATE TO RIM (N) 2x10 JOISTS PER PLAN (N) 2x4 MUD -SILL W/(N) HILTI HY -I50 EPDXY ABS PER SW TABLE ON 52.0 (E) 6" GONG STEMWALL - REPAIR W/PRES5URE- INJECTED GROUT AS RQD FTG N/A N/A 5" 5" 1 -3/4" 1 -3/4" I. Straps and holdowns are to be applied with full nailing, not bolts, to MI height framing members only. Sheathing is to be applied to the same full - height framing members with panel -edge nailing per the Shearwail Table. 2. Straps must be attached directly to wood framing, straps cannot be applied over gypsum. 3. MST straps are to be applied to a minimum of (2) 2x framing members and over sheathing at wood shearwalls. Strap nailing replaces panel -edge nailing over length of strap. 4. For wet -set option, use nut- washer -nut assembly on threaded rod and place washer at listed embedment depth. 5. All drilled holdown anchor Installations require special inspection. 6. For an option to wet -set; use Simpson SET epoxy or engineer approved substitution for drill -In applications. Install per manufacturer's specifications. - i. 4x columns may be replaced with (3) or more 2x6 studs, Ox columns may be replaced by (4) or more 2x6 studs. See typical strap and holdown details. EMBEDMENT LENGTH STEM WALL N/A N/A 10" in s" Wide 10" in 6" Wide 15" in 8" Wide SH MARK G2 64 WI 1/2 1/3 1/5 1/6 (N) PANEL -EDGE NAILING PER 51 TABLE (N) A35 CLIPS PER SW TABLE NAIL (N) SHEATHING TO UPPERMOST TOP PLATE PER S.W. TABLE (N) SW PER PLAN IN/COMPONENTS PER SW TABLE (E) 6" CONC STEMWALL- CONTRACTOR TO VERIFY AS -BUILT CONDITIONS $ NOTIFY ENGR OF RECORD IF DIFFERENT (N) HILTI HY -ISO EPDXY REBAR DOWELS #4x I2 "xi2" SPGD 12" 06 INTO (E) GONG. STEM WALL (N) #4 x 12 x 12" HOOKED DOWELS SPGD 12" 00 TO LAP IN/EPDXY DOWELS (N) 14 "x8" GONT FTG BELOW (E) STEM WALL 1//2 -01) #4 CONT. 4 #4 HOOKED EPDXY REAR DOWELS SPACED 12" OG (E) EXT STEM NALL OVER (N) FTC BELON (N) CRIPPLE VAIALL ARIAALL TABL- COMPONENTS 5/8" GM, ONE SIPE, BLOCKED W/ TYPICAL NAILS o 4" O.G. 5/8" GM, BOTH SIDES, BLOCKED W/ TYPICAL NAILS 0 4° D.G. 15/32' PLYWOOD, BLOCKED, W/ 0.131" DIA P- NAILS a 6" O.G. o PANEL EDGES AND 12" O.G. • FIELD 15/32" PLYWOOD, BLOCKED, W/ 0.131" DIA P- NAILS ® 4' O.C. a PANEL EDGE 5 AND I2" O.G. 0 FIELD 15132" PLYWOOD, BLOCKED, W/ 0.131' DIA P- NAILS a 3" O.G. a PANEL EDGE AND I2" O.G. ® FIELD. SEE SPECIFIC NOTES 1,2,3 I5/32" PLYWOOD, BLOCKED, II/ 0.148" DIA P- NAILS o 2" O .G. 0 PANEL EDGES AND 12" O.G. a FIELD. SEE SPECIFIC NOTES 1,2 I5/32" PLYWOOD, BLOCKED, BOTH 5I17E5, W/ 0.131" DIA P- NAILS o O.G. AT PANEL EDGES AND 12' O.G. • FIELD. SEE SPECIFIC NOTES 1,2,4 I/2" AB. FL TO CONG. SPACING (W) 24" OL. 36' O.G. 14'0.G. 11" O.G. SIM 0.148" Pn4!AIL PL TO PL SPACING (IN) or O.G. 4-1/2" O.G. 1" 0.G. 4-1/2" O.G. 3-I/2" O.G. 2 ROW5 STAGGERED ® 4- I /2 "0.G. 2 ROWS STAGGERED 0 3-I/2" O.G. (N) FTG DOWELED TO (E) GONG STEMWALL- SEE DTL 1/52.0 FOUNDATION RESTORATION PLAN SCALE 1/4" _ •_O• SIMPSON A35/ A35F / L550 CLIP SPACING (IN) 60" D.G. 48' O.G. 30' D.G. 10" in 6" Wide 24" O.G. 16" O.G. 12' O.G. 1- I /2 "D.G. 6' O.G. 5/8" 61/5 115 350 