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HomeMy WebLinkAboutPermit D09-170 - NELSON RESIDENCE - GARAGENELSON GARAGE 13729 45 AV S D09 -170 Parcel No.: 7347600225 Address: 13729 45 AV S TUKW Suite No: Tenant: Name: NELSON GARAGE Address: 13729 45 AV S , TUKWILA WA OOtyOf Tukwilla Owner: Name: NELSON JEFFREY S +MARTIN JOA Address: 13729 45TH AVE S , TUKWILA WA 98168 Phone: Department of Community Development 6300 Southcenter Boulevard, Suite N 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: /heww.ci.tuki'ila.wa.us Contact Person: Name: THEO VERVILLES Address: 17500 W VALLEY HY , TUKWILA WA 98188 Phone: 206 391 -2020 Contractor: Name: TUFF SHED INC Address: 8939 SOUTH 190TH STREET, #D , KENT, WA 98031 Phone: Contractor License No: TUFFSI *038RZ DESCRIPTION OF WORK: CONSTRUCTION OF A 384 SF DETACHED GARAGE doc: IBC -10/06 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D09 -170 Issue Date: 09/02/2009 Permit Expires On: 03/01/2010 Expiration Date: 07/02/2011 Value of Construction: $16,730.88 Fees Collected: $652.95 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 26 D09 -170 Printed: 09 -02 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City dikTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: 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: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 9`) 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 uthonzed to sign and obtain this development permit. Signature: G ` Date: Print Name: / t ° 1< doc: IBC -10/06 ) J t. re V ) Permit Number: D09 -170 Issue Date: 09/02/2009 Permit Expires On: 03/01/2010 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. D09 -170 Printed: 09 -02 -2009 Parcel No.: 7347600225 Address: 13729 45 AV S TUKW Suite No: Tenant: NELSON GARAGE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 0 0 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: hltp: / /www.ci.tukwilu.wa.us PERMIT CONDITIONS Permit Number: D09 -170 Status: ISSUED Applied Date: 08/19/2009 Issue Date: 09/02/2009 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: All wood to remain in placed concrete shall be treated wood. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: 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. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 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: Cond -10/06 * *continued on next page ** D09 -170 Printed: 09 -02 -2009 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: Print Name: doc: Cond -10/06 Date: D09 -170 Printed: 09 -02 -2009 Tenant Name: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http. ! -wtvw. c; is t ulnvila: wa. us Site Address: 1 3 1 Z Property Owners Name : ""`� 5 Mailing Address: -.Sit 1M f Name: jl Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION AVL CONTACT PERSON = who do we contact when your permit is ready to be issued Day Telephone: ZC)c& 3 `Z© Zra Mailing Address: _ /7s 1-01- 11 f-`/ E -Mail Address: fW fl � � 1I �5 �ctr / - Co ' Company Name: / !Lt' F/' - - - 5I- z"•) - Mailing Address: / 7 liJ'- 1471 K-Y Contact Person :. E -Mail Address: 5n - ? -- Contractor Registration Number: i hI/FJ t) Y R Z Company Name: Mailing Address: Contact Person:_ Company Name: Mailing Address: it it F AS..So)c, `tic) kJ es r/nQ /1 Contact Person: -_- - E -Mail Address :_ MAppbcations\Fonns= Appli canons On Line \2009.Appl 0tions \1 -2009 - permit Ap p li cation doc Revised 1 -2009 bh Building Permit No. W1 PT Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use only) fOi- 10 'VIA King Co Assessor's Tax No.. Suite Number: Floor: City New Tenant: 1 0 Yes State Zip 0 /c am / r9 1 /i A 9'1610 8 City State / Zip Fax Number S 2 ` 9 7 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) 1 4—) 1 City Day Telephone. Fax Number: Expiration Date: cc�A State v7 — 26// Zip ARCHITECT OF RECORD — All plans. must be wet stamped by Architect of Record �eIVT u,s /16)3$ L f 3I City �/ State Zip Day Telephone: 31 Y 8-Mail Address: Fax Number: ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record State City Day Telephone: — Fax Number :_ Page 1 of 6 Zip Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): / �' - �- 1, Z V 4-/g.ff9 Will there be new rack storage? ❑ Yes ia.. No If yes, a separate permit and plan submittal will be required. 38y 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 e the following: Lot Area (sq ft):- to m Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documen tion that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm H:\Applications\Forms- Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh fiti Compact: Handicap: ❑ No If "yes ", explain: 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 including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 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 THAI' 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 AUTHOR ED AGENT: _/ Signature: `tai Print Name: 6 ►'► e VAR vi /GAS Mailing Address: /7- 5-.00 t/rF Date Application Accepted: vAlm H \Apphcations\Forms- Apphcanons On Line \2009 Applications \I-2009 - Permit Application doc Revised 1 -2009 bh Date Application Expires: Day Telephone: % ylie../: /-r City " kV Date: e-/7 -z eo 3 g1' Z o - z_e_) LAY, 5'1Lf39 State Zip Staff Initials: Page 6 of 6 Fixture Type: Qty 'Fixture Type: Q , . Fixture ',Qty . • Fixture Type: Qty Bathtub or combination bath/shower Bidet " °� ` Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per hea. ' Food -waste grinder, commercial Floor Drain Shower, single head trap Lavatory / Wash fountain Receptor, indirect waste Sinks Urinals r Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heat i sand/or vent ;; Indust \, waste treatment intercept including trap and vent, e ".t for kitchen type grease in":,ceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen (750 gallon capacity) Re. ir or alteration of p er piping and /or water ,, eatment equipment Repair or alterat° of drainage or vent pit,, g Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 +' ,;' � Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective devi'. , other than atmospheric -type `, vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacu„" breakers not included : lawn sprinkler bac +ow protections (1 -5) .' Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Proj - (contractor's bid price): $ Scope of Work (pleas .rovide detailed information): Building Use (per Int'l Building Co Occupancy (per Int'l Building Code): Utility Purveyor: Water: Indicate type of plumbing fixtures and /or gas pipi t outlets being ' : stalled and the quantity below: H:Upplications\Porms- Applications On- Line12009 Applications 11-2009 Permit Application.doc Revised. 1 -2009 bh Sewer: Page 5 of 6 Receipt No.: R09 -01380 Initials: User ID: Payee: WER 1655 ACCOUNT ITEM LIST: Description JEFFREY NELSON BUILDING - RES STATE BUILDING SURCHARGE • 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: hi/p./www.ci.tukwila.wa.us Payment Check 2759 397.50 Authorization No. TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 7347600225 Permit Number: D09 -170 Address: 13729 45 AV S TUKW Status: APPROVED Suite No: Applied Date: 08/19/2009 Applicant: NELSON GARAGE Issue Date: Account Code Current Pmts 000/322.100 393.00 640.237.114 4.50 Total: $397.50 Payment Amount: $397.50 Payment Date: 09/02/2009 11:56 AM Balance: $0.00 PAYME RECEIVE doc Receiot -06 Printed: 09 -02 -2009 Receipt No.: R09 -01288 Initials: User ID: Payee: JEM 1165 ACCOUNT ITEM LIST: Description JEFFREY S. NELSON PLAN CHECK - RES M City of Tu {wila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: hi/p. /i i'ww.ci. lukwilu.ticx.us Payment Check 2758 255.45 Authorization No. TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 7347600225 Permit Number: D09 -170 Address: 13729 45 AV S TUKW Status: PENDING Suite No: Applied Date: 08/19/2009 Applicant: NELSON GARAGE Issue Date: Account Code Current Pmts 000/345.830 255.45 Total: $255.45 I Payment Amount: $255.45 Payment Date: 08/19/2009 10:31 AM Balance: $397.50 PAYMENT RECEIVED doc Receiot -06 Printed 08 -19 -2009 Project: 6 i ' �5�1 Vf11� r J:- Type of In ection P Aet D J, 1 A Address: -1.- 32 i) J . Date Called: ,.-- Special Instructions: Date Wanted: fl'(3'3 / _ m„ p.m. Requester: Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D _ rj INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. COMMENTS: `7 (16 ' ,1 4 1 /t °- '4A■9 1 ` 1_, 1 Date /,- $60 ' 0 REINSPECTION'F E REQUI1 for to inspection, fed must be p d at 6300 Southcenter lvd., Suite 1 . Call to schedule reinspection. Receipt No.: 'Date: Approved per applicable codes. El Corrections required prior to approval. Project: Airis.