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0205-141 (AC) Truss Calcs� � w m m m "6 JR" m M .M m m m m M, m. JOB N0= YCCL FY r.i r r■e rr r err �r r rr rr r� r� r rt rr rr rr r rr r (YCC - YOIITH COMMIINTTY CFNTFR - T11 THIS DWG PRFPARFD FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 2100f -1.8E :T2.2x6 SPF 1650f -1.5E: :T3 2x4 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 2100f -1.8E WEBS 2x4 HF Std/Stud :W3, W5 2x4 SPF 1650f -1.5E: #1 HIP SUPPORTS 7-11-11 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4:00 FT TO FLAT TC: ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" -OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS.AT 24" OC. W2X4 = W4X14 T9W3X12 W4X14 ; W2X4 WM14(A1) T WM14(A1) L<2-0-0 J 4-3-0_1_ 2 -8-4 E 4 9 8 3� 4479182 �f 6-11 q 2-10-0 _I4.-3-0 6 11-4 L, 7-11-11 _I_ 8-4-13 _I 7-1-0 _I fE 23-5-8 Over 2 Supports R=2370 W=3.5" R=2216 W=3.5" 9-0-12 T 2-3-12 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.25" Ft. S ates Fabricators 8535 Middleton $(reef, Thermal CA ' • — WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHEDpj STRUCTURAL PANELS. BOTTOM. CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �p w t 0 •7^ - F.1 `Y JUn 2 02 ; 2 T C L L T C D L 2 0.0 14 .0 P S F PSF R E F R 7 9 5--56698 DATE 06/28/02 `*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 PSF D R W CAUSR795 02179011 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 A L P I N E' BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SH IP PING,.INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F C A -ENG N A H/ C W C } - Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI. ALPINE CONNECTORS. ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN,.POSITI ON CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS` COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. t '4TFOF ' No..0 58005 * Exp.6-30.2006 C,V1L `P CALU%rfc � TOT LD. 41 .0 PSF SEQN _ - 34437 D U R . F A C . 1 .25 FR0M - P S SPACING S E E ABOVE (TUU, - TUUIM 6UMMUNIIT U NICK - IZ) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud IIN LIEU,OF-STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 24" OC.*� [HIS DWG PREPARLU FROM COMPUIEK INPUI (LUAUS 6 UIMLNSIONS) SUBM111tU BY IKUJS MI -K. ROIOF SUPPORTS 10.00 PSF SOFFIT LOAD. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. -11-11 R=88 R=88 W3X5 = W3X5 W2X6 L<2-0-0>1 10-0-7 �E 3-4-10 ;-3-4 4 5-8 4-3-12 0 5 72 6-11-4 E I 4-5-8 7-3-4 9-11-11 1 6-0-13 I 7-5-0 fE 23-5-8 Over 4 Supports J R=748 W=3.5" 11-6-15 2-9-12 9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND•BRACING), PUBLISHED BY TPI (TRUSS PLATE Q�.� w y F T C L L 2 0. 0 P S F R E F R 7 9 5 -56699 " INSTITUTE, 583 O'ONOFRIO OR., SUITE 200, MADISON, Wl 53719)• FOR .SAFETY PRACTICES PRIOR TO T C DL 14 - PSF DATE 06/28/02 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHEDq� STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y Jun 2 02 .0 `*IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EUGINEERED ", B C D C 7 . 0 P S F D R W CAUSR795 02179012 PRODUCTS.INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR ON THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND PSF CA -ENG N A H/ C W C ALPINE OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BRACINSPEC B C L L 0.0 ,G CAT I D PAPER I LPINE SOF02OGABY TASTMMAS, NOTE TAP No. C 58005 34286 Alpine Engineered Products, Inc. Sacramento, CA 95828 EPMADE 3AGR40RGAL V. STEEL. EXCEPTEST CONNECT 0RSI AR. ASI D. PL YACONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. t• ,A _/` 9TF * Exp. 6-30-2006 civit- \P OF CAA00 O TOT . L D . 41 .0 P S F S E O N - D U R . FAC . 1 . 2 5 FROM P S SPACING 24. 0 " (YCC - YOUTH COMMUNITY CENTER - T3) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD.2x4 SPF 1650f -1.5E ROOF SUPPORTS 10.00-PSF' SOFFIT LOAD. BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. CiiD W5X4 W 2 X 4 3 r W2X4 ,i — 3 -7 0 12 3-3-1 WM5,(A1) _ T _ W2X8 (A1) L<2 -0-0>J 6-4-14 _1_ 5-3-14 ��_ 5-3-14 _�_ 6-4-14 J. 8-2-3 1 7-1-3 008 7-7-11 L 11-8-12 _1_ 11-8-12 J �E 23-5-8 Over 2 Supports R=1151 W=3.5" R=952 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 INSTALLING AND BRACING). PUBLISHED BY TPI PLATE T C L L Z O.O P S F R E F R 7 9 5--56700 85435 Middleton Street, Thermal CA (HANDLING (TRUSS INSTITUTE, 583 D'ONOFR OR., SUITE 200. MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO �p �/ �( " N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED X1 y y� T C D L 1 4 . 0 P S F DATE 06/28/02 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH �i Jun 8 2 O2C D R W A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO W sr B C D L 7 .0 PSF CAUSR795 02179013 BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALL NG AND B C L L" 0. 0 P S F C A -ENG N A H/ C W C ALPINE BRACING OF TR US SES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL , STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * No: C 58005 * TOT. L D . 4 1 .0 P S F - S E O N - 34288. " EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER Exp.6-30.2006 Alpine Engineered Products, Inc. DRAWINGS 160 A•7 -THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DE SI GN. SH OWN. THE SUITABILITY AND USE OF THIS �1j. CIVIL �P D U R .FAC . 1 .2 5. FROM P S Sacramento, CA 95828 , COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER ANSI/TPI 1 1995 SECTION ` OF CALtF��a SPACING 2 4 . O 2. M MM r r r M M .M M M M Mao r (YCC - YOUTH COMMUNITY CENTER - T4) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF.1650f-1.5E :T2 2x6 SPF 1650f -1.5E: SPECIAL LOADS CA/2/-/-/-/R/- BOT CHORD,2x4 SPF 2100f -1.8E ------(LUMBER —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDL:NG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'0NOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) L L D L WEBS 2x4 HF Std/Stud TC From 'R795--56701 06/28/ 0 2 68 PLF at 0.00 to 68 PLF at 5.35 DL ' 7 .0 TC From CAUSR795 02179014 2 PLF at 5.35 to 2 PLF at 11.15 TC From 68 PLF at 11.15 to 68 PLF at 16.50 DEFLECTION 0.0 MEETS L/240 LIVE AND L/180 TOTAL LOAD. BC From N A H/ C W C 14 PLF at 0.00 to 14 PLF at 16.50 . L D . 41 .0 TC 319 LB Conc. Load at 5.37, 11.13 IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO.BRACE ALL FLAT TOP CHORDS AT TC 150 LB Conc.' Load at 6.06, 10.44• 24" OC. TC 218 LB Conc. Load -at 8.06, 8.44 TC 413 LB Conc. Load at 8.25 BC 19 LB Conc. Load at 2.06, 14.44 ' BC 27 LB Conc. Load at 4.06, 12.44 BC 32 LB Conc. Load at 6.06, 8.06, 8.44, 10.44 W4X10 = W3X12 = W3X8 = W4X10 3r— T2 3 U. 9-0-12 W3X7 = W2X4 III W3X4 = W3X8 W3X10(A1) W3X10(A1) L 4-3-12 7-83�E 2 7 8 31E 2-5-12 4-5-8 j 4-3-12 1 2 7 8 T 2-7-8 T 2 7 8 4-3-12 5-4-3 _I, 6-8-5 – _I 4-5-8 _I �E 16-6-0 Over 2 Supports J R=1489 W=3.5" R=1489 W=3.5" T 1-7-14 I PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.375" Ft. S tes Fabricators 85435 Middleton Street, Thenal CA —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDL:NG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'0NOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �p W F ��qq T C TC L L D L 2 0.0 14 .0 P S F P S F R E F DATE 'R795--56701 06/28/ 0 2 _ STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE- ENGINEERED Wy Jun 28 200< to BC DL ' 7 .0 P S F D R W CAUSR795 02179014 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANOLIHG, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG N A H/ C W C ' Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INOICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. f ��OF No. C 58005 * Exp. 6:30-2006 CMN. `p, CAL1F�� T 0 T . L D . 41 .0 P S F S E Q N - 34322 D U R .FAC . 1 .25 F R 0 M P S S —PAC I NG 2 4.0 " :rr r r r r r rr r� rr rr rr rr r rr rr �r r rr rr (YCC - YOUTH COMMUNITY CENTER - T5) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud SPECIAL LOADS. ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 68 PLF at 0.00 to 68 PLF at 5.22 TC From 2 PLF at 5.22 to 2 PLF at 18.28 TC From 68 PLF at 18.28 to 68 PLF at 23.50 BC From 14 PLF at 0.00 to 14 PLF at 23.50 TC 127 LB Conc-Load at 5.25, 18.25 TC 183.LB Conc. Load at 6.06, 17.44 TC 271 LB Conc. Load at 8.06, 15.44 TC 413 LB Conc. Load at 11.75 BC 100 LB Conc. Load at 1.81 BC 18 LB Conc. Load at 2.06, 21.44 BC 37 LB Conc. Load at 4.06, 19.44 BC 45 LB Conc. Load at 6.06, 8.06, 10.06, 13.44, 15.44 17.44 W3X7 W4X8 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 24" OC. W4X4 W3X7 .5 s 9-0-12 W4X4 = W2X4 III HS2514 = W4X4 = W4X4 W3X5(A1) W3X5(A1) 4-6-4 a14-9-13 aIE 4-1-13 �fE 4-8-1 4 8 0 4-6-4 T 4 9 13 T 4-9-13 l 4'9-13 T 4-6-4 1 5-2-11 I 13-7-5 I 4-8-0 3-6-0 Over 2 Supports R=1601 W=3.5" R=1514 W=3.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC CA 2 R - Spa�es Fabricators 85435 Middleton S[reet, Thermal CA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TOHIB•9l (HANDLING INSTALLING,AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �Q pY VV t. (C` T C L L 2 0.0 - 34427 P S F ' INSTITUTE. 583 D'ONO FRIO OR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0TIER WISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - 0 O�� -v Jun 8 002 TC DL 14.0 P S F **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 P S F PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS OE SI GN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN B C L L 0.0 P S F SPECIFICATION PUBLISHED BY THE AMERICAN FDREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 * T 0 T . L1. 41.0 P S F Alpin Sa rraineeered Arg 82gs, Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TN IS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING COMPONENT!FORYANYLEL PARTICULAREBUILDINGOIS THETRESPONSIBIEITY OF THE BUILD%GIDESIGNER. PER THIS ANSI/TPI 11995 SECTION 2. dj, gTFOF E.6-30.2006 clwyr �P CALIf�� D U R .FAC . 1 . 2 5 SPACING 24.0" 1 7 8 Scale =.3125"/Ft. REF R795--56702 DATE 06/28%02 DR W CAUSR795 02179015 CA -ENG NAH/CWC SEQN - 34427 FROM PS r r r� r r r� r� r� r�r �r r` r r■� � r r r r ILL-TUUIh LUMMUNIIT LtNItK 7 Ib) TOP CHORD 2x6 SPF 1650f -1:5E :T1 2x4 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 2100f -1.8E :133 2x4 SPF 1650f -1.5E: WEBS 2x4 HF Std/Stud :W3, W11, W12 2x4 SPF #1/#2: :W9 2x4 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 68 PLF at -2.07 to 68 PLF at 42.91 BC From 14 PLF at 0.00 to 14 PLF at 41.08 BC From 20 PLF at 41.08 to 20 PLF at 42.91 TC 224 LB Conc. Load at 8.06, 10.06, 12.06, 14.06, 16.06 18.06, 20.06, 22.06, 24.06, 25.94, 27.94, 29.94, 31.94, 33.94 TC - 275 LB Conc. Load at 40.43 BC 813 LB Conc. Load at 8.00 BC 61 LB Conc. Load at 10.06, 12.06, 14.06, 16.06, 18.06 20.06, 22.06, 24.06, 25.94, 27.94, 29.94,. 