HEM-FIR 230 353 451 113 '102 ABOVE GAPAGITIES FOR 6YP/FIR H 1/2" GWS I50 300 DOUG -FIR 1 280 430 550 24 O.G. 20' O.G. 810 1100 (E) DSMT WALL 4 FOUNDATION-5- NQ DAMAGE r TYP J r J r CONTRACTOR TO VERIFY AS -BUILT CONDITIONS OF (E) FOUNDATIONS $ NOTIFY ENGINEER W/ FINDINGS J J 134-04(00g, REVIEWED FOR CODE C MAR - 8INI City Of Tukwila BUILDING [ONION TYPICAL NOTES: I. FOR ALL 5HEARWALLS WHERE 15/32' PLYWOOD 15 GALLED OUT 15/32" 056 MAY BE USED AS AN ALTERNATE. FOR SHEARWALLS WHERE 15/32" PLYWOOD 15 CALLED OUT 1/16" 056 MAY BE USED WITH FRAMING 0 16" D.G. 2. FOR ANCHOR BOLTS USE A 2 x 2 x 3/16 FLAT WASHER BETWEEN NUT AND PLATE TYPICAL 3. IF CALLOUT P.EOUIRES BLOCKING, 514EATHIN5 MAY I5E PLACED WITH THE LONGITUDINAL DIRECTION VERTICAL. STUDS AND PLATES WILL i3E CONSIDERED TO AGT AS BLOCKING. 4. WALL SHEATHING GALLED OUT SHALL EXTEND FOR ENTIRE WALL LENGTH AT THAT ELEVATION MP SHALL BE CONTINUOUS AROUND OPENINGS. THIS 15 FOR FINISH PURPOSES ONLY NAIL, CLIP AND ANCHOR BOLT SPAGINGS ABOVE APPLY AT ONLY THE ACTUAL LENGTH OF SHEARWALL. 5. 0.131" P -NAILS ARE TO BE 2 -3/3" IN LENGTH, 0.148" P -NAILS ARE TO BE A MINIMUM OF 2 3/8" FOR SHEATHING APPLICATIONS AND A MINIMUM OF 3-I/4" FOR FRAMING OR PLATE TO PLATE NAILING. NAILS SHALL BE INSTALLED SO AS TO NOT SPLIT THE TIMBER FRAMING. CONTRACTOR SHALL COMPLY WITH NAILING RESTRICTIONS AS DETERMINED BY THE PRODUCER OF MY COMPOSITE WOOD PRODUCTS USED FOR SHEARWALLS OR U5ED AS SHEAR TRANSFER MEMBERS SUCH AS BETWEEN FLOORS. 6. SIMPSON A35 CLIP ANGLES SHALL BE INSTALLED WITH THE APPROPRIATE FASTENERS PER THE MA VFAGTURFRS SPEGIFIGATIONS. OPTIONAL To USE P -NAILS WHERE SHOWN. 1. SPACING SHOWN ABOVE FOR ANCHOR BOLTS, NAILING AND CLIPS 15 MAXIMUM AMOUNT ALLOWED. 8. ALL NAILING NOT SPECIFICALLY GALLED OUT SHALL BE IN ACCORDANCE WITH IBC. TABLE 2304.9.1 q. SfEARWALL FRAMING PERFORATIONS SHALL BE LIMITED TO 3/4" DIAMETER CENTERED AT FACE OF STUD OR PLATE AND NOT CLOSER THAN 4" O.G. PRIOR TO ANY LARGER HOLES OR NOTCHING OF SHEARWALL FRAMING MEMBERS CONTACT ENGINEER FOR APPROVAL. 10. FOR GALLOUTS WHERE SHEATHING 15 REQUIRED ON ONLY ONE FACE OF WALL, SHEATHING MAY SE PLACED ON EITHE=R FACE. IL COATED OR GALVANIZED NAILS SHALL BE HOT DIPPED, NOT ELECTRO- PLATED. 12. WHERE MOO PANELS ARE APPLIED OVER GYPSUM, REPLACE .131" PANEL NAILING W/ .148" PANEL NAILING. NO REPLAGEMENT P055113LE FOR .148" NAILS 13. USE 6d WALLBOARD OR COOLER NAILS WITH 5/3' 61/13 (5d WITH 1/2' 61/13). USE II ga. X 1-3/4" (7/16" HEAD) DIAMOND PT. GALV. NAIL W/ 5/8" GSS. SPECIFIC NOTES AS CALLED OUT IN TABLE ABOVE: 1. 3x STUDS ARE REQUIRED AT ALL ABUTTING PANEL EDGES, 2. 