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Plans Af5 7 vza 27 /3 / 70 1 - ) 4 A c(Dr ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387-0116 Page 1 of 1 Document ID:1T197175Z0311082340 Truss Fabricator: Truss Conponents of Oregon Job identification. 0608014- Job:0608014 /WILLIS ADDITION -- 13170 SW HOWARD DRIVE TIGARD, OR Model Code: IBC Truss Criteria. IBC CODE Engineering Software: Alpine proprietary truss analysis software. Version 7.35. Truss Design Loads: Roof - 42 PSF @ 1.15 Duration Floor - N/A Wind - 100 MPH (ASCE 7- 02- Closed) Notes: Seal Date: 06/11/2008 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer /engineer of Christian Chappell record, as defined in ANSI /TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Details: A10015EE-GBLLETIN-GBLBRSTD- Submitted by CWC 08:23:36 06 -11 -2008 Reviewer: TSB $$ # Ref Description Drawing# Date 1 90959 - -A 08163014 06/11/08 2 90960- -AGE 08163015 06/11/08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS F. DIMENSIONS) SUBMITTED BY TRUSS MFR. (0608014- Job:0608014 /WILLIS ADDITION -- 13170 SW HOWARD DRIVE TIGARD, OR - A) Top chord 2x4 HF #2 :T2 2x4 DF -L #1 &Bet.(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located Bot chord 2x4 DF -L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 HF Std /Stud :W3 2x4 DF -L #2(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction Wind reactions based on MWFRS pressures. factors. Roof overhang supports 2.00 psf soffit load. Truss design per IBC sect. 2306.1. 10.00 psf non - concurrent bottom chord live load applied per ANSI /TPI 1. Deflection meets L/480 live and L /360 total load. Truss designed for unbalanced snow load using 0.30/1.50 windward /leeward factors, based on Pg =25.00 psf, Ct =1.10, Ce =1.10, CAT II & Pf=21.17 psf. 6X6 ell — 1.5X3 1,5X3 III .11 IIIII� � T2 4 -7 15 4 :. 4 0 -3 -15 6X8 = 0 -3- 5 J 2 2 9-0-0 _ ssiim 4X5( --I 5X5 3X10(A1) L(2 -0 -0›J L2 -0 -0›. I _ 7 -2 -12 7 -4 -8 5 -9 -4 9 -6 -8 9 -1 -0 5 -1 -0 _I_ 11 -0 7 - { 13 -0 -0 _ l , 13 -0 -0 7 -4 -8 I 9 -1 -0 9 -6 -8 26 -0 -0 Over 2 Supports > R =1286 U =245 W =5.5" R =1287 U =247 W =5.5" Design Crit: IBC CODE PLT TYP. Wave Cq /RT= 1.20(1.25)/4(0) 7.35.0316. � � QTY:4 OR /- /1 /- / - /R /- Scale = ,275 " /Ft. Truss Components of Oregon ( 503 N OR TH LEE 357- 1 REFER N TO N BCSI TRUSSES OENG I COMPONENT I SAFETY I NF N P NI DLIING, SN I STALLING s Pn0ie TC LL 25.0 PSF REF R7175 90959 825 North 4 Street. Cornelius OR PING. AND UTEC v E STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND MICA (WOOD TRUSS COUNCIL OF AMERICA. 6300 � aQ � ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V 44 � ` 9 TC DL 7.0 PSF DATE 06/11/08 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,t 4 6 5[9 Jun r 1 A PROPERLY ATTACHED RIGID CEILING. -/ BC DL 10.0 PSF DRW CAUSR7175 08163014 •• IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ^� BC LL 0.0 PSF CA - ENG TSB /CWC ALPINE IN CONFORMANCE WITH DPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING a BRACING OF TRUSSES. X CW r DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFKPA) AND TPI. ALPINE (:7 CONNECTOR PLATES ARE MADE OF 2.0 /1B /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY � i9/ Q` TOT , LD . 42.0 PSF SEAN- 66580 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS sr14 W. cep DUR . FAC . 1.15 FROM I K E FfW Building Components Group, Inc. DESIGN HOWN. AN Y D OF ANNYBUILD B ING IS R BILITY OF ESPONSITHE Sacramento, CA 95928 BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. EXP. 12 -31 -09 SPACING 24.0" JREF- 1T197175Z03 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (0608014- Job:0608014 /WILLIS ADDITION -- 13170 SW HOWARD DRIVE TIGARD, OR - AGE) Top chord 2x4 HF #2 :T2 2x4 DF -L #1 &Bet.