31.94, 33.94 DEFLECTION.MEETS L/120 LIVE AND L/90 TOTAL LOAD., (*) LATERALLY BRACE BC AT 24" OC. W8X12= 143X8= W2X4 I1115 DWG PREPARED FROM COMPUIER INPUI (LOADS & DIMENSIONS) SUUMIIILU UY IKUSS MI -K 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4", o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ***LOADING ON THIS TRUSS CALCULATED BY JOB -DESIGNER, AND MODIFIED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING.NOTES FOR MORE DETAILS. . (:!7 4-15 W3X10= 143X10 = 145X6 = W2X4 III W4X10 = 144X10 (A1) 143X12 = W3X4 W3X6 = W4X14 = W3X4 DATE 06/28/02 W5X4 = CAUSR795 02179016 2-0 0 5-6-15 - 39828 I, 4-10-8 —1_3-1-8 _ 5 9-11 5 11 7 5-11-7 5 11 7 3 8 6 JI, 5-8-11 ,I SIE SIE 31E �` 7-10-4. 1 5 11 7 T 5 11 7 J 5-1177 1 5 11 7 4-1 8 8-0-0 _I_ 33-0-15 3J f f 35-2-8 T 5-10-7 41-0-15 Over 2 Supports R=3746 W=3.5" R=4780 W=3.5" (YCC-YOUTH COMMUNITY CENTER T6) PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC A 2 CA/2/-/-/-/R/- R - Spales Fabricators MS 85435 Middleton Street, Thennal CA **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TOO M18 91 (HANDLING INSTALL111G AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'NOFRIO OR., SUITE KQ p3/ OBD V�/ L- (C •'� T C L L 2.0.0 P S F 200. MADIS014, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED !7 7 T C D L 14.0 P S F STR OCT UR AL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. !i Jun 8 0� Z '*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ITj m BC D L 7 . 0 P S F PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO A L P I N E BUILD THE TRUSSES IN CONFORMANCE NIT" TP 1; OR FABRICATIIIG, HANDLING, SHIPPING. 111 STALLING AND BRACING OF TRUSSES: THIS DESIGN CONFOR NS WIT APPLICABLE PR OY ISIONS OF NDS (HAT IOHAL DESIGN B C L L 0.0 P S F SPECIFICAT[ONPUBLISHED BYTNE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA No. C 58005 T 0 T L D 41.0 P S F Alpine Engineered Products, Inc. Sacramento, CA 95828 ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. ♦ * Ezp. 15-30-2006 lSj. CIVIL \P Q� �: OF CiAI-IFS . . D U R .FAC . 1 .2 5 S PACING 2 4 . 0 " 0-5-10 T _T 0-12 Scale =.1875"/Ft. REF R795--56703 DATE 06/28/02 D R W CAUSR795 02179016 CA -ENG NAH/GWH SEON - 39828 FROM PS (T(.L,-TUUIM (.UMMUNIIT (.tNItK - 1/) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E - WEBS 2x4 HF Std/Stud :W11 2x4 SPF #1/#2: :W12 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/120 LIVE AND L/90 TOTAL LOAD. (*) LATERALLY BRACE BC AT 24" OC. III IJ UWLi FKtFAKtU 1'KVPI LUMFUItK INFU I (LVAUJ 6 UIMtNJIUNJ) 3UO11II ILU UI 1nuaa rir n. ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING NOTES FOR MORE DETAILS. PLT TYP. Wave TPIA5 Design Cri(teriaouTTPIDSTDITUBCCNTER T7) CA/2/-/-/-/R/- Scale =.125" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE III STI TOTE, 583 D'ON OFRIO OR., SUITE 200, MAOI 5011, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. E�7-11-3� T C TC L L D L 2 0. 14. 0 0 W3X6 = R E F DATE R 7 9 5 06/28/02 5 6 7 0 4 " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR: ALPINE ENGINEERED W3X5 = D L W2X4- W5X8= W3X4= W2X4.III W3X5= W4X8= W3X16= 3 0-3-10 CAUSR795 3.- PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AN Y FAILURE TO W1 Y TO -5-12 1�j W12 (*)_ 3 W2X4 9 0 12 B C' L L 0. W5X6 = - W3X4 - W5X8 = W4X8 = W3X10 = N A H/ G W H W3X8 (A1) __ CONNECTOR SSPEC CAI AREPMADEUBLISOFD20GABY TASTMHE MA653ER AGR40R GALV. STEEEST AND PER ASSOCEXCEPTI ASI NOTED'. TAPPLYALP ME C CONTORS TO EACH FACE -OF TRUSS,"AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A"Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOMN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. . yF 9TF No. C 58005 Esp. 6-30-2006 ,civil_ 0 143X5W3X4: . L D . 41. 0 P S F S E O N - 39788 2-0-0 ty SPACING 2 4 . 0 " W3X4111 -7 4 0— 1 5-6-8 _1_4-5-8�J,E 5-1-8 5 3 4 5 3 4 3 4 4-0_ _ 7-6-12 9-10-4 1 E alE 5 3-4 5 3 4 T alE-5 5 3 4 T 5 3 4 �IE4 T 4 6-12 12-9-141 4-6-0210_0 10-0-0 _I, 32-0-0 35-6,-0 T 7-4-0 �E 42-10-0 Over 2 Supports - J R=1577 W=3.5" R=2114 W=3.5" PLT TYP. Wave TPIA5 Design Cri(teriaouTTPIDSTDITUBCCNTER T7) CA/2/-/-/-/R/- Scale =.125" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE III STI TOTE, 583 D'ON OFRIO OR., SUITE 200, MAOI 5011, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. L oxl) W ,7 F (C y 'q� y Jun 2 2 0Z (� T C TC L L D L 2 0. 14. 0 0 P S F P S F R E F DATE R 7 9 5 06/28/02 5 6 7 0 4 " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR: ALPINE ENGINEERED B C D L 7 P S F D R W CAUSR795 02179017 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AN Y FAILURE TO .0 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF.NDS (NATIONAL DESIGN B C' L L 0. 0 P S F C A -ENG N A H/ G W H Alpine Engineered Products, Sacramento, CA 95828 CONNECTOR SSPEC CAI AREPMADEUBLISOFD20GABY TASTMHE MA653ER AGR40R GALV. STEEEST AND PER ASSOCEXCEPTI ASI NOTED'. TAPPLYALP ME C CONTORS TO EACH FACE -OF TRUSS,"AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A"Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOMN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. . yF 9TF No. C 58005 Esp. 6-30-2006 ,civil_ 0 TOT . L D . 41. 0 P S F S E O N - 39788 D U R . FAC. 1 . 25 FROM P S SPACING 2 4 . 0 " r• rr r r� rr rr r� r� r� r� �s � r rsY rr r r r r� (YCC-YOUTH COMMUNITY CENTER - T8) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 20 SPF 1650f -1.5E ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W10 2x4 SPF #1/#2: IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. :W11 2x4 SPF 1650f -1.5E: SEE OTHER BRACING NOTES FOR MORE DETAILS. DEFLECTION -MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (*) LATERALLY BRACE BC AT 24" OC. O W5X7 = W3X4 = W2X4 III W3X6 = W3X7 = W3X10 = W5X6 = 3 W3X4 ; 3 r W11 w10 rim 3 W3X5 ; 0-5-8 9-0-12. W2X4 III W3X4= W5X6 = W3X10 = W3X10 = W3X4 III T W3X8(A1) = W5X4 =_ 7-11-7 z1 0 �I 7-4-0� 6 6 8 E 5 5 8 5 10 8 alE 5 10 8 �`E 5 10-8 SIE 5-8-12 �1 4-7-12 _I, 6 6 8 5 3 12 -I 6 0 4 T 5-10-8 r 5-10-8 T 5-10-8 1 7 2-10-0 -4-0 2-10-0 12-0-0 _I_ 28-0-0 _I_ 35-6-0 T 7-4-0 42-10-0 Over 2 Supports j ,R=1582 W=3.5" R=2109 W=3.5" PLT TYP. Wave TPI -95 Design Cri(teriaOUTTPIOSTDITUBCCENTER Te) CA/2/-/-/-/R/- Scale =.1875" Ft. S tes Fabricators 85435 Middleton Street, Thermal CA • **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �Q �/ �(j y Opp w t. �C� ,7 '9 �' T C T C L L D L 2 0.0 14.0 P S F P S F R E F DATE R795-56705 0 6 /28/02 - STRUCTURAL PANELS• BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO (� lTj d' Jun 2 Z� Z m BC DL 7.0 P S F D R W CAUSR795 02179018 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING• HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F C A -ENG N A H/ G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL• EXCEPT AS NOTED. APPLY CONNECTORSTO ♦ No. C 58005 * TOT. L D. 41.0 P S F S E Q N - 39791 Alpine Engineered Products, Inc. SaOralllento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION CONNECTORS PER: DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING BIL RESPONSIITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. �- Q Exp. 6-30-2006 ``+V'� ��P CIF CgL,tFOEt D U R . FAC . 1 .25 FR0M PS S PACING 2 4.0 " ' (II,L,-TUUIM (.UMMUIVIIT (.tNItK - 19) TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF,2100f-1.8E: BOT CHORD 2x4 SPF 1650f=1.5E ; WEBS 2x4 HF Std/Stud :W8, W9 2x4 SPF #1/#2: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (-).LATERALLY BRACE BC AT 24" OC. IRIS UNG PKLPAKLU FKUM CUMPUILK INPUI (LUAUS 6 UIMLNSIUNJ) SUUM1IILU UT II(LLJS Mr M. ROOF OVERHANG SUPPORTS 1,0.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING NOTES FOR MORE DETAILS. 10 PSF BC LIVE LOAD PER UBC. (THD 7-11-3 -I W5X6 = W2X4 III W3X6 = W4X4 = W3X10 = W5X6 W3X8(A1) - W5X4; 1'� 7-4-0� i 7-6-8 � 6-5-8 �E 7-2-0 z -7-1z g�E 7-2-0 ��e 7-0-4 �f_ _I_ 4-10-0 � 7-6-8 6-3-12 r 7-3-12 T 7-2-0 T 7-2-0 T 7-4-0 Sl 14-0-0 _1_ 24-0-0 _1_ 4-10-0 35-6-0 T 7-4-0 42-10-0 Over 2 Supports _1 R=1396 W=3,5" R=2116 W=3.5" 0-3-10 y T 0-5-12 T 0 12 (YCC-YOUTH COMMUNITY CENTER T9) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 85-035 Middleton Street, Thermal CA "*WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING; SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'O 10FRIO DR., SUITE 200. MADISON, MI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNlE55 OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0�.� w F �` `Y Jun 2S 2 2 (�] T C T C L L D L 20 14 .O .0 P S F P S F R E F DATE R 7 9 5 06/28/02 5 6 7 0 6 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 11411111 iiinnn B C D L 7 P S F D R W CAUSR795 02179019 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG N A H/ G W H .ALP EngineeredProducts, Inc. SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANPAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE EL SEAL ON THIS DRAWING INDD'SICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING PooAlpineSacramento, DES IGNER, PER THIS CONPONENBRES SIT I FORM ANYL PARTI CU LART H E BUILDING ISOTHETRESPONSIBILG SHITY.OF THE BUILDING DES ANSI/TPI 11995 SECTION 2. * 'A _/` No. C 58005 58 006 * Exp. 6-30-2006 CIV11- \Q' OFC�1�OfL� T 0 T . L D . 41 .0 P S F S E Q N - 39795 D U R . F A C . 1 .25 FROM P S SPACING 24.0" r �r .r r�r rr r �r r� r �r rr rr r r rr r rr r it (YCC-YUUIH CUMMUNIIY CENTER - T10) TOP CHORD 2x4 SPF 1650f -1.5E :T1 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 -SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W8, W9 2x4 SPF #1/#2: IM LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS SEE OTHER BRACING NOTES FOR MORE DETAILS. (*) LATERALLY BRACE BC AT 24" OC. THIS DWG PREPARED FROM COMPUTER INPUI (LUAUS 8 UIMtNSII)NS) MUMIlItU UY iMu�,a MrM ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. lbo I�7-11-3 W5X6 W5X6 = W2X4 III W3X6 = W5X6 — — W3X8(A1)'= W5X4 , 7-4-0� 8-6 8 1 7 5 8 6 6 0 6-6-0 6 4 4 1-17 J2 6-10-0 1 8 6-8 �rE 7-3-12 1 6-7-12 -I 6-6-0r 6 6 0 7-4-0 L 16-0-0 1 20-0-0 _ 6-10-0 �1 h .35-6-0 T 7.