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HomeMy WebLinkAboutPermit D12-191 - WHITLEY RESIDENCE - REROOFWHITLEY RESIDENCE 1171140 AV S D12 -191 City otkukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1 -3670 Inspection Request Line: 206 -431 -2451 Web site: http: / /www.TukwilaWA.uov Parcel No.: 7340600247 Address: 11711 40 AV S TUKW Suite No: Project Name: WHITLEY RESIDENCE DEVELOPMENT PERMIT Permit Number: D12 -191 Issue Date: 07/23/2012 Permit Expires On: 01/19/2013 Owner: Name: WHITLEY D KIRK Address: 11711 40TH AVE S , SEATTLE WA 98168 Contact Person: Name: MICHAEL TRACEY Address: PMB #220, 1402 LAKE TAPPS PY E STE 104 , AUBURN WA 98092 Contractor: Name: WILLIS HOMES INC Address: 9409 205 AV E , BONNEY LAKE WA 98391 Contractor License No: WILLIHI892NR Lender: Name: Address: Phone: 253 - 370 -5008 Phone: 253 - 370 -5008 Expiration Date: 08/19/2013 DESCRIPTION OF WORK: CONSTRUCT 528 SQ FT TRUSSED ROOF IN PLACE OF EXISTING 550 SQ FT SHED ROOF CARPORT AND INSTALL NEW ROOF OVER EXISTING SHED Value of Construction: $6,150.00 Fees Collected: $591.47 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: 0026 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D12 -191 • Printed: 07 -23 -2012 • • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: -7- -)-3 -- f L I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: E' G ( - Date: This permit shall become null and void if the work is not commend within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. doc: IBC -7/10 D12 -191 Printed: 07 -23 -2012 7: Notify the City of Tukwila Building Divisio for to placing any concrete. This procedure addition to any requirements for special inspection. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 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 plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 12: 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: IBC -7/10 D12 -191 Printed: 07 -23 -2012 CITY OF TUK44 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov Building Pell No. b\ I Project No. Date Application Accepted: (Q Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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 I f 11 1' Site Address: II "III ' t Tenant Name: A-U¢ SouV King Co Assessor's Tax No.: 17/06Z- b 33 Z Suite Number: PROPERTY OWNER �A Name: JS/ p l< 9�- ///i�4/L1/ AM 1't 2 y Address: //7)/ ivo 11) City: / uK 0/ bi State :64 , Zip: CONTACT PERSON — person receiving all project communication Name: AA I C/M -t=�- �A"� Addr !'rql�" Z?O /'c/I0z A*, 779PP5 PKw y. E *%N City: iKrL 1 State: )4. Zip:T Phone: L,2 � ,570_ Fax: Email:.%i'l. OIL-L-15 Z7140 441045T. AJer GENERAL CONTRACTOR INFORMATION Company Name: i A 1 L,l_.) S) M 1 25 1� fie,.. Address: ?mp 2 o i qa tK. P163y„ki l 4 City: p . U State: W Zip9 30,12 Phon i, 5.70 _ 500gx: Contr Reg m t} 1 Zit) A Exp Date: 0 Tukwila Business License No.: H:Wpplications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Floor: New Tenant: ❑ Yes .. No ARCHITECT OF RECORD Name: Address: Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: . ENGINEER OF RECORD Name: Address: Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: . LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: \\-0J-1 Page 1 of 4 BUILDING PERMIT INFORMATIO — 206 - 431 -3670 •-- 00 Valuation of Project (contractor's bid price): $ ( /' 6 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): 0 & ,STYL.0 c.. r 6—Z -ra 455e j /ti /ace EX PST—IAJG. PST—IA) YSb 4 6A dc, X'oa -rn C'.a a27- - U Ajetz) aka &o eiy gx tS'TiAJc- 7/ca/ Will there be new rack storage? ❑ ....Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: ' 464/A A? ,tk w Root' 5-fscu crti(e octet .exr57-- i 5T/2„u c7-u y-e_ Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: / ❑ Sprinklers ❑ Automatic Fire Alarm y] None ❑ Other s eci (P fY) Will there be storage or use of flammable, combustible or hazardous materials in the building? - ❑ Yes S., 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. H:Wpplications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12,docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lat Floor ¢3,., 10042_ A-4,4b LA 2 "d Floor 3rd Floor Floors thru Basement Accessory Structure* ,, 16( Ai A4 >K 44,..l Attached Garage Detached Garage Attached Carport 550 5Z Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: ' 464/A A? ,tk w Root' 5-fscu crti(e octet .exr57-- i 5T/2„u c7-u y-e_ Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: / ❑ Sprinklers ❑ Automatic Fire Alarm y] None ❑ Other s eci (P fY) Will there be storage or use of flammable, combustible or hazardous materials in the building? - ❑ Yes S., 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. H:Wpplications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12,docx Revised: February 2012 bh Page 2 of 4 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 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER Re AU ��ii-IIORIZED AGENT: Signature: �� ;97 Date: 40/6 /70/ Z, Print Name: Day Telephone: 263 370 — S, ) Mailing Address: Piri Z7O !ASPS P<Wy ' /pe/ ,4,' ,w 4)4, 9'8401' Z City State Zip H:Wpplications\Forms- Applications On Line\2012 Applications\Fermit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 4 of 4 PUBLIC WORKS PERMIT INFATION — 206 - 433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District # 125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑ ...Valley View ❑ ...Sewer Availability Provided ❑... Highline 0... Renton O ... Renton El... Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑...Insurance ❑... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - No Disturbance ❑ .. Construction/Excavation /Fill - Right -of -way ❑ Non Right -of -way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ ... Geotechnical Report O ... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0... Right -of -way Use - Profit for less than 72 hours 0... Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage ❑ .. Sanitary Side Sewer 0... Abandon Septic Tank 0... Grease Interceptor ❑ .. Cap or Remove Utilities 0... Curb Cut ❑... Channelization ❑ .. Frontage Improvements ❑... Pavement Cut 0... Trench Excavation ❑ .. Traffic Control 0... Looped Fire Line 0... Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) WO # ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Water Only Meter Size I, WO # ❑ .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public ❑ Private ❑ ❑ .. Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 3 of 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.Qov Parcel No.: 7340600247 Address: 11711 40 AV S TUKW Suite No: Applicant: WHITLEY RESIDENCE RECEIPT Permit Number: D12 -191 Status: APPROVED Applied Date: 06/06/2012 Issue Date: Receipt No.: R12 -02178 Initials: User ID: Payee: WER 1655 Payment Amount: $447.50 Payment Date: 07/23/2012 09:27 AM Balance: $0.00 WILLIS HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1117 447.50 RD Pmts Re -Dist OP .00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PLAN CHECK - NONRES PLAN CHECK - RES STATE BUILDING SURCHARGE 000.322.100 000.345.830 000.345.830 640.237.114 Total: $447.50 443.00 - 143.97 143.97 4.50 doc: Receipt-06 Printed: 07 -23 -2012 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 7340600247 Address: 11711 40 AV S TUKW Suite No: Applicant: WHITLEY RESIDENCE RECEIPT Permit Number: D12 -191 Status: PENDING Applied Date: 06/06/2012 Issue Date: Receipt No.: R12 -01795 Initials: User ID: WER 1655 Payment Amount: $143.97 Payment Date: 06/06/2012 01:09 PM Balance: $447.50 Payee: WILLIS HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1111 143.97 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 143.97 Total: $143.97 doc: Receiot -06 Printed: 06 -06 -2012 INSPECTION RECORD Retain a copy with permit INSPECTION1NO. PERMIT NO�, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R . 1206) 431-367 Permit Inspection Request Line (206)431 -2451 Project': % ‘ X , (04( i k / (/v_ Type of Inspgction: �" , iJ v • ' .;:1 ? Address: ? f fn f1 11 40 . -L'-E Date ailed: ' Special Instructions: Date Wanted. . �.- l� ce - l '',,.a.m:. _, p.m. . Requester: - Er/Approved per applicable codes. COMMENTS: E3Corrections required prior-to approval , )1.-- .1. ' A (r_ 4 k' n ?flu rr: t � A ilk (.eoAl- a � (\N4 AA S•10 A,,c, Inspect r: 1 !1 Date: n REINSPECTION FEE REQUIRED. Prior to next inspection fee must paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule,reinspection. INSPECTION RECORD Retain a copy with permit' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr ect: ,T- Type of 1 sp cton: s Add 1 I ( h- ‘. t AVE-- Date Called: Special Instructions: '' Date Wanted: .- - L-77rr .