(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located Bot chord 2x4 DF -L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 HF Std /Stud psf. Connectors in green lumber (g) designed using NDS /TPI reduction Wind reactions based on MWFRS pressures. factors. Roof overhang supports 2.00 psf soffit load. Truss design per IBC sect. 2306.1. 10.00 psf non - concurrent bottom chord live load applied per ANSI /TPI 1. See DWGS A10015EE0207,. GBLLETINO207, & GBLBRSTD0207 for more requirements. Shim all supports to solid bearing. Deflection meets L /480 live and L/360 total load. Truss spaced at 24.0" OC designed to support 1 -0 -0 top chord outlookers.Cladding load shall not exceed 3.00 PSF. Top chord Truss designed for unbalanced snow load using 0.30/1.50 • may be notched 1.5' deep x 3.5" wide @ 48" oc along top edge. windward /leeward factors, based on Pg =25.00 psf, Ct =1.10, Ce =1.10, CAT DO NOT OVERCUT. No knots or other lumber defects allowed II & Pf =21.17 psf. within 12" of notches. Do not notch in overhang or heel panel. 4X5 p � T T2 4 4 4 -7 -15 • 10 -6 -3 • 0 -3 -15 � 0 -3 -15 3X5= ± 1 2X4 Al X = 2X4(A1) L 2' >l< 11 -11 -0 > Lc 9 -1 -0 << 2' 13 -0 -0 ,I, 13 -0 -0 7 -4 -8 —I- 9 -1 -0 - I - 9 -6 -8 26 - - Over 4 Supports R =116 PLF U =26 PLF W =7 -4 -8 R =96 PLF U =13 PLF W =9 -1 -0 R =74 PLF U =17 PLF W =9 -1 -0 R =434 U =112 W =5.5" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: IBC CODE PLT TYP. Wave Cq /RT= 1.20(1.25)/4(0) 7.35.0316.1: QTY:1 OR /- /1 /- / - /R /- Scale = .275 " /Ft. Tniss Components of Oregon ( 503357 -.1p TO TRU (BUILDING COMPONENT SAFETY I NFORM TI A ON I ). PURL SHED BY TP / PLATE N INSTT UiE 2 8 4 . 5 ' PROF E S S TC LL 25.0 PSF REF R7175- 90960 825 North 4 Street, Cornelius 0 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314) AND ITTCA (HOOD TRUSS COUNCIL OF AMERICA, 6300 S 131 N •VO 47 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ( 7 nn ` • __ TC DL 7.0 PSF DATE 06/11/08 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 40 ' , 7 CC A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR7175 08163015 • •• 11 PORTART "FUPNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �� BC LL 0.0 PSF CA - E NG TSB /CWC IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFSPA) AND TPI. ALPINE (4. L 1N TOT. LD 42.0 PSF SEQN 66585 CONNECTOR PLATES 20 TES ARE MADE OF 20 /1B /16CA (W, E /SS /X) AS TM A6565 3 GRADE 40 /60 (W. X/M,SS) GALV. STEEL. APPLY Y ANY INSPECTION FACE OF BY (E)SSHALL OTHERWISE A3 OF TPI1 -2002 SE PER DAASEALSON�THIS /' MAN W. (� a• I DUR . FAC . 1 . 1 5 FROM IKE I5'W Building Components Group, Inc. D D E ESSI I GN G SH N OW WI N CATES THE C SUITABILITTY AND OF BUILDING IS RESPONSI OF Sacramento, CA 95928 BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. EXP. 12 -31 -09 SPACING 24.0" JREF- 1T 197175Z03 1 ASCE 7 -02: 100 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C 2X4 BRACE (1) lX4 "L" BRACE • (I) 2X4 "L" BRACE • (2) 2X4 "L" BRACE •• (1) 2X6 "L" BRACE • (2) 2X6 "L" BRACE '• rr�� CABLE VERTICAL NO FL+ SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B # 1 / # 2 4' 2" 7' 3" 7' 5" 8' 7" 8' 9" 10' 2" 10' 6" 13' 5" 13' 10" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: #3 4' 1" 6' 9" 6' 9" 8' 7" 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0" 14' E--, 0 " GROUP A: Z H F STUD 4 1 " 6' 9" 6' 9" 8' 7" 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0" 14' 0" SPRUCE - PINE - FIR HEM - FIR W 0 1 1 STANDARD 4' 1" 5' 9" 5' 9" 7' 8" 7' 8 "" 10' 2" 10' 2" 11' 11" 11' 11" 14' 0" 14' 0" 41 / 42 STANDARD 42 STUD I #1 4' 7" 7' 3" 7' 9" 8' 7" 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" #3 STUD 4 3 STANDARD SP #2 4' 6" 7' 3" 7' 9" 8' 7" 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" D OUGLAS FIR - LARCH SOUTHERN PINE 7t' DFL #3 4' 3" 6' 11" 6' 11" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" N3 g3 C\) Dri L STUD 4' 3" 6' 10" 6' 10" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" STUD STUD O STANDARD 4' 2" 5' 11" 5' 11" 7' 10" 7' 10" 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" 14' 0" STANDARD STANDARD # / #2 4' 10" 8' 3" 8' 6" 9' 9" 10' 1" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" E • S P 1' #3 4' 8" 8' 3" 8' 3" 9' 9" 9' 9" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" F STUD 4' 8" 8' 3" 8' 3" 9' 9" 9' 9" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" W H GROUP B: O 1 1 STANDARD 4' 8" 7' 1" 7' 1" 9' 4" I 9' 4" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" HEM - FIR #1 5' 3" 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" ill & BTR SP #2 5' 2" 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" 41 W CD #3 4' 11" 8' 3" 8' 6" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" 14' 0" I_ DFL STUD 4' 11" 8' 3" 8' 5" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR fil STANDARD 4' 10" 7' 3" 7' 3" 9' 7" 9' 7" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" ® k 7� #1 / #2 5' 3" 9' 1" 9' 4" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' 0" S i- j' #3 5' 2" 9' I" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" HIS STUD 5' 2" 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" O 11 STANDARD 5' 2" I 8' 2" 8' 2" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: #1 5' 9" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" S P #2 5' 8" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. #3 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 60 PLF OVER , DFL STUD 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 3" I 8' 5" 8' 5" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" SYMM OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" ABBOUT OUT PLYWOOD OVERHANG. ` I 0 ATTACH EACH "L" BRACE WITH 10d NAILS. GABLE TRUSS ,� II /`` * FOR (I) "C" BRACE: SPACE NAILS AT 2" O.C. Iii 2X4 b2N OR BETTER IN 18" END ZONES AND 4" O.0 BETWEEN ZONES * DIAGONAL BRACE OPTION: © * FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. VERTICAL LENGTH MAY BE � • IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. DOUBLED WHEN DIAGONAL Pr © "L" BRACING MUST BE A MINIMUM OF 007. OF WEB BRACE IS USED. CONNECT " LMEMBER LENGTH. DIAGONAL BRACE FOR 480b BRACE AT EACH END. MAX WEB TOTAL LENGTH IS t4'. GABLE VERTICAL PLATE SIZES 2X4 STUD. #3 OR VERTICAL LENGTH NO SPLICE BETTER DIAGONAL LESS THAN 4' 0" 1X4 OR 2X3 VERTICAL LENGTH SHOWN BRACE; SINGLE • Q GREATER THAN 4' 0 ", BUT 2X4 IN TABLE ABOVE. OR DOUBLE CUT , © LESS THAN 11' 8" ',CONTINUOUS (AS SHOWN) AT ■ ■ ■ ■ � -I ■ x'11 GREATER THAN 11' 6" 2.5X4 UPPER END, I � ■ - ■ -■ M1211. ■ -■_IM ■ _ �� BEARIN 'H REFER TO COMMON TRUSS DESIGN FOR PEAK. SPLICE. AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB. CAR BRACING.NGREFERRTOS REQUI (BUILDING SAFETY ATION),, SHED BY TPI INS SS PLATE 't�� S REF ASCE7- 02- GAB10015 INSTITUTE, 218 NORTH LEE STR., SUITE 312, ALEXANDRIA, VA 22314) AND VTCA (WOOD TRUSS COUNCIL OF (�� 146 �• O ' DATE 2/23/07 AMERICA, 6300 ENTERPRISE LN, MADISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE '5 FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL CC PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. DRWG Al 0015EE0207 ••IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG, INC., SHAL -ENG ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS IN . 