-4-0 1 42-10-0 Over 2 Supports J R=Ilgfi W='A 5" e R=2116 W=3.5" 0-3-10 V T )-5-12 T 9-0-12 TIC) PLT TYP. Wave TPI -95 Design Cri(teriaouTTPIOSTDITUBCCENTER CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 85A35 Middleton Street, Thermal CA "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING–INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 503 DFUNOF CTION DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED y % w �( T C T C L L D L 20 1 4 . 0 . 0 P S F PSF R E F R795--56707 DATE 06/28/02 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A ROP ERLY ATTACHED RIGID CEILING. **IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Jun 8 200 to B C D L 7 PSF D R W CAUSR795 02179020 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL, DESIGN B C L L 0.0 P S F C A -ENG N A H/ G W H Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 206A ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSI0HAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILOING.IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. f Sj, No. 58005 * Exp. 6.30-2006 CIVIL \p. OF CAL%rfc TOT. LD. -41..0 PSF SEON - 39797 D U R .FAC . 1 . 25 FROM PS SPACING 24 . 0 " (YCC-YOUTH COMMUNITY CENTER - T11) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SRF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. BOT CHORD 2x4 SPF 1650f -1.5E 2 0.0 WEBS 2x4 HF Std/Stud :W5, W7.,W9 2x4 SPF #1/#2: IN LIEU OF.RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. y (j q �✓ Jun 28 2 OZ� T C SEE OTHER BRACING NOTES FOR MORE DETAILS. 10 PSF BC LIVE LOAD PER UBC. - 1( -),LATERALLY BRACE BC AT 24" OC. a i 7-11-3 , W2X4 III 145X6 = T2 W3X4 = W5X6 W3X8 (A1) = v — "JAL) — �," — W3X4 (R) III �7-4-0� I, 6-8-11 I 5-7-11 I 5-4-38 3 8 8-0-0 J -4j 7-5-12 9-6-8 'I— 8-3-12 1 8 1 12 9-6-0 7-4-0 18-0-0 I 16-0-0 I 8-10-0 1 35-6-0 7-4-0 31 42-10-0 Over 2 Supports J R=1387 W=3.5" . R=2125 W=3.5" 0-3-10 T 0-5-12 T -T 0-12 (YCC-YOUTH COMMUNITY CENTER T11) PLT TYP. Wave TPI -95 Design Criteria: TPI-(STD)/UBC CA 2 R - Spales Fabricators 85435 Middleton Street, Thermal CA **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HI8-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 06/28/02 �.D W (C T C L L 2 0.0 - 39799 P S F ' INSTITUTE. 583 D'ON OFRIO DR., SU 1 TE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.. y (j q �✓ Jun 28 2 OZ� T C D L 14.0 P S F **IMPORTANT** FURNISH ARCO PY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED tQ B C D L 7.0 P S F PRODUCTS, INC. SHALL NOT E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F CONNECTOR SSPECIFICATI ARE MADESOF0BY 20GATHE ASTMMER I A653AGR40REST GAL V' D PAPER A SSOCSTEEL, E X CE PTI AS NOTED. 'APPLYACONNECTORS TO t No. C 5800 5 * TOT . L D . 41.0 P S F Products, Inc. AlpineSacramento, 9red 5828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING THIS RESPONSIBCOMPONENTTIFORYANYYLELY PARTICULAREBUILDINGUSS OISOTHETREESPONSIBIS GN SHLLIITY OF THE BUILDSU INGIT AND SE OFDESIGNEft, PER ANSI/TPI 1.1995 SECTION 2. XSj, q Exp. 6.30-2006 c�vey, �P OF CAL%Vf: D U R . FAC. 1.25 SPACING 24.0" Scale =.1875"/Ft. REF R795--56708 DATE 06/28/02 DR W CAUSR795 02179021' CA -ENG NAH/GWH SEQN - 39799 FROM PS (YCC-YOUTH COMMUNITY CENTER - T12) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. BOT CHORD 2x4 SPF 2100f -1.8E :B3 2x4 SPF 1650f -1.5E: WEBS 2x4 HF Std/Stud :W3 2x4 SPF 1650f -1.5E: IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. :W10 2x4 SPF #1/#2: SEE OTHER BRACING NOTES FOR MORE DETAILS. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (*) LATERALLY BRACE BC AT 24" OC. Tit i�7-11-3 ; W5X6 = W3X4 W5X6 = W5X4 (R) I/I W3X5: W3X4: 3 W 2 X 4 3 0-3-10 W10 -L W3 (* T 3 W3X5=0-5-12 63 A, 9-0-12 ri ( ) — W3X4 W5X8 = W5X4 = W4X4 (R) III W3X4 ; W3X4 III W3X8 Al — �7-4-0� 7-4-11 6 3 11 6-3-11 _ 1 6 0-0 �E 6-0-0 1-4 4 31, 7-5-12 =1 I 10-6-8 T 9 3 12 1 6 1 12 6 1 12 3 4-4 .'j 7-4-0 20-0-0 _I_ 12 0 0 I 10-10-0 35-6-0 T. 7-4-0 42-10-0 Over 2 Supports R=1396 W=3.5" R=2i16 W=3.5" T12) PLT TYP. Wave TPI -95 Design Cri(teriaOUTTPIOSTDITUBCCENTER CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 85.435 Middleton Street, Thermal CA **WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 'o �Y OBD V�/ t, (C` ,7� T C LL 20.0 P S F R E F R795-56709 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED �[(j '9 y T C D L 1 4 0 PSF F DAT E 06/28/02 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y (3 Ju n 8 2 02� Z� . **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 'ALPINE ENGINEERED tQ B C D L 7.0 P S F D R W CAUSR795 02179022 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND I 0. D P S F C A -ENG N A H/ G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIL DESIGN B C L L BY PIONAL HE TAPPL CONNECTORSCATION AREPMADESOFD20GATASTMMA653AGR40REST GAL VAN STEEL. E X CE PTSOCI AS NOTED'. YACONNECTORS TO * No. 58005 TOT . LD. 41.0 P S F S E O N - 39803 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ' DRAWINGS 160 A-2. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERINGCIVI1, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. Q ��F Erzp. 6-30-2006 \P (,`,gLIFO�a D U R .FAC . 1.25 F R 0 M P S SPACING 24.0" (TLC-YUUIH CUMMUNITY CLNILR - T13) TOP CHORD 2x4 SPF 2100f -1.8E :T3, T4 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E , WEBS 2x4 HF Std/Stud :W2,,W11 2x4 SPF #1/#2: :W4 2x4 SPF 1650f -1.5E: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (*) LATERALLY BRACE BC AT 24" -OC. W3X4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & UIMM I UNS) SUBMIIitU 8T IMUJS Mt -K. ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING NOTES FOR MORE DETAILS. 10 PSF BC LIVE LOAD PER UBC. W3X4 = W5X6= T3 W5X6= Tia I7-11-3. W5X4 (R) 3 3 W3X4 III 0-3-10 T W3X5S- 12 T -7 0 12 W3X8 (A1) - w0A0 = WDA., = "J, = W3X4 X7-4-0� 8 0 11 6-11-11 al 6 11 11 fE 4 0_A2 0 alE 4-0-0 0 0_ 5 4 4_ 7-5-12 I 8-0-11 6 11 11 6 9-15 4 1 12 T 4 1 12 r 5 4 4 r 7-4-0 lIr 22-0-0 _I_ 8-0-0 _I_ 12-10-0 31 I_ 35-6-0 T 7-4-0 L 42-10-0 Over 2 Supports R=1396 W=3.5" R=2116 W=3.5" (YCC-YOUTH COMMUNITY CENTER T13) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 85.435 Middleton Street, Thermal CA WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 8RACING. REFER TO HIB: 91 (HANDLING INAND BRAC111G), PUBLISHED BY TPA (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO L� w �( C �(C9 T C L L 20.0 P S F R E F R 7 9 5 5 6 7 1 0 PERFORMING THESE FUNCTIONS. UNLESS OTO ERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 1 4.0 P S F DATE 06/28/02 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y JU0 8 02 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 02179024 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI T TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p L 0.0 P S F C A -ENG N A H / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITO APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L SPECIFICATION P.UsLI SHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE N - 39805 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO No. C 58005 * T 0 T . L D . 4 1.0 P S F S E Q Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESP 0'SIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SOI TAB ILITY AND USE OF THIS COMPONENT1F10995ANY SECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER S'p � Exp. 6-30-2006 C1V11- \P OF Cg0F��a D U R .FAC . 1 . 2 5 FROM P S SPACING 2 4 . 0 " rr �r r� err rr rr rr �r rr �r rr �r r rr rr r� �r r ri (YCC-YOUTH COMMUNITY CENTER - T14) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ITOP CHORD 2x4 SPF 1650f -1.5E :T4 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5, W9 2x4 SPF 1650f -1.5E: :W10 2x4 SPF #1/#2: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (*) LATERALLY BRACE BC AT 24" OC. W3X6. W3X4: 3 — W3X'4 ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. IN.LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING NOTES FOR'MORE DETAILS. 10 PSF BC.LIVE LOAD PER UBC. W5X6 = W5X6 W4X6 Tit F--7-11-3 � 0-3-10 T W3X5 - 0-5-12 9-0-12 W3X8 (A1) = W3X4 W5X6 = W3X10 = W5X4 = W3X4 ; W3X4 III �7-4-0� I, 6-9-12 1 5-8-12 1 5-8-12 1 5-8-12 �,J 4 0 0 I I�-4-4 0113 7-8-9 1 8 8 11 T 7-7-11 'T 7-5-15 I 4-3-8 5-1-2 24-0-0 1 4-0-0 1 14-10-0 35-6-0 T 7-4-0 42-10-0 Over 2 Supports '1 R=1396 W=3.5" R=2116 W=3.5" T14) PLT TYP. Wave TPI -95 Design Cri(teriaouTTPIOSTDITUBCENTER CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 85 435 Middleton Street, Tbennal CA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 ,(HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO.DR., SUITE 200. MADISON, H1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED OBD W, t, (�y ,7 F'9 Z T C TIC L L DL 20.0 14.0 P S F P S F R E F DATE R 7 9 5 -56711 _ 06/28/02 - STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. Jun 8 2 02� _ IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 P S F D R W CAUSR795 02179027 PR ODUCTS,-INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROYISI ONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F CA -ENG N A H/ G W H AlpineSacramento CAr9 8285 Inc. SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONVECTORS PER DRAWINGS 160 A -Z. . THE SEAL ON THIS DRAWING INDICATES ACCEPTAN CE OF PROFESSIONAL ENGINEERING COMPONENT RESPONSIBILITY FOR ANYL PARTICULARELY FOR S BUILDINGUSS OIISOTHE TRESPONSIBILLDESIGN ITY OF THE BUILDING N. THE I DESIGNER, PER TY AND USE OF THIS ANSI/TPI 1-1995 SECTION 2. t �- grFOF No. C 58005 * .Exp. 6-30.2006 CIVIL. �P CAL%fD TOT . L D . 41.0 P S F S E A N - 39811 D U R . F AC . 1.25 FR0M P S SPACING 24.0 l ILL- TULIIN LU1111UINIIT ULNItK - 11`J) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W11 2x4 SPF #1/#2: :W4, W6 2x4 SPF 1650f -1.5E: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (*) LATERALLY BRACE BC AT 24" OC. 1113X8 („,_/ _ .,� III wZ)Ao = "JA = 1NZ)AC) = ry n r = W3X4 0-3-8 �7-4-0� 7 7 12 ai 6-10-10 �i� 6-3-13 5-1 14 a�E 5 2 5 7-5-12 7-7-12 T 6-10-10 T 6-3-13 r 5-1 14 T 5 1-15 T 4 4 1 T 7-4-0 I� 26-0-0 _I_ 16-10-0 35-6-0 T 7-4-0 42 -10-0 Over 2 Supports j R 1401 1 R=2111 W=3.5" II11J UWu VKtVAKtU YKUM LUP1rUItK INruI (LUAU) & U1I1LN31UIV3) 3uorI1I ILU ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC, INCLUDING CHORD ENDS. SEE OTHER BRACING NOTES FOR MORE DETAILS. 