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0103-049 (CSCS) Truss Calcs0 1 Oro W.ETSIGNED 4Lc , Ftl�A S R 1-C. A'T O R S c ' t, i AESIDENTIA16 COMMERCIA16 rx FLOOR TRUSSES 86-435_,-MIDDLETON STREET, THERMAL' CALIFORNIA 92274. CITY OF LA QUINTA OFFICE: (760) 397-4122 •,FAX: (76d)'-397-4724 BUILDING & SAFETY DEPT. www.spat6s.com : o APPROVED FOR CONSTRUCTION DATE BY i DATE BY M ECHANICAL�INS�TALL�A�TION� eR.rpE.at, .. Rpr..arev � „• , orr.. �� nm nme rgrr _ o..wr o.n.o• Trues spent greeter then 60'. ' saarrpe.w T.o Truax eparro leas then 30'. Tro °pi'dira'r u- uR. sa.� av u or .uan.gnr To.m -To.b i A.aeftlr..W � nm r..un krpN r.p �,� urr w..w m.R w• Truss opens greater than 60'. uR. apr.tl.r en To. k Ta m Km.%, -.W i I�..1Mrar.W.l b!Y T ro _ Trues Sperm 30' to so'. un. � �WARPGN(i Do no1-1010 6stngie�Quss� xnM' Via. � T 'fir y.,,uoh.•�L1'.m J41D �!J�,?��•� �i3e??`IA4 1 i 11 TypkmV rd.A AR.ch w b [M wa '10 9..kw Drama su.- t or.une tut.. T Typkm IbrkmW TM Y.ml.r wRe rwpr err.. Ont Iceyl T d0 T :ON 39dd s)43dr es.i sm3ur esl -1/�dddHld :ON 80F 6E1 r-8£1 I NO EXCEPTION (j MAKE CORRECTIONS TAKEN NOTED j j REJECTED [ j REVISE AND RESUBMIT [ [ SUBMIT SPECIFIED ITEM Checking is only for general conformance with the design concept of the project and the general compliance with the information given in the contract documents. Any action shown is subjectto the requirements of the plans and specifications. Contractor is responsible for dimensions which shall be confirmed and correlated at the job site; fabrication processes and techniques of construction; coordination of his work with that of other trades; and the satisfactory performance of his work B.G. STRUCTURAL ENGINEERING, INC Date' AN 2 3 2001 BY --VL .+ (rlNArrY-VU1NI NANF'Y bUILU1NU # 4&b - ILtl f LAI -FW ) I1-11UV)b VKtrAMtU rMUM uuMrultM 1NrUl (tunw & ulMtN3IUNZ) 3Vor1111CU Df Inwa rir— TOP CHORD 2x4 SPF #1/#2 MAX JT VERT DEFL: LL: 0.20" DL: 0.19" (SEE DWG DEFLCAMB0699) BOT CHORD 2x4 SPF #1/#2 RECOMMENDED CAMBER 3/8" WEBS 2x4 HF Std/Stud :W1, W11 2x6 SPF 1650f -1.5E: :W10 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W1 4-0-0 1 1.11 V T n = W2X3 III w4Ab R=1072 W=5.5" w.3xu = W5X6 8-11-8 Over 2 Support w.sxa = W2X3 III R=1072 W=5.5" T T 3-4-2 3-4-2 11-1-0 L L 20.0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB"91 .(HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �Q ,Q6� OLE) W. t, (LL ,1 T C L L 20.0 P S F R E F R795--36881 III STITUTE. 583 D'ONO FRIO DR., SUITE 200, MADISON, NI 53119), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCT IONS. UNLESS OTHERWISE INDICATED, TOP CHORD SN ALL HAVE PROPERLY ATTACHED �(! G,Q' ��� .L TC DL 11.0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. (1� -"IMPORTANT'* FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED R�1 BC DL 7.� PSF DRW CAUSR795 00362006 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N (: 800 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND B C L L D. D P S F CA -ENG GTP G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E / SPECIE ICAT1011 PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALP 111E CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO D * TOT . L D . 3 8.0 P S F S E Q N - 75965 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITIOII 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 z. ClVI1� �Q' Q� OF CALIFO D U R . FAC. 1.25 F R 0 M I V SPACING 2 4.0 kni nArr I-rL71141 MArrT OUILUI IVU It 4&9 - IL7 rLAI (rKI KJ TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W1, W12 2x6 SPF 1650f -1.5E: :W2, W10, W11 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR TC - 100 LB Conc. Load at 3.00, 11.00 PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X4 W1 4-0-0 1 j m 3 uwu YKCrAnCu rnurl uunruicn IlYrul LwAUa & ulI-1—lV11Z) 1111— — .-11 .n... MAX JT VERT DEFL: LL: 0.22" DL: 0.19" (SEE DWG DEFLCAMB0699) RECOMMENDED CAMBER 3/8" DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. I.Ir V A — 0.25 W3X4 = W3X5 W3X14 W12 T 1-10-2 12-7-0 3-4-2 11-1-0 1 W3X8 = W3X8 = W5X6 = W3X8 = W4X8 W2X3 III W2X3III fE 28-11-8 Over 2 Supports J R=1200 W=5.5" R=1144 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. **WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND TC ILL 20. 0 P S F R E F R795--36882 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACIIIG). PUBLISHED BY TPI (TRUSS PLATE �p �II/ t. 46w� INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, Ni 53719), FOR SAFETY PRACTICES PRIOR TO �O '7� -Y PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y Q' Cr T C D L 11 .O P S F DATE 12/27/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 .0 P S F D R W CAUSR795 00362007 PRODUCTS, INC. SHALL N0T BE RESPOIISIBLE fOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d' N • C 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L 0. 0 P S F CA -ENG G T P G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B 2 / 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 t * TOT. LID. 38.0 P S F S E O N - 76013 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 LTj, CIVI� `P D U R . FAC . 1 . 25 FROM I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TNIS T� Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ` OF (;/�FO�� SPACING 2 4. 0 " ANSI/TPI 1-1995 SECTION 2. ippww ippppv P-WAPAP A W12 T 1-10-2 12-7-0 3-4-2 11-1-0 1 W3X8 = W3X8 = W5X6 = W3X8 = W4X8 W2X3 III W2X3III fE 28-11-8 Over 2 Supports J R=1200 W=5.5" R=1144 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. **WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND TC ILL 20. 0 P S F R E F R795--36882 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACIIIG). PUBLISHED BY TPI (TRUSS PLATE �p �II/ t. 46w� INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, Ni 53719), FOR SAFETY PRACTICES PRIOR TO �O '7� -Y PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y Q' Cr T C D L 11 .O P S F DATE 12/27/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 .0 P S F D R W CAUSR795 00362007 PRODUCTS, INC. SHALL N0T BE RESPOIISIBLE fOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d' N • C 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L 0. 0 P S F CA -ENG G T P G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B 2 / 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 t * TOT. LID. 38.0 P S F S E O N - 76013 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 LTj, CIVI� `P D U R . FAC . 1 . 25 FROM I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TNIS T� Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ` OF (;/�FO�� SPACING 2 4. 0 " ANSI/TPI 1-1995 SECTION 2. kninArrl-rU11V I nAr•rl DU1LU11VU f 4&D - IJU rLAI L31KUtK (r1Cl KJ) TOP CHORD 2x4 SPF #1/#2 :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E :B2 2x4 SPF #1/#2: - WEBS 2x4 HF Std/Stud :W1, W14 2x6 SPF 1650f -1.5E: :W2, W3, W12, W13 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR TC - From 401 PLF at 0.46 to 398 PLF at 13.50 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 143X4= W5X7 = W2X3 III W3X4 = W5X4 = 0.25 W1 4-0-0 W W2 W5X7 = W4X12 = W3X10 inLa vnu rn[rmKEu —vn vvrirui[n inrui LwL+w a U11-1-1—J)—U."..w 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0 g_nails) TOP CHORD: 1 ROW @ 6" 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. MAX JT VERT DEFL: LL: 0.36" DL: 0.23" (SEE DWG DEFLCAMB0699) RECOMMENDED CAMBER 3/8" W3X6 = W3X8 = W3X14 T2 W14 1-10-2 W13 12-7-0 3-4-2 W12 11-1-0 B2 W6X6 = W3X10 = 144X8W2X3 III 28-11-8 Over 2 Supports J R=4978 W=5.5" R=2376 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. "WARNING* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OHOFRIO DR., SUITE 200. MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO �p W t.n �(. ti TC LL 20.0 P S F R E F R795--36883 PERFORMING THESE Ci T C D L 11.0 P S F DATE 12127100 FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y P�C � "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED fl1 BC DL 7.0 PSF DRW CAUSR795 00362008 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 N 5 OO 5 BC LL 0.0 PSF CA -ENG GTP / G W H ALPINE BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIL DESIGN P 8 02 PONAL BY ST AN AN TAPPL 20GATASTMHA653AGR40RE CON N ECTORSCATIAREPMADESOFDGALV STEEL, E X CEPTI ASON) NOTED. YAC0N N E C TO RS TO * TOT . L D. 38.0 P S F S E A N - 76030 Alpine Engineered A 9582 Products, Sacralnento,CA95828 Inc. 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 DESI GIN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. C1VI%- 9� Q �FC+��F D U R . FAC. 1.25 FR0M I V SPACING 24.0" (KIHAF'NY-F'U1N1 HAFF T bU1LUINU # 4&5 - 131 FLAI (NKI RS) ) IH1J UwU rtttrnrctU rMUrl LumruitM 1NruI tLUNUa a UIriu431U143) 3UD1'1i11LU D1 IR— nrn. TOP CHORD 2x4 SPF #1/#2 MAX JT VERT DEFL: LL: 0.22" DL: 0.19" (SEE DWG DEFLCAMB0699) BOT CHORD 2x4 SPF'#1/#2 RECOMMENDED CAMBER 3/8" WEBS 2x4 HF Std/Stud':W1, W12 2x6 SPF 1650f -1.5E: **WARNING— TRUSSES REOUIRE 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, NI 53719), FOR SAFETY PRACTICES PRIOR TO :W2, W10, W11 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/360,00 TOTAL LOAD. ADDITIONAL --------------------------------------------------- LOADING PER TRUSS FABRICATOR 10 PSF BC LIVE LOAD PER UBC. TC - 100 LB Conc. Load at 3.00, 11.00 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1.1 IV 1 A W12 T 2-2-2 12-3-0 11-1-0 W2X3 III W3X0 R=1200 W=5.5" wsxa = W5X6 28-11-8 Over 2 Support W 3 A b = N'+A0 W2X3 III R=1144 W=5.5" 1 3-4-2 1 PLT TYP. Wave TPI CA/2/-/-/-/R/- Scale -95 Design Criteria: TPI STD **WARNING— TRUSSES REOUIRE 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, NI 53719), FOR SAFETY PRACTICES PRIOR TO �.D W F �`�l T C L L 20.0 P S F R E F R795--36884 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED P(r.O L� i T C D L 11.0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y *•IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALlAT10N CONTRACTOR. ALPINE ENG 111E ER ED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR FROM THIS FAILURE TO t}1 D C D L 7.0 PSF D R W CAUSR795 00362009 ANY DEVIATION DESIGN; ANY BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND a' ,� N 8005 B C L L 0.0 P S F C A -ENG GTP / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN P.6 p SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 3 8.0 P S F S EON - 76023 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . Alpine Engineered A 9582 Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POST TION 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. Civil \P 4 Q�a QF CALF D U R . FAC. 1.25 FR0M I U S P A C I N G 24. 0" kr-imArrT-rU11Nl nArrT bU1LU1NU P 46b - 16Z YLAI U1KUtK (VKI KZ> TOP CHORD 2x4"SPF #1/#2 :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E :B2 2x4 SPF #1/#2: WEBS 2x4 HF St'd/Stud :W1, W14 2x6 SPF 1650f -1.5E: :W2, W3, W12, W13 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR TC From 401 PLF at 0.46 to 398 PLF at 13.50 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W1 4-0-0 1 FT— 142X.l in W3X4 = 1.1C V A _ 0.25 In1J vwu rKLrAKCU rmun uvmrUICK lnru, LLVAVJ 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 6" 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. MAX JT VERT DEFL: LL: 0.36" DL: 0.23" RECOMMENDED CAMBER 3/8" 10 PSF BC LIVE LOAD PER UBC. W3X6 = W3X8 W3X14 rl W012 = W3X10 = W6X6 W5X7 IE 28-11-8 Over 2 Support R=4978 W=5.5" b W3X10 W14 T 2-2-2 12-3-0 11-1-0 W4X8 = W2X3 III R=2376 W=5.5" T 3-4-2 1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. "WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 0.0 P S F R E F R795--36885 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Ox'D W. [,n l��`yf�, INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO ,7` T+j T C D L 11.0 P S F DATE 1 2 PERFORMING THESE FUNC T1 ON S. tlN LESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Cq �P q�/ 2 7 / 0 0 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC D L. 7.0 P S F O R W CAUSR795 00362010 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NG AN N C B 5 BRACIBUILDNGHOFTTR U SSES ES IN LOTHOi SN DESIGN ANCE ICONFORMSONI TH AA PP LICABLE PROVISI ON SSOFPN DS (NATIONALI DES IGH E 2 B C L L 0.0 P S F CA -ENG GTP / G W H ALPINE 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 >k 2 200 * TOT . L D . 38.0 P S F S E Q N - 76034 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 �. L`iVI� �P D U R .FAC . 1.25 FR0M IV RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS '9 Alpine aeramento,Ced Ar9582gs,Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF Qq�(F0� ANSI/TPI 1-1995 SECTION 2. SPACING 2 4. 0" ppppw rl W012 = W3X10 = W6X6 W5X7 IE 28-11-8 Over 2 Support R=4978 W=5.5" b W3X10 W14 T 2-2-2 12-3-0 11-1-0 W4X8 = W2X3 III R=2376 W=5.5" T 3-4-2 1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. "WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 0.0 P S F R E F R795--36885 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Ox'D W. [,n l��`yf�, INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO ,7` T+j T C D L 11.0 P S F DATE 1 2 PERFORMING THESE FUNC T1 ON S. tlN LESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Cq �P q�/ 2 7 / 0 0 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC D L. 7.0 P S F O R W CAUSR795 00362010 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NG AN N C B 5 BRACIBUILDNGHOFTTR U SSES ES IN LOTHOi SN DESIGN ANCE ICONFORMSONI TH AA PP LICABLE PROVISI ON SSOFPN DS (NATIONALI DES IGH E 2 B C L L 0.0 P S F CA -ENG GTP / G W H ALPINE 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 >k 2 200 * TOT . L D . 38.0 P S F S E Q N - 76034 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 �. L`iVI� �P D U R .FAC . 1.25 FR0M IV RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS '9 Alpine aeramento,Ced Ar9582gs,Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF Qq�(F0� ANSI/TPI 1-1995 SECTION 2. SPACING 2 4. 0" iir wi r � iii i� � r� i■� � � � � � � � �r +� r (r.InArrT-rU1N1 HAVVT bU1LU1NU # 465 - 166 rW TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud W4X4 1111) vwu rrctrAKLU rKUPI Su19ruIt1X lwruI tLVAUa a U, r¢n a IUnJ) Ju aria 1,1U U . 'IV w ..... DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W2X6(A1) - 16-0-0 Over 2 Support R=736 W=5.5" W2X6(A1) - R=736 W=5.5" _ 35 2-3-14 16-7-0 PLT TYP. Wave CA/2/-/-/-/R/- Scale =.375" Ft. TPI -95 Design Criteria: TPI STD —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS PLATE V. VO W. t� F TC LL 20 . 0 P S F R E F R795--36886 INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTMERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ALO , 4, Q' '9 `Y TC DL 17.0 P S F DATE 12127100 STRUCTURAL PANELS. CHORD PROPERLY RIGID y Zm BOTTOM SHALL HAVE A ATTACHED CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATI0N CONTRACTOR. ALPINE ENGINEERED Rt BC DL 9.0 PSF DRW CAUSR795 00362011 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d' No BUILD THE TRUSSES [N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO B C L L 0. 0 P S F C A -ENG GTP / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E .6-3 SPECIFICAT IARLPINE SOF020GATASTMMA653AGR40REST TAPPLYACONNECTORS EPMADE GAL V ANSTEELERE%CEPTSOCI ASINOTEDND CONNECTORS TO } * TOT . L D. 46.0 P S F S E O N - 75989 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 EAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIIGINEERIIIG RESPONSIBILITY SOLELY FORST HE 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. d�q CIV OF CA01; C)� D U R .FAC . 1 .2 5 FROM I V SPACING 2 4 . 0 " r m� m m m m m m m m m m m m m m m ■■r (r.INArrT-rU11Vl HArrT nU1LU1NU # 4&5 - 1.14 Y.W H1UH HUL (LAI RJ) TOP CHORD 2x4 SPF 1650f -1.5E :T4 2x4 SPF 2100f -1.8E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3, W11, W22 2x4 SPF #1/#2: :W23 2x6 SPF 1650f -1.5E: ADDITIONAL LOADING PER TRUSS FABRICATOR ----------------------------------------------- BC - 75 LB Conc. Load at 16.44, 18.44, 30.56, 32.56 145X8 W3X4 ; 3 W4X10 W2X3 III TW3 1 11-0 I t1IJ uwu rMerAM[u mum LwiruitK Xwrui lwr+w 0 U11-1 1VIIJ) —,,1„ — .,— II --1- (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. W4X8 = W6X8 — W2X4 III W2X4 III (A) W4X10 (A) (A) W5X12 Wil 143X4= W3 -X7= W2X4–III 4-5-4 (A) (A) T4 W 6 X 8 W23 1-5-0 n W22n W6X6 W3X8 = W7X6 = W2X4 III W8X8 = W2X4 III W7X6 = W3X5 = W014 = 24-6-0 26-6-0 143X4111 6 10 14 6-9-8 5-2-14-1-5-6-121:;E-5-6-12- 5-2-14 6-9-8 6-10-14 0_ I_ 24-6-0 1_ 26-6-0 _I 1-0-0 Over 2 Support R=2592 W=5.5" R=2615 W=5.5" 8-0-8 12-7-0 1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. '*WARNING** TRUSSES REOUIRE 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 OR.. SUITE 200, MADIS011. MI 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. , W. 4 y P�0 ylcpy TC T C LL D L 20 . 1 7 .0 0 P S F P S F R E F DATE R795--36887 12127100 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9 P S F D R W CAUSR795 00362012 A L P I N E 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 BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 0 5 A 8 0 B C L L .0 0.0 P S F C A -ENG G T P 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 0 * TOT . L D . 4 6 .0 P S F S EON - 76223 Alpine Engineered Products, I11C. SBcTamenl0, CA oduct EACH FACE OF TR SS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGI11EERING 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/ TP1 1.1995 SECTION 2. C1V1� gyp. ��OF CgL1f0 D U R .FAC . 1 .25 FR0M IV SPACING 2 4 . 0 " 1r.inHrrT-ruii4I FIArrT CUILUINU f 45b - I35 rw mull I1ttL (txl KJ) U I K TOP CHORD 2x4 SPF #1/#2.:T4 2x6 SPF 2100f -1.8E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W13, W15, W21 2x4 SPF #1/#2: :W22 2x6 SPF 1650f -1.5E: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC From 460 PLF at 38.67 to 500 PLF at 51.00 BC 75113 Conc. Load at 16.44, 18.44, 30.56, 32.56 I(A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W2X3 III 1-11-0 W5X7 W3X4: W3X8 rola uwu rM[rAKtu rMuri uunruICK IIYrUI (wNua a —111---) , .�� 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 5" 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. -1 10 PSF BC LIVE LOAD PER UBC. - (E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE -6: REFER TO SIMPSON CATALOG C-2000 FOR NAILING SPECIFICATION. SUPPLEMENTARY UPLIFT CONNECTION REQUIRED, BY OTHERS. W5X12 = W2X4 III W2X4 III (A) 146X10 (A) W8X8 ,3 W6X16 W2X3 III W22 1-5-0 W4X6 = W3X7 = W7X6 = W2X4 III W8X10 = W2X4 III HS614 - W4X14 = W2X4 III1 W6X12 -6-10-14-+-6-9-8--+-5-2-14 11-1-8-5-2-14-+-6-9-8--+-6-10-14�; 2 0 1� R=3298 W=5.5" 1-0-0 Over 2 Support 26-6-0 R=7829 W=5.5" (E) (E-3:5:� \J , PLT TYP. High Strength,Wave CA/2/-/-/-/R/- Scale =.125" Ft. TPI -95 Design Criteria: TPI(STD *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 ONOFRIO R ES PR OR TO MAOINDICATED, DFUNCI ICHOR 1N tiF� T C L L 20 . 0 P S F R E F R795--36888 PERFORMING T HESE583 TOP31 ION S UN E SSTOTH ERNISEE DF SH ALLF HAV EP PROPERLYRACTI ATTACHED y pR T C D L 17 . 0 PSF DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMP IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED "}�1 B C D L 9 PSF D R W CAUSR795 00362031 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND NO C 5 p C L L D. D P S F C A -ENG GTP / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E , 2 D SPECIFICATI BY EST AN TAPPLYALP STEELPAPER CONNECTOR SAREPMADESOFD20GATASTMMA653AGR40R GAL V E X CEPTI AS NOTEDAND CONNECTORS TO * TOT . LD. 46.0 PSF S E A N - 27853 Alpine Engineered AProducts,9582InC. $eCT811lETll0, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORA W ING 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 11995 SECTION 2. `.'V�L `P q Q�� CIF CALIF D U R .FAC . 1 .2 5 FR 0 M I V SPACING 24.D'� (r.InArrT-ruin HArrT UU1LUINU # 4&b - IJb H16H HUL TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud ADDITIONAL LOADING PER TRUSS FABRICATOR ----------------------------------- --------------- BC - 75 LB Conc. Load at 16.44, 18.44, 30.56, 32.56 10 PSF BC LIVE LOAD PER UBC. 1111) UWG rKtrAKtU 1'KVM LVMVUItK 1NYU1 (LUAU) & U1MLNZ1IVNJ1 JUDPIII ILU DT Inw3 I•Ir R. (A) CONTINUOUS LATERAL'BRACING EOUALLY,SPACED ON MEMBER. DEFLECTION'MEETS L/360.00 LIVE AND L/360;00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. W2X4 III W5X8 = W2X4 III W08 = W4X8 = W5X8 ; (A) W 6 X 8 a W3X4- 3 3 W3X4= MID : W4X10 W2X3111 �(A) (A) (A) W2X3III 4-5-4 1 11-0 1-11-0 W5X7 = W4X10 = W7X6 = W2X4 III W8X8 = 142X4 III W7X6 = W4X10 = W5X7 = LE —13 - 8 - 6�; IE5-2-14—+5-10-12+-5-2-12—+-5-2-1413-8-6 L 24-6-0 I 24-6-0 I 49-0-0 Over 2 Supports R=2513 W=5.5" R=2513 W=5.5" 8-0-8 12-7-0 Y PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.12511 Ft. A L P I N E —WARNING— `WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ACING. REFER TO HIB -91 (HANDLING IIISTALLING AND BR AL IN6), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 503 D'ONO FRIO OR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY AT 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 BUILD THE TRUSSES IN CONFORMANCE NI TH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS DESIGN CONFORHS WITH APPLICABLE PROVISIONS OF MDS (NATIONAL DESIGN �Q ,�/�O�1) W L,n f,C` �f(T fq Q' '9� Z N 8 0 5 E .83 2 T C T C BC BC ILL D L DL LL 2 0. 