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HomeMy WebLinkAbout1129.02 Truss Plans 1 Attachments: Notes 49-8-0 "1 14 26-8-0 0l* 23-0-0sl H Hl� 91 B1 —/ BI B1 m m s m m B1 tri m m Bl R, . 30-0-0 > • > > > 91 '0:1009 Bl B1 /R0. 0E /R031••e. °;� Bl `� B1 54-4-0 /R0�108\ B1 HCR ` B 2- 0 FGE B 5-0-0 ; B v B a B B • B B 17-4-0 B B B w� f 1' 26-8-0 nla 11-8-0 + 11-4-0 *** NOT TO SCALE *** # Components: 62 C ENTEX HOMES Job Name: 2902D WO: 2902D T M C Customer: 1213 WOE: Designer: JOA Checker: Date: 11-10-00 8:06:12 TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. MODEL 2902 TC Dead 10.0 Plt DurFac: 1.1S PO BOX 418 ELEVATION D BC Live 0.0 Spacing: 24.0" WESTFIELD IND 46074 NO OPTIONS BC Dead 10.0 Design Criteria: TPI WAFRF QUALITY COUNIN TOTAL 40.0 PSF V:1. - 2902D JOB PATH: T:ITEELOKUOBP.&,_ .JEFFITRACKBDRICENTKO2902 Notes and Specifications Note #1 (1 location) : (7) HUS26 HANGERS 'ICE BE ATTACHED GGR. • Job Name: 2902D WO: 2902D T M C CENTEX HOMES Customer: 1213 WOE: Designer: JOA Checker: Date: 11-10-00 8:06:12 TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. MODEL 2902 TC Dead 10.0 PIt DurFac: 1.15 PO BOX 418 ELEVATION D BC Live 0.0 Spacing: 24.0" WESTFIELD IND 46074 NO OPTIONS BC Dead 10.0 Design Criteria: TPI WHERE QUALITY COUNTS TOTAL 40.0 PSF V:i, - 2902D JOB PATH: TATEE-LOKVOBSIS._�.UEFFITRACKBDRICEH EXI2902 Attachment. CENTEX 2902 MODEL 1213 WO: TI: AGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge == _ == ===Joint Locations=====_ ______ _ BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0-=0- 0 7) 8- 6- 13) 7- 2- BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 1-10- 0 8) 9-10- 14) 5-10- 2X4 TRANSVERSE BRACING nailed flat to edge nailed to face(s) of web with 10d nails 3) 3- 2- 0 9) 11- 8- 15) 4- 6- WEB FORCE AXL BND CSI of web with 12d nails at 8" o.c. TRANSVERSE staggered 8" o.c. SCAB or TRANSVERSE 4) 4- 6- 0 10) 11- 8- 16) 3- 2- 17- 2 0.00 0.06 0.06 BRACING to extend for center 80% of length. BRACING to extend for 80% of web length. 5) 5-10- 0 11) 9-10- 17) 1-10- 16- 3 0.00 0.16 0.16 Analysis based on Simplified Analog Model. 2X6 BRACE req'd on any web exceeding 14' 6) 7- 2- 0 12) 8- 6- 18) 0- 0- 15- 4 0.00 0.31 0.31 1): Plate OFFSET. from joint center. Refer ■*" denotes ONE edge or ONE face ----MAX. REACTIONS PER BEARING LOCATION 14- 5 0.00 0.53 0.53 to Joint Detail Report. "**" denotes BOTH edges or BOTH faces X-Loc Vert Horiz Upl ft Y-Loc Type 13- 6 0.00 0.31 0.31 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 0- 1-12 0 0 BOT PIN 12- 7 0.00 0.16 0.16 continuously braced unless noted otherwise. composite result of multiple loads. 11- 6- 4 0 0 BOT H-ROLL 11- 8 0.00 0.06 0.06 Wind analysis based on: ASCE-Combined, V= 75 • MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 • • ,, 5-10-0 k 5-10-0 1 2 3 4 S 6 7 8 9' 10 00 -10 00 5X4 2X4 Da X4 2X4 '• 2X4 5-11-10 2X4 " ' 2X4 5-414 \ I Ai 0-6-9 0-6-9 iii gillimimj tb • �3X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [3X6] .s\ON�� srF R0',,, I l 11-8-0 i t Q' No. es 1yJ42 '18 17. 16 1t5 14 13 12 hl 1� Q 011 3.50" 011 3.50" STATE OP o 10-8 DI L J ao-10-8 N plAryry A = (R1-1-11) f- 11-s o .I 1.0 = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 1-4-0 o.c. scale = 0.2500 '.,`PD,��� �����;` WARN 1 N G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �., S/ONAL %.‘` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: AGE ��"a f t t t s CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shtnvn on this drawing is not erection bracing,wind bracing.portal bracing or similar bracing TC Dead 10.0 psf DU1 Fae-Plt: 1.15 t PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O,('. Spacing: 1.15 shown is fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 24.0" WESTFIELD IND 46074 made to anchor lateral bracing: and specified locations determined by the building designer. .BC Dead 10.0 f • De' Criteria:TPI Additional bracing of the oven ire may he required. (See HIB-91 of TPI). For specific Ps WHERE QUALITY COUNTS truss bracing requirements, eu designer. (Truss Plate Institute,TPI,Is located at Co • TPI 1-1995 583 D'Onufriu Drive,Madison.v.,x. 7191. TOTAL 40.0 psf V•QI,O, -330202-59 nesivn• Almrir Annlrsir . .inn PATH• r••ITFF.I(KIIUN ....- -....... CENTEX I 2902 MODEL 1213 WO: TI: BSC QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = = - - __- ====Joint Locations=== - = 1- 2 -1120 0.01 0.37 0.38 BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 . SPF STUD (N) BRACING to extend for center 80% of length. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 ' SPF #3 (N) 2,3 (): Plate OFFSET from joint center. Refer 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 GABLE STUD: 2x3 SPF #3 (N) to Joint Detail Report. 4) 17- 2- 2 8) 11- 6- 0 2x3 SPF #3 (N) 6,9,11,13 + Denotes 90 degree plate orientation. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL END CSI 2x3 SPF #1/#2 (N) 7 MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 786 0.19 0.20 0.39 2x3 SPF #3 (N) 14,15,16,17 composite result of multiple loads. 0- 1-12 972 0 0 BOT PIN 9- 8 534 0.13 0.18 0.32 WEDGES: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be 22-10- 4 972 0 0 BOT H-ROLL 8- 7 534 0.13 0.18 0.32 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= /5 7- 6 786 0.19 0.20 0.39 L/999 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, L=-0.04" D=-0.03" T=-0.07" internal pressure coef. I, interior zone. WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 9 -275 3- 7 413 T. 0.03" 3- 9 413 4- 7 -275 RMB = 1.15 11-6-0 11-6-0 • 1 2 1 4 5 10 DODO -1 [5X6] Q. 1111 6X6 I 6 [ ] X6] 10-8-5 `e' �` 10-1-9 III I 1111111111 0-6-9 1111.1 I o_I_ [4x6] 5x��6] 5x4 [4X6] J='� G ST ARCG4"' y t 23 0-0 r Q No. F. 10 9 8 7 61 1. 15442 -ie- 972# 3.50" 973# 3.50" =* STATE OF _ 0-10-8 B1 f" 23-0-0 t. 00-10-8-8 INp�gNA 2 GABLE STUD,PLATES<Y0}'} 41 I I (RI 1-1-11) ��; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.1875 1%;;,� ,.