› 6 A ( li---- Type qf Inspestior;., 0t »t I<-0 -Nke-4- Address: i V Date Called: Special Instructions: / Date Wanted: '' p.m. Requester: Phone No: 2 0(0 - 3 T I - 24 I° INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Ooq-170 PERMIT NO. (Z06)431-3670 Approved per applicable codes. DI Corrections required prior to approval. COMMENTS: Inspe tor: Date: 1( -t --- 0 1 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: Project: pu jam 6 ,'f 6-.- Type of Inspectio 1.A ri' ske. ,. hr b I , Address: r c 2 I Al'i Date Called: Special Instructions: Date Wanted: / 1 — (J ,- Y2 Requester: Phone 3 to 31 / 2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION t. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspec6 .2„- Date: J n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: ++ j Typ of lnsp� l Address: 6 3r12-4 i ts k- C . Date Called: ff Special Instructions: Z Z -r1 3 g t /' Date Wanted: 1 AL, /0"11-x' p.m. Requester: Phone No: -4 2_5' - 2c - 32 S 1 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 proved per applicable codes. Corrections required prior to approval. ❑ $60.00 REINSPECTION FEE REIUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: ✓( COMMENTS: &of r A . ; . { PS Inspector: Date COMMENTS: Ni rvptlT t( 5 r 4 =e )A ,. / 3 . ) 4 Address. 21 �� AVM. 5 ..51 Lc) 0/ - 20 -L AI -2, re L 3 ,^ ffdw _ ✓_ J , t 6 ( ei n : 3 e- d J AAL L P R; r ; ( -3, (. 5r ee -0 -- r ek' ^ . A- ✓e .S� r'f -�7 tzc a � r J I., } , r--0 j , 4 A ) J ?c 8 f tr /ter 4 v .) A-1( Arvk - ZA.- a / Ark c _ AI f `! Projec , 6 1`-J / Type Inspectip L4 A. . ✓� � / Address. 21 �� AVM. 5 Date Called: Special Instructions: 1 11_ bi45 AST A (31. 60 ( . Date Wanted: ,/ / o - 1"i - d Q a m p.m. Requester: `! Phone No: El Approved per applicable codes. bOq-1`70 INSPECTION RECORD Retain a copy with permit INS'ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Corrections required prior to approval. Inspect Date: 14- El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: Date: Project: A/C/50.41 2 4Gf Type of Inspect*gn: / )«t* '9 4/ Address: /3729 - s%s4v S Date Called: Special Instructions: Wive' a-;43 5 Date Wanted: , /d/g/ Requester: 13 zz( -- 5356 Phone No: y,25 -263 - .x'.26' .De) C- /7d 0___ _____..-- - 114SPECTION 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 COMMENTS: CL cr)-zi /S' e role 5 Inspect Dat / / .00 REINSPECTIONfEE REQUII3.ED. Prior to inspection, fe €must be aid at 6300 SouthcentBlvd., Su 100. Call to schedule reinspection. ceipt No.: !Date: D Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 rl-J ki , ( )^ .iie � Nye s. -4 L) 11 ...coo i Se - Fc.) ‘n4 --..1 SJ I .. �-...frve (c.-- I rJs.' it LC c-; "7 f c,67-1 ,L)/1 N K_. t,i 'i t/� ''..).'A e ?I Q (Al C &„_47. 4 \` Date Wanted: a.m. Requester: Phone No: 7A0I.0 - 35( - 26 2-O Project �'.I Jo 1 6 rl-J ki Type ofAi spection: "r ' - t o Alts(., 4 Address: .3 7 1 it. i h" -E S. Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: 7A0I.0 - 35( - 26 2-O ,ofJt INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION CL 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 E Approved per applicable codes. ''.Corrections required prior to approval. nsp¢ctor: ' REINSPECTION F at 6300 Southcenter REQUIRED. � vd., Suite 100 IDat -- P for to inspection, fee must be Call to schedule reinspection. Receipt No.: 'Date: 7 5 SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION 1 2 For Better Visability N FILE COPY Permit No. Poc1'I, Play, review approval is subject to errors and omissions. oval of construction documents does not authorize violation of any adopted code or ordinance. Receipt +proved Field Copy and condi i acknowledged• By. " ° 2 7-Y - U City Of Tukwila BUILDING DIVISION 13729 45th Ave So Tuk ila. Era. 98168 Parcel S 7347600225 170 Neu Garage Loactaon 5 - 24 t o 9 ff 5 �� - SSd , "��P ~ �n7n•�;_ !. . ;�'i Wi , � L i. _..rR. �. `:..,;� �±� s.c!!.a t "%.14 % :it s:: , ;' Dr ive 1 ' 20 0 1 R VISIUN NU, VIEWED FOR E E COMFLIANCE SEP 2 2 2U09 /r)(j Ci f ukwila LOIN DiVigrhi r up 17 2009 PERMIT CENTER Doot 0 75 26 Not to Scale 65 ' For Better Visability 0 C7 13729 45th Ave So Tukwila. lila. 98168 Parcel V 7347600225 50 CD 170 ' REVIEWED FOR E COWL PPROVIED AUG 3 1 2009 New Garage Loaction 16 Jr 10 ' E Cty& Til& BUILDING DIVISION FILE COPY 24 5 37 cm? AUG 1 9 2009 PERMIT CENTER Roof Load Summary Roof Support: Trusses @ 24 in. c/c Truss Span (ft): 16 Roof Dead Load (psf): 10 Roof Live Load (psf): 25 Roof Snow Load (psf): 20.00 Governing Total Load (psf): 35 See Calculations to Follow McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 No. FILE COPY JOB: TS Accessory Building #170- 590728 NO. 17286 SHEET NO. 1 OF 12 CALC. BY JSA DATE 8114/09 Structural Calculations for: Jeff Nelson Tuff Shed Project No. 170 - 590728 Building Dimensions: Consider Vertical Loads: :U Dead Loads: Live Loads: IA ILDIIG • H AU6 3 1 2009 of Tili(wikt DIVIS�I Overall Building Width: Overall Building Length: Building Overhangs: Roof Pitches: Peak Roof Height: Mean Building Height: Roof Dead Load, DLroof: Wall Dead Load, DLwaii: Roof Live Load: Ground Snow Load: 4 pitch := 2 l_ P := 20 -psi Dead Load: Total Load: Project Location: Building Code: Tukwila, WA IBC 2006 B:= 16•ft+0•ir L := 24•ft+ 0•in Bover := 12 in Plate Heights: Finished Floor Elevation: Top of Plate Elevation: Roof Live Load Correction Factors: R1 = 1 Roof Angle: e := atan(pitch) B •pitch hpeak hfloor„ + 2 hmean (hfloor 4 hpeak) DLroof • 10•ps' DLwall 8 •Psi LLroof = 25 Ps' Importance Factor: I := 1.0 now Correction Factors: C = 1 {Exposure} Ct - 1.2 {Thermal} C = 1 {Slope} Roof Snow Load: SLroof max(20•psf•l 0.7'I Roof End Reactions: Lover= 12 •it hfloor 5 f� hfloor 8.1.t R2 = 1 (nb. ridge runs parallel to Length) �B Rroof_DL e= + Bover Rroof_DL = 180 lb B Rroof_LL + Bover = 450 lb Rroof LL \ max hplate hfloor,, O = 18.43 deg hpeak = 10.77 ft hmean = 9.43 ft •DLroof•rtspacing SLroof Can AUG 1 9 2C IT CE • rtspacing LLroof P: \O PROJECTS \17000 \17200 \17286 TS170 590728 to 09 Concentrated Load Data Number DL (kips) LL (kips) a dist. (ft) Description P1 0.00 0.00 0.00 0.06 P2 0.00 0.00 0.00 2 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 (kipfft) LL (kip/ft) a dist. (ft) c dist. (ft) trib. wt. (ft) Description w1 0.03 0.06 0.00 0.00 2.50 Roof Load 2 0.00 0.00 0.00 0.00 0.00 Max. Live Load Deflection (in) '`. 0.00 0.00 0.00 0.00 0.00 2949 w4 0.00 0.00 0.00 0.00 0.00 w5 1 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Shears, Moments, & Deflections, ; . 4.. ' . Maximum Shear Stress (psi) Commercial Grade " '0' ' # of Mem. Allowable Shear Stress (psi) d 173 OK Maximum Bending Stress (psi) E 206 (in) Allowable Bending Stress (psi) (in 975 OK Max. Dead Load Deflection (in) No.2 0.004 8927 Max. Live Load Deflection (in) 3.5 0.008 4404 Max. Total Load Deflection (in) 1300 0.012 2949 USE 2 - 2x4 Selected Member Properties Species Commercial Grade Member Size # of Mem. b d Area . S. I E (in) (in) (in (in (in (ksi) Hem -Fir No.2 2x4 2 1.5 3.5 10.50 6.13 10.72 1300 Reactions Beam Design Data Member: TL (kips) 2x4 Beam Span (ft): 3 # of Memb: Right End 2 0.09 Unbraced Length (ft): 3 Adjustment Factors - NDS Table 2.3.1 CD CM C C C; C 1.15 1.00 1.00 See Below 1.00 1.00 Reactions DL (kips) LL (kips) TL (kips) Left End 0.05 0.09 0.14 Right End 0.05 0.09 0.14 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 --- • JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 2 OF 12 CALC. BY JSA DATE 8114/09 I 3 Foot Opening Header Calculated Adjustment Factor I C 0.9977 TS \17000 00117P8 7590728 Effective Length Factor: k = 1.84 (Ref NDS Table 3.3.3) L =k•L L =5.52ft ral P L R L b rrPrr R ri w ". : • I • err S ,$! r� � r a . , . '. irr ; T. R RR 12 Foot Door Opening Header Beam Design Data Effective Length Factor: k - 1.84 (Ref NDS Table 3.3.3) Le := k • L Le = 92.08 ft Member: 2x12 Beam Span (ft): 12 # of Memb: 2 Unbraced Length (ft): 12 Adjustment Factors - NDS Table 2.3.1 C D C M C t CL C, C, 1.15 1.00 1.00 See Below 1.00 1.00 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 2x12 2 1.5 11.25 33.75 63.28 355.96 1300 Concentrated Load Data Number DL (kips) LL (kips) a dist. (ft) Description P 1 P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 ',A, P3 0.00 0.00 0.00 L P4 0.00 0.00 0.00 R L R R P5 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 ` b G w1 0.03 0.06 0.00 0.00 2.50 Roof Load w I ill w2 0.00 0.00 0.00 0.00 0.00 "{''r " f } 0 w3 w4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ R L L R R w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor C 0.9453 Shears, Moments, & Deflections Maximum Shear Stress (psi) 28 Allowable Shear Stress (psi) 173 OK Reactions Maximum Bending Stress (psi) 363 DL (kips) LL (kips) TL (kips) Allowable Bending Stress (psi) 924 OK Max. Dead Load Deflection (in) 0.044 3265 Left End 0.26 0.38 0.64 Max. Live Load Deflection (in) 0.063 2285 Right End 0.26 0.38 0.64 Max. Total Load Deflection (in) 0.107 1344 USE 2 - 2x12 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170- 590728 NO. 17286 SHEET NO. 3 OF 12 CALC. BY JSA DATE 8114/09 P: \O PROJECTS \17000 \17200 \17286 TS170 590728 Main Windforce Resisting System Loads: p (ASCE 7 - Rgure 6 -2) Horizontal Loads (psf) Vertical Loads (psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 10.3 -2.4 Transverse -9.6 -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. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 4 OF 12 CALC. BY JSA DATE 8114/09 Consider Lateral Loads Determine Wind Loads: Basic Wind Speed (3 second gust): Wind Load Importance Factor: Exposure Category: Wind Loads Transverse Direction: Trib_arearoof t hpeak - hfloor hplate Trib_areawall t •- - 2 Transverse wind forces: Wind Loads Longitudinal Direction: hplate Trib_areawall_I (hmean - hfloor + 2 Longitudinal wind forces: Force at roof: l 1.0 Vwind 85•mph 'Exposure := "B "I Height and Exposure Coefficient: X = 1 Basic Wind Pressures: nb. intermediate roof angles are interpolated Project Location: Building Code: Tukwila, WA IBC 2006 Calculated Wind Pressures: (10psf minimum wall load, Opsf minimum roof lateral load). B = 16 ft Fwind I Pwhlw•B•Trib_areawall I L = 24 ft Trib_arearoof t = 2.67 ft Trib_areawall t = 4.05 ft B = 16 ft Distributed forces at roof: Fd wind I Pwhlw Trib_areawall I L = 24 ft hpeak = 10.77 ft Force at roof: F w i nd t Pwhtr • L•Trib_arearoof_t+ Pwhtw•L•Trib_areawall_t Fwind_t = 1639.9 lb lb Distributed forces at roof: Fdwind_t Pwhtr•Trib_arearoof t + Pwhtw • Trib_areawall t Fdwind_t = 68.33 ft Fwind I = 861.33 lb hmean = 9. ft Trib_areawall_I = 5.38 ft lb FdwindI = 53.83 ft P: \O PROJECTS117000\17200\17286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 5 OF 12 CALC. BY JSA DATE 8114/09 SEISMIC LOADS: Occupancy Category: Max Considered Earthquake Coefficients: Seismic Site Class: Seismic Importance Factor: Site Coefficients: {tables 1613.5.3(1 -2)} Adjusted Max considered Earthquake: Design Spectral Response Acceleration: Structural System: Response Modification Factor: Approximate Fundamental Period: T :_ .020• Seismic Response Coefficient: {Per ASCE 7 12.8} Seismic Design Category: Determine structural dead load: Ws Floor and Roof Dead Loads: Area of Roof & Floor: Total Roof Dead Load: Exterior Wall Dead Loads Length of wall: Wall Dead Load: Total Structural Dead Load: Occupancy := "11" S := 1.44 Site Class := "D" IE := 1.0 F = 1 Sms = 1.45 Sd = 0.97 Basic_Structural_System := "Bearing Wall System" Seismic_Resisting_System := "Light Framed Walls w! Wood Shear Panels" R:= 6. ( "peak .75 sec ft , Ts (Shc _ Sds)•sec C := if S1 < 0.6, max SDC = "D" Area := (L + 2 . Lover) • (B + 2 • Bover) Wroof Area SLroof > 30,Area- Wroof shear if psf Wall load tributary to roof: Lwall:= L +B -- L +B 2 i S1 := 0.497 F = 1.5 Smi = 0.75 5d1 = 0.5 {ASCE 7 table 12.2-1} Sds "mean Wwall shear := DLwall • Lwall • Wwall ot:= DLwall•Lwall•hmean Ws shear Wroof shear + Wwall shear Ws_ot Wroof + Wwall of 0.01, ,max 0.01, R- I E, R lE R IE C = 0.15 Area = 468 ft Wroof = 4.68 kip SLroof DI-roof • Wroof \, 5 ) - T = 0.12 s T =0.52 s Sd 0.5.S1 `1 +'= Lwall = 80 ft Wwall shear = 3.02 kip Wwall of = 6.04 kip Ws shear = 8 kip Ws_ot = 10.72 kip P: \0 PROJECTS \17000 \17200\1 7286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 6 OF 12 CALC. BY JSA DATE 8114/09 Determine Total Base Shear Forces: Compare Seismic Forces at Roof: Wind & Seismic Forces: Use Maximum Forces: Roof Diaphragm Design: Controlling Lateral Load: Strut Reaction, R: 1 Rroof Fdroof_t'L 2 Rroof Uniform Shear in Strut, v: vd Chord Forces (T = C): Consider Drag Strut: FEQ = 1.1 kip lb FdEQ = 47.67 ft lb FdEQi = 71.51 - Froof_t max(FEQ, Fwind_t) Fdroof_t max�FdEQ_t Fdwind_t� Fdroof I max(FdEQ_I , Fdwind_I) Wind Governs Transverse Load. Transverse Load Governs Diaphragm Design. B Fdroof tL 2 Tchord 8.B 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: FEQ Cs•Ws shear FEQ FdEQ t Ft:= 400.psi CD:= 1.6 L Fwind t= 1.6 kip lb Fdwind_t = 68.33 ft Fdwind_I = 53.83 Ib ft Rroof = 820 lb vd =51 ft Tchord = 307 lb lb vallow 197.— B dragspacing Rroof _ vfastener F dEQ I Since vauow = 197.0 lb /ft >= v = 51.2 lb /ft OK chord := "Double 2x4 Hem Fir Top Plate" Achord 5.25 •in Fastener type: Pa Ft•Achord•CD P = 3360 lb FEQ B Froof_I max(FEQ , Fwind_I) Seismic Governs Longitudinal Load. R L io :, bar Jr", 1,1 ' Number of Nails Required: Use Double 2x4 Hem Fir Top Plate with 4 - 16d nails each side of splice minimum. Fwind I = 0.9 kip < — C > < 1 �1 w V Allowable shear per fastener: vfastener 89•Ib dragspacing = 20.84 in fastener := "16d nails" Tchord Nfasteners vfastener CD P: \0 PROJECTS117000117200\17286 TS170 590728 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 C C C C CT 1.00 1.00 1.00 1.00 1.15 1.00 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 7 OF 12 CALC. BY JSA DATE 8114/09 Consider 2x Wood Studs - Plate Height: ht := hplate - 4.5•in Compression Parallel to Grain Non - Adjusted Design Value: Grading Adjustment Factor: Coefficient Used for Column Stability Factor: Maximum Bending Unbraced Length: 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: L := 12•in Unbraced Length Factor: F = 800 psi K := 0.3 c := 0. (See NDS Section 3.7.1) (See NDS Section 3.7.1) Effective Length Factor: k := 1.84 (Ref NDS Table 3.3.3) Determine the allowable axial compressive stress per NDS Section 3.6 E':= E•CM•Ct•Ci•CT FcE Cp 1.15 CD := 1.( K kl ddr FcE Fc 2•c Member := "2x4" k := 1.0 2 Unbraced Length: kl := k•ht F F Fc 2•c No of Members: F c Fc No LL Fc•CD -CF •CI•Cp Fallow No LL A(Id).F'c No LL F'c w LL:= Fc•CD•CM•Ct•CF•Ci•CP n := 1 L := k • L L = 1.84 ft E' = 1200000 psi F = 513.19 psi Cp = 0.53 kl = 7.72 ft F'c No LL = 483 Psi Fallow No LL = 2537 lb Fc w LL = 672 psi P: \O PR0JECTS \17000 \17200 \17286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170- 590728 NO. 17286 SHEET NO. 8 OF 12 CALC. BY JSA DATE 8114/09 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: Allowable bending stress: Lateral pressure: Maximum moment due to lateral pressure: Mmax fb := S 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: KbE := 0.439 Fb material = 675 psi CL := if f = 304 psi Pallow w LL A(id) Required axial load capacity: Prequired Stud deflection @ midheight: L >0.ft, ,1 RB = 5.86 bdressed(id) Stress value used for beam KbE • E� FbE :_ Fbstar := Fb material•CM•Ct•Ci•CD•Cr L > 0•ft, Fb allow Fb material CM•Ct•Ci•CD•CL•Cr Mmax Pwhtw•twidth•ht 2 .0.125 Fallow = 1596 lb a lateral= Le•ddressed(id) 2 stability factor: 1+ r FbE \ Fbstar) 1.9 Tributary width of member: fc F c , Rroof DL + . LL rtspacing _ twidth 5. Pwhtw•twidth • ht 4 384•E•I 1+ Fb allow• FbE Fbstar) 1.9 -2 twidth 16•in Mmax = 102 ft•Ib fb = 363 psi fb f c <_ 1.0 1 -- FcE Pallow w LL = 1596 lb R 2 B I Axial load w/ lateral load governs Prequired = 270 lb lateral = 0.17 in FbE Fbstar ,1.0 0.95 FbE = 15.34 ksi Fb allow = 1237 psi (NDS equation 3.9 -3) ht - 542 'lateral CL = 1 P:\O 700 011 7 20 011 7 2 8 6 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 9 OF 12 CALC. BY JSA DATE 8114/09 Shear Wall Design: Consider Wall A: Consider wall A elevation as a "moment frame ": Percentage of lateral force taken by walls A: Percent := 50% Distributed load along frame: q :- P t-Percent lb q= 58.57— ft 'frame Worst case moment in continuous header (use (2)- 2x12): Worst case moment in plywood / stud "column ": At base: At top: M max := 0.522-kip-ft Mmax top := 0.522 • kip •ft Hold down anchors required to resist moment at base: Tension load from moment: Tension straps required at top: Tension load from moment at top: Tbase Number of nails required to develop tension: Mmax base 20-in Froof t = 1639.9 lb Length of wall used in calculations: S := 63.28•in fb :- Mmax S Mmax base 2.758•kip.ft S := 192•in fb base Tbase = 1654.8 lb Mmax base S Mmax_top fb_t . S x Use Simpson HDU2 hold downs w/ SSTB16 Anchor Bolts. Mmax_top Ttop : 24in Ttop = 261 lb Ttop Nnails 113•Ib•1.6 Use Min. 20 Ga. Simpson Straps. Wind Governs Transverse Load. Nnails = 1.44 'frame := 14ft fb = 98.99 psi OK fb base = 172.38 psi OK fb_top = 32.63 psi OK P: \0_PROJECTS \17000 \17200 \17286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 10 OF 12 CALC. BY JSA DATE 8114/09 Shear Wall Design: Consider Wall C: Percentage of lateral force taken by wall C: Total Wall Length: Length of Considered Shear Wall: Shear Stress: Check Uplift: Overturning Moment: Roof Tributary Area: Resisting Moment: ( wall 16 'ft v v1 Froof t • Percent Ishearwall Hem -Fir Studs Used? Use wind increase? Sheathing Applied Directly? Aspect ratio reduction for