17.0 9.0 0.0 0 P S F PSF PSF P S F R E F DATE DRW CA -ENG R795--36889 12127100 CAUSR795 00362013 GTP / G W H SPECIFICOF CONNECTOR SI AREPMADESOFDBY 20GATASTMMA653AGR40REST GALV. STEEL. XCEPTI ASI NOTED'. TAPPLY ALPIN CONNECTORS TO * 2 C * TOT . L D . 46.0 PSF S E O N - 76227 Alpine Engineered Products,InC. Sacramento,CA95828 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 COMPONENTIFORYANYOLPARTICULAREBUILDINGOISOTHETREDSPONSIBIOLITY OF THE OUILDBNGIDESIGNERSEPER THIS ANSI/TPI 1-1995 SECTION 2. �. CIVfl. \P QT�O O�r1 FCgl1F D U R .FAC . 1 . 2 5 FR 0 M I V SPACING 24.0" M M .M m M M MM M M M M M MM M MM M (r.inArrT-rim nArrT nUILUINU f 465 - 161 rIUH YIttL. UKAL3 rw TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W20 2x6 SPF 1650f -1.5E: :W9, W13 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- BC - 75 LB Conc. Load at 16.44, 18.44, 30.56, 32.56 CALCULATED HORIZONTAL DEFLECTION IS 0.19" DUE TO LIVE LOAD AND 0.10" DUE TO DEAD LOAD. TRUSS TRANSFERS 266.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. ** THE MAXIMUM HORIZONTAL REACTION IS 13000# ** W2X3 III 1-11-0 W5X8 W2X4 III W4X6 W5X7: 3 in1� uwu rK[rHKcu rwr1 Lunru1CK 1nru1 LLVAVJ a viru:nJIVI—) Juu11111 - o. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 9" 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. NEGATIVE'REACTION(S) OF -614# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III W4X6 W5X8 a 3 W 3 X 4 (R) /// W3X8 W2X3 III W7X10 = W3X8 = W7X6 = W2X4 III W8X8 W2X4 III W7X6 - W3X8 = W3X8 13-8-6-:J-*5-2-14—+5-6-125-6-12--f--5-2-14�13-8-6� **DRAG** Ta? 1-11-0 A,12-7-0 I, 24-6-0 I 24-6-0 I fE 49-0-0 Over 2 Supports R=3462/-614 W=5.5" Rh=13034/-13034 R=3462/-614 W=5.5" 8-0-8 Y PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. `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 W. Fy T C L L 20.0 P S F R E F R795--36890 TO PERFORMING THE EST TUTE 583 O FUNCTION S IO R UNLESSTOTHERNI SEDINDICATED, TOPI CHORD SHALL HAV EPPROPERCTICL Y ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �0�p y� rq �Q' 'q` �✓ TC DL 17.0 P S F DATE 12/27/00 ALPINE *'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 BUILD THE TRUSSES 111 CONFORMANCE NI TH TPI: OR FABRICATING, HANDLING, SM IPPING, INSTALLING AND BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN N 8 0 5 8.9 BC BC DL LL 9.0 0.0 P S F P S F D R W CA -ENG CAUSR795 00362014 GTP / G W H CONNECTOR SF CAT I AR EPMADESOF D20G ATASTMMA653AGR 40REST GALV At7STEELD PAPERE%CE PTI ASINOTEDND TPS.AL PI ME CONNECTORS TO E: * TOT . L D . 46.0 c P S F S E Q N - 76247 Alpine Engineered Products, $MCrRnlelli0, CA 9582$ Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRA11ING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BU ILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. C,V1� �P �QF CAL%F D U R .FAC . 1.25 F R 0 M I V �� SPACING 2 4 . Q r r rr r r r - r r �r rr rr rt rir r� ■r r ■r it .r tmimArt-T-ruim MArrT OU1LU11NU # 465 - 160 HIUM HttL I -W TOP CHORD 2x4 SPF #1/#2' BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud 4-9-14 W3 Inld VWU rncrmmcu rnUn—I'l—lcn 11-1 k-- 01 vuiuwivna) 1--- — .-- ••• ••• DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 1.11)V') w LI,) V 1 III W2X3 III W2X3 III I 10-0-0 I 10-0-0 1 fE 20-0-0 Over 2 Supports J R=920 W=5.5" R=920 W=5.5" 7-3-14 4-9-14 12-7-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20 . 0 P S F R E F R795--36891 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 03 w t. INSTITUTE• 583 D'0110FRIO DR., SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO •' ;pl PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED• TOP CHORD SHALL HAVE PROPERLY ATTACHED y Q� �� ms's T C D L 1 7 . 0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. fU —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9.0 PSF DRW CAUSR795 00362015 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 5800 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING• HANDLING. SHIPPING. INSTALLING ANO B C L L 0. 0 P S F CA -ENG GTP / G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFOR HS WITH APPLICABLE PROVISIONS OF ND, (NATIONAL DESIGN p 0-20 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 T * C 00 TOT . L D. 46.0 P S F S E O N - 76250 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CO IINECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING C1V�L `P, D U R .FAC . 1 . 2 5 FR 0 M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHONN. THE SUITABILITY AND USE OF THIS 9 Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �Op CAL1FOfi SPACING 2 4 . 0 " At1SI/TPI 1-1995 SECTION 2. (KIHArrY-PU1N1 HAPPY BUILDING # 4&5 - T39 HIGH HEEL GIRDER TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x8 SP M-23 WEBS 2x4 SPF #1/#2 :W3, W4, W5, W6 2x4 HF Std/Stud: ADDITIONAL LOADING PER TRUSS FABRICATOR -------------------------------------------------- BC - From 1246 PLF at 0.00 to 1246 PLF at 20.00 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 1.1 9 V 9 w W10X10 4-9-14 IH1S DWG PREPARED FROM COMPUIER INPUI (LUAUS & DIMENSIONS) SUNMtlltu UY IKUSS Mt -K. 3 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_na11s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 2" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. -USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. W5X6 )X10 7-3-14 4=9-14 12-7-0 W5X4 III W5X4 III -0-0 _ I _ 10-0-0 0-0-0 Over 2 Support R=13375 W=5.5" R=13375 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. **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, 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. O�� �l�/ t -nn cC y �PEL `'�2 T C T C L L D L 20 . 1 7 .0 0 P S F P S F R E F R 7 DATE 9 5-- 3 6 8 9 2 12127100 ALPINE **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 BUILD THE TRUSSES IN CONFORMANCE WI TN TP 1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (N AT I ONAI DESIGN sn OQ p B C B C D L L L 9.0 0.0 P S F P S F D R W CAUSR795 CA -ENG 00362016 GTP / G W H CONNECTOR SSPECIFICATI AREPMADEUB SOFDBY 20GATASTMMA653AGR40R GAL V'EST STE E LER E X CE PTI AS NOTED'ID TAPPLYALP ME C0NNECTORS TO e C 27 20 O * } TOT . L D. 46 . 0 P S F S E O N - 76254 Alpine Engineered Products, Inc. Sacramento, 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 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 1 1995 SECTION 2. X1�, civil_ �P ��F CALIF D U R . FAC. 1.25 FR0M I V 24 . 0 " SPACINGANSI/TPI kr. I nArr l-ruiii I nArrI DUILU11NU 4&D 14V I •� �� �n«n��� ���^ ,•�����^�� �•""•�•�'•�� �. ...--- TOP CHORD 2x4 SPF #1/#2 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud �4v W4X4 =- 1,11)V 1.19V 9 a 1,10 V 9 — W3X5(A1) W3X5(A1) I 10-0-0 I 10-0-0 J fE 20-0-0 Over 2 Supports J R=920 W=5.5" R=920 W=5.5" PLT TYP. Wave TPI -95 CA/2/-/-/-/R/- Scale =.375" Ft. Design Criteria: TPI STD **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 OLD W. L-L� (�y T C L L 20 . 0 P S F R E F R795--36893 INSTITUTE, 583 D'ON OFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED UiP 'q� TC DL 17 .0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED m BC DL 9.0 PSF DRW CAUSR795 00362017 PRODUCTS. INC. SHALL IIOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 'N 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND P S F C A -ENG GTP G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E B C L L 0.0 / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE % 2000 CONNECTORS ARE MADE OF 20GA ASTM A657 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Dec2 * * TOT. L D . 46.0 PSF S E Q N - 76257 Alpine Engineered Products, Inc. Sacramento, 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 ON ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOMIN. 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. ,A _/� civic- \P 9� C• OF CAUV: D U R . FAC. 1.25 FR0M _ I V SPACING 24.0" tr.InArrT-rV11Nl rlArrT UU1LurWV # 4&t) - 141 rLAI TOP CHORD 2x6 SPF 1650f -1.5E . BOT CHORD 2x6 SPF 1650f -1.5E WEBS'2x4 HF Std/Stud :W1, W17, W19 2x6 SPF 1650f -1.5E: :W2, W4, W14 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC 100 LB Conc. Load at -17.04 TC 104 LB Conc. Load at 40.04 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. Intl uwu rRCrHRCU rRun buriruICR L11—I k—LIJ a U I I , I'—L J7 Jun, i 1— •.v vv •.• MAX JT VERT DEFL: LL: 0.73•' DL: 0.65" RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. . DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.73" DUE TO LIVE LOAD AND 0.65" DUE TO DEAD LOAD AT X = 24-9-4. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 0.25 _ 0.25 W6X6 W6X8 = — W2X4 III I.,v1f) W3X6= W1OX10 W7X6= W7X6= W3X8= 1.1Av70— 1.117 W1 4-0-0 1 W3X4 III W3X12 - W3X10 = HS614 = W3X8 = HS614 1. 24-9-4 —1— i< 49-6-8 Over 2 Supports— R=1845 W=5.5" W19 T T 4-0-0 3-6-3 +11-1-0 1 WJAly= WLA4III WCAJIII W4X14 2-0-8 24-9-4 _1 R=2067 W=5.5" PLT TYP. High Strength,Wave TPI CA/2/-/-/-/R/- Scale =.125" Ft. -95 Design Criteria: TPI STD WINI' .I/g" II I\ 1I/' W3X4 III W3X12 - W3X10 = HS614 = W3X8 = HS614 1. 24-9-4 —1— i< 49-6-8 Over 2 Supports— R=1845 W=5.5" W19 T T 4-0-0 3-6-3 +11-1-0 1 WJAly= WLA4III WCAJIII W4X14 2-0-8 24-9-4 _1 R=2067 W=5.5" PLT TYP. High Strength,Wave TPI CA/2/-/-/-/R/- Scale =.125" Ft. -95 Design Criteria: TPI STD "WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AILD BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'ONOFRIO TO ox' t. �C T C L L 20 . 0 P S F R E F R 7 9 5--36894 DR., SUITE 200. MADISON. MI 53719). FOR SAFETY PRACTICES PRIOR PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED �'9y TC DL 11 P S F DATE 12127100 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y �PQ- .0 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED / R1 BC DL 7.0 PSF DRW CAUSR795 00362018 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO oo BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND ' BC LL 0.0 P S F CA -ENG GTP / G W H ALPINE BRACING TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN P. 200 SPIECIFICOF I T SOFD20GATASTMMA653RICAGR40REST 7 O O ORSAT CONNECTLPINE AREPMADE GALV All STEELEREX CEPTI AS NOTEDI. AP P L CPI O HECTORS TO * * TOT. LD. 38.0 PSF S E A N - 76407 Alpine Engineered Products, $BCrament0, CA 95828 InC. 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. , �- L`IVIl. �P op CgL,1F0 D U R .FAC . 1 .25 FR0M I V SPACING 2 4 . 0 " (.r.IMArrT-ruim nArrT bU1Lu11vU It 4&0 - 14L 1 -LAI UIKULK TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1, W17,.W19 2x6 SPF 1650f -1.5E: :W2, W4, W12, W14 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR ---------------------------------------------------- TC. 100 LB Conc. Load at 17.04 TC 375 LB Conc. Load at 19.54, 22.54, 24.54, 27.54, 29.54 32.54, 34.54, 37.54 TC - 104 LB Conc. Load at 40.04 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING".NOTE BELOW. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 0.25 _ W6X8 = 1, . W4X8 = - 111V1n— W1 4-0-0 1 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 : I -ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. MAX JT VERT DEFL: LL: 0.84 DL: 0.61 RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. CALCULATED VERTICAL DEFLECTION IS 0.84" DUE TO LIVE LOAD AND 0.61" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. 0:25 W6X6 = W2X4 III W10X10 W7X6 W7X6- W3X8= I.IA VTn _ W19 W2X3 III W3X10 = W3X10 - HS614 = W3X8 = HS614 = W3X10 = W2X4 III W2X3 III W4X14 2-0-B I, 24-9-4 _I 24-9-4 J fE 49-6-8 Over 2 Supports – J R=3034 W=5.5" R=3879 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. A L P I N E Alpine Engineered Products, Sacramento, CA 95828 Inc. **WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TP[ (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, HADISDII, W1 53)19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL 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 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE A SS PROVISIONS OF NDS (NATIONAL BE SIGN CONNECTORSSPECIF ION AREPMADESOFD20GATASTMMA653AGIC NR40RGALVANSTEELERE%CEPTIASINOTEO'. TAPPLYALP IN CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL 11N 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. 01-0 �/ t, (C` y �Q� ,1F,9` m (r N 0 5 8 02 f Dec 20 0 I * Sj. ``'vIL . OF Ci/�I-SFO T C TC B C B C TOT. L L D L D L L L LID. 20 11 7 0.0 38.0 . 0 .0 .0 P S F P S F P S F P S F P S F R E F R795--36895 DATE 12127100 D R W CAUSR795 00362019 C A -ENG GTP / G W H S E Q N - 76411 D U R . FAC . 1 . 25 FROM I V SPACING 2 4 . 0 " Ir.InArrI-rv11NI nArrT VUILU11N(% f 4&n - 143 rLAI (31KUtK JIU15 Z U 1 Z ) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 16.50f -1.5E WEBS 2x4 HF Std/Stud :W1, W17 2x6 SPF 1650f -1.5E: :W2, W4, W14 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC From 299 PLF at 14.54 to 299 PLF at 17.04 TC From 299 PLF at 40.04 to 299 PLF at 47.04 TC 100 LB Conc. Load at 17.04 TC.- 375 LB Conc. Load at.19.54, 22.54, 24.54, 27.54, 29.54 32.54, 34.54, 37.54 TC - 104 LB Conc. Load at 40.04 WARNING:.FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W6X6 T 1.1 1 v Q — 1 W1 4-0-0 1 0.25 W 3 X 7 ®. W7X6 = 148X8 inI3 UWU rn[rhn[U rnun uarui (wnUv a v,�,��..,, ��..,� .,w�..,,�.. ... ......... ... ... 3 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 4" O.C. BOT CHORD: 1 ROW @ 12" O.C. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. MAX JT VERT DEFL: LL: 0.73" DL: 0.63" RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.73" DUE TO LIVE LOAD AND 0.63" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. X43 0.25 143X6 = W2X3 III 147X6 = I.Inv1 W2X3 III 143X10 - W3X8 = HS614 = W3X8 = HS614 = 143X10 - 142X3 III 145X6 24-9-4 _1_ 22-8-12 J 47-6-0 Over 2 Supports J R=3728 W=5.5" W17 3-0-8 � 11-1-0 R=5898 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND TIC LL 20 . 0 P S F R E F R795--36896 *BRACING. REFER TO H1B-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �p INSTITUTE, 583 D'ONOFR IO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO P�iO � Z TIC D L 1 1 . 0 P S F DATE 12/27/00 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED m STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ci **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 P S F D R W CAUSR795 00362020 PRODUCTS, 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 N 05 B C L L 0.0 P S F CA -ENG GTP / G W H BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN E .6 02 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2BEA ASTM A653 GR40 GALtl. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * TOT. L D . 38.0 P S F S E A N - 76481 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT 1011 CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING .A `IVIt. `Q„ OUR. FAC. 1 . 25 FROM I V RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �/' Alpine Engineered A 9582 Products, Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER• PER �� p�� Sacramento, CA95828 ANSI/TPI 11995 SECTION 2. OFCALIf SPACING 24.0" (P.THAPPY-POINT HAPPY BUILDING # 4&5 - T44 FLAT GIRDER STUB 2'0"1/2 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1, W17 2x6 SPF 1650f -1.5E: :'W2; W4, W12, W14 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR ----------------------------------- --------------- TC 100 LB Conc. Load at 17.04 TC 375 LB Conc. Load at 19.54, 22.54, 24.54, 27.54, 29.54 32.54, 34.54, 37.54 TC - 104 LB Conc. Load at 40.04 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD, WARNING: FURNISHA COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 4-0-0 1 0.25 W6X8 = W4 X8 = W10X10 LI�vTn- W7X6= W1 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. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** MAX JT VERT DEFL: LL: 0.86" DL: 0.63" RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. CALCULATED VERTICAL DEFLECTION IS 0.86" DUE TO LIVE LOAD AND 0.63" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. _ 0.25 W3X8 = W2X3 Ill W7X6= IJA vin = 142X3 III W3X10 = W3X10 = HS614 = W3X8 = HS614 L 24-9-4 —1- 47-6-0 Over 2 Supports R=3055 W=5.5" W17 T 3-0-8 ,11-1-0 W3X10 = W2X3 III W5X6 = 22-8-12 R=3731 W=5.5" T44 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20 . 0 P S F R E F R795--36897 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE Q�.fl W. y (� INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED G! �P q� T C D L 1 1 .0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 00362021 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR .ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 00 BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 8 00 B C L L O.O P S F C A -ENG G T P G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN / CONNECTORSSPECIFICATIAREPMADESOFD2OGATASTMMA653AGR4ORGALVANSTEELERE%CEPTIASINOTEDND TAFFLYACONNEL IN ECTORS TO * 0 * TOT. LID. 3 8 . 0 P S F S E ON - 76418 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �p DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING "/` CIVIL \P D U R . FAC . 1.25 F ROM I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS QTF 0 Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILOING DESIGNER, PER C)F CALIF SPACING 2 4 . O " ANSI/TPI 1-1995 SECTION 2. (r.Ir1ArrT-rVIN1 HArrY bU1LU1NG # 4&b - 14b rLAI 61KULK S,Wb Z -U -1/L ) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1, W17 2x6 SPF 1650f -1.5E: :W2, W4, W6, W12, W14 2x4 SPF #1'/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR -----------------------.---------------------------- TC - From 299 PLF at 16.92 to 299 PLF at 40.54 (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. CALCULATED -VERTICAL DEFLECTION IS 0.98" DUE TO LIVE LOAD AND 0.64" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 4-0-0 1 0.25' W6X8 = 83X8 = 810X10 - 87X6 = W7X6 W1 IHIJ UwU rKtrAMtU rMUPI uumrultrc iNrul 1LUAU3 a Ul11¢1I3IUIYJ) au ori��iCU o. inwa 3.Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 5" o.c. BOT CHORD: 1 ROW @ 12" o.c., WEBS : 1 ROW @ 4" o.c.' REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING - BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. MAX JT VERT DEFL: LL: 0.98" DL: 0.64" RECOMMENDED CAMBER 1 1/4" DEFLECTION MEETS L/240.00 LIVE AND L/240.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW.' 0.25 W3X8 = W2X3 III AV, 82X4 III W3X10 = 83X10 = W17 T 3-0-8 -7 1 0 HS614 = W3X8 - HS614 = W4X10 = W2X3 III W5X7 = 1 24-9-4 1 22-8-12 IQE 47-6-0 Over 2 Supports R=4568 W=5.5" R=6077 W=5.5" T45 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI(STD CA/2/-/-/-/R/- Scale =.125" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND T C L L 20 . 0 P S F R E F R 7 9 5-- 3 6 8 9 8 BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �O ►/l/ �( INSTITUTE. 583 0 ONOFRIO DR., SUITE 200, MADISON, N1 53119). FOR SAFETY PRACTICES PRIOR TO (Xl� y� y^ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 11 .0 P S F DATE 12 / 27100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 PSF DRW CAUSR795 00362022 PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d* O BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF, TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN aP. 20 B C L L 0.0 P S F CA -ENG GTP / G W H SPECIFICATON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI. ALPINE a 2 7 2 Q Q * TOT . L D. 38.0 P S F S E A N - 76499 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 THISDESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING l�. C�VII+ D U R . FAC. 1.25 FR0M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS Sacramento, CA 95828 COMPONE11 FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER q�OF CAL1���� ANSI/TPI 11995 SECTION 2. SPACING 24.0' I I��M, ��PpplI pmpgglm�_ 00147 82X4 III W3X10 = 83X10 = W17 T 3-0-8 -7 1 0 HS614 = W3X8 - HS614 = W4X10 = W2X3 III W5X7 = 1 24-9-4 1 22-8-12 IQE 47-6-0 Over 2 Supports R=4568 W=5.5" R=6077 W=5.5" T45 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI(STD CA/2/-/-/-/R/- Scale =.125" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND T C L L 20 . 0 P S F R E F R 7 9 5-- 3 6 8 9 8 BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �O ►/l/ �( INSTITUTE. 