3x SiLL PLATS REQUIRED HHERE ATTACHED TO CONCRETE WITH ANCHOR BOLTS RECEIVED PLA 3. NOTE 3 MAY BE IGNORED AS LONG AS THE ANCHOR BOLT SPACING USED IS 1/2 OF THAT SHOWN IN THE TABLE ABOVE Grri 4. SHEATHING JOINTS ARE TO BE STAGGERED ON OPPOSITE FACE OF WALL, MAR 01 2001 PERMiU CENTER 9- w J 1- 1- 0 • crl cr) e • 0 DASHED LINE INDICATES (E) FLOOR JOISTS ABOVE- NO DAMAGE - CONTRACTOR TO VERIFY ORIENTATION 4 IF KITCHEN WALLS SUPPORT FRAMING PRIOR TO DEMO OF WALLS (E) WALLS- NO DAMAGE (NO WORK) CONTRACTOR PROVIDE TEMPORARY SHORING PRIOR TO REMOVAL OF WALLS IN THIS LINE - VERIFY IF BEARING WALLS 4 NOTIFY BGIE FOR GUIDANCE (E) WALLS WHICH ORIGINALLY SUPPORTED CEILING JOISTS TO BE REMOVED- (E) CEILING JOISTS TO BE SUPPORTED PER DTL 12/54.0 SIM 51 0 a (E) CEILING FRAMING ABC VE _ NO DAMAGE u u 5I 0 (E) CEDING FRAMING ABOVE- N DAMAGE -3 54.0 51 1 TYP 0 [5l 5I t�l (E) MAIN FLOOR FRAMING PLAN INDICATES FLOOR -TO -FLOOR STRAP PER DETAIL 3/54.0 INDICATES TRUSS /JOIST DRAG STRAP (HORIZ) PER DETAIL 5/54.0 (E) CEILING JOISTS TO BE SUPPORTED BY (N) PE GIRDER TRUSS PER 12/54.0 WALL SHOWN HERE 15 NON - STRUCTURAL ATTIC WALL ABOVE (E) CEILING JOISTS TO BE SUPPORTED BY (N) PE GIRDER TRUSS PER 12/54.0 WALL SHOWN HERE IS NON - STRUCTURAL ATTIC WALL ABOVE E L r K 10 54.0 (N) PE < i Q (N) PE TRUSS c 24" 0.G. (AXIAL = 1,000 LBS) GABLE -END TRUSS Q (N) PE GABLE -END TRUSS (AXIAL = 1,000 LBS) (N) PE GABLE -END TRUSS (N) PE TRUSSS t 24" O.G. GABLE -END TRUSS (N) ROOF FRAMING PLAN SCALE : 1/4" = 1 -O" J 7 51 (N) PE TRUSSES @ 24' O.G. FLOOR /G =iu 6 /ROOF R= STORAT10k N .OT ES (N) FLOOR JOISTS @ KITCHEN SHALL BE 2x8 DOUGLAS FIR *2 SPACED 16' 00. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF LAYOUT AND FRAMING I' V MECHANICAL, ELECTRICAL 4 PLUMBING AND ARCHITECTURAL PLANS. CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. SEE DTL 6/54.0 FOR ADDITIONAL INFORMATION. 2. ROOF TRUSSES SHALL BE P.E. ROOF TRUSSES @ 24' 0.G. THE P.E. TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR ALL HANGERS (SEE PLANS FOR ANY SPECIFIC CALL- OUTS), WEB STIFFENERS, SOLID BLOCKING, AND ADDITIONAL TRUSSES TO ACCOMMODATE FIELD - FRAMED CONDITIONS, CANTILEVERED CONDITIONS, CONCENTRATED BEARING LOADS AND NAILING FROM SHEARWALLS ABOVE AND BELOW. THE TRUSS MANUFACTURER SHALL ALSO BE RESPONSIBLE FOR DESIGNING ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES FOR THE LOADS NOTED ON THE PLANS. UNLESS NOTED OTHERWISE ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES SHALL BE DESIGNED TO RESIST NO LESS THAN 250 PLF. SEE THE PLANS FOR TYPICAL DRAG TRUSS AND GIRDER DRAG TRUSS STRAP CONNECTIONS TO ALIGNED SHEARWALLS. 3. TIE -DOWN EVERY ROOF TRUSS AND ALL END TRUSSES AT ALL BEARING SUPPORTS WITH (I) SIMPSON HI I- U1RRIGANE ANCHOR 4. THE TRUSS MANUFACTURER TO VERIFY DEFLECTION TOLERANCE BETWEEN TRUSSES AND WINDOWS WHERE WINDOW FRAMES DIRECTLY INTO TRUSS BOTTOM CHORD - VERIFY PER WINDOW SUPPLIER AND ARCHITECT. 5. ROOF TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 6. THE P.E. ROOF TRU55 MANUFACTURER SHALL VERIFY BEARING COMPATIBILITY (CRUSHING) WITH THE PLATE MATERIAL. 7. (IC) ROOF RAFTERS SHALL BE 2x8 DOUGLAS FIR *2 SPACED 24' OC MAX 4 SHALL MATCH (E) FLOOR/GEILING JOISTS BELOW. (N) RIDGE BEAM SHALL BE 2x10 CONT. W/SIMPSON LTO CLIPS EA. RAFTER RAFTERS SHALL BE ALIGNED EACH 5IDE OF RIDGE AND SHALL BE CONNECTED USING 2x6 COLLAR T 1E5. SEE DETAILS 104 II /54.0 FOR TYP CONSTRUCTION. 