___(ap.m . Requester: C Ph- e :.,_ -31-10- S 0 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( ?/Jr`t 17 L C.--___ ('1L -r 0 i ■ 6 a Ds SL S'I'TC J ''ii i . O\ — (Q , !\S 00, .Sol, I ` c .QS S 1 Inspector: Dated / 1 +"� n REINSPECTION FEE REQUIRED,,4 for to next inspection. fee must be paid at 6300 Southcenter Blvd.:(Sfiite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -367 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: u1 ) s.ea iztS:let&G Type of Inspection: a i.oaF S# f i" 44eq Address: }--� V1 ( ( 4 V -Au - Date Called: Special Instructions: / / Date Want m . % — Z... —f Z p.m Requester: Phone No: _ Z 3 0 ` i-0 Qr 2.53 Approved per applicable codes. ElCorrections required prior to approval. ) COMMENTS: r)-1'\ r iii% Inspector.' Date? n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with, permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: � kt /� -c () _ Type of Ipns0pection: 5'fl �&1 Addieis1 11 6 Date Call t ,,A.c. Special Instructions: Date Wante : -2--11 --1 C ar`Z P.m. Requester: Phone No: --c" iv ®Qr ZS3 Approved per applicable codes. Corrections required prio o approva COMMENTS: 1 :.::. I - (?QM. ,lL..sruP vJbr t Mic-_ _ke_ `�, < ri4 k. ctrl aTu re l f -- A- 19 n I ,n�":u A4 1 e :, Al ��O 1--4()T-61- h C f's a K--e. "1Th f 0 L4 r 1.� n t.� A/ :7 U &A. e r e (0 /Kr g,. r S1iAi 10` Dater r 2,"4— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. nic) 6362-v, ri-f1k')071 wad i • • inu 122 ff W Q W Zi ;••••,,, • .4444xtr4r.tE:;14,14,•;:;1-4;• PERMIT CENTER • PERMIT CENTER LL! am-ObatAitp..5 iS:14:.nricii1 14' f2T°!flOkit,s11' • 5'-0" F-0" Et tr-0" x 7-4" CO 41-4" N, 21-61'2; z 117-47) ••••••• 8.-0"x 7-4'C0 • , 0 1\.) .0 03,.8 ,9 x.0,9 CA) 334 0" 40,-0" r —...... rs.) :... • 7,1 • . 3.-0" x 6'4i" • 4'-0" • • 2'-2" REVIEWEIYOR CODE COMPLIANCE APPROVED JUL 1 7 2012 City of T 113VILDING uk"a DIVISION RECEIVED PERMIT CENTER )31'. 4 r4u 11 c. - 1\3: 5'-5" co: RidgeHt=6'-2" r -,<••- t •/I • REVIEWED FOR CODE COMPLIANCE APPROVED 1UL 1'7 2012 City of TaWila BUILDING DIVISION oak-,1=-1H9613.1:6, -4`.•=f/tr247C-72-","•--' • ••- • 1,••••• • • • • b. 31r-733'404r / 6 12 3 X CO .t -S=11466PPY CCt 1. .01-Z=1HatPlY' 40'43". Zt g ••71 '`.7...--"--. t '“ :: •.-- v,j---'1 , .• ,•-•,' , , ‘1 / ,,.i : , . RECEIVED JUN 06 2012 PERMIT CENTER i . . • REVIE1NED FOR CODE COMPLIANCE APPROVED JUL 1 7 2012 City of Tulcwila BUILDING DIVISION RECEIVED JUN 06 2012 PERMIT CENTER /rt t„.,‘ r . REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2012 City of Tukwila BUILDING DIVISION RECEIVED JUN 06 2012 PERMIT CENTER • •. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2012 City of Tukwila BUILDING DIVISION e ALE A I 4 ‘3Q,tE 1/ RECEIVED JUN 06 2012 PERMIT CENTER irp9tc. . REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 7 2012 City of Tukwila BUILDING DIVISION RECEIVED JUN 06 2012 PERMIT CENTER ?-) /ye 6.4 F v,, Lio-2- 12, Prekt., \ q RA-FT62- c.;.zit' ft 05-e. ELNA'12 010 - c OL Rod ..;„„ „•• MIL. • -borz_ E. k LiLi 1 , V71 ? FE---(4-vv\ • In t-)) -BEAM ;1:)Cr-r< -rleernt1 1 17,A-LH- ri-G12-.. f • -C IC)yuAliY\ ---Jezbayve IN-t_r- 1/4" ' REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2012 City of Tukwila BUILDING DIVISION IskoXiw kct 1 CORRECTION LTR# RECEIVED jui. 1 02012 PERMIT CENTER i : - 11711 4-zDT4va-Sc Oy3 lam$ cs -\ S rk, t C - t_SC_cs `1 --d S 1 4 t_ tZ tom, T- I .cp - _6 ..4-7k x xis mac = zZ_3PS N4.4, — \l = F X C. 'S X\A-1')A `6.- i PJ w 'ti D 1) ) i ,d FILE COPY Cvi.1.1 E-1--1 JC - 1- 4.7■ -.t o 1LS 71-1 ZE7P1144 e� �- \o� S s t ` NN t` -L(_ r i 1`V = ZZ ( (.z2 3� = l 4 "� t f" 2 t5''31:4, (Z2 )42Z4x1OQS1 g1Z OL33 P.-- C k-17: z+ REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2012 City of Tukwila NG DIVISION \6h ri eo■ ous c TOP P ,PST.° - 3 Zoo/ = (.4.0 CORRECTION p,- 7 Lw 3 7-0 c -t-- D o o-t. s er. %-1/2. LT R# 0 1 - c ,rte az X02' lt,oc/ = 8�. A�� 3 0 L \ c-_ Z.LI -5 12p. ►J P A L.) a-L LT-A, s ,tsi � ► i--�1 L/12 t42 8. Q1/4. c - 3 Zvi %r t X 2 V4-11 t..) L._ 5 4- iic) 14-cc 8co 2 1b�% z: 2 .72a RECEIVED JUL 10 2012 T CENTER R. 30 HORN ASSOCIATES KENT, WA 98064 -5102 EPHONE/FAX (253) 631 -5353 I) )2' 64- \ LL t pc, 'C L (C 01∎D � ) oL-0 P01-013 — Seismic Design: Fa = 1.0 • Fv =.1.5 Per 2009 IBC and ASCE 7 -05, Sect.. 12.14 Simplified Alternative Structural Design Soil Site Class D Occupancy Category 1, a 1.0 Ss= 1.5 S1 = 0.5 Sml = Fv x S1 = 1.5 x 0.5 = 0.75g Sds= 2/3 x Fax Ss= 2/3 x 1.0 x 1.5 = 1.0g Sd.1= 2/3 x Sm1 = 2/3 x 0.75 = 0.5g From Table .11.6 -1, Seismic Design Category D 'V-= '(FxSdsx VV) !R. l,0 V =Sj..21.0xWj /6.5 V= 0.1.546-xW • 1`5-34r2) W = Dead Load R = Response Modification Factor R = 6.5 for light frame walls with wood shearwalls �F = 1.0 for 1 story F = 1.1 for 2 story F =1.2 for 3 story Lateral Analysis Wind Design: Per 2009IBC and ASCE 7-05, Sect. 6.4 Method 1 Simplified Procedure Wind Speed = 85 MPH Exposure C From Figure 6-2 This factor varies on mean height and exposure category H = 30' or Tess H = 35' or less H = 40' or less Height and Exposure Factor = 1.4 Height and Exposure Factor = 1.45 Height and Exposure Factor = 1.49 CO `�_ ( Horizontal Wind Loads: From Figure 6-2 These Toads vary based on wind speed, roof slope and height and exposure factor. These are the maximum values for any roof slope. Ps. = HEF x Kzt x I x Ps30 Zone A= 1.4x'1.0x1.0x15.9= 22.3PSF -— Zone B= 1.4x1..Ox1.0x8.8= 12.3PSF Zone C= 1.4x1.0x1.0 x10.6= 14.8PSF Zone D = 1.4 x 1.0 x 1.0 x 7.0 = 9.8 PSF For Horizontal Design Loads, use the maximum Toad of 22.3 PSF in all zones and directions. L n1T111- Z �v /ILL 1 -4oUSC wa lL. - 4 L33 w a Z x 3�Z TO. Ll nu5� R. HORN ASSOCIATES KENT, WA 98064 -5102 E P O N E/FAX (253) 631 -5353 30r LI- 0 Z1.;1 4 Lo Go _131 x2��('NL\IL .5 4 S Dw 2T1AD \C) 3(4,4 R. HORN ASSOCIATES —P62-7 -E) 65.5 C 1/;.c AZ.IL - o2.. �-- 4xL, LA Ea J 25954 130TH PLACE S.E. P.O. BOX 5102 KENT, WA 98064 -5102 PHONE/FAX (253) 631 -5353 N a r�:ee r ' -10" i 2` -91' s .9 4 • 4C1.4 41'4•Pf 6 — io'-r El ' 14' 45" 11 fl! • ---12-44 40 -- ti 8 12 f" t, 12'41" theTRUSSco. & BUILDING SUPPLY INC. P.O. Box 1770 Sumner, WA 98390 (253) 863-5555 Fax: (253) 891 -1168 f �t� L J f � ♦rj ' Production List SCHEDULED DELIVERY DATE 04/11/12 Page: 1 DATE: 04/04/12 ORDER # 99218 QUOTE # CUSTOMER PO # SALES REP 1112211A 61146 Mike Poorman TRM WOOD PRODUCTS CO INC P. O. BOX 627 26656 Maple Valley Hwy BLACK DIAMOND, WA 98010 (425) 432 -1222 JOB NAME:WILLIS HOMES MODEL: 22' - 6/12 LOT # SIDE : SODIE/WILLIS HOMES 11711 40TH AVE S TUKWILA, DELIVERY INSTRUCTIONS: SPECIAL INSTRUCTIONS pr. r • — BY DATE QUOTE KR 01/11/12 LAYOUT / / ENGN. KR 04/04/12 ITEMS I QTY 12 ITEM TYPE DESCRIPTION LENGTH FT -IN -16 NOTES Blocks 2 X 4 Solid 12 Blocks 2 X 4 Vented 4 -hole ROOF TRUSSES PROFILE TYPE ID QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB I HEIGHT i PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT ! .ii1 lI11ih GABLE Al 1 22 -00 -00 22 -00 -00 6.00 0.00 2 X 4 2 X 4 02 -00 -00 02 -00 -00 06 -09 -15 149.5Ibs 149.5 lbs. each Al -> Notch T/C @ 4' -0" o.c. FINK A2 12 22 -00 -00 22 -00 -00 6.00 0.00 2 X 4 2 X 4 02 -00 -00 02 -00 -00 06 -09 -15 984.8 lbs 82.0 lbs. each File: F:\MITEK\JOBS \99218\A1.TRE TRUSSES: 13 ALL PRODUCTS: 37 PIECES: 126 04/04/12 WEIGHT: 1,134 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 17 2012 City of Tukwila BUILDING DIVISION Loading: 25 — 8 — 0 — 7 b11-,1611 F: MITEKUOBS199218W1 .TRE Max. Height: 6.8 RECEIVED JUN 06 2012 PERMIT CENTER PAGE 1 theTRUSSco. INC. PO BOX 1770 Sumner, WA 98390 (253) 863 -5555 / (253) 891 -1168 fax DELIVERY TERMS 1. Trucks leaving the street for delivery to; ground, foundation or building plate line (in bundles) is at TheTrussCo's option and driver assessment. We will professionally assess site for obstructions (i.e. landscaping, power lines, lumber drops, mud, etc) which cause us the inability to get trusses to the most convenient spot. Truss delivery to plate -line is not guaranteed. 2. TheTrussCo is not responsible for clearing access to job -site due to lumber drops, etc. 3. Pushing or pulling delivery vehicle in or out of building site for access is prohibited. 4. Delivery is limited to the extent of our delivery equipment and boom capabilities. 5. TheTrussCo policy is to follow all state and federal regulations (i.e. using taglines when required, hard -hats worn at job- sites, etc.). 6. TheTrussCo will not drive on concrete driveways and /or sidewalks if our driver feels we could cause damage. 