583 0 ONOFRIO DR., SUITE 200, MADISON, N1 53119). FOR SAFETY PRACTICES PRIOR TO (Xl� y� y^ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 11 .0 P S F DATE 12 / 27100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 PSF DRW CAUSR795 00362022 PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d* O BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF, TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN aP. 20 B C L L 0.0 P S F CA -ENG GTP / G W H SPECIFICATON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI. ALPINE a 2 7 2 Q Q * TOT . L D. 38.0 P S F S E A N - 76499 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 THISDESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING l�. C�VII+ D U R . FAC. 1.25 FR0M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS Sacramento, CA 95828 COMPONE11 FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER q�OF CAL1���� ANSI/TPI 11995 SECTION 2. SPACING 24.0' �r rr rr �r r� rr �r r r r rr ■r r rr rr r rr r - r tr.InArrT-ruiivi IIArrT UU1LUIIVU # 4&b - 14b YLAI )IUb Z U 1/Z ) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1, W17 2x6 SPF 1650f -1.5E: :W2, W4, W14 2x4 SPF #1/#2: .WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. I nID uwu rKcrARCU rmvm bvmrvlLIN —ruI kL — a U I'I I"1-1) 1---111. ........ ., MAX JT VERT DEFL: LL: 0.70" DL: 0.63" RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER, DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.70" DUE TO LIVE,LOAD AND 0.63" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. T4b 0.25' _ . W6X8 = W4X4 = W8X8 = T ,.,,vo— W7X6= 9 W1 4-0-0 1 0.25 W2X3 III W7X6 = W3X8 W2X4 III W3X10 = W3X8 W17 3-0-8 AL.11 1 0 HS614 = W3X8 = HS614 = W3X10 = W2X3 III W5X6 = L_ 24-9-4 I 22-8-12 I fE 47-6-0 Over 2 Supports R=1777 W=5.5" R=1805 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. 'WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R795--36899 *BRACING. REFER TO HIB -91 (HANDLING iN STALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE LD W. L �w INSTITUTE. 583 D'0N0FRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO 0 •)I "Y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y P� �� ny TC DL 11.0 P S F` DATE 12/27/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C9 "IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 00362023 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Cr BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND N �� B C L L 0.0 P S F CA -ENG GTP / G W H A L P I N E BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS WITH AANDPPLICABLE PSSOROVISIONS OF NDS (NATIONAL DESIGN 200 CONNECTOR SI AREPMABEBLISOFD20GATASTMMA653AGIC NR40REST GALV. SSTE EL E X CEPTI ASI NOTE DND TAP PL YACOINE NN E C TORS TO * 2 0 * TOT . L D. 38.0 P S F S E O N - 76435 EACH FACE OF TR0 SS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIVI1- `p, O U R . FAC. 1.25 FR0M I V RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Alpine Engineered A 9582 Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER q� Q�� SBCramelltO,CA95$Z$ ANSI/TPI 1.1995 SECTION 2. DFC�tIF SPACING 24.0" I �` OEM.I NaPaPA01 W2X4 III W3X10 = W3X8 W17 3-0-8 AL.11 1 0 HS614 = W3X8 = HS614 = W3X10 = W2X3 III W5X6 = L_ 24-9-4 I 22-8-12 I fE 47-6-0 Over 2 Supports R=1777 W=5.5" R=1805 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. 'WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R795--36899 *BRACING. REFER TO HIB -91 (HANDLING iN STALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE LD W. L �w INSTITUTE. 583 D'0N0FRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO 0 •)I "Y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y P� �� ny TC DL 11.0 P S F` DATE 12/27/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C9 "IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 00362023 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Cr BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND N �� B C L L 0.0 P S F CA -ENG GTP / G W H A L P I N E BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS WITH AANDPPLICABLE PSSOROVISIONS OF NDS (NATIONAL DESIGN 200 CONNECTOR SI AREPMABEBLISOFD20GATASTMMA653AGIC NR40REST GALV. SSTE EL E X CEPTI ASI NOTE DND TAP PL YACOINE NN E C TORS TO * 2 0 * TOT . L D. 38.0 P S F S E O N - 76435 EACH FACE OF TR0 SS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIVI1- `p, O U R . FAC. 1.25 FR0M I V RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Alpine Engineered A 9582 Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER q� Q�� SBCramelltO,CA95$Z$ ANSI/TPI 1.1995 SECTION 2. DFC�tIF SPACING 24.0" M M M M M M m r ,m M M M M MM M M M M Ir.IMAI-rt-ruiivl MArrT OU1LIJIM3 # 4&Ct - 14/ YLAI UIKULK JIUIS Z U 1/Z 1 TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1,5E WEBS 2x4 HF Std/Stud :W1, W17 2x6 SPF 1650f -1.5E: :W2, W4, W6, W14 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - From 299 PLF at 16.92 to 299 PLF at 47.50 CALCULATED HORIZONTAL DEFLECTION IS 0.15" DUE TO LIVE LOAD AND 0.10" DUE TO DEAD LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/240.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 0.25 W6X8 = W3X10 = HS522 = T III �v1 n - W7X6 = W7X6 1 W1 4-0-0 1 I n1a unu rRL—RLU rnuri --V Irn 111-1 Lwow a U.u..,. U,..,7 .,---,— -. .-- --- 3 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 5" O.C. BOT CHORD: 1 ROW @ 12" O.C. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** MAX JT VERT DEFL: LL: 1.04" DL: 0.66" RECOMMENDED CAMBER 1 1/4" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. - CALCULATED VERTICAL DEFLECTION IS 1.04" DUE TO LIVE LOAD AND 0.66" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. _ 0.25 D W4X10 = W2X3 III LIC v i W17 3-0-8 �11-1-0 W2X4 III W3X10 = W3X10 = HS614 = W3X8 = HS614 - W010 = W2X3 III W6X8 = L_ 24-9-4 I 22-8-12 I IE 47-6-0 Over 2 Supports J R=4721 W=5.5" R=8005 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. *WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND T C L L 20 . 0 P S F R E F R795--36900 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �0 W INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MAD (SON, MI 53719), FOR SAFETY PRACTICES PRIOR TO �O •7 %^ PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Gj P `Y T C D L 11 . 0 P S F DATE 12/27/00 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIDCEILING. **IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 .0 P S F D R W CAUSR795 00362024 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 00 :0 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L O.O P S F C A -ENG G T P/ G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN �P. 00 SPECIFICATION PUBLISHED BY THE AMERICAII FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO E:C 7 2 O * TOT. LID. 38.0 P S F S E O N - 76503 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORA WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING civil, `p, D U R . FAC . 1.25 FR0M I V RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Alpine Engineered AProducts,9582InC. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER q 4 Sacramento, CA 95828 ANSI/TPI 11995 SECTION 2. OFCAL%F SPACING 24.0 r rr rr rr rr rr r rr rr rr rr r rr �r rr rr rr r r (F'.IHAVVY-F'U1N1 HANKY UUILUINb # 4&5 - 146 FLAI TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS• 2x4 HF Std/Stud :W1, W17, W19 2x6 SPF 1650f -1.5E: :W2, W4, W14 2x4 SPF #1/#2: WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. I MIJ Lima rntrAKtU rKUPI X.uriruILK 1NruI (LUAU) n UIII a I Vila) OUDI.11 -Lu D. .,NU II ,.. MAX JT VERT DEFL: LL: 0.68" DL: 0.62" RECOMMENDED CAMBER 1 1/8" (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.68" DUE TO LIVE LOAD AND 0.62" DUE TO DEAD LOAD AT X = 24-9-4. 10 PSF BC LIVE LOAD PER UBC. 0.25 _ 0.25 W6X8 = W8X8 T Ll�vo — W3X5 = W7X6 = - W7X6 = W3X8 1 W1 4-0-0 1 W6X6 = W2X4 III W17 1.14 V 1 A = W2X4 III W3X10 = 143X8 24-9-4 R=1765 W=5.5" HS614 = W3X8 = HS614 49-6-8 Over 2 Supports T48 W19 f T 4-0-0 3-6-3 11-1-0 1 W JAlU = We A'} III WLAJ III W3X16 =- 2-0-8 2-0-8 24-9-4 _1 R=1943 W=5.5" PLT TYP. High CA/2/-/-/-/R/- Scale =.125" Ft. Strength,Wave TPI -95 Design Criteria: TPI STD ---q �q I b Ma qb, i MASON F-EMPUREmappal —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 'o ,( w t,� ,7 TC W2X4 III W3X10 = 143X8 24-9-4 R=1765 W=5.5" HS614 = W3X8 = HS614 49-6-8 Over 2 Supports T48 W19 f T 4-0-0 3-6-3 11-1-0 1 W JAlU = We A'} III WLAJ III W3X16 =- 2-0-8 2-0-8 24-9-4 _1 R=1943 W=5.5" PLT TYP. High CA/2/-/-/-/R/- Scale =.125" Ft. Strength,Wave TPI -95 Design Criteria: TPI STD —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 'o ,( w t,� ,7 TC LL 20.0 P S F R E F R795-36901 INSTITUTE, 583 0'ON OFRIO DR., SUITE 200, MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUIICTIONS. UNLESS 0THERMISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �(T �OTyC) 1` TC DL 11.0 P S F DATE 12/27/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL WAYE A PROPERLY ATTACHED RIGID CEILING. `Gj "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED p BC DL 7.0 PSF DRW CAUSR795 00362025 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 0 AND ILD HOFTTRUS LOTH CEGNICON AAPPLICAB C L L 0.0 P S F C A -ENG GTP / G W H A L P I N E BRAC II NGB IO SMDES IAN SES. FORMSOWITH LE PROUD IS ION SSOFP N DSP�NG(NAT IO NALSTAL ONE I GH E 2 D SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE D 27 2000 CONNECTORS AAE MADE OF 20GA ASTM A653 GR40 GALtl, STEEL, ESCEPT AS NOTED. APPLY CONNECTORS TO * e c * TOT . L D. 3 8. 0 P S F S E A N - 76441 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 ENG IHEER 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 ANSI/TPI 11995 SECTION 2. � CIVIL \p' '9T ��ia F� �+' r'�IF D U R . FAC . 1.25 FR0M I V SPACING 24.0" rr rr rr rr rr rr rr r � rr -rr rr rr rr rr rr rs rr r (N.IHAPHY-PU1N1 HAPPY BUILDING # 4&5 - T49 FLAT STUB 6'7" TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1, W16 2x6 SPF 1650f -1.5E: :W2, W3, W5, W15 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 0.25 W4X12 = W3X8 = W7X6 1.11 T 2-1-12 W1 1 IHIS UWG PKLPAKLU FKUM CUMPUILK 1NPU1 (LUAUS & UIMI:NSIUNJ) SUdM111LU UT iMUZ..� Mr -M. MAX JT VERT DEFL: LL: 0.47" DL: 0.42" RECOMMENDED CAMBER 3/4" DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. _ 0.25 W7X6 = -W7X6 = W3X4 W6X8 = W16 T 4-110-0 -(�j-11-1-0 W08 = W4X8 = W7X8 = W3X8 = W7X6 = W2X3 III 1— 18-2-4 1 fF 42-11-8 Over 2 Support R=1656 W=5.5" W3X10 = W3X10 = W2X4 III 24-9-4 R=1581 W=5.5" (SD T 3-6-3 1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. **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 W. t,� TC LL 20.0 P S F R E F R795-36902 INSTITUTE, SB3 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 HAVE A PROPERLY ATTACHED RIGID CEILING. �0%-D ,7 y OP �` T C D L 11.0 P S F DATE 12127100 ALPINE **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 AWD BRAC/NGB IL HO FT TRU SSE SS ESIN COTHIOSMDESIGNIIONFORMSOWITHAAPPLICABLBRIC TI E PROVOISIL INONSSOFPN11' I TIONALIDESIGN d' N C 0 5 E 8 02 BC B C D L L L 7.0 0. 0 PSF P S F D R W CAUSR795 C A -ENG 00362026 GTP / G W H SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO * TOT . L D . 3 8.0 P S F S E O N - 76469 Alpine Engineered Products, IPC. Sacramento, CA oduct 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 8UILOINS DESIGNCR, PER ANSI/TPI 1-1995 SECTION 2. ALj. C1V1� �P �n TF�F D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" (F.IHANNY-NU1NI HANKY bU1LUINU # 4&b - IbU tLAI JIUB b-/- & CANT b'/) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E, WEBS 2x4 HF Std/Stud :W1, W16 2x6 SPF 1650f -1.5E: :W2, W3 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 0.25 W3X14 = W3X7 = W7X6 = W6X6 = W7X6 T 2-1-12 W1 -L W4X8 = W3X10 W7X6 W2X3 III In1J UNtr VKtrAKLU rMVM LumrultM lnrui (LVAUJ a UTr21Y3IVIIJ) JUDPI111— Ui i,w— -- MAX JT VERT DEFL: LL: 0,24" DL: 0.21" RECOMMENDED CAMBER 3/8" DEFLECTION MEETS L/360,00..LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 0.25 W3X8 LIA V W6X6 W16 T 4-0-0 11-1-0 W3X7 = W7X8 - 144X8 = W3X5 (R) III W2X4 III L;* --6-7-0---J 18-2-4 _I_ 24-9-4 I fE 42-11-8 Over 2 Supports R=1354 W=5.5" R=1883 W=5.5" +12-0-14 T 3-6-3 1 PLT TYP. Wave TPI -95 CA/2/-/-/-/R/- Scale =.125" Ft. Design Criteria: TPI STD **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MA015011, MI 53719), FOR SAFETY PRACTICES PRIOR TO �('� w �(. y�q T C L L 20 . 0 P S F R E F R795--36903 PERFORMING THESE FUNCTIONS. UNLESS OTHERMISE iNDICATEO, TOP CHORD SHALL HAVE PROPERLY ATTACHED y P'IF � T C D L 1 1 . 0 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C9 Z **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INST AIL ATI ON CONTRACTOR. ALPINE E14GINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR FROM THIS FAILURE TO B C D L 7 .0 PSF D R W CAUSR795 00362027 ANY 0Etl1AT10N DESIGN; ANY a' N b BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p B C L L 0.0 PSF CA -ENG GTP / G W H A L P I N E BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN .8 0 I BY AND A SS TAPPL 2C: F S E N - 76472 CON N ECT0R SAT AREPMADESOF020GATHE ASTMMA653AGR40REST GALV. STEEL EXCEPT AS NOTED- YACONNECTORS TO * * TOT . L O . 3 8 . 0 P S O Alpine Engineered Products, SacrXunXnto,CA95828 Inc. 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 COMPONENT IFOR YA NDY LPARTICULAR THE S TR DIN GD IS C MPTN ETR EEPONSI SHOOWN' OF THE THE S UITAUILDBNGIDESIGNE RS EP ER THIS ANSI/TPI 1-1995 SECTION 2. CIVIL Q O�a\P CFCi�:%� OUR . FAC. 1 .25 FR0M I V. SPACING 24.0" rr r rr rr r� r �r �r �r' r rr rr �r rr r� rr r it r (r.INArrT-ru1Ni NArrr bUILU1NL3 # 455 - 151 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud W2X6(A1) rola uwc, rn[rnntu rnuri uunruitn irvrui Lwnu� DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W4X4 W2X3 - W2X3 3 r—� �� 3 _ 16-7-0 W3X7 ri W2X6(A1) L, 6-6-0 _I, 6-6-0 _I fE 13-0-0 Over 2 Supports J R=598 W=5.5" R=598 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. "WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRAC51HG). PUBLISHED BY TPI (TRUSS PLATE 0%—D W t, Fy T C L L 20 . D P S F R E F R795--36904 INSTITUTE. 563 D'ON OFRIO DR., SUITE 200, MADISON, NI 537]9). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED (� Gj '�` �.L T C D L 17 P S F DATE 12127100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �P .0 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9.0 PSF DRW CAUSR795 00362028 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEYIATION FROM THIS DESIGN; ANY FAILURE TO N , (: 800 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING ANO B C L L 0 0 P S F C A -ENG GTP / G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 200 . SPEC[FI CATI ON PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE D D O CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * C * TOT . L D . 46 .0 P S F S E O N - 76475 Alpine acra Sacramento, 95828S,Inc. EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POSITION CONIIEC TORS PER DRAWINGS 16D A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBCOMPONENTTIFORYANYLPARTICULARELY FOR EBUILDINGUSS OIS THETRESPONSIBILLITYESIGN SHOWN ' OF THE BUILDINGITA IDESIGNER, ER OF THIS ANSI/TPI 1-1995 SECTION 2. CPU li- \P �TFOF CAIIfOf� OUR . FAC. 1 .25 FR0M I V SPACING 24.0" (r.1NArrT-rU1N1 HArrT bU1LUINU # 4&b IbL J,Wb b -b TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud W3X4 3 W4X4 W2X3 3 1-8-6 W2X3 III W3X7 W2X4(A1) 1-0-0 I_ _1_ 6-6-0 I iQ=-7-6-0 Over 2 Supports R=331 W=5.5" R=359 W=5.5" IM1J Vwh rKtrAKtu rKVI'1 uLjmruIrK lwrui LLVAUJ N U1ri CIla-1VJ) J-1—. u, DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. T5 Z T 1-11-6 16-7-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. —WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20 . 0 P S F R E F R795--36905 BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �p w tt .on 4CL� INSTITUTE, 5B3 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO y �P�O q� `�% T C D L 17 . 0 P S F DATE 1 2/ 2 7/ 0 0 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _1 M PORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9 .0 P S F D R W CAUSR795 00362029 PROUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND. NO C 800 5 ALPINE BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E 002 BC LL 0.0 P S F CA -ENG G T P/ G W H CONNECTORS ARE MADE SOFD20GATASTMAMERICAN GR40FOREST GALY. STEEL. EXCEPT PAPER ASSOCIATION) NOTED. TPI. APPLYALPINE CONNECTORS TO TOT . LD. 46 . 0 P S F S E O N - 76478 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INOICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING t1j, civil p D U R . FAC. 1.25 FR0M I V Alpine Engineered Products, IRC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS T� $Ec.'e11t0, CA oduct COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ` OF L`�F�� SPACING 24.0" ANSI/TP1 1-1995 SECTION 2. (F'.IHAF'F'T-VU1N1 HAF'F'T bU1LU1NU # 4&5 - 153'(,A H1F' #1 TOP, CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING.' IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC W7X10 inla uwu rmErnnw 1n 1 w11—n kw. a U--.,—..,) ... .....-- ... ... DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. W8X10 W2X3 ir- WZX3 3 3 T2 �}18-1-0 W3X7 = W3X4 = W3X12(A1) = W3X12(A1) 8-0-0 _1_ 2-0-0 18-0-0 Over 2 Supports R=1802 W=5.5" 1.110mus R=1802 W=5.5" T 2-3-14 i PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BMSTITUTE,REFER PR PRIOR PLATE 583 DOON OBRIO DRH ANSUITE NG 200?AHADISON'IOWBR AC5INGI3719) PUB OR SSAFETY PRACTICES(TRUSS TO PERFORMING THESE FUNCTIONS. UNLESS OTNERMISE INDICATED, TOP CHORD SHALL NAtlE PROPERLY AT STUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. t. w_ �O�D W. ,7(O �7� y �P '�� Z T C L L T C D L 20 17 . 0 .0 P S F P S F R E F DATE R795--36906 12127100 ALPINE _1 MPORTANT­ 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 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS OESI GN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN T a: N 5 8 2 BC DL p B C L L 9 0. .0 0 P S F P S F D R W C A -ENG CAUSR795 00362030 GTP / G W H SPECIFICOF PIN CONNECTORSI AREPMADESOFD20GATASTMMA653 AGR40REST GALV. STEEL ERE XCEPTSSOCI As NOTED.ATION) AN TAP FLYACONNECTORS TO * TOT . LD. 46 . 0 P S F S E O N - 76506 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FAC EOF 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. CIVIC- �P OF CA0f; D U R . FAC. 1.25 FR0M I V SPACING 2 4 . 0 " 0 23 JOB N0: PTHAPPYL PAGE N0: 1 OF 1 XN EXCEPTION [ ] MAKE CORRECTIONS TAKEN NOTED []REJECTED (j REVISE AND RESUBMIT [ ) SUBMIT SPECIFIED ITEM Checking is only for general conformance with the design concept of the project and the general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications. Contractor is responsible for: dimensions which shall be confirmed and correlated at the job site; fabrication processes and techniques of construction; coordination of his work with that of other trades; and the satisfactory performance of his work B.G. STRUCTURAL ENGINEERING, INC Da te JAN 2 3 By 0 r r r r it r r r ■� rr r r r r r r rr rr r (r1NArrT - ru1Ni NArrY 8U1LU1NG # 4&5 - 11 CA HIP #1 STUB 21'9") TOP CHORD 2x6 SPF 1650f -1.5E " BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W3, W9 2x4 SPF #1/#2: :W10 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x8 DF -L #3: #1 HIP SUPPORTS.08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC W8X12 (G1) III T 1-5-15 W2X10 s R=3176 W=5.5" W5X6: THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 11" 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/360.00 LIVE AND L/360.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE.FOR CONVENTIONAL FRAMING. W3X7 = 1119X3 III W4X10 = W7X8= 3 r— w10 3-0-4 W3 WEl9 13-1-0 W3X12 = W10X10 = W2X3 III W4X14 = W2 4 III 30-9-0 Over 2 Supports R=3490 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. *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 %_0 W TC LL 20.0 P S F R E F R795--47770 INSTITUTE. 