�,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '��,`�sS10 N AL ���`. T M C J'COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: BSC r,jiIltllIt NTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING • ACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. ing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 • PO BOX 418 h is a part of the building design and which must be considered by the building designer. Bracing rt W ESTFI ELD IND 46074 n is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O•C• Spacing: 24.0 to anchor lateral braci-..t ntl specified locations determined by the building designer. BC Dead 10.0 f Deg Criteria:TPI tional bracing of•• lay he required. (See HIB-91 of TPI). For specificps WHERE QUALITY COUNTS bracing re. -""r. (Truss Plate Institute,TPI•is located at Co TPI 1-1995 D'Orv' -\.. _ TOTAL 40.0 psf V:01.01.v0-330203-60 CENTEX I 2902 MODEL 1213 WO: TI:B QTY:14 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Il: Plate OFFSET from joint center. Refer ..=_ __ ====:tiToint Locations=====_==__=_=__ 1- 2 -1120 0.01 0.37 0.38 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 17- 2- 2 8) 11- 6- 0 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 • X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 786 0.19 0.20 0.39 L=-0.04" D=-0.03" T=-0.07" 0- 1-12 972 0 0 BOT PIN 9- 8 534 0.13 0.18 0.32 MAX HORIZONTAL DEFLECTION: 22-10- 4 972 0 0 BOT H-ROLL 8- 7 534 0.13 0.18 0.32 T= 0.03" 7- 6 786 0.19 0.20 0.39 WEB FORCE WEB FORCE 2- 9 -275 3- 7 413 3- 9 413 4- 7 -275 RMB = 1.15 • 11-6-0 k 11-6-0 j/ 1 2 3 4 55I 10 00 -1 0 [5X6] es [6X6] 6X6] Ai /A6\h. 10-1-9 10-8-5 0-6-9 0-6-9 [4X6] 5X4 3X6 5X4 [4X6] ====snn=sr= ?..•.\ s TCY- c ' 4 23-0-0 'l. Q16442 No,2 ' • • 10 9 8 7 6 1644 -tr.:...- 972# 3.50" 973#J3.50" ::: STATE OF _ 0-10-8 °j 11/4 23-0-0 .1 140-10-8 IND1AN (R1-1-11) (R1-1-11) A �4`= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 1.%A \��.= WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 'CO��''',,cSS/ONAL r. �s`s‘`` T `M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B ,'s s t s 1 s t s= Dsgnr: JRH Chk: Date: 11-21-00 Fq � CONTRACTOR. /'�' , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 - PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing O,(�'- 24.0" shown is for lateral support of tr. •'tembers only to reduce buckling length. Provisions must he BC Live 0.0 psf Spacing: W ESTFI ELD IND 46074 made to anchor lateral bracing and specified locations determined by the building designer. De Criteria:TPI Additional bracing of the oven . .ay he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cm.-_.a. lesigner. (Truss Plate Institute,TPI,is located at Co.. TPI 1-1995 583 D'Onofrio Drive,Madison,Wiser. i719). TOTAL 40.0 psf V•01.01.v)-330204-61 CENTEX 2902 MODEL 1213 WO: TI: BGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) +Anchorage for applied conc. loads shall be = - ===Joint Locations=====__________ 1- 2 -7489 0.25 0.33 0.58 BOT CHORDS:,2x6 SP MEL-23 designed by others and must distribute 1) 0- 0- 0 6) 18- 5- 2 11) 11- 6- 0 2- 3 -6051 0.30 0.31 0.61 WEBS: 2x4 SPF #1/#2 (N) load equally among all truss plys. 2) 4- 6-14 7) 23- 0- 0 12) 8- 9- 8 3- 4 -5941 0.15 0.36 0.51 2x4 SPF #3 (N) 1,8 Top Chord MUST be continuously laterally 3) 8- 9- 8 8) 23- 0- 0 13) 4- 6-14 4- 5 -4125 0.07 0.11 0.18 2x6 SP MEL-23 3,6 braced (BY OTHERS) to resist buckling 4) 11- 6- 0 9) 18- 5- 2 14) 0- 0- 0 5- 6 -4111 0.10 0.14 0.25 WEDGES: 2x6 SP MEL-23 PERPENDICULAR to the plane of the truss. 5) 14- 2- 8 10) 14- 2- 8 6- 7 -4118 0.07 0.29 0.37 + Denotes 90 degree plate orientation. (I: Plate OFFSET from joint center. Refer All COMPRESSION Chords are assumed to be to Joint Detail Report. TOTAL DESIGN LOADS BC FORCE AXL BND CSI continuously braced unless noted otherwise. This 2-PLY truss designed to carry Uniform PLF From PLF To 14-13 5668 0.16 0.13 0.29 2-PLY TRUSS! fasten w/l0d nails in 23' 3" span framed to BC one face TC Vert L+D -60 0- 0- 0 -60 23- 0- 0 13-12 5620 0.16 0.24 0.39 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face BC Vert L+D -439 0- 0- 0 -439 8- 9- 8 12-11 2979 0.08 0.04 0.12 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft BC Vert L+D -19 8- 9- 8 -19 23- 0- 0 11-10 2979 0.08 0.04 0.12 Distribute loads equally to each ply. 4-Concentrated LBS Location 10- 9 3085 0.09 0.10 0.19 MAX LIVE LOAD DEFLECTION: BC Vert L+D -3680 8- 9- 8 9- 8 3080 0.09 0.10 0.19 L/999 ----MAX. REACTIONS PER BEARING LOCATION L=-0.10" D=-0.10" T=-0.20" X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 0- 1-14 6192 0 0 HOT PIN 2-13 1720 4-10 471 T. 0.07" 22-10- 2 3016 0 0 BOT H-ROLL 2-12 -1446 5-10 -269 3-12 -74 6-10 30 4-12 5939 6- 9 -208 • ' RMB = 1.00 l t 2-PLYS REQUIRED 'I 11-6-0 k 11-6-0 1 2 3 d • 5 6 7 • 11 -10 00 • [7X10] r pf4/\ a E�B • 4X \11,{6 • 10-1-9 [SX8] 5X8] 10-1-9 0-6-9 0-6-9 - d aim I: aw= m ► Ei111111==ININII(( a '�i/I [8X8] [3X8] [10X16]HY20-5X10.410X16] 3X8 [8X8] ``��0��0 E. qR,.,� P9 m G S T (-lei'', 23-0-0 �' No,2 c"a 14 13 12 11 10 9 8 11/ - 1644 6192# 3.75" 4- 3017# 3.75" STATED - OF _ Ia 23-0-0 01 1NpjgNA'� - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI ITPI 81 1995 scale = 0.1875 #'.A'AO,� v��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'',�Fss/O N AL -" T opt C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: BGR ttttttttttt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing 24.0" BC Live 0.0 psf O.C. Spacing: WESTFIELD IND 46074 shown de is fur or bratoftm• nemhers only m reduce sbuckling termned by Provisions mustne made to anchor lateral bracing and specified locations s determined by the buildings designer. BC Dead 10.0 f De Criteria:TPI Additional bracing of the oven n- --ay he required. (See HIB-9t of TPI). For specific Co, . TPI- 1-1995 WHERE QUALITY COUNTS truss bracing requirements, con, lesigner. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Madison,Wiscm .7l9). TOTAL 40.0 psf V•01.01.Vu-330205 62 CENTEX 2902 MODEL 1213 WO: TI: B2GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations 2x4 SPF #1/#2 (N) 2 of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 11- 6- 0 17) 7- 6- 0 BC FORCE AXL BND CSI HOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 2- 2- 0 10) 12-10- 0 18) 6- 2- 0 WEBS: 2x4 SPF #3 (N) nailed to face(s) of web with 10d nails 3) 3- 6- 0 11) 14- 1- 0 19) 4-10- 0 WEB FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 4-10- 0 12) 14- 1- 0 20) 3- 6- 0 21- 2 0 0.00 0.08 0.08 2x3 SPF #1/#2 (N) 5 BRACING to extend for 80% of web length. 