10 PSF BC LIVE LOAD PER UBC. W5X6 I.IOVC— ,,.—_ W5X4(R) //i 0-3-10 V T 0-5-12 V T 9-0-12 ■v PLT TYP. Wave TPI -95 Design Cri(teriaouTTPIOSTDITUBCENTER T15) CA/2/-/-/-/R/- Scale Spates Fabricators 85435 Middleton Street, Thermal CA ';WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OHOFR10 DR.. SUITE 200, MADISON, W1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATE., TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVEPROPERLY ATTACHED RIGID CEILING. V0 W t -n F y ylcp Jun 02� Z TC TIC LL DL 2 0. 14 0 . 0 P S F P S F R E F R 7 9 5 5 6 7 1 2 DATE - 06/28/02 IA " IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EIIGINEERED BC DL • 7 0 P S F D R W CAUSR795 02179032 PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO . A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS NITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN B C L L 0.0 P S F CA -ENG N A H/ G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION). AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 58005 * TOT. LD. 41 .0 PSF SEON - 39826 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION C0""ECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EGIIIEER ING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AIISI/TPI 1-1995 SECTION 2. Exp. 6-30-2006 �9 CIVI,' �1�P D U R .FAC . 1 .25 F R 0 M P S SPACING 2 4 . O " (yrr-Y(111TN rnmmiINTTY rPh1TFO - T19N T14IC nWG DRFDAPFn FRFIM rnMDIITFO INPIIT Zl nAnc R nIMFNSI0NS) SIIRMTTTFn RY TRIISS MFR - TOP CHORD 2x4•SPF 1650f -.1.5E HIPJACK SUPPORTS 8-0-0 SETBACK JACKS. JACKS UP TO 7' HAVE NO WEBS. LONGER BOT CHORD 2x6•SPF 1650f -1.5E JACKS SUPPORTED TO BC. WEBS 2x4 HF Std/Stud DEFLECTION, MEETS L/240 LIVE AND L/180 TOTAL LOAD. - l�Y W2X4 III 2.12 W2X4 W2X4(A3) = 2-3-12 9-0-12 W3X4 = W2 4 (A3) L---2-9-3—� 6-10-7 _I_ 4-2-9 0_2.12 11-3-12 Over 2 Supports I� R=655 W=4.95" R=796 ' (YCC-YOUTH COMMUNITY CENTER 56713 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85A35 Middleton Street, Thermal CA —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI: (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL MAY A PROPERLY ATTACHED RIGID CEILING. , ?GJ Q�.D W F �(� y q� �y Jun 8 2002 (1� T C TC ILL DL 2 0. 14 0 .0 P S F P S F R E F R 7 9 5 -56713 DATE 06/28/02 "'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ,y BC DL 7.0 PSF DRW CAUSR795 02179036 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO • 'ALPINE BUILD THE TRUSSES IN CONFORMANCE NIT" TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (N AT10NAL DESIGN p B C L L 0.0 P S F CA -ENG N A H / G W H - Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIE IC ATI DN PUBLISHED BY THE AMERICAII FOREST AND PAPER ASSOCIATI011) AND TPI. ALPINE CONNECTORS ARE MADE OF 20G ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN.' THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. t ,A _/` 9 N C 58005 , it Exp. 6-30-2006 CIVIL \P OF CAL1��a TOT . L D . 41 .0 PSF S E Q N - 2 7401 D U R . F A C . 1.25 FROM P S S P A C I N G 24.0" Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and connect the trusses to the building system. All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT , BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. , THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In any way to Identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS ' prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. JOB SITE HANDLING Spreader bar for larger trusses ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO NOT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND u hW If trusses are stored vertically, they shall be braced in a If trusses are stored horizontally, blocking sl manner that will prevent tipping or toppling. Generally, on eight to ten foot centers, or as re Wier cutting of the banding is done just prior to installation. lateral bending and moisture gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID -DAMAGING During long term storage, trusses shall be protected from the environment in a manner tY for adequate ventilation of the trusses. If tarpaulins or other material is Used, the ends shall for ventilation. Plastic is not recommended, since it can trap moisture. HOI ALL TRUSSES THAT ARE ERECTED ONE I BY THE ERECTION EQUIPMENT UNTIL SUC INSTALLED AND THE ENDS OF THE TRUSSE SPECIAL DESIGN REQUIREMENTS Tagline 5 Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. - S• UNLOADING & LIFTING • SPREADER BAR AVOID LATERAL BENDING TOE IN r •� NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar "TOE IN"; if these lines should 'TOE OUT" the truss may fold in half. - Approx. 2!3 to Y 3/4 j I Approx. 213 to I truss length III�� truss length over 60 feet over 60 feett Taglir For lifting trusses with spans in excess of 60 feet, it is recommended that a strongbacWspreader bar be used as Illustrated. The strongbacWspreader bar should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strongbacWspreader bar should be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. BEGINNING THE ERECTION PROCESS IS WEB MEMBER P BRACING, AS SHOWN, DO NOT USE SHORT BLOCKS TO BRACE IS CRITICAL IN PREVENTING ING TRUSSES FROM INDIVIDUAL TRUSSES WITHOUT A It is important for the builder or erection contractor to provide substantial bracing for the first truss erected. The two or more LEANING OR DOMINOING. REPEAT AS SHOWN TO l P g CREATE A SUCCESSION OF RIGID UNITS. SPECIFIC BRACING PLAN trusses making up the rest of the first set are lied to and rely upon the first truss for stability. Likewise, after this first set of DETAILING THEIR USE trusses is adequately cross -braced, the remaining trusses installed rely upon this first set for stability. Thus, the perform- - Continuous X -bracing ance of the truss bracing system depends to a great extent on how well the first group of trusses is braced. , lateral bracing GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory method ties the first unit of trusses off to Another satisfactory method where height of building or Web membersIf 15'0I�75' 4 a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the exterior is to max. me,,. the ground and securely anchored. The ground Orem tie the first truss rigidly in place from the interior at the itself should be supported as shown below or it is apt to floor level, provided the floor is substantially completed X -bracing should be installed on vertical web members buckle. Additional ground braces in the opposite direc- and capable of supporting the ground bracing forces. wherever possible, at or near lateral bracing. Plywood Ilon, inside the building. are also recommended. Securely hasten the first truss to the middle of the build- sheathing may be substituted for X -bracing. Note: Locate ground braces Ing. Bruce the bracing similar to exterior ground bracing kP9 for first truss dim ly in line shown at left. Set trusses from the middle toward the end 600 Web members ith of chord con- of tinuouls lrows eml bracing (either esthe befaredremoving floor braces and settingProperly cross -brace the first eemeirning sxt of truss-i'N2d Breehe BRACING REQUIREMENTS USING THE temporary or permanent). trusses. P°�dR bracing " SAME PRINCIPLES APPLY TO r 2nd, 3rd & 4th trusses PARALLEL CHORD TRUSSES First truss •1 2 x 4 minimum Temporary support wall • a or temporary scaffolding 10, - ,N (helps when installing s 15 + Bottom chords 45 First truss to be well long clear span trusses) braced before erection Note: To chords and some web members are not Ground brat of additional units. - shown Brace the bracing , In order to make drawings more readable. Bearing Ground bracing for trusses t�cA + STACKING MATERIALS �tam Graunkes Minimum Two 16tl r� ° Double Headed Nails o� 2c6p� DO NOT PROCEED WITH BUILDING COMPLETION UNTIL 2x4 minimum size ,6%oa° ' - ALL BRACING IS SECURELY AND PROPERLY IN PLACE C 9 s"e mswamsmW,a usxm This level represents - Platform must enetretion ground floor on single — — be rigitlly brecec story applications Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE ' L 1Z I IONTOLERANCE NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must Length Length OR INADEQUATELY BRACED TRUSSES during construction. t1' _L T T, Leng h i _ Acceptable glh 16' to 32' = 1' Length 16' to 32' against out- gth 32'& overs= 2' Length 32'& over = 2' side two bearing wall at to achievingan acceptable roof or floor line, AND TO ACCOMPLISHING In tolerance the first time will prevent the need for the hazardous, practice of - cathing or root purlins era Installed. Trusses leaning or bowing can cause nails _ .