7. TheTrussCo is not responsible for customers framing 8. Owner /Contractor agrees to abide by all truss engineering specifications, truss placement diagrams and supplied installation and detail sheets. RELEASE AND INDEMNITY AGREEMENT I have read the above terms and agree to abide by them. The Undersigned acting individually and on behalf of his /her principal and any employee, agent, officer and contractor of the principal, hereby agrees to release and indemnify, defend and hold TheTrussCo and its employees, agents, officers, and directors harmless from any claim, liability, charge, action, or damages including, but not limited to, attorney fees and costs, for personal injury or property damage arising from or related to the operation or use of TheTrussCo equipment or the acts or omissions of TheTrussCo personnel in, on or about the premises and any improvements there on located at. The consideration for the indemnity is the use of TheTrussCo equipment and /or personnel pursuant to the request and for the benefit of the undersigned and/or his/her principal and the owner of the above - described premises. Dated: Owner /Contractor: 10d TOE NAIL EACH SIDE (TYP.) ROOF RAFTER M'.) 2' -3' MAX. 2x6 RIDGE BOARD ROOF SHEATHING (CONTRACTOR TO PROVIDE 1' Dla. HOLES IN PLYWOOD SHEATHING FOR ROOF VENTING) 2x VAL1EY SLEEPER (CONTINUOUS) w/ 2 -1Od 0 EACH TRUSS BELO OOF TRUSS 10d TOE NAIL EACH SIDE (TYP.) HOLD SHEATHING BACK TO ALLOW FOR RIDGE VENT 4' -3' MAX_ (iYP.) 2x4 RAFTER O 24'o.c. w/ 2 -10d EA. END 10d TOE NAIL EACH SIDE (TYP 4' -3' MAX. (TYP.) RIDGE BOARD 2x4 POST SPREADER CONTINUOUS (TYP.) 0 TYPICAL OVERFRAMING DETAIL 2x4 RAFTER POST 6' -0' LONG MAX. w /N0 BRACE (TYP.) USE POST BRACE SAME AS RIDGE POST WHEN POST LENGTH OVER 6' -0' RIDGE POST fl ROOF SHEATHING �j (CONTRACTOR TO PROVIDE 1' Dia. HOLES IN PLYWOOD SHEATHING FOR ROOF VENTING) ROOF TRUSSES 0 24'o.c. POST (TO BEAR ON SHEATHING OVER TRUSS) 3 -10d 0 SPREADER TO POST SPREADER O POST (TO BEAR ON SHEATHING OVER TRUSS) 3 10d ROOF SHEATHING TRUSS TOP CHORD JANUARY,1, 2009 Standard Gable End Detail SHEET 2 nE1 ® MiTek Industries, Chesterfield, MO ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE (SEE SECTION A -A) MiTek Industries Inc. ,Roof Sheathing 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED., TO BLOCKING WITH (5) - 10d COMMONS. R IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS Diag. Brace at 1/3 points if needed NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS Page 2 of 2 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN) End Wall PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3 °) NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131' X 3 ") NAILS SPACED 6° O.C. (2X 4 STUDS MINIMUM) SCAB ALONG VERTICAL MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL GABLE TRUSS STRUCTURAL GABLE TRUSS INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE : THIS DETAIL IS TO BE USED ONLY FOR SED HERE. STUDS ARE NOT ADDRESTRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED S STANDARD GABLE TRUSS / JANUARY 1, 2009 Standard Gable End Detail ST -GE90 -001.: I I ❑Q MiTek Industries, Inc. DIAGONAL BRACE 4' -0" 0.C. MAX Typical _x4 L -Brace Nailed To 2x Verticals W /10d Nails, 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS iliiSHOWN ARE FOR ILLUSTRATION ONLY. ,Y © * - Diagonal Bracing Refer to Section A -A NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4' -0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 12 Varies to Common Truss MiTek Industries, Chesterfield, MO Page laof 2 Vertical Stud (4) - 16d Common Wire Nails (2) - 10d Common Wire Nails into 2x6 SECTION A -A 2x4 Stud DIAGONAL BRACE 16d Common Wire Nails Spaced 6" o.c. 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals w/(4) -10d Common Nails SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA lIhIIb.. 3x4 = ** - L- Bracing Refer to Section B -B 24" Max PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathin Diag. Brace at 1/3 point if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SPF Std /Stud 12" O.C. 5 -1 -15 6 -1 -13 8 -8 -7 10 -3 -13 15 -5 -12 2x4 SPF Std /Stud 16" O.C. 4 -8 -4 5 -3 -15 7 -6 -7 9 -4 -8 14 -0 -12 2x4 SPF Std /Stud 24" O.C. 4 -1 -2 4-4 -3 6 -1 -13 8 -2 -5 12 -3 -7 Diagonal braces over 6' -3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12' -6" require 2x4 I- braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED .90 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 DURATION OF LOAD INCREASE : 1.60 (2) - 10d NAILS /Trus" -S @ 24" o.c. 2 6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. End Wall STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. HORIZONTAL BRACE (SEE SECTION A -A) theTRUSSCO. &BUILDING SUPPLY INC. DS -13 HIP TRUSS TOP .CHORD DETAIL UTILIZING JACK TOP CHORD ATTACHMENT 0 FRAMING PLAN 2 -700 COMMON TOE -NAILS EACH JACK TC/TRUSS INTERSECTION. ONE EACH SIDE OF JACK TC. JACK ' SPAN OF JACK I 2-0.0 1 2-0-0 1 2-0.0 1 PARTIAL SECTION A THIS ATTACHMENT DETAIL SATISFIES TOP CHORD BRACING REQUIREMENTS FOR ' IP TRUSSES INDICATING PURLIN BRACING @ 24" OR GREATER SPACING. theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER. WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website. www.lhetrussco.com \ HIP C HIP C SETBACK � 2x4 ON FLAT HIP B J HIP B SETBACK / HIP A HIP A SETBACK 1 HIP GIRDER HIP GIRDER SETBACK z M W X W !U- 3 a 0 w z O N W X W U-- 3 a 0 w w z O m W X W U- 3 a W W w W' N .3 a O N ''W W H 3 a 0 z O O y W es- 3 Z w \� N. . `\ ''' 0 0 z w w FRAMING PLAN 2 -700 COMMON TOE -NAILS EACH JACK TC/TRUSS INTERSECTION. ONE EACH SIDE OF JACK TC. JACK ' SPAN OF JACK I 2-0.0 1 2-0-0 1 2-0.0 1 PARTIAL SECTION A THIS ATTACHMENT DETAIL SATISFIES TOP CHORD BRACING REQUIREMENTS FOR ' IP TRUSSES INDICATING PURLIN BRACING @ 24" OR GREATER SPACING. theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER. WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website. www.lhetrussco.com a E °� - 0 0 0 0� > v . • �E m o rn c a o0 >• Olm CN c o E • 0- m.iii o m O C m 0_ 0 O E °- .0 3 0 `o^ °'o a0 O Oa C-0 0 ° o a C—_. a 2 .i,--5 m 3a) L>- ° a) a) °� 00 o— O.. 0 0 — a) C ?� U c a) • Nm '^o oa C a3a_ aQ u °o N+ n _C>. 0- 2 0- N_, a)` PZ O > oQ 'ay a a --c2 a)— DO N« U 3 ao T3o >. 0NQ �3 «y am = p)a —� . — oo>, =a 0E Na. �— o— _°'� 2&Z)E rn qua 0 Eo - 0 O °� ma N�0 0 LTa) mo Ti 0C U .D— a= o ova QP a o 3 � to `oo�' o cmm '^c m�. T_`0 Q� 0j< /3 21-3 V Um O. a)y a1 Nm N o� a! a) a) Em EE �v m O .. "- O o° v0 om5 Do° �o _cm $�' O C O E 01 a) ac U> O O m o +- o 0Y p)E E 0 a= ma) N C :2-5 0 a o 0 > 0 >— O 0— 0 m= N -0 1) 00 oo— 0. 0 mo 'EP c.m — Qo z Sao U moo aE n« �0 • v LL. 0 N r) v O n a0 0 0 N U C ao C 0 p 0 0 C P 0 0 c O O o a) p U o • -0 U 00 2 o w. N o Is O°) C o a a� ^P O o r) a) E aE o2o P c 0 c . 0 EC 0 E ca) o -5 a O' O�1 i7 c cz 00 c a of D E me of 0 •v a)-a ac o3 ° O 0 O U c 0 a) C a C a N U oa) Q= N 0 0 rE 0 00 _a o 8 0- N a) -g Na) 1 as mmm f — Eow ?ca i1 ca o v(I) ° 00 O o c o > O 0 a o-c p)o c N o� O � O a) o 3 ac 0° op) o Nat mN oa 5 ▪ 0 6O) al c Eo • o 0 _a OC F. tC E„ U U O m a0 °° m0 an N C7 14. Connections not shown are the responsibility of others. 0 a O m `o. ❑. O a) m 0 0) Eo 00 Ec o 0 0 O U a 00 ca 0 a Do 16. Install and load vertically unless Indicated otherwise. ® 2004 MI1ek® dimensions shown In ft-In-sixteenths OaOHD d01 a' •41 0 0 U. a C140HJ d01 0 ce 0 0 O m CO z 0 0 Z- go 0 W z W 0' W .- Z W us X — Q\ Q01. N� N Z W 0 W 0Q. Uz CONNECTOR PLATE CODE APPROVALS 96 -31, 95.43, 96-20-1, 96 -67, 84 -32 4922, 5243, 5363, 3907 U 0 m U 0, 0 m oq --1. W:r W:► ) C N o0 oN m. c . N D O cO�t - O.- 0._ I-- caC .0 p Z c0N> W N a) O eo°ao Z Tip Q ac 000<0 • Z O •,Q Q W � \c va ca 0 O 0 W O ° H N} 0 W X o 3 LATERAL BRACING o o °+ 0 -aoo a c-0 c°`o 30 _o O C o)E O C� -U. Eoo o m 0 - . 0 o X j U . a-o cn 0_ O z Q W m eD_` C 7 O > _d 0 O -00) r 0'U C oao c Via) O]C.o O U U 0 O o 0 3. Q) C ... o'O4 uaOE a C C N a) a ROOF SHEATHING NAIL PER DESIGN SPECIFICATIONS t & BUILDING SUPPLY INC. CAP SPAN FRAME TRUSS \ \. 2x4 LATERAL BRA 2' -0" O.C. OR PER ` \�, ENGINEERING DS -14 SEE DETAI Al PIGGYBACK TRUSS BELOW CAP ATTACHMENT DETAIL NO SCALE (1) 10d NAIL & \ \(2)10d TOE NAIL (TYP.) Al NOT TO SCALE theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website: www.thetrussco.com ,Arai, : 8/2007 CONTINUOUS SHEATHING ACROSS JOINT. NAILING PER PLAN. theTRUSSCO. & BUILDING SUPPLY INC. CAP SPAN CAP TRUSS 2x4 LATERAL BRAC 2'-0" O.C. OR PER ENGINEERING DS -14A SEE DETAIL A1 PIGGYBACK TRUSS BELOW CAP ATTACHMENT DETAIL NO SCALE Al NOT TO SCALE (2) 10d NAIL theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website: www.thetrussco.com ti If 007 theTRUSSCO. & BUILDING SUPPLY INC. CAP DETAIL NO SCALE DS -15 4x6 = 2 Attachment to bearing: (1) 10d edge nail and (2) 10d toe -nails (typ.) both ends. 3. Piste Offsets (X,Y): f2:0- 1- 14,Edgel LOADING (psl) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IBC2003/TP12002 CSI TC 028 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.05 1 -2 >999 240 Vert(T) -0.05 1 -2 >999 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 185/148 Weight 11 Ib LUMBER TOP CHORD 2 X 4 HF No2 REACTIONS (lb/size) 1= 250/0 -7 -0.5= 250/0 -7-0 Max Horz 1= 250(load case 1), 3= 250(load case 1) Max UpT4t1= 162(load case 2). 