8. TIE -DOWN EVERY ROOF RAFTER/CEILING JOIST II/SIMPSON H10 -2 CLIPS PER II /54.0. RAFTERS SHALL BE FASTENED TO THE RIDGE USING SIMPSON L 10 CLIPS, SEE DETAIL 10/54.0. q. RAFTER LOCATIONS AIRE SCHEMATICALLY SHOWN ON THE PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF THE RAFTER LAYOUT WITH THE (E) FLOOR/CEILING JOISTS AND WITH MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 10. PLACE LONG DIRECTION OF ALL PLYWOOD SHEETS PERPENDICULAR TO TRUSS/RAFTER OR JOIST DIRECTION, SEE DETAIL 2/54.0. FLOOR SHEATHING 15 TO BE CONTINUOUS FROM UNIT TO UNIT, SEE PLANS FOR EXCEPTIONS. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS 15 PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEET 51.0. DENOTES THE SHEARWALL TYPE, SEE THE SHEARWALL TABLE ON SHEET 52.0. INDICATES SHEARWALL LOCATION. THE CALL -OUTS ON THE SHEARWALL TABLE APPLY TO THE ENTIRE WALL LINE THAT THE INDICATED SHEAPJ' ALL 15 LOCATED. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW PERPENDICULAR SHEARWALLS. FOR TYPICAL HOEDOWN DETAILS AT THE ENDS OF SHEARWALLS SEE 3/52.0. FOR TYPICAL CORNER CONDITIONS AT SHEARWALLS SEE 4/54.0. FOR TYPICAL 'r' INTERSECTION CONDITIONS AT SHEARWALL5 SEE 4/54.0. 12. THE DOUBLE TOP PLATE 15 TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 1/54.0. 13. F.F. = FLUSH - FRAMED BEAM. VERIFY FLUSH OR DROPPED BEAM CONDITION PER ARCHITECT. 14. ALL HEADERS SHALL BE 4x85 SUPPORTED BY (I) 2x TRIMMER (BEARING) STUD AND (I) FULL- HEIGHT 2X KING STUD UNO PER THE PLANS. ALL OTHER HEADERS OR BEAMS SHALL BE SUPPORTED BY (2) 2x TRIMMER (BEARING) STUDS AND (2) FULL- HEIGHT 2x KING STUDS, LOADING PERPENDICULAR WALLS SHALL BE SUPPORTED, AT MINIMUM, 13Y SOLID STUDS BELOW BEAM. MULTIPLE BEARING STUDS GALLED OUT ON UPPER LEVELS SHOULD BE CONTINUED TO FOUNDATION OR BEAM BELOW UNLESS NOTED OTHERWISE AND REQUIRE SOLID BLOCKING BETWEEN FLOORS. 15. MATERIAL SUPPLIERS SHALL VERIFY PRESSURE -- TREATED MEMBERS W/ ARCHITECT. ALL HARDWARE AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT- DIPPED GALVANIZED TO A G-185 RATING. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF PRESSURE TREATED MATERIALS USED ON SITE WITH ALL HARDWARE AND FASTENERS. 16. SEE ARCHITECTURAL PLANS FOR STAIR FRAMING DETAILS AND NOTES, METAL CONTROL JOINTS AT DOORWAY OPENINGS IN CONCRETE FLOORING AND ROOF VENTILATION REQUIREMENTS AND DETAILS. 11. SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND SLAB ON GRADE ELEVATIONS. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON THE STPJJGTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY W/ ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. 15. WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIPES OF WINDOW. WINDOW SUPPLIER TO VERIFY MINIMUM .005 °H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. Iq. SEE GENERAL STRUCTURAL NOTES ON 51.0 FOR ADDITIONAL INFORMATION. 10 54.0 51 INDICATES TRUSS /JOIST DRAG STRAP (HORIZ) PER DETAIL 5/54.0 TYP @ RIDGE Ttcef, .