seismic? Adjustment for perforated shearwall: Mot Proof t•Percent At:= 2.5.f1 Ishearwall 1041 Tension Required: tension := max tension = 1022.19 lb Proof _t = 1639.9 lb Percent := 50% v = 81.99 ft Fastener type (penny weight): nail_size := 8 Sheathing grade: sheathing := "Smart Panel" Fastener spacing at edge: edge_spacing := 6.in Sheathing thickness: thickness := 3 8 in HF_reduction := "yes" wind increase := "no" direct_applied :_ "yes" aspect_ reduction := "yes" max_height_opening := 6.67•fi perforated_multiplier = 0.65 For 0.375 in. Smart Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Since v = 82 lb /ft �= \tallow = 123 lb /ft OK M = 6.64 kip .ft 2 2 2' Iwall ' wall 31 wall Mres := DLroof• 2 Pwvtl 8 + Pe 8 Mot - Mres Wind Governs Transverse Load. {Note: Shearwall length is lower for perforated walls.) {18% reduction if hem -fir studs are used) {40% allowable increase permitted per 2306.4.1 } {reduction for panels applied over gypsum) {Table 2305.3.4) {Per Table 2305.3.8.2) lb \tallow = 123 ft i Mres = 9.98 kip 'ft Since M res 10.0 k -ft >= M = 6.6 k - ft OK Mot 2 ' wall At + DLwall 2 . hmean /wall - 6in ' Ishearwall •Perforated_multiplier) Since Tension 1022.2 lb > 750.0 lb Hold -downs required. P:10 PROJECTS117000\17200117286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286__ SHEET NO. 11 OF 12 CALC. BY JSA DATE 8114/09 Shear Wall Design: Consider Walls B &D: Percentage of lateral force taken by walls B &D: Total Wall Length: wall 241 Length of Considered Shear Wall: Shear Stress: vv1 := Fastener type (penny weight): Check Uplift: Overturning Moment: Roof Tributary Area: Resisting Moment: Froof j.Percent Ishearwall Hem -Fir Studs Used? Use wind increase? Sheathing Applied Directly? Aspect ratio reduction for seismic? Adjustment for perforated shearwall: lshearwall:= 24.fj nail size := 8 Fastener spacing at edge: edge_spacing := 6•in HF_reduction := "yes" wind_increase := "no" direct_applied := "yes" aspect_reduction := "yes" max_height_opening := 0 .fl perforated_multiplier = 1.00 For 0.375 in. Smart Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Since v„ = 24 lb /ft < V = 189 lb /ft OK Mot Froof I : Percent :hplate Mres At :- 941 7 DI-roof: Froof _l = 1144.14 lb Percent := 50% {Note: Shearwall length is lower for perforated walls.} lb vvl = 23.84 ft — 2 2 ( wall 'wall ` + Pwvll : 8 + P wvlw Seismic Governs Longitudinal Load. Sheathing grade: sheathing := "Smart Panel" Sheathing thickness: thickness := 3 8 .in {18% reduction if hem -fir studs are used} {40% allowable increase permitted per 2306.4.1) {reduction for panels applied over gypsum} {Table 2305.3.4} {Per Table 2305.3.8.2} M = 4.63 kip -ft 3 lwall 8 j lb vallow = 189 ft At + DLwall Mres = 221.97 kip 'ft wall ' •hplate Since M res 22.0 k -ft >= M = 4.6 k -ft OK P: \O PROJECTS \17000 \17200 \17286 TS170 590728 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131 -1735 JOB: TS Accessory Building #170 - 590728 NO. 17286 SHEET NO. 12 OF 12 CALC. BY JSA DATE 8114/09 Overall Overturning: Driving Forces: Overturning Moments: Mot1 := Fwind_t•hplate dfooting := 12 in Resisting Moment: Uplifting Moment: B 2 B 2 Muplift := - P,nvtw•I -.3 8 - Pwvtl•L' 8 Combined Driving Moment: Mdriving := max(Mot1 + Muplift , Mot2) Required Frost Depth: Mot2 := FEQ •hplate B � Mres := Ws_ot .0.6 Since M res 51.4 >= Meriving 40.9 OK Foundation Design: Consider Continuous Wall Footings: Maximum allowable bearing pressure: Roof Tributary Width: Wall Height: B twroof = 2 + Bover hplate = 8.1 ft Maximum axial load per foot of wall: Pmax := TLroof•twroof + DLwall hplate Minimum footing width required: Pmax bfooting :- Fb Fb := 1500-psi Use 8" wide x 12" deep footing minimum. Ib Pmax = 379.8 ft bfooting = 3 it Mot1 = 13.28kip.ft Mott = 9.27 kip . ft Muplift = 27.63 kip.ft Mdriving = 40.91 kip -ft Mres = 51.44 kip -ft P:10 PROJECTSl17000117200117286 TS170 590728 TrueBuild® Software v4.05 by Keymark Enterprises, LLC. Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 Truss: T01 JobName: 590728 Designer. Si p a ge: 0 /22/09 03:33 PM SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT /PLY 16 -0 -0 4 /12 I I 0 -10 -8 0 -10 -8 0 -0-0 0 -0-0 1 24 in 51 lbs 17-9-0 0 -10-8 4 -0 -14 3 -7 -2 3 -7 -2 4-4-14 , 0-10-8 � -A- () f I 4 -4-14 8 -0-0 4x6 2x4 \ N 41 12 N to d 3x4 - 11 -7 -2 16 -0-0 FILE COPY - 3 00eallorn tf Nan_ -._''- \\ 2x4 / 3x4 - 6 k fi 1j' 6 6 ... -------- i 4x10 - C. 0 -0-0 0 -0-0 8 -0-0 8 -0-0 8 -0-0 16 -0-0 l Loading Load (psf) TCLL : 25 TCDL : 10 BCLL : 0 BCDL: 10 General Bldg Code : IRC 2006/ TPI 1 -2002 Rep Mbr Increase : Yes D.G.L.: 115 , Deflection L/ (loc) Allowed Cf V Vert TL: 0.17 in L / 999 (5 -6) L / 180 Vert LL: 0.07 in L / 999 (6-1) L / 240 Horz TL: 0.04 in 5 A UG 1 '9 2009 Reaction Summary PE RMITCEHI�R IT Type Brg Combo Brg Width Rqd Brg Width Max React Max Gmv Uplift Max MWFRS Uplift Max C &C Uplift Max Uplift Max Horiz I Pin 5 HRoll Material TC BC Wets Loads I) This Building 2) Unbalanced 3) Minimum Member TC (Wall) 1 3.5 in (Wall) 1 3.5 in Summary HF #2 2 x 4 HE 2 x 4 #2 HF #2 2 x 4 Summary truss has been designed for the effects of Category II (I = 1.00). Overall Bldg Dims roof live loads have not been considered. storage attic loading has been applied Forces Summary Table 7 -1 0.(166 19 Its 1 -2 0.223 - 1,67211* 1.50 in 781 lbs 1.50 in 781 lbs wind loads in accordance with ASCE7 - 05 25 ft x 60 ft, h =15 ft, End Zone Truss, Both in accordance with IRC 301.5 nliraes Memtr ID, max (S1,mx add force, 2 -3 0.212 -1,210 Its 3-4 0.212 -1,210 Its - 2681bs -268 lbs Bracing Summary TC Bracing: Sheathed or Purlins BC Bracing: Sheathed or purlms with the following user defined input: 85 end webs considered. DOL =1.60 max solo. bite ifdiaefml fat max ®fel farce) 4-5 0.223 - 1,67211a 548 0.066 19 I -268 lbs 4lbs -268 lbs at 4-1 -0, Pullin design by Others. at 72 " OC, Pullin design by Others. mph, Exposure C, Enclosed Gable/Hip, �1a W. WA . ':t O� Ca � � - s \ .' 'p- .r{ nC W s • 38271 tit g, 4, L G` ... (1 `s, O1VAL �� 1 BC 56 0.751 1,561 Its ( -422 Its) 6-1 11.751 1,561 16; (- 422I15) Wes Notes: 4) What 26 0.143 49216 this truss has been chosen for quality assurance 346 0.108 51611s ( -67 Its) inspection. the Plate Placement Method 4-6 0.143 49211b per TPI 1- 2002 /A3.2 shall be used. Plate: 3x4 - Plate: 2x4 \ Plate: 4x6 - Plate: 2x4 / i 4 Angle:17 de. R E6 OR A s ir I D M ' ngle:17 deg 1.-E---ill \ /���\ Angle:0 deg 1'1' o f it —' BUILDING DIVISION 1 po ct ..... I go A copy of Om demnabate furnished d the molten contracts This deign is for at iadivilua bailing coeponem (a truss). II Is lased on speofidioas wailed by the 1 run Dalgna andpafamed in accordance in PPI:14002 and the 2001 BIDS design Matted. No respoasb my is asuaed for the accuracy ofiaformaton provided by Skims Designs ameaaoas Gall be vm0el by bulb hg designer. Crap denalien is not amonaicaly acsaw5 for by the sonware. Tm building magnet Mali no ds ll be hastily Mated by thereof sailors Swatting, direaly mw Wafts is a econom ire and initial deflection data Almelo mule that this design meas m Methuen aceeds 'oadnsrequiredby makable bulking codes Compression chor sha avacba), ones onto Ms road aramg move is for labial support ofrmndsl truss comments only to alum bucking lama It 11 not winder labtel lsdbmrsaor overall bolting dense btmhg Anon is by obeys. kilo toie SI -n.3 for recommended truss boaaiagaod imam. Du not apply bads beyond Avenel eecaua tail al pemanal bracing is it plea:. Commotion of cmarmtbn loads graterllaolhe deism loads shall not be applied to lbw Cruses at any toe. 1 ruses shed embodied win are pia u ermomm amid da®ge. Lambs moisture comae Oval )010%orL•a at be tmeot DM tales amai dbetwise 10.NO.). Connects 013bs4341be no.ufammai by tole Moat Prodmus (ESk-1032).. alma shag Ss applbd nabob faces of Ices ateaehJ0al. Plate di/manias are ised widths lamb Slots (boles) instate abatises pmlbl to be plats length. The Not shall be centred oololnlador paced in memdaoce with be want olio.'" TP1. ❑eagaaamios adei use =hemp mill be provided In testa uplift a mans. The seal on urn d ray ins intimates acceptance ofpofess0al mania mg mspoasbiny nobly for lino tam component doge *hewn Tbenlabikty1W tm cl des caogoume fmatay patcdo Mutates design is he msponsbgily of be bailing diaper. per/kbSI/TM 1 -2002 Chaps 2. Eagle Metal Product 2711 LBJ Fr Striae 160 ay, Dallas, Texas 75214 4 5- lrucRui ld0' Snfnvan v4 05 by Keymark Enterprises. LLC. Plate: 3x4 - Angle:0 deg {42- 4 -14—>l 5 Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 SPAN 16 -0 -0 PJ TC H 4/12 QTY II OHL 0 -10 -8 011R CANT L CANT R PLYS 0-10-8 0 -0-0 0-0 -0 SPACING 24 in WGT'PLY 51 lbs Angle:0 deg a1T. 3,1 it, : IL.2nKu. 1.., a„n1313i Yt.kbvg 1 lolm,'.: lu.lar,',a• I '.' +IS.l 11 l¢oo aWl`� °^`1. asrnlaoc.'e9l, 111 3 7 l awnm , +• w1a J.vr,•v2,J22 I. i1•n,l�i,�...aa�ua J LL n. a.awa. lwa.. .11 . +nlru+�a a.,ll1, , .1:11m 14 "¢¢rle' „n, nn 211 di, ,. .,nmmf hn In. aul lnrll3ml: 1 11: devera•■ dal I , t, .. In I u. I mn11 H n : n alll,m' ncurnath,. Ilu.a.n'.ew+.....,n1: nn,.ti ,h11,.