5) 6- 2- 0 13) 12-10- 0 21) 2- 2- 0 20- 3 0 0.00 0.19 0.19 2x4 SPF #3 (N) 6 2X6 BRACE req'd on any web exceeding 14' 6) 7- 6- 0 14) 11- 6- 0 22) 0- 0- 0 19- 4 0 0.00 0.36 0.36 2x4 SPF #1/#2 (N) 7,8,9 "*" denotes ONE edge or ONE face 7) 8-10- 0 15) 10- 2- 0 18- 5 0 0.00 0.57 0.57 WEDGES: 2x4 SPF #1/#2 (N) "**" denotes BOTH edges or BOTH faces 8) 10- 2- 0 16) 8-10- 0 17- 6 0 0.00 0.48 0.48 Analysis based on Simplified Analog Model. 2X4 TRANSVERSE BRACING nailed flat to edge ----MAX. REACTIONS PER BEARING LOCATION 16- 7 0 0.00 0.83 0.83 [1 : Plate OFFSET from joint center. Refer of web with 12d nails at 8" o.c. TRANSVERSE X-Loc Vert Horiz Uplift Y-Loc Type 15- 8 0 0.00 0.63 0.63 to Joint Detail Report. BRACING to extend for center 80% of length. 0- 1-12 0 0 0 HOT PIN 14- 9 0 0.00 0.81 0.81 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 13-11- 4 0 0 0 SOT H-ROLL 13-10 0 0.00 0.63 0.63 continuously braced unless noted otherwise. composite result of multiple loads. End vertical(s) not designed for exposure 12-11 0 0.00 0.89 0.89 Wind analysis based on: ASCE-Combined, V= 75 to lateral wind pressure. MPH, I=0.90, Mean Hgt._15.0 ft, Exp. Cat. C, WEB FORCE WEB FORCE internal pressure coef. I, interior zone. • RMB = 1.15 11-6-0 I 2-7-0 '1 r • 1 2 3 4 5 6 7 8 9 10 11 1 10.00 -10 00 [4X6] 1 2X4 ii 2X4 • 2210-1-910-8-5 27-11-122X4 0-6-9 411111I X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [3X51 2 X4 ,,,isai n u iiirlri 0-3-8 t. `"s, O s r R0�'; 13 9 8 ' No. F 1 1 1 1 1 1 I I .l Q- 16442 - 22 21 20 19 18 17 16 15 14 13 12 0# 3.50" 0# 3.50" ( PJTcQF - °19 1 a 14 10 N DIANA (R1-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.1875 "�.A'AOF v��� `� WARN ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: `'�i,SSIOfVAL ��s`. T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B2GE � CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 rrt„ TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing i ae O.C. Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf p g made to anchor lateral bracing `and specified!mations determined by the building designer. BC Dead 10.0 f De`. ' Criteria:TPI Additional bracing of the over urr may be required. (See HIB-91 of TPI). For specific Ps CC • TPI 1-1995 WI-IERE QUALITY COUNTS truss bracing requirements, cu. designer. (Truss Plate Institute,TPI,Is located al 583 D'Onofrin Drive,Madison,w,..e, 3719). TOTAL 40.0 psf V:01 O l J-330209-66 CENTEX I 2902 MODEL 1213 WO: TI: B2 QTY:11 _ TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 10641.X.4 continuous lateral bracing attached with -Joint Locations=====__________ 1- 2 -596 0.00 0.43 0.44 HOT CHORDS: 2x4 SPF #1/#2 (N) 2- l0d nails each member where ahown.Bracing 1) 0- 0- 0 4) 14- 1- 0 7) 0- 0- 0 2- 3 -462 0.00 0.43 0.44 WEBS: 2x4 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 5- 9-14 5) 14- 1- 0 3- 4 55 0.01 0.09 0.10 2x4 SPF STUD (N) 1 segments OR 2x4 "T" brace may be nailed flat 3) 11- 6- 0 6) 8- 3- 1 WEDGES: 2x4 SPF #1/#2 (N) to edge of web with 12d nails spaced 8" o.c. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI [1: Plate OFFSET.from joint center. Refer Brace must extend at least 90% of web length X-Loc Vert Horiz Uplift Y-Loc Type 7- 6 392 0.10 0.25 0.34 to Joint Detail Report. 2x6 Brace required on any web exceeding 14'. 0- 1-12 615 0 0 BOT PIN 6- 5 116 0.03 0.25 0.28 All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. 13-11- 4 563 0 0 BOT H-ROLL continuously braced unless noted otherwise. End vertical(s) not designed for exposure WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: to lateral wind pressure. 2- 6 -297 3- 5 -473 L/999 3- 6 457 4- 5 -63 L=-0.01" D=-0.01" T=-0.02" RMB 1.15 MAX HORIZONTAL DEFLECTION: T= 0.02" • , 11-6-0 2-7-0 4, 1 2 4 10�00 -Tall [5X8] E� 2X4 a [6X6] 10-8-5 '' 10-1-9 7-11-12 0-6-9 • ' /[4X6] 11 #0111„t 5X4 [6X6] ,\,Oanfr,a, 0-3-8 `�', , G ST R • cF,t 13-9-8 k Q No. F 7 6 51 16442 6164 3.50" 5634 3.50" STATE OF _ 0-10-8 : 1Np1ANA = � I I' 14-1-0 'I (R1-1-11) : EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 '.�O,r V��,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''e,Ess'�O N Al �..`�%� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B2 ,�"�f"�)� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: - TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. DurFac-Plt: 1.15 Bracing shown tm this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is fur lateral support of r -embers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C-Spacing: 24.0u W ESTFI ELD IND 46074 made to anchor lateral bracing and specified iocatitms determined by the building designer. BC Dead 10.0 psf D( Criteria:TPI Additional bracing or the"very 3.- may be required. (See HIB-91 of TPI). Fur specific WHERE QUALITY COUNTS truss bracing requirements, cont....Ill designer. (Truss Plate Institute,TPI,is located at Co.._ .. TPI 1-1995 583 D•Om,Bio Drive,Madison,Wise,. 3719). TOTAL 40.0 psf V:01.01.10-330210-67 CENTEX I 2902 MODEL 1213 WO: TI: CCSC QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ===Joint Locations=====_____==:__ 1- 2 372 0.09 0.39 0.48 2x4 SP #2 3 of web with 12d nails at 8" o.c. TRANSVERSE =1)= 0- 0- 0 7) 25- 0- 5 13) 15-10- 5 2- 3 -1516 0.04 0.39 0.43 BOT CHORDS: 2x4 SPF #1/#2 (N) BRACING to extend for center 80% of length. 2) 5- 0- 0 8) 30- 7-13 14) 10- 5- 3 3- 4 -2224 0.08 0.29 0.37 2x4 SP #2 2 (1: Plate OFFSET from joint center. Refer 3) 10- 5- 3 9) 36- 8- 0 15) 5- 1- 8 4- 5 -2173 0.07 0.38 0.45 WEBS: 2x4 SPF #3 (N) to Joint Detail Report. 4) 12- 0-14 10) 36- 8- 0 16) 0- 0- 0 5- 6 -2226 0.13 0.34 0.47 2x4 SPF STUD (N) 1,3,5,10 MULTIPLE LOADS -- This design is the 5) 15-10- 5 11) 28- 4- 1 6- 7 -2179 0.10 0.36 0.46 2x4 SPF #1/#2 (N) 7 composite result of multiple loads. 