� S VPAGO VISIN•I RECEIVED CITY OF TI JkW1Lk MAR 01 2007 PERMIT CENTER cv cv Q w J M F Lo 22 () u wow c Cf i L71 0 ow �� ° 0 ;" P E E l at] , C� P w c °2 w oo ed 4- 3 0 0 N N co w CY.3 cfs U O O 1 E N W 0D Q4 oD • • • • • ......,. _, 51 12 54.0 13 , OC 54.0 0 ,. ,\ 1x DASHED LINE INDICATES (E) FLOOR JOISTS ABOVE- NO DAMAGE - CONTRACTOR TO VERIFY ORIENTATION 4 IF KITCHEN WALLS SUPPORT FRAMING PRIOR TO DEMO OF WALLS (E) WALLS- NO DAMAGE (NO WORK) CONTRACTOR PROVIDE TEMPORARY SHORING PRIOR TO REMOVAL OF WALLS IN THIS LINE - VERIFY IF BEARING WALLS 4 NOTIFY BGIE FOR GUIDANCE (E) WALLS WHICH ORIGINALLY SUPPORTED CEILING JOISTS TO BE REMOVED- (E) CEILING JOISTS TO BE SUPPORTED PER DTL 12/54.0 SIM 51 0 a (E) CEILING FRAMING ABC VE _ NO DAMAGE u u 5I 0 (E) CEDING FRAMING ABOVE- N DAMAGE -3 54.0 51 1 TYP 0 [5l 5I t�l (E) MAIN FLOOR FRAMING PLAN INDICATES FLOOR -TO -FLOOR STRAP PER DETAIL 3/54.0 INDICATES TRUSS /JOIST DRAG STRAP (HORIZ) PER DETAIL 5/54.0 (E) CEILING JOISTS TO BE SUPPORTED BY (N) PE GIRDER TRUSS PER 12/54.0 WALL SHOWN HERE 15 NON - STRUCTURAL ATTIC WALL ABOVE (E) CEILING JOISTS TO BE SUPPORTED BY (N) PE GIRDER TRUSS PER 12/54.0 WALL SHOWN HERE IS NON - STRUCTURAL ATTIC WALL ABOVE E L r K 10 54.0 (N) PE < i Q (N) PE TRUSS c 24" 0.G. (AXIAL = 1,000 LBS) GABLE -END TRUSS Q (N) PE GABLE -END TRUSS (AXIAL = 1,000 LBS) (N) PE GABLE -END TRUSS (N) PE TRUSSS t 24" O.G. GABLE -END TRUSS (N) ROOF FRAMING PLAN SCALE : 1/4" = 1 -O" J 7 51 (N) PE TRUSSES @ 24' O.G. FLOOR /G =iu 6 /ROOF R= STORAT10k N .OT ES (N) FLOOR JOISTS @ KITCHEN SHALL BE 2x8 DOUGLAS FIR *2 SPACED 16' 00. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF LAYOUT AND FRAMING I' V MECHANICAL, ELECTRICAL 4 PLUMBING AND ARCHITECTURAL PLANS. CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. SEE DTL 6/54.0 FOR ADDITIONAL INFORMATION. 2. ROOF TRUSSES SHALL BE P.E. ROOF TRUSSES @ 24' 0.G. THE P.E. TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR ALL HANGERS (SEE PLANS FOR ANY SPECIFIC CALL- OUTS), WEB STIFFENERS, SOLID BLOCKING, AND ADDITIONAL TRUSSES TO ACCOMMODATE FIELD - FRAMED CONDITIONS, CANTILEVERED CONDITIONS, CONCENTRATED BEARING LOADS AND NAILING FROM SHEARWALLS ABOVE AND BELOW. THE TRUSS MANUFACTURER SHALL ALSO BE RESPONSIBLE FOR DESIGNING ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES FOR THE LOADS NOTED ON THE PLANS. UNLESS NOTED OTHERWISE ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES SHALL BE DESIGNED TO RESIST NO LESS THAN 250 PLF. SEE THE PLANS FOR TYPICAL DRAG TRUSS AND GIRDER DRAG TRUSS STRAP CONNECTIONS TO ALIGNED SHEARWALLS. 3. TIE -DOWN EVERY ROOF TRUSS AND ALL END TRUSSES AT ALL BEARING SUPPORTS WITH (I) SIMPSON HI I- U1RRIGANE ANCHOR 4. THE TRUSS MANUFACTURER TO VERIFY DEFLECTION TOLERANCE BETWEEN TRUSSES AND WINDOWS WHERE WINDOW FRAMES DIRECTLY INTO TRUSS BOTTOM CHORD - VERIFY PER WINDOW SUPPLIER AND ARCHITECT. 5. ROOF TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 6. THE P.E. ROOF TRU55 MANUFACTURER SHALL VERIFY BEARING COMPATIBILITY (CRUSHING) WITH THE PLATE MATERIAL. 7. (IC) ROOF RAFTERS SHALL BE 2x8 DOUGLAS FIR *2 SPACED 24' OC MAX 4 SHALL MATCH (E) FLOOR/GEILING JOISTS BELOW. (N) RIDGE BEAM SHALL BE 2x10 CONT. W/SIMPSON LTO CLIPS EA. RAFTER RAFTERS SHALL BE ALIGNED EACH 5IDE OF RIDGE AND SHALL BE CONNECTED USING 2x6 COLLAR T 1E5. SEE DETAILS 104 II /54.0 FOR TYP CONSTRUCTION. 