-. - - ++- -- -r—' Acceptable Aiod,.and create cumulative stresses on the bracing, which is a frequent cause over load URE NAILS ARE DRIVEN INTO -THE TOP CHORD OF THE TRUSSES. NEVER STACK MATERIALS NEAR A PEAK bearing wall BRACING 4 Always stack materials over two or more trusses; i NEVER STACK MATERIALS ON THE 1 CANTILEVER OF A TRUSS Not to exceed maximum from bearing 11 _ 4-0- �0 ,I_4 -0 - DO 0DO NOT WALK ON DO NOT WALK ON TRUSSES Aft UNBRACED-TRUSSES OR GABLE ENDS LYING FLAT' direction - _ \\IZSIZS In hangers, tie -downs, seats, bearing letlgers, of nailing i re part of the supporting structure shall be nails I and properly laced and permanently �•i brece stooling and mechanical contractors are cautioned to P P Y P P Y single stack materials only along outside supporting members .fore truss Installation begins. No trusses s or directly over inside supporting members. Trusses are ie Installed on anchors or -ties that have tem- not designed for dynamic loads (i.e., moving vehicles). actions to the supporting structure. direction NEVER OVERLOAD SMALL GROUPS OR Extreme care should be taken when loading and stacking CABS TO THE END OF THE,BUILDING TO of farce SINGLE TRUSSES. POSITION LOAD OVER construction materials (rolled roofing, mechanical equip. E FIRST TRUSS is NOT RECOMMENDED. AS MANY TRUSSES AS POSSIBLE. ment, etc.) on the roof or floor system. of bracing should1be done so that nails are NAILS IN WITHDRAWAL - driven perpendicular to the direction of roma, as shown WELL NAILED , (PARALLEL TO FORCE) at right. t (PERPENDICULARTO FORCE) - _ Sleepers BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord Panel point (sheathing), Plane 2) Bottom Chord (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to Sleepers for mechanical equipment should be located at trusses. I TOP CHORD PLANE. Most Important to the builder or + 2) BOTTOM CHORD PLANE. In order to hold proper panel points (joints) or over main supporting members, NEVER CUT ANY STRUCTURAL and onty on trusses that have been designed for such erection contractor Is bracing In the plane of the top spacing on the bottom chord, temporary bracing is rec- MEMBER OF A TRUSS. loads. chord. top chords are susceptible to lateral buckling ommentled on the tap of the bottom chord. they before they are braced or sheathed. Continuous ' CAUTION NOTES Top Cho :ontinuous lateral Web Web members lateral bracing - _ Errors In building lines and/or dimensions, or errors by others shall be corrected by the contractor or responsible con- oreCing Continuous lateral struction trade subcontractor or supplier BEFORE erection of trusses begins. PP g Bottom Cho bre°Ing Cuttingof nonstructural overhangs is considered a art of normal erection and shall be done the builder or erection con - g P Diagonal recto 9 8 - Minimum 2x4x10' - Bottom Chord tractor. Minimum 2x4x10' 6 lateral bracing lapped ^ -_ lateral bracing lappetl ,over over two trusses a t0 1 two trusses at Is each end. Any field modification that Involves the cutting, drilling, or relocation of any structural truss member or connector plate shall not be done without the approval of the truss manufacturer or a licensed design professional. each end. • The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses SAFELY in place in a completed structure. These recommendations for bracing wood trusses originate from the collective expe. donee Of leading technical personnel in the wood two Industry, but must, due to the nature of responsibilities Involved, be presented onlyas a GUIDE for use by a qualified building designer. builder, or erection contractor. Thus, the Wood Truss Council of Amedca 45° 20' _ - expressly disclaims any responsibility for damages arising from the use, application, or reliance on the recommendations and informa. tion contained herein. 20" Connectend - Selected text and figures referenced or reproduced from HIS DSB Not to scale. of bracing to d Id or Cie and by permission of the Truss Plate Diagonal brecin support atltl pp gonal Institute, Madison, WI. , repeated every 0' et bracing at approximately 20' , 45' angle to trusses' intervals (repeat at both ends).' ' Long spans, heavy loads or other spacing configurations WOOD TRUSS COUNCIL OF AMERICA EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous practice of removing bracing to adjust spac- 'adjusting may require closer spacing between lateral bracing and closer intervals between diagonals. Consult the building oe, 1nor, HIS, DBSBi(Recommended Design Specification TT po rY re°?9 ° Metai-Plate Connected Wood rATM One WTCA Center 6300 Enterprise Lane Madison, WI 53719 Ing. This act of spacing" can cause trusses to 9 Trusses) or WTCAs Truss Technologyfor Builders topple It Connections are removetl at the o e. PP9 car n tim6woo Temporary Bracing (Iyer. 74-4 •608/274-3329fax S.0 wlca@woodtruss.com • www.woodtruss.com DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! Copyright O 1986-2001 Wood Truss Council of America @ 24” O.C. 3.51' max. V /li« MIX. tronybnck J FF nntl to 1'l." (1.C.) /11 OII'I'I•IX)1(I:l( \-- AJ'i CHITI-Al TA (11111.1 Ln vr.rt.. x_...114 (K) -=--r w/7.-lU(I nails) Gnhle UCIAIL 'A' -- 1 • • I011 rtlulpl IIAItS -� =n �•\ nell0 � n.ux tern uu Ilml E nnl.er La 011ll�— - uoker Uetell � ' _11011 r� _/��•Z ITlICI 1), U -T 24„ r r Max Y. IOutIooker... _ 2X4 F. 1.. 112 or U'rR Stronybnck brace 1� ��.Varies L IIIL 0 Gable and 1x4 FL112 IG) Gable end oeslyn base(I on 00 HP11 Detail "A" r better wln(1 100d, exposure "C" at 0-20 )•t. �IS1 mean helgilt. II (C) 1X4 continuous lateral 13170171119 for 2X Ledger - brace (-nLron913nck) member longer than 72". ALtnch at mldpolnt of each brace \ 14/2-Od common nails. Strongback 1 COn braced at GO" O.C. TRUSSES (0) OpLlon to web platlny: -use (3)-2" BMCING DETAIL wire staples (0.072 Uln./15 GA. ) toe- rinlled thrtl chord into web 6 that web into chord on one face for o totnl of PI.Qt� Flex. Web Length-_- G staples. .(P1), (S1), b (111) must 1X3" 2-0-0 be plated. (0) 2X4" -" 0-1-0 (T) Refer to Slropson Catalog C-9211-1 tor \ UP 13-6-0 pro(hlct attOchmenL specification (attnch f�) A35 in F1 direction). 2X4 SPF Hex. Length Mqx. Len th yceder without N9atronglgieck ' �:) -.---- I�)�---- �� —----�\ bracing (N) brace IS) (S 1) .- --- - r �_I��. STANDARD 4-2-0 -� - \-\--•----- \ \< � (111) --.......-- CONTINUOUS (PI) Peak 'PInLc to matchcommol trusse.-f. ISI) SPllce pinte to match commontrusses• 1J0'I'I:: 'I'hls deLnll may he used for (Ill) Ileal plate to match common trusses. trusses with pitched 13 C. n1so. - IK) Spnr.L11y (o� 114 a /1.U" o. c. gl„ --- 3111,11 to match common tresses NOTE: Chords to be IX4 rlr-Lnrch 117. 111nlmum SOON-- 50006 t -"t 1'1 1-1 f=7 11 17-1 •11711( trralrf.l t)•I1'UI1T-ANTNII Mf,:,( n 1•IAf11J 1 tall<'(t 11(1111,11( 1.1111717,( lin( 1 nrrll11n1 r,ma 1117 (:rnrr'Inlf ran 111717 11`6 11717 17-1 17-1 It UfclCn nn n+<( rClr.f loo un r Iv.r�l ur r„I r; 1711111 /rel `a t' -- - 1•-1 t'1 17.111,.( 111 (C lin Irk InuN Irrto,, r n,u (,•1711. •II u1n.71 1117 n•l.'.^.(t nrlt 1117 ticrr fir.`• .�q 7 17-:1 gr1'4 Cnu +prnu,rft If hr U<Inn Rf IPI ran 1111111 1pnr <Clnns /n( 17.11( of :Of.1 LI V, t It'1f 1e1, ,1111117111111 1•,171,; 1•( (_7 r-) 1-I.17178 1 711/l IV.I II,T. 1�Ir. n1111rf /17111717, Inn 111 ntl/171117 ( Ln 1 /,(1171 /t 1111110. 17171117 f.111,R f, IIn,S III r/r.n rlrt foI rrrll'rll tr,l I,t 11"Ir. Ito, 1 Lj 17-1 L h 1171 L�, I,n,tS .rp Irr , 11 O( 1 .1,1101 r 1101 _ n � l(Si It1[.110 fill IIgS UI SI[n, rp71111n17 1111 111 irr r•Iru• r r, _1 --• f_1 f.:lfCfunt r(n 1}17/1111167 110. 1�0 t If.OR-r I f fill( .ff, a(,apnn LrtRnlUrr,• Rpinty ,1717, 1 Ila. C043845 f-1 1-t, f. fY/prnr a/!17.17 IIf SIfAr SI.r 171.17111, rl irr 1•rulr 1171,),,-\ t-� tIN011 rnpr171UIt 10 Ip= t I,•1. .n Irr 11,17 /rl.pnn 111,10 fl 111171717. - SII `1711 67091 -'„ 1-", SI.1 nn It'll 0,,1+I,r0 .1717117 In I,f .1713.1 11(1.11(11 1,•1171 `^• C 11.a'prr(.r l 18111,, 1111 17+,1 1 I I r/ 1/ 011 17 0171 17110„I n f-1 f=_1 r-1 17"1 17--, f” In- U-1 ,, .17171 ,1.17111 roll Of n 1 f 11.117..11. 1„rt. If,lllOn. NCIf ll . r"A Il (f1 111741171 111 /1711 Il 1, i,n r. r- Ir(SILII 10 I"C InuSt INCI 1A 11111 f 1• ..Irl trry,SS 17(111 IIKt11Ulf. UIS ----_--__ lc full 17,18_, 111117,11111, 11171 rrulUny InSlc11 3r(rr•(Clrluno,—, flrl rrn,n 1:(}r111K'III)1 h'rEof C�� 11EV 15.6.9 SCALE - 0.5000 S1GIJ Cn1 T: URC REF P304 49447 rJr Vnit •/cV/7J A r DL 15 .0 PSF -- U11HG CUMO * JC OL .0 PSF _ CA-ENG,."!'1' Tor.LD• 50 .0 PSF 0/A LEN._VAIIIC5 / UUn.FAC. 1.15 P1 ?CII V_ARIESr SPACING -- - _-_ TYPE GA13LE CfJp enr dM nIM2NAM M M M M M r M M M M M ...M M 11110 nun n.... -- 'C ....— - 7CMAX SC'f[31C 'fCCiJI cUL srF srF zirro,oI�rr-�11..5)ee 1 G%7= 23 --O -- — MAX SETb0-I0( -U --UU1� �1 3U1% a -q-0 " NOTE[ MAXIMM SETBACK IS �ITOM 1NSIDE,OF BEARINGS. l' N=:::TNXB X3X863x6 "" CANTILEVER HEEL of 3X4 PLATES OVER SUPPORTM 2X4.•2X6, 2X0, 2X10 BLOCK FL GRADE 2.82 -- 6.0. t,- (A) r (A) By muss lsn. 1 1 2X6 NIC' RAFTER DETAIL 11118 111PJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. (33) SHIM ALL SPORTS SOLID TO BEARING. CONVENTIONAL FRAMING IS NOT 711E RESPONSIBILITY OF THE 7RUSS bE31GNEnt PLATE MANUFACIURERI NOR TRUSS FABRICATOR. PERO" ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (NO) NO OVEIiCU171N0 ALLOHED ON RIPPED CIJURD. DEFLECTION CRITERtAt LIVE LOAD • L!240 TOTAL LOAD . L/180 (C) ) 2X4 EVERY 2 EXTENSION TO BE SUPPORTED �:: /WM 9) VARIES Hl-TH ' PITCH (NO) 71__VARIE9 HI711 P/'TCII n ". 34711 MAX` .+t - 1 A�" t�IN Are suvPMto R 6941 MAX H 1.3" ,MIN 1 r tYO r_t r t—t t, t� r- TC UL PSF DATE UG/2U/y;� OC UL SEE PSF Uf1H co 119 * 9C LL AUU_ V[ PSF CA -ENG ,6L TOT.LU. PSF OUR.FAC. 1.25 ' Muss t_ -t _ -7 04 RAISED FEEL ON INN jMnUnTANT14Nlo-1-4 vast to A+lMPXII, OItS51 u'� 1 N�`t41gtfl 1(elnr( [-Intl Otr1A11a1 "M blit DItIr.N on lj 101 "t "!tr'or+tllat Pon Allr WAIIN t pnf Q, O I tt! iKc1/1[Allary, IN nhul llre. Iryclial Au Q„ --11111.9 to ■Vllo Me r e" -"" ■nrclrq. It 1110.91 ■r Irl. 1([ Init ntrtt IN ca■o""'Ite Alto$ all" Ar Irl. rin A"0111a1A1. tr•t CIA . nNU Or OEt1r rt•lrt CalrtClo"I are tunt Or a00A eAtr, -Itlt 11111110 AtIM t t lln Aclrn Iut Ol$ 1 fAc(A'1 b 110110. Ar•1•tt Col oulr(r(lllt. 1■lttf 011►'.11! IlulcAltO• No, n■rtl 110 U tclont 10 Urll /A(! 01 (101"0 THAI" Of 111tnAI.Lt 011A • - Kt11 On(telllt tocalla 011 I411 011ltll. r011110ll Ito allq r (� ca.Rcran.(1, p,.rntt 1�0, 1!0 t Ist1•r, nulcw tlu10um ,ilit,Aoto ntNoal $1(90101101. eonal , tan er■( r/Arr�ItltLt Mevltlaq a rut t Itl. All elm I n't Atrlrt p(.1� IGAI 1111,1 lU•nA�tnlrr�nnt/e rr,a•tn '"t dr $01$1 OItAr Ore Ant$If le 11( tar'Orq Nl U(►IC Ito "(nl Or,IAA to all, Ara tnAtt 0101 1[ KlItO t/`al 111 AN It Ar1t.lUlldr. fU■,ILI A rOrr or 'r�r CIV11. f elrtn MAI. Irnt .. Inl - IAltl -_ Ot 119" 10 t$t t1u11 B(tllerf tan nActat, O/ C 11 �1�1 Ilrtllhilt. fell - It■t IIAllau - __.._1 nt tlr:n Y•ICIrtU 1101, lon —.1 C�Ir ;1gIf 11011 _. (e)(P) BLLOCJ PLATE 4X4 — 4X6 2x6 — 2X6 2X6 — 2X10 2X1O-- 4X12 ZTC LL LUAMI�G PSF RE -0-!1795-9001 -� TC UL PSF DATE UG/2U/y;� OC UL SEE PSF Uf1H co 119 * 9C LL AUU_ V[ PSF CA -ENG ,6L TOT.LU. PSF OUR.FAC. 1.25 SPArINrI 24.0° 111 04LA )L DETAIL (REPLACES COl01r CDIOIA) DESIGN CRITERIA: (I] (") LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240A TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1.1S) USED FOR BENDING STRESS. LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. (A) 2X4 STD, STUD, /3 OR BETTER ENO VERTICAL WEB WIT11 WI -5X4 CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FTIIAT ALL DA ABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY ARCIIITECTURALIPLANS/SPECIFICATIONSINCLUDINGSANDOFABR/CATORNSLOAS, COORM TRUTo SS LTIIE AYOUT. �IIIIS I '111.1'AI1 II IRAN CONI'IIIIN INPUT (MARS DIMt111<Inru t11WllAAw ...... . 