583 D'OH OFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO �0 H� y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED P �� TC DL 17.0 P S F DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 9.0 P S F D R W CAUSR795 01008013 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 A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG G T P/ G W H CONNECT0RSSPECIFICATI AREMA EBLISOFO2OGATHE ASTMMAS53AGR4OREST GAL V' STE EL ER ASSOCE I CEPTI AS NOTE D' 1D TPI -AP P L YACONNECTORS TO LPINE J an D 8 20 01 * T 0 T. LD. 46.0 PSF S E 0 N - 76703 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 S'p civil_ a�Q' O U R . FAC. 1.25 FR0M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Q Sacramento, CA 95828 ANSI/TP1 1F1995NSECTIONC�LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER C �F C.ALrC SPACING S E E ABOVE r rr r r r �r r� rr r r� r r ■r rr r r rr ,rr ri (PIHAPPY - FUINI HAPPY BUILDING # 4&5 - T2 CA HIP #2 STUB 19'9") TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E :132 2x4 SPF #1/#2: WEBS 2x4 HF Std/Stud :W2, W6, W12 2x4 SPF #1/#2: :W10 2x4 SPF 1650f -1.5E: :W13 2x6 SPF 1650f -1.5E: USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH•2x4 LATERAL BRACING TO FLAT TC @ 24.00" 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 2-9-15 OC. I� THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMIIIED BY IKUSa MVK. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X4 ; W3X8 : W3X4 = W7X8 = W2X3 III W4X8 = 3 W3X10 T 3-6-4 1-5-15 ;��W2 W6 W10 W12 W13 1 62 13-1-0 W2X3 III W3X8 = W3X7 = W5X6 = W2X3 III W3X16 - W2X3 III 10-0-0 I 22-9-0 I �E 32-9-0 Over 2 Supports R=1529 W=5.5" R=1518 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. **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 SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. OVO W. t. kc, - y q` "`YYY TC T C LL D L 20.0 1 7. 0 P S F P S F R E F DATE R 7 9 5-- 01/08/01 4 7 7 7 1 ALPINE **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEtl1ATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN C0NF0R MANCE WITH TPI; OR FABRICATING. HANDLING, SHF P.P ING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITEST H APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN DS N 00 5 B C BC D L LL 9.0 0.0 P S F P S F D R W CA -ENG CAUSR795 GTP 01008014 / G W H IN P E CONNECTORSSPECIFIC AREPMADE SOFD2OGABY TASTMHE HA653 AGR4ONGALV. STEEL EN EXCEPT AS NOTED. YACONNECTORS TO * an 08 2001 * TOT . LD. 46.0 P S F S E O N - 76713 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 E 1 G INEER ING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOHN. THESUITABILITY AND USE OF THIS AOMPONENT1FOR ANSECTFOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �(� `�/• C1VI1- �P' OF C.AL%f D U R . FAC. 1.25 FR0M I V SPACING S E E ABOVE (rinArrT - rv1Nl NArrT tS1.11LU1NU # 4&5 - 13 CA HIP #3 STUB 17'9") TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E :132 2x4 SPF #1/#2: WEBS 2x4 HF Std/Stud :W2, W12 2x4 SPF #1/#2: :W10 2x4 SPF 1650f -1.5E: :1413 2x6 SPF 1650f -1.5E: USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. W3X10 T 1-5-15 W2X4 III W3X4: W4X6; W3X4= IRIS DWG PKLPAKLU FKUM CUMPUILK 1NPU1 (LUAU) 1S UIMLNJIUNJ) SUUMIIItU IST IKuaa MrK. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W7YA = W2X3 III •W4X8 = W3X10 - W3X7 = W5X6 = W2X3 III W4X12 = W2X4 III WAKIZ ] R=1619 W=5.5" 34-9-0 Over 2 Supports 22-9-0 R=1611 W=5.5" T3 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. **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 INSTi TUTE. 583 D'ON0 RIO 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 HAVE A PROPERLY ATTACHED RIGID CEILING. V194T OSI, W L. 4$` ,7n `q� C TC L L DL 2 0.0 17.0 P S F PSF R E F R795--47772 DATE 01/08/01 ALPINE **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS• INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGII; ANY FAILURE TO BUILSPECIFICATION BRACDINGHOFTTRUSSES. RUSSES LOTHISMDESIGNANCE iCONfORMSOWITHAAPPLICABLE PROVVISIIONSG.SOFPNDSG(NATIONALIDESIGN N 00 5 o B C BC D L LL 9.0 0.0 P S F PSF D R W CAUSR795 CA -ENG GTP 01008015 / G W H PUBLISHED BY THE AMERICAN FOREST AHD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF By ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * a T 0 T . L D . 4 6 .0 PSF S E Q N - 76710 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS• AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTBUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER• PER AN SECTION 2. ,(� _/� CIVI1. \P Qj� �� ` OF D U R .FAC . 1 . 2 5 FROM I V SPACING S E E ABOVE �• •••• ,vaii i,n,) uu1LULINU 7f -f(XJ - 14 1.A n1Y f4 JI U(3 1D -N-) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E :B2 2x4 SPF #1/#2: WEBS 2x4 HF Std/Stud :142, W12 2x4 SPF #1/#2: :1410 2x4 SPF 1650f -1..5E: :W13 2x6 SPF 1650f -1.5E: USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. w W4) T 1-5-15 W2X'+ m W3X10 W3X4: W3X4 IN1J UNU VKtrAKtU YKUM LUMI'UItK INFLII (LUAU) IS U1MtNbIUNb) �)UbM1I1tU UT IKUJJ Mt -K. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 1.17YS2 = . W2X3 III W4X8 w6x14 = W3X/ = . W5X6 = W2X3 III 144X12 = W2X4 III fiIIi R=1710 W=5.5" 36-9-0 Over 2 Support 22-9-0 R=1704 W=5,5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. ' ' **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 W , T C LL 20 . 0 P S F R E F R795--47773 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. �0�0 •1� C'i UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. rij '9 TC DL 17 .0 P S F DATE 01/08/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 9 P S F D R W CAUSR795 01008016 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .O A L P I N E BU ILO THE TRUSSES IN CONFORMANCE MITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MITH APPLICABLE N 005 B C L L 0.0 P S F CA -ENG G T P/ G W H PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * a 08 2001 * TOT . LD. 46.0 P S F S E O N - 76719 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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. CIVIL. q a�P OF C+I�-��� D U R .FAC . 1.25 F R 0 M I V SPACING S E E ABOVE (il rVl11 nArrI DUILU IINU if 460 - ID n I r if UIKUtrc TOP CHORD 2x6 SPF -1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W13 2x8 DF -L #3: :1418, W19 2x6 SPF 1650f -1.5E: :Lt S11der,2x8 DF -L #3: BLOCK LENGTH = 1.588' ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- BC From 826 PLF at 37.66 to 826 PLF at 52.50 BC 12195 LB Conc. Load at 36.78 1* WARNING* A REACTION EXCEEDS 20000 LBS. 110 PSF BC LIVE LOAD PER UBC. ** THE MAXIMUM CONCENTRATED LOAD IS 12196# ** USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" 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 2-9-15 OC. (Q) PROVIDE CONNECTION THAT WILL DISTRIBUTE THIS CONCENTRATED LOAD EVENLY OVER EACH MEMBER OF GIRDER. W8X8 Inld unu rKcrAncu rnun uurirVICn 11Yrui tLVAU3 & U1 rlCly a I Vlv J) J -1-I ICU O� nVJJ i 5 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 2 ROWS @ 4" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN ADDITION APPLY (1) 1/2" BOLT AT EACH JOINT LOCATION. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.59" DUE TO LIVE LOAD AND 0.57" DUE TO DEAD LOAD AT X = 31-3-10. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. W6X10 = W4X4 (R) III W2X4 III HS522 W3X4 = 143X4 W3X 5X14 0 1-5-15 1-5-15 13-1-0 W4X6(E3)- W3X8- W10X10 = W4X4(R) III W3X12 HS812 = W4X6- W6X16- W19 12195# W3X14(E3) III W10X10 = W7X6= W2X4 III (Q) 16-0-0 I 20-6-0 I 16-0-0 I 52-6-0 Over 2 Supports R=7834 W=5.5" R=21518 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. 'WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20 . 0 P S F R E F R795--47774 *BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �O w t-� INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO y ,7 9l T C D L 1 7 . 0 P S F DATE 0 1/ 0 8/ 0 1 PERF ORHING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE 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 BC DL 9.0 PSF DRW CAUSR795 01008017 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, HANDLING. SHIPPING, INSTALLING AND N 00 5 B C L L 0.0 P S F CA -ENG G T P/ G W H BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (RATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. E%CEPT AS NOTED. APPLY CONNECTORS TO * * TOT . L D . 46 .0 P S F S E O N - 77270 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 L•iVIL D U R .FAC . 1 .25 F R 0 M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS y a�P Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING S E E ABOVE ANSI/TPI 1.1995 SECTION 2. OF C'i�-��0� (PTHAPPY - POINT HAPPY BUILDING # 4&5 - T6 CA HIP 46,7,8 STUB 15'10"1/8) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6.SPF 1650f -1.5E BOT CHORD 2x4 SPF 2100f -1.8E :B2 2x4 SPF 1650f -1.5E: WEBS 2x4 HF Std/Stud :W2, W13 2x4 SPF #1/#2: :W11 2x4 SPF 1650f -1.5E: USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. T 1-5-15 1 W2X W3X (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W5X7 143X10 ;W3X4 W3X8 = W5X6 = � g W3X4 W3X12 ; 3 3 III (A) (A} (A} (A) 5-5-8 W11 B2 W13 13-1-0 10 = W3X4 = IJCY7 = W2X3 III W4X4 (R) III WSX12 R=1937 W=5.5" -0-0 _1_ 16-6-0 36-7-14 Over 2 Supports W3X4 III 2-1-14 R=2318 PLT TYP. Wave TPI -95 CA/2/-/-/-/R/- Scale =.1875" Ft. Design Criteria: TPI(STD **WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HI8 91 (HANDLING INSTALLING AND BRACOW5ING). PUBLISHED BY TPI (TRUSS PLATE W Fy T C L L 2 0. 0 PSF F R E F R795--47775 IO R SU TCTI ES IOR TO PERFORMING 'LE X00) ,y� P '9� y' TC DL 17 P S F DATE 01/08 OTHERW I SED INDICATED, TO PI CHORDFSHALLF HAVEPR T HESE/01DFUNCTION S UN, SS0 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 BC DL 9 PSF D R W CAUSR795 01008018 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 005 .0 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BC LL 0 P S F CA -ENG GTP / G W H A L P I N E BRASPECING OF TRUSSES. THIS DESIGN CONFOR NS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN .0 BLI SHED TAPPLYACONNECTORS CON N ECTORSI AREPMADE 20GATASTMMA653AGR40RGAL V. STEEL. EXCEPT AS NOTED„D TO ♦ a n O B 001 * TOT . L D. 46 . 0 P S F S E Q N - 76840 Alpine Engineered Products, Inc.. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SE AI ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT T1FOR ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �- (r�VIL �P QT -C �F CAL%f- D U R .FAC . 1 . 2 5 FR 0 M I V SPACING' S E E ABOVE irin„rrT - rU11Vl MArrT bU1LUINU # 4bb - I/ CA HIP #9,10 STUB 15'10"1 TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF #1/#2 :B1 2x4 SPF 1650f -1.5E: WEBS 2x4 HF Std/Stud :W11 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. T 1-5-15 W2X IH1S DWG PKEPAKED FKUM COMPUILK 1NPU7 (LUAUS & UIMLNSIUNS) SUBM111LU BY IKUSS MhK. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. -EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.25 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" 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 3-2-3 OC. W4X4 - W3X8 = W3X4 W3X8 = W3X5 R=1673 W=5.5" 24- W5X10 = W3X7 = W5X6 = W3X12 36-7-14 Over 2 Supports 4-6-0 8-1-14 ;6 W2X4 III R=1654 T "7 5-5-8 13-1-0 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. ""WARNING — TRUSSES REQUIRE EXTREME CARE 1N FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 'o ,QY QED W, T C L L 20 . 0 P S F R E F R795--47776 INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �9 `�� �.y TC DL 17 .0 P S F DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9.0 PSF DRW CAUSR795 01008019 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N C �0 5 ALPINE HSTA NO BRACIL DINGHOFTTRUSSESRUSSES ,N COTHIOSMDESIGNCE ICONFORMSTH TPI; OWITNAAPPLICABLE PROVBRICATI OISIONSSOFPNDSG(NATIONALIDESIGN P 2 2 BC LL 0.0 P S F CA -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * a * T 0 T L D 46.0 PSF S E 0 N - 76853 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 SROM N. 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. C�V�L �P' VT C OF CALt�� D U R . . . FAC'. 1 .2 5 FROM I V SPACING S E E ABOVE Tr.1n7Arri-rullNl MArrT BUILUING # 4&b - 18 STUB lb'10"1/8 TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. W3X10 T 1-5-15 1 W2X4 III THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE. AND L/360.00 TOTAL LOAD. W5X6 ;4 W6X6 - W3X4 = W5X6 = W3X10 = W3X7 (R) III W2X4 III L_ 26-0-0 I 10-1-14 I 36-1-14 Over 2 Supports R=1663 W=5.5" R=1663 ( D 5-5-8 13-1-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. **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, HES D'ON CTI N DR., SUITE 200, HADI SON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTH ERHISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �p w �( y �0 ��,� r� TC T C LL D L 20.0 17.0 P S F P S F R E F R795--47777 DATE 01/08/01 ALPINE Alpine EnrameeredProducts, 95828 ,Inc **IMPORTANT** FURNT SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NIT BE RESANCPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TOBUIL R'S BRACDINGHOFTTRUSSES. LOTHISMDESIGNICONFORMSOWITHAAPPLICABLE PR OVISNONSHANDLI SOFPNOSG(NATIOHALSTAL IDESIGN AND SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON II ECTORS 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 ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSCOMMENT /TENT] FOR 995N SE CTIONPARTICZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER (r/ -C Q��F o 8 a2 5 h 2 Q D 1 `.'v�y Cil01l`p BC p D C DL LL 9,0 0.0 PSF P S F DRW CAUSR795 01008038 CA -ENG GTP/CWC T 0 T . L D . 46.0 PSF S E Q N - 76858 D U R .FAC . 1.25 FR0M I V SPACING 2 4 . 0 " (rIHAPPY - NUINI HAPPY BUILDING # 4&5 - T9 CA HIP #8 STUB 15'10"1/8) TOP CHORD 2x6 SPF 1.650f -1.5E BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :142, W6 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. W3X10 T 1-5-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W3X5 = W1OX10 W2X4 III ;4 W6X6 = W3X4 = W5X6 = W3X8 = W3X5 = W3X7 (R) III W2X4 III L. 25-8-0-2_Q 9-9-14 I fE 36-7-14 Over 2 Supports R=1677 W=5.5" R=1662 5-5-8 13-1-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. *WARNING** TRUSSES REOUIRE 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 OR., SUITE 200. MADIS011, HI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HA tlE PROPERLY ATTACHED �Q �Q3��O�U v�/ t -n (C`y y �� �Z T C TC L L D L 20 . 17 .0 0 P S F P S F R E F R795--47778 DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG10 CEILING. ALPINE **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 BUILD THE TRUSSES IN CONFORMANCE HI T TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND PROVISIONS OF NDS (NATIONAL DESIGN BRACING OF TRUSSES. TIIIS DESIGN CONFORMS WITH AEST O. B S Ex 8 B C B C D L L L 9.O 0.0 P S F P S F D R W CAUSR795 C A -ENG GTP 01008020 / G W H AN.PPLICABLE CONNECTORSSPECIFICATIAREPMADESOFD20GABY TASTMMA653AGR40RGALV. STEELERE%CEPTIASINOTED'!D TPI. APPLYAL PI ME CONNECTORS TO * I1 2 1 TOT . L D. 46.0 P S F S E O N - 76866 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 ANY ART BUILOIHG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER S'p C1V11. �P Q� 1 OF CAL%rr D U R .FAC . 1.25 F R 0 M I V SPACING S E E ABOVE r rr r rr rr rr rr rr r ri r r �r rr r r� rr sir rr trin„rrI - rvilVl MArrT CUILUING # 46!) - 11U LA H1H #/ GIKULK) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W12 2x4 SPF #1/#2: :W13 2x8 DF -L #3: :W18, W19 2x6 SPF 1650f -1.5E: :Lt Slider 2x8 DF -L #3: BLOCK LENGTH- 1.588' ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- BC From 826 PLF at 37.66 to 826 PLF at 52.50 BC 10650 LB Conc. Load at 36.78 WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. W3X5 sF W5X6 W3X4 ; W3X12 I1 ­11J UNU rKtrAKtU rKUM LUMVUItK 1NrUl (LUAU) & U1MtINJ1UND) JUtlMIIItu UT IKUJJ MrK. 5 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_na11s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 2 ROWS @ 4" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN ADDITION APPLY (1) 1/2" BOLT AT. EACH JOINT LOCATION. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. * WARNING* A REACTION EXCEEDS 20000 LBS. 10 PSF BC LIVE LOAD PER UBC. ** THE MAXIMUM CONCENTRATED LOAD IS 10651# ** (Q) PROVIDE CONNECTION THAT WILL DISTRIBUTE THIS CONCENTRATED LOAD EVENLY OVER EACH MEMBER OF GIRDER. W3X10= W10X10 _� 145X10; W5X14 W18 W4X6 E3 rvcn r III WlUXlU = W10X10 = HS812 = ( ) W3X10 = W4X8 = W4X8 = W5X14 W3X14 (E 3) III W4X14 = (�j (0) 51# W7X6 l_ 23-6-8 _1_ 5-5-0 _1_ W 23-6-8 _I 52-6-0 Over 2 Supports R=7319 W=5.5" 1-5-15 W19 R=20352 W=5.5" C•l PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTI TOTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO �p w H`� TIC L L 20.0 P S F R E F R795--47779 PERFORMING THESE FUNCTIONS. UNLESS OTHERNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �� n T C D L 17.0 P S F DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. y *IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 9.0 P S F D R W CAUSR795 01008021 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 N. 800 5 B C L L O. D P S F CA -ENG G T P G W H ALPINE BRACSPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ■ 0- 01 LPINE ATIAREPMADESOFD2OGATASTMMA653AGR4OER CN RE STGALVANSTEELEPAPREICEPTASSOCIASINOTEDND TAPPLYPI ACONNECTORS CONNECTORSF TO * a * TOT . L D. 46.0 P S F S E O N - 77281 Alpine Engineered Products Sacramento, CA 95828 , Inc. 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 SO LELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COM OTEENT)FOR995NSECTIONCZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CIV11. q alp QF 1�0� D U R . FAC. 1.25 FR0M I V S P A C I N G S E E ABOVE (rinArrT - rumi MArrT LXU1LLIM U # 48b - 111 LA HIN #b,b) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W8, W12, W18 2x4 SPF 1650f -1.5E: DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W6X8 = W3X5 1 5 15 WZ ri W3X4 III HS812 (R) III W7X6: 3 — --- W3X16 ; W3X16 W3X8 = W3X4 IN1J UVVU VKtVAKtU YKUM.LUMYUItK IINVUI (LUAU) 6 UIMLNZoIVNJ) JUDM111tu DT IKUJJ rirn. CALCULATED HORIZONTAL DEFLECTION IS 0.09" DUE TO LIVE LOAD AND 0.16" DUE TO DEAD LOAD. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. CALCULATED VERTICAL DEFLECTION IS 0.36" DUE TO LIVE LOAD AND 0.66" DUE TO DEAD LOAD AT X = 23-9-12. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W7X6 W3X5 = W6X8 W18 W3X5 = W8X8 - W2X4 III 143X4 = W8X8 = W3X5 = HS812 (R) III W3X4 III I, 20-0-0 I 12-6-0 I 20-0-0 I 52-6-0 Over 2 Supports R=2611 W=5.5" R=2611 W=5.5" E D PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.125" Ft. "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 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �O�D w t- ,7 y TC T C ILL D L 20. 1 7 0 . 0 P S F P S F R E F R795--47780 DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ALPINE '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 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A110 BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN m No. 5 U 5 E -30 200 BC BC DL LL 9.0 0 .0 PSF PSF DRW CAUSR795 CA -ENG GTP 01008022 / G W H PI LPINE CONNEC TORSSP EC Ff ATI AREP MAD E SOFHE D20GATASTMMA653ER AGR40RGAL V AND STEELER AS S EXCEPTI ASI NOTE 1)- AND TAPPL YACONNECTORS TO * TOT . L D . 46 .0 P S F SEAN - 76879 Alpine Engineered Products, SBCTnnlent0, CA 95828 Ine. EACH FACE OF TRUSS, AND UNLESS OTHER NI SE LOCATED ON TH iS DESIGN, POSITION CONNECTORS PER DRANI NGS 160 A-7' THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANS;ONEE�TIFOR99ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 2.,,`AL%rc �. Qf -C L`iVIL �P r1 c— OF (ION D U R .FAC . 1 .25 FROM I V SPACING S E E ABOVE M - M m Mina M M M M M m M M =,M.,= Ininmrrl-rulrvi nArrl DUILU11VU If 4&D - 114 (,A nlr #4,6,e ) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E :B2 2x6 SPF 2100f -1.8E: WEBS 2x4 HF Std/Stud :W2, W6, W12, W16 2x4 SPF 1650f -1.5E: TRUSSES TO BE SPACED AT 16.0" OC MAXIMUM. CALCULATED VERTICAL DEFLECTION IS 0.63" DUE TO LIVE LOAD AND 1.02" DUE TO DEAD LOAD AT X = 26-03-00.' 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 16.0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG,33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W6X 1-5=15 W3X4 III 142 HS1022.(R) III W4X12 W3X5 = W4X14 = W4X8 inla uwu rnrrAKEU rKvri wnruicn iwrui (wnw o- 1-11 CALCULATED HORIZONTAL DEFLECTION IS 0.12" DUE TO LIVE LOAD AND 0.19" DUE TO DEAD LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 147X8= 144X8 = W4X14 _ W3X5 F–_ t5 L HS614 - W2X4 III HS614 = W4X12 = HS1022 (R) 111416 143X4 III 1. 14-0-0 I 24-6-0 I 14-0-0 I fE 52-6-0 Over 2 Supports J R=2550 W=5.5" R=2550 W=5,5" T1 Z PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- R795--47781 DATE ** —WARNING— *WARNINGTRUSSES RED EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND REFER TO HIB -.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, W1 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 CELL ING. 0%-0 W t-LL�� �( y� `,� `Y fi Z T C -� C LL D L 2 0 1 7 . 0 . D P S F P S F IV **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED !�j m BC DL 9 P S F ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BRACIL /NGHO FT TRUSSES. LOTH ISNFORM DESIGNICONFORMSOWITHAAPPLICABLBRIC TI E PROVISION SSOFPNDSG(HAT10MALIDESIGNA ME) No. 8 0 5 E BC LL D. .0 D P S F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPS. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * $ 01 * TOT. L D . 46.0 P S F Alpine Engineered Products, SBc ,!.to, CA 95828 Inc. 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 TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI7TPI .1995 SECT, ON 2. - l Q CIVIL p �� QF C7a�l��` D U R .FAC . 1.2 5 SPACING 16. 0 " Scale =.125"/Ft. REF R795--47781 DATE 01/08/01 D R W CAUSR795 01008039 CA -ENG GTP/CWC SEON - 76894 FROM IV tr InmrrI - ruiiiI nNrrT ISII ILu11N(X # 4&n - 113 IA Hlr #1) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W2, W18 2x4 SPF #1/#2: :W6, W14 2x4 SPF 2100f -1.8E: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC 74 LB Conc. Load at 12.00, 40.50 TC 141 LB Conc. Load at 14.00, 38.50 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 12-0-0 BOTTOM CHORD SUPPORTED HIP AND END JACKS. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. W4X10� T 1-5-15 W3X4 III J111.3 uwu rmcrNncu rnvn wwru­ —rui tw,+u 0 4 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_na11S) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 6" O.C. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN ADDITION APPLY (1) 1/2" BOLT AT EACH JOINT LOCATION. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.75" DUE TO LIVE LOAD AND 0.79" DUE TO DEAD LOAD AT X = 29-2-0. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. W5X6 (EiD W5X4 ; W4X12 ; W3X8 = W3X8 = W3X4 - W3X8 = W4X12 ; W5X4 s 14X10 1 5 15}13-1-0 W7X8 = W4X10 = HS812 = W2X4 III W3X4 = HS812 = W4X10 = W7X8 = W3X4 III P4II.Iffil 2-6-0 Over 2 Support R=8321 W=5.5" 12-0-0 R=8321 W=5.5" PLT TYP. High Strength,Wave TPI Scale =.125" Ft. -95 Design Criteria: TPI STD CA/2/-/-/-/R/- "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��D �Ij/ t- �( O T C L L 20 . 0 P S F R E F R795--47782 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TERN ISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y 111 T C OIL 17 . 0 P S F DATE 01/08/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _ IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9 P S F D R W CAUSR795 01008023 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 5 00 5 .0 BUILD TME TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND B C L L 0. 0 P S F CA -ENG G T P G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATI ANAL DESIGN 2 PMADESOF 020GATASTMMA653AGR40REST AN TAPPLYACONNECTORS CONNECT OR SSPECIFICATI AREON GAL V STEELER EX CEPTI ASINOTEpND TO * a n * TO T . L D . 4 6.0 P S F S EON - 76959 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 RESPONSICOMPONENBIFORYA SOLELY NY PART ICUL THE AR E BUILDING COMPONENT R DESIGN I SHOWNY OF THE THE SUITALD BILITY NG DES IGNE R S EP E R THIS ANSI/TPI 11995 SECTION 2. t�. L`llvlir p Q�O 0` FCgl1F D U R . FAC . 1 . 2 5 FROM I V SPACING SEE ABOVE Minn M_ M M M MM M M M M' M M M M M- M r - Lr IrlNrrI - rviINI nArrI DUILUI IVU It 4&D - 114 t11r JALK) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :W6 2x4 SPF 2100f -1.8E: T 1-5-11 1 W-� I nia unu rrtcrNncu rnvrf wnru, cn u—ui LLvnua HIPJACK SUPPORTS 12-0-0 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W2X3 III W2X3 III R=1002 W=7.778" 16-11-10 Over 2 Support PLT TYP. Wave TPI -95 Design Criteria: TPI STD "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 O'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 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 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AfID PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTE). 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 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF -THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILOING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. R=2196 W, ti 4 L% CIVIL �P 9TFOF t -m A; � E1 µ CA/2/-/-/-/R/- TC LL 20.0 PSF TC DL 17.0 PSF BC DL 9.0 PSF BC LL 0.0 PSF TOT.LD. 46.0 PSF DUR.FAC. 1.25 SPACING SEE ABOVE Scale =.375"/Ft. REF R795--47783 DATE 01/08/01 D R W CAUSR795 01008024 CA -ENG GTP/GWH SEON - 76936 FROM IV w r r r r r � r w r w ■r w� r r w w w r (r1MArrT - ruiNl HArrT t5U1LU1NU # 4&5 - 115 SPCC FLAI UIKUtR) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W1, W11 2x6 SPF 1650f -1.5E: :W2, W10 2x4 SPF 1650f -1.5E: :W4, W8 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR ---------------------------------------------------- BC From 832 PLF at 0.00 to 832 PLF at 15.67 BC From 1159 PLF at 15.67 to 1159 PLF at 22.42 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. THE TC OF THIS TRUSS SHALL.BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 6-4-10 W] HS1022 = r I.17YF = IRIS UWU rKtrAKtU FKUM L:UMrUItK INPUI (LUAU) 6 U1MM)ILINJ) bLIUM111tU bT IKUJJ MrK. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 3" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. HS1022 W6X4 III HS824(R) III W10X10 = W4X1O(R) III HS824(R) III W6X4III R=10650 22-5-0 Over 2 Supports R=12195 W11 5-10-10 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. **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, MI 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. 0 W. �(. y�O �`� 71 L L D L 20.0 17.0 P S F P S F W2 W4 A L P I N E W8 !4110 NO 5 Q -3 BC BC DL L L 9.0 0.0 P S F PSF D R W CA -ENG W6X4 III HS824(R) III W10X10 = W4X1O(R) III HS824(R) III W6X4III R=10650 22-5-0 Over 2 Supports R=12195 W11 5-10-10 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.25" Ft. **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, MI 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. 0 W. �(. y�O �`� T C T C L L D L 20.0 17.0 P S F P S F R E F DATE R795--47784 01/08/01 A L P I N E — 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 BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NO 5 Q -3 BC BC DL L L 9.0 0.0 P S F PSF D R W CA -ENG CAUSR795 01008025 GTP / G W H Alpine Engineered Products, Sacramento, CA 95828 Inc. SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF By THE 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 DRAW NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CCOMPONEENT1FOR ANSECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER a n Q 8 2 Q Q 1 * civil_ `P. 9j a FQF CAL%f T 0 T . L D . 46.0 PSF S E Q N - 76988 D U R . FAC. 1.25 FR0M I V SPACING S E E A B O V E � it � . � r �r r rr r�■ r■ r rr �r � ■� r r r r (r1MArrT - ruIN1 t1AFFT UUILUING # 4255_- 11b SPLC VLAI W/PKI BS) TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W1, W11 2x6 SPF 1650f -1.5E: :142, W3, W9, W10 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - 375 LB Conc. Load at 3.50, 7,00, 13.67, 17.17 PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W4X12 T W1 1-11-2 W4X8 W2X3 III I1*11J UWU F'KtPAKLU VKUM LUMF'UItK 1NFL11 (LUAU) & U1MtNJ1UN�,) JUUM1IItI1 OT ircu�� Mr M. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. W5X4 W3X4 (R) III 0.25 _ W3X5 (R) III W4X12 W4X8 = W6X6 X21-8-0 Over 2 Supports R=1610 Y W4X8 T Criteria: TPI STD Wil 2 4-8 CA/2/-/-/-/R/- 13-1-0 3 4-8 W4X8 W2X3 III R=1537 PLT TYP. Wave TPI -95 Design Scale =.25" Ft. Criteria: TPI STD CA/2/-/-/-/R/- —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIIIG. REFER TON18-91(HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE OL0 w y F TC LL 20.0 P S F R E F R 7 9 5-- 4 7 7 8 5 RACT,CES PR I OR TO PERFORMING THESEDFUNCTIONSDRUNLESSTOTHERWISEDINDICATED, TOPICHOROFSHALLFHAVEPPROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CM ORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. GJ ���Z T C D L 1 1. 0 P S F DATE 01/08/01 • IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED m � BC DL 7.0 P S F D R W CAUSR795 01008026 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO C 0 5 BUILD TME TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p o ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WI7H APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E -3 2002 C L L 0.0 P S F C A -ENG GTP / G W H I AN A' SOFD20GAT TAPPLYAL INE CONN ECTORSSPEC AREON MADE ASTMMA653AGR40R GAL STEEL E X CEP TI AS NOTEDON) CON NE ,TORS TO a * TOT . LD. 3 8.0 P S F S E Q N - 7 7 3 1 5 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHER WISE LOCATED ON THIS DESIG11' 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. TME SUITABILITY AND USE OF THIS ANSIZTPIT1F10995NSECTRTTIICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ION 2. �(� �/� civit— �P 9 01P CAL(F� D U R . FAC. 1.25 FR0M I V SPACING S E E. ABOVE r■ �r rr rr ri� r� rr r� rr r r :r r r r� r rl rr rr ___ n�..r •.r in.r• CinuiTTCD OV TDIICC MCD trinArrT - rV11Vl nArrT IYU1LU11MU f 46D - Il/ Jrtl, UA nIr fl) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC 842 LB Conc. Load at 9.58, 14.42 TC 1025 LB Conc. Load at 11.58, 12.42 DEFLECTION MEETS L/360.00 LIVE AND L/360,00 TOTAL.LOAD. W5X7 3 r W3X12 W3X8 2 Complete Trusses Required -�-- NAILING SCHEDULE: (0.131x3.0_g_na11s) TOP CHORD: 1 ROW @ 7" 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. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. W5X7 UX10(dl� W3X8= W2X3III HS614= W5X6 0-10-2 9-5-13 _I, 7-6-3 IE 24-0-0 Over 2 Supports R=2971 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AHD 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 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 NY* DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OV IS 10NS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOC IATIONI AND TPI. ALPINE I CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. ' APPLY CONNECTORS TO c 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 Alpine Engineered Products, IncRESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COM .PONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI -1995 SECTION 2. 3 18-1-0 W3X10(A1) 0-10-2 7-0-0 _1 R=2971 W=5.5" CA/2/-/-/-/R/- Scale =.25" Ft. OAU W.yF Fy TC LL 20.0 PSF REF R795--47786 TC DL 17.0 PSF DATE 01/08/01 BC DL 9.0 PSF DRW CAUSR795 01008027 8005 P 0-2 2 BC LL 0.0 PSF CA -ENG GTP/GWH �r TOT.LD. 46.0 PSF SEQN - 77434 CIVIL. a�P OUR . FAC . 1.25 FROM IV OFCAL%f- SPACING SEE ABOVE (rinmrrl - rv11Nl HArrT DU1LU1NU # 465 - lid SF'LC H1F JACK) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x4 SPF #1/#2 - WEBS 2x4 HF Std/Stud :W4 2x6 SPF 1650f -1.5E:* :Lt Wedge 2x4 HF Std/Stud: DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 0-5-10 IHIS UWb PKLVAKLU FKUM LUMPU ILK 1NPU1 (LUAUS 6 U1MtNS1UNS) SULiM111tU UT IKUSS Mt -K. HIPJACK SUPPORTS 9-0-0 SETBACK JACKS W/VERT OVER BEARING ONLY. 0-9-6 CANT ONE FACE, 0-9-6 CANT OPPOSITE FACE. XMI&IM W2X4(A1) W3X7 III LLO -JJ2 0-3-4_ 2 3 11---J fE 10-8-3 Over 2 Supports R=360 W=5.5" R=841 W=2.25" 0-11-4 20-1-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C 20 0 P S F BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. HES DFUNOFR IO DR.. SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP LH ORD SHALL HAVE PROPERLY ATTACHED �.D W y F �l.D �9 "`YYY T C L L D L 1 7 . . 0 P S F R E F R795--47787 DATE 01/08/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED t(Y` BC D L 9 P S F D R W CAUSR795 01008028 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AMY FAILURE TO .0 IN COTHISMOESIGNANCE ITH TPI; ANDLING. SOFPNDSG(NATIONALINSTALLIDESIGN BUILALPINE B C L L 0.0 P S F CA -ENG GTP / G W H BRACINGHOFTRUSSES TRUSSES. CONFORMSOWITMAAPPLICABLE PROVVISIONSRICATING, 2 EST All TPI. PMADESOF 020GABY TASTMHA653AGR40R J an 0 8 20 0 1 CONNECTORSSPECIFICATAREON STEELPAPER EXCEPTASSOCIATION) GALtl NOTED APPLYALPINE CONNECTORS TO # * TOT. L D. 46 . 0 P S F S E A N - 77405 Alpine Engineered Products, Inc. Sacramento, 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 RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS AOMPOTEEiT1FOR995NSECT70NCULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �9j CIVML\P FQF C�tfQ¢ OUR. FAC . 1 .25 F R 0 M I V SPACING S E E ABOVE M Mao M M M =.M M M r M M M M M, M M (PIHAPPY - PU1N1 HAPPY BUILDING # 4&5 T19 SPEC HIP JACK) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD.2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W4 2x6 SPF 1650f -1.5E: :Lt Wedge 2x4 HF Std/Stud: HIPJACK SUPPORTS 9-0-0 SETBACK JACKS W/VERT OVER BEARING ONLY. 0-9-.6 CANT ONE FACE, 0-9-6 CANT OPPOSITE FACE. 0 -5-10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIUNS) SUBM111E1.) BY IKLIJS MI -K. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W3X6 III W2X4(A1) = T 1-3-13 14 20-1-0 8= W3X7 III 0� 10 0-3-47-13 ��. 12-4-1 Over 2 Supports R=491 W=5.5" R=1025 W=2.25" PLT TYP. Wave TPI -95 Design Criteria: TPI STD **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, 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. **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 BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGII CONFORMS WITH APPLICABLE PR ISI ONS OF NDS (N AT ZONAL DESIGN SP ECif ICAT10N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. E%CEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. CA/2/-/-/-/R/- Scale =.375" Ft. Cep w ti F TC LL 20.0 PSF REF R795--47788 CO Fq� y TC DL 17.0 PSF DATE 01/08/01 m BC DL 9.0 PSF DRW CAUSR795 01008029 N 005 BC LL 0.0 PSF CA -ENG GTP/GWH t a 08 001 * TOT.LD. 46.0 PSF SEQN - 77414 CIVIL DUR.FAC. 1.25 FROM IV OFCALtF SPACING SEE ABOVE .r r rr rr �r rr rr �r rr rr rr rr rr r� rr rr r rr r■� 1rinArrT - rUINI MArrY BUILUING # 4&5 - TZO CA HIP #1,2) TOP CHORD 2x4 SPF #1/#2 :T2 2x6 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2, W6 2x4 SPF 1650f -1.5E: :143, W12, W15 2x4 SPF #1/#2: ADDITIONAL #1 HIP LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC 132 LB Conc. Load at 20.75 BC 2668 LB Conc. Load at 20.75 #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W3X4 .T 2-1-14 W1 W4X8 = W6AU = W5X6 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_na11s) TOP CHORD: 1 ROW @ 8" 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/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X8: W4X10= W2X3III W3X4(R) III W1OX10 TiW 5 X 7 --- (D W4AIU = WZXJ III W8X8 = W5X i = W5X6 = W6X6 = -0-0 _1_ 16-6- 32-6-0 Over 2 Support R=4791 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI(STD "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, MI 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 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFOR NS 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 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. :IIfifff R=5388 W=5.5" w i Jan '08 2001 �9 CIVIL �CF CgLIF� T 3-3-14 12-1-0 CA/2/-/-/-/R/- TC LL 20.0 PSF TC DL 17.0 PSF BC OL 9.0 PSF BC LL 0.0 PSF TOT.LD. 46.0 PSF DUR.FAC. 1.25 SPACING SEE ABOVE 1p H Scale =.1875"/Ft. REF R795--47789 DATE 01/08/01 DR W CAUSR795 01008030 CA -ENG GTP/GWH SEON - 77438 FROM IV (rINArrT - rU1NI HAFFT bU1LUINU # 45b - IL1 (,A HIP #3 UIR ULK) TOP CHORD 2x4 SPF #1/#2 :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - From 190 PLF at 20.50 to 227 PLF at 32.50 USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W4) 2-1-14 W1 W4X8 W3X4 ; W3X4 ; W3X7 = W3X4 = W5X4 = IM1J uwb YMCrAKCU rMU17 ,urirultK IlrrUl (LVAUJ a 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1•R0W @ 8" 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/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. W3X4 (R) 111 ;6 W 2 X 3 III W5X4 = W3X7 = W7X6 —_ W3X4 = W3X7 = W4X6 = W2X4 III L 11-8-8 I 10-3-7 I 10-6-1 I IE 32-6-0 Over 2 Supports J R=2016 W=5.5" R=3549 W=5.5" T 3-3-14 12-1-0 \J ' PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. 'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �Q W. t,� T C L L 20 . 0 P S F R E F R795--47790 INSTITUTE, 583 O'ONOFRIO DR., SUITE 200. MADISON, N1 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. ,Q3��0�D y '9 TC OL 17 .0 P S F DATE 01/08/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C OIL 9 P S F D R W • CAUSR795 01008031 A L P I N E 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 TO DESIGN BRASP CING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATILP N 5 0 5 B C L L 0.0 .0 P S F C A -ENG GTP / G W H IONAL HE CO NN ECTOR SAT I AREON PMADESOF D20GATASTHMA653AGR40RG ALV EST AIISTEELERE%CEPTIASINOTEOND TAVFLYACONNECTORS TO t Jan 08 2001 * TOT . L D. 4 6. 0 P S F S E A N - 75817 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACHFACE 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. �. CIVI1. �P VjF �F CAL1f� D U R FAC. 1 .2 5 FROM I V SPACING S E E ABOVE r rr -r� rr r �r r� rr rr rr r � rr rr rr rr rr rr rr trinmrrl - ruiivi MArrT BUILUING # 455 - ILL CA HIP #4,5) TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2 2x4 SPF #1/#2: ' BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W4) W3X4 - W3X5 - W3X7 - W 3 X 5 [HIS DWG PREPARED FROM COMPUTER INPUT (LOADS 5 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.25 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" 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 3-2-3 OC. W3X4 ziiz- W4X8 = W3X7 = W5X4 = W3X7 = W3X8 = W2X3 III W2X3 III L_ 14-0-0 I 4-6-0 I 14-0-0 I 32-6-0 Over 2 Supports R=1500 W=5.5" R=1445 W=5.5" `= PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. ' *WARNING— TRUSSES REOUIRE 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'0NOFRIO DR., SUITE 200, MAOISON• WI 53719)• FOR SAFETY PRACTICES PRIOR TO PERFORMINGTHESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ST UCTUR AL' P ANEL S, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �Q ,d'f/�O�1) w `, �C �f(j ,7 fi3 Q' T C L L T C D L 20 . 17 .0 0 P S F P S F R E F DATE R795--47791 01/08/01 ALPINE `*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 BUILD THE TRUSSES IN CONFORMANCE MI T TPi; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN a' 58005 B C D L BC LL 9 . 0.0 0 P S F P S F D R W CA -ENG CAUSR795 01008032 GTP / G W H Alpine Engineered Products, Sacramento, CA 95828 Inc. CONNECT OR SCATI AREON PMADESOF D20GABY TASTMHE N A653AGR40NGALtl.EST STEEL. EXCEPTD P APER A AS NOTED. TPI. YACONNEL PN'CTOR S 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 ANSICOMP/TPNT1F1995NSECTIONCUL2.AR BUILDING IS TME RESPONSIBILITY OF THE BUILDIPIG DESIGNER, PER t J a n 08 001 * �. C1VI1, \P q� a OF CALIf� TOT . L D. 4 6. 0 PSF S E O N - 75820 D U R . FAC. 1.25 FR0M I V SPACING S E E ABOVE rr rr rr �r �r r� �r r r■� rr �r s rr r rr rr rr r� rr (rinArrT - ruim HArrY bUILU1Nb # 455 - ILS) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2 2x4 SPF #1/#2: W4) 2-1-14 W1 W4X8 W2X3 III I1-113 Uw(3 rrctrAMtU rKUPI UUHrUItM 1NrUl (LUAU,) & UIMtN31UN3) 3UDrI1I ICU DI mul a rir— (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED.ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X4 ;6 --- W4X6 = W5X7 = W3X7 - W2X3 III L_ 16-3-0 I 16-3-0 I iGz- 32-6-0 Over 2 Supports R=1523 W=5.5" R=1467 W=5.5" T T 3-3-14 12-1-0 Note: All Plates Are W3X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. "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 W. TC LL 20.0 PSF R E F R795--47792 INSTITUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �O�p ,7 P TC D L 17.0 P SF DATE 01/0 8/ 01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAYE A PROPERLY ATTACHED RIGID CEILI"G. _IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9.0 PSF DRW CAUSR795 01008033 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BO BUILD THE TRUSSES IN CONFORMANCE MIT H TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BC LL 0.0 P S F CA -ENG GTP / G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN D20GATASTMMA653 AGR40RGALV' TAPPLYACON CONNECTOR SI AREPMADESOF STEELER E X CEPTI ASI NOTEDND HECTORS TO J a n 08 2001 * TOT. LD. 46.0 P S F S E O N - 75823 Alpine Engineered Products, Inc. Sacramento, 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 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. lSj. CIVIy ��p. ��F CAL%f- D U R .FAC . 1 . 2 5 F R 0 M I V SPACING 24. 0 " M M M M .M M M M M M r M M MIM M M M M (rinArrT - rU1NI MArrT bU1.LU1NU # 4&5 - IZ4 CA HIP #5,4,3) TOP -CHORD 2x4 SPF #1/#2':T2 2x6 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2 2x4 SPF #1/#2: BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W4) IHIS UWG PKLPAKLU FKUM CUMPUILK 1NPU1 (LUAUS & UIMLNJIUNS) SUBMIIItu bT IKUSS Mr K. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24,0" OC. 