8. TIE -DOWN EVERY ROOF RAFTER/CEILING JOIST II/SIMPSON H10 -2 CLIPS PER II /54.0. RAFTERS SHALL BE FASTENED TO THE RIDGE USING SIMPSON L 10 CLIPS, SEE DETAIL 10/54.0. q. RAFTER LOCATIONS AIRE SCHEMATICALLY SHOWN ON THE PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF THE RAFTER LAYOUT WITH THE (E) FLOOR/CEILING JOISTS AND WITH MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 10. PLACE LONG DIRECTION OF ALL PLYWOOD SHEETS PERPENDICULAR TO TRUSS/RAFTER OR JOIST DIRECTION, SEE DETAIL 2/54.0. FLOOR SHEATHING 15 TO BE CONTINUOUS FROM UNIT TO UNIT, SEE PLANS FOR EXCEPTIONS. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS 15 PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEET 51.0. DENOTES THE SHEARWALL TYPE, SEE THE SHEARWALL TABLE ON SHEET 52.0. INDICATES SHEARWALL LOCATION. THE CALL -OUTS ON THE SHEARWALL TABLE APPLY TO THE ENTIRE WALL LINE THAT THE INDICATED SHEAPJ' ALL 15 LOCATED. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW PERPENDICULAR SHEARWALLS. FOR TYPICAL HOEDOWN DETAILS AT THE ENDS OF SHEARWALLS SEE 3/52.0. FOR TYPICAL CORNER CONDITIONS AT SHEARWALLS SEE 4/54.0. FOR TYPICAL 'r' INTERSECTION CONDITIONS AT SHEARWALL5 SEE 4/54.0. 12. THE DOUBLE TOP PLATE 15 TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 1/54.0. 13. F.F. = FLUSH - FRAMED BEAM. VERIFY FLUSH OR DROPPED BEAM CONDITION PER ARCHITECT. 14. ALL HEADERS SHALL BE 4x85 SUPPORTED BY (I) 2x TRIMMER (BEARING) STUD AND (I) FULL- HEIGHT 2X KING STUD UNO PER THE PLANS. ALL OTHER HEADERS OR BEAMS SHALL BE SUPPORTED BY (2) 2x TRIMMER (BEARING) STUDS AND (2) FULL- HEIGHT 2x KING STUDS, LOADING PERPENDICULAR WALLS SHALL BE SUPPORTED, AT MINIMUM, 13Y SOLID STUDS BELOW BEAM. MULTIPLE BEARING STUDS GALLED OUT ON UPPER LEVELS SHOULD BE CONTINUED TO FOUNDATION OR BEAM BELOW UNLESS NOTED OTHERWISE AND REQUIRE SOLID BLOCKING BETWEEN FLOORS. 15. MATERIAL SUPPLIERS SHALL VERIFY PRESSURE -- TREATED MEMBERS W/ ARCHITECT. ALL HARDWARE AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT- DIPPED GALVANIZED TO A G-185 RATING. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF PRESSURE TREATED MATERIALS USED ON SITE WITH ALL HARDWARE AND FASTENERS. 16. SEE ARCHITECTURAL PLANS FOR STAIR FRAMING DETAILS AND NOTES, METAL CONTROL JOINTS AT DOORWAY OPENINGS IN CONCRETE FLOORING AND ROOF VENTILATION REQUIREMENTS AND DETAILS. 11. SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND SLAB ON GRADE ELEVATIONS. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON THE STPJJGTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY W/ ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. 15. WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIPES OF WINDOW. WINDOW SUPPLIER TO VERIFY MINIMUM .005 °H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. Iq. SEE GENERAL STRUCTURAL NOTES ON 51.0 FOR ADDITIONAL INFORMATION. 10 54.0 51 INDICATES TRUSS /JOIST DRAG STRAP (HORIZ) PER DETAIL 5/54.0 TYP @ RIDGE Ttcef, .