12 Pitch 1 RAFTER W2X4(A1) I, W3X4 FOR CEILING JOIST SPAN)8'0" Lw— 2 - 6.0A 4 --SPAN VARIES MAXIMUM Wave TP ALPINE pillc f:ngiuccrcd Products, Inc. SnclrllIc"I r. (:n 9392A I'•uAnNlNli•• UUSSIS rl U111111 115 11 rAAI Ir IMAICAI TUN. ItANItI IAr,• rA Ar:Wir1; 111 IU IIIR )I IIIA rnl (NG INSIIIUl(, ,R.1 fl'OArrIr10 1111. 1N)IAIIINrr ll 1111 Ar,Air) `.I111•rIFP, IN�1 All IA, ANTI . Sill 11 JnO. RAnI Sur. rl ra . rum l sill it ur u'1 IIAnfS rl All h1U UNN I or 1111 SI IUrra UlrS. Ilrll%s U1111 AYI!.1 IrIlICA 1111 snol. IUr %All It Yr At. SIAIb,IUA AI rAIIIII (IntllUl r1I11N11 SrIAII ICN I A 111111IAIr AI tell'-111-Pil llr 1 IIr.I5 1'r I11A IU "Illrnt11AM1•• gllAll IIArI rAlO'I r11 All Ar 11111 ►Nlrnrr'IY, IAt 11511 A rlrl'1 Irl 11115 Irl 5lr;r 111 fill IN:1 All AI IIrN r,IrN 1A Ar INIr, INC. Sn Atl it 0l A15"""St011 IVN All UI IIAl1UN IArUI 1111) nI'JOIN. All -1111 INr;INI INIh OVIIU lu1 IN115 s15 IN CON, VIA YI111 1►1: Iq IA11A If.AA IJ. NANnt I,,I nA AC INf, vl IAllS fly. IVIS III S1fr Ill,AIIIANS ll III IIRIV. l'AIIII 1-11101v t IAIIIINI It, Sill UI ICA IION rubl lSntn Or Int An A ASIIIrrINC INSIAII till, ANU C UNNI I; STUNS 111 NnS INAIrUr AI IIISIr,N (UAS ANI MAUI 111 iOf,A ASTM A6S7 CrIOrCAI ►ANU rArtA ATSUCIAt111A) AAn Irl. Alrlrl IAC11 IACI 01 lAlr55, ANn 0N11 SS 01111 (VISI IUrAIl11 OR IIllir bl SI11:1 PGN�5ruS111Ur CUNNI I:IUAS I'IA rA AYI NGT 160 A Arrll rllr)I r1UA5 IU AI SrnNSlb Sl 111 snlll rll orfim IAUsS ISI N1AAi1 �1 II tIf.rl9uPN�t1/LA u,I UI rAUtIfYInN11 INLIAI ININr• 1 IINr11NI N1 IUA RNr rAAI r Uq SIn IAUll Ill At r•:1 ul Inls ANf 11111 1 1.1'Is 51CtIUN �1 Ar NU 11111 Nrr Is TNI rr YrUlS in II IIr UI 101 ILII II IIIN. r _ IIfIr;Al r, 1'tr CEF.am/ CA 1 - - '0- aOLD w, h 1C I.I. Ic OL No `6 006 uc nL SET: ADDVE E " : UC LL 19 TOT.LD.---- trA CIVIL p ----- - -- OF CALIF ��- SPACING 24,0" II Rev. 0 -1 -OU GWII REF R195. 5�i3�; DATE UI/11/un hlfl'r LAII)II/9'r Illt1'111111 CA --ENG /flrll STANDARD JACK DETAIL REPLACES ORW CDIOIA CONVENTIONALLY -'F'RAMED VALLEY DETAIL (A) 2X6 OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER (B) 2 X 4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (D) 2X6 OR LARGER SP #2 OR SPF y1/#2 RIDGE RAFTER (E) 2X4 VALLEY NAILER NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN THAT OF VALLEY RAFTER (A). NOTE: REFER TO VALLEY DETAIL VAUI'RUSS0699 FOR SUPPORTING TRUSS BRACING DETAILS. (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". COMMON TRUSSES AT 24" 0( VALLEY RAFTERS RIDGE RAFTER FOR 1X4 AND 2X4 "T"-` BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 9d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF 'TRUSS BENEATH VALLEY SET MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. OR VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN FOR THE SUPPORTING TRUSS. (2) 16d BOX NAILS, TOE -NAILED TH- RU CRIPPLE INTO RIDGE BOARD (3) 16d BOX NAILS (D) nTT (©(3) 16d BOX NAILS (C) 1 (B) PARTIAL FRAMING PLAN 3) 16d BOX NAILS, OE -NAILED RATED . SHEATHING (2) 16d BOX NAILS, TOE -NAILED ('TYPICAL) RATED SH&ATHINC CONNECTED TO 17tU55 'TOP CHORDS PER SPECIFICATIONS L(3) 1Gd BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RATED SHEATHING —VARNIN6— TRUSSES RLOUIRC EXTREME CARIE IN IADRICAIING, IWNIILING, SHp'I'ING, UiSInLLINf, AND BRACING, REf CR IO 1118-91 IIIANOL TNG INSTALLING AND BRACING), PUBLISIIED DY IPI (IIIIISS 1'EAIC INSTIIUTC, 503 WONOFRIU DR., SUITE 200, MADISON, VI. 33719) FOR SAFCIY PRACIIF.ES PRIUR IU PERFORMING THESE rUNCIIONS. UNLESS (1NIERVISE INDICATED, tUP GWRD LInLL NAV( PR(1PERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SnnLL Ilnv[ A PROPERLY nN1nGIf.I RIG) CL1iNC • EEREIMPODTART•• FURNI SII A COPY OF IVIS DESIGN TO 111E INSIALLAIION C(DNIRACI(IR. nLPINE ENGINEERED PROUI )CIT, INC. SHALL NUT BE RESPONSIBLE FOR ANY DCVIAIION FR(JM IVIS DESIGN) ANY rAILURC 10 BUILD TINE TRUSSES IN CONFORMANCE VII14 IPII OR rABglCAIINr,, IIANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS VITA APPLICAIILE PROVISIONS Of NOS (RATIONAL DESIGN SPECIr ICATIUN PUBLISIIED BY THE AMERICAN r11RES1 AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS ARE MADE Of 20GA ASTM A653 GR40 r.ALV. SICEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACJI FACE OF TRUSS AND, UNLESS UTIIERVISC LOCATED ON )IHS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. III[ SEAL ON HITS GRAVING INDICATES ACCEPTANCC OF PROFESSIIINAL ENGINEERING RESPIINSIBILITY SOLELY FOR IIIc TRUSS COMPONENT DESIGN SIIOVN. INC SUITABILITY AND USC Of IVIS COMPONENT rOR A_ \.vmmvl'1 1 ttL1JJL' J All 44 UG 1' "2) 16d BOX NAILS, OE -NAILED r(D)(A) (3) 16d BOX III'`(C) NAILS, TOE -NAILED SUPE ORTINi; TRUSSES -- AT 24" OC MAX SPACING (3) 16d BOX NAILS, TOE -NAILED GIRDER FESS/n\MIS DRAWING REPLACES DRAWING V105-CONV y c^y C LL 30 �. DL 20 .0 45 D DL 10 6 2G 2001 LL 0 I Clv1� ;• TOT -LD. 60 if chkA,�') DURTAC. 1.25/1.DJ 30 15 10 0 40 PSF 7 PSF 10 PSF 0 PSF 57 PSF REF CONY. VALLEY DATE 06/25/99 DRWG VALCONVF0699 -ENG MLN KAR 55 eCv 8 0� �•u'c 1.15 1.15 SPACING SEE ABOVE CONVENTIONALLY -FRAMED VALLEY DETAIL (A) 2X6 OR LARGER SP #2 OR SPF //1///2 VALLEY RAF'T'ER (B) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (D) 2X6 OR LARGER SP y2 OR SPF y1/#2 RIDGE RAFTER (E) 2X4 VALLEY NAILER NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN THAT OF VALLEY RAFTER (A). NOTE: REFER TO VALLEY DETAIL VAL-1-RUSS0699 FOR SUPPORTING TRUSS BRACING DETAILS. (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". (B), (C) MAX HEIGHT WITH_ 2X4 "T" BRACE IS 11'-2". COMMON TRUSSES AT 24" 01 VALLEY RAFTERS RIDGE RAFTER FOR 1X4 AND 2X4 "7'" BRACING, BRACE TO -CRIPPLE BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO WITH "T" 6d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. OR VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN FOR THE SUPPORTING TRUSS. (2) 16d BOX NAILS, TOE—NAILED THRU CRIPPLE INTO RIDGE BOARD J(3) 16d BOX NAILS (D) (A) (B (3) 16d DOX NAILS (C) PARTIAL FRAMING PLAN 3) 16d BOX NAILS, OE—NAILED RA'C'ED SHEATHING (E)16d DOX NAILS, TOE—NAILED ('TYPICAL) 11rRA TED JIICATEII14G C0NNf:C'1'EU 'I'0 Z(3) TRUSS TOP CHORDS PER SPECIFICATIONS 16d BOX NAILS, TOC—NAILED THRU CRIPPLE INTO RATED SHEATHING ••YARNING•• TRUSSES RCDUIRE EXTREME CARO IN 1'AORICAIING, HANDLING, SIIII'I'ING, INSIALLING PLATE AND BRACING. REFER 10 14I11-91 (HANDLING INSTALLING AND BRACING), PUBLISHED RY IPI (IRUSS PRIOR TO PERFORMING TIII[Scrmy rUNCf IONS. UNLESS O 200, 11CRVI CI 01DICATED. TOP SAFETY PROPERLY ATTAC14CO STRUCTURAL PANELS AND CHURDRSHAILL NAVE TRUSSES _:MAX BOTTOM CHORD SIIALL IIAVE A PROPERLY At TACIIEO RIG[ CEILING. •. IMPORTANI•• FURNISII A COPY Or 11/1S DESIGN IU 111E NISIALI_A11(IN CONTRACTOR. ALPINE ENGINEERED PROBUCti. INC. SIIALL NOT RC RCSPONSIBLC rUR ANY DEVIATION 1"EXCEPT FROM THIS DESIGN) ANY FAILURE 10 BUILD WE TRUSSES IN CONrORMANCE VIT14 IPI, OR rABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING Or TRUSSES. • DESIGN CUNrURMS VIT11 APPLICAOLC PROVISIONS Or NDS (UATIONAL DESIGN SPCCIrICAT10N PUBLISKI) BY 111E AMERICAN rFIREST AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS ARE MADE OE 20CA ASIN A653 GR40 GALV. STEEL AS NOTED. APPLY CONNECTORS 10 EACII rArr. Or TRUSS AND, UNLESS OTIIERVISC LOCAIED ON 11115 DESIGN, POSITION CONNECIORS PER DRAWINGS 160 A-1. TIIC SEAL ON TiIIS DRAVING INDICATES ACCEPTANCE Or PRUr ESSIONAL ENGINEERING RCSPUNSI8ILITY SOLELY FOR THE TRUSS COMPUNCNI DESIGN SHOVN. 111E SUITABILITY AND USE Or MIS COMPONENT 15 IME RESPONSIBILITY nr mr num nwr. n .�r-1 _-.. ANY PARTICULAR BUILDING_ _ ',,vmmvly 11cUJJLJ AT Z4 OC (3) 16d BOX (2) 16d BOX NAILS, NAILS, TOE—NAILED' f0E—NAILED \(C) (3) 16d BOX GIRDER NAILS, TOE—NIN TRUSSES _:MAX AT 24" OC SPACING V1'05—CONV FESS 'PIIS DRAWING REPLACES DRAWING ery C LL 30 30 40 PSF REF CONV. VALLEY DL 20 15 7 PSF DATE 06/25/99 .0 45 A DL 10 10 10 PSF DRWG VALCONVF0699 k 6701001 LL 0 0 0 PSF -ENG MLH KAR Lrr CNI� OT•LD• 60 'lf 55 57 PSF OF CA001 DUR.FAC. I.25/1.3� 1.15 1.15 SPACING SEE ABOVE HRACED HAY - n ROOF, SI11!:ATI IING. PERMANENT' DIAGONALS FORM 1314CED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: TIIF: IST BAY OF' PF,RMANE'NT DIMMNALS, FORMING 11RACED DAY AT TIIE: y1 IIID CAN DE EXCLUDED WHEN AIJ, OF' THE FOLLOWIN(; GONUITIONS ARE MET: 1) THE (.ONTIN130US TOP (:]ORD PURLINS AUE ATTACHED TO THE FLAT TOP (11ORD OF, 'I'IIE' qI 1111'. 2) THE END JACKS ARE '5HEATIIED WITH PROPERLY ATTACHED STRUC'I'1.1 AL PANELS.) SL'C.,TION A -A F'IL:LD APPLIED OR BUILT -1N (.:RIFFLE~ CRIPPLE - - IN PLANE - UF' TRUSSESCRIPPLE SPACING COMMON ((,) (L)) (L)) 1 11.1- * ;.;11,;•1• HACK j 71.1 illc�i�iv.in i i i a i )i�,i�N�n�� i�,i�Iil i-�i�A��N�� ll II111�11_, PERMANENT I: IW IN(.;(.:RIPPLE 1 SUPPORT LAYOUT ST'AR'T' OF' 'TOP CHORD PIAT TOP CHORD. PURLINS. EXTENSIONS. (SLOPING ('TYPICAL, (CON'T'INUOUS) -0 FLAT) START OI TOP CHORD EXTENSIONS. (SLOPING SETBACK! / TO FLAT) SETBACK HRACED HAY - n ROOF, SI11!:ATI IING. PERMANENT' DIAGONALS FORM 1314CED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: TIIF: IST BAY OF' PF,RMANE'NT DIMMNALS, FORMING 11RACED DAY AT TIIE: y1 IIID CAN DE EXCLUDED WHEN AIJ, OF' THE FOLLOWIN(; GONUITIONS ARE MET: 1) THE (.ONTIN130US TOP (:]ORD PURLINS AUE ATTACHED TO THE FLAT TOP (11ORD OF, 'I'IIE' qI 1111'. 2) THE END JACKS ARE '5HEATIIED WITH PROPERLY ATTACHED STRUC'I'1.1 AL PANELS.) SL'C.,TION A -A F'IL:LD APPLIED OR BUILT -1N (.:RIFFLE~ CRIPPLE - - IN PLANE - UF' TRUSSESCRIPPLE SPACING COMMON ((,) (L)) (L)) 1 11.1- * ;.;11,;•1• HACK j COMMON TRUSSES CALIFORNIA 1111' 8YSTE;M TRUSSES' -1� 1/ 111r, PITCHED AND SIIEATHE:D p ` CHORD AREA. o-CRIL'1'Ik: (G:), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS -1'0 F'LA'T TOP CIICtRD (4' O.