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY -BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W3X4 : W3X5 ; W3X7 = W3X5 ; W3X4 W2X3 III W4X6 = W3X7 = W5X4 = W3X7 = W3X8 = W2X3 III L 12-0-0 I 8-6-0 I 12-0-0 IE 32-6-0 Over 2 Supports R=1572 W=5.5" R=1514 W=5.5" (ED T 3-3-14 12-1-0 ( 1 2 - 1 - 0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. "WARNING" TRUSSES RED U IRE 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 OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 'o �S/ y OBD W t. F `�� Z TC TC LL, DL 20.0 17.0 P S F P S F R E F DATE R795--47793 01/08/01 ALPINE *'IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, [NC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION IR THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE Of NDS (NATIONAL DESIGN rl0 �� 5 p B C B C D L L L 9.0 0.0 P S F P J F D R W CA -ENG CAUSR795 01008034 GTP / G W H A 'SPROVISIONS L PIN E CONNECTORSSPECIFICAT AREON PMADESOFDBY 20GATASTHHA653AGR40N F R GALY EST AN STEEL EREXCEPTIASINOTEDHD ?APPLYACONNECTORS TO ♦ d D B 2 0 0 1 * TOT. LD. 4 6 . 0 P S F S EON - 7 5 8 2 6 Alpine Engineered Products, Inc. Sacramento, 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 ENG INEER ING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSI/TPIT1F10995NSECTfONC2lAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER C�j. Q cjvli- \p' OF CALL D U R .FAC . 1.25 FR0M IV SPACING S E E ABOVE trinArrT - rUI11I nArrT nU1LU1NU # 4&b - IZb CA NIF #Z,1) TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF #1/#2: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :141, W5 2x6 SPF 1650f -1.5E: :W2, W3, W12 2x4 SPF #1/#2: :W9 2x4 SPF 2100f -1.8E: DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W5) T 2-1-14 W1 i W4X8 W2X3 III W5X4 W3X10 I1 ­11J UWb rKtrAKtU 1'KUM LUMrUItK 1NrUI (LUAU) & U1MtNJ1UNJ) )UUMIIILU DT IKU33 rlr K. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_na11s) TOP CHORD: 1 ROW @ 8" 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. #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC, 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 @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W4X4 W5X4--- W4X6_ T ZS ill T 3-3-14 13-3-0 12-1-0 W Sx14 = WzX3 III W7X6 = W3X10 = W4X6 = 1— 8-0-0 I 16-6-0 I 8-0-0LE I f 32-6-0 Over 2 Supports 'R=3759 W=5.5" R=3619 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.1875" Ft. **WARNING'* TRUSSES REOUIRE 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'OIIOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR To PE0. F0RMING THESE FUNCTI O'IS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAtlE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORB SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0%_ W. W, F y :410 ��� T C TC L L DL 20 17 .0 . 0 P S F P S F R E F R795--47794 DATE 01/08/01 "IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE'INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 9.0 PSF DRW CAUSR795 01008035 A L P I N E PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BU ILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRASP CING OF TRUSSES. THIS DESIGII CONF00.M5 WITH APPLICABLE PROVISIONS OF NDS (NATIONAL BE SI GIN N. 005 B C L L 0.0 P S F C A -ENG GTP / G W H Alpine Engineered Products, I11C. Sacramento, CA 95828 CO NNFICAT AREPMADE SOFHE D20GATASTMMA653 AGR 400. GALV EST ANSTEEL E0.EY CEPTI ASINOTED'IO TAPPLYALP CON HECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. 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 OE SIGNER, PER ANSI/TPI 1 1995 SECTION 2. t a 8 * 4}�. CIVI1. Q �a\P OF CAUrr TOT . L D. 46.0 P S F S E Q N - 75874 D U R .FAC . 1 . 2 5 FROM I V SPACING S E E ABOVE (PTHAPPY - POINT HAPPY BUILDING #-4&5 - T26 CA -HIP #1) TOP CHORD 2x4 SPF #1/#2 :T2 2x6 SPF 1650f -1.5E: BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. #1 HIP SUPPORTS 7-10-8 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. W2X3 - W6X8 3r— W3X5(A3) W3X5(A3) - -10-8 R=3168 W=5.5" W3X7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 4" 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. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC. W8X8 W2X3 3 T2 W3X4 0-3-0 16-0-0 Over 2 Support 7-10-8 W3X5(A3) W3X5(A3) =— R=3168 R=3168 W=5.5" D PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/2/-/-/-/R/- Scale =.375" Ft. "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, SB3 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719), FOR �p w t� �( •7� T C L L 2 0.0 P S F R E F R795--47795 SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. �0 /� UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAY PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. r7 9 `Y TC DL 17.0 P S F DATE 01/08/01 —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 9.0 P S F D R W CAUSR795 01008036 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO PIN ANDDESIGN DINGHOFTTRUSSES. RUSSES IN COTHOISMDESIGNANCE WICONFORMSTH TPI OWITHAAPPLICABLE N 002 ALPINE BRACBUIL PROVISIONSSOFPNOSG(NATIONALING 0- B C L L 0.0 P S F C A -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATIOII) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO f a * T 0 T . L D . 4 6.0 P S F' S EON - 75894 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A,i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EN GIHEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMP EI FO995NSECTRONCZLAR BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER t�. C'V�� _a\P OF CAL%F� D U R .FAC . 1.25 F R 0 M I V SPACING S E E ABOVE i i i i i i i i i i i i i• i i i i i i (r lnArrT - rU1 IN nArrT t3UILUINU # 4&b - IZ7 JACK UIKULK) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud ADDITIONAL LOADING PER TRUSS FABRICATOR ---------,-------------.----------------------------- TC From 99 PLF at 0.00 to 133 PLF at 2.83 TC From 26 PLF at 2.83 to 19 PLF at 5.08 TC From 125 PLF at 5.08 to 13 PLF at 10.50 TC 3168 LB Conc. Load at 3.96 DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. W4X4 3-3-14 In13 uwu rKtrAKtU rMUM L.UMrUItK 11Vru1 OLUAU3 a U1rRn31vn3/ 3UDIV1 i iw Di IRUoo 1,1 R. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3,0_g_nalls) TOP CHORD: 1 ROW @ 3" 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. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT,LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X3 III 3168# X3-9-0� 8-0-0 Over 2 Supports R=2309 W=5.5" R=2667 R=163 W=3.5" PLT TYP. Wave TPI -95 Scale =.375" Ft. Design Criteria: TPI STD CA/2/-/-/-/R/- "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 'o ,Q1Y Q�� W. TIC L L 20 . 0 P S F R E F R795--47796 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERHI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ��� .y TIC D L 17 .0 P S F DATE 01/08/01 —IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED m B C D L 9. 0 P S F D R W CAUSR795 011008037 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; All FAILURE TO N OO S BUILD THE TRUSSES IN CONFORMANCE XITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L O O P S F C A -ENG GTP / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN . ll PAPR T 11. LP 'HE AERICAGR40RGAL $ NN E CTORSI ARESPECIFICATONP MAD ES OFD20GATASTMMA653HE V AFOEST CO E% CEPTI ASI NOTE DI+D STE ELED APL YACONNECTORS TO * a * TOT . L D . 46 .0 P S F S E Q N - 75935 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNP ECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING COMPOENBIFOIT RYANYOLPARTICULAREBUILDINGOMSOTHETRESPONSIBIaITY OF THE BUILDINGIDESIGNERSEPOR THIS N ANSI/TPI 1-1995 SECTION 2. ,A C'VI� `P, �/' gTFOF n� CA1IF D U R FAC. 1 .2 5 FROM I U SPACING SEE ABOVE tr NArrY-ruiNI NAI'rY nU1LUINU # 425 - 154 UIKUtK W/NKI TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W1, W2 2x6 SPF 1650f -1.5E: :W3 2x4 SPF 1650f -1.5E: :W8, W13 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS MANUFACTURER ----------------------------------------- BC From 818 PLF at 0.46 to 818 PLF at 15.25 BC 4858 LB-Conc. Load at 16.12 10 PSF BC LIVE LOAD PER UBC. NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED IF IMPROPERLY INSTALLED OR DAMAGED. HE HE T 2-1-14 W1 I W3X4 III W2Xiu III W6X6 =— I nl�, unu .rtttrAlltu rMvn Lvriruicm nvru, (w,+w 3 Complete.Trusses Required NAILING SCHEDULE: (0.131x3.0_g_n6i1s) , TOP CHORD: 1 ROW @ 12" O.C. BOT CHORD: 1 ROW @ 3" O.C. WEBS 1' ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 1.11 v C: iD\ x, 7- WDAlU = W4AIU I,K) III W1OX1O = WOA4 = WJAIU = W3X4 III 32-6-0 Over 2 Supports R=13402 W=5.5" 16-3-0 R=6546 W=5.5•' T 3-3-14 1 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.1875" Ft. `WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND *BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 5 8 D'ON OFRIO DR., SUITE 200, MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0THERNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. aeQ�ESSt70 `{� tl W /� �(` {� 4 ���'ff T C TC ILL DL 2 O.O 17.0 PSF, P S F R E F R795--48500 DATE 01/09/01 ALPINE **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 BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN � �Ty �7fTff = O5 r 4a BC B C DL L L 9.0 O.O PSF P S F DRW CAUSR795 CA -ENG 01009002 L V T/ C W C 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 * * T 0 T . L D . 46.0 P S F S E O N - 77644 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER GRAN FA160 A -Z. THE SEAL ON THIS ORANING INDICATES ACCEPTANCE OF PROFESSIONAL EII G I NEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENTFORANY NSE PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER C 3 µ Vr C D U R . FAC. 1.25 F R 0 M I V SPACING 24.0" krinArrT-rU1111 NArrT DU1LU1NU # 46b - 155 Sluts lb'3"LS TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud LEFT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. 7-4-10 W2X3 III W3 IM1a uwu rMtrnntU rKUM LvmruItM 1NruI (wr.w a u1MC1vJIUIV3) JUoru I.cU .. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. R=747 16-3-0 Over 2 Supports I_ W 2 X 3 III R=747 W=5.5" T 55 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA 2 - -IR - Scale =.375" Ft. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS PLATE T C L L 2 0.0 P S F R E F R795--48501 INSTITUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON, XI •53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q�pFESS/p w TC DL 17.0 P S F DATE 01/09/01 A L P I N E **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 BUILD THE TRUSSES IN CONFORMANCE MI TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 1 T/y r r BC p B C DL LL 9.0 0.0 P S F P S F D R W CA E CAUSR795 01009001 N G L V T/ C W C CON N ECT OR SF CATI AREPMADE SOFD20GATASTMMA653AGIC NR40REST GAL V. STEEL, EXCEPT AS NOTEDI+D TAPPL Y ACON L P N ECTORS TO �I * TOT . L D . 46.0 P S F S E O N - 77558 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AILD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWING 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONS181LITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSIJTPI T1 F0995 NSE CTIONCZLAR BUILDING IS THE RESP ONSIBILITY OF THE BUILDING DESIGNER, PER C C� 1/� CAY� D U R . FAC. 1.25 FROM I V SPACING 24.0" (NINAF'F'Y-NU1N1 NAF'F'Y bU1LU1NG # 4&5 - T56 FLAT TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1,5E: BOT CHORD 2x4 SPF #1/#2 .WEBS 2x4 HF Std/Stud :W2, W8 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS MANUFACTURER =---------------------------------------- TC 375 LB Conc, Load at 3.88 TC 375 LB Conc. Load at .7.38 TC 375 LB Conc. Load at 14.04 TC 375 LB Conc. Load at 17.54 T 2-11-0 1 IH1J DWG PKtPAKtU 1'KUM LUMPUItK 1NPU1 (LUAU) IS U1MtNJ1UNJJ JUuml IItu By lKuaa mrn. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X10= W3X4(R) III 0.25 _ W5X4 T2 W3X5(R) III W3X10= W2X4 III R=1635 W3X10= W6X6 W08 = W2X3 III 22-5-0 Over 2 Supports R=1568 E D PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.25" Ft. u —WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BR B-91 NG BY (TRUSS PLATE AC53719' PUBORSSAFE T C L L 20 . 0 P S F R E F R795-48502 A L P I N E W2X4 III R=1635 W3X10= W6X6 W08 = W2X3 III 22-5-0 Over 2 Supports R=1568 E D PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.25" Ft. —WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BR B-91 NG BY (TRUSS PLATE AC53719' PUBORSSAFE T C L L 20 . 0 P S F R E F R795-48502 A L P I N E STI TUTS ,REFER 583 DOONOFRIO DR, SUN ITE 200?AMADI SONNDW1 TY PR ACTICESPRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAYE 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 BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSF CAT ARE AREPMADESOF O20GABY TASTMMA653AGR 40REST LP IN GALV. STEEL. EXCEPTI ASI NOTED NO TAPPLYACONNECTORS TO QV�FESSlO,y'� W. C 9 C`�Y7 Z. ' * T C BC B C D L DL ILL 11.0 7.0 0. 0 P S F PSF P S F DATE DRW CA -ENG 01/09/01 CAUSR795 01009003 L V T/ C W C TOT . LD. 38 . 0 P S F S E Q N - 77585 Alpine Engineered Products, Sacramento, CA 95828 Inc. 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 SHORN. THE SUITABILITY AND USE OF THIS CAOOS;OTEENT1FOR ANSECTIOICULAR BUILDING IS THE RESPONSIBILITY OF. THE BUILDING DESIGNER, PER 1r,.,y V_ wA`� Y „ D U R .FAC . 1.25 FROM IV SPACING 24.0" tr1MArrT-rU1N1- t1Arr-T t$U1LUING # 4PS9 - l5/ FLAI G1KUtK ) TOP CHORD 2x6 SPF 1650f -1.5E BOT CHORD 2x8 SP M-23 WEBS 2x4 HF Std/Stud :W1, W9 2x6 SPF 1650f -1.5E: :W2, W8 2x4 SPF #1/#2: ADDITIONAL LOADING PER TRUSS MANUFACTURER ----------------------------------------- BC From 360 PLF at 0.00 to 360 PLF at 22.42 IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE ALL FLAT TC @ 24.00" OC. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. IH1J UWU VKtrAKtU rKUPI L,LJMrUItK 1NrU1 (LUAU) 6 U11-IL1431UN3f 3UDP111 ILU DI Inu33 nrn. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 9" 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/360.00 LIVE AND L/360.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. THE TC OF THIS TRUSS SHALL BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. W5X7 =— 1.11 VA — W7X6= 1.10VA_ W5X7 =— W1 7-4-10 W9 W3X4 III W5X7 - W10X10 = W5X7 = W3X4 III fE 22-5-0 Over 2 Supports R=4858 R=4858 7-4-10 6-10-10 12-1-0 T5-7 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.25" Ft. "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 E FES TC T C L L 20 . 0 P S F R E F R795--48503 PERFORMING THESEOONOFRIO fUNCTI PRIOR TO ON SDR UNLES SSU TOTHOERX ISEO INDICATED, TO P37 1 CHORDHAL HAL Lf HAVEPR CTI ESPROPERLY ATTACHED /� �w� W. Cy `�y TC DL 11 .0 PSF DATE 01/09/01 ALPINE STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG10 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 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 CONNECTLPI HE OR SI AREPMADEBL SOFO20GATASTMHE MA653AGR40RGALV EST ANSTEELPAPERE%CEPTIASINOTEpND TA?FLY ACONNECTORS TO .co i 1Vy p� r w , * B C B C D L L L 7 .0 0. PSF 0 P S F D R W CAUSR795 CA -ENG L V T/ 01009004 C W C TOT . L D. 38.0 P S F S E A N - 77637 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS.DESI GN, POSITION CONNECTORS PER DRAM IN GS 160 A-2. THE SEAL ON TH 1S DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSIONENT1 Fo996NSE PARTICTI ONCULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER wpm Cryp. �' r ` Q2.! ,� OUR. FAC . 1 . 2 5 FROM I V SPACING 2 4 . 0" (rlHArrY-rU1NI HAFFY BUILDING # 4&5 - T58 SPEC (2 -PLY) ) TOP CHORD 2x4 SPF #1/#2 :T2, T3 2x6 SPF 1650f -1.5E: BOT CHORD 2x6 SPF 1650f -1.5E WEBS 2x4 HF Std/.Stud ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - 125 LB Conc. Load at 20.00, 24.00 TRUSSES TO BE SPACED AT 12.0" OC MAXIMUM. CALCULATED VERTICAL DEFLECTION IS 0.44" DUE TO LIVE LOAD AND 0.97" DUE TO DEAD LOAD AT X = 27-07-05. 10 PSF BC LIVE LOAD PER UBC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 3-3-14 W4X IH1J Uw(3 rMtrAMtU rKUM uurlruitrc lNru1 (LUAUS a VIMCIV31un3) 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. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. W2X4 III W6X4 (R) I". . U\ 0 25 W2X4 III W5X4 (R) /// Tss� 14X4 3-3-14 +12-1-0 W2X4 III W3X6 = W4X12 = W6X10 = W2X4 III 2X4 III W3X6 W2X4 III W7X10 = W6X8 = W4X10 L. 16-3-0 _I, 22-5-0 ,I_ 16-3-0 J 54-11-0 Over 2 Supports J R=1413 W=5.5" R=1363 W=5.5" T 3-4-10 1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.125" Ft. —WARNING—ING AND BRACING.C.REFERR TO HUSSES IB 91U IR(HANDLING 1NSTALLINGAND BRACING)HEXTEME CARE IN FARICATION, AN PUBLISHEDING,HBY T I INIPPING (TRUSS PL STALLTE o�OFESS/0 TC LL 20.0 PSF REF R795--48776 IN STI TOTE. 583 DONOFRIO DR., SUITE 200. MADISON, WI 53719)• FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERMI SE INDICATED• TOP CHORD SHALL HAVE PROPERLY ATTACHED STUCURAL PANEL S• BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` �, A T C D L 17 .0 P S F DATE 01/09/01 ALPINE _1 MP 0 RTANT— FURNISH A COPY OF THIS DESIGN TO THE 114STALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AILD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE A SSPROVISIONS OF NDS (NATIONAL DESIGN CONNECTORS SPECIFICATIAREPMAL pill E OESOFD20GABY TASTMMA653 AGR40RG ALV EST ANSTEELER E%CEPTIAS (NOTE OND TAPPLYACONNECTORS TO S 5 6N=1 * B C D L B C L L TOT. LID. 9. 0.0 46.0 0 P P PSF S F S F D R W CAUSR795 CA -ENG S E Q N - GTP 77702 01009007 / C W C Alpine Engineered Products, Sacramento, CA 95828 InC. 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 COMPONENTCARONCZL AR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI �7Y ���`,! Y ` OUR. FAC. 1.25 FR0M I V SPACING 1 2 . 0 " Warni g 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 identify 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 T P in be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing n nt e a e ac g 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. SPECIAL DESIGN REQUIREMENTS 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. UNLOADING & LIFTING AVOID LATERAL BENDING 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. u JOB SITE HANDLING I' BEGINNING THE ERECTION PROCESS 3 CRITICALED INPREVE TING TRUSSNG, AS ES HOWN, DO NOT USESHORTBLOCKSSESWIT OUT ACE IS CRITICAL IN PREVENTING 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 SPECIFIC BRACING PLAN f trusses makingu the rest of the first set are tied to and re upon the first truss for stability. Ukewise, after this first set of CREATE A SUCCESSION OF RIGID UNITS. P ty Po ry• 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 Spreader bar for <� once of the truss bracing system depends to a great extent on how well the first group of trusses is braced. lateral bracing larger trusses - 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 members1,4-15­415'4 a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the exterior is to max. max. the grountl and securety anchored. The ground brace lie the first truss rigidly in place from the interior at the Q Itt itself should be supportedX-bracing should be installed on vertical web members unas shown below or s is dirt to Door level, le of s tl the Ocor is grosta bra completed wherever possible, at or near lateral bracing. Plywood buckle. Additional ground braces in the opposite direr- and capable of supporting the ground bracing forces. sheathing may be substituted for X -bracing. tion, inside the building, are also recommended. Securely fasten the first Truss to the middle of the builtl- ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Note: Locate ground braces ing. Brace the bracing similar to exterior ground bracing Proper banding and smooth ground allow for unloading of trusses without damage. This should be for first truss directly in line shown at left. Set trusses from the middle toward the end ��d�0 web members done as close to the buildingsite as possible to minimize handling. DO NOT break bandinguntil instal- with all rows of top chord con- of the building. Property cross -brace the first set of truss - (P P g' tinuous lateral bracing (either as before removing floor braces and setting remaining a� N20 Bbeeeing BRACING REQUIREMENTS USING THE lotion begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. temporary or permanent). Trusses. Po�dje SAME PRINCIPLES APPLY TO w 2nd, 3rd 8 4th trusses PARALLEL CHORD TRUSSES First muss !" 2 x 4 minimum Temporary support wall or temporary scaaoltling �r (helps when installing �+ 5�" Bottom chords 45 First truss to be well long clear span Trusses) , +� Ground bra braced before erection \ Note: Top chords and some web members are not of additional units. 