20 8 CONFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING 4 BRACING OF TRUSSES. IITV, WITH PLATES ARE MADE OF 20% 8 /16GA NOS (V H /SSS /K) ASTM DESIGN A653 SPEC, GRADE 40 /AO.(W K/H SS) . C e j, 19 9 �v GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS 77 f S R MAX. TOT. LD. 60 PSF • I7WBUILDINIGCOMPONENTSGROUP ,INC. DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION CF PLATES FOLLOWED BY (D SHALL BE PER `rri gN w. G� ANNEX A OF TPI 1 -200 SEC 3 A S EAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL POMPANO BEACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER EXP. 12 -31 -09 MAX. SPACING 24.0 ANSI /TPI 1 SEC. 2. /� R T DETAIL T 2X6 "T" GABLE D E j m AIL GABLE VERTICAL PLATE SIZES REINFORCING MEMBER 2X4 1" FOR LET -IN VERTICALS VERTICAL LENGTH PLATE IF PLATES REINFORCING BETWEEN CHORDS SIZE OVERLAP' MEMBER sYM. © LESS THAN 4' 0" 1X4 OR 2X3 2X8 < ABOUT GREATER THAN 4' 0 ". BUT 2X4 2X8 TOENAIL TOENAIL LESS THAN II' 6" \ I GREATER THAN 11' 6" 2.5X4 2 5X8 +O REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. © * IF GABLE VERTICAL PLATES OVERLAP, USE A TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, SINGLE PLATE TO SPAN THE WEB. MULTIPLY "T" FACTOR BY LENGTH (BASED ON GABLE I P 1 I k VERTICAL S PECIES, GRADE AND SPACING) FOR (1) GABL EXAMPLE: 2X4 / 2X4 "L" BRACE, GROUP A. OBTAINED FROM THE VLENGTH j APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR Illi: 5. TYP. / 2X4 2X8 SBCCI WIND LOAD. MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. WEB LENGTH INCREASE W/ "T" BRACE ` © WIND SPEED "T" . SIZE SBCCI ASCE AND MRH MBR SIZE IIO MPH 2x4 l0 % 10 7. �t� 15 FT 2x6 40 7. 50 7 110 MPH 2x4 10 7. 10 7. 0 0 30 FT 2x6 50 % 50 % 100 MPH 2x4 LO 7. 10 7. PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN 15 FT 2x6 30 7. 50 7. ATTACH EACH "T" REINFORCING MEMBER WITH 100 MPH 2x4 10 7. 10 7. HAND DRIVEN NAILS: 30 FT 2x6 40 7. 40 7. IOd COMMON (0.148 "X 3. ",MIN) TOENAILS AT 4" 0 C PLUS 90 MPH 2x4 20 7. 10 7. (4) I6d COMMON (0.162" X 3.5 ",MIN) TOENAILS IN TOP AND BOTTOM CHORD. 15 FT 2x6 20 7. 40 7. RIGID SHEATHING GUN DRIVEN NAILS: 90 MPH 2x4 10 7. 10 7. Bd COMMON (0.131 "X 2.5 ",MIN) TOENAILS AT 4" O.C. PLUS 30 FT 2x6 30 % 50 7. la( 4 TOENAILS i (4) TOENAILS IN TOP AND BOTTOM CHORD. 80 MPH 2x4 10 7. 20 7. 15 FT 2x6 10 % 30 7. .. THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE GABLE DETAIL FOR ASCE 80 MPH 2x4 20 7. 10 7. REINFORCING OR SBCCI WIND LOAD 30 FT 2x6 20 7. 40 V. MEMBER ASCE 7 -93 GABLE DETAIL DRAWINGS 70 MPH 2x4 0 7. 20 7. A11015ENO207, A10015ENO207, A09015ENO207, A08015ENO207, A07015ENO207, 15 FT 2x6 0 7. 20 7. A11030ENO207, A10030ENO207, A09030ENO207, A08030ENO207, A07030ENO207 A13030ECO207, Al2030ECO207, A11030ECO207, A10030ECO207, A08530ECO207 ASCE 7 -02 GABLE DETAIL DRAWINGS A13015EE0207, Al2015EE0207, A11015EE0207, A10015EE0207, A08515EE0207, A13030EE0207, Al2030EE0207, A11030EE0207, A10030EE0207, A08530EE0207 ASCE 7 -05 GABLE DETAIL DRAW[NGq 70 MPH 2x4 10 % 20 7. GABLE TOENAILS ASCE 7 -98 GABLE DETAIL DRAWINGS 30 FT 2x6 10 % 30 TRUSS SPACED AT A13015ECO207. Al2015ECO207, A11015ECO207, A10015ECO207, A08515ECO207. EXAMPLE: C O.C. ASCE WIND SPEED = 100 MPH MEAN ROOF HEIGHT = 30 FT GABLE VERTICAL = 24" O.C. SP //3 "T" REINFORCING MEMBER SIZE = 2X4 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 