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HomeMy WebLinkAboutPermit D04-434 - SAUNDERS RESIDENCE - GARAGESAUNDERS RESIDENCE 5615S149ST D04 -434 Z Z' • W J U O 0: W= • • H U) LL. W O, u. a =W ZH • LLJ U � O N. 0 H WW M W Z; O F': z • Parcel No.: 8088600065 Address: 5615 S 149 ST TUKW Suite No: Tenant: Name: SAUNDERS RESIDENCE Address: 5615 S 149 ST, TUKWILA WA Owner: Name: SAUNDERS BARBARA Phone: Address: 5615 S 149TH ST, TUKWILA WA Contact Person: Name: THEO VERVILLES Phone: 425 251 -8833 Address: 17500 WEST VALLEY HY, TUKWILA WA Contractor: Name: TUFF SHED INC Phone: Address: 8939 SOUTH 190TH STREET, #D, KENT, WA Contractor License No: TUFFSI *038RZ Expiration Date:07 /02/2005 DESCRIPTION OF WORK: CONSTRUCTING A NEW 14' X 32' DETACHED GARAGE. Value of Construction: $13,779.48 Fees Collected: $489.63 Type of Fire Protection: N/A International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 26 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City tai' Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206- 431 -3665 Web site: ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: N Street Use: N Profit: N Water Main Extension: Water Meter: doc: IBC - Permit N Private: N DEVELOPMENT PERMIT D04 -434 Public: Non - Profit: N Public: Steven M Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -434 Issue Date: 02/11/2005 Permit Expires On: 08/10/2005 Printed: 02 -11 -2005 City GI Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -434 Issue Date: 02/11/2005 Permit Expires On: 08/10/2005 Permit Center Authorized Signature: l Lac -C.. Gt/ a Date: C /(/ / 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 ork. am authorized to sign and obtain this development permit. Signature : ) '1›.4t. (`''` Print Name: l c) VE-i Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC - Permit D04 -434 Printed: 02 -11 -2005 i City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 8088600065 Address: 5615 S 149 ST TUKW Suite No: Tenant: SAUNDERS RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: D04 -434 Status: ISSUED Applied Date: 12/02/2004 Issue Date: 02/11/2005 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 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. 4: 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. 5: 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. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 10: 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). 11: 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: Conditions * *continued on next page ** D04 -434 Printed: 02 -11 -2005 Signature: Print Name: doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them 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 regulating construction or the performance of work. t..< Vpiz\) D04 -434 as outlined. All provisions of law and ordinances cancel the provision of any other work or local laws Date: Z^-- l "O Printed: 02 -11 -2005 CITY OF TUKWILA Community Development partment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permi o. , 4. 3 Li Mechanical Permit No. Public Works Permit No. Project No. (For office use only) 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 ** King Co Assessor's Tax No.: ROES 6 e.5 Site Address: .C 1 S 5, / 7 9k . `.4 Suite Number: Floor: Tenant Name: ffr? 8 A-7 .A' .SA-u t'SCI E/ZS - New Tenant: ❑ .... Yes A ..No Property Owners Name: 311 13 fl ir'. N *S4 u &C)' )=- Mailing Address: ,4) S • / 9 -44 -St l c1 /c.c..; ` ,4 City State 9S1Z8 Zip Name: J go 14" )E'Vl ) 5 Day T elephone: �Z S —� / �� 3 Mailing Address: I SAO (_ ?' VAL- y ,l?I / /L k tai ?A c.04 9B/Re State Zip E -Mail Address: f'l1 £!4 L'l � �.S p 'T�i .54 Number: Z� ` S 7 GENERAL CONTRACTOR INFORMATION'- (Mechanical Contractor information on back page) • Company Name: fC - > Mailing Address: / 75S ( 2.91--S I V/'�'�G�/ /�i� t.epr [p �u-�! City State Zip Contact Person: / 0 Day Telephone: 9 ` Z I- d9i12 E -Mail Address: Fax Number: Contractor Registration Number: l GJ *( 63 e5 —Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record f Company Name: 144 6-1"/APiS g / 5 6 ve I ) 7 VC/ Mailing Address: /'/ X77 i.tj a 1, - j 2- � • CC-14, 5—it - FE !f NO 63b1 / -} City State Zip Contact Person: Day Telephone: 3) ti " y6 - 6 -ZC) Fax Number: E -Mail Address: ENGINEER OF .RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: 5 \pemiiis plus \icc changes \permit application (7 -2004) t/rF .shy E -Mail Address: Page t City State Zip Day Telephone: d 7s 20b Fax Number: Z Z w -J U U O • O W = H U) u_ w • } g J u_ I Z � HO W ~ W U � N OH W W H � � O w Z O Z BUILDING PERMIT INFORM4_T., - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ /.?? O t Existing Building Valuation: $ Scope of Work (please provide detailed information): /N S l4" c ,i*► 5,9 k - *-r Will there be new rack storage? ❑ ..Yes 2.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below ■permits plus\icc changcs \permit application (7 -2004) Page 2 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: c� Lot Area (sq ft). 0 L- o Floor area of principal dwelling: 9 / in Floor area for accessory dwelling: - - - � - �-8 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes [] ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers ❑_Automatic Fire Alarm ❑ ..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. 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. Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor [ 39 0 l 2nd Floor 3r Floor Floors thru Basement Accessory Structure* Attached Garage I Detached Garage ( 4 3 8 Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORM4_T., - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ /.?? O t Existing Building Valuation: $ Scope of Work (please provide detailed information): /N S l4" c ,i*► 5,9 k - *-r Will there be new rack storage? ❑ ..Yes 2.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below ■permits plus\icc changcs \permit application (7 -2004) Page 2 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: c� Lot Area (sq ft). 0 L- o Floor area of principal dwelling: 9 / in Floor area for accessory dwelling: - - - � - �-8 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes [] ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers ❑_Automatic Fire Alarm ❑ ..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. 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. Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <I00K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace . Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator . Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INF( MATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement ❑ Commercial: New .... ❑ Replacement ❑ Fuel Type: Electric ❑ Gas ....El Other: Indicate type of mechanical work being installed and the quantity below: 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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT 1 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 OjOR AUT IZr AGENT: Signature: t Print Name: l O h 1.) /2\`! C [PS Mailing Address: / 7S( CQ' &T f Q k-L/ ()/ 4 /rg J City \permits plus \ice changes \permit application (7.2004) Page 4 �y Telephone: Date: /240 z -o ev�t- 8i9.5' State Zip Date Application Accepted: Date Application Expires: Staff Initials: RECEIPT 1 Z w Parcel No.: 8088600065 Permit Number: D04 -434 6 c, Address: 5615 S 149 ST TUKW Status: PENDING 0 O Suite No: Applied Date: 12/02/2004 w Applicant: SAUNDERS RESIDENCE Issue Date: i O w w 0 2 Receipt No.: R04 -01617 Payment Amount: 489.63 ga 5 w Q u) a Initials: SKS Payment Date: 12/02/2004 02:59 PM I W U ser ID: 1165 Balance: $0.00 = Z H 1- O Z I— w U O N O (- TRANSACTION LIST: w w Type Method Description Amount I-" H L. — O Payment Check 127810 489.63 W Z U = O I- Payee: ACCOUNT ITEM LIST: Description doc: Receipt TUFF SHED, INC City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 BUILDING - RES PLAN CHECK - RES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 000/345.830 000/386.904 294.02 191.11 4.50 Total: 489.63 7474 ,! 2 : 3 V16 TO T4. 409.67 Printed: 12 -02 -2004 z P ..kect: Type of Insp ton: ess: c � � , 1 Date Called: S , I- e t ic/ L S e'cstructions: p Date Wanted: / /��� ��a.m Requester: • / Phone rq/ .. We 7rt; YJ.1'. I INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PEA. IT NO. (206) 1 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ?Q \f .-I- 0_0-AA? I Inspe or: o n, fee must be .00 REINSPECTION FEE id at 6300 Southcenter Blkd., Suite 100. Call to sechedule reinspection. $5 R�• ipt No.: Date: _... --. Date: Prcjett: Type of.lnspeIti� 1 Ad des ( 0 11 Lt Date Called: ( Si �1 O Special Instructions: a s Wan te d: Lt ` � f ' Requester: Phone No: CR -3q 1 --,GAO INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Dv L j PE T NO. (206)431 -3670 •Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspec r: Date: . 1 ioc- 00 REINSPECTION FEE REQgIRED. Prior'to inspection, fee must be d at 6300 Southcenter Blvd., Site 100. Call to sechedule reinspection. Rec pt No.: 1 'Date: PikOle : ,(x A 1 /^" 4 Type of nspQction: Vt�� + 004,4/ Address: C) to 15- 3 n 14 „ /�„ Called: �e -- 4-16-/Ds. Special Instructions: Date Wanted: A ,- Ca:n p.m. i I )(05.-- Requester: Phone 2 62 — 3q1 1' ^ oVC ;() •; s'?1^ w� ,.c;t,;,'i.x cat c: Insp or: Ree ipt No.: INSPECTION RECORD Retain a copy with permit 'Date: bbd y3y PERMIT INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43;13670 Approved per applicable codes. 0 Corrections required prior to approval. Date: '? l 47.--f �/ 2/ 63 /(:)..s $ 8.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Bl d., Suite 100. Call to sechedule reinspection. COMMENTS: �/�¢•z h'-cA I _ �(Tz -J�.4.�' `,t sz • s Project: JC.' -G�` :e -6( %;:e--6<_. Type of Inspe / coon ; : /.4e,Z/' ,:eta- ," Address: —5 -T iv �! ._r =�' Date Called :� �� _ - ti /- o Special Instructions: Date Wanted: D/- a...5- ( , a•m,, p.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 D Approved per applicable codes. PER (206)43 1 -3670 Ea - Corrections required prior to approval. COMMENTS: 1� � c sir UUO( ecYc . v\a i � I ` �� 11 o l M rt . Inspector: Date: 2_1 U 43— El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: ,�; . Type rof /Inspectionn� } Address: E. ,c /7 ' �, 5T Date Called: J 5- j' " Special Instructions: Date Wanted ..9? ; �/ /- O.S?' /_) ( a.m._ P.m. Requester: _-°' / Phone No: 9/' D Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Corrections required prior to approval. COMMENTS: 1o\ 9 Inspector D z.. Date: L\ _ 1' 0 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z J O 00 u) c (0 ILI J = U) LL W • ? • a = W F- _ Z � • 1-0 W H • W 0 O ▪ N W W I-U I .• Z W • = O H z COMMENTS: i �✓_ ue -/ © Type of Ihsp ction: ' C"'" � � / t t'...!/. 'r c i //"..1-•/-e,--4 • 4 TO/ / l-.7 ' 4/ Date Ca G` _ Special Instructions: Date Wanted: 'V.ee / 05 7-4 •es. Y--;;,..../c., RequesterQ,a ' Phone No: 67' .,," 'F/ D 0 yi 7., > 4.-7 // J.i■I/1 C 44r0 7z Le-2•,r4rJt n 1 ni) Proj �/� J u- .76 ; _ / 2 GCr: ' c c Type of Ihsp ction: ' C"'" � � / t t'...!/. 'r c i Addy ss ,/ s 9 n Date Ca G` _ Special Instructions: Date Wanted: 'V.ee / 05 (a.m. P.M. RequesterQ,a ' Phone No: 67' .,," 'F/ D 0 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. (206)431 - 3670 Corrections required prior to approval. q p 17 $58. E1NSPEC N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z w W QQ M J U U O 0 w= t•- N LL W 0 2 J � • d W z � W • W U • D O W W H P- LL Z U= O 1— z Project: Type of Inspection: ,,, „- Address: Date Called: ,' G Special Instructions: Date Wanted: ;/- O/ d.5 Cam p.m. Requester: , . Phone No: c , . - `f/ - c - , 9 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector t INSPECTION RECORD Retain a copy with permit --- *(3 1 „44 , \)1 . 1) - (206)43 1 -3670 Corrections required prior to approval. COMMENTS: Date: 4-1 -0 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: P . • ct: Type of lo pectin AP A res 1 5 .SD ! " ' , 1 ,.;f� j-- 1 ma te Cal ed: 4 ? , D S I'. S ecial Instructions: P Date Wanted: --' .31 2,Z- lu ' rli. P.m Requester: 141 - K Phone No: C n I .53 -- - S? 1 1 D1 V 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. (20. 431-3670 a ( Corrections required prior to approval. COMMENTS: A per no 6( . t ntr CnInAvr.�( � �l r'✓' v \r) '� ' Inspector'" Date: . S El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project . r. rah / f,j0 f,0 Type of Inspection: Yvo� Address: a ! /r. ate Called Specia Instructions: Date Wanted: ---Z., -e2 S Requester: / 12() Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2'6)31 -3670 COMMENTS: Approved per applicable codes. Corrections required prior to approval. JJ $58.00 REINSPECTION ��E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z IY W JU 00 NO . W J I -- ' uj0 u_¢ =a Z = Z U � a'-- W W r- U= O~ z P r 9ct: ,,{{ P Type of Insp ion: 'I Address: 519 is .3O, coq �, Date Called: 3 6 i ii .. Special Instructions: Date Wanted: I 11) Ca.rr P.m. Requester: 0 Phon No: '9./.0 —' 3 `i / ?O o INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 )431 -3670 .f' IV l eery COMMENTS: Inspectoo Date: Approved pe r applicable codes. Corrections required prior to approval. $ 8, f O REINSPECTIO "F`EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southciler Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: / / ss4 LE /;: E �D i i ,32 71)1 -EI ova L J 11� yi Fw L.aYr Q � 8s Zc'a . 701 4 041— 4x is rfivp mow* St? /394 ti *54- RECET�5Kh iu oF 2J3 polo. CENTEV< REVIEWED FOR CODE COMPLIANCE JAN 2 4 Z005 City Of Tuk wfla BUILDING DIVISION 11464 W 6 O 0 co 0 W = ` W O J W Q In = a - W • z =. z O U O N O I_- W W . U_ O Z W 0 = . O 1— Roof Load Summary Roof Support Trusses @ 24 in. c/c Truss Span (ft): 14 Roof Dead Load (psf): 10 Roof Live Load (psf): 20 Roof Snow Load (psf): 21.00 Governing Total Load (psf): 31 See Calculations to Follow McGINNIS & ASSOCIATES Consulting Engineers, Inc. D FOR 14377 Woodlake Drive Sui e 314 RE�� OMD�IAN Chesterfield, Missouri 6301 574,ODE C g oo 0 JAN 2 A N" Structural Calculations or: Barbara Saunders Tuff Shed Project No. 17 r -4789 Building Dimensions: Overall Overall B Dead Loads: Live Loads: Snow Loads: Building Overhangs: Roof Pitches: Consider Vertical Loads: Peak Roof Height: Mean Building Height: Roof Live Load: P: \O_PROJECTS\JEFF_PROJECTS \Tuff -Shed Projects Roof Dead Load, DLroof: Wall Dead Load, DL Ground Snow Load: pitch h: = 1 g = ' 25 Importance Factor: I := 1.0 Snow Correction Factors: C = 1 Ct = 1.2 C = 1 IL: =.32.ft + 0•ir>) IBover ;° 12•irl Plate Heights: Finished Floor Elevation: Top of Plate Elevation: Roof Live Load Correction Factors: R1 = 1 Dead Load: Total Load: Roof Angle: O := atan(pitch) B•pitch hpeak hfloor + 2 hmean (hfloor + hpeak)•0.5 DLroof 10•psfi DLwall := 8 • ps (LLroof = 20 psi Roof Snow Load: SLroof:= 0.7•I Roof End Reactions: R2 = 1 {Exposure} {Thermal} {Slope} JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 1 OF 12 CALC. BY JSA DATE 11/16/2004 (nb. ridge runs parallel to Length) I I-over= 12•in hfloor1 := .5.fi hfloor2 8.1 1 fi hplate hfloor O = 18.43 deg hpeak = 10.43 ft hmean = 9.27 ft FILE COPY RECEIVED CITY OF TI IKWII o DEC 0 2 20Q' PERMIT CENTER IS -roof = 21 psi B Rroof DL 2 + Bover J • DLroof• rtspacing Rroof DL = 160 lb B SLroof11 Rroof LL ( +Bove 1 •max •rtspacirig LLroof)) Rroof LL = 336 lb -Of .f� Z QQ � J U U C o CO U.1 J I— w 0 2 � Q U O = I-- la Z • H O w ~ • w U O - O F - w W I— LL O Z w • = O ~ Z Concentrated Load Data Number DL (kips) LL (kips) a dist. (ft) Description P % X 0:00 0.00 0.24 P2 .00 0. 