5= 162(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= 325/187,2 -3= 325/187 BRACING TOP CHORD Structural wood sheathing directly applied. NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 85mph; h =25ft TCDL= 4.0psf; BCDL= 3.0psf; Category 11; Exp C; enclosed: C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s)1. 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 1 and 162 Ib uplift at joint 3. 6) Non standard bearing condition. Review required. 7)This truss is designed in accordance with the 2003 International Building Code sections 2306.1 and referenced standard ANSI/TPI 1. 8) This truss is designed for a creep factor of 1.25. which is used to calculate the total bad deflection. The building designer shall verify that this parameter fits with the intended use of this component. 9) All dimensions given in feel-inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website: www.thetrussco.com theTR.USSC0. & BUILDING SUPPLY INC. ROOF RAFTER NAILING • 16d NAILS (COMMON) SINGLE PLY GIRDER ROOF DL (GIRDER TC) 8 psf 8 psf 8 psf 15 psf 15 psf 15 psf RAFTER @ 24" o.c. RAFTER 2x4 2x4 2x6 2x4 2x4 2x6 CEILING JOIST NAILING SINGLE PLY — GIRDER 16d NAILS (COMMON) QUANTITY CEIUNG JOIST 2x4 HF @ 24" o.c. (MAX.) 8' (MAX.) LL = 10 psf DL = 7 psf 2 3 4 2 3 4 SNOW LOAD = 25 psf LUMBER = HF DS -16' MAX. RAFTER SPAN (AS LIMITED BY NAILS ONLY) 6' 8' 10' 4' 6' 8' OPTIONAL NAILING FOR ROOF RAFTER & CEILING JOIST: 2 -PLY —� GIRDER RAFTER OF JOIST 16d NAILS (SAME QTY.) PLAN VIEW • theTRUSSCO" & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website: www.thetrussco.com theTRUSSCO. & BUILDING SUPPLY INC. DS -17 RIDGE BOARD PARALLEL TO TRUSS SPAN ROOF RAFTER (TYP.)� 10d TOE NAIL EACH SIDE (TYP.) ROOF TRUSS 3 -10d@ SPREADER TO POST 10d TOE NAIL EACH SIDE (TYP.) 1 POST (TO BEAR ON • SHEATHING OVER TRUSS) ROOF SHEATHING 4'-0" MAX. (TYP.) 2x4 RIDGE — POST 6' -0" LONG MAX. w/ NO BRACE (TYP.) 2x6 RIDGE BOARD 2x4 RIDGE POST w/ BRACE 2x4 POST BRACE w /2 -10d EA. END SPREADER DETAIL NO SCALE 2x VALLEY SLEEPER (CONTINUOUS).w/ 2 - 10d @ EACH TRUSS BELOW TRUSS (TYP.) 4' -0" MAX. (TYP.) 10d TOE NAIL EACH SIDE (TYP.) 1 6' -0" MAX. (TYP.) ROOF DESIGN LOAD: SNOW 25 psf DEAD 10 psf MATERIAL: LUMBER: DF. HF OR SPF STUD OR STANDARD NAILS: 10d COMMON WIRE 4•-0" MAX. (TYP.) -RIDGE BOARD 2x4 RAFTER 1/ @ 24" o.c. w /2 -10d EA. END BRIDGE POST 2x4 RAFTER POST 6' -0" LONG MAX. w/ NO BRACE (TYP.) USE POST BRACE SAME AS RIDGE POST WHEN POST LENGTH OVER 6-0" STAGGER POST 2' -0" @ EACH 2x4 RAFTER PROOF \• SHEATHING —ROOF TRUSSES @ 24" o.c. SPREADER,\ 2 -10d @\ EACH TRUSS • 2x4 RIDGE POST SPREADER x 4' -0" LONG (TYP.) 6' -0" MAX. (TYP.) POST (TO BEAR ON SHEATHING OVER TRUSS) .3 -10d i ROOF SHEATHING DETAIL ND SCALE —TRUSS TOP CHORD theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX: (253) 891 -1168 Website: www.thetrussco.com A theTRUSSCO. & BUILDING SUPPLY INC. DS -18 RIDGE BOARD PERPENDICULAR TO TRUSS SPAN ROOF,RAFTER (TYP.) 10d TOE NAIL EACH SIDE (TYP.)� ROOF SHEATHING 4, 4' -0" MAX (TYP.) 4, 2x4 RIDGE POST 6' -0" LONG MAX w/ NO BRACE (TYP.) ROOF TRUSS @ 24" o.c. (TYP.) 2x4 RIDGE POST w/ BRACE 2x4 POST BRACE w /2 -10d EA. END 2x6 RIDGE BOARD 1 j 6' -0" MAX. (TYP.) 4k9 `> Z4 ROOF DESIGN LOAD: SNOW 25 psf DEAD 10 psf MATERIAL: LUMBER: DF. HF OR SPF STUD OR STANDARD NAILS: 10d COMMON WIRE 4' -0" MAX. (TYP.) 4' -0" MAX (TYP.) 2x4 RAFTER @ 24" o.c. w /2 -10d EA. END SPREADER\ VRIDGE BOARD 10d TOE NAIL\ EACH SIDE (TYP.) 2x VALLEY SLEEPER (CONTINUOUS) w/ 2 - 10d @ EACH TRUSS BELOW `RIDGE POST 2x4 RAFTER POST 6' -0" LONG MAX. w/ NO BRACE (TYP.) USE POST BRACE SAME AS RIDGE POST WHEN POST LENGTH OVER 6' -0" ROOF SHEATHING —ROOF TRUSS 2x4 RIDGE POST SPREADER x LONG (TYP.) 6'_ -0" MAX. (TYP.) POST (TO BEAR .ON SHEATHING OVER TRUSS) 3 -10d @POST TO SPREADER DETAIL t SCALt ROOF SHEATHING TRUSS TOP CHORD SPREADER 2 -10d@ EACH TRUSS O1 POST (TO BEAR ON SHEATHING OVER TRUSS) 3 - 10d @ SPREADER TO POST ROOF SHEATHING DETAIL �sc.At( theTRUSSCO. & BUILDING SUPPLY INC. 2802 142nd AVENUE EAST P.O. BOX 1770 SUMNER, WA 98390 PHONE: (253) 863 -5555 FAX (253) 891 -1168 Website: www.thetrussco.com TRUSS TOP CHORD O MiTekC Re: 99218 TRM WOOD PROD Sodie /Willis Homes MP/KR MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Fax 916/676 -1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by The Truss Company- Sumner, WA. Pages or sheets covered by this seal: R34350758 thru R34350758 My license renewal date for the state of Washington is August 1, 2012. Lumber design values are in accordance with ANSI /TPI 1 section 6.3 These truss designs rely on lumber values established by others. April 5,2012 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job , ... Truss Truss Type Qty Ply TRM WOOD PROD Sodie llis Homes MP /KR R34350758 99218 Al GABLE 1 1 Job Reference (optional) The Truss Co./ Tn -County Truss, I -2 -0-0 2 -0-0 Sumner WA / Eugene OR / Burlington WA 5-9-4 5-9 -4 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 7.340 s Mar 2 2012 MiTek Industnes, Inc. Wed Apr 04 16:24:23 2012 Page 1 I D: w?_ U8Z6if05i _6JJjP15vLzXlz8- tpfLNgMnheQR 1jQJI bg3V?g8bflOD_1 UIYNpKwzUOPM 11 -0-0 16-2 -12 22-0 -0 24-0 -0 5-2 -12 5-2 -12 5-9-4 2-0-0 3x4* 6x10 // 3x4 6.00 12 NO NOTCHII G 3x4 4 7 3x5 i 3 3x5 % ' /� _.x7= 4 10 3.4 = 1 8-1 -4 8-1 -4 13 -10 -12 5x5 = 3x4 ` NO NOTCHING 1 4x7 C e�. 3.5 y ` 3x5 4x7 354 = 5 -9 -8 22 -0-0 • 8-1-4 Scale • 1:461 Plate Offsets (X,Y): [2:0- 3- 0,0- 1- 131,[3:0 -2- 7,0-2- 01,[4:0- 2- 8,0 -1- 8],[5:0- 1- 7,0 -2- 0],[6:0- 3- 0,0 -1- 13],[9:0 -2- 8,0-3- 0],110:0 -1 -8,0 -0-41 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr YES Code IRC2009/TPI2007 CSI TC 0.24 BC 0.46 WB 0.25 (Matrix) DEFL in (loc) l/defl Vert(LL) - 0.09 6-8 >999 Vert(TL) -0.20 2 -10 >999 Horz(TL) 0.05 6 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 150 Ib FT = 16% LUMBER TOP CHORD 2x4 HF 1650F 1.5E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF /SPF Stud /STD OTHERS 2x4 HF /SPF Stud /STD REACTIONS (Ib /size) 2= 1010/0 -3-8 (min. 0- 1 -11), 6=1010/0-3-8 (min. 0 -1 -11) Max Horz 2 =67(LC 5) Max Uplift 2=- 140(LC 5), 6=- 141(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1512/125, 3-4=-1267/121, 4-5=-1268/123, 5-6 =- 1513/127 BOT CHORD 2- 10=- 88/1286, 9-10= 0/867, 8- 9= 0/867, 6-8=- 37/1288 WEBS 3-10 =- 364/113, 4- 10=- 34/423, 4 -8 =- 35/424, 5-8=-360/114 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7 -05, 85mph, TCDL= 4.8psf, BCDL= 4.2psf; h =25ft; Cat. II, Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t =lb) 2 =140, 6 =141. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard April 5,2012 ® WARNING - Verify design parameters and READ NO7ES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with Milek connectors. This design s based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability dunng construction 5 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tf Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06i0112012 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 - { Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y indicated. Numbering 6-4-8 System dimensions shown in ft -in- sixteenths (Drawings not to scale) 2 3 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. Never exceed the design loading and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I I 1 • TOP CHORDS offsets are MEIDimensions are in ft -in- sixteenths. ifillk Apply plates to both sides of truss and fully embed teeth. 1 rr 0' /16 TOP CHORD ci -2 C2-3 IL\IIPMilhi p o! U _ For 4 x 2 orientation, locate plates 0 'ns' from outside edge of truss. This symbol indicates the c2 e cs r cs s BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -131 1, ESR -1352, ESR 1988 ER -3907, ESR-2362, ESR 1397, ESR -3282 Southern Pine lumber designations are as follows: SYP represents current /old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved /new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR /MEL grades © 2012 MTek® All Rights Reserved required direction of slots in `Plate software PLATE 4 LATERAL BEARING location SIZE x �� connector plates. • details available in MiTek 20/20 or upon request. The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION #4". Indicated b 5 mbol Shown and /Or by text in the bracing section of the output. Use T or I bracing y y if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint co ® l -7473 rev. 01/18/2012 number where bearings occur. Industry Standards: g ANSI /TPI1 : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. " BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ;.. Connected Wood Trusses. I\/1 �Te MiTek Engineering Reference Sheet: MII MiTek, Re: 99218 TRM WOOD PROD Sodie /Willis Homes MP/KR MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Fax 916/676 -1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by The Truss Company- Sumner, WA. Pages or sheets covered by this seal: R34350601 thru R34350601 My license renewal date for the state of Washington is August 1, 2012. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. April 5,2012 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI 1. Job . ,. 99218 A2 Truss Type FINK Qty 12 Ply 1 TRM WOOD PROD SodieAMllis Homes MP /KR R34350601. Job Reference (optional) The Truss Co./ Tri- County T uss, Sumner WA / Eugene OR / Burlington WA -2-0 -0 2-0-0 ' 5-9-4 5-9-4 1 11 -0 -0 5-2 -12 1 444 = 4 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Apr 04 16:26:44 2012 Page ID:w?_U8Z6if05i 6JJjP15vLzXlz8- gmo5vQWKT? dBAHOtBvQDQUOCGVQNm14Fj _1nnFZUON9 2 16-2-12 22-0 -0 1 24-0-0 5-2 -12 5-9-4 2-0-0 8.00 72 /A\ b4 �� G' n 8-1-4 8 -1-4 345 = 344 = 13 -10 -12 5-9-8 1 Scala = 1:44.7 22-0-0 8 -1-4 Plate Offsets (X.Y): ]2:0 -2- 10.0 -1- 8].(6:0 -2- 10.0 -1 -8] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.35 BC 0.46 WB 0.25 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.12 2 -10 >999 360 Vert(TL) -0.27 2 -10 >963 240 Horz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 82 Ib FT = 16% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF /SPF Stud /STD REACTIONS (Ib /size) 2= 1010/0 -3-8 (min. 0- 1 -11), 6= 1010/0 -3 -8 (min. 0-1-11) Max Horz 2=69(LC 5) Max Uplift2=- 140(LC 5), 6=- 140(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1474/126, 3-4=-1229/121, 4-5=-1229/121, 5-6 =- 1474/126 BOT CHORD 2- 10=- 90/1238, 9-10= 0/837, 8- 9= 0/837, 6-8 =- 37/1238 WEBS 3-10 =- 349/121, 4 -10 =- 34/410, 4 -8 =- 34/410, 5-8=-349/121 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 -4 -6 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 4.8psf; BCDL= 4.2psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard April 5,2012 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111 -7473 BEFORE USE Design valid for use only vnth MiTek connectors. This design i5 based or* upon parameters shown, and i5 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onry. Additional temporary bracing to insure stability dunng construction is The responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0888112012 by ALSC or proposed by SPIB. Mil MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ' Symbols PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x, y 4 indicated. Numbering 6-4-8 System dimensions shown in ft -in- sixteenths ' (Drawings not to scale) 2 3 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. stack eateed ton made loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and at other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. all 19. Review n (front, words and picturesportio) before s of use. this design Reviewing pictures back, alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS offsets are M= Dimensions are in ft -in- sixteenths. 1114‘4,. Apply plates to both sides of truss and fully embed teeth. 1 �� 0' /16 -OP CHORD c1-2 C2 -3 1■111PAIlikel._: For 4 x 2 Orientation, locate plates 0 'nd' from Outside edge of truss. This symbol indicates the C7-8 C6 -7 C5 -6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR l 31 1, ESR -1352, ESR 1988 ER 3907, ESR -2362, ESR -1397, ESR -3282 Southern Pine lumber designations are as follows: SYP represents current /old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved /new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR /MEL grades © 2012 MTek® All Rights Reserved required direction of slots in *Plate software PLATE 4 LATERAL BEARING location SIZE x �f i connector plates. details available in MiTek 20/20 or upon request. The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to Slots. BRACING LOCATION Indicated by symbol shown and /Or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint MINI 0 �e -7473 rev. 01/18/2012 number where bearings occur. ► Industry Standards: ANSI /TPI1: - National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSI: Buildin Component Safety Information, Guide Good Practice for Handling, . Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference �I Sheet: MII D3C BC'S WARNING! Disregarding permanent restraint/bracing is a major cause of truss field performance problems and has been known to lead to roof or floor system collapse. iADVERTENCIA! Descuidar el arriostre/restrittr6n permanente es una cause pnnapal de problemas de rendimiento del truss en cameo y habia conocido a Ilevar al derrumbamiento del Lsistema del techo o piso. CaNTE@GO2 Trusses with clear spans of 60 feet (18.3 m) or greater, may require complex perma- nent bracing. Please always consult a registered design professional. =mum 9 Tramos sobre 60 pies o mas pueden requerir arriostre permanente complejo. Por favor, consulte siempre a un profesional registrado de disefio. RESTRAINT /BRACING MATERIALS & FASTENERS MATERIALES Y CIERRES DE RESTRICCION /ARRIOSTRE O Commonly used restraint/bracing materials include wood structural panels, gypsum board sheath- ing, stress- graded lumber, proprietary metal products, and metal purlins and straps. Materiales comunes de arriosbar /restringir incluyen paneles estructurales de madera, entablado de yeso, madera graduada por esfuerza, productos de metal patentados, y vigas de soporte y tiras de metal. MINIMUM ?ATTACHMENT f 01Fi MENTS FOR LUMB ARESTRAINT/SRACING!? Lumber Size Minimum Nail Size Minimum Number of Nails per Connection 2x4 stress - graded 10d (0.128x3") 12d (0.128x3.25 ") 16d (0.131x3.5") 2 2x6 stress- graded 10d (0.1286') 12d (0.128x3.25") 16d (0.131x3.5 -) 3 Other attachment requirem nts may be specified by the tr ss designer or building desig er. The grade/size and attachment for bracing materials sue as wood structural panels, g psum board sheathing. proprietary metal restraint/bracing products, and metal p dins and straps are provided by the building designer PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS • Permanent bracing is important because it, Web a) prevents out -of -plane buckling of truss member members, plane b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. El arriostre permanente es importante porque, a) impide el torcer fuera -de -plano de los miembros del truss, b) ayuda en mantener espaciamiento apropiado de los trusses, y c) resiste y pasa las cargas laterales de viento y fuerzas sismicas aplicadas al sistema del truss. O Trusses require permanent bracing within ALL of the following planes: 1. Top chord plane 2. Bottom chord plane 3. Web member plane Trusses requieren arnostre permanente dentro de TODOS los siguientes pianos: 1. Plano de la cuerda superior 2. Plano de la cuerda inferior 3. Plano del miembro secundario • QpLtfJUt�0oMn9 Without permanent bracing the truss, or a portion of its members, will buckle (i.e., fail) at loads far less than design. =man/ Sin el arriostre permanente, del truss, o un parte de los miembros, torceran (ej. fal- laran) de cargas muchas menos que las cargas que el truss es disenado a Ilevar 1. PERMANENT BRACING FOR THE TOP CHORD PLANE 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR O Use plywood, oriented strand board (OSB), or wood or metal structural purlins that are properly braced. Attach to each truss. Use contrachapado, panel de fibres orientedo (OSB), o vigas de soporte de madera o metal que esten arriostrados apropiadamente. Sujete a cada truss. O The Truss Design Drawing (TDD) provides information on the assumed support for the top chord. El Dibujo del Diseiio de Truss (TDD) provee informacidn sobre el soporte supuesto para la cuerda superior. O Fastener size and spacing requirements and grade for the sheathing, purlins and bracing are provided in the building code and /or by the building designer. El tamano de cierre y requisites de espaciamiento y grade para el entablado, vigas de soporte y arriostre son provistos en el cddigo del edificio y/o por el disefia- dor del edificio. 