6) 21- 3- 8 12) 21- 5- 0 7- 8 -1686 0.03 0.37 0.40 GABLE STUD: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 8- 9 -1853 0.03 0.37 0.40 2x3 SPF #3 (N) 4,8,13,15 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 18,20,23,25 Wind analysis based on: ASCE-Combined, V= 75 4-10-12 1747 91 0 DOT PIN BC FORCE AXL BND CSI 2x3 SPF #3 (N) 5,9,14,16 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 36- 6- 4 1290 0 0 BOT H-ROLL 16-15 -227 0.00 0.17 0.17 19,21,24,26 internal pressure coef. I, interior zone. 15-14 -275 0.00 0.09 0.09 .2x3 SPF #1/#2 (N) 22 14-13 1420 0.27 0.09 0.36 MAX LIVE LOAD DEFLECTION: 13-12 2073 0.42 0.14 0.55 L/999 12-11 1121 0.27 0.26 0.53 L=-0.13" D=-0.13" T=-0.26" 11-10 1469 0.36 0.26 0.62 MAX HORIZONTAL DEFLECTION: T= 0.21" . WEB FORCE WEB FORCE 2-15 -1447 5-12 40 2-14 1412 6-12 -241 3-14 -839 7-12 1497 3-13 570 7-11 484 5-13 -339 8-11 -313 RMB = 1.15 I, 25�-0-5 k 11-7-11 f. 1 2 3 4 5 6 9 8 9 8 00 �00 [6X6] I - -- 3X5 /.I Il1l T ,.._.4_,_,. -. -A-8 i 5X414 8-1--11 ±iT___.. I1I'iiJ" . k 0-4-9 3X6 17 7 7 5X 'f II'I'ir 5X4 4X5 • [7X12] . 5Xyd10 SX8 8-11-2 0 tl 9 .., 101rsx8 /4X5 [6X8] 8-11-2 6.58 1 ����anniar� �,t�oN\O E. 4/ile, n ri �`� G S T , CF'', 5-1-8 'je I 1 16-3-8 -I 15-3-0 Q No, ' 16 15 14 13 12 11 10 1f442 L CANT: 4-8-0 1747q 5.50" 1291q 3.50" = STATE OF o-10-s c 36-8-0 0-10-8 t` lNp�gNA GABLE STUD PLATES (124) 2X4R1 1 I (R1-0-10) �4�`: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.0938 �'.A"O,r ' - 1 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',•,FSS/ONAL 0.‘'- % T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: CCSC ,Sit r t f`, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 _ Q,_ , TRUSS MANUFACTURING BRACING WARNING: • TC Live 20.0 psf DurFac-Lbr: 1.15 `"' '' COMPANY:INC. • Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O•t aoacin : 24.Q" shown is fur lateral support of Cr, -hers only to reduce buckling length. Provisions must be BC Live 0.0 psf g WESTFIELD IND 46074 made to anchor lateral bracing; Id specified locations determined by the building designer. BC Dead 10.0 f De: -'-iteria:TPI Additional bracing of the oven' -sy he required. (See HIB-91 of TPI). For specific I� WHERE QUALITY COUNTS truss bracing requirements, contact raw Iesigner. (Trans Plate Institute,TPI,is located at COdt a. TPI 1-1995 J 583 D'Onofriu Drive,Madison,Witco, ,7t9). TOTAL 40.0 psf Y:01,01.U0-33022Q-77 aL,-lZZO -. '[1'II:A Jsd S66I-IIdL '0, 0'Ob �yoy Id.L :errs �� ..:,1,.,, 11,1"u u �u.� aQ sd O'OI as to MINN,/r __ Ufl jp • ,.�., sT :�uraeds O•p Jsd 0.0 ae[a �$ ,x+ba lPl n4 a41 C3UPatig Aid �n16s81Hal t S) nid 1J wAst4t' •0x�munar!PeW',APQ OuJ^uo a CBS �o,a. uwll p aId-J� 1t1 I .7g mu: q Pw 1 ay tek�-Lii i sIDawa,o1 SI'I :I(I I'J$� Q Jsd Q'OZ aAi Bu�q 10 Wry m Bupetq)e x14 � a aq is wl1)MODEM:pay' a W trivia°n Ju'W�itqklrts mel xWUP"w quilt' e nt a�d unmoa AinV11(19N3Hm ` i�l(i OT Q �y 8u1. P um.11nq anq Pa,nt 6Min 00-IZ-II:aleQ ' IJ ? ay Ruwuq Pu�m'Ruuwq ixlM+,u,a Our a� �;"I avi u:a:s�y y`�„ 6L096 ONE dW OO Qj ssnay IRif :rrJ�sQ ONI P sup un umn's Rulae,8 8 I b. 1S3JK NUIVM ONIJ X08 Od :0,11 X gO :�mQ OM LO d O L �g "DNI•NYdWOJ 8£60"0 = a(isas 9of '8u� • AMMO d �pLOdNLNOO rJPI12II1llydI11�IYW SSf1211 y��NS SITU.NO ail Oy OMM dgQ SIH L dp.IdOJ d (OT p T?I) S66I ��H1N?I1�/V� �`�� .nuns, "" B-pI-O I I Id,L/ISNV T1dd Q `�.,�N� 1dN�/5+�,�., nOSEL VD OZ?.Ly �� �T6ZI 0 8 9£ yo.,„ r (or o ra) d Id NMOTrs sv idaoXa ;�••>,• `�a I. II ZT EI PI nOS'S #LhLI 8 OT Q o£sr st yI Qsb yNv� _ bNy!aN/ 8£9I B-I-S = 31 yls zbygl c .J 'oN 8�9 --„,Pj� -11s e y7a: LJ Z-II-8 • WO] SXb '/III, 3,r9,,, ``, T ��_.i Z TI 8 SXS!I� SXb SXS41...... .xs / 7- 6-0-0 IZIX �: bXS , / .SXS II I-T6 b Q jIL_L 8LI bX N11111,-------*41XC XS ::„Xf .• I9X9) 0�g 6 8 08 J II-L- I 9 S b £ Z I TUT L II-L 6EE- ft-S T -LOZT Zt-L 6E8- tI-E SZ- Zt-S ZIPT ti-Z i-H aDNO3 eam EDU03 St-Z We 0 HSfl Qd T0g 0 06Zt b -9 -9f Z9'0 9Z'0 9E-0 696t S -x a3F 0 LbLi f5'0 9Z'0 LZ'O tZii 0T Tt ton 2 x .A ZT-O 7- SS'0 bT'0 Z6'p Ti-Zi (dOILKJaj cJ F oIT axe �'I-X 9E'0 60.0 ELOZ Zi-ET HI2ItC3H )IId SIIOIIJ 9E.0 LZ 0 OZbt ET-bT -S -tZ (ZL g ` ---- :AIOISJ8733Q �iZ'0 =y 60'0 00'0 SLI- T -b -BZ (IT -E -tZ (9 .9Z'p-= '�LNOZIitOH XYJ� Lt'0 L1'0 00'0 LZZ- VT-St -0 (9r p _8 _ S -Ot-ST (S Z ■Et'0-= N ISO @ng SI 9i -Ot (6T ET-4 -Of (6 ET-S -Ot fE •ee L (N)'tQOISJ3'y33Q QY01 3J1t666/7 OVO ay �� JH _--S�aeez=- -SZ (8 0 -0 (Z Fizecno palm' Ot'S'E' Z#/T# 3dS x XHbI Oy LE'0 EO'0 ES8t- 6 B -suoF�>: o 0 -0 -0 (t eq �a P ► eQ oxre oPeoExq .iTenonuF�uoo . T (J1) Q0L3 ddS ;xZ 917'0 WO OT'0 6LIL- 8 -L __==========— `tJ HOISSE2i Z E# 3aS 0 £i•0 6LiL- 9 -S L 0.7 IL xa a a ooda��T ea auFoD o ITV (N) Z#/t# ddS t"z SHE 56'0 Bf'0 L0'0 ELTZ- 9 3 x xea�� ^I 3 T3S330 eagtd :() E Z# re .�Xz °SQ2iOFD we 4 0 6Z'0 80'0 w.:77- = b CENTEX 2902 MODEL 1213 WO: TI: CC1 QTY:6 1 TC 1- 2 FORCE10 0 AXL 0.30 0.32 CST TOP CHORDS= .2x4 SPF #2/#2 (N) 3 1'1 2-1X410dnnailsus eachtmemberral racing where shown.Bracing with a1) 0- 0- 0-Joint -Locations0 13) 15-10- 5 2- 3 -1132 0.01 0.32 0.34 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 5- 0- 0 8) 30- 7-13 14) 10- 5- 3 3- 4 -596 0.01 0.32 0.33 2x4 SP #2 2 segments OR 2x4 "T" brace may be nailed flat 3) 10- 5- 3 9) 36- 8- 0 15) 5- 1- 8 4- 5 -545 0.00 0.36 0.36 WEBS: 2x4 SPF #3 (N) to edge of web with 12d nails spaced 8" o.c. 4) 12- 0-14 10) 36- 8- 0 16) 0- 0- 0 5- 6 614 0.15 0.32 0.48 2x4 SPF STUD (N) 1,3,5,10 Brace must extend at least 90% of web length 5) 15-10- 5 11) 28- 4- 1 6- 7 540 0.10 0.32 0.43 2x4 SPF #1/#2 (N) 7 2x6 Brace required on any web exceeding 14'. 6) 21- 3- 8 12) 21- 5- 0 7- 8 -308 0.00 0.41 0.41 All COMPRESSION Chords are assumed to be (] : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 -474 0.00 0.41 0.41 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type MAX LIVE LOAD DEFLECTION: This truss is designed to bear on multiple 0- 1-12 804 0 0 BOT PIN BC FORCE AXL BND CSI L/999 supports. Interior bearing locations should 21- 6-12 1731 0 0 HOT H-ROLL 16-15 822 0.20 0.07 0.28 L=-0.05" D=-0.04" T=-0.09" be marked on truss. Shim or wedge if 36- 6- 4 502 0 0 BOT H-ROLL 15-14 964 0.19 0.07 0.27 MAX HORIZONTAL DEFLECTION: necessary to achieve full bearing. 