0.00 w2 P3 0.00 0.00 0.00 0.00 P4 0.00 0.00 0.00 0.00 P5 0.00 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data Number DL (kip/ft) LL ( kip/ft) a dist. (ft) c dist. (ft) trib. wt. (ft) Description w1 0.08 0.24 0.00 0.00 8.00 Roof Load w2 0.00 0.00 0.00 0.00 0.00 Max Live Load Deflection (in) w3 0.00 0.00 0.00 0.00 0.00 1264 w4 0.00 0.00 0.00 0.00 0.00 w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Shears, Moments, & Deflections Maximum Shear Stress (psi) Commercial Grade 60 # of Mem. Allowable Shear Stress (psi) d 173 OK Maximum Bending Stress (psi) E 522 (in) Allowable Bending Stress (psi) (in 1,121 OK Max Dead Load Deflection (in) No.2 0.010 4665 Max Live Load Deflection (in) 5.5 0.028 1733 Max Total Load Deflection (in) 1200 0.038 1264 USE 2 - 2x6 Selected Member Properties Species Commercial Grade Member Size # of Mem. b d Area S l E (in) (in) (in (in (in (ksi) Hem -Fir No.2 2x6 2 1.5 5.5 16.50 15.13 41.59 1200 Reactions Beam Design Data Member: TL (kips) 2x6 Beam Span (ft): 4 # of Memb: Right End 2 0.48 Unbraced Length (ft): 2 Adjustment Factors - NDS Table 2.3.1 CD CM Ct CL C C 1.15 1.00 1.00 See Below 1.00 1.00 Reactions DL (kips) LL (kips) TL (kips) Left End 0.18 0.48 0.66 Right End 0.18 0.48 0.66 P: \0PROJE E,f'0ARCI,a,ECTS \1Q $Yled °Acts 'J 9 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 2 OF 12 CALC. BY JSA DATE 11/16/2004 3 & 4 Foot Opening Header 'Calculated Adjustment Factor I C 0.9974 Effective Length Factor: k E. 1.84 (Ref NDS Table 3.3.3) L := k • Lu L = 3.68 ft r P L L R L TAT . 1 R R R z = Z w QQ � J U 00 W H C LL wO 2 �Q = z S H • F-0 zi- w • w 0 O - O H WW H 0 L- O W U = 0 z Concentrated Load Data Number DL (kips) LL (kips) a dist. (ft) Description P1 0.00 0.00 0.00 0.08 P2 0.00 0.00 0.00 w2 P3 0.00 0.00 0.00 0.00 P4 0.00 0.00 0.00 0.00 P5 0.00 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data Number DL (kiplft) LL (kiplft) a dist. (ft) c dist. (ft) trib. wt. (ft) Description w1 0.03 0.08 0.00 0.00 2.50 Roof Load w2 0.00 0.00 0.00 0.00 0.00 Max Live Load Deflection (in) w3 0.00 0.00 0.00 0.00 0.00 544 w4 0.00 0.00 0.00 0.00 0.00 w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Shears, Moments, & Deflections Maximum Shear Stress (psi) Commercial Grade 39 # of Mem. Allowable Shear Stress (psi) d 173 OK Maximum Bending Stress (psi) E 640 (in) Allowable Bending Stress (psi) (in 1,120 OK Max Dead Load Deflection (in) No.2 0.073 1644 Max Live Load Deflection (in) 7.25 0.148 813 Max Total Load Deflection (in) 1200 0.221 544 USE 2 - 2x8 Selected Member Properties Species Commercial Grade Member Size # of Mem. b d Area S, l E (in) (in) (in (in (in (ksi) Hem -Fir No.2 2x8 2 1.5 7.25 21.75 26.28 95.27 1200 Reactions Beam Design Data Member: TL (kips) 2x8 Beam Span (ft): 10 # of Memb: Right End 0.19 2 Unbraced Length (ft): 10 Adjustment Factors - NDS Table 2.3.1 Co CM C1 CL C; C 1.15 1.00 1.00 See Below 1.00 1.00 Reactions DL (kips) LL (kips) TL (kips) Left End 0.19 0.38 0.56 Right End 0.19 0.38 0.56 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 3 OF 12 CALC. BY JSA DATE 11/16/2004 10 Foot Overhead Door Opening Header 'Calculated Adjustment Factor I C 0.99651 Effective Length Factor: k = 1.84 (Ref NDS Table 3.3.3) L := k • L L = 3.68 ft R b I 111111111 rrPrr R P L L c TAT . R P:1t)_PROJECTSUEFF PROJECTS1Tuff -Shed Projects Z Z it w 6 00 N J H W LL _ � Z = F- 0 Z 1- • 0 O c o O - 0H WW H0 u. O U= 0 Z Main Windforce Resisting System Loads: p s3° (IBC Table 1609.2.1(1)) Horizontal Loads (psf) Horizontal Loads (psf) Vertical Loads (psf) Wall Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 10.3 -2.4 Transverse -9.6 10.0 -7.2 Longitudinal 7.6 -3.5 Longitudinal -9.6 -6.1 Calculated Wind Loads Horizontal Loads (psf) Vertical Loads (psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 10.3 10.0 Transverse -9.6 -7.2 Longitudinal 10.0 10.0 Longitudinal -9.6 -6.1 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 4 OF 12 CALC. BY JSA DATE 11/16/2004 18C Lateral Loads Determine Wind Loads: Basic Wind Speed (3 second gust): Wind Load importance Factor: Exposure Category: `I = 1.1 IVwind := 85•mpl 'Exposure := 'B ") Height and Exposure Coefficient: a, = 1 Basic Wind Pressures: nb. intermediate roof angles are interpolated Project Location: Building Code: Tukwila, WA IBC 2003 Calculated Wind Pressures: (10psf minimum wall load, Opsf minimum roof lateral load). Wind Loads Transverse Direction: Trib_arearoof t hpeak - hfloor (hfloor — hfloorj Trib_areawall_t 2 Transverse wind forces: Force at roof: Wind Loads Longitudinal Direction: IB =14ft I IB = 14ft I (hfloor + hfloor Trib_areawall_I (hmean — hfloor + 2 Longitudinal wind forces: Force at roof: F wind_' Pwhlw•B Distributed forces at roof: FdwindI Pwhlw•Trib_areawall_I IL = 32 ft I Trib_arearoof t = 2.33 ft Trib_areawall t = 3.8 ft Fwind_t := Pwhtr L•Trib_arearoof t Pwhtw lb Distributed forces at roof: Fdwindt PwhtrTrib_arearoof t + Pwhtw•Trib_areawall_t Fdwindt = 62.42 fl. IL = 32 ft I hpeak = 10.43 ft Fwind I = 695.33 lb Ihmean = 9.27 ft Trib_areawall_I = 4.97 ft lb Fdwind1= 49.67 R Fwind t = 1997.56 lb P : \0 PROJECTS\JEFF_PROJECTS \Tuff -Shed Projects Z • I W 6 U 00 W1 N LL W O g? co W = Z H Z0 LU C.) O — O I— w W I � L- O .. U= O Z McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 5 OF 12 CALC. BY JSA DATE 11/16/2004 SEISMIC LOADS: Seismic Use Group: Max Considered Earthquake Coefficients: Seismic Site Class: Seismic Importance Factor: Site Coefficients: {tables 1615.1.2(1 -2)} Adjusted Max considered Earthquake: Design Spectral Response Acceleration: Seismic Design Category: Structural System: Response Modification Factor: Fundamental Period: Seismic Response Coefficient: Determine structural dead load: Ws Floor and Roof Dead Loads: Area of Roof & Floor: Total Roof Dead Load: Wall Dead Load: ISDC = "D" C := max Use_Group := ISs := 1 :5C I Site_Class := "D" I IIE =1.0 F = 1 S = 1.5 Sd = 1 Basic_Structural_System := "Bearing Wall System" Seismic_Resisting_System := "Light Framed Walls w/ Wood Shear Panels" {table 1617.6} (R. := 6. 