(:. C:It1T'1'LE: ~PACING SHOWN.) (:ONNECI' CRIPPLE: TO I''LAT TOP (:II0RD AND EXTENDED TOP CFI(IRD, USING 3 - Ud COMMON TOE NAILS OR 2 - I(td COMMON NAILS THROUGH FACE. SECTION 13-13 BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING F'OR CRIPPLE SPACING. CHORD NXTE:NSION (TYPICAL) -�- 1_� #11#21#31#41#51#6 #1 HIP GIRDER I SES 1'BACIC I SEE CA -HIP ENCINEERING F'OR JACK 'TYPE USED. NOPE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE: NOT TIIE PURLINS SPA(13) 24'•O.C. I'YF. -- -- - RESPONSIBILITY OF' THE 'TRUSS DESIGNER PLA'I'T' MANUVACTURER. (CONTINIIOUN 2Xi1) N(JR TRU) 3S F'ABRICAT'OR. PERSONS ERECTING THE 'TRUSSES ARE: CAUTIONED TO SEEK ADVICE OF' A LOCAL PROFESSIONAL ENGINEER (C) ('Itll'I'I.I::ti SPACED 41.1" O.C. TYP. RE:(:ARDIPI(: CONVENTIONAL PRAMDIO. (U) 131111:1' -IN fill, CI211'pL,Es *No,rF:: tiF:F: ORIGINAL DF:tiAGN VOR tiF:TIIACK, LUMBER, PLA'T'ING, LOADING AND DURA'T'ION I''AC'TOR REQUIRED (HORIZONTAL ME:Mlllat OPTIONAL) I'IIIS DRAWING; REPLACES DRAWING ('11110 ••Vnr:rllNli•• IIlIISSLS Itl1)1,gI L I %TRENT. CAI•:I. 113 111111+ICnll11(i. IIMIIII Ild�l, °IIII.1'IIIf. Ill'-:IALI IN'I , CALIF.I_iltA('I'; Arm If1:nClNll ItIl11.' 'III IIID ?I NIM ill IN( IIJ,:I nl. 1. ill( Atli' IINAL1111;'. 111,11111:;111 II IIY 1111 (11!11' �E 1 (�. 1_11 I C1 I.LI -- 1.I AI, 111;:1111111. :iU.l II'I RII II BILI IIIt., SUIII- "I . t1AIIIMIN. WI. :i.t�I '� I Alt CAl I I Y I•I:•Al I II I .`. R O•Ar'q' ---- I'ItIIIt.' III 1'11;1 III'rlUlr; III. SI 111111.1II ITIS. 111111 CS 1111 II I'VI}.1 IIIVII„ATI P. 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AI'I 1111PI 111 ,•In,n A, 11.1 Nrp1 I,V.III 1,111. V. I No 5 'I 1.11 .1.11. I I'il I Y.ILI'I n$ 111111 ll. AI'1'1 f I,IIWNI. 1, 11 IPS II.1 LAI II 1AII 111 IL'I 1', AIIII, 11111 I.::'.• IIIIILI•'WISI 1111, 111 1,11- 1111± IIL'i1411. I'll'.111111J I U111111".I111tS 11LIt urnvlrnr Inn A / ILII ;1 Al 1114 1111': UI:nW'lllll IN1111 III II'.I nl_• 1 AL1.11'Innr1 III ''NUI 1.1SIIINM I141,11411I:IIJIi I'I :ruNaPn II'i :41111 Y I IU' 1111 11.11'.% I11N'`1INt Ill i1 r1;Ir 70 7.000 PI. SI411 \IIUWr'1 ILII SI IIIMgI Ill Allp 1151 Ili III$ LLINI'11111.1111 IIII' ANY VAL'IILnLAt' 111111111111; 'A'/11_Ildl.j 1 IS 1111. ItI. SI'I INSI UII_IIY UI IIIL UIIILIIING UL S14Nl.It I'LIt ANSI/11'1 I I'JyS $LEMON 2. OF cel If� ily J1 COMMON TRUSSES CALIFORNIA 1111' 8YSTE;M TRUSSES' -1� 1/ 111r, PITCHED AND SIIEATHE:D p ` CHORD AREA. o-CRIL'1'Ik: (G:), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS -1'0 F'LA'T TOP CIICtRD (4' O.(:. C:It1T'1'LE: ~PACING SHOWN.) (:ONNECI' CRIPPLE: TO I''LAT TOP (:II0RD AND EXTENDED TOP CFI(IRD, USING 3 - Ud COMMON TOE NAILS OR 2 - I(td COMMON NAILS THROUGH FACE. SECTION 13-13 BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING F'OR CRIPPLE SPACING. CHORD NXTE:NSION (TYPICAL) -�- 1_� #11#21#31#41#51#6 #1 HIP GIRDER I SES 1'BACIC I SEE CA -HIP ENCINEERING F'OR JACK 'TYPE USED. NOPE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE: NOT TIIE PURLINS SPA(13) 24'•O.C. I'YF. -- -- - RESPONSIBILITY OF' THE 'TRUSS DESIGNER PLA'I'T' MANUVACTURER. (CONTINIIOUN 2Xi1) N(JR TRU) 3S F'ABRICAT'OR. PERSONS ERECTING THE 'TRUSSES ARE: CAUTIONED TO SEEK ADVICE OF' A LOCAL PROFESSIONAL ENGINEER (C) ('Itll'I'I.I::ti SPACED 41.1" O.C. TYP. RE:(:ARDIPI(: CONVENTIONAL PRAMDIO. 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(30 + 1.5 + 24) / 2 ='27.75. AOEOU ATE SPAN -RATED DECKING SIIALL BE USED. BLOCKING AS SHOWN SIIALL BE INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT TIIE DISCRETION OF.THE BUILDING DESIGNER. THIS DETAIL IS NOT TO BE USED IN CONJUNCTION. WITH PULL-DOWN OR PERMANENT STAIRS. (B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF #2. ATTACH BLOCKING Willi IWO JOd COMMON (0.148X3") NAILS, TYPICAI.. I PARTIAL ROOF TRUSS LAYOUT I `4',1 LK411 Z4:: 14" 31.5" 24" 241iI_24" PLT TYP. Iliyh SLr en Lh,Wave TPI 95 _(R_Uetall T12A) SI;IIcsI'UIHIC0111IS ""A"NTIR11551 R111111g1 fllgllll 1;Agl IN IAIIgII:AIIIIX. IIANIIIIN':. ;1111'1'IMf,, III';IA111111; ARID RS-IT$M14I1RClip" S1lC'll, Il1A:lllllll('A IIIAI IIII; Rlilq 11111111 91 (IIANIIIING INtlAl11N1; Af1N IINAI IIIC1, 1•IIIIII'.IIII' Ilr II'I (INTI'.', 1'1 All 111'.1111111, SI1311'I N,;I I(I ITR tlll11 700.: HAIII:•IIN NI !.'1/1.11. 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SPACING See above' Rif R795 71901 DALE_ 01 /u4 /02 DRW (.Antiailr, uinn.ul21— CA ENG /G1'JIL._.__..__. SEON - 21046 FROM PS `NSpECTIp,y J 1910101 O�r14N0. OREcO cod K21 Cla Jeta lv�,, A TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124TH AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275. This is to verify -that - SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since: JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION �.v, ae.: I•- ems. ; 3r3.,. - -&ryy- �: ]�S�REPORTTM ' ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 Filing Category: DESIGN -Wood (038) WAVE- METAL CONNECTOR PLATE 'FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE' Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. ' 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 SC, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on cen- thr along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. ' 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. ' 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as ER -5352 Reissued July 1, 2001 • www.icboes.org determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Eacl metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension j Dints, which is the allow- able tensile stress of the metal mul*,:iplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each mesal connector plate must be designed for shear capacity, baEed on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 ofANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (showy. in Table 3 in units of pounds per lineal inch per pair of plates) for the metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors for the metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance valuas for the WAVE metal connector plates must be reduced by a strength reduction factor, OR, shown in Table 4, wher• the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diame.:ers equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by ful, embedment rollers, or combinations of partial embedme-it roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with s ngle-pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percentwhen the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metall connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. ' FiS REPORTS" «re not to he constmed as representing aesthetics or anv other attributes not specilicuQr addressed nor are ttev to be construed cis an endorsement of?he subject oj'the report or a recommendation jor its use. There is no crarrann' by 1CB0 Evaluation .Sen%ce. 'Inc., express or implied. as to mw linding or other matter in this report. or as to arty product covered br the report. Copyright :6, 2001 'ce®r Page 1 of 5 Page 2 of 5 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tang -2.0) where: 0.65 <- HR 5 0.85 B = angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator who has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- ER -5352 I matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code-, subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hourfire-resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and ER -5640. This report is subject to re-examination in one year. Page 3, of 5 - ER -5352 TABLE t—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE- METAL CONNECTOR PLATEI For SI: I inch = 25.4 mm, I psi = 6.89 kPa. I See Figure 1 for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installe& in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage' for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. Load __ _ Load _ Load _ _ LUMBERSPECIESDIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE=•3 PLATE MODEL • Species - AA EA - AE EE Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact area)2 IIIIIIIIIIII : METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 145 153 Hem -fir 0.43 164 109 106 124 WAVE- Southern pine 0.55_ 206 158 163 170 Spruce -pine -fir 0.42 159 109 106 118 METAL PLATE VALUES RATED BY SEMI -VET AREA METHOD° " Douglas fir 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 -275 195 163 170 Spruce -pine -fir 0.42 208 130 .106 118 For SI: I inch = 25.4 mm, I psi = 6.89 kPa. I See Figure 1 for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installe& in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage' for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. Load __ _ Load _ Load _ _ Load AA Orientation EA Orientation e , Load Load 111111 111111 — — — IIIIII— _ `.� fir. • Load Load AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS ' r I I I I I I I I I I I I I� . 'I^IrI�IItLoI l,�l IIIIIIIIIIII `�`I��;�•I IIIIIIIIIIII :I �(.1�1;=fail Load AA Orientation EA Orientation e , Load Load 111111 111111 — — — IIIIII— _ `.� fir. • Load Load AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS ' r Page 4 of 5 For SI: I inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD ER -5352 TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE- METAL rnMMFrTnO of ATc1 PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE Z 0° 90° 0° 90° Allowable Tension Load (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio WAVE 895 849 0.512 0.486 'See Figure 3 for a description of plate orientation. '--The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Length L Width Load Load Load :il lfy_ - .:1• I Load Load (a) Oe Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE F DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0' 1 30° 60° 90° 1 120° 150° 0° 30° 60° 90° 120° 1 150° NODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio AVE "656 861 969 1 567 1 529 1 556 1 0.563 0.739 1 0.832 0.487 1 0.454 0.477 rvr aG 1 p61 = 0.i3Y Kra. :il lfy_ .:1• �� (a) Oe Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE F DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0' 1 30° 60° 90° 1 120° 150° 0° 30° 60° 90° 120° 1 150° NODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio AVE "656 861 969 1 567 1 529 1 556 1 0.563 0.739 1 0.832 0.487 1 0.454 0.477 rvr aG 1 p61 = 0.i3Y Kra. 