14-13 1014 0.20 0.13 0.33 T= 0.04" 13-12 480 0.09 0.13 0.22 12-11 -23 0.00 0.25 0.25 11-10 332 0.08 0.25 0.33 WEB FORCE WEB FORCE 2-15 -350 5-12 -875 2-14 44 6-12 -321 3-14 75 7-12 -918 3-13 -453 7-11 487 5-13 486 8-11 -327 RMB = 1.15 25-0-5 11-7-11 1 2 3 J S 6 8 9 8.00 -8.00 I • [6X6]I pp 3X5 I SX�r\ 2X4 8-1-11 3X6 ��,_ -. 0-4-9� 1 17-7-7 5 jl. 5X4 A [7X12] 4X5 SX�I.SX8 8-11-2 0-4-9 411r75x8 I 4X5 [6X10 8-11-2 10 6.58 1 G S rt, C(<` , 5-1-8 16-3-8 15-3-0 `Q" No. F� 16 15 14 13 12 11 10 16442 804# 3.50" 1732# 3.50" 503# 3.50" -STgTE OF = 0 10 8 36-8-0 s _0-10�-8 F. /ND1 .0 COSMETIC PLATES (4) 2X4 (R1-0-10) C/L: 21-6-12 (R' 1-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.0938 r"AA'pp \'��.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�'',/ 0/O N Al F-%`` T tel C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: CCl aifatl,tltt Dsgnr: JRH Chk: Date: 11-21-00 � CONTRACTOR. /' TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown am this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PR: 1.15 • PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing n O.C. Spacing: 24.0 W ESTFI ELD I N D 46074 shown is for lateral support of tr an specified only m reduce buckling length. ns must be BC Live 0.0 psf P made to anchor lateral bracing and specified locations determined by the building designer. BC Dead 10.0 psf De Criteria:TPI Additional bracing of the tavern. tar..may he required. (See H IB-91 of TPI). For specific -COS TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cantata nt designer. (Truss Plate Institute,TPI,is located at !1 r5 583 D'Onofriu Drive,Madison,Wish. !7t9). TOTAL 40.0 psf V:01.01.Vv-330222-79 CENTEX 2902 MODEL 1213 WO: TI: D QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) I1: Plate OFFSET from joint center. Refer ____Joint Locations======_________ 1- 2 -1317 0.02 0.41 0.43 B E CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 23- 3- 6 9) 7-10-11 2- 3 -1174 0.02 0.41 0.43 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 6- 0- 3 6) 23- 3- 6 10) 0- 0- 0 3- 4 -1174 0.02 0.41 0.43 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 11- 7-11 7) 15- 4-11 4- 5 -1317 0.02 0.41 0.43 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 17- 3- 3 8) 11- 7-11 L/999 --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L=-0.05" D=-0.05" T=-0.10" X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 1025 0.25 0.23 0.48 MAX HORIZONTAL DEFLECTION: 0- 1-12 931 0 0 BOT PIN 9- 8 680 0.17 0.23 0.39 T= 0.04" 23- 1-10 931 0 0 DOT H-ROLL 8- 7 680 0.17 0.23 0.39 7- 6 1025 0.25 0.23 0.48 WEB FORCE WEB FORCE 2- 9 -308 3- 7 488 3- 9 488 4- 7 -308 RMB = 1.15 • 'I 11-7-11 11;7-11 j. 1 2 4 5 8 00 -8 00 [5X6] o Ism a 2X4 2X4 NN6.. 8-1-11 8-1-11 Akllik 0-4-9 0-4-9 .4iiggiggltl 4X5 4X5 3X6 4X5 4X5 • `=,=tt n ftitr,r . `pa\O E' A ,,'% n ` G S T4-, Ce`'-, 23-3-6 Jro. F t r t 61 16442 • y 10 9 8 7 931ff 3.50" 931# 3.50" '* STATE OF I' 23-3-6 INp�gNA � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 '�''.itz, v��,`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '.,,,,4/0 N AL ��'` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D ,,"""", CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING - TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY.INC. BRACING WARNING: Bracing slnnvn on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pruvisioms must he BC Live 0.0 psf O.C.Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at -md specified locations determined by the building designer. Desk Criteria:TPI Additional bracing of the overate -c may he required. (See HID-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, coot •Designer. (Truss Plate Institute,TPI,is located at Cot TPI 1-1995 583 D'Onofrio Drive,Madison,W ixt, 719). TOTAL 40.0 psf V:01.01. ..-330224-81 CENTEX I 2902 MODEL 1213 WO: TI: DGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally =_=====a==a===Joint Locations=====u=====____ 1- 2 -5018 0.22 0.31 0.54 BOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 5) 23- 3- 6 9) 11- 7-11 2- 3 -5020 0.10 0.19 0.29 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 6- 1-11 6) 23- 3- 6 10) 6- 1-11 3- 4 -5020 0.10 0.19 0.29 2x4 SPF #1/#2 (N) 2,4 (I: Plate OFFSET from joint center. Refer 3) 11- 7-11 7) 17- 1-11 11) 0- 0- 0 4- 5 -5018 0.22 0.31 0.54 All COMPRESSION Chords are assumed to be to Joint Detail Report. 4) 17- 1-11 8) 14- 0- 0 continuously braced unless noted otherwise. This 2-PLY truss designed to carry BC FORCE AXL BND CSI 2-PLY TRUSS( fasten w/10d nails in 14' 1" span framed to BC one face TOTAL DESIGN LOADS 11-10 4109 0.11 0.23 0.34 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite pposite face Uniform PLF From PLF To 10- 9 2768 0.08 0.19 0.27 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -60 0- 0- 0 -60 23- 3- 6 9- 8 2768 0.08 0.19 0.27 Distribute loads equally to each ply. BC Vert L+D -255 0- 0- 0 -255 23- 3- 6 8- 7 2768 0.08 0.17 0.24 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION 7- 6 4109 0.11 0.23 0.34 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L=-0.08" D=-0.08" T--0.15" 0- 1-12 3676 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 23- 1-10 3676 0 0 BOT H-ROLL 2-10 -348 3- 7 2286 T= 0.07" 3-10 2286 4- 7 -348 ' 3- 9 1420 RMB = 1.00 1 - ', 2-PLYS REQUIRED f 1 11-711 ,, 11-7-111 2 3 4 S 8 00 8 I • • [7X10] E=`y 3X5 F� 3X5 8-1-11. 1 i i� 8-1-11 • 0-4-9 0 4-9 �� III a [4X10] [8X8] 3X8 5X8 [8X8] [4X10] %%.ri,nna,,,r ,O E. �•, I l • 'Ns 1` GNo. F C" j. 23-3-6 �' •Q 16442 11 10 9 8 7 6' (_ Jr ..pF = 3676k 3.50" 3676# 3.50" 23-3-6 _I INDIA1yq'` 4= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 D,r �,� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �.'I:,SSIONA1- �.0� T .M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:DGR f,"""tit CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. DurFac-Plt: 1.15 Bracing shown on this Jawing Is not erection bracing,wind bracing,portal bracing or similar hoeing TC Dead 10.0 psf ' PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: Z4.0" shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf WESTFIELD IND 46074 male to anchor lateral bracing at vl specified locations determined by the building designer. BC Dead 10.0 psf Des) "'riteria:TPI Additional bracing of the overall :may he required. (See Hl8-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, conk. 