75 hpeak T := .020 • •sec ft ) Area := (L + 2 • Lover) • (B + 2 • Bover) Wroof Area • DLroof L + B +L +B .044•Sds•IE, min hmean Wwall_shear:= DLwali•LwaII 2 Ws_ot Wroof + Wwall_ot Fv= 1.5 S = 0.75 Sd1 = 0.5 Sds Wwall ot:= DLwall•Lwall Total Structural Dead Load: Ws_shear Wroof shear+ Wwall_shear Sd1 R1 R1 T IE) IE) sec Area = 544 ft 2 Wroof = 5.44 kip S SLroof1 Wroof shear I • psf > 30 , Area • DLroof + 5 ) , Wroo Exterior Wall Dead Loads Wall load tributary to roof: Length of wall: Lwall Lwall = 92 ft Wwall_shear = 3.41 kip Wwall of = 6.82 kip IWs_shear = 9 kip IWs_ot = 12.26 kip T = 0.12 sec C = 0.15 P : \0_PROJECTS\JEFF PROJECTS \Tuff -shed Projects McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 6 OF 12 CALC. BY JSA DATE 11/16/2004 Determine Total Base Shear Forces: Compare Seismic Forces at Roof: Use Maximum Forces: Roof Diaphragm Design: Controlling Lateral Load: 1 Rroof := Fdroof t• L• 2 Rroof Uniform Shear in Strut, v: vd Strut Reaction, R: Wind & Seismic Forces: Chord Forces (T = C): FEQ = 1.4 kip FdEQt = 42.55 ft FdEQI = 97.25 ft Diaphragm and Fasteners Design Strength: Roof deck is 1/2" wood floor sheathing with 8d common nails @6" o.c. at edges. Use 8d common nails @12" o.c. for interior nailing. Consider Diaphragm Chord /Drag: Area of Chord: Allowable Tension in Chord: Load duration factor: Consider Drag Strut: FEQ := Cs•Ws shear FEQ FdEQ t := L Proof t := max (FEQ , Fwind_t) Fdroof t := max(FdEQ t 3 Fdwind_t) I Wind Govems Transverse Load. I Transverse_ Load .Governs Diaphragm Design. B Fdroof t . 1 - 2 Tchord : — 8.B Ft := 400.psi CD := 1.6 IRroof = 9991b vd =71 ft 'Tchord = 571 lb .Ib Vallow ft • Since van„ = 197.0 lb /ft >= v = 71.3 lb /ft OK chord := "Double 2x4 Hem Fir Top Plate" Achord := 5.25 • in Fastener type: Number of Nails Required: Pa := Ft Pa = 33601b Use Double 2x4 Hem Fir Top Plate with 6 - 16d nails each side of splice minimum. B dragspacing — (Rroof _ vfastener) Fwind t = 2.0 kip FEQ FdEQ_I : — lb Fdwind_t = 62.42 ft Fdwindl = 49.67 ft R B Froof 1 := max(FEQ , Fwind_I) Fdroof 1:= max(FdEQ—I, Fdwindl) 'Seismic Govems Longitudinal Load. J. Allowable shear per fastener: FEQ = 1.36 kip Fwind_I = 0.7 kip L 1 V L. F-- T Roof' Diaphragm r 1'1'T1'TT T T w dragspacing = 14.97 in fastener := "16d nails" vfastener := 89.1b B Tchord Nfasteners :- vfastener CD PAO PROJECTSUEFF PROJECTS1Tuff -Shed Projects Z Z JU 00 tnc (" v_ w J u + = w ' ? ' ZO w U � O — o ff w w • U g: 0 w • = O ~ Z Selected Member Properties Species Commercial Grade Member Size # of Mem. b d Area S, I E (in) (in) (in (in (in") (ksi) Hem -Fir Stud 2x4 1 1.5 3.5 5.25 3.06 5.36 1200 Adjustment Factors - NDS Table 2.3.1 C Ct CF Ci CF CT 1.00 1.00 1.00 1.00 1.00 1.00 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 7 OF 12 CALC. BY JSA DATE 11/16/2004 Consider 2x Wood Studs - Plate Height: Compression Parallel to Grain Non - Adjusted Design Value: Grading Adjustment Factor: Coefficient Used for Column Stability Factor: Maximum Bending Unbraced Length: Ih t plate — 4.5•in Determine the allowable axial compressive stress per NDS Section 3.6 Modified Modulus of Elasticity: Stress used for column stability factor: Column stability factor: Allowable axial compression design stress w/ no lateral load: Maximum Allowable Axial Load w/ no lateral load: Allowable axial compression design stress with lateral load: Unbraced Length Factor: Fc = 800 psi K := 0.3 Effective Length Factor: (Ref NDS Table 3.3.3) E E .Cm •Ct•Ci•CT FcE C p ._ (See NDS Section 3.7.1) (See NDS Section 3.7.1) K ICr : = kl " ddressed (id) ) FcE" 1+ (— F c 2•c IMember := "2x4" 1 I k := 1.0 FcE" 1+ ) F 2.c No of Members: Unbraced Length kl := k.ht k := 1.84 L := k • L L = 1.84 ft 2 FcE" Fc c F'c_No_LL Fc•CD•CM•Ct•CF•Ci•CP Pallow No LL A(id) F' No LL F'c w LL Fc•CD•CM•Ct•CF•Ci•CP In. =1 E' = 1200000 psi F = 513.19 psi Cp = 0.53 Ikl= 7.72ft IF'c_No_LL = 483 psi Pallow No LL = 2537 lb F'c w LL = 672 psi `P:10_PROJECTSUEFF_PROJECTS \Tuff-Shed Projects Z W re 00 NO -t Nu- W g_ = W 1- I . ZO U� O ( O I— WW IL— O .Z W U= 0 I•- Z McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 8 OF 12 CALC. BY JSA DATE 11/16/2004 Determine the allowable bending stress per NDS Section 3.3 Determine the slenderness ratio: RB := if Coefficient used for beam stability factor: Tabulated bending design value from Table 4A: Tabulated bending design value multiplied by applicable adjustment factors: Beam stability factor: CL := if Allowable bending stress: Lateral pressure: Maximum moment due to lateral pressure: Mmax fb :— Sx(id) Find the maximum compressive stress to satisfy the bending and axial compression interaction equation. Maximum bending stress: Solving for the compressive stress results in: Maximum allowable axial load w/ lateral load: 'Pwhtw = 10.29 psi Controlling allowable axial load: Required axial load capacity: Stud deflection @ midheight: KbE := 0.439 Le•ddressed (id) Lu >0•ft, ,1 bdressed (id) Stress value used for beam stability factor: Fb_material = 675 psi Fbstar := Fb material* CM FbE 1+ Fbstar) L > 0 •ft, 1.9 Fb_allow := Fb_material'CL CM•Ci Tributary width of member: Mmax Pwhtw Ifs = :304 psi Fallow w LL A(id)•fc 'Fallow = 1597 lb Prequired (Rroof DL + . (rtspacing + twidth) 5 • Pwhtw•twidth Alateral 384. E • Ix(mat) fb = 640 psi Fallow_w LL = ,15971b RB = 5.86 KbE•E' FbE := 2 RB FbE Fbstar) 1.9 (twidth := 16•in Mmax = 1021bft ■ (fc 2 fb 1 .0 F'c fc Fb allow{ 1 - FcEJ Alateral = 0.04 in FbE Fbstar 0.95 IPrequired = 218.671b FbE = 15.34 ksi , 1.0 CL = 1 (Fb_a1{ow = 1237 psi (NDS equation 3.9 -3) Axial load w/ lateral load governs ht — 2411 Alateral P:\O_PROJECTSUEFF PROJECTS1Tuff -Shed Projects Z 1 w 6 tY � 00 N w0 oG u_ � N = I•- W ' Z ' I- O Wu W U� D.- wW r _ u- W Z co ± O Z McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 9 OF 12 CALC. BY JSA DATE 11/16/2004 Shear Wall Design: Consider Wall A: Percentage of lateral force taken by wall A: Total Wall Length: Length of Considered Shear Wall: Shear Stress: Check Uplift: Overturning Moment: 'wall 4•fi Resisting Moment: vv1 Roof Tributary Area: Tension Required: Froof t• Percent IAt- 2 (Froof t = 1997.56 lb I lshearwall 441 tension :_ (Percent := 40% Mot Froof t'Percent•hplate Mot - Mres) 'wall - 6•in) lb v = 199.76 Sheathing thickness: For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Wind Governs Transverse Load. {Note: Shearwall length is lower for perforated walls.) ' shearwall Fastener type (penny weight): nail_size := 8 Sheathing grade: Fastener spacing at edge: edge_spacing := 6 . in Hem -Fir Studs Used? HF_reduction := "yes" {18% reduction for Hem -Fir Studs) Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: perforated_multiplier := 1.0 {Per IBC Table 2305.3.7.2) (Since v„ = 200 lb /ft <= va11ow =. 230 lb /ft OK M = 6.47 kip .ft tension = 1670.51 lb sheathing := "Wood Structural Panel" thickness := — .in 32 lb vallow = 230 ft Iwall ' wall ? 'wall ' wall Mres D' -roof 2 +:Pvvvtl• . 4 + Pwvtw 4 J At + �Lwall 2 hmean Mres = 0.63 kip .ft Since M res 0.6 k -ft < M = 6.5 k -ft Uplift Check tension. Since Tension 1670.5 lb > 1000.0 lb Use Simpson PHD2's. I P:10 PROJECTSUEFF PROJECTS \Tuff -Shed Projects n. ∎14.41ai cS;: LJ6i. 