A13015E50207, Al2015E50207, A11015E50207, A10015E50207. A08515E50207. (1) 2X4 "L" BRACE LENGTH = 6' 7" Al3030E50207, Al203OE50207, All030E50207, Al0030E50207, AO8530E50207 MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH � 4 TOENAILS i ( SEE APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI 1.10 x 6' 7" = 7' 3" WIND LOAD) FOR MAXIMUM UNREINFORCED GABLE col CEILING VERTICAL LENGTH. THIS DRAWING REPLACES DRAWINGS GAB98117 876,719 & HC26294035 ”VARNINGY• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND ��Q P ROFF REF LET -IN VERT BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2IB NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LB, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE (jy ��1 F DATE 2/23/07 FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL . 4659 PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, CC ' DRWG G B LLETINO2 07 .IMPORTANT.• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 11 BCG. INC., SHALL �/ - EN G DLJ/KAR ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TP11 OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFIPA) AND TPI. V ITW. BCG CONNECTOR PLATES D I PI PPER 02 A E I I G SEAL A IND A FOLLOW 4NCE PROFESS O 69�sr /A GhaQ MAX TOT. LD. 60 PSF • ITWBUILDING COMPONENTS GROUP, INC. DUR. FAG. ANY POMPANO BEACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF T I SEC. I COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI EXP. 12 -31 -09 MAX SPACING 24.0 ASCE 7 -02: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7 -02, H LESS THAN 4'6" - NO STUD BRACING REQUIRED CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, H GREATER THAN 4'6" TO 7'6" IN LENGTH EXP C, WIND TC DL =5.0 PSF, WIND BC DL =5.0 PSF. PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0 (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1O030EE0405). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A10030EE0405). NAILS: 10d COMMON OR BOX (0.148 "X 3. ",MIN) NAILS OR * OPTIONAL 2X L- REINFORCEMENT ATTACHED GUN (0.125 "X 3. ",min) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3 ", MIN.) NAILS @ 6" O.C. Fr . ■ , , g oi, 2X4 BLOCKING 45° SHEAT AND 11111. EACH TRUSS 1 H i. 2X4 STUD, #3 H/2 OR BETTER DIAGONAL BRACE * ATTACH EACH END FOR 560 #. r' % ! M11 1 1. CONTINUOUS BEARING - 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3 ", MIN.) NAILS. THIS DRAWING REPLACES DRAWING 59469/GE BRACING. REFER (BUI SAFETY L PUBL SHED TPI (TRUSS PLATE 'kV TC r•OF- S / TC LL PSF' REF GE WHALER INSTITUTE, 21B NORTH LEE STR., SUITE 312, ALEXANDRIA, VA. 223141 AND VTCA (WOOD TRUSS COUNCIL OF �6. F 4' AMERICA, 6300 ENTERPRISE LN. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE 444 ,/ 14659 TC DL PSF DATE 2/23/07 FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL 4>C Ii. PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL PSF DRWG GBLBRSTD0207 ■ .*IMPORTANT. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. IFW BCG, INC., SHALL I ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN y 1 BC LL PSF' -ENG SJP /KAR CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES, f 0'1 N L NNECTOR PLATES ARE MADE OF 20//16GA (W,H/SSiK) ASTm A653 GADE 40/60 DES GN E ETI APPLY P PLATES TO 1EA Z F CE OF TRUSSiDN D, NL UNLESS FOR LOCATED SHALL FESS THIS R ) � y7 /V J Ui r� �"��� TOT. D. PSF ITWBUILDING COMPONENTS GROUP, INC ANNES A3 OF TPI 1 -2 002 SEC. 16 A °A ON THIS DRAWING INDICATES ACCEPTANCE OF PROIONAL DUR. FAC POMPANO BEACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OE I SEC COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER EXP. 12 -31 -09 ANSI/TPI MAX SPACING 24"