2. PERMANENT BRACING FOR THE BOTTOM CHORD PLANE 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR O Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or some other ceiling material capable of functioning as a diaphragm. Use files de resriccion lateral continua con arriostre diagonal, entablado de yeso o cualquier otro material para techo que pueda funcionar como un diafragma. Top chord plane ottom chord plane Structural sheathing on top chord plane reater 0 The TDD provides information on the assumed support for the bottom chord. El TDD provee informedbn sobre el soporte supuesto pare la cuerda inferior. O Install bottom chord permanent lateral restraint at the spacing indicated on the TDD and /or by the building designer with a maximum of 10' (3 m) on- center. Instate restriction lateral permanente de la cuerda inferior al espaciamiento indicado en el TDD y/o por el disefiador del edificio con un maximo de 10 pies en el centro. Diagonal bracing. Attach to each truss. Bottom chords Lateral restraint 2x4x12' or greater lapped over two trusses. Attach lateral restraint to each truss. Note: Some chord and web members not shown for clarity. Lateral restraint and diagonal bracing used to brace the bottom chord plane. 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO Web member permanent bracing collects and transfers buckling restraint forces and /or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. Arriostre permanente de los miembros secundarios recogen y pasan fuerzas de restriction de forcer y/o cargas laterales de viento y fuerzas sismicas. A menudo el mismo arriostre puede ser usado para ambos funciones. Individual Web Member Permanent Restraint & Bracing Restriction y Arriostre Permanente de Miembros Secundarios Individuates O Check the TDD to determine which web members (if any) require restraint to resist buckling. Revise el TDD pars determiner cuales miembros secundarios (si algunos) requieren restriction pars resistir el torcer- O Restrain and brace with, A. Continuous lateral restraint & diagonal bracing, or B. Individual member web reinforcement. Restrinja y arriostre con, A. Restriction lateral continua y arriostre diagonal, o B. Refuerzo de miembros secundarios individuales. 0 A. Continuous Lateral Restraint (CLR) & Diagonal Bracing A. Restriction Lateral Continua (CLR) y Arriostre Diagonal Attach the CLR at the locations shown on the TDD. Sujete el CLR en las ubicaciones mostrados en el TDD. Install the diagonal bracing at an angle of less- than -or- equal -to 45° to the CLR and position so that it crosses the web in close proximity to the CLR. Attach the diagonal brace as close to the top and bottom chords as possible and to each web it crosses. Repeat every 20' (6.1 m) or less. Instate el arriostre diagonal a un angulo menos de o igual a 45° al CLR y coloquelo pars que truce la cuerda muy cerca del CLR. Sujete el arriostre diagonal tan proximo a las cuerdas supenores y inferiores como sea posible y a cada cuerda que lo cruza. Repita cada 20 pies (6.1 m) o menos. One restraint required on each of these webs. Una restriction es requerida en cada de estos miembros secundados. EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS LATERAL RESTRAINT Continuous lateral restraint Permanent continuous lateral restraint Group of 3 Trusses s20' (6.1 m) Note: Some chord and web members not shown for clarity. Diagonal `X bracing in the top chord plane at intervals specified by the building designer Diagonal brace / Directly attached ngid ceiling Lateral restraint Diagonal braces Group of 2 Trusses O Lateral restraint & diagonal bracing can also be used with small groups of trusses (i.e., three or less). Attach the lateral restraint & diagonal brace to each web member that they cross. Restriction lateral y arriostre diagonal tambien puede ser usado con grupos peque/ios de tnresPS (ej. tres o menos). Sujete la restriction lateral y el arriostre diagonal a cada miembro secundario que los cruzan. Structural sheathing Lateral restraint CNC consu 0 ago istered Desig [CCCCCCC Professiona Do D ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA RESTRICCIGN LATERAL CONTINUA DIAGONALMENTE! B. Individual Web Member Reinforcement B. Refuerzo de Miembros Secundarios Individuales T -, L -, Scab, I -, U- Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. ' T -, L -, costra, 1 -, U- Refuerzo, refuerzo de metal patentando y productos de miembros secundarios amontonados proveen una altemativa pars resistir el torcer de los miembros secundarios. T- Reinforcement Truss Member, typ. L- Reinforcement O The following table may be used unless more specific information is provided. La siguiente table puede ser usada a menos que informacidn mas especifica este provista. ® Metal Scab Reinforcement t Product Specified CLR PWEB�REINFORCEMENT fOR�SINGLE�LY TRUSSES''' `� "' Size al Trues Web Type & Size of Web Reinforcement T Scab' Grade of Web Minimum Minimum Length of Web Connection of Web Reinforcement Reinforcement Reinforcement to Web 1 Row 2x4 2x4 2x4 2x4 2x6 2x6 2x6 2x6 218 2x8 2x8 2x8 2 Rows 214 2 -2x4 2x6 2 -2x6 2x8 2 -2x8 Same species and grade or better than web member 90% of web or extend to within 6• (150 mm) of end of web member, whichever is greater 16d (0.131)(3.5') nails @ 6'(1W mm) on- center' Maximum web le gth is 141 et (4.3m). Attach Scab Reinforcement t web wnth 2 rows of minimum 10d (0.120x3-) nails at 6" (150 mm on- center. PERMANENT LATERAL RESTRAINT AND DIAGONAL BRACING REQUIRED •CRd «"6 w A A<auAia 66 6REA VD m.aE6eEaogw., OU WEAK casl." 7En.6a OE AllfOOSTRE RESTRICCI6N LATERAL PERMANENTS Y ARRIOSTRE DIAGONAL ES REQUERIDO {d' s! fr i I WEB REINFORCEMENT REQUIRED SEE MIAS On. DRA.6.CR EPEC6411.1IMPT.6x 5• :r TI0RSCAB RnNiORCESffM i,lo REFuE0.20 DE SCABS I s! �.1 11 YEA O.. 6E MEERO CC IR=PUVWON/AWNE t. RERIERZO DE MIEMBRO SEWNDARIO REQUERIDO 1411 O Some truss manufacturers provide additional assistance by marking the locations of the web lateral restraint or reinforcement on the truss using tags. Algunos fabricantes de trusses marcan en el truss las ubicaciones de refuerzo o restriction lateral de miembros secundarios con etiquetas similares a las arriba. Web Member Plane Permanent Building Stability Bracing to Transfer Wind & Seismic Forces Arriostre de Estabilidad Permanente del Edificio del Plano de Miembros Secundarios para Desplazar Fuerzas de Wento y Fuerzas Sismicas O The web member restraint or reinforcement specified on a TDD is required to resist buckling due to axial forces caused by the in -plane loads applied to the truss. Additional restraint and bracing is typically required to transfer lateral forces due to wind and /or seismic. This restraint and brac- ing is typically provided by the building designer. La restriction o refuerzo de miembros secundarios especificada en un TDD es requerido para resistir la deformacidn bajo fuerzas axiales causadas por cargas verticales aplicadas al truss. Restriction y arriostre adicional es tipicamente requerido para transferir cargos laterales debidas a fuerzas de viento y/o fuerzas sismicas. Esta restriction y arriostre es tipicamente provisto por el disefiador del edificio. Note; Top Chord sheathing not shown tor clarity. O Some truss designers provide general design tables and details to assist the building designer in determining the brac- ing required to transfer lateral loads due to wind and /or seismic forces from the gable end frame into the roof and /or ceiling diaphragm. Algunos disenadores de trusses proveen tablas y detalles de disen "o generates para asistir el disefiador del edificio en determiner el arriostre requerido pars pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sismicas del armazdn hastial al diafragma del techo. Diagonal brace to roof diaphragm blocking Gable end frame Horizontal L- reinforcement Bottom chord lateral restraint Roof diaphragm blocking Gab a end /wall permanent diagonal bracing. Locate in line with bottom chord permanent CLR or as specified by the building designer. Gable End Frames and Sloped Bottom Chords Armazones Hastiales Y Cuerdas Inferiores Pendientes O The gable end frame should always match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armazon hastial siempre debe encajar el perfil de los trusses contiguous pare permibr la insta- laddn de restriccidn y arriostre apropiada de la cuerda inferior a menos que arriostre especial es disefiado pars soportar la pared de extreme. Bottom chord plane Example of rake ab nd wall (with scissors g ble n tram ) (=MOE Using a flat bottom chord gab e end frame with adjacent trusses that have sloped bottom chords is prohibited by some building codes as adequate bracing of this condition is dif- ficult and sometimes impossible. Special end wall bracing design considerations are required by the building designer if the gable end frame profile does not match the adjacent trusses. tIMERMIV El use de un armazdn hastial de la cuerda inferior con trusses contiguos cuales tienen cuerdas inferiores pendientes es prohibido por algunos cddigos de edificios porque ar- riostre adecuado de esta condition es difcil y a veces imposible. Considerations espedales de disefio pare el arriostre de la pared de extreme