'i k ' `.f i nitro ;:i4inf.L;G,10.titidy:}u Z 1Z W 0 en co UJ W I SQ W } g J u- ¢ = C5 W Z = 1— O Z ~ w 0 O - w O W Z O �'- Z McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 10 OF 12 CALC. BY JSA DATE 11/16/2004 Shear Wall Design: Consider Wall C: Percentage of lateral force taken by wall C: Total Wall Length: Shear Stress: Check Uplift: Overturning Moment: Resisting Moment: (wall 14•f1 Length of Considered Shear Wall: Roof Tributary Area: Froof t' Percent vv1 Ishearwall Fastener type (penny weight): nail_size := 8 (Froof t = 1997.56 lb I lshearwall 14•1 (Percent := 60° /1 Fastener spacing at edge: edge_spacing := 6•in Hem -Fir Studs Used? HF_reduction := "yes" Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: perforated_multiplier := 1.0 For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. (Sinc v„ = 86 lb /ft <= vei1oiv = .230 lb /ft OK I Tension Required: Mot Froof t•Percent•hplate (At := 2.5•fl tension :_ (Mot — Mres) (Iwall — 6 • in) lb vv1 = 85.61 ft (Wind Govems Transverse Load. {Note: Shearwall length is lower for perforated walls.} Sheathing grade: sheathing := "Wood Structural Panel" Sheathing thickness: thickness := 3 •in {18% reduction for Hem -Fir Studs} {Per IBC Table 2305.3.7.2} M = 9.71 kip•ft lb vallow = 230 ft DL Iwall2 + Pwvtl + P lwall21 At + DL wall Mres h res = roof 2 wvtl 4 wvtw• 4• J t wall 2 mean Mres = 7.66 kip .ft Since Mres 7.7 k -ft < M = 9.7 k -ft Uplift. Check tension. tension = 151.7 lb (Since Tension 151.7 lb <= 1000.0 lb Sill Plate will Suffice. P: \O PROJECTS.JEFF PROJECTS \Tuff -Shed Projects McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 11 OF 12 CALC. BY JSA DATE 11/16/2004 Shear Wall Design: Consider Walls B &D: Percentage of lateral force taken by walls B &D: Total Wall Length: Length of Considered Shear Wall: Shear Stress: Fastener type (penny weight): nail_size := 8 Fastener spacing at edge: Hem -Fir Studs Used? Sheathing Applied Directly? Adjustment for perforated shearwall: perforated_multiplier := 1.0 {Per IBC Table 2305.3.7.2} For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Check Uplift: Overturning Moment: Ilwall 21.1 Roof Tributary Area: Resisting Moment: Froof I • Percent vv1 := -' Ishearwall l ishearwall 21 1 edge_spacing := 6.in HF_reduction := "yes" direct applied := "yes" 'Since w 32 lb /ft < = . . %W ow = 230 lb /ft OK Mot Froof I • Percent• hplate Froof I = 1361.56 lb I Percent := 50° /1 vv1= 32.42ft Seismic Govems Longitudinal Load. I {Note: Shearwall length is lower for perforated walls.) Sheathing grade: sheathing := "Wood Structural Panel" Sheathing thickness: thickness := 3 • in {18% reduction for Hem -Fir Studs} M = 5.51 kip•ft lb .. vallow = 230. Ti 'wall? Iwall 31 wa11 2 Iwall Mres := DI-roof 2 + Pwvll. 8 + Fwvlw: 8 ) 1 At + DLwall. 2 plate Mres = 16.54 kip.ft 'Since Mres 16.5 k -ft >= M = 5.5 k -ft OK P:\O_PROJECTSUEFF PROJECTS1Tuft -Shed Projects Z W ` 6 00 CO W CO u. w 0 ura co d I w Z ZO w U� O N CI I- W L Ei Z U I O H Z McGINNIS & ASSOCIATES Consulting Engineers, Inc. 14377 Woodlake Drive Suite 314 Chesterfield, Missouri 63017 -5735 JOB: TS Ranch Garage #170 -47891 NO. 9805 SHEET NO. 12 OF 12 CALC. BY JSA DATE 11/1612004 Overall Overturning: Driving Forces: Overturning Moments: Uplifting Moment: Combined Driving Moment: Resisting Moment: Since Mf 57.2 >= Mdriving 45.6 OK I Foundation Design: Maximum allowable bearing pressure: Roof Tributary Width: Wall Height: Maximum axial Toad per foot of wall: Pmax := TLroof twroof + DLwaII•hplate Minimum footing width required: Pmax bfooting :— Fb Required Frost Depth: ifooting := 12 ir� {1621.1} Mot1 := Pwhtr•L• Mott := FEQ • hplate roof :=- 2 + Bove!' �hplate = 8.1 ft hpeak 2 M = 11.03 kip .ft B B Muplift :_ — Pwvtw•L•3 8 - Pwvtl•L 8 Mdriving := max(Mot1 + Muplift , Mot2) B1 2 Mres := Ws of 3 Consider Continuous Wall Footings: .1000 • ps1l I Use 8" wide x 12" deep footing minimum. lb Pmax = 312.8 ft ( bfooting = 3.8 Mot1 = 17.42 kip .ft Muplift = 28.2 kip .ft Mdriving = 45.62 kip •ft Mres = 57.21 kip•ft P : \0 PROJECTSUEFF PROJECTS \Tuff -Shed Projects Z Z re ui QQ � J U 00 u) 0 J 1— w 2 g co 3 _ . 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Opp SELL •Jmauwo3 u0n5a1a aP m payswiq aq IPals uZ sap s!qs Jo Fdoi V EEBB- E5L -E0E :xej ddnl -A -038 -c :euogd 0t20B 00 ',Januao auI 'pm m1 0-0 •131 N33111^183d g 0 r; 4 J V 0 riivUil Il jU All) 03/113338 2 (� SL-£ 6 -L -L 111 -IL 0-0 hL 0 -0 -h1 0 -0-L Mc 1 Z -L -£ 2 -L -OL 0-0 , .1 4 -9X5 \,X2 SL -L-2 6 -L -L 2 -L -£ 0-0 -L 0 -0 -L 0 -0 -L hL -OL -£ hL -OL -£ 0 5L-£ 9 -01 21L -LL SLOL- 9 -h LL6 9 -£ SLOL- 9 -Z 33801 HSU 33003 VW 1NV3 £66Z 58'9 £662 59'9 33831 N31 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'MAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. n - L6£- S e25'2 1105'£ 'SZSL NS n'L6£- L H'£L L 1125 1105'£ 1125L dl DVS 03V OHS 13Y 13V3H ir L -9 9 VON SZ 99' S -9 SZ 99' L -L Lhl£- 9L'£ S -h 0912- 60'£` h -£ 09L2- 60 - £ £ -2 27L£- 9L'£ 2 -L 3300) N31 NSW JOB:14Q100C \0408024C DATE 2/05/04 1 JOB: 140100C\0408024C SPAN: 14 -00 -00 PITCH: 11 -1R L__.. - .__'•=10 -14. 7 -0 -0 ........_._... 70 -0 . 10 -8 ' 3 -10 -14 _ . 3 -1 -2 3 -15 1-7-9 2- -15 HEEL TO PEAK : 7 -5 -14 3x8- 7 -0 -0 7 -0 -0 4.00 TRUSS QTY: 10 LEFT OH: 0-10 -08 RIGHT OH: 0-10 -08 I 5x6- 3 6 3x8- 0 -0 4 ... 14 -0 -0 TIME 7:31 PAGE 1 10 -1-2_ 3 -1-2 7 -0 -0 149 2x4\ 2x4/ 7 -0 -0 14-0 -0 14 -0 -0 3 -10 -14 12 — 11 -1R ;10 -8� 3 - . 15 RT TC W/0 OVERHANG : 7 -4-9 3x8- (3- 1528# LOADS: TOP BOTTOM LIVE DEAD LIVE DEAD 80.0 10.0 .0 10.0 SPACING 24.0 INCREASE 1.15 BDFT:T /C 120.0 B/C 93.3 WEB 70.0 DEF: LL= .178" DL= .120" TL= .229" CHD1-3 TS S1 18.4/ 20 2X4 HF- #2 8 -03 -10 8-03-10 OVERALL 8-04 -13 // 18.4 B/C 8 -04-12 CHD5 -1 BS S1 OVERALL 14 -00-00 12 -04 -08 PRE -CUT 14 -00-00 0.03.04/ 71.6 0-00-041 .0 10 2X4 HF - #2 0- 03.04\ 71.6 0 00 041 .0 14 -00 -00 B/C 14 -00 -00 WEB3 -6 S1 .01 10 2X4 HF -Stud 2 -00 -12 ) OVERALL 2 -00 -13 \ 18.4 / 18.4 B/C 2 -00 -12 WEB2-6 S1 52.3/ / 20 2X4 HF -Stud 3 -01 -08 OVERALL 3-03 -12 \ \19.3 / 70.7 B/C 3 -03 -12 20 GAUGE PLATES: 40 2X4 20 5X6 60 3X8 I ■-1 ,-; JOINT:2 2x4 Ang1e:19degs .-1 .-1 — ■00111 10 JOINT:4 2x4 Angle:19degs I 4-14 ...---• \ \ E IT I JOINT:1 3x8 Angle:Odegs JOINT:3 5x6 Angle:Odegs / I 4-14 II!! I t:-.----------"------------------ Ic A JOINT:5 3xB Angle:Odegs JOINT:6 3x8 Angle:Odegs JOB:14Q100C\0408024C DATE 2/05/04 TIME 7:31 PAGE 2 •-• T T e e— ru 1 T Tuff Shed, Inc Denver, CO 80210 Phone: 1- 800 - BUY -TUFF Fax: 303- 753 -8833 11-1R 1 10-81 3 -15 0 -0 '1N3Wnaoa 3H1 AO LLI1V(lO 3H1013na Si ll 33110N SIH. NVHJ SS31 SI 3WVNA SIHI NI 1N31/4f1000 3H1 AI :33110N 3x4 7 -0 -0 7 -0 -0 3x4 2-7-15 5x6 12 1 POI 4V 3x4 3x4 4 3x4 3x4 !♦ 3x6 '. _ _ 3x6 3x4 14-0 -0 14 -0 -0 3x4 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It Is based on specifications provided by the component manufacturer and performed in accordant with the current versions of TN and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer aridfor building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the motor floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown is for lateral stippon of individual truss components only to redaxlatrckting length. )i is not wind or lateral load bracing or overall building desi n bracing which is by others. Refer to HIB- 91 (TN) for rec truss handling and erection. Do not apply loads beyond 14 -0 -0 7 -0 -0 3x4 11 -1R 1 10 -8 3 -15 0 -0 weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO 04420) from 20, 18. or 1 a ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of taus at each joint. Plate dirncnsiorts are listed width a th Slots (holes) in plate shall rim parallel to the plate length. Slots inplate shall be oriented as shown on the draw- ing. The plate shall be centered on mint U.N.O. Design assures that adequate drainage will be provided to prevent pending, and adequate anchorage will be provided resist uplift at suppers. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any particular building design is the responsibility of the building designer, per ANSI/CPI 1 -1995 Section 2. LUMBER SOLUTION TOP 2X4 HF-Stud BOT 2X4 HF -Stud BLK 2X4 HF -Stud BLK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel /Splice 3 -0x6 -0 Blocks 3 -0x4 -0 Pitch Break 5 -0x6 -0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. Job ID:1401000 \0408024E Oty 10 SHEET 1 of 1 DATE: 2/05/04 SPAM: 14- 0- 0 endwall truss KEYMARK ENGINEERING 2905 Wilderness Place,STE 202 Boulder,Colorado 80301 KEYsmart 3.162 SCALE= 13/32:1' JOB:14Q100C\0408024E DATE 2/05/04 TIME 7:31 PAGE 3 JOB: 14Q100C \0408024E SPAN: 14-00 -00 PITCH: 4.00 TRUSS QTY: 10 LEFT OH: 0 -10 -08 RIGHT OH: 0 -10 -08 11 -1R _ �`• ®'� _ 1:$$ _ 11 -1R X 10 -8 7-0:0 7 _ - 10 -B 3 -15 _ 2-7 3 -15 TC W/0 OVERHANG: 7 -4-9 HEEL TO PEAK : 7-5-14 12 4 % 3x4 3X6 1 ./ 0 - 0 LOADS: TOP BOTTOM LIVE DEAD LIVE DEAD 80.0 10.0 .0 10.0 SPACING 24.0 INCREASE 1.15 3x4 3x4 3x4 20 GAUGE PLATES: 180 3X4 40 20 5X6 576 14 -0 -0 14 -0 -0 3X6 x4 12 I4 3x4 0 -0 BDFT:T /C 133.3 B/C 93.3 WEB 56.7 DEF: LL= .178" DL= .120" TL= .229" CHD1-2 TS S1 OVERALL 8-04-13 8 -03 -10 18.4/ I 8-03-10 /118.4 20 2X4 HF -Stud B/C 8 -04 -12 CHD3-1 BS S1 OVERALL 14-00-00 12 - 04 - 08 PRE -CUT 14-00-00 0-03-04/ 71.6 . 0- 03 -04\ 71.6 0-00-041 .0 0 00 041 .0 14-00-00 10 2X4 HF -Stud B/C 14 -00 -00 GBLK C S1 OVERALL 0 -09 -15 1 -05 -05 18.4\ \ 1 -04 -12 ] .0 20 2X4 HF B/C 1 - 05 - 05 GBLK C S1 20 / 0-09-05 OVERALL 0 -09 -15 REFER TO PREVIOUS GABLE BLOCK TICKET GBLK A S1 .01 2 -00.12 10 2X4 HF -Stud OVERALL 2 -00 -13 118.4 /18.4 B/C 2 -00 -12 I N JOINT:1 T JOINT:2 5x6 tri z H Li-E �� h I N 3 -0 I i 3 0 • 3x6 Angle:Odegs JOINT:3 3x6 Angle:Odegs Angle:90degs x JOB:14Q1000 \04O8024E DATE 2/05/04 TIME 7:31 PAGE 4 • December 20, 2004 Mr. Theo Vervilles 17500 West Valley Highway Tukwila, WA 98188 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -434 Saunders Residence — 5615 South 149 Street Dear Theo: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time, the Fire, Public Works and Planning Departments have no comments. Building Department: Allen Johannessen, at (206) 433 -7163, if you have questions with regard to the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have, enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165: Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -434 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 } Building Division Review Memo Date: December 10, 2004 Project Name: Saunders Residence Permit #:. D04 -434 Plan Review: Allen Johannessen, Plans Examiner • Page 1 Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division plan review has been conducted on the subject permit application. Please address the following comment in an itemized format with revised plans, specifications and /or other applicable documentation. 1. Show engineered shear -wall detail for (2) panels each side of garage door and how the PHD2 are to secure the panels. Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. PERMIT COORD COP( PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -434 PROJECT NAME: SAUNDERS RESIDENCE SITE ADDRESS: 5615 S 149 STREET Original Plan Submittal DATE: 01 -19 -05 Response to Incomplete Letter # 1 Response to Correction Letter # X Revision #_after /before permit is issued DEPARTMENTS: r/ , 1440 Bulls ,J Division Public Works ❑ REVIEWER'S INITIALS: Documents /routing slip.doc 2.28 -02 Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 01 -20 -05 Complete [ Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ pp pp pp ( ) Notation: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY DUE DATE: 02 -17 -05 0 Not Applicable ❑ DATE: DEPARTMENTS: ®' tii\ee Buildin ivi ion Public Works Complete APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY -m PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -434 PROJECT NAME: SAUNDERS RESIDENCE SITE ADDRESS: 5615 S 149 STREET DATE: 12 -02 -04 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision #_afterrbefore permit is issued LC IA bK (146! hl� - 12-7 -0 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ) Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: /o? :20 y Departments issued corrections: Bldg ar Fire ❑ Ping ❑ PW ❑ Staff Initials: .ge-S PER if L:OORD COPY i-q-oc& Panning Division ❑ Permit Coordinator of DUE DATE: 12 -07 -04 Not Applicable ❑ DUE DATE: 01 -04 -05 (� DATE: Date: Sheet Number(s): 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: /Avww.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # 'en Response to Correction Letter # / ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: See ce rc ,/ r /e t A-fe.. �• Project Address: / ,S- / v Ise 57 Contact Person:' .5 04is Phone Number: Summary of Revision: J c � h a ✓ Ada /" /n 4 dam"' asp. GVd S PeJ - 04 d . Received at the City of Tukwila Permit Center by: Entered in Permits Plus on /1129S \applications forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Plan ChecWPermit Number: "Cloud" or highlight all areas of revision including date of revision ses Steven M Mullet, Mayor Steve Lancaster, Director r n, 9 14 4 0 194f/ 2005 re, .O I O N _TR # N• FR to 4 6 d ilC .4V:Aii,, :l�v `.,�.';tii'•,.5'iii „,'G : , :..4,44.44. 4 4. x+ Z ;I— Z ct W QQ � JU U O J = H LL W O QQ LLQ co W Z = I— O Z I— 111 u j U � O N O H WW �Z Li co O 1- Z F625-052-000'(197) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONSTCONT';GENERAL RGIST . # EXP . DATE Ccg1 -TUFFS.P!, 07/9 EFFECTIVE DATE 12/09/1997 TUFF SHED INC 8939 S 190TH ST #D KENT WA 98031 ' • • . • • •-• *,• . . • • . . • • • ' •••' • I , Dan McGinnis, P.E., have reviewed these drawings and find that they contain the requirements of the structural calculations. McGINNIS & ASSOCIATES CONSULTING ENGINEERS, INC. 14377 WOODLAKE DRIVE SUITE 314 CHESTERFIELD, MISSOURI 61017 PHONE: (314) 469 -6460 #9805 PO No. 47891 Inv No. 105839 Customer: BARBRA SAUNDERS Description RANCH GARAGE 14')(32 SOFT Site Address: 5615 S. 149TH ST TUKWILA, WA 98168 THESE DRAWINGS AND THE DESIGN ARE THE PROPERTY OF TUFF SHED, INC. THESE DRAWINGS ARE FOR A BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS FORBIDDEN BY BOTH TUFF SHED AND THE ENGINEER OF RECORD McGinnis ASSOCIATES. UFF SHED age Buildings & Garages I" ) TUFF SHED, INC. 17500W. VALLEY rite WA 98 188 z (425) 251 -8833 _ Drawn By: DPO Date: Checked By: Date: Revised: Revised: Title: PROJECT NOTES LEGEND ELEVATIONS Scale: 1/4" = 1'-0" Sheet: A I Sheet i of 3 \, • ABBREVIATIONS AB APPROX CONC OF DIA EQUIV FA HF IBC LVL MAX • ✓ NL ID ANCHOR BOLT APPROXIMATE CONCRETE DOUGLAS FIR DIAMETER EQUIVALENT FLAG ANCHOR HEM FIR INTERNATIONAL BUILDING CODE LAMINATED VENEER LUMBER MAXIMUM s --T LEGEND ABBREVIATIONS MIN OC PAF PSF PSI PR REF T&G UBC w/o WWF 1070 — DOOR 0 10 WALL A ELEVATION 14'-00" WALL C ELEVATION MINIMUM ON CENTER POWDER ACTUATED FASTENER POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PAIR REFERENCE TONGUE AND GROOVE UNIFORM BUILDING CODE WITHOUT WELDED WIRE FABRIC 12 14'-0" 12 L_ J SYMBOLS WALL IDENTIFIER DOOR IDENTIFIER WINDOW IDENTIFIER SHEAR WALL IDENTIFIER SHEAR WALL LENGTH FINISHED GRADE i FINISHED GRADE t 4 I r 2% DOWNSLOPE FOR 5'- 1 MINIMUM ON ALL SIDES FINISHED GRADE 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE } 1'-0_ 1' RANCH GARAGE 14' X 32' = 448 SQ FT • L_ 3! 