'Page o 5 3f ER-5352- TABLE R-5352TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE' METAL CONNECTOR PLATE1 PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2•3 Species AA EA AE - EE Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact areal METAL PLATE VALUES RATED BY GROSS AREA METHOD WAVE" Douglas fir 0.49 206 156 145 153 Hem -fir 0.43• 164 109 106 124 Southern pine 0.55 206 158 163 170 Spruce -pine -fir 0.42 159 109 106 118 METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD4 Douglas fir 0,49 275195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 106 118 For SI: I inch = 25.4 mm, I psi = 6.89 kPa. ' I See Figure I for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate.' ;Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance of 1/? inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples ofjoints affected by the mandatory reduction of plate coverage. ' Load _ _ _ _ _ — Load. Load Load AA Orientation..,. EA Orientation 'Load Load 111111 Jill 1 1 1 1 1 1 1 I Load AA Orientation..,. EA Orientation 'Load Load 111111 Page 4 of 5 ER -5352 For SI: I inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE "- METAL CONNECTOR PLATEI DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2 0° 190° 0° 90° Allowable Tension Load PLATE MODEL (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio WAV E — 395 849 0.5121 0.486 ........ rte. See Figure 3 for a description of plate orientation. '-The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Length Width Load 7r ..:.r, Load Load Load (a) 00 Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE" METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 'LATE 0° 30° 60° 90° 120° 150° 0° 30° 60° 90° 120° 150° AODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio AVE' 656 1 861 1 969 567529 1 556 0.563 1 0.739 0.332 1 0.487 0.454 0.477 rut at; i psi = o.ay Kra. E Ll Load (a) 00 Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE" METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 'LATE 0° 30° 60° 90° 120° 150° 0° 30° 60° 90° 120° 150° AODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio AVE' 656 1 861 1 969 567529 1 556 0.563 1 0.739 0.332 1 0.487 0.454 0.477 rut at; i psi = o.ay Kra. E rPage 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR THE WAVE" METAL CONNECTOR PLATE ' INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL SPECIFIC GRAVITY1 AA EA AE � EE WAVE" 0.49 0.815 1 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 L VI 01.. , IfIG❑ = LJ.'. mm. - 'The QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specif c gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. r E E r REDUCTION FACTOR, HR, APPLIES FIGURE 4—HEEL JOINTS TO WHICH THE RED r . + ' �3/8 in a 1 1 � Plate Length r� 0 1 rPlate Width r b _ 0.25 in (6.35 nn) o.c. between slots {� 0.12 in (3.05 nn) ��----o�I I ' . • I r7_1 \ 1 I - Slot width �j�'� O.M56 in (nininun) I \ I I I in <25.4' nn) O.C. 0.5 in (12.7 nn) between slots c' slot length - adjacent slots - 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mrl). For SI: I inch = 25.4 mm. .. FIGURE 5—WAVE PLATE' DIMENSIONS ILL, - TUUIH LUP1MUN11T L,tNItK - 11U NOTE,: SEE'DRAWING CAUSR795 02179020 FOR LUMBER, PLATES, AND. OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. REPAIR FOR ADDITIONAL TOP CHORD LOADS AS SHOWN REPAIR PROCEDURE -------------------------------------------------- > SHORE TRUSS TO RESTORE TO PRE -LOADED CONDITION > ADD TOP CHORD AND WEB SCABS > REMOVE SHORING ADDITIONAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=11.25) TC - 103 LB Conc. Load at 37.41, 40.51 1III D UNh rKLrAMtU rKUP1 L.UP1rUILK 1NrU1 (LUAU) 6 UIP7trvJ1 UN3) .5UD1-I1 I ICU DI IRUaa FIFR (S1)ADD 2x4x7-0-0 SPF 1650f -1.5E SCAB TO BE ATTACHED TO ONE FACE OF CHORD WITH 10d (0.148"X3.00") NAILS AT 6" O.C. (S2)ADD 2x4' x 4-3-12 SPF #1/#2 SCAB TO BE ATTACHED TO ONE FACE OF WEB WITH 10d (0.148"X3.00") NAILS AT 4" O.C. SHIM SCAB SOLID AT BEARING. VFIF/Gr– CI I T OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA -�Q —BY° .. n w (Si) X7-4-0—� B-6-8 0 7 2 I.SIE 7 5 8 6-6-0 3�E 6 6 0 ��E 6-4-4 a� 6-10 0 _1 8-6-8 T 7-3 12 6-7-12 T 6-6 0 T 6-6-0 7-4-0 1� 16-0-0 _I_ 20-0-0 6-10-0 _I f 35-6-0 T 7-4-0 42-10-0 Over 2 Supports J R=1375 W=3.5" R=2343 41=3.5" - tom.: ryl: R PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 1 1 R F Scale =.1875" Ft. S ales Fabricators 85435 Middleton Street,Thermal CA ' "WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFERTO H18.91 (HANDLING IIISTALLIIIG AIID BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 0'ON OFRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. .TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. QX.D W. �7 Q` Nov 1' 2 r ` 2 T C TC L L DL 2 0.0 14.0 P S F P S F R E F DATE R795--79602 11112102 `"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TNIS DESIGN; ANY FAILURE TO B C D L 7.0 PSF D R W CAUSR795 02316124 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLIIIG, SHIPPING, INSTALLING AILD BRACING OF TRUSSES. TII IS DESIGN CONFORMS NITN APPLICABLE PROVISIONS OF 11 DS (NATIONAL DESIGN B C L L 0.0 P S F CA -ENG B F R/ G W H Alpine Engineered Products, Inc. Sacramento, CA 95828 ° SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY -CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIIGINEERIIIG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. - No. C 58005 ,R Exp. 6-30-2006 -r CJV11- Q �� OF CALIFO * �P TOT . LD. 41.0 PSF SEQN - 16184 D U R . FAC. 1.25 FROM PS SPACING 24.0" tom.: ryl: (K_TLL-YUUIH LUMMUNLIY CENILK -.111) NOTE: SEE DRAWING CAUSR795 02179021 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS.. REPAIR FOR ADDITIONAL TOP CHORD LOADS AS SHOWN REPAIR PROCEDURE -------------- > SHORE TRUSS TO'RESTORE TO PRE -LOADED CONDITION > ADD TOP CHORD SCAB > ADD NAILS TO EXISTING PLATE > BEARING BLOCK REQUIRED > REMOVE SHORING ADDITIONAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC - 103 LB Conc. Load at 37.43, 40.43 IHIS U6IU PKt PAKtU FKUM LUMPUItK INPUI (LUAU) 5 U1MtNS1UNS) �>UUMIIItU 1ST IKUJS MI'K. BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_na11s BRG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE 1 35.208' 1 12" 4 MATCH TRUSS BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS BOTTOM CHORD. REFER TO DRAWING CNBRGBLK1299 FOR ADDITIONAL INFORMATION. (S)ADD 2x4x9-0-0-SPF 1650f -1.5E SCAB TO BE ATTACHED TO ONE FACE OF CHORD WITH 10d (0.148"X3.00") NAILS AT 6" O.C. (E) ADD QUANITIES OF 6d COMMON NAILS (0.113x2.0) TO EXISTING PLATE AS SHOWN BY SQUARES IN EACH TRUSS MEMBER. NAILS TO BE APPLIED_TO BOTH FACES. , Ttl icT 0-3-10 T 4-9-14 �7-4-0� I, 6-8-11 3 8 I _I 5-7 11 I 5-4-3 1_ 88-3-12 8-0-0 I _� 4�4 7-5-12 J (' 9-6-8 1 8 3 12 1 8-1-12 3TE 9-6.-0 E 3-1-7 10-5-7 IE 18-0-0 I 16-0-0 _I, 8-10-0 J C 35-6-0 T 7-4-0 , fE 42-10-0 Over 2 Supports J R=1365 W=3.5" R=2353 W=3.5" PLT TYP. Wave TPI -95 (R_YCCT11)i:e? Design Criteria: TPI' STD UBC 'CA 1 1 R F Scale =.1875"/!Ft.::.`. S tes Fabricators 851!35 Middleton Street, Thermal CA —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING LNSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200• MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `"IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO �p �/ �( P�� y� Nov 2 2 0' A T C L L T C D L BC DL 20.0 P S F 1 4.O P S F 7.0 P S F R E F R 7 9 5 7 9 6 0 2 DATE 1 1 / 1 2 / 0 2 D R W CAUSR795 02316123 CA -ENG B F R / G W H BUILD THE TRUSSES IN CONFORMANCE XITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F 7ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERMISE LOCATED ON THIS DESIGN, POSITIoi1 CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. * No. C 58005 * Exp. 6-30-2006 CIVl1- \P Qa q OF TOT. L D . 4 1 .0' P S F S EON - 16181 D U R .FAC . 1 .25 F R O M P S SPACING 2 4 . 0 " tK_1 LL, -tUUln LUMMUINIIT Ltll ItK -IIIf) v NOTfr: SEE DRAWING CAUSR795 02179022 FOR LUMBER, PLATES, AND. OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. REPAIR FOR ADDITIONAL TOP CHORD LOADS AS SHOWN REPAIR PROCEDURE -------------------------------------------------- > SHORE TRUSS TO RESTORE TO PRE -LOADED CONDITION > ADD TOP CHORD SCAB > ADD WEB BRACING (A) > REMOVE SHORING ADDITIONAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - 103 LB Conc.. Load at 37.41, 40.44 I n x"uvlu rKC rAmi:u rKum uumrulcn ir+rul (wnw a uinuvJI V14 o) JUUrui I L U U I IRUJJ, .. (A).CONTINUOUS LATERAL BRACING EQUALLY -SPACED ON MEMBER. (S)ADD 2x4x11-0-0 SPF 1650f -1.5E SCAB TO BE ATTACHED TO ONE FACE OF CHORD WITH 10d (0.148.'X3.00") NAILS AT 6" O.C. �7-4-0� l * �E 7-4-11 6 3 11 6 3-11 6-0-0 3�, 6-0-03-4 4 a� 7-5-12 ,J r 10-6-8 T 9-3-12 T 6-1-12 T 6 1-12 3-4 4 T 7-4-0 � i 20-0-0 I_ 12-0-0 _I, 10 10 0 ,I 35-6-0 T 7-4-0 42-10-0 Over'2 Supports j R=1375 W=3.5" R=2343 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI)STD UBC CA 1 1 R F Scale =.1875" Ft. S44)ateS fabricators, 8535 Middleton Street,"fllennal CA "WARNING " TRUSSES RED IRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND PRIORPLATE 53719) PUBORSSADETY PRATPICTICES(TRUSS BNSTITUTE,RE583 DFIR OONOFflIO DRHAIISUITE 200DLING ?AMADISONNDWBRACING) TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILI II G. �0�� w P NOV 2 Fy 2 0 TC TC LL DL 20 14 . 0 .0 P S F PSF R E F DATE 'R795--79602 . 11112102 `"IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE -INSTALLATION -CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;: ANY FAILURE TO W m BC OL 7 .0 PSF - D R W CAUSR795 02316122 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BR AC IIIG OF TRUSSES. THIS DESIGN CONFORM S WITH APPLICABLE PROVISIONS OF LIDS (NATIONAL DESIGN B C L L D. D P S F CA -ENG B F R'/ G W H - Alpine Engineered Products, Inc. SOCranlellto, CA 95828 LPINE CONNECTORSI ATI ARE EPMADESOFD20GATASTMMA653ER AGR40R GALVAIISTEELD PA ER E% CE PTIAS INOTEDND TAPPLYACONNECTORS TO EACII FACE OF TRUSS. AND UNLESS OTHER NI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A"2. THE SEAL ON THIS DRAWING INACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY.AND USE OF TNIs COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. ♦ No. C 58 �(� Exp. 6-30- �/� CIVH. Q . �F CALIF 05 • O6 TOT. LD . 41 .0 PSF S E Q N -,16178 D U R . FAC . 1 .25 FR0M PS SPACING 24.0' '