� S VPAGO VISIN•I RECEIVED CITY OF TI JkW1Lk MAR 01 2007 PERMIT CENTER cv cv Q w J M F Lo 22 () u wow c Cf i L71 0 ow �� ° 0 ;" P E E l at] , C� P w c °2 w oo ed 4- 3 0 0 N N co w CY.3 cfs U O O 1 E N W 0D Q4 oD • • • • • BLKG OR GONT FRAMI ELEMENT SHEATHING BELOW OVERFRAMI CONTINUOUS TO SUPPORTING WALLS/ GIRDER TRUSS FOR SHEAR TRANSFER (N) VALLEY TRUSSES OR OVERFRAMING DIREGTED PER TRUSS MFR (N) 2x8 RAF PER PLAN (E) 2x CEILING JOISTS GONTR. TO VERIFY (N) SIMPSON L50 GLIP EA. RAFTER 4 EA JOIST TO (N) PE GIRDER TRUSS ((I) EA SIDE W/.13I "xI -I /2" NAILS (N) 2x8 RAF PER PLAN (E) 2x CEILING JOISTS CONTR. TO VERIFY (N) VALLEY TRUSSES —> OR. OVERFRAMING DIRECTED PER TRUSS MFR (N) SIMPSON HIO -2 GLIP ® EA (N) RAFTER/(E) CLG JOIST TO (E) WALLS (N) GONT. RIDGE VENT (N) 2x8 RAFTERS PER PLAN NOTGHED @ TOP FOR VENTING (N) SIMPSON Ll05 EA RAFTER- STAGGERED FOR INSTALLATION (N) 2x6 COLLAR TIE W/ (6) O.I62 "x3 -I /2" P -NAILS TO (N) 2x8 RAFTERS TYP (N) OVERFRAMIN& MAIN ROOF MEMBER BOUNDARY NAILS 0.140" P -NAILS 6" O.G. 0.14,5" P -NAILS @ 10" O.G. VALLEY TRUSS ARE INDICATED BY SHADING (STICK FRAME OPTION OK @ DIRECTION OF TRUSS MFR (N) SHTG CONTINUOUS BELOW OVERFRAMING W/Sd NAILS @ 4" OG ALIGN (N) PE GIRDER TRUSS W/ (E) SHEARWALL BEYOND - TRUSS MFR TO DESIGN AS DRAG STRUT W/GAPACITY PER PLANS 4 2x6 BOT CHORD (2) ROWS O.I48 "x3" @ 6" OG TO (N) TRUSS BOT GHORD ® OPT'L BLKG IN LIUE OF HI CLIP (E) SHEARWALL BEYOND (N) OVERFRAM I NG /SABLE PE TRUSS (N) RAFTERS /(E) FLOOR JOISTS — (N) 1/I6" OSB 1"1/0.131"x2-1/2" NAILS P -NAILS @ 4" OG TO (N) 2x BLKG BIRD -MOUTH (N) RAFTER OVER (E) WALL AS ROD \— (E) WALL- NO DAMAGE (N) RAFTER /(E) CE I L I NCB JOISTS @ (E) VAIALL n (N) ROSE LINE $ RAFTER COLLAR TIES (N) 0.131 "diax2 -I /2" • 6" O.G. SHEATHING TO TRUSS TOP CHORD (N) O.I48 "dlax3" (4) 6" O.C. 2x6 SHEETROCK BACKER TO UPPER TOP PLATE (N) PE TRUSSES PER PLAN (N) /(E) WALL PER PLAN NOT USED (N) PE TRUSS AS DRAG STRUT W/ 230 PLF LOAD TRANSFER FROM ROOF TO SW BELOW (N) 0.148 "diax3" ® 6" O.G. TO 2x6 SHEL I F OGK BACKER TO UPNITR TOP PLATE (N) NAILS TO SHTG TO UPPER TOP PLATE PER SW TABLE (N) CABLE END DRAG TRUSS @ (N) SV1s 12 SLOPE TO MATCH AS- GUILTS _ % PM .. SIM c (E) INALLS (N) 0.14E5' PLATE TO PLATE NAILING PER 511 TABLE WHERE (N) JOISTS ARE PARALLEL TO EXT. WALL, PROVIDE (N) BLKG @ 48" O.G. AND NAIL FLOOR SHEATHING TO BLKG 1^I/ (4)- .I3I "x2 -I /2" P -NAILS (N) 1/I6" 05B W/O.I31 "x2 -1/2" NAILS P -NAILS @ 4" OG TO (N) 2x BLKG (N) SW PER PLAN- (E) WALLS NO DAMAGE (N) PE TRUSS @ (E) /(N) EXT BEARI NC NALL SIMPSON HI @ EVERY ROOF TRUSS PLACING HI OVER SHEATHING ACCEPTABLE (N) EXT BEARING NALL DETAIL (N) PANEL -EDGE NAILING PER S.W. TABLE NAIL BOTH RIM AND 2x10 JOIST TO (N) SOLID BLKG. W/ (3) .148 "da NAILS (N) A35 CLIPS PER 511 TABLE (NAILS PER MFR) NAIL (N) SHEATHING TO UPPERMOST TOP PLATE PER SW TABLE II 1© ■11©11■ © ■ ■ ©r©© NAIL SHEATHING ALONG ENTIRE LENGTH OF TRUSS TOP CHORD PER PLANS 4 NOTES PANEL -EDGE NAILING PER SW TABLE ON 51.1 NOT SHOWN FOR CLARITY). 