4 WALL B ELEVATION 1 T: , T . T T w� � I � WALL D ELEVATION T ..-� -... )" �..i` Jam.. I T . .l � -_ T-1- -, � , T � T7- T 1- T_ T � . �� I - I TT_ �T � T` �'� T ? "� �' J , ` T . � 7� `� �- T 7 �' T" ����� TT T. - t' ;T T ?�T�T "` T T`T T "', TT' - T 7 _ • I 1 I L. 4040 WINDOW J DRAWU NGINDEX Al - ELEVATIONS, PROJECT NOTES, LEGEND A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS Plan review approval Is subject to errors and oHiI OM, oval of construction documents does not autheili the Moi tion of any adopted ads or o,dmancl. of approved Field Copy ad -! /0 L JA7 s 0o , 2--/ 6 ANC DIVISION SEPARATE MINN REQUIRED PQM Plectunical if mukM PMumbkig j GasP IDl4g BUIWING DIVISION I S 1 9 4 PROJECT NOTES DESIGN REQUIREMENTS 1 GOVERNING CODES OCCUPANCY REQUIREMENTS - SECTION 312 GROUP U DIVISION 1 CONSTRUCTION TYPE = V-N 2003IRC 2. DESIGN SCHEDULE. A. BUILDING SIZE: • WIDTH: 14' LENGTH: 32' 8' -1 1/8" SIDE WALL HEIGHT. 11'-4' TOTAL HEIGHT. p. BUILDING LOADS: ROOF LIVE LOAD 25 PSF . ROOF DEAD LOAD: 10 PSF • GROUND SNOW LOAD: 30 PSF C. DESIGN WIND LOAD: . 3 SECOND GUSTS: - V3s = 85 MPH. WIND EXPOSURE: = B. a SEISMIC DESIGN CATEGORY: D2 • SITE CLASS D E. ROOF PITCH: 4/12 3. ROOFING SCHEDULE: A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY CDX PLYWOOD. STAGGER LAYOUT PER APA CONDITION 1. B. PI 832/16 MIN UNBLOCKED. C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T&G SHEATHING. D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. E. 20 YEAR FIBERGLASS SHINGLES (TYPE A) (U.N.O.). F. 15 LB. ROOFING FELT. G. TYPE 'D' METAL FLASHING AND DRIP EDGE REQUIRED ALL SIDES H. TRUSSES SHALL BE SPACED Q 24" OC. J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. A. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICBO 4ER 4420. L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN-PLANT INSPECTIONS. M. TRUSS MANUFACTURER: TUFF SHED, INC. 4. WOOD FRAMING: B. AU. FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH THE FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fir = 75 PSI Fc = 800 PSI PARALLEL TO GRAIN, E = 1200,000 PSI. - • C. STUDS SHALL BE SPACED � 16" OC. D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS • OCCURRING IN BRACED WALL PANELS PER 2320.11.3. • F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL 4 MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH b CH). ALLOWABLE SOIL BEARING PRESSURE .USED IN DESIGN IS 1000 PSF AT 12" DEEP. VALUES ARE PER T 18 -I-A. 6. PERMIT: • • 'A. PERMIT APPLICATION FOR WHICH NO PERMIT IS ISSUED WITHIN 180 DAYS = FOLLOWING THE DATE OF APPUCATION SHALL EXPIRE BY LIMITATION PER SECTION 107.4 UBC. 1B. JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE. GENERAL NOTES: 1. GENERAL: A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, 1'. TREES, UTILITIES, ETC. , • B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. O. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON STRONG-TIE' OR EQUIVALENT. D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS - OF COMMON NAILS. 2. PLYWOOD DIAPHRAGMS: PRODUCT STD PS 1 -95, DOUGLAS FIR - LARCH, STRUCTURAL 1 (OR CDEWA- 1.DWNC3X). . . REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 41005 BUILDING _ . Of Tukwila DIVISION w . war tt •MA.awrev... r .+w+•.w .. - -- —, ... .. . ..nom- ..+.►.�.. . w... . . - . . . .. 4 3. MATERIAL EVALUATION REPORT IDENTIFICATION: A_ TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICBO ES REPORT 8ER-4420. B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICBO ES REPORT 4ER -4856. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER . NES REPORT *NER-405 D. LAMINATED VENEER LUMBER (LVL) PER ICBO ES REPORT !ER -4979. E. PHD PRE - DEFLECTED HOEDOWNS BY SIMPSON PER ICBO ES REPORT !ER -5328. . F. SSTB ANCHOR BOLTS BY SIMPSON PER ICBO ES REPORT 8ER - 4935. Do*3 y • 7 1 • NAILING SCHEDULE CHORD SPLICE NAILING: 11 - 16d NAILS EACH SIDE OF SPLICE. TRUSS BLOCKING: (4) - 16d (TOENAILED) FRAMING NAILING: STUD TO TOP PLATE, 2 -16d END NAIL STUD TO SILL PLATE, 2 -16d END NAIL OR 4 -8d TOENAIL DBL. HEADER 16d @ 16" OC ALONG EACH EDGE HEADER TO KING STUD 4 -8d TOENAIL OR 4 -16d END NAIL UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2003 IBC TABLE 2304.9.1. UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH END OF TRUSSES. PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS PER 320.11.3. UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: BORDER: 8d COMMON @ 6" OC EDGE: 8d COMMON © 6" OC FIELD: 8d COMMON @ 12" OC • 14'-0" SSTB16 SSTB16 SEE FOOTING DETAIL CF -1 REFERENCE SECTION 3/A3 FOR ANCHOR BOLT SIZE, SPACING, AND ADDITIONAL REQUIREMENTS. J 71 197 HOLD -DOWN ANCHORS SHALL BE SET AND POSITIONED IN PLACE BEFORE CALLING FOR FOUNDATION PLAN FOUNDATION INSPECTION SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 14' LONG TOTAL. (2' + 2') = 4' USED FOR SHEAR. NAILING: z). EDGE: 8d COMMON © 6" OC FIELD: 8d COMMON • 12" OC PROVIDE SIMPSON PHD2 HOLDOWNS ATTACHED TO END STUDS AND SSTB16 ANCHOR BOLTS. 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 14' LONG TOTAL. 14' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. CALC. SHEAR LOAD () 200 230 2X TREATED SOLE PLATE - TYPICAL ALL WALLS (U.N.O.) LLOW SHEAR LOAD () - rte' FLOOR PLAN • SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 32' LONG TOTAL. 32' USED FOR SHEAR. NAILING: EDGE: 8d COMMON CO 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. : 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 32' LONG TOTAL. (10.5' + 10.5') = 21' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. t • 111 10'-0' ` PHD2 PHD2 Irr 1 -0' STUDS@ 16"' OC x6' -8" as "HOLDOWNS SHALL BE RE- TIGHTENED JUST PRI TO COVERING THE WALL FRAMING." 2315.5.6 CALC SHEAR LOAD () 21 32 LLOW SHEAR LOAD () 230 230 WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. REFERENCE 2003 IBC TABLE 2305.3.7.2. r Ca) a 0 0 4' -Oa � 4 x ' -0' 0 • DOUBLE TOP PLATES INTERLOCK AT CORNERS 1. B i i T01 05 A T01 05 END TRUSS TRUSSES 0 24" OC 10' -0" HEADER 2 - 2X8 HF >Y2 OR 2 - 1 3/4' X 5 1/2" LVL 0 CL ROOF FRAMING PLAN i �1 9 s 4 • REVIEWED CODE COM PLIANCE pDi*r VED JAN 2 4 2005 City Of Tukwila BUILDING DIVISION pot-1 •••. LISLI .a"* l' "v"-- McGINNIS 4 ASSOCIATES CONSULTING ENGINEERS, INC. 14377 WOODLAKE DRIVE SUITE 314 CHESTERFIELD, MISSOURI 63017 PHONE: (314) 469 -6460 #9805 PO No. 47891 Inv No. 105839 Customer: BARBRA SAUNDERS Description: RANCH GARAGE 14'X32'= 448SQFT Site Address: 5615 S. 149TH ST TUKWILA, WA 98168 THESE DRAWINGS AND THE DESIGN ARE THE PROPERTY OF TUFF SHED, INC. THESE DRAWINGS ARE FOR A BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS FORBIDDEN BY BOTH TUFF SHED AND THE ENGINEER OF RECORD 11•411.,..1. AQQANIATCQ UFF SHED ge Buildings & Garages TUFF SHED, INC. 17680 W. VALLEY HNY TUKWILA, WA 98188 (425) 251 -8833 Drawn By: DPO Date: Checked By: Date: Revised: Revised: Title: PLANS SHEAR WALL_SCHED NAILING