1 shown, in order to make drawings more readable. Brace the bracing Ground bracing DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND I Bearing for trusses toHAeo STACKING MATERIALS Latera e Ground stakes Minimum Two l6d cD�e rp1� Double Headed Neils e�e°` 2�d�1 DO NOT PROCEED WITH BUILDING COMPLETION UNTIL y td ALL BRACING IS SECURELY AND PROPERLY IN PLACE R `2x4 minimum size �4 O ° a,m mpvmum P°,.a wry This level represents Platform must U 1 '/: netration ground Boor oa single be rigidly braced R'�• rp story apPlicebons ��=�ILsll�•rL_I Q -. `N Chord ___ -- - —_ If trusses are stored vertically, they shall be braced in a If trusses are stored hodzontally,,bbcking should be used O XINAQUATESIZE.OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE manner that will prevent tipping or toppling. Generally, on eight to ten toot centers r as required. to minimiz=ECTION DOMI�JOING. cuttin of the banding is done just prior to installation. lateral bending and moist) re gain. f- 9 9 I P 9 9 4 CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO ID DAMAGING TR SSES. �n ERE TION TOLERANCE /' � I 1 NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must During Ion term storage, trusses shall be protected from the nvironment in a man eTthat rovides jZ OR INADEQUATELY BRACED TRUSSES during construction. 9 9 9 P p 4 Length Length for adequate ventilation of the trusses. If tarpaulins or other aterial is used, the an shall be left open N = A *'/•° —L for ventilation. Plastic is not recommended, since it ra air moisture. in _F T —!— Lesser of Acceptable H%a ar 2• Length 16' to 37 = 1' Length i 6' l0 37 = t' against out - H O� TING * aide load Y- Plumb Bob Length 37 8 over = 2' Length 3Y 8 over = 2' bearing wall Q Complying with erection tolerances is crit eft to achieving an acoepta roof or ffoor line, AND TO ACCOMPLISHING ALL TRUSSES THAT ARE ERECTED" It ONE AT A TIME SH � HELD SAFELY IN POSITION 'EFFEC'FIGE'HRACTN2�: Semng musses thin`t�ierance the first Ome win pr ant the need ror the harardous preetlee of BY THE ERECTION EQUIPMENTAI�NTIL SUCH TIME AS ALL.NECESSARY BRACING HAS BEEN ¢ respacing or atljusdng trusses when roof sheathing r roof purlins are installed."inusses leaning or bowing can cause nails ACce�laDte I ✓ W to miss the top chords when sheathing is applie an�eate cumulative stresses on the, bracing, which is a frequent cause over oad INSTALLED AND THE ENDSrOF THE TRUSSES��CCIRELY FASTENED TO THE BUILDING. .Q of domin ping. WHEN SHEATHING, MAKE SURENAILS,A-RE DRIVEN INTO THE TOPICHORD OF THE TRUSSES. NEVER STACK MATERIALS NEAR A PEAK bearing wall I BR\AGl1IG O PLERAL 1¢ ! ` iZ Always stack materials over two or more trusses. "I% 4%- NEVER STACK MATERIALS ON THE Not to exceed 4.0'maximum fmm bearing IBENDING Y .a" CANTILEVER OFATRUSS 4»' 1 aro• m DO NOT INSTALL TRUSSES DO NOT WALK ONr�DJ11, NOT WALK O TRUSSES ON TEMPORARILY UNBRACED TRUSSES O=LWE ENDS LYING FLAT 4 CONNECTED SUP ORTS _ W direction 60° 60° a All anchors, hangeJ tie -downs, seats, tiering letlgehof nailing / of BSS' etc., that are part of the supporting sir um•shaf4be Roofing and mechanical contractors are cautioned to Or Ie55 I 4 accurately and pro party placed and permanently ` nails single stack materials only along outside supporting members a ~O attached before truss installation begins. No trusses s �i brace ss or directly over inside supporting members. Trusses are shall ever be installetl on anchors or ties that have tem- -h not designed for dynamic loads (i.e., moving vehicles). t W direct f ce porary connections the supporting structure. NEVER OVERLOAD SMALL GROUPS OR Extreme care should oe taken when loading and stacking _ direction SINGLE TRUSSES. POSITION LOAD OVER construction materials (rolled roofing, mechanical equip- s Apprmamatey 1- Mamdeamiy _1 Ta II e O d esti ail, NAILING SCABS TQ THE END OF THE BUILDING TO of force mens, etc.) on Ue roof or Door system. !•—, -� ;+,h o-uae Won O ct " g BRACE THE FIRST4 RUSS IS NOT RECOMMENDED. AS MANY TRUSSES AS POSSIBLE. Ta IinO I utas length up to 30 feet— F- I All nailing of bm.' should be done so that nails are / 9 up to 30 Leet x NAILS IN WITHDRAWAL driven perpendicula to the direction of �p�p�proe, es showshoo^` WELL NAILED F PARALLEL TO FORCE) et right. I I (PERPENDICULAR TO FORCE) Sleepe Truss sling is acceptab a where these criterja are met. \! _= SPREADER BAR BRACING REQUIREMENTS FOR 3 PL I'll ROOF aL SPREADER BAR emporary erection bracing must be applied to three planes of the rooflisystem to ensure stability: Plane 1) Top ChoM Panel point r he thing), Plane 2) Bottom Chord (ceiling plane), and Plane 3) Web Member planMor vertical plane perpendicular to - Sleepers for mechanical equipment should be located at TOE IN TOE' N I t uss's. panel points Goints) or over main supporting members, TOE IN TOE IN - ) TOP�CHORD.PLANE:•Mostdmportans-tWhebuilder.�2)•�OM CHORD�VLANE�Imordw to hold proper NEVER CUT ANY STRUCTURAL and only 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. I� chord. Truss top chords are susceptible to lateral Duckling ommendetl on the top of the bottom chord. CAUTION NOTES VA VA before they are braced or sheathed. Atruss l nto •L Top Cho Continuous Appmx.'/• to'/, muss length "1 I Web members lateral bracing Errors in building lines and/or dimensions, s, or errors by others shall be ins.corrected by the contractor or responsible con - Continuous lateral stroaion trade subcontractor or supplier BEFORE erection of trusses begins. ILLfup to 60 feet Tegline bracing Continuous Ta line lateral Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by the builder or erection con - 9 Bottom Cho bracing Diagonal racing • Minimum 2x4x10' Bottom Chord tractor. Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader Minimum 2x4x10 6 lateral bracing lapped bar "TOE IN'; if these lines should "TOE OUT" the truss may fold in half. lateral bracing lappedover two trusses at .s°^ Any field modification that involves the cutting, drilling, or relocation of any structural truss member or connector plate shall over two trusses a 'to 10, each end. not be done without the approval of the truss manufacturer or a licensed design professional. STRONGBACK/ each end. The methods and procedures outlined are intended to ensure that the ovemll construction techniques employed will put floor and roof SPREADER BAR STRONGBACK/ trusses SAFELY in place In a completed structure. These recommendations for bracing wood trusses originate from the collective expe- SPREADER BAR hence of leading technical personnel in Ne wood truss industry, but must, due to Ne nature of responsibilities ImoNed, be presented �—� only as a GUIDE for use by a qualified building designer, builder, or erection contractor. Thus. the Wood Time Council of America 45• expmssly disclaims any responsibility for damages arising from the use, application, or reliance on the moommendaflons and Intorma- 20' ' don contained herein. Conned end Selected text and figures referenced or reproduced pocrw Not to style. of bracing end rigid from HIB and DSB Dy permission of the Truss Plate truss iengin�/ �Nroz.'l. to •l, _� mt rt or add diagonal Institute, Madison, WI. Diagonal bracin support 9 ss length repeated every 20' at bmcing et approximately 20 over 60 feet over 60 feet I' 45° angle to trusses ' intervals (repeat at both ends).' Tegline Ta lineMWOOD TRUSS COUNCIL OF AMERICA 9 EXACT SPACING BETWEEN TRUSSES SHOULD BE •Long spans, heavy leads or other spacin� configu2- TN One WTCA Center For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader bar be MAINTAINED AS BRACING IS INSTALLED to avoid the tions may require closer spacing between ateral rec- used as illustrated. The stroll backs reader bar should be attached to the to chord and web members hazardous practice of removing bracing to adjust spat- but and closer Intervals between tliago (Re Consult the 6425 Normandy Lane 9 P P 8 B budding designer or HIB and DSB (Recommended Madison, WI53719-11338/274 at intervals of approximately 10 feet. Further, the strongbackspreader bar should be at or above the ing. This act of "adjusting spacing' can cause trusses to Design SpeciTrcation ror Temporary Bracing of Metal- 608/274-4849.608/274-3329 fax mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with topple if connections are removed at the wrong time. Plate Connected Wood Trusses) for details. W 9 wlca@woodtruss.com • www.woodtruss.com sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. 1) DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! Copyright 01988-1999 Wood Time Council of America W4X4, MIN. W1.5X3 TYP. � 4" 2x4 CHORDS W3X4, MIN 7.7 1111' FRAME'. 'R' HIP FRAME STOPS AT PLUMB CUT OF JACKS TO MAINTAIN PI'TCI'I CON'T'INUITY. IIIP -FRAME*' DETAILS IIIP FRAME* LUMBER IS SPF, SO. PINE, IIF, OR DFL STANDARD, STUD GRADE, OR BETTER. 2x4 PURLINS W3X4, MIN. HIP P RAM COMMON _ TRUSSES STEPPED 1.1113 SYS'T'EM TRUSSES SET DACIC IN) J C . _QUI IIIP —a---- m PITCIIED AND SHEATIIED CHORD AREA HIP FRAME* D nn•in,nu ninon SEE ENGINEER'S SEALED DESIGN FOR SE'T'BACK, LUMBER, PLATING, LOADING AND DURA'T'ION FACTOR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. I2' 1111' FRAME CHORDS MAY BE 'TRIMMED U12 TO 2" TO FIT. PURLINS. MUST DE INTACT AND PROPERLY A'T"TACHED. ALPINE. d — ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING POINTS WITH 3-8d (0.131"X2.6") OR 2-10d (0.140"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO DE ATTACHED 1'0 //1 HIP WITH 10d COMMON NAILS ® 6" O.C. MAXIMUM SPACING. HIP FRAME IJCTION B -B i u u u u u u �— �SET=ACI( .-I-.— STEPPED HIP SYSTEM TRUSSES HIP FRAME) - PRQVIDED BY 'TRUSS MANUFACTURER. HIP FRAME• IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME SYS'T'EM WHERE INDICATED. ST'RUC'TURAL PANELS MUST DE PIIQ13ERLY ATTACIJED DIRECTLY TO HIP FRAME PURLINS. 1 RnCIN4 RCfCR lU UII-91 UInN11LING INfIALLIt1G -mo-"A BRACIHW PUI)LISIICO /T 'IPI (1USS CINsIIIUIC. 303 D'UNUrHIU OR. SUITE 200, MADISON. VL 3]719) rOR SAfctY PRACTICES R IU PCRfIIRHNIG 1NESf. f1RtC1IISIIS. lR4CSS OIIICRVISC INDICATED. IUP CHORD SIIALL NnvC LRLY AIIACNCD SIRUCIIJRAL PMIELS AND BUIIUM CIIIRD SIIALL IIAVE A PROPCRLY A1TACIICD RIGID ING. ••IMPORIANI I,URNISII A COPY Of '11IIS DESIGN 10 111E INSIALLAIIOII CONTRACIOR. NE CNGINC(RED PRQMICIS. INC. SIIALL N01 BE RESPONSIOLC rnR ANY DEVIATION FROM 11115 GNI ANY fAILURC TO BUILD IIC TRUSSES IN COt6ORMANCC VIM Ins OR FAIRICAIING. )LING. MOPPING. INSIALLING AND BRACING Or TRUSSES. DESIGN CONFORMS VIIII APPLICAILC OISIONS Or NDS (MAIIONAL DESIGN SPCCIf ICATION PUBLISICD BY TIC AMERICAN FOREST AtID 'R ASSUCIAIIUN) AND IPI. ALPINE CIINNCCIORS ARE MADE Or 20GA ASIN A633 GR40 GALV. STEEL [PI AS NOIc0. APPLY CINIACC1URS IU CACII r^CC Or TRUSS AND. WAGSf OTI[RVISC Ll1CAICD ON I DffIGN. POSITION C(YIHI.CITWS PCR DRAWINGS 160 A -Z. IIIC SEAL ON IVIS DRAWING IHUICAI[s LPIANCE Of PRUrCSSIOIIALfNGINCCRING RESPUNSIIILIIY SOLELY run IIIc IRUss twonCNI Ifr( SIIIVN. lilt SUIIAIIIIIt AND USE IV Dns u1NPomot roR ANY PARTICULAR BUILDING 11T.BCSPG!BSIOIl11T-LIr..Ili.0UIl01tlG_.00SI(dl[R..PCB A!ISIlIPI 1:174] S[CIILLH 2. . TIIIS DRAWING REPLACES DRAWING CD126 fESSlOi, REE HIP FRAME DATE 06/25/90 DRuc IIIPFRAXfEO69_ -ENG, DLJ/ICAR Elp. 2002 0110 ONE mm m m 0110 000. 000 ONE m .O11O 0110 MEMO SEE m 01101 0101 CALIFORNIA IIID PERMANENT BRACING DETAIL PERMANENT BRACING START of TOP CHORD LAT TO ClIORD. PURL`N9. START OF TOP CHORD CRIPPLE SUPPORT' LAYOUT EXTENSI NS. (sl TYPICAL (COPTUOUS) EXTE(JSI (SLOPING SETBACK FI A'I'� \ / / TO F A NS. (SLOD I ET`)A i K PERMANENT DIAGONA43 FORA BRACED BAY. REPSAT AT ALL IIIP ENDS, MAXIMUM INTERVAL EQUALS 20. (NOTE: THE IST BAY OF PERMANENT DIAGONALS FORMING BRACED DAY AT TIIE /1 IIIP CAN BE EXCLUDED WHEN ALL OF TIIE FOLLOWING CONDITIONS ARE MET: I)) TIIE CONTINUOUS TOP CIIORD Pill ARE ATTACIIED TO TIIE FLAT TOP CHORD OF THE /1 IIIP. 2) THE END JACKS ARE SIIEATIIED WITII PROPERLY ATTACIIED STRUCTURAL PANE .) SECTION A -A FIELD APPLIED DR BUILT-IN CRIPPLES CRIPPLE IN PLANE — CRIPPI�E OF TRUSSES SPACING COMMON r PITCIIED AND SIIEATIIED D CHORD AREA. o—CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP CIIORD (4' O.C. CRIPPI.E SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CIIOIID AND EXTENDED TOP CHORD. USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS THROUGII FACE. SECTION B -B BUILppT-IN CRIP�PPEgS 0 EEFER TOPS IGINAICIDRAWING FOR CRIPPLE SPACING. CI ORD EX TYPICALT ENSIGN (D) CI SETDACK- (D) • (B) ro(p) (B) (D DB (D 1111131#4116116 ( ) (B 11 IIIP GIRDER 1_SETDACKH SEE CA-IIIP ENGINEERING FOR JACK TYPE USED. (D) PURLINS SPACED 24"O.C. TVP. CONVENTIONAL RAM NC AND OR CRIpPLE9 ARE NOT TIIE �201PTTon O�JNNSIBILITTY OF TII TRl1SS DES OR PLA E MANUFACTURER, (C) CRIPPLES OSPACED 40" O.C. TYP. R�CA�pU1PC COuss D 16 A�C FRAMIA LO RICATO PERSONS AL IPROFF�SSIONALS TRUSSES ARE (I)) BUILT-IN FILL CRIPPLES • NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REgU111El (IIURIZONTAL MEMBER OPTIONAL) THIS DRAWING REPIACES DRAWRJG CUII ■■YARNING■■ IRUSSCS R[OUIR[ C/IR(HC CARO IN FA/RICAIING. IIAl1pLINfi, SIIII'1'114G, NSIAlLII1G ___ AND IRnC114G. qU[R 10 IU/ -91 /IIAHOLING INSTALLING, AND IRACING). PUBLISIIEO IT IPI (IRUSS PRAIC INSIIIUIE. SB] O'll"D U DR.. SUIT[ 200. NADISDN, Will. 77719) FOR SArEIT PRACTICES �0� �' Ic LL PSF REF CALIF'. 1112/1Ii PR All IU PC RFURHIIIG IIICSC rlI1ClIuNS. u14(SS OOIIRVISE INOICAICD. IOP CIIURD SIIAI.L NnV[ --- J cr PRIt.114G Al111PORI III.-SIRIIIURAL II A c AND DUI INN CIIURD SHALL IIAVE A PROPERLY AIIACI,ED III � IC UI_ I'm UAIL 66 ,'�)l�)�) ALPINE ■IINPOaIAROD TURIN A COPT lY IVIS DESIGN 10 II1C INSTALLATION CUNIRACIOR. r ALPINE u1GO4[gC0 PRODII[IS. INC. SIIALL 1401 IC RESPONSIBLE FOR ANY DEVIATION FRUIT 11115 C 1)1 - SIGN, 111jy(I 1111(;r�l.11ll'O(i11! 1 0(SIGN, ANT FAILURE TO 1011.10 INC TRUSSES NI CUIIFORNANCE WITH IPII OR rA1RICAIING. 1 • HANDLING, SHIPPING. INSIALLING AND IRACIIIG Or TRUSSES. DESIGN COIIrOgHt VIM APPLICABLE -- rROVISIOHi d NDS (NATIONAL DESIGN SP[CIrICA110N PUILISNCD IT SIZE AN[RICAN rORC2I AND (� 1-1- PSI--I'h!(, 1'AP[q AS SlXIA110M ANO IPI. ALPIIIE EMNEC10RS ARE MAD( d QOfin ASIN A67] LR 10 GAI V. 21(EL lxC[PI At NOIID. APP1.1 CDNNECIDRS 10 CACII FACE Er IR USS AIID, UI,LCSS 011(gVISC LIICAfCO ON r VI•LV• • I'SF IVIS IA"cc F PRO0N CO114AL f G PCq DRAV11/GS 160 A -i. IIC SEAL ON 11112 ORAVINO INDICATES Ir, C' Ir !, _ W 5104 ANC[ Ur Pgly[22IAIIII [[, AN, USE qC SPu,12111111Y IUI.[L1 MIT 111[ IRUSS COW'1111rH1 �/f �� DUR.1 AC. • D(tlG,l SIOVH TIL IU1 11111 AND USE Or Ill's C0/y'O„CNT FDR ANY PARIICIII,AR IUII DING Fp�f.Alli�a __- Is IIS RISrLI1SI11L111 IIr III[ I111t 4113 OrS16N(R FIR Ahltl!Irl 1 m-, irrlimi--- ■��LlNo F / IN NONE NONNI■■�■■■_: ■�:: PERMANENT DIAGONA43 FORA BRACED BAY. REPSAT AT ALL IIIP ENDS, MAXIMUM INTERVAL EQUALS 20. (NOTE: THE IST BAY OF PERMANENT DIAGONALS FORMING BRACED DAY AT TIIE /1 IIIP CAN BE EXCLUDED WHEN ALL OF TIIE FOLLOWING CONDITIONS ARE MET: I)) TIIE CONTINUOUS TOP CIIORD Pill ARE ATTACIIED TO TIIE FLAT TOP CHORD OF THE /1 IIIP. 2) THE END JACKS ARE SIIEATIIED WITII PROPERLY ATTACIIED STRUCTURAL PANE .) SECTION A -A FIELD APPLIED DR BUILT-IN CRIPPLES CRIPPLE IN PLANE — CRIPPI�E OF TRUSSES SPACING COMMON r PITCIIED AND SIIEATIIED D CHORD AREA. o—CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP CIIORD (4' O.C. CRIPPI.E SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CIIOIID AND EXTENDED TOP CHORD. USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS THROUGII FACE. SECTION B -B BUILppT-IN CRIP�PPEgS 0 EEFER TOPS IGINAICIDRAWING FOR CRIPPLE SPACING. CI ORD EX TYPICALT ENSIGN (D) CI SETDACK- (D) • (B) ro(p) (B) (D DB (D 1111131#4116116 ( ) (B 11 IIIP GIRDER 1_SETDACKH SEE CA-IIIP ENGINEERING FOR JACK TYPE USED. (D) PURLINS SPACED 24"O.C. TVP. CONVENTIONAL RAM NC AND OR CRIpPLE9 ARE NOT TIIE �201PTTon O�JNNSIBILITTY OF TII TRl1SS DES OR PLA E MANUFACTURER, (C) CRIPPLES OSPACED 40" O.C. TYP. R�CA�pU1PC COuss D 16 A�C FRAMIA LO RICATO PERSONS AL IPROFF�SSIONALS TRUSSES ARE (I)) BUILT-IN FILL CRIPPLES • NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REgU111El (IIURIZONTAL MEMBER OPTIONAL) THIS DRAWING REPIACES DRAWRJG CUII ■■YARNING■■ IRUSSCS R[OUIR[ C/IR(HC CARO IN FA/RICAIING. IIAl1pLINfi, SIIII'1'114G, NSIAlLII1G ___ AND IRnC114G. qU[R 10 IU/ -91 /IIAHOLING INSTALLING, AND IRACING). PUBLISIIEO IT IPI (IRUSS PRAIC INSIIIUIE. SB] O'll"D U DR.. SUIT[ 200. NADISDN, Will. 77719) FOR SArEIT PRACTICES �0� �' Ic LL PSF REF CALIF'. 1112/1Ii PR All IU PC RFURHIIIG IIICSC rlI1ClIuNS. u14(SS OOIIRVISE INOICAICD. IOP CIIURD SIIAI.L NnV[ --- J cr PRIt.114G Al111PORI III.-SIRIIIURAL II A c AND DUI INN CIIURD SHALL IIAVE A PROPERLY AIIACI,ED III � IC UI_ I'm UAIL 66 ,'�)l�)�) ALPINE ■IINPOaIAROD TURIN A COPT lY IVIS DESIGN 10 II1C INSTALLATION CUNIRACIOR. r ALPINE u1GO4[gC0 PRODII[IS. INC. SIIALL 1401 IC RESPONSIBLE FOR ANY DEVIATION FRUIT 11115 C 1)1 - SIGN, 111jy(I 1111(;r�l.11ll'O(i11! 1 0(SIGN, ANT FAILURE TO 1011.10 INC TRUSSES NI CUIIFORNANCE WITH IPII OR rA1RICAIING. 1 • HANDLING, SHIPPING. INSIALLING AND IRACIIIG Or TRUSSES. DESIGN COIIrOgHt VIM APPLICABLE -- rROVISIOHi d NDS (NATIONAL DESIGN SP[CIrICA110N PUILISNCD IT SIZE AN[RICAN rORC2I AND (� 1-1- PSI--I'h!(, 1'AP[q AS SlXIA110M ANO IPI. ALPIIIE EMNEC10RS ARE MAD( d QOfin ASIN A67] LR 10 GAI V. 21(EL lxC[PI At NOIID. APP1.1 CDNNECIDRS 10 CACII FACE Er IR USS AIID, UI,LCSS 011(gVISC LIICAfCO ON r VI•LV• • I'SF IVIS IA"cc F PRO0N CO114AL f G PCq DRAV11/GS 160 A -i. IIC SEAL ON 11112 ORAVINO INDICATES Ir, C' Ir !, _ W 5104 ANC[ Ur Pgly[22IAIIII [[, AN, USE qC SPu,12111111Y IUI.[L1 MIT 111[ IRUSS COW'1111rH1 �/f �� DUR.1 AC. • D(tlG,l SIOVH TIL IU1 11111 AND USE Or Ill's C0/y'O„CNT FDR ANY PARIICIII,AR IUII DING Fp�f.Alli�a __- Is IIS RISrLI1SI11L111 IIr III[ I111t 4113 OrS16N(R FIR Ahltl!Irl 1 m-, irrlimi--- HIP JACK RAFTER DETAIL( RIPPED 2X6) t l_UM_BER GRADES TC_LUTCDL MAX SI 50. 165OF-1.50 16/7 = 2311 0 SPF 21001:-1.81 16/7 = 2311 " NOTE: MAXIMUM SETBACK IS SROM INSIDE OF BEARINGS. PLATINGIPITCH 2.82-3.00 3.00-4.60 4.60-8.00 JA 3X8 3X7 3X8 --lBj-_ C 3X5 3X5 3X5 3X8 3X8 3X8 e" CANTILEVER IIEEL •` 1 (A) 2X4 3X4 PLATES OVER SUPPORT 2X4,'2X6. 2X8. 2X10 BLOCK FL GRADE 2.62 - 6.0. v r THIS )640, PREPARED FROM COHPUTER INPUT (LOADS C OIHENSIONM) SUGHITTEO BY IFIUSS HFR. cLUTCDL MAX SETRK 3011 ©-0-0 16/14 = 3011 a R -A -n 2X6 HIP RAFTER DETAIL THIS HIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. (SS) SIM ALL SUPPORTS SOLID TO BEARING. CONVENTIONAL FRAMING IS NOT TILE RESPONSIBILITY OF T11E TRUSS DESIGNER, PLATE MANUFACTURER, NOR •I-RUSS FABRICATOR. PERSONS ERECTING 1RUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (NO) NO OVERCUTTING ALLOWED ON RIPPED aim. DEFLECTION CRITERIA: LIVE LOAD • L/240 TOTAL LOAD All L/I80 (C) I 2X4 EVERY 2 0-0XTENSBE SUPPORTED VARIES WITH ' PI'T'CH �� VARIES WITH PITCH (NO) OVER z SUPPORTS , R -.3471 MAX 'jT • 1.5" "!N R Am 6941 MAX W • 1.511 MIN :V13 — At OT1,117 1 1=1 1=) I---3 c=, NN IMPOFlTANTHWI"lla tir,"496410 PIIa111ls, Il1c. WAFlNING'nussts 1a0ulta [slrll/E CAn1 O s1uEl Iqt eE nE SoaNsin.[ Jim Aur in Iwa ua. tnfcllmr An DtrlAllal /PW lolls OISIC64 ON IIEIE [PEC If ICAI I OIIS. on ANY eluC11C. SIE Mlle el of IN. SEE 11115 OE 51 /0.11 ins 10 eu110 1"1 Invif IN Cal OrAUl,Ct x1111 OSIe1 8r IPI. tun AO011laul. SPECIAL P[nNA1E 111 eeAt TIC O A1PUE CauECIonS UE IIAOt Or 7060. OAtV• 81111 Nttlllu 0.8164 OUIrEK111 [, ul[f5 011E1MISC IO11C0.I[o, ' • ' ' -r 1=0. O ►Alt WI a tatPI As IClto. Apollo c01t EC10n8 10 EAC11 /ACE of 0"04 Slutt OE 111E DIIIE1 Oseg0 111111 P L-1 ALP III L- � ""S TIO Unt58 OIIarPllit loCA110 al IVIS Oglslt 1'Os1IlON Er Al1ActE0 DE M000 /1EAII rlAC 6011011 L--) !] casEClaq Pell MA1111cs I54• 150 C ILU-P. 0181[64 81u0Ar1r5 *11" I%WIMI AIUCIEO 81610 CUIIIC -- Sit A _I 11, 1C J O cwrorq rf AlrticAMl MOVUIun y tut t 10-1. Jul u1011Etn's Mout IICnuCAI u•WII! Ir/Yell toe Pna Ip lJJ IEA\ 011 11111 OMllllq Am -,III 10 11! C0mu.1Nl EEPICI[O IEII[ Oel PALL ApR ICAIIaI. fUNILI A [Opt Of 11118 C -D O I_� I" alJ. Alo duke 161 K MIL1[0 lr'al IU ANI open e&f. O151p1 10 1 I uViS ercGlal A COVI[1on, ,..Ipl Ip111 .q Alt Ilgllll"1 tui - 1801 1"116410.* nitlr..l P'lf lr lrll loll rnn gdtll faun. ll,•.. -- •r RAISED HEEL •• �O�'' "• y `yam TC 1_L TC UL LOADIIIG No. 5 5 OC Ol_ SEE Exp * BC I I AWVL' CIVIL �� TOT.LD. f 0f T ala OUR. FAC. 1.25 •�I''I I1 r., '1 .1' (B) (P) I BLOCK PLATE 2X4 — 2X6 2X6 — 2X8 2X8 — 2X 10 2X10— 2X12 PSF nEf1.117_95-9681_ PSF [)ATE_ 0b/2D_/1_�'i- PSF DAH CU_119 PSF CA -ENG f'UC PSF �_----_ ISA J41111111lobte0cJ11111111111111 - A I STANDARD JACK DETAIL (REPLACES COJOI. COIOIA) DESIGN CRITERIA: [I] ( ") LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. TRUSSES SPACED AT 24" ON CENTER. IEPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. .IVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 .IVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. I•) 2x4 STD, STUD, /3 OR BETTER END VERTICAL WEB NIT" WI.5X4 CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS !ABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY IIIAT ALL DATA. INCLUDING DIMENSIONS AND LOADS. CONFORM TO THE 1RCIIITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. =IS IIMPAlll001 (11fM INPIl"ARS %SIO SMI1 11111M. _ 12 Pitch L 111.5X4 M W2X4(A1) m W3X4 FOR CEILING JOIST SPAN>8'0" L*-2-6.0-�s SPAN VARIES MAXIMUM Maximum Rafter Span Table (Horizontal measure in FT -IN -SX) Ceiling Joist Rafter Pitch>4 Rafter (Pitch>4 Rafter Rafter Rafter Rafter e .e. . P 13C LL 'g TOT.Ln.