¢..,, thu J...,.Ill• ,...,m 111. 1 a0 11 1' vlf 100123 ,•J, r•.m 00110 hlu il. I+u rdn, Ih. II. 1- Ill... Nealhrl.. 110,111 a.a, Iml. Imlrr ,na:l11W a • 3 2 1113. 15 41.11,1. a . m „ l.um ^' 1111 + „ ^I.mr „1 a 11n11 lv IVakln, Iu 111 1. 1111 xnultn La:1,11,W In 4.1npot 0.era31111Wne 114,1¢111.1., , +11.:1.,.1.,11111.1., hrtu 1.41"S; III RI ru:umoul1J 11114. w,a Maw; 00,.11,11 1a I. 11,•:a,l' ,1.1l...111 11 , -o¢1 dl 1.1 13 ...; 1'. Mau: . I ' '.31 111411. • • Il 1 1 ,... • 1 , ,...I,.,.I.1.:0011. I lun11. J,.... . v .... N•n„v1.a 1, •1.21 Ilr'r ICI,...... . 1 , I'Q h'fun,llul x ¢1 . 111,r . el a. old dermra I.unah+n11.w1un II,' 113.1^ La at lla llua•' 13,..,1,... 01 J,, 1..111 al ba1»Ia •1 ..... 1. ,.... � 0.1 :..ilh u 0.J„ 1111• 1 ', 10, 1111 yr ll1. •� 1.1111.. , 1.l „ Il leu of ...1 n ,'I 1 .0.111,, nl,• 1.1• , 111. aa,n �l tl• - ..1. I. 11 'I n.. 1141 J :•' '.... •.- .,1.,n•I.. 011.,J:r r..nlancexiln Ix uc lu. 10111111,1 I0 Ieapn ava, eadul w.1. aahregl, 1 n1. n• In: I•opIt 1 b,l I....nl.. I. .1.:.111:,• , .. 30 11. 1 . Iail,nldeJ.•rrvv urlS'awlan•11a 1144:4::•11 lhl- 21.24111 "Ia1:Iucl 1..•1a au.la2u ,I,.11uu1 04,Iwu.., aa11ni•111,1.• 1.1.1...113: 1.,1,....,•,I...,. 11 laN• l drv¢'1.. Kr 1¢54'4 il ium: I.1 llwllnr 0,003311. per \` ^,1 1 2111.: ('13110 Truss: TO l JobName:590728 Resigner, SJ Rate: 07/20/09 07:13 PM Page: 2 of 2 EaPlr Metal Prnducl` 2: I: LIU I l uu.n'. Slota Ihl' t.al:.. taa- 752,4 TrueBuild® Software v4.05 �y Keymark Enterprises, LLC. SPAN PITCH QTY OHL OHR PLYS SPACING WGT /PLY BRD FT/PLY 16 -0 -0 4 /12 11 0 -10 -8 0 -10 -8 1 24 in 51 lbs 31.3 'laces Qty Size 44 2x4 22 4x6 901 Left 8-6-8 1 OL: 9 -5 -7 71.6/ / 9 -4 -4 ^ /71.6/ Default 11) 2 X 4 HF #2 -10' ARF: 0 -10 -4 3 -4 (AT: 0-0 -4 0 -4 2 OL: 2 -4 -12 11) 2 X 4 HF #2 -3' 0 -0-0 2 -4 -12 Heel to Peak Qty Size 44 3x4 22 4x10 0 -9 -12 4-4-14 4 -4-14 Right 8 -6 -8 71.6\ /71.6/ Default 8 -0-0 8 -0-0 Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 3 -7 -2 8 -0-0 17-9-0 1 4x6 - 3 Overall Truss Height 3 -3 -3 3 -7 -2 11 -7 -2 8 .0-0 16 -0-0 B1 W1,W3 4 -4-14 16 -0-0 Truss: TOl JobName: 590728 Date: 07/29/09 03:33 PM Page: 1 of 1 18.4/ 14 -4 -8 15 -3 -0 ^ 901 16 -0 -0 (11) 2 X 4 HF #2 -16' 3 -4 -4 73.1/ / 3 -7 -4 3 -10 -4 (22) 2 X 4 HF #2 -4' 0 -10-8 0 -0-0 Overhang Rake Distance Left Right 0 -11 -1 0 -11 -1 Notes * Camber of 0.08 in. recommended. BDFT Top Chords: 1333 Bottom Chords: 10.67 Webs: 7.33 Non Structurals: 0.00 Loads TCLL: 25.0 psf TCDL: 10.0 psf BCLL: 0.0 psf BCDL: 10.0 psf T2 71.6/ / 9 -4 -4 v (11) 2 X 4 HF #2 -10' OL: 9 -5 -7 /71.6/ Default al SCARF: 0 -10 -4 BUTT: 0 -0 -4 0 -9 -12 \I 3 -4 0 -4 18.4\ 901 \ 35.3\ OL: 16 -0 -0 Default OL: 3 -10 -4 Default TrueBuild® Software v4.05 by Keymark Enterprises, LLC. Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 Truss: LO1 JobName: 590728 Desigtter. SJ p a ge: 0 7/ of 2/09 03:35 PM SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT /PLY 16 -0 -0 4 /12 2 0 -10-8 0 -10 -8 0 -0-0 0 -0 -0 1 24 in 49 lbs 17-9-0 0-10-8 8 -0-0 8 -0-0 , 0 -10-8 8 2 N y i k In 4112 O 3x4 - 1 -0-0 2 ■ 4x8 3 ■ - 4 „ ■ 16 -0-0 5 6 b ill ■ { —7 12 - 14 3x4 - 7 • • T .lA�� : AA..... ..� ..A� *leta cax. A.. Y. A. tI: N ,.. a .....a. .1 A . I 0 -0-0 0 -0-0 16 -0-0 16-0-0 Loading Load (psf) TCLL : 25 TCDL : 10 BCLL: 0 BCDL : 10 General Bldg Code : IRC 2006/ TPI 1 -2002 Rep Mb Increase :No D.O.L.: 115 % Deflection L/ (be) Allowed Vert TL: 0 in L / 999 (12 -1) L / 180 Ven LL: 0 in L / 999 (7 -7) L / 240 Horz TL: 0 in 7 Reaction Summary IT Type BrF Combo BrF Width Max React Ave React Max Glav Uplift Max M WFRS Uplift Max C &C Upli8 Max Uplift MaxHoriz 1 Material TC BC Web: Loads 1) This Building 2) Uabalunced Member TC Continuous 1 Summary HF #2 2 x 4 HF#2 2x 4 HF Stud 2 x 4 Summary truss has been designed for the effects of Category II (I = 1.00), Overall Bldg Dims roof live loads have not been considered Forces Summary Table 13 -1 0.076 1916 1 -2 0.189 1801t1 (- 13616) 281 lbs 98 plf • wind loads in accordance with ASCE7 - 05 25 ft x 60 ft, h = 15 ft, End Zone Truss, Both udcales Manta ID, nos CS1, aux mud force, 2-3 0.132 -46161 3-4 0.066 75 Its ( -45 1te) -8 lbs - 133lbs Bracing Summary TC Bracing: Sheathed or Purlins BC Bracing: Sheathed orpurinsat72 with the following user defined input: 85 end webs considered. DOL= 1.60 Ilex mops. force if differed ramp max axial face) 4-5 0.066 7516 ( -45 Its) 5-6 11.132 -46111 -133 lbs 4lbs at 6.3.0, Pmlin design by Others. "OC,Purlm design byOthers. mph, Exposure C, Enclosed, Gable/Hip, 6.7 0.189 18016 (- 13616) 7 -14 (1.076 19 I6 BC 7S t.061) -164 Se 8.9 0.059 74 16 9 -111 0.030 74 as 10 -11 11.0111 74 16 11 -12 0.059 74 Its 12 -1 0.160 -16416 Web Notes: 3) Gable 4) Gable 5) Attach 6) For out 7) Whin 2-12 00411 - 19666 3-11 0.1110 -13816 raryres continuous bottom chord bearing. webs placed at 24 " OC, U.N.O. gable webs with 2x4 20ga plates, U.N.O. -of -plane wind loading, refer to BCS1 -B6 this truss has been chosen for quality assurance 4-10 0.125 -10516 5-9 0.030 -13816 published by the WT CA. inspection. the Plate Placement Method 68 0.040 -19616 per TPI 1- 2002 /A3.2 shall be used Plate: 3x4 - Plate: 2x4 I 2 Plate: 2x4 I , _ Plate: 4x6 - l - £ --P{ \ l- PAI ., Angle:90 de • PIJ. �• lal% Angle:0 deg 14 --Owl Angle:0 deg Angle:90 de. A mayor this detect s hall be furnished to She erection common* This data for es tmeaad wining mammon (a ease.. It is based on spec-aim laorided by therms Dentate endpe(wmed in ae:owmew 0 lPPl -2072 and Me Zan ran e blinding designer all design emceed. Non repo, bi is awned forlhe accuracy oftofomatua pnmded by lbc t rue beeper. I3 tn o shall be verified by Welts designer. Cmep&fission a not aulomeicdy acoonlm for by the software. "Mac Mall a ords doll bc htadlYhrsedby lseronf mil. shealhng dmaly von lade pones cafe 1 eternised deflection doe AIM.. msme that Mix damn mead or exceeds minimumladn rammed by appiablebuildnk codes Compm® ch asacbel, aelesothe aisaled Brame mown it for lateralauppon of sadaSeel less commentsoelyto mfro buckler teeth It is our vendor latml lad lamingor oveml belittle dedgnb racing which is by Mum Rafe to Ile SI -n3 for recommended Irma baeaiagaad maim. R not apply bath beyond sight of mans sail all pelmanmr Incur is is plain. Coa:emalioe of coastmetea loads Immrllant a deep loads sauna be applied to the eases Many tine. Tess shat be Medial web ore pile It emamm word daeege. Lumber moisture content dente 19%orHub be lee of fabri:alim, roles aural olhaw plats shall to maofooruml by byte Meal *sedum (USR- IDUI Plate shall bet mashed on bob faces of naal eachjoim. Male dimensinsae haled melds x lmgah Seas ( holm) inplata Mall tun pamlbl to be plat length Tha plat shall ba massed resole, radio, phced in excnldance alb be woes ves ionof TM. Lassies assumes adelaeanebmagew it be pmided at meg slab a tampons. T seal on this droving indicates asepate of pofessnnal meow* mesonsisiny solely for the truss cmpaem dedgo drown The re aabiity and um ofl mamas fanny pamculn building deems m be resoas bltlyor be bleb ns deeper. per A Isil/Tel I -200 Chapel 2. Eagle Metal Products 2 Freeway, 1611 ay, Dallas, lass 75274 TrueBuikin Software v4.05 by heymark Enterprises. 1.1 .C. SPAN 16-0-0 PITCH 4/12 Angle:90 deg 0 Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 PHI. 0-1 0-8 4, Angle:90 deg OI1R CANT I, CANT R PLYS 0 -10 -8 0 -0 -0 0 -0 -0 Plate: 3x4 - Angle:0 deg 141-- 4 -14-- 7 1 Angle:90 deg 0 Truss: L01 JobNatne: 590728 Designer SJ Date: 07/29/09 03:35 PM Page. 2of2 4, Angle:90 deg \1r1nr'IW.dl>rS shall heIuwhcS 1. tiu:cra.Ilal.rn11a., 'Ih.- . .15,11.. ..h0 a..ul..11vi bauWn, .onaa.m'nl la1.55. II,11.5.5Jnn,Iblu11.Jlrr_1151 nfdO-. the r5,„14,.lona aan,a',nnrd, ., au .•n,n r5, r1 n.l 1- 2IY.: and Ow ?I01 N1,5 Jceya Ir 1 .. ■ '55 .,. .� . 1.. v..I ar'av . rn•de �... .. .. 1.•• I.slh - Inc lv,IJtnt' J.'5051- vhal x 1wJIt 4.1 •.. .uln.tl.J J.II..o.... Jav Jw.n.n .IL "I.., J.�I I. m1•. rllyn.. nt' ll. t xl\• I. aI.I.15,1151,1;...h,I...t.!va... a'rm' arba.uelcs .. 111: e. ll•: 1a111: ruirodwsl ll. umponco..1v to nal l ira - WAIT), lawn. Ill. not 5555!. Iat:ralh.adhratn0r rvclaI 11111110 d.-nrawv lahnhtchl,In rill k 1., I115 5'11• kg .01111111.1C, '. h.nJ.ts5 1r la , t ,.51.1,1•I1a rlcl.:.,• IJ lyr.m,. .. . n rv.a. yw rtbanth' 05500 1.I a0.JUlimll.capltlod atan,t „itat l,handIalrvall Irn.m n .. .