SCHEDULE Scale: 1 /4" = 1'-0" Sheet: A2 L Sheet 2 of 3 • NAILING SCHEDULE CHORD SPLICE NAILING: 11 - 16d NAILS EACH SIDE OF SPLICE. TRUSS BLOCKING: (4) - 16d (TOENAILED) FRAMING NAILING: STUD TO TOP PLATE, 2 -16d END NAIL STUD TO SILL PLATE, 2 -16d END NAIL OR 4 -8d TOENAIL DBL. HEADER 16d @ 16" OC ALONG EACH EDGE HEADER TO KING STUD 4 -8d TOENAIL OR 4 -16d END NAIL UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2003 IBC TABLE 2304.9.1. UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH END OF TRUSSES. PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS PER 320.11.3. UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: BORDER: 8d COMMON @ 6" OC EDGE: 8d COMMON © 6" OC FIELD: 8d COMMON @ 12" OC • 14'-0" SSTB16 SSTB16 SEE FOOTING DETAIL CF -1 REFERENCE SECTION 3/A3 FOR ANCHOR BOLT SIZE, SPACING, AND ADDITIONAL REQUIREMENTS. J 71 197 HOLD -DOWN ANCHORS SHALL BE SET AND POSITIONED IN PLACE BEFORE CALLING FOR FOUNDATION PLAN FOUNDATION INSPECTION SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 14' LONG TOTAL. (2' + 2') = 4' USED FOR SHEAR. NAILING: z). EDGE: 8d COMMON © 6" OC FIELD: 8d COMMON • 12" OC PROVIDE SIMPSON PHD2 HOLDOWNS ATTACHED TO END STUDS AND SSTB16 ANCHOR BOLTS. 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 14' LONG TOTAL. 14' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. CALC. SHEAR LOAD () 200 230 2X TREATED SOLE PLATE - TYPICAL ALL WALLS (U.N.O.) LLOW SHEAR LOAD () - rte' FLOOR PLAN • SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 32' LONG TOTAL. 32' USED FOR SHEAR. NAILING: EDGE: 8d COMMON CO 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. : 2X4 FRAMING. SHEATH EXTERIOR WITH 1/2" DURATEMP. 32' LONG TOTAL. (10.5' + 10.5') = 21' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. t • 111 10'-0' ` PHD2 PHD2 Irr 1 -0' STUDS@ 16"' OC x6' -8" as "HOLDOWNS SHALL BE RE- TIGHTENED JUST PRI TO COVERING THE WALL FRAMING." 2315.5.6 CALC SHEAR LOAD () 21 32 LLOW SHEAR LOAD () 230 230 WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. REFERENCE 2003 IBC TABLE 2305.3.7.2. r Ca) a 0 0 4' -Oa � 4 x ' -0' 0 • DOUBLE TOP PLATES INTERLOCK AT CORNERS 1. B i i T01 05 A T01 05 END TRUSS TRUSSES 0 24" OC 10' -0" HEADER 2 - 2X8 HF >Y2 OR 2 - 1 3/4' X 5 1/2" LVL 0 CL ROOF FRAMING PLAN i �1 9 s 4 • REVIEWED CODE COM PLIANCE pDi*r VED JAN 2 4 2005 City Of Tukwila BUILDING DIVISION pot-1 •••. LISLI .a"* l' "v"-- SHINGLES FELT SHEATHING D -STYLE METAL FLASHING AND DRIP EDGE TRIM - - , .rl∎■�•�r�. O ��►�. =.. SIDING ROOFING DETAIL NOT TO SCALE 0 - TOP PLATES -- CRIPPLES (AS REQ.) � -- SPACER (IF REQ.) �-- DOUBLED HEADER /--- STUD �---- TRIMMER .6,0 ,--- PRESSURE TREATED SOLE PLATE FOR OPENINGS UP TO 5' -11 1/T NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d 16' STAGGERED FACE NAIL REFERENCE 1997 UBC TABLE 23- II -B-1 HEADER DETAIL ' NOT TO SCALE 314 " =1' - O" SEE PROJECT NOTES FOR MATERIALS FOR OPENINGS 6' -0" AND WIDER 2X SOLID BLOCKING BETWEEN TRUSSES NAIL SHEATHING TO WALL STUD PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING SHEAR TRANSFER DETAIL - TOP PLATES I - - CRIPPLES (IF REQ.) SPACER (IF REQ.) � — DOUBLED HEADER STUD --- DOUBLE TRIMMERS PRESSURE TREATED SOLE PLATE I RU88 BLOCKING /VILA OR TRAMS roe. A8 REQUI 10Th SIDES 10/00/0 *44 y4 8I. »N HU PLATE ON w1B1oE AT EACH RAFTER OR TRUSS H2.5 RAANCI= I TRUSS G; 1ML NIT UL AIL . S ab 0 i E I I I I I BUILDING SECTION 1/4" _ 1' - 0" WITH Li • ITOM CHORD CEIUNG AND WALLS SHALL BE LEFT UNFINISHED 14' TOP PLATES ING NOT 8HONN4 FOR wow ATTACH 15/32" CDX PLYWOOD SHEATHING TO TRUSSES PER NAILING SCHEDULE REFERENCE TABLE 23- 11 -8-2. ATTACH EACH ENO OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS. WALL FRAMING TO BE 2X4 HF STUD GRADE Q 16" OC. c . 2 9 J CL FINISH .4 Z., GRADE I D 13 , S' CLR. TYP r � S ♦ '4 SCALE 314' = 1'-0' CC 1 MIN. //4 CF -1 FOUNDATION DETAIL UNHEATED GARAGE SPACE 04 CONTINUOUS TOP & BOTTOM FL WWF PER NOTES BELOW THICKENED SLAB MONOLITHIC FOUNDATION CONTINUOUS FOOTING NOTES 1. TOP OF SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE VOW 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BEFORE POURING CONCRETE. 3 FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PROPERLY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRESSURE IS 1000 PSF AT 12" BELOW GRADE 4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, tc = 2500 PSI. 5. REINFORCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SEISMIC PERFORMANCE CATEGORIES A, B, & C A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING 1/2" DIA X 10' LONG 'L' BOLTS WITH NUTS AND WASHERS. B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 6' OC. C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 BOLT LOCATED NOT MORE THAN 12' NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF EACH PIECE. ROOF SHEATHING 2X4 BLOCK W/ A34 AT EACH END AND 6-8d COMM NAILS THRU ROOF SHEATHING 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS - ATTACH END WALL TRUSS TO TOP PLATE WITH - NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING 0 6' OC BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2 -16d NAILS. NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE - THIS DETAIL IS PROVIDED IN LIEU OF A RIGID CEILING SYSTEM END WALL BRACE and TRUSS BOTTOM CHORD BRACE NOT TO SCALE STUDS AS NOTED IN SHEAR WALL SCHEDULE. USE (2) 2X OR (1) 3X OR GREATER STUD. SDS1 /4X3 SCREWS HEX NUT PHD HOLDOWN TREATED SILL PLATE SSTB ANCHOR FOUNDATION i l • irgir • • • i • SSTB & PHD INSTALLATION NOT TO SCALE END WALL TRUSS --� END RAFTER ROOF SHEATHING STRUCTURAL TRUSS --•-• 2X4 LADDER FRAME STANDARD GABLE TOP PLATE WALL STUD LAY OUTRIGGERS FLAT AND 'LET' INTO TOP CHORD OF ENDWALL (GABLE) TRUSS TO SUPPORT OVERHANG, AT 4'-0' O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURAL TRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER SECTION AT RIDGE ( rte. ) n ' .' POUT Mae. CANTALEVERED LADDER FRAME OVERHANG DETAIL — Norros� q tr IU Tr'� BN • 4'x8' W.S.P. SEE PROJECT NOTES FOR MATERIALS SHINGLES NOT TO SCALE NAIL TO INTERMEDIATE FRAMING MEMBERS - MAX. SPACING 12'cJc FOR ROOF. DIAPHRAGM - 130UNDARY TRIM PANEL EDGE IS NOT SUPPORTED BY BLOCKING - UNLESS NOTED. IP EDGE RAFTE - AND OR TRUSSES. 8d @ 6'c/c AT DIAPHRAGM SIDING BOUNDARY & SUPPORTED NOTE: STAPLES oP PNEUMATIC COPIER NAILS Rw►r BE USED N LIEU OF COITION NAILS PROVIDED THEY PROVIDE AN EQUIVALENT CROSS SECTIONAL MEA BREADING YATETtML. 1? IN SP.. 24/12 OR BETTER MA RATED E1O0lIIIE 1. ROOFING SHEATHING NAILING DTL 3/4' = 1'-0" or 1/16 scale BOTTOM EDGE OF TOP SHEATHING PANEL NAIL TO PLATE 2 �► FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W/ 16d 0 16' O.C. SECTION ENDWALL ASSEMBLY DETAIL NOT TO SCALE NOT TO SCALE E TRUSS GABLE TRUSS BOTTOM CORD s ,....- NAIL SHEATHING PER NAILING SCHEDULE NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS 0 9' U.C. BEFORE SETTING ON WALL WALL STUDS s 4 4, REVIEWED FOR • CODE COMPLIANCE JAN 2 4 2005 City Of Tukwila BUILDING DIVISION fr 4 co co LA w o Z C; d t } co co °43 L � c E - 1:33 (6 o . 0 d Z .. ci Z X Ln CL V C a L L. n Drawn By: DPO Date: Checked By: Date: Revised: Revised: Title: SECTIONS DETAILS Scale: NONE Sheet: L , Sheet 3 of 3 tioLf4s-"-134 ti . .1 �..».`irAr,� � � cs wo�,.i: �` 1 t ��f's�: � ' i -. t ��� r JqV . y _ A3 .'!9110,++