'esigncr. (Truss Plate Institute,TPI,Is located at Cod TPI 1-1995 583 D'Onofrin Drive,Madison,Wiscoa 119). TOTAL 40.0 psf V:01.01.v,-330225-82 CENTEX I 2902 MODEL 1213 WO: TI: MV1GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = - ====Joint Locations===.....=====a= BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 6) 7- 6- 8 11) 4-10- 8 BC FORCE AXL BND CSI WEBS: 2x4 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 2- 8 7) 9- 0- 4 12) 3- 6- 8 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 3- 6- 8 8) 9- 0- 4 13) 2- 2- 8 WEB FORCE AIL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 4-10- 8 9) 7- 6- 8 14) 0- 0- 0 13- 2 0.00 0.05 0.05 continuously braced unless noted otherwise. composite result of multiple loads. 5) 6- 2- 8 10) 6- 2- 8 12- 3 0.00 0.15 0.15 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION 11- 4 0.00 0.30 0.30 Wind analysis based on: ASCE-Combined, V: 75 to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0.00 0.50 0.50 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN 9- 6 0.00 0.75 0.75 internal pressure coef. I, interior zone. 8-10- 8 0 0 0 BOT H-ROLL 8- 7 0.00 0.76 0.76 WEB FORCE WEB FORCE • RMB = 1.15 • 1 2 3 9-0-4 4 5 6 7 • 10 2X, • • 2X4�J 2X4/J/ • 2X4�j 7-6-9 2X4 r 7-6-9 2X44 11 0-0-6 Al .=U.1.1 aaa 14.....il v,aaaaaaa illl r 2X5 • 2X4 2X4 2X4 2X4 2X4 2X4 �,,,n t n i,,, ��0. \p E. A,Q,•,, I I i I At•� G S r cF'';, ,�• l l 9-0-4 i t iI Ck No. F .. 14 )3 12 11 10 9 8 16442 0# 3.50" 0# 3.50" I * (_ LTE9F 11 9-0 4 a, 7. INDlANq = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.2500 '-,,P ���: Eng. Job: WO: WARNING: READ ALL NOTES ON THIS SHEET. �'''�,�,SPONAL �-'" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: MV1GE �l�"'l l t l t CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 /''-'-", , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown un this drawing is nut erectiim bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 , PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 Sf O.C.Spacing: 24.0" WESTFIELD IND 46074 shoWn is fur lateral support of Iry-,embers only to reduce buckling length. Provisions must hep made to anchor lateral bracing r nd specified locations determined by the building designer. BC Dead 10.0 psf De' Criteria:TPI Additional bracing of the overai ..7.may he required. (See HIB-91 of TPI). For specific p Cot. :TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cons,..-- designer. (Truss Plate Institute,TPI,is located at 583 D'Omlfrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:01. 0;,,,0-33026E-125 ` CENTEX 2902 MODEL 1213 WO: TI: SV011008 QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 2- 8- 0 BC FORCE AXL END CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 8- 0 4) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 3- 2 0 0.00 0.08 0.08 continuously braced unless noted otherwise. 0- 1-12 0 -17 0 BOT PIN Wind analysis based on: ASCE-Combined, V. 75 2- 6- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB 1.15 internal pressure coef. I, interior zone. 1 2-8-0 1 2 11/ 110.00 2X4 , I 2-3-1 2-3-1 . 10 0-0-6 J n w u 2X5 2X4 `,`�ON\O E. AR,.,,,,, G S T . CF ; / 2-8-0 , ' e No. c' 4 3 — 164 42 0# 3.50" O# 3.50" S1JE OF - le 2-8-0 el A INDIANp ���' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale = 0.7500 ..- ,,4:).,-, �' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,S'S/ONM- ���` I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV011008 �r-�'"""f` CONTRACTOR. Dsgnr: JRH Cbk: Date: 11-21-00 }2 ,7h /'`-`' , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PR: 1.15 CCC PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing C, ,shown is for lateral support of trus- -4ers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. �Cing: 24.0n WESTFIELD IND 46074 made to anchor lateral bracing at specified ha ations determined by the building designer. Dell+ iteria: TPI BC Dead 10.0 sf Additionalabracing(tithe overall riay he required. (See HIB-91 of TPI), For specific p TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cuntac. _ 'esigner. (Truss Plate Institute,TPI,is located at Cock. 583 D'Onufriu DrlvDrive,Mattis.. ho Mattis..W ,u n9). TOTAL 40.0 psf V:Q1,01.,,i-330269-126 CENTEX 2902 MODEL 1213 WO: TI: SV021008 QTY:2 TC FORCE AXL BED CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =_=_____=====Joint Locations=====__= HOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 4- 3- 2 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 3- 2 4) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 3- 2 0 0.00 0.22 0.22 continuously braced unless noted otherwise. 0- 1-12 0 -29 0 HOT PIN Wind analysis based on: ASCE-Combined, V. 75 4- 1- 6 0 0 0 HOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. • I 4-3-2 1 2 1 00 0 2X4 * I , V • 3-7-0 3-7-0 0-0-6 V L w U 2X5 2X4 p R''% ;�� No.- e- :� 4-3-2 � GA 7 C '� f f� 4 3 16g42 • 0// 3.50". 0# 3.50" STATE OF E. _ [ 4-3-2 al �NLIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale = 0.5000 4, :- ''A�'- O \ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: FFS c��•,�`` T M C Dwg: CENTEX Truss ID: SV021008 SIGNAL ��� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g �''tlatunut Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING CONTRACTOR. / BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing tsr similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" ESTFIELD IND 46074 made to anchor lateral bracing and specified locations determined by the building designer. Der' Criteria:TPI Additional bracing of the oven' re may be required. (See HIS-91 of TPt). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, con. ,,designer. (Truss Plate Institute,TPI,is located at CO :TPI 1-1995 583 D'Onfrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:01.0...,,J-330270-127 CENTEX 2902 MODEL 1213 WO: TI: SV031008 QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = ====Joint Locations========_=====_ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 5-10- 6 5) 1- 7- 9 BC FORCE AXE. BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 7- 9 4) 5-10- 6 6) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXE. END CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.02 0.02 continuously braced unless noted otherwise. composite result of multiple loads. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.43 0.44 End vertical(s) not designed for exposure 5- 8-10 0 0 0 BOT H-ROLL • to lateral wind pressure. Wind analysis based on: ASCE-Combined, V= 75 WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. RMB = 1.15 • • 5-10-6 lir 1 2 3 • • • 10 0000 2X, . • A °u 4-11-0 4-11-0 • 2X4 rni 0-0-6 � 8 + w u u I 2X5 2X4 2X4 ` G S 7 F"�� I6 5-10-6 'err 3No F '16 S 4 16442 0# 3.50" 0# 3.50" z. STATE OF -1.:::: I J INp� q r 5-10-6 l ��; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs al 4-2-0 o.c. scale = 0.3750 •'%,-7;0.- C���` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 'fn SIONAL `.�t� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV031008 'IFS �� a'sssffss,, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 r;4_,...."--717-4.4........ , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is fur lateral support of truss r--m)xrs only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0tt WESTFIELD IND 46074 made to anchor lateral bracing at r •specified locatitms determined by the building designer. Deli riteria TPI BC Dead 10.0 psf Additional bracing of the overall. ^ay be required. (See HIB-91 of TPI). PI ForspecificCod.. TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, eonta. 'esigner. (Truss Plate Institute,T ,is located ocated at 583 D'Onofrio Drive,Madison,Wiscin /19). TOTAL 40.0 psf V•OI.0I.vv-330271—I28 CENTEX 12902 MODEL 1213 WO: TI: SV041008 QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 7- 5- 8 5) 2-10- 0 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2). 2-10- 0 4) 7- 5- 8 6) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.09 0.09 continuously braced unless noted otherwise. composite result of multiple loads. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.72 0.72 End vertical(s) not designed for exposure 7- 3-12 0 0 0 HOT H-ROLL to lateral wind pressure. Wind analysis based on: ASCE-Combined, V= 75 WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. 7-5-8 1 2 3 110.00 2X4 T T ,. 7 6-2-15 2X4 6-2-15 Al 0-0-6 I 2X5 2X4 2X4 L tft,,,,R���, prismv rl E• AS 7 CF=; ,� 7-5-8 o •Fi 6 5 4442 0# 3.50" 0# 3.50" of `- Ia7-5-8 nl 7. A �. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 4-2-0 o.c. scale = 0.2500 v\�.``` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: AI. �-" I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV041008 tfll Dsgnr: JRH Chk: Date: 11-21-00 r :),..„.. CONTRACTOR. TRUSS MANUFACTURING TC Live 20.0 psf DurFac Lbr: 1.15 BRACING WARNING: COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n shown is for lateral support of miss members only to reduce buckling length. Provisions must be BC Live 0.o psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing a • and specified locations determined by the building designer. BC Dead 100 psf Desi�-- Criteria: TPI . Additional bracing of the ovural re may be required. (See HIB-91 of TPI). For specific CoI TPI 1-1995 W HERE QUALITY COUNTS truss bracing requirements, con 'esigncr. (Truss Plate Institute,TPI,Is located at 583 D'Onotrin Drive.Madison,‘A.-or 19). TOTAL 40.0 psf V:Ql,vi., 330272-129 CENTEX 2902 MODEL 1213 WO: TI: VA010810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 4- 8- 4 5) 2- 4- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 4- 2 4) 4- 8- 4 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.12 0.12 continuously braced unless noted otherwise. 0- 1-12 0 0 0 ROT PIN Wind analysis based on: ASCE-Combined, V. 75 4- 6- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. RMB = 1.15 internal pressure coef. I, interior zone. 1 2-4-2 / 2-4-2 3 kk I 8.00 -8.00 I 4X4 1 , Il T 1 e 1-7-2 1-7-2 0-0-6 0-0-6 2X5 2X4 2X5 No. c` / 4-8-4 / 6 5 STATE OF *� 0# 3.50" 0# 3450" le 4-8-a INp�gNq �� EXCEPT AS SHOWN PLATES ARE TL20 GA TES1ED PER ANSI/TPI 1-1995 Studs 4-2-0 o.c. scale = 0.7500 ''.A'PO,r �`��,``` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'.�FSS/O N AL -0‘‘‘ I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA010810 r'''ttttflt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which roust be considered by the building designer. Bracing O,C, Spacing: 24.0" W ESTFI ELD IND 46074 shown is ttruss tor lateral support of members only to reduce buckling length. Provisions must he BC Live 0.0 psf P g made to anchor lateral bracing at e--'s and specified locations determined by the building designer. BC Dead 10.0 psf De$)'- Criteria: TPI Additional bracing of the overall rc may he required. (See H18-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, con •esigner. (Truss Plate Institute,TPI,is located at Co, •TPI 1-1995 583 D'Onolrin Drive,Madison., 719). TOTAL 40.0 psf V:01 ti 1...,-330273-130 Dem.' btu,rir A,rud,. Inn ',aril. r.,rsc l rLL-urin, CENTEX 2902 MODEL 1213 WO: TI: BIGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ====Joint Locations===========_=== BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB =1) =0- 0- 0 13) 15- 6- 25) 14- 2- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 2- 0 14) 16-10- 26) 12-10- 0 2x3 SPF #1/#2 (N) 5,11 nailed to face(s) of web with 10d nails 3) 3- 6- 0 15) 18- 2- 27) 11- 6- 0 WEB FORCE AXL BND CSI 2x4 . SPF #3 (N) 6,10 staggered 8" o.c. SCAB or TRANSVERSE 4) 4-10- 0 16) 19- 6- 28) 10- 2- 0 34- 2 0.00 0.08 0.08 2x4 SPF #1/#2 (N) 7,8,9 BRACING to extend for 80% of web length. 5) 5- 9- 9 17) 20-10- 29) 8-10- 0 33- 3 0.00 0.19 0.19 WEDGES: 2x4 SPF #1/#2 (N) 2X6 BRACE req'd on any web exceeding 14. 6) 6- 2- 0 18) 23- 0- 30) 7- 6- 0 32- 4 0.00 0.36 0.36 2X4 TRANSVERSE.BRACING nailed flat to edge "*a. denotes ONE edge or ONE face 7) 7- 6- 0 19) 23- 0- 31) 6- 2- 0 31- 6 0.00 0.57 0.57 of web with 12d nails at 8" o.c. TRANSVERSE "**" denotes BOTH edges or BOTH faces 8) 8-10- 0 20) 20-10- 32) 4-10- 0 30- 7 0.00 0.48 0.48 BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. 