• tl...l l ti c l 1 L 1 I O t.,.l l -1 ....nl I.r I t ' 11, 1,1110, sal .. I. 1t .. .h.,11 t ., r.. . I Pi h I I . • J . J I n . : u J a - e u l . . n. l n . : . . a . t h n J ...1.1 , . . . I-. 11.. ,1111.. .r..nr ,lest dv^` hra.Iantl r. m. •v 1.11n .kslcn ,1111 n r1..... i. t.1..•: 1.. Ilan u' 4.:Lta::, m: �N:1 1 M :.VIII? 1 SPACING 24 in 1 Angle:90 deg Plate: 2x4 0 WGT /PI.Y 49 lbs 12 0 Eagle Metal I'rcduc�s .'711 1.111 f t «,1.11, Sulk 1611 IiWla,. 7c,a• 75274 TrueBuik1B Software v4.05 by Remark Enterprises, LLC. Eagle Metal 2711 LBJ Freeway Suite 140 Dallas, TX 75234 Truss: LW JobName: 590728 Date: 07/29/09 03:35 PM Page: 1 of 1 SPAN PITCH QTY OHL OHR PLYS SPACING WGT /PLY BRD FT /PLY 16 -0 -0 4/12 2 0 -10 -8 0 -10 -8 I 24 in 491bs 31.3 17-9-0 0-10-8 , 8 -0-0 { 8 -0-0 0 -10-8 8 W ,(, 4112 M N w5 4 /3x4. T1 -0-0 2 I A 4x6 3 a - 4 Pi C 16 5 e I -0-0 6 14 •\ A T2 3x4 - • ` � B1 0 -0-0 0 -0-0 16 -0-0 I 16 -0-0 Heel to Peak Overall Truss Height Overhang Rake Distance Left Right 3 -3 -3 Left Right 8 -6 -8 8 -6 -8 0 -11 -1 0 -11 -1 Plates Qty Size Qty Size 36 2x4 8 3x4 4 4x6 Notes * Gable block plate size 2x4, typical. BDFT Top Chords: 1333 Bottom Chords: 10.67 Webs: 7.33 Non Structurals: 0.00 Loads TCLL: 25.0 psf TCDL: 10.0 psf BCLL: 0.Opsf BCDL: 10.0 psf T1 01: 9 -5 -7 T2 OL: 9 -5 -7 B1 01: 16-0 -0 14 -4 -8 71.6/ / 9 -4 -4 ^ /71.6/ 71.6/ / 9 -4 -4 v /71.6/ 901 / 15 -3 -0 ^ 80�a\ (2) 2 X 4 HF #2 -10' Default (2) 2 X 4 HF #2 -10' Default 16 -0 -0 (2) 2 X 4 HF #2 -16' Default 81 0 -9 -12 B1 0 -9 -12 B 01: 1 -9 -5 1 -8 -3 SCARF: 0 -10 -4 3 -4 SEAT: 0 -0 -4 0-4 I SCARF: 0 -10 -4 3 -4 BUTT: 0 -0 -4 \ i0 -4 901 1 -8 -12 71.6\ 1 -9 -5 (4) 2 X 4 HF Stud -2' Default Gable Block: A (4)1-1-52' C OL: 2 -4 -12 71.6\ 901 2 -4 -12 71.6/ Default (2) 2 X 4 HF Stud -3' Default ACTIVITY NUMBER: D09 - 170 DATE: 09 -17 -09 PROJECT NAME: NELSON GARAGE SITE ADDRESS: 13729 45 AV S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: AT . 1 o1Qi ui ding � Division Public Works Comments: TUES /THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued t Documents/routing slip.doc 2- 2H -(12 PLAN REVIEW /ROUTING SUP Approved with Conditions Fire Prevention Structural DETERMINATION OF COMPLETENESS: (T ues., Thurs.) Complete Incomplete • Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Structural Review Required I I No further Review Required 1Y REVIEWER'S INITIALS: DATE: DUE DATE: 09 -22 -09 DUE DATE: 10-20-09 Not Approved (attach comments) DATE: 0,41 Ml o11.21 4 Planning Division Permit Coordinator Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Not Applicable •PERMIT COORD COPY II PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D09 -170 DATE: 08 -19 -09 PROJECT NAME: NELSON GARAGE SITE ADDRESS: 13729 45 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: gull ling ivi io� ` " PGblic Wor s" DETERMINATION OF COMPLETENESS: (Tues., 1hurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 28 02 Structural Review Required AA NIA- 0. v`i Fire Prevention Mid Structural n Incomplete &n A- 8 -- ) -7-19 1 Planning Division Permit Coordinator DUE DATE: 08-20-09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: No further Review Required DATE: Approved Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 09 -1 7-09 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS c N tiM1 t11144 101 P.) 4 N S' A6 S ummary of Revision: Summary of Revision: C?p1,l(E PoL PV -vet Summary of Revision: Received by: Received by: 217 to K, v',' v Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 0 c N tiM1 t11144 101 P.) 4 N S' A6 S ummary of Revision: Summary of Revision: C?p1,l(E PoL PV -vet (. Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 0 c N tiM1 t11144 101 P.) 4 N S' A6 Summary of Revision: Summary of Revision: C?p1,l(E PoL PV -vet (. Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 0 c N tiM1 t11144 101 P.) 4 N S' A6 Summary of Revision: Summary of Revision: C?p1,l(E PoL PV -vet (. Received by: Received by: 217 to K, v',' v REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: S 1•tfiti 7t2N f l- I AN1 c-, PERMIT NO: • ORIGINAL ISSUE DATE: RIEWSICON LOG ease print) ease print) REVISION NO. Summary of Revision: DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS (please print) R ara;%rmA 1..,• (please print) Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: M l l 6 Plan Check/Permit Number: n Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # \ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: 74;z: Y f,e ti'Jik Summary of Revision: d City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /wuw.ci.tukwila.wa.us 172-121 fiv 6 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Created: 8 -13 -2004 REVISION SUBMITTAL 'PM no Phone Number: 7.4. SEP 17 illily 2 -02-0 ct nofT11 MI A PERMITCENTPR Received at the City of Tukwila Permit Center by: j Entered in Permits Plus on 0 . , 41 H \Applications\Forms- Applications On Line\2009 -08 Revision Submittal. doc Name Role Effective Date Expiration Date SAUREY, TOM Cancel Date 01/01/1980 Bond Amount LANGTON, STEVE 4 01/01/1980 100061834 PROLOW, LEE Until Cancelled 01/01/1980 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 American Contractors Indem CO (AMCN) 100061834 01 /27/2009 Until Cancelled $12,000.00 01/29/2009 3 TRAVELERS CASUALTY Et SUR CO OF 0195103129048BCMQ06/26/2002 Until Cancelled 01/30/2009 $12,000.00 06/28/2002 2 TRAVELERS CASUALTY Et SURETY CO 19S103129048BCM 11/30/199806/26 /2002 $6,000.00 1 UNITED PACIFIC INS U2594166 12/04/1997 Until 10/10/1998 $6,000.00 Untitled Page General /Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name TUFF SHED INC UBI No. 601645132 Phone 4252518833 Address 17500 W VALLEY HWY STE 100 Suite /Apt. City State Zip County Business Type Parent Company TUKWILA WA 981885500 KING Corporation Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 ACTIVE TUFFSI*038RZ CONSTRUCTION CONTRACTOR 12/9/1997 7/2/2011 GENERAL UNUSED Business Owner Information O C Bond Information Page 1 of 2 https: // fortress .wa.gov /Ini /bbip /Detai1.aspx 09/02/2009 1' -0" 1270 DOOR 12' -0" 00 C 1' -0" 16' -0" 12 WALL A ELEVATION 3030 WINDOW L 16' -0" 068 DOOR WALL C ELEVATION 1' -0" 1' -0" 3/8" SMARTSIDE 3/8" SMARTSIDE FINISHED GRADE FINISHED GRADE ACCESSORY BUILDING 16'X24'= 384SQFT 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 1 -0" 1 -0" DRAWING INDEX Al - PROJECT NOTES, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS 24' -0" WALL B ELEVATION 24' -0" WALL D ELEVATION CLASS 'A' SHINGLE 1' -0" CLASS 'A' SHINGLE 1' -0" 3/8" SMARTSIDE 3/8" SMARTSIDE SEPARATE PERMIT REQUIRED FOR: plethanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila B UILDING DIVISION PLANNING APPROVED • No changes can be made.to these plans without approval from the Planning Division of DCD Approved By: S• Mcdokerer Date:, e REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. j DESIGN REQUIREMENTS 1. GOVERNING CODES: 2006 IRC OCCUPANCY REQUIREMENTS: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 16' -0" LENGTH: 24' -0" SIDE WALL HEIGHT: 8' -1 1/8" TOTAL HEIGHT: 11' -1 1/8" B. BUILDING LOADS ROOF LIVE LOAD: 25 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, V35: 85 MPH WIND EXPOSURE: B D. SEISMIC DESIGN CATEGORY: D E. SITE CLASS: D F. ROOF PITCH: 4/12 PROJECT NOTES 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 #32/16 MIN UNBLOCKED. C. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. D. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). E. 15 LB. ROOFING FELT. F. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES. G. TRUSSES SHALL BE SPACED @ 24" OC. H. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. I. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICC #ESR 1082. J. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. K. TRUSS MANUFACTURER: TUFF SHED, INC. 4. WOOD FRAMING A. ALL WALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH TH FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI , Fe = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI. B. STUDS SHALL BE SPACED © 16" OC. C. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE, D. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER 2308.9.3. E. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE F. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MAN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE 1804.2. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2' -0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER LIMITATIONS SET BY LOCAL CODES. SECTION 105.5. B. Jon 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, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 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 CDX). 3. MATERIAL EVALUATION REPORT IDENTIFICATION ❑❑ A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICC ES REPORT #ESR -1082. B. DURATEMP SIDING BY ROSEBURG FOREST PRODUCTS IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICC ESR REPORT #ESR -2760. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER NES REPORT #NER -405 D. SMARTSIDE SIDING BY LP CORPORATION PER ICC REPORT #ESR -1301. E. LAMINATED VENEER LUMBER (LVL) PER ICC ES REPORT #ESR -1387. F. HDU PRE - DEFLECTED HOLDOWNS BY SIMPSON PER ICC ES REPORT #ESR -2330. G. SSTB ANCHOR BOLTS BY SIMPSON PER ICC ES REPORT #ER -4935. FILE COPY Permit No.. tog` U 7 D Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field and conditions is acknowledged: B /L, 1/ Date: DZ City Of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED I AUG 3 1 1009 A-T G14- City of Tukwila BUILDING DIVISION I RECEIVED CITY OF TUKWILA AUG 1 9 2009 PERMIT CENTER DO 11-o 0 va MS 49 v) Drawn By: SJ Date: 7/29/09 Checked By: JSA Date: 8/14/09 Revised: Revised: Title: PROJECT NOTES ELEVATIONS Scale: 1/4" = 1' -' 3 3 Sheet: Al Sheet 1 of 1' -0" 1270 DOOR 12' -0" 00 C 1' -0" 16' -0" 12 WALL A ELEVATION 3030 WINDOW L 16' -0" 068 DOOR WALL C ELEVATION 1' -0" 1' -0" 3/8" SMARTSIDE 3/8" SMARTSIDE FINISHED GRADE FINISHED GRADE ACCESSORY BUILDING 16'X24'= 384SQFT 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 1 -0" 1 -0" DRAWING INDEX Al - PROJECT NOTES, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS 24' -0" WALL B ELEVATION 24' -0" WALL D ELEVATION CLASS 'A' SHINGLE 1' -0" CLASS 'A' SHINGLE 1' -0" 3/8" SMARTSIDE 3/8" SMARTSIDE SEPARATE PERMIT REQUIRED FOR: plethanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila B UILDING DIVISION PLANNING APPROVED • No changes can be made.to these plans without approval from the Planning Division of DCD Approved By: S• Mcdokerer Date:, e REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. j DESIGN REQUIREMENTS 1. GOVERNING CODES: 2006 IRC OCCUPANCY REQUIREMENTS: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 16' -0" LENGTH: 24' -0" SIDE WALL HEIGHT: 8' -1 1/8" TOTAL HEIGHT: 11' -1 1/8" B. BUILDING LOADS ROOF LIVE LOAD: 25 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, V35: 85 MPH WIND EXPOSURE: B D. SEISMIC DESIGN CATEGORY: D E. SITE CLASS: D F. ROOF PITCH: 4/12 PROJECT NOTES 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 #32/16 MIN UNBLOCKED. C. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. D. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). E. 15 LB. ROOFING FELT. F. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES. G. TRUSSES SHALL BE SPACED @ 24" OC. H. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. I. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICC #ESR 1082. J. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. K. TRUSS MANUFACTURER: TUFF SHED, INC. 4. WOOD FRAMING A. ALL WALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH TH FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI , Fe = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI. B. STUDS SHALL BE SPACED © 16" OC. C. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE, D. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER 2308.9.3. E. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE F. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MAN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE 1804.2. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2' -0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER LIMITATIONS SET BY LOCAL CODES. SECTION 105.5. B. Jon 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, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 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 CDX). 3. MATERIAL EVALUATION REPORT IDENTIFICATION ❑❑ A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICC ES REPORT #ESR -1082. B. DURATEMP SIDING BY ROSEBURG FOREST PRODUCTS IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICC ESR REPORT #ESR -2760. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER NES REPORT #NER -405 D. SMARTSIDE SIDING BY LP CORPORATION PER ICC REPORT #ESR -1301. E. LAMINATED VENEER LUMBER (LVL) PER ICC ES REPORT #ESR -1387. F. HDU PRE - DEFLECTED HOLDOWNS BY SIMPSON PER ICC ES REPORT #ESR -2330. G. SSTB ANCHOR BOLTS BY SIMPSON PER ICC ES REPORT #ER -4935. FILE COPY Permit No.. tog` U 7 D Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field and conditions is acknowledged: B /L, 1/ Date: DZ City Of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED I AUG 3 1 1009 A-T G14- City of Tukwila BUILDING DIVISION I RECEIVED CITY OF TUKWILA AUG 1 9 2009 PERMIT CENTER DO 11-o NAILING SCHEDULE CHORD ICE NAILING: 8 - 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 DER 16d © 16" OC ALONG EACH EDGE HEADER TO KING STUD 4 -8d TOENAIL OR 4 -16d END NAIL DOUBLE TOP PLATES, 16d @ 16" FACENAIL (LESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2006 IRC TABLE 2304.9.1. UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH VD OF TRUSSES. PROVIDE K4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS. UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: 8d COMMON © 6" OC 8d COMMON © 6" OC 8d COMMON @ 12" OC END WALL SHEAR TRANSFER: SHEATHING AT END WALL LAPS TOP PLATE OF WALL BELOW. PROVIDE EDGE NAILING. REFERENCE END WALL ASSEMBLY /A3. C Zzt SSTB16 SSTB16 16' -0" SEE FOOTING DETAIL CF -1 REFERENCE SECTION 3/A3 FOR ANCHOR BOLT SIZE, SPACING, AND ADDITIONAL REQUIREMENTS. SSTB16 SSTB16 FOUNDATION PLAN 51 197 D SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 16' -0" LONG TOTAL. (2' +2') = 4' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 3" OC FIELD: 8d COMMON @ OC PROVIDE ENGINEERED PORTAL FRAME. EXTEND HEADERS TO CORNERS AND ADD STRAPS AND HOLDOWNS AS SPECIFIED ON DETAIL SHEET A3. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 16' -0" LONG TOTAL. (3.66' +3.66' +2.66) = 10' USED FOR SHEAR. I> NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC PROVIDE SIMPSON HDU2 HOLDOWNS ATTACHED TO END STUDS AND SSTB16 ANCHOR BOLTS. PERFORATED SHEAR WALL DESIGN. FULL LENGTH OF WALL RESISTS OVERTURNING. ONLY FULL HEIGHT WALL SEGMENTS RESIST SHEAR. WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE REFERENCE 2006 IRC TABLE 2305.3.7.2 HOLD -DOWN ANCHORS SHALL BE SET AND POSITIONED IN PLACE BEFORE CALLING FOR FOUNDATION INSPECTION. CALC. SHEAR LOAD (lb/ft) NA 82 2X4 TREATED SOLE PLATETh TYPICAL ALL WALLS (U.N.O.) A C ALLOW. SHEAR LOAD (Ib /ft) NA 123 2' -0" SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 24' -0" LONG TOTAL. 24' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3 -8d/ BLOCK r 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 24' -0" LONG TOTAL. 24' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3 -8d/ BLOCK — HDU2 3' -8" AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. HDU2 3' -0 x 3'-0' WINDOW 3' -0" 16' -0" 12' -0" 12' -0" x 7' -0' POOR "HOLDOWNS SHALL BE RE- TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING." 2315.5.6 * 2X4 WALL FRAMING STUDS © 16" OC 3' -8" FLOOR PLAN HDU2 3' -0' x 6' -8' DOM 3' -0" 2' -0" 2' -8" HDU2 CALC. SHEAR LOAD (lb/ft) 24 24 ALLOW, SHEAR LOAD (lb/ft) 189 150 189 150 PERFORATED SHEAR WALLS WITH UNREINFORCED OPENINGS ARE DESIGNED PER APA PERFORATED SHEAR WALL DESIGN METHOD. FULL LENGTH WALLS WITH OPENINGS ARE USED TO RESIST OVERTURNING. ONLY FULL HEIGHT WALLS MEETING MAXIMUM HEIGHT /LENGTH RATIOS ARE USED FOR SHEAR. PROVIDE ENGINEERED PORTAL FRAME. EXTEND DOUBLE TOP PLATES HEADERS TO CORNERS AND ADD STRAPS AND INTERLOCK AT CORNERS HOLDOWNS AS SPECIFIED ON DETAIL SHEET A3. L�— CATWALK — 3'-0 "HEADER TYP 2 - 2X4 HF #2 OR 2 -1 3/4" X 3 1/2" LVL 16'-0" HEADER 2- 2X12 HF #2 OR w L01 A T01 TRUSSES @ 24" OC V T01 L01 3'-0 "HEADER 2- 2X4 HF #2 OR 2 -1 3/4" X 3 1/2" LVL ROOF FRAMING PLAN J DOUBLED HEADER NAILING: NAIL W/ 16d @ 16" OC ALONG EACH EDGE bO 9 17 REVIEWED FOR CODE COMPLIANCE , APPROVED AU6 3 1 2009 City of Tukwila BUILDING DIVISION CITY � LA AUG 1:9 2009 PERMIT CENTER v a 0 O . a ca O Drawn By: SJ Date: 7/29/09 Checked By: JSA Date: 8/14/09 Revised: Revised: Title: PLANS SHEAR WALL SCHED NAILING SCHEDULE Scale: 1/4" = 1' -0" Sheet: A2 Sheet 2 of 3 NAILING SCHEDULE CHORD ICE NAILING: 8 - 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 DER 16d © 16" OC ALONG EACH EDGE HEADER TO KING STUD 4 -8d TOENAIL OR 4 -16d END NAIL DOUBLE TOP PLATES, 16d @ 16" FACENAIL (LESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2006 IRC TABLE 2304.9.1. UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH VD OF TRUSSES. PROVIDE K4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS. UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: 8d COMMON © 6" OC 8d COMMON © 6" OC 8d COMMON @ 12" OC END WALL SHEAR TRANSFER: SHEATHING AT END WALL LAPS TOP PLATE OF WALL BELOW. PROVIDE EDGE NAILING. REFERENCE END WALL ASSEMBLY /A3. C Zzt SSTB16 SSTB16 16' -0" SEE FOOTING DETAIL CF -1 REFERENCE SECTION 3/A3 FOR ANCHOR BOLT SIZE, SPACING, AND ADDITIONAL REQUIREMENTS. SSTB16 SSTB16 FOUNDATION PLAN 51 197 D SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 16' -0" LONG TOTAL. (2' +2') = 4' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 3" OC FIELD: 8d COMMON @ OC PROVIDE ENGINEERED PORTAL FRAME. EXTEND HEADERS TO CORNERS AND ADD STRAPS AND HOLDOWNS AS SPECIFIED ON DETAIL SHEET A3. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 16' -0" LONG TOTAL. (3.66' +3.66' +2.66) = 10' USED FOR SHEAR. I> NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC PROVIDE SIMPSON HDU2 HOLDOWNS ATTACHED TO END STUDS AND SSTB16 ANCHOR BOLTS. PERFORATED SHEAR WALL DESIGN. FULL LENGTH OF WALL RESISTS OVERTURNING. ONLY FULL HEIGHT WALL SEGMENTS RESIST SHEAR. WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE REFERENCE 2006 IRC TABLE 2305.3.7.2 HOLD -DOWN ANCHORS SHALL BE SET AND POSITIONED IN PLACE BEFORE CALLING FOR FOUNDATION INSPECTION. CALC. SHEAR LOAD (lb/ft) NA 82 2X4 TREATED SOLE PLATETh TYPICAL ALL WALLS (U.N.O.) A C ALLOW. SHEAR LOAD (Ib /ft) NA 123 2' -0" SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 24' -0" LONG TOTAL. 24' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON © 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3 -8d/ BLOCK r 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE. 24' -0" LONG TOTAL. 24' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3 -8d/ BLOCK — HDU2 3' -8" AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. HDU2 3' -0 x 3'-0' WINDOW 3' -0" 16' -0" 12' -0" 12' -0" x 7' -0' POOR "HOLDOWNS SHALL BE RE- TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING." 2315.5.6 * 2X4 WALL FRAMING STUDS © 16" OC 3' -8" FLOOR PLAN HDU2 3' -0' x 6' -8' DOM 3' -0" 2' -0" 2' -8" HDU2 CALC. SHEAR LOAD (lb/ft) 24 24 ALLOW, SHEAR LOAD (lb/ft) 189 150 189 150 PERFORATED SHEAR WALLS WITH UNREINFORCED OPENINGS ARE DESIGNED PER APA PERFORATED SHEAR WALL DESIGN METHOD. FULL LENGTH WALLS WITH OPENINGS ARE USED TO RESIST OVERTURNING. ONLY FULL HEIGHT WALLS MEETING MAXIMUM HEIGHT /LENGTH RATIOS ARE USED FOR SHEAR. PROVIDE ENGINEERED PORTAL FRAME. EXTEND DOUBLE TOP PLATES HEADERS TO CORNERS AND ADD STRAPS AND INTERLOCK AT CORNERS HOLDOWNS AS SPECIFIED ON DETAIL SHEET A3. L�— CATWALK — 3'-0 "HEADER TYP 2 - 2X4 HF #2 OR 2 -1 3/4" X 3 1/2" LVL 16'-0" HEADER 2- 2X12 HF #2 OR w L01 A T01 TRUSSES @ 24" OC V T01 L01 3'-0 "HEADER 2- 2X4 HF #2 OR 2 -1 3/4" X 3 1/2" LVL ROOF FRAMING PLAN J DOUBLED HEADER NAILING: NAIL W/ 16d @ 16" OC ALONG EACH EDGE bO 9 17 REVIEWED FOR CODE COMPLIANCE , APPROVED AU6 3 1 2009 City of Tukwila BUILDING DIVISION CITY � LA AUG 1:9 2009 PERMIT CENTER SEE PROJECT NOTES FOR MATERIALS NAIL TO INTERMEDIATE FRAMING MEMBERS - REFERENCE NAILING 4'x8' CDX SCHEDULE/A2 SHINGLES DIAPHRAGM BOUNDARY TRUSS BLOCKING ROOF SHEATHING 2X4 BLOCK W/ A34 AT EACH END AND 6 -8d COMM NAILS THRU ROOF SHEATHING 2X4 BRACE AT CE 6' OC IL ATTACH LOC WITH (6 )16d COMMON FA NAS AT BK A AT INr` 'A WALL TOP PLATES TRUSS END WALL TRUSS !IL EXTENT OF HEADER FULL WIDTH SHEA 1-111 G ox y,S 1VNO, O h ' r1 `fi rt ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS NA LS PER SHEAR WALL SCHEDULE.LATE WITH FULL WIDTH SHEATHING 7 . '..•�.`', TRIM �`. 111W FASTEN SHEATHING TO HEADER WITH 8d COMMONOR GALVINIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN & 3 o.c. IN ALL FRAMING (STUDS, BLOCKING St SILLS) TYP. 3/8" MIN. THICKNESS WOOD STRUTURAL PANEL SHEATHING SIMPSON HDU HOLDOWN ANCHOR INSTALL PER MFR. SPECIFICATIONS (E MIN. 4200 LB TIE -DOWN DEVICE (EMBEDDED INTO CONCRETE & NAILED INTO FRAMING. =�,. iiiii 1 , SIMPSON H2.5 PLATE ON pb • ` 0 O • MIN. 3"x11.25" NET HEADER PANEL EDGE IS NOT SUPPORTED BY BLOCKING - I RIP EDGE \ UNLESS NOTED. \ RAFTER AND OR TRUSSES. REFERENCE NAILING SIDING SCHEDULE /A2 6 ROOFING SHEATHING NAILING DTL 2X4 FULL LENGTH OF BUILDING @ 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 � _ INSIDE AT EACH TRUSS TOE NAIL AS REQUIRED SIDING NOT SHOWN FOR CLARITY STUDS .. : : .. .. �-, .. - .. .. .. . . . . BOTH SIDES H2.5 RANCH GARAGE TRUSS ATTACHMENT THIS DETAIL IS PROVIDED IN LIEU OF A RIGID CEILING SYSTEM END WALL BRACE and TRUSS BOTTOM CHORD BRACE 1000 LB STRAP OPPOSITE SHEATHING SIMPSON LSTA21 OR EQ. FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16d SINKER NAILS ®3" o.c. TYP. 6' -0" TO 18' -0" Q DETAIL WITH BOTTOM CHORD 8 NOT TO SCALE a �/ I� j TOP PLATES CRIPPLES (AS REQ.) � SPACER (IF REQ.) DOUBLED HEADER STUD TRIMMER SOLE PLATE �/ I�� ,� a % TOP PLATES CRIPPLES (IF REQ.) SPACER (IF REQ.) DOUBLED HEADER STUD DOUBLE TRIMMERS SOLE PLATE 1 �1 GABLE TRUSS GABLE TRUSS BOTTOM CORD NAIL SHEATHING PER NAILING SCHEDULE NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ' Nora I McGINNIS & ASSOCIATES I � CONSULTING ENGINEERS, INC. 1110 WESTMARK DRIVE SAINT LOUIS, MISSOURI 63131 PHONE: (314) 469 -6460 #17286 JJ11 / ' 'Jl - r /Jr��l _I 1 ° o.c. NM ON WALL ., U f /� 1 : :: ,. -_ ADD'L STUDS (SPA. ® 16 ®24" WIDE WALL TYP. ( ) OR GREATER FOR OPENINGS UP TO 5' -11 1/2" UNLESS OTHERWISE NOTED FOR OPENINGS 6' -0" AND WIDER UNLESS OTHERWISE NOTED I BOTTOM EDGE OF TOP SHEATHING PANEL NAIL TO PLATE 2 �' � • J Jf� r � r � i MIN. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 24" FOR USE IN THE FIRST OF TWO STORY STRUCTURES � MIN. 2 x4 _ `; FASTEN END TRUSS- • @f — � l f T 0 PLATE ASSEMBLY TO LOWER TOP PLATE W/ 2- 16d @16 O.C. � � � NAILING: HEADER TO STUD - 4 -8d TOENAIL OR 4 -16d END NAIL DOUBLED HEADER -16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL © /j / PO No. 590728 Inv No. 439728 Customer: JEFF NELSON Description: ACCESSORY BUILDING WALL STUDS SECTION FOR PANEL SPLICE (WHEN REQIURED) 9 ENDWALL ASSEMBLY DETAIL RAMIN HEIGHT. ONE ROW OF TYP. OCCUR SHEATHING TO OF G NAILING IS REQUIRED ® EA. EDGE. NOT TO SCALE BOUNDARY STUDS AS NOTED IN SHEAR WALL SCHEDULE. . ... . . . USE(2)2XOR(1)3XOR GREATER STUD. 011„,..iel - SDS1 /4X3 SCREWS 4 - ::DOWN � I TREATED SILL PLATE ' • DRAWINGS ARE FOR A BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS ° • • ,d°° • • . • .. ° p ° ° HOLDOWN ANCHOR BOLT PER MFR. TYPICAL ANCHOR BOLT PER CODE REVIEWED FOR p C COMPLIA � O U B LE PORTAL APPROVED SSTB ANCHOR '.° ° • :° b ° • FOUNDATION 4 • : • •: NAILING SSTB & HDU INSTALLATION N.T.S. AUG 3 1 NO9 City ofTukwila BUILDING DIVISION NOT TO SCALE 3/4" = 1' -0" or 1/16 scale a 1 3 /4" U FINISH � UNHtAI tU VAMUL W.-AUL END RAFTER A "' *101 —/ 2x4 @ 16" O ANCHOR BOLT & ROOF SHEATHING + — - 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 HOEDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING age Buildings & Garages TUFF SHED, INC. 17500 W VALLEY HWY • SILL P.T. PL ATE PER NOTES BELOW STRUCTURAL TRUSS ► 2X4 LADDER FRAME X - X #4 CONTINUOUS p ce TOP &BOTTOM ATTACH 15/32" CDX PLYWOOD SHEATHING TO TRUSSES PER NAILING SCHEDULE. z.,, GRADE a CONCRETE FLOG - _ I M , . ° • 4H . REFERENCE TABLE 2306.3.1. ? T rif ' ' i L / /` \/ STANDARD GABLE TOP PLATE 12 - 7, , // ° • ° / / �\% \\ �\ /\ /i �\ WWF PER NOTES BELOW ° � N- . , . 4 °. • _. n � 1 -0 1'-0" THICKENED SLAB v _ X ci U o. � � RS a V a O rn MIN. in WALL STUD SECTION AT RIDGE • _ c° ' 1 MONOLITHIC FOUNDATION Drawn By SJ _ - TRUSSES @ 24" O.C. _ 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. __ . � s STRUCTURAL TRUSS � \ Date: 7/29/09 C B JSA Y _ - - - — - - CONTINUOUS FOOTING NOTES 1. TOP OF SLAB TO BE 6 MIN, ABOVE GRADE. SLAB REINFORCEMENT SHALL W BE WF 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 1500 PSF AT 12" BELOW GRADE. 4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, Pc = 2500 PSI. . : , R GRADE 60. ALL REINFORCING Date: 8/14/09 Revised: Revised: I CEILING AND WALLS SHALL - BE LEFT UNFINISHED - 2x4 STUDS 16" O.C. @ — - 4" CONCRETE SLAB - 2X4 LADDER FRAME STANDARD GABLE , J4■ W BLOCKING ` / r / I' / / ` ; � ,�' Ii \. l ■ e ■ or/ I / Title: SECTIONS DETAILS _ Scale: NONE • • t I • . 4 • . • ' ° C 111 �� E � R AUG 1' ` T— ' ��' •� " � • " a • • ' ' om ' • STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER. A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING LONG'L' BOLTS WITH NUTS AND 3 "X3 "X1/4" PLATE WASHERS. B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE Sheet: 3 Sheet 3 of 3 .,- ' - • ° .e • • I • •a • 4 16'-0" �» „" PERMITCENTER I i END RAFTER CANTILEVERED LADDER SHEAR TRANSFER DETAIL AND SHALL BE SPACED NOT MORE THAN 6' OC. C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH I BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF EACH PIECE. CF -1 FOUNDATION DETAIL BUILDING SECTION ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS. 4 FRAME OVERHANG DETAIL 0 3/4" = 1' - 0" © 3/8" = 1' - 0" WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. -0" 3/4" = 1' or 1/16 scale IRC