1 STEP #2 - NAIL TO DRAG TRUSS STEP #I - NAIL TO 511 USE O.I62 "dla x 3-1/2° P -NAILS @ EA SIPE TO MATGH PANEL EDGE NAILS PER 511 TABLE ON 51.1 11WITMM SHEATHING ON OPP FACE WHERE OGGUR5 PER PLANS) NOTE: PO NOT ATTACH PERP. WALL TO SW UNTIL SW HAS BEEN SHEATHED UPPER WALL PER PLAN(5) CEMENTITIOUS UNDERLAYMENT RIM PER PLAN(S) OR NOTES JOISTS PER PLANS) SOLID ELK& @ STRAPS LOWER WALL PER PLANS) EQ. STRAP PER PLANS PLACE TRUSSES AS SHOWN AND NAIL STRAPS TO TRUSS BOTTOM CHORD Ir= FLR MID -LEVEL EQ. ALIGN P.E. DRAG TRUSS OVER STRAP BELOW. DRAG TRUSS TO BE DESIGNED TO TRANSFER AXIAL LOAD INDICATED ON THE PLANS TO STRAP BELOW (200pIf MIN) (N) PE DRAG STRUT DETAILS STRAP PER PLAN 4 TABLE ON 51.1 TO TOP PLATE OF SW BEFORE PLACING ROOF TRUSSES 511 PANEL EDGE NAILS PER TABLE ON 51.1 NOTE: 511 EDGE NAILING FOR BOTH STUDS d 0.148 "dlax3 -Y" P -NAILS BTWN PERP STUDS TO MATCH TIGHTEST Si EDGE NAILING SFECD IN THE 51.1 TABLE (N) /(E) SW CORNER $ 'T' DETAILS (TYP r, 0; 8 0 •0 • • \ x NOTE: STRAPS NOT PLACED DIRECTLY AGAINST STUDS SHALL ONLY BE PLACED OVER PWD /OSB SHEATHING - NOT &NB - STRAP NAILS SHALL REPLACE PANEL EDGE NAILING. •0 . 0 0 THE CONTRACTOR MAY PLACE STRAPS ALONG THE INT OF THE WALLS THE SAME MEMBERS -MERE LOWER I^4ALL5 CONTAIN HDRS OR BM5 A LONGER STRAP, AS NOTED ABOVE, 15 REQ'D. 0.162 "dia x 3-1/2° P -NAILS TO MATCH SW PANEL EDGE NAILS PER TABLE ON 51.1 0 (N) FLOOR -TO -FLOOR STRAP DETAILS (TYP) I) "MIN PANEL EDGE BOUNDARY NAILING UNSUPPORTED PANEL EDGE SIMPSON ST6236 STRAP @ BREAKS IN TOP PLATE - TYP ALL EXT WALLS 4 INT 5115 AS NOTE P PER THE PLANS CONTRACTOR'S OPTION TO PLAGE STRAP ON TOP OF PLATES .4 HEADER I66A STAPLES @ 3" o/c EA SIPE OF PANEL JT - GROWN TO BE PERP TO PNID /OS8 GRAIN DIRECTION INTERMEDIATE FRAMING (HEW) MEMBER NAILING NOTE: I. PROVIDE APA APPROVED GLUE. NAIL ALL PWD /0513 TO FRAMING MEMBERS PER THE GENERAL NOTES 4 AND FRAMING NOTES. 2. WHERE BLOCKING 15 REQUIRED @ ALL UNSUPPORTED PANEL EDGES, AS NOTED ON THE PLANS, PROVIDE EITHER 2x FLAT -WISE ELKG OR BLKG PER THE JOIST/TRUSS MFR OVER ELKS USE A 3 "x24GA STRAP w/I66A STAPLES @ 3" o/c THRU STRAP INTO SHEATHING - NOT TO BE CONFUSED OR TO REPLACE DRAG STRUT STRAPS NOTED ON THE PLANS. 3. STAGGER SHEATHING NAILS PANEL EDGE OFFSETS. 4. REINSTALL PWD /058 USING IOd NAILS PLACED BETWEEN THE (E) NAIL HOLES USED FOR ORIGINAL CONSTRUCTION. (N) PIALD /OSB SHEATH I NS LAYOUT (TYP) FACE NAIL DBL TOP PLATES w/O.I48°dla @ 16" o% STAGGERED NOTE: WHERE PLATE DISCONTINUITIES OCCUR BEAMS OR MECH/ELEC PENETRATIONS USE (I) SIMPSON ST6236 UNO. STRAP MAY BE PLACED EITHER ALONG THE SIDES OR TOP FACE OF PLATES 3 "x24GA STRAP (4' -0 MIN) END/05B SHEATHING PER PLANS 4 NOTES 4' -0" MIN (10) O.I62 "dia x 3-y° P -NAILS © E4 SPLICE, UNO EQ EQ ALTERNATE TOP PLATE SPLICE DETAIL @ HEADER REVIEWED FOR CODE COMPLIANCE t ai IW 1 %cfl MAR' -- 8 2007 City Of Tukwila BUILDING DIVISION � lyu MIN f (N) /(E) TOP PLATE SPLICE DETAILS (TYP) \— PLATE SPICE (TYP) 0(6 HEADER RECEIVED CITY OF TU 'W!L'A MAR 0 1 2001 PERMIT :I Tik ti N w I- F O C\1 o qq kn Ers co 00 Ln Noo q v Eza Uq Q4 Qt 0 cq 0 n]