son requeridos por el disefiador del edificio si el perfil del armazdn hastial no hate juego con los trusses contiguos. PERMANENT BRACING FOR SPECIAL CONDITIONS ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES Sway Bracing— Arriostre de "Sway" O "Sway" bracing is installed at the discretion of the building designer to help stabilize the truss system and minimize the lateral movement due to wind and seismic loads. Arriostre de "sway" esta instalado por la discretion del disenador del edificio para ayudar en estabilizar el sistema de trusses y para minimizer el movimiento lateral debido a cargas de viento y cargas sismicas. O Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. Arriostre de 'sway" que es instalada continuadamente al traves del edificio tambien es usado pars distribuir las cargas de gravedad entre trusses de rigidez variando. Permanent Restraint /Bracing for the Top Chord in a Piggyback Assembly Restriction /Arriostre Permanente para la Cuerda Superior en un Ensamblaje de Piggyback O Provide restraint and bracing by: Repeat diagonal • using rows of minimum 4x2 stress- graded bracing (red) at 10' lumber CLR and diagonal bracing, or (3 m) intervals, or as • connecting the CLR into the roof specified. diaphragm, or • adding structural sheathing or bracing frames, or • some other equivalent means. Provee restriction y arriostre por: • usando files de 4x2 CLR de madera grad - uada por esfuerzo y arriostre diagonal, o • conectando el CLR al diafragma del echo, o • afiadiendo entablado estructural o arm zanes de arriostre, o • algunos otros metodos equivalentes. O Refer to the TDD for the maximum assumed spacing for attaching the lateral restraint (e.g. purlins) to the top chord of the supporting truss. Consulte el TDD pars el espaciamiento maximo supuesto para sujetar la restriction lateral (p. ej., vigas) a la cuerda superior del truss soportante. Cap trusses CLR (green) atsthe spacing specified on the truss design drawing O The TDD provides the assumed thickness of the restraint and minimum connection requirements between the cap and the sup- porting truss or restraint. El TDD provee el grosor supuesto de la re- striccion y los requisites de conexidn minimos entre la capa y el truss soportante o la restric- tion. O If diagonal bracing is used to restrain the CLR(s), repeat at 10' (3 m) intervals, or as specified in the construction documents. Si arriostre diagonal es usado pars restringir el /los CLR(s), repita en intervalos de 10 pies o como especificado en los documen- tos de construction. CLR required only if bracing frame or structural sheathing is installed intermit- tently Bracing frame o sheathing o r structural Supporting trusses To view a non - printing PDF of this document, visit www.sbcindustrv.com /b3. Para.ver un PDF de este documento que no se puede imprimis visits www.sbdndustry.com /b3. ASSOCIATION MD TRUSS DRIER 6300 Enterprise Lane • Madison, WI 53719 608/274 -4849 • www sbdndustay com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683 -1010 • www.tpinst.org 83WE811x17 111114 Tramos RESTRICOOG 9 /ARRIOSTRE roto sobre ueden RMANCOM CC arriostre ermanente LAS comp le,'o. CCC CC 01 9 L ARIL rofesional re istrado dise- no. BC -iI M� MG1]MART ommu @U MC KM Spans o L:i 7 requnag complex HAN M _U BGDMALLImu Efttvg permane t bracing Please cons STRAI MK@ GOD, M ° Ma@ M MIMMM Registered Design Professional GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to Good Prasttce for Handling. Install, g Restraining & Bracing of Metal Plate Connected Wood Trusses * ** for more detailed information. Truss Design Drawings may specify locations of 9 9 Y P fY lateral restraint or reinforcement for permanent atera est individual truss members. Refer to the BCSI - B3*** for more information. All other permanent bracing design is the responsibility of the budding designer. NOTAS GENERALES Los trusses no estan marcados de mngun modo que identifique la frecuenaa o localizanon de restriction lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalaaon, 'ebb iccion y arnostre temporal de los trusses. Vea el folleto RCSI - Guia de Buena Practice pare el Manejo Instalacion. Restnccion v Arriostrre de los Trusses de Madera Conectados con Placas de Metal * ** para information mas detallada. Los dibujos de diseno de los trusses pueden es 'ficar 1 P Pec'I Iasi liz in r" oca ac o es de restncc on lateral permanente o Pe refuerzo en los miembros ind,wduales del truss. Vea la hoja resumen SCSI -83 * ** pars mas information. El resto de los disenos de arnostres permanentes son la responsabilidad del dsenador del edificio. WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal Injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, lnstalacron, restnccion y arriootre incorrect° puede ser la caida de la estructura o ai n peor, hendos o muertos. Ca II@IGN Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury . Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. G 1(!! P Utillce cautela al guitar fax ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevemr la herida personal. Lleve el equipo protecovo personal pars ojos, pies, manos y cabeza cuando trabaja con trusses. ®C (MUM'S} Use special care in windy weather or near power lines and airports. HANDLING - MANEJO NOTICE; Avoid lateral bending. Evite la flexion lateral. NOTICE„ The contractor Is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contrahsta lien la responsabthdad de reobrr, descargar y almacenar adecuadamente los busses en la obra. Descargue los trusses en la lien Irso pars prevenir el dano Spreader bar for truss Gall -i f Utilice cmdado especial en dias ventosos o cerca de cables electncos o de aeropuertos. El Use proper ng- ging and hoisting equipment. Use equipo apropiado para levantar e improvisar. O Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily In contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on- center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmenre en contact° con el suelo despues de entrega Si los trusses estaran guardados para mas de una semana, ponga bloqueando de allure sufinente detras de la pita de los trusses a 8 hasta 10 pies en centro (o.c.). t El For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes pars protegedos del ambiente. Refer to BCSI * ** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI * ** para informatron mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. DO NOT store unbraced bundles upright. NO almacene verbcalmente los trusses sueltos. DO NOT store on uneven ground. NO almacene en tierra desigual. • HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES 0 DONT overload the crane. NO sobrecargue la graa. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and P P P ( ) parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3m) and paral- lel chord trusses up to 45' (13.7m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45: Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45: b AWARNING! Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. El Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES A Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico pars levantar puede hacer dano al truss. Tagline Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' (18.3 m) . TRUSSES HASTA 60 PIES Tagline 60' or less Approx. 1/2 y truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or slif back mid- height Tagline A Attach 10' (3 m) o.c. max. Spreader bar 2/3 to 3/4 truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) 4- TRUSSES HASTA Y SOBRE 60 PIES -� El Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de gnma hasta que la restriction lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO El Trusses 20' (6.1 m) or less, support near peak. Soporte terra al pico los trusses de 20 pies o menos. .4- Trusses up to 20' -► (6.1 m) Trusses hasta 20 pies El Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. F Trusses up to 30' -y (9.1 m) Trusses hasta 30 pies TEMPORARY, RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI -B2 *00 for more information. Vea el resumen BCSI -Bra* ** para mas infor- mation. El Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las files de restriction lateral temporal de la cuerda superior (vea la tabla en la prdxima column). i9 DO NOT walk on unbraced trusses. NO camine en trusses sueltos. Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. Brace first truss F- ecurely before erection of additional trusses. /` 11111 I I STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de tierra. 3) Instate los roximos 4 trusses con restriction I ral tem ral d mi m r v ate o de e b o corto ea P P abajo). 