----- ' CIVIL CF CALIF - _.. - ... . -0• SPACING 24. Live Load (psf) 10 16 16 20 20 30 40 Dead Load ( sf) Duration Factor 5 1.15 10 1.25 •" 15 1.25 "" 10 1.25 •* 15 1.25 AN 10 1.15 15 1.15 2X4 2X4 2X4 2X4 2X4 2X4_Doug.Fir-Larch 2X4 2X4 2X4 SPF )2 (S) SPF F1 (S) SPF#I//2 (Canadlan) Item -Fir #2 Item -Flo, )'l L1 Doug.rlr-Larcll SS ASR 16567-I.5E MSR 2100(-I.BE 8-8-0 8-11-4 9-4-12 9-2-0 9-7.8 10-0.4 10-5-0 9.7-8 10-2-12 8-1-0 8-4-12 8-7-4 8-5-12 9-0-12 9-2-4 9-9-8 9-0-12 9-7-8 7-5.0 7-7-8 8-0.0 8-0-0 8-2-12 8.5-0 9-0-4 8-10-0 9-7-8 7-6-4 1-9.8 8-0-0 B-0.0 8.4-12 8-6-12 9-1-0 8-4-12 8-11-4 6-11.12 7.5.0 8-0-0 8.0-0 8.0-0 8-6-0 8-6-0 8-3.12 8-11 4 6-U-4 6-2-4 6.6-4 6-8-0 6.11.8 6 -II -e 7-2-8 6.8-0 1-1.0 5-5-8 5-7-8 5-11-0 5.9.4 6-0-12 6 -_31i - 6-6-12 6-0-12 6-5-4 2X6 2X6 - 2X6 2X6 2X6 2x6 SPF /2/Ilem-Fir R2 DF L F2/Ilam Flr�l Doug,Flr-Lerch P1 Doug_F1r Larch SS MSR 1650( 1.5E MSR 2100( 1.8E 13-7 12 15 1 8 15-9-4 16-0-0 15-1-8 16 0 0 11-10 0 12-7-0 _ 13-5-8 15 4 12 14-2-12 15-1-8 10-10-0 11-4.4 12-3-12 15-1-0 -i-3-108 15 1 e 11.0.4 11-8-8 12-6.4 14-3-8 13 2 8 14-0-8 _10-2-8 10-10-0 11-7-0 14.2 8 -13-0 12 14 0 8 9-1-12 9-8-12 10-4-12 11-4-0 8-2-4 8-8.4 9.3-8 !0 3 12 10 5 12 9 6 4 11 1 1Z 10 1 8 IVP. Wave Iftl-95 I Ifi Nr.•' III 'I 'S 111001111 11101 Itl f,A%1 IN IA11R II:Al111N, IU VIII tNr• SIT 11'►10r, INSIA1IINr, ARI) eau:INT,. ut(N to 'fill 91 (IIAIIIIIING IIIS1A111%r, Alin eNA1.1Rr), runsISill 11'1 11%nss rlAn I N......(, 50111.01101%1011%.. sill 11 too. NAnls11%, YI SJ1171, 11.% %AIII/ ►%A1,1II:IS 1'%1110 Ilr 1`I NI 115111111` IIII SI 111 N1:I lneS. II 111155 111111 %Y 1!:I I%111;'A.1 111, IUP 1.1111%11 511111 nA11 roil M %11 AIIA., III II t 111111.1 PS AI rA"115, IIII111111 .:TITIN II fll All nAll A 1`%111. %1 All A1.IIIn %11;111 .1 II IN,;. It '--If IANI" fWIRI SII A 1'111'1 111 11115 111 SIr0 10 1111 I"•.I All At 1110 1:11%INA111-11. At 1`1111 181:1%1I NII. 1`"111.1` I:I S, IN.:, SII All NUI UI NI 51`11"Slell Is 4111 III IIA111111 101111 IMS 111 SI I;R: ANY IAIt I'%1 IU ALP noun 1111 nUSSfS 111 (n111nNNA11r,1 1`110 1 1; 11% IAII%If.AIINf., OA"DI INT, 50VrINr. 1Nstu1lNr. ,"o A L. P I NI. ..-.I nNA(111r m 1Ausv s. Intl ul s".: cO Nl 11%115 rlfil Ar Sf h:Aml r%u/111u%s ul %IIS (*At1.1NAI nI Slr,N Sr1(IIICA11o% Soullvlln Or 41 ANINICAll10%111 A1111 ►AA% Assw:ululNl A%u Irl. AIrUI (110NICItIRS ANI HAITI III /Of;A ASI% At,%j G440 CAI V. 51111, 11.;11`1 NS %utlll, AP►Is 1:11%1111`111%1 111 IAC11 IACI of INUSS. Alin fill l ss Onnllrls( IucAlln OR 11111 01311`%, ►IISIIIIIN me 1 %I I:IIMS PIN rINGS If•0 A 1, lul s1 AI u% Inls nNAr1%G 111111CAIIs ArCI►IA%1:1 u1 PI ul1 Ss10%AI I%r11111%I%r1 'IlinclingilimcdP11xlucls.Inc. NISrn%s1enllr sn11I1 1oN tui 1111`11 r,. '..nrI III SIGN snurN. fill stilteuullr ANn rs1 111 Ines SI/e11I111e.d1.,(�A 93x)11 1.UNrU"I at 111% A"1 ►ARIVIIIAs e11unnr Is aro 111 sru%sI11u 111 m Inl nununr nlstr.Rl R. 1`1% usI11►1 1 rr.5 .11.1104 ►. _. OEFQS/ W CI1/I/-/-/-/-/- r C I. L OLD a Fye IC DL No '5 005 BC n1- Sri, AIIUVE e .e. . P 13C LL 'g TOT.Ln.----- ' CIVIL CF CALIF - _.. - ... . -0• SPACING 24. Wt. 5X4 m Ij Rev. 0__1 -00 Gull REF 8195",1115 HATE O1/I I/1111 01114 1.AIISII111'. (lilt -I II III CA -LNG /[36111 STANDARD JACK. 111.IAII REPLACES DRW (0101A Tyr. NOTC11 24" O.C. 3.5" flex Vele. , SYM ADUUT V. ttonybock 111111 to ledger�lvG CII] (11n1.1 I:n vara:—.-114IK1 1/1_ 10d 1181181 —tlal►le UCTAIL 'Ae 1, ITI • 1'__._ 081/10 End 24" ' Nox. Otltlooker._ 2x4 r. I.. III or 111.1! Stronyback brace Ill— �`�•Verlos 1 • . Intl tf l xx)1 uAlu .� 11.l17t�I Ji ` I V0.1 d fAt11 fill IXTAIL '0' IGI 00ble olid des 1 yn bnsoll oil -00 moll wl11d 1oati, I1111oet1ra "C" of 0-7.0 F -L. mean height. ICI 1x4 conll11uous IntereI brachy for brace (etronpbeck) meml►er longer thou 7111. Attecll at mltipolnt of ouch brace H/1-Od common nails. 101 Option to welr pintll►yl -use 131-I" wlro staples (0.07] Ula -/15 GA. 1 Ion- nellod lhru chord Into web 6 tilru web Into chard on Oita face for o total of 6 'atol►les. 11'11, (Sal, L (111) must Ito plated. 1151 I �� \(T) Ilafar l0 911mpsun Cnlnlog C-9711-1 for L0dg0r product nttochleenl speclllcnllol► (allnl:h — 1G"O.C., I (11) �\A35 In rl lllrectlol►1. 1x4 Shp Ilex. Le11glh IIqx. IY lumbar wlthorlL IIratio �- � r e ,race V e Illy 1111 1 II 1 —L�_ � ISI STAIII)A110 4-2-O 0-11-0 Isle \- ` IP11 Peek plele to matelCcommolltrnssos. (91) Splice 11Into to match commoll trt►ssos. NOTbt ""Ief enaetwlllr4nT I11eds0i 01ao. for (111) Ileal plate to match commoll trflesoe. IKI s1►selllg for 114 All 71.0" U.C. span to Match coallllon trusses • bu 2x CUlbb 1)elnll liner `- r'nl, Nnlerlal - 0111 looker Onlll a olid 4 - Ixe rLnl Lail $W'--_\( 15� I.edyer — St ronylrnck C(111111 I hrnced at 60" U.C. TRUSSES 011ACIM; DETAII, Pints_ flax. HelpLcn171h -- Ix3A _ I-0-0 111) \ 3X44 13-G-0 1 --t 11 t-1 t--, 11 C=► 1 -1 1-1 — •-/ I -I l—� '-' Al -1' 11`11_ ill HOTBt Chords to be 2x4 r1r-hart.11 11 111111m11m IN-- 5000G N M 11.1hOn TAUT M M '1.11q nelleu•Ill raneten, lie - i.lyl till M t', IaHtlf I.,Inglt InInM tu. 1,••1111.11111•ly tilt. /lt tl•It «/ 11.„ ., hog--- 1011 /lit IIA"NING Ill Ill//t ll•1, 111 x.111.1 11.1 r.II it. 11V,1, d•1 Inn «uCIIK, ell IIIn-,1 lir It .11 111, In 11 1 1111 Hf Ir putt "• Inul• 111 (1•I elrUlna •11.1 .9104 1 t 11 hrP., t«..tl«q illy n"y s )per 4#41. • •n p• Irl Ida rinllll«.ry Irlc14 11nmNnl In11:1e r legal l'11111N IIIM M11.,(r11111 t. U.111 8111 n+151 II/IlCr ilia 1 r.q to I Ir[1►1 rt 1•rtl p, rr.%r cw•ttlnH In Irul /pct alt INH] Ila to -till pU M 11q•.11 Iugl p/ 11111•+111 rlrrttn wit.. r•'I,r Itt IKUL9 I►1 $mgi 1191f." rollllun it IIUI"ria rt lrnlnf 11(111/11+., rnlllihl tin tr-.4c/6nl PUN blreplcf Ile. Ife ! Itei•t, d111c.1 IIIInIrVI ill In Iqr t ► alUcl •va y/rr, It Uel r1,pr111Mq M tOt 1 11.1, ..1 Ir.p ala n•1 l In mcln real ll•I •• 11 ill OI 1111• pal•1.e v11111 Ill 1 l 11 #ItMstll V11Ut It/1/ell len tor.l«. c«••e.,ul IM.•Icltn 14111 Inr•al • Mor.11lell. II•vl r 111 w.1, INI l"Itt 1+11 eI rlttab V•Ipl 111111/ r11eM ■I " . ICI V 11111 $--Irl • Omni hall 1111111111 Icy • fill eHllellt Rtlal Ip b( Inl,lt IIRc11«I r.unll.t I W. l M/lal iYt111U11M1 Ilpl p,gll rnHWCI"rl IIL. V 15.t;.5 OUSIGI1 U111 l: 11110 n[ r ii VII 1191i•1� WAIF 11: 111 15 .0 1"1' 1/11111/ (1111111 If: VL IUJ `i.0 1'Sr CA lilt; (111 AU. 511 0 1'SV 11/A I. I. 11, VA1111 U1111.rA(:. 1_ IJ I1I VA1111 ; 51'AClfll; - - rrlrr— (;Alli 1 I rill rr rr rr rr rr rr rr rr r rr rr r ■r rr>� r r r rr rr CONVENTIONALLY -FRAMED -VALLEY D { TAIL (A) 2X6 OR LARGER SP y2 OR SPF #1/#2 VALLEY RAFTER (B) 2X4S P PARTIAL FRAMING PLAN (C) 2X4 OR SPF f'3 CRIPPLE tMAX HEIGHT 6 -3 SP OR (3) 16d BOX NAILS, TOE -NAILED CRIPPLE INTO RIDGE BOARD SPF q3 CRIPPLE (MAX HEIGHT 6'-3") (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE RAFTER COMMON (E) 2X4 VALLEY NAILER TRUSSES TT24" NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN AT 0( THAT OF VALLEY RAP'I'ER (A). NOTE: REFER TO VALLEY DETAIL VALTRUSS0699 FOR SUPPORTING TRUSS BRACING DETAILS. VALLEYRAFTERS (A) (C) SHEATH (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". (B). (C) MAX HEIGHT WITH 2X4" TN � BRACE IS 11 -2N . RIDGE RAFTER FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 6d BOX (0.113" x 2.5") NAILS AT "T" 4" OC. FASTEN 2X4 BRACE TO CRIPPLE WITH 16d BOX (0.136" x 3,5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEAT14ING OR PURLINS AT 24" O.C. OR VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN FOR THE SUPPORTING TRUSS. TRUSS TOP CHORDS PER SPECIFICATIONS \.vmmvl� IIIVOJL'.J Al 411 VC 3) 16d BOX NAILS, (2) 16d BOX NAILS. TOE -NAILED THRU "OE -NAILED (3) 16d BOX NAILS, TOE -NAILED CRIPPLE INTO RIDGE BOARD ( NAILS, 'OE -NAILED (3) 16d BOX NAILS (3) 16d BOX NAILS (D) (B RA'Z'ED (A) (C) SHEATH 14G 4'0" TYP. (C) ( (B) (3) 16d- DOX GIRDER (E) Z1y NAILS, TOE -NAILED 2) 16d BOX NAILS. TOE—NAILED (TYPICAL) RATED SHEATHING CONNECTED 'O '1 SUPPORTING TRUSSES AT 24 OC MAX SPACING TRUSS TOP CHORDS PER SPECIFICATIONS (3) 16d BOX NAILS. TOE -NAILED THRU CRIPPLE INTO RATED SHEATHING FESS -I -IIS DRAWING REPLACES DRAWING V105 -001)v •■YARNING■• IgUSSCS RCDVIRC C11IR[11[ CARO IN fAORICAIING, IIANOLIMG, SIIIPI•ING, INSIALLIU6 AND BRACING. REFER 10 1111-91 c1UNDLING INSIALLING AND IRACING). PUILISIICD DY 11'1 (IRIISS PLAT[ INST IUIE, 303.0'UNUrPlU DR., SUITE 200. MADISON, Vt. X7)19) ►OR �Q4 �� cry C LL �0 �() 4() PSr (ZLr C()NV. VAI�•"1' SAf[IT PRACIIf.ES I'RIUR 10 PERIURNIIG IIIESE (UNrlItINS. UNLESS 0IIr1RVISE INDICATED. for CNURD SHALL NAV( IRUrERLY AIIACIKO STRUCTURAL PANELS AND BUTIOM CIIORO SIIALL NAVE A PR01•ERLY AIIACNCO RIGI h Y^ DL JO )�) % PSr Unfr. OCi �J (1}1 /. CrILING. ••IMrOR1ANI•■ fURNISM A CI1PY or IIIIS DESIGN 10 II■E INSIALLAIIIN CIPIIRACIIR. ALrINE ENGINEERED I'AWNCIS. INC. SHALL Not RC RESr011SIBLC SUR ANY DEVIATION ►RUN NNIS 1OESIGNI ANY fAILLRIE TO IUILD NIR; TRUSSES IN COUrURNANCC VIM TPI, AS n DL 10 1(� 10 ------_._/___. ('$r URW6 VAI_CUI)�IF'0691; on IAIRICATING. HANDLING, SNIPPING. INSTALLING AND BRACING OY TRUSSES. DESIGN CONrURMS VIT11 ArPLICARL[ PROVISIMIS Or NDS (NATIONAL DESIGN SrECIr ICAIIUN PUILISIKD It 111[ AMERICAN fIMESI AND 6301Ln1 * 1 LL U (� _ U r$r -EraEi hj(,�I�II/��l PAPER ASSIC IA 11pN) AND IPI. ALPINE CONNECIORS ARE MADE Of 2DGA ASIH A677 GR40 riALV. STEEL EXCEPT AS NOTED. APPLY CONNECIORS 10 EACIT rACC or TRUSS AND, UNLESS OIII[RVISC LOCAIEO ON ,r ,;� FUT.L D. (�(% t C1V1` JJ J% 7 II$r ACCErIANCE Or PITYESSI1N LIII forsIGN, POSITION CIIIIIS PER CNGIIKERINGAR[SsrIINSIIILI160 I f10.[LYA►Oot 111[L ON 1 IROSCvING 1:UW'll CINI ICS AND DESIGN SIIOVN. INK SUIIABILItY ANO USC fir IIIIS COW'UNENI foot ANY PARTICULAR BUILDING to CM UURTAC. 1.251.71 1.15 1.15 IS IfK gESPoNS1ItL1TY tlf IIIC Blot DI D YI R AYR I��:cvirl 1 19 YC[— IILY.� $rnClraG SEE A130VE CBO Evaluati o n S e ry i e e, Inc. Accredited by the American National Standards Institute 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials &ALUATION -REPORT Copyright © 2000 ICBO Evaluation Service, Inc. Category: DESIGN—Wood (038) WAVE METAL CONNECTOR PLATE SOR WOOD TRUSSES ' INE ENGINEERED PRODUCTS, INC. MARLEY DRIVE HAINES CITY, FLORIDA 33844 11 SUBJECT WAVE Metal Connector Plate for Wood Trusses. 2' 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 SO, 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- ter 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 ER -5352 Reissued July 1, 2000 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 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: Each 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 joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based 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 of ANSIlTPI 1-1995. The net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values (shown 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 values for the WAVE metal connector plates must be reduced by a strength reduction factor, OR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diameters 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 full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- luation reports of ICBG Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report road. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as ma endorsement or recommen- nsefor use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation .Service. Inc., technical staff Gas reviewed the �resuIts and/or other data. but dues not possess text facilities to make an independent verification. There is no warrant• by ICBG Evaluation Seen -ice. Inc., express nhp ied. us m oat "Finding"or either matter in the report or as to any product covered by the report. This disclaimer includes. but is nut limited to. merchantabilin, rage 1 01 o Page 2 of 5 ER -5352 I 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 percent when 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 metal connector plates are installed in lumber having a moisture content greaterthan 19 percent at the time of truss fabrication. 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: 0.65:5 HR 5 0.85 0 = 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: 5. Truss slope or depth, span and spacing. 6. Dimensioned location of truss joints. 7. Model, size and dimensioned location of metal connector plates at each joint. 8. Truss chord and web lumber size, species and grade. 9. Required bearing widths at truss supports. 10. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 11. 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- 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 comers 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 ANSVTPI 1-1995. A copy of the ANSVTPI 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-hour fire -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 1 1 Page 3 of 5 ER -5352 TABLE 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 PLATF2•3 Species Specific Gravity AA EA IAE EE Allowable Load Per Plate (pounds per square inch of plate contact area)Z ���'"I���.! rl. METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir I 0.49 206 156 145 153 Hem -Fir I 0.43 164 109 106 124 Southern pine I 0.55 206 158 163 170 WAVE Spruce -pine -fir 0.42 159 109 106 118 METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD' Douglas fir 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 I 163 170 Spruce -pine -fir 0.42 208 130 106 118 I -or JI: I Inch = 25.4 mm, 1 psi = 6.89 kPa. 1See Figure I for a description of plate orientation. The 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. For metal plates rated by the semi -net area method, the end distance of 1A 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. . Loaa �I Load Loaa Load AA Orientation EA Orientation Load Load 111111 — — — Illlll 111111 — — — ' Load Load ' AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS IIIIIIIIIIII 1 ` -'11 IIIIIIIIIIII ���'"I���.! rl. Load AA Orientation EA Orientation Load Load 111111 — — — Illlll 111111 — — — ' Load Load ' AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS 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 PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2 0° 90° 0° 90° Allowable Tension Load (pounds per linear Inch per pair of plates) Tension Load Efficiency Ratio WAVE 895 849 0.512 10.486 For SI: 1 psi = 6.89 kPa. ISee 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. Load E— Length (a) 0° Plate Orientation Load Load Width DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE "t �� K':1.•I�I 0° 30° 1 60° 1 90° 1120° 1 150° 07--T-30* 60° 1 90° 120° 150° r I I I I I I I I I I I I� WAVE 656 1 861 1 969 1 567 1 529 1 556 0.563 1 0.739 0.832 1 0.487 0.454 0.477 It (a) 0° Plate Orientation Load Load Width (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load �1 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 "t �� K':1.•I�I 0° 30° 1 60° 1 90° 1120° 1 150° 07--T-30* 60° 1 90° 120° 150° r I I I I I I I I I I I I� WAVE 656 1 861 1 969 1 567 1 529 1 556 0.563 1 0.739 0.832 1 0.487 0.454 0.477 (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load �1 TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE METAL CONNECTOR PLATE For SI: I psi = 6.89 kPa. DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 30° 1 60° 1 90° 1120° 1 150° 07--T-30* 60° 1 90° 120° 150° MODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio WAVE 656 1 861 1 969 1 567 1 529 1 556 0.563 1 0.739 0.832 1 0.487 0.454 0.477 For SI: I psi = 6.89 kPa. ' Page 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, OR, FOR THE WAVE METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 184NCH-DIAMETER SINGLE -PASS ROLLER PRESSES LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL SPECIFIC GRAVITYI AA EA AE EE I WAVE 0.49 0.815 0.885 0.815 0.885 0.50 70 0.905 0.870 0.905 0.8 . CT. 1 i..,6 -)C n IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific 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 050 or higher. Q Q Q FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES ' �3/9 in Plate Length 0. J Plate Width F 0.25 in (6.35 MR) o.c. between slots 0.12 in (3.05 MR) F1 I I \I I I in (25.4 nn) o.c. slot width 0.0356 in (minimum) 0.5 in (12.7 mm) between slots oFFset between slot length adjacent slots 0.06 in (1.52 nn) 'PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mm). For SI: l inch =25.4 mm. FIGURE S—WAVE PLATE DIMENSIONS 9 tJp t 077 TIMBER PRODUCTS INSPECTION, INC. t l dbe GENERAL TESTING AND INSPECTION AGENCY ' 105 SE 1247" AVENUE VANCOUVER, NMI 90" t ` We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER QA275 S This is to verity that SPATES FABRICATORS, INC 66435. MIDDLETON STREET THERMAL, CA 92274 t Control ram and. has been since: is under our Audited Quality �9 tJUNE, 1990 We audit the production Quarterly under the Uniform Building Code tSection 2304.4.4. 1 •A t 1 TONY LEWIN tMANAGER OF WESTERN TRUSS DMSION 1 1 CHORD�a TEMPORARY BWC, ATTER W n In M, � � Y BOTTOM CHORD DIAGONAL BRACING• REPEATED AT EACH END OF THE BUILDING AND AT SAME SPACING AS TOP CHORD DIAGONAL BRACING CUT 1 :I 1, 1 M• W' ] . ���TOP�CHORD TEMPORARYkBRAC1NG�P�ATTERN�� HF - Hem-Fb SPF -Spmm Fon Fb i TOPCHORO ALL CONNECTIONS SHOULD TOP CHORD DIAGONAL BRACE Y011YUM LATERAL BRACE SPACING (DV WAN NTCR WACHODB,J to 0-1 OF 2.1 Ed NAILS. W/OF SPF/W Upm]T 4/12 S 2D Is D+n D2••.B .n2 fY 10 7 Ovw.e•-do' Nz s B . - wNea s...r.pm.r.eNa..aew.rNm.er LEAST 2TRUSSES. I r � 1 t ," s -GROUND BRACING B REQUIRED FOR ALL INSTALLATIONS ' a. 1 m ; �a> PERMANENT CONTINUOUS W' enz is ]D is + .nz ts• to T 1 x/12 1s' 8 1 f S�. a rpbtere0 prols.Yend arglrr.r � WAN rtpm]Y Over or - Oww eS•- O�.rfAY 1 . ! IMPORTANT NOTICE 1 Tmpmw br..bp WI n In Of 04Wan b .O.quam AN ths btdlban.f iru..0 wN • .INIu wn0pYWen As .hewn on Nb Obpr.m. C.wM • r.0w ul pr.t.0m j .rgbleer N e OiOw.M br.anp ur.rrpsnr.r0 b O.arsO. TM anptrrer mey dngnbrant In..eer0enu wfh DS889. a 1m.em. ce.n icher. thin.wlM.p.dnp b p -.IW.. - Alluau..uum.07 aw.nbr W lnw . ) Ae mmperery bre.iq aquMGml.0 thin 2r. prtl. mNlW • ' WmWr. 4 ` ) ' � O �`• rFc F• .. '6. ! •GROUND BRACWG .y;y REQUIRED FOR ALL t r INSTALLATIONS 1 N 1 I BOTTOY CHORD BOTTOM CHOIm DIAGONAL BRACE YNGIUY uTERAl mace WACNO(t6� ! fTT01 WACNO(l6� (Ifisw) 1 SPF" OF - Daplu Fb4..h W - SarDwn Pine HF -Hu Fk SPF-Spru.aPYr+lr C-t.—Tap Ch.,d Au ur01.. Let Lane. - DRACEBt1APPFD Req,4.d AruAAr rao — 'R�OEs' to' w Oma kld­d2..Sd—h. RMI,.d e.-i—NouY b. I OF-Dou01.. FI1.mN W-S.uth—Pin. ] . ���TOP�CHORD TEMPORARYkBRAC1NG�P�ATTERN�� HF - Hem-Fb SPF -Spmm Fon Fb i TOPCHORO ALL CONNECTIONS SHOULD TOP CHORD DIAGONAL BRACE Y011YUM LATERAL BRACE SPACING (DV WAN NTCR WACHODB,J to 0-1 OF 2.1 Ed NAILS. W/OF SPF/W Upm]T 4/12 S 2D Is D+n D2••.B .n2 fY 10 7 Ovw.e•-do' Nz s B . - wNea s...r.pm.r.eNa..aew.rNm.er OF - Daplu Fb4..h W - SarDwn Pine HF -Hu Fk SPF-Spru.aPYr+lr C-t.—Tap Ch.,d Au ur01.. Let Lane. - DRACEBt1APPFD Req,4.d AruAAr rao — 'R�OEs' to' w Oma kld­d2..Sd—h. RMI,.d e.-i—NouY b. I OF-Dou01.. FI1.mN W-S.uth—Pin. ] . HF - Hem-Fb SPF -Spmm Fon Fb i ALL CONNECTIONS SHOULD BEMADE WITH A MINIMUM r OF 2.1 Ed NAILS. ALL LATERAL ! BRACES LAPPED AT LEAST 2TRUSSES. I r � 1 t ," s -GROUND BRACING B REQUIRED FOR ALL INSTALLATIONS ' a. 1 m ; �a> PERMANENT CONTINUOUS W' - LATERAL. BRACING AS. -m ==TE f SPECIFIED BY THE TRUSS ENGINEERING I .As � pcp . ® 0 ( qlz rn; *GROUND BRACING ALL CONNECTIONS SHOULD REQUIRED FOR ALL BE MADE WITH A MINIMUM ' INSTALLATIONS OF 2.164 NAILS. 4 e CROSS BRACING REPEATED AT EACH END OF THE BUILDING AND AT W INTERVALS LU • g& s S AH ' cn in o W G 3 M 7E J p yCO a 3. g y / O N ca --T. c°S3x 3a f" 1�1 71 Go to 'm� r a u i:J Fy m s"= a01 rr 3'p4 m� 38 . g zy � c�z �"4t � Ii ro is � s �Y� C�� A 8 d pFp a' I A. A A o sur y LU • g& s S AH ' cn in o W G 3 M 7E J p yCO a 3. g y / O N ca --T. c°S3x 3a f" 1�1 71 Go to E 4 gD, 3 �m 'm� r 0Po0 i:J Fy m s"= a01 rr 3'p4 m� 38 . g zy � c�z �"4t � Ii ro is C�� E 4 gD, 3 �m 'm� r 0Po0 i:J Fy m s"= a01 q P3 E 4 gD, 3 �m . c�z �"4t � Ii ro is C�� 8 d I A. A A E 4 gD, 3 �m Jan 24 05 12:02p Kleine Bldg & Dev. s - N ak V O � � � , J � l J ,I M � f 7607764842 p.2