9) 10- 2- 0 21) 19- 6- 33) 3- 6- 1) 29- 8 0.00 0.83 0.83 MULTIPLE LOADS-- This design is the []: Plate OFFSET from joint center. Refer 10) 11- 6- 0 22) 18- 2- 34) 2- 2- 0 28- 9 0.00 0.63 0.63 composite result of multiple loads. to Joint Detail Report. 11) 12-10- 0 23) 16-10- 35) 0- 0- 0 27-10 0.00 0.81 0.81 All COMPRESSION Chords are assumed to be 12) 14- 2- 0 24) 15- 6- 26-11 0.00 0.63 0.63 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 25-12 0.00 0.83 0.83 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, X-Loc Vert Horiz IIpl ft Y-Loc Type 24-13 0.00 0.48 0.48 internal pressure'coef. I, interior zone. 0- 1-12 0 0 BOT PIN 23-14 0.00 0.57 0.57 22-10- 4 0 0 BOT H-ROLL 22-15 0.00 0.36 0.36 21-16 0.00 0.19 0.19 • 20-17 0.00 0.08 0.08 WEB FORCE WEB FORCE RMB = 1.15 11-6-0 11-6-0 1 f I tt t t 1 t 1 t 1 t 1 r 1 2 3 4 56 7 8 9 1 11 12 13 14 15 16 17 18 • 1 00 0 10 00 [4X6] • 2X4 "' 2X4 2X4 X4 2X4 + 2X4 2X4 2X4 3X6 2X4, '; ' 2X4 10-1-9 10-8-5 2X4 X4 2X4 : 2X4 0-6-9III o„,,r,„.._...,...................„„ . ., ,, ,, ,, • _i__ 4 61 2X4 2X4:2X4 2X4 2X4 2X4 2X4[5X6] 2X4 2X4 2X4 2X4 2X4 2X4 [4X 2X4 6] \\I\II II IIIf1 ,`,.,,oN`o E. ARc,� 1 Q�C GNo F �''-� 35 34 33 32 31 30 29 28 2 27�26 25 24 23 22 21 20 1 16442 _ 4)# .50.I Ol! 3500-10-8 Ia . 23-0-0 ,� IND1ANq _ (Ri-1-11) ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.1875 %lbr v� ` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '''IIFSS/ON AL -s I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BIGE '111 r f f t t 1\ CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0" • WESTFI ELb IND 46074 shown is for lateral support sit u-u�members only to reduce buckling length. Provisions must he BC Live 0.0 psf made to anchor lateral bracing and specified lucatimu determined by the building designer. BC Dead 10.0 psf De' Criteria:TPI Additional bracing oldie oven -ay he required. (See HIB-9I of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, can.. .. lesigner. (Truss Plate Institute.TPI,is located at Cc. TPI 1-1995 583 D'Onofrio Drive.Madison,Wisco. .4719). TOTAL 40.0 psf V:01.01,u0-330206-63 CENTEX I 2902 MODEL 1213 WO: TI: B1 QTY:12 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [1: Plate OFFSET from joint center. Refer =_====_ =Joint Locations = 1- 2 -1120 0.01 0.37 0.38 BOT CHORDS: 2x4 ' SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 17- 2- 2 8) 11- 6- 0 MAX LIVE LOAD DEFLECTION: ---MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 786 0.19 0.20 0.39 L=-0.04" D=-0.04" T=-0.07" 0- 1-12 972 0 0 BOT PIN 9- 8 534 0.13 0.18 0.32 MAX HORIZONTAL DEFLECTION: 22-10- 4 919 0 0 DOT H-ROLL 8- 7 534 0.13 0.18 0.32 T= 0.03" ' 7- 6 786 0.19 0.20 0.39 WEB FORCE WEB FORCE 2- 9 -275 3- 7 413 . 3- 9 413 4- 7 -275 ' RMB = 1.15 • • 112-0 11-6-0 ,�' 4" 4 5• ' 100000 -10 00 [5X6] [ i X4 • 10-8-5 10-1-9 IL AIL 0-6-9 0-6-9 • [4X6] SX4 3X6 5X4 [4X6] • ���.'N,Q 'E"`'''., . qR'' n ;'',° G ST4- eF' P' 16q �0 9 23-0-0 4/ 42 � 97211 3.50" 92011 3.50" srArF of • 0-10-8 �f E. 23-0 0 r IND1ANq = cR1-1-11)� �` i'�A� �,�� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 D WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''gFss/0 N AL ��.�` T M. C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B1 '�''tfrttt, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 .� TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 1 COMPANY INC. Bracingshtnvn on this drawing is not erection brain wind bracing, g g PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing TC Dead 10.0 psf. O.C.Spacing:- 1.15 n shown is fur lateral support of truss'numbers only to reduce buckling length. Provisions must he BC Live 0.0 psf O•C• 24.0 WESTFIELD IND 46074 made to anchor lateral bracing •nd specified locations determined by the building designer. Dee -riteria•TPI Additional bracing of the overal . •v he required. (See f118-91 of TPI). For BC Dead 10.0 psf • ) specific Cot. TPI1-1995 WHERE QUALITY COUNTS truss bracing requirements, con. csigiter. (Trans Plate Institute,TPI,is located at 583 D'Onofriu Drive.Madison.Worm 719). TOTAL 40.0 psf V•1)1.01•VV-330207-64 CENTEX 2902 MODEL 1213 WO: TI: B1GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 4-Anchorage for applied conc. loads shall be =====Joint Locations=====__ 1- 2 -9417 0.40 0.44 0.84 BOT CHORDS: 2x6 SP MEL-23 designed by others and must distribute 1)= 0- 0- 0 6) 18- 5- 2 11) 11- 6- 0 2- 3 -7578 0.48 0.44 0.92 WEBS: 2x4 SPF #1/#2 (N) load equally among all truss plys. 2) 4- 6-14 7) 23- 0- 0 12) 8- 9- 8 3- 4 -7443 0.23 0.47 0.71 2x4 SPF #3 (N) 1,8 Top Chord MUST be continuously laterally 3) 8- 9- 8 8) 23- 0- 0 13) 4- 6-14 4- 5 -5084 0.10 0.12 0.22 2x6 SP MEL-23 3,6 braced (BY OTHERS) to resist buckling 4) 11- 6- 0 9) 18- 5- 2 14) 0- 0- 0 5- 6 -5058 0.16 0.17 0.33 WEDGES: 2x6 SP MEL-23 PERPENDICULAR to the plane of the truss. 5) 14- 2- 8 10) 14- 2- 8 6- 7 -5008 0.11 0.37 0.48 (1: Plate OFFSET from joint center. Refer )0 Suggest SIMPSON 'TBE' connection at to Joint Detail Report. bearing location for proper reaction TOTAL DESIGN LOADS BC FORCE AXL BND CSI + Denotes 90 degree plate orientation. transfer from truss to bearing. Uniform PLF From PLF To 14-13 7140 0.20 0.17 0.37 This 2-PLY truss designed to carry All COMPRESSION Chords are assumed to be TC Vert L+D -60 0- 0- 0 -60 23- 0= 0 13-12 7077 0.20 0.31 0.51 30' 0" span,framed to BC one face continuously braced unless noted otherwise. BC Vert L+D -574 0- 0- 0 -574 8- 9- 8 12-11 3712 0.10 0.05 0.15 2' 0" span split-framed to opposite face 2-PLY TRUSS! fasten w/10d nails in • BC Vert L+D -20 8- 9- 8 -20 23- 0- 0 11-10 3712 0.10 0.04 0.15 staggered pattern per nailing schedule: +Concentrated LBS Location 10- 9 3762 0.10 0.13 0.23 Building Designer shall provide adequate TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft BC Vert L+D -4740 8- 9- 8 9- 8 3754 0.10 0.13 0.23 bearing area and anchorage. Distribute loads equally to each ply. ----MAX. REACTIONS PER BEARING LOCATION BEARING AREA REQUIRED X-Loc Vert Horiz Uplift Y.-Loc Type WEB FORCE WEB FORCE ID Brg Size ** Min Size -or- Min