4) Instate el arriostre diagonal de la cuerda superior (yea abajo). In stale arriostre ) g supe o (e abal) 5) sty e a ostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instate /a restriction lateral temporal y arriostre diagonal pars la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses haste que todos los trusses esten instalados. NOTICE Refer to BCSI -B2 * ** for more information. Vea e/ rest)men BCSI -82 * ** para mas information. RESTRAINT /BRACING FOR ALL PLANES OF TRUSSES RESTRICCION /ARRIOSTRE PARA TODOS PLANOS DE TRUSSES El This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restriction y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45'(13.7m)- 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - 80' (24.4 m)* 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). 'Consulte a un Professional Registrado de Dise5o para trusses mas de 60 pies. ones de TCTLR. � `- A 10 "or> Truss attachment required at support s) 0 Repeat diagonal braces for each set of 4 trusses. Section A -A Repita los arrisotres diagonales para cads grupo de 4 trusses. • See BCSI -B2 * ** for TCTLR options. Vea el BCSI -B2 * ** para las opciones NOTICE • to BCSI -B3 * ** for Gable End Frame re- straint/bracing / reinforcement information. Para information sobre restric- cion/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI -83 * ** Note: Ground bracing not shown for clarity. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS NOTICE LATERAL RESTRAINT Pa DIAGONAL GRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web members Diagonal bracing 10' (3 m) - 15' (4.6 m) max. Same spaciri as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) ' Note: Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to BCSI -B7 * ** for more information. Vea el resumen BCSI -87 * ** para mas information. 10' 3 m) or Diagonal bracing Repeat diagonal bracing 15''4.6 m)* every 15 truss spaces 30' ��F*"FF�a•� (9.1 m) max. All lateral restraints lapped at least two trusses. 'Tap chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. Apply diagonal brace o vertical PPY 0 webs at end of cantilever and at bearing locations. INSTALLING - INSTALACION El Tolerances for Out -of- Plane. Tolerancias pars Fuera -de- Plano. (T'8 Length -0- Max. Bow Max. B 'F Length - Max. Bow Length • Tolerances for Out -of- Plumb. Tolerancias pars Fuera- de- Plomada. D150 max CONSTRUCTION LOADING CARGA DE CONSTRUCCION • DO NOT proceed with construction until all lateral restraint and bracing is securely and property in place. NO proceda con la construction hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI -B4 * ** for more information. NO exceda las alturas maximas de monton. Vea el resumen BCSI -B4 * ** para mas information. Out-of -Plane Max. Bow Truss Length 3/4" (19 mm) 12.5' (3.8 m) 7/8" (22 mm) 14.6' (4.5 m) 1" (25 mm) 16.7' (5.1 m) 1 -1/8" (29 mm) 18.8' (5.7 m) 1 -1/4" (32 mm) 20.8' (6.3 m) 1 -3/8" (35 mm) 22.9' (7.0 m) 1 -1/2" (38 mm) 25.0' (7.6 m) 1 -3/4" (45 mm) 29.2' (8.9 m) (51 mm) 533.3' (10.1 m) Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16 "(406 mm) Asphalt Shingles 2 bundles Concrete Block Clay Tile 8" (203 mm) 3-4 tiles high NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. (5) DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuates. lJ Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE Refer to BCSI- B5. * ** Vea el resumen BCSI -85. * ** Truss bracing not shown for clarity. • DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningtin miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del dise6o del truss. NOTICE Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autorizacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantfa limitada del Fabri- cante de Trusses. "Contact the Component Manufacturer for more Information or consult a Registered resign Professional for assistance. To view a ran - printing PDF of this document, visit arww.sbdndustrv.rnm/bl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined In this document are intended to ensure that the overall construction techniques employed wit put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bradng trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It Is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bradng trusses and it does not preclude the use of other equivalent methods for restraining /bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, 5BCA and TPI expressly disdaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. • ASSOCIATION WON MSS caner 6300 Enterprise Lane • Madison, WI 53719 608/274 -4849 • www.sbc/ndustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683 -1010 • www.tpinst.org EIMOLMOCIA HOJA RE�SULML M Off Ml Vanos @MIA MOM pies pueden requerir PRA gOCO PARA arriostre per anen i LL1J MANEJO0 gM�ALAMON„ R&STRIMON to c Pcu omplejoa favor, siempre Consulte f7Egtie ARRIOSTRE Profesional Reg istrad r LM aM MQCM UM o(g Oisenoa June 22, 2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Michael Tracy PMB #220 1402 Lake Tapps Py E # 104 Auburn, WA 98092 RE: Correction Letter #1 Development Permit Application Number D12 -191 Whitley Residence - 11711 40 Av S Dear Mr. Tracy, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Ak+0 shall ician encl File No. D12 -191 W: \Permit Center \Correction Leners\2012 \D12 -191 Correction Letter 41.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: June 20, 2012 Project Name: Whitley Residence Permit # D12 -191 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. Lateral bracing is needed for the carport and can be done prescriptively from the International Residential Code or can be designed by an engineer. Please revise plans to show bracing method. Engineered plans will need to be stamped by an engineer licensed in this state. 2. The new roof structure over the rear shed will need to be adequately secured to the structure for lateral support. 3. The footing sizes of the carport are too small to care the tributary loads. Please revise as necessary. Note that foundation systems may also be part of the lateral design. Linear footings may work better depending on the wall bracing system used. If an engineered design is used, the foundation will be part of his design. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. 'ENO WM) 4° PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 012 -191 DATE: 07 -10 -12 PROJECT NAME: WHITLEY RESIDENCE SITE ADDRESS: 11711 40 AV S Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEP R MENT • ti B i ding ivision Public Works Fire Prevention Structural Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -12 -12 Complete Incomplete n Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 08 -09-12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • PERMIT CO COPN PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -191 PROJECT NAME: WHITLEY RESIDENCE SITE ADDRESS: 11711 40 AV S X Original Plan Submittal Response to Correction Letter # DATE: 06 -06 -12 Response to Incomplete Letter # Revision # After Permit Issued EPA TMENTS: Jul ding ivi ion Public V s 4W\ ) /A— pV1- Fire Prevention Structural n a Planning Division Permit Coordinator w DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06-07-12 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 07-05-12 Approved with Conditions n Not Approved (attach comments) , REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: .6 Documents /routing slip.doc 2 -28 -02 CityIf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, etc. Date: .)u � D 2 0 L Plan Check/Permit Number: ❑ Response to Incomplete Letter # Et Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: k.0 k( ti Project Address: 11 7 I I `-1 C ti-•• Contact Person: -4 k e -11^6,-c--,) Summary of Revision: Phone Number: 2 S' ?7o Soo ✓- inee✓" 11,5 ILA 1� \Ca♦ HEMMED .IULl .PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in Permits Plus on (')N H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Pryer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name WILLIS HOMES INC UBI No. 603134575 Phone 2533705008 Status Active Address 9409 205Th Ave E License No. WILLIH1892NR Suite /Apt. License Type Construction Contractor City Bonney Lake Effective Date 8/19/2011 State WA Expiration Date 8/19/2013 Zip 98391 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date POHL, JONATHAN A W President 08/19/2011 Amount MESSNER, LYNDA LEE Secretary 08/19/2011 4610149714 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 American Contractors Indem CO 100172922 08/18/2011 Until Cancelled $12,000.00 08/19/2011 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 Covigatorslns 4610149714 08/17/2011 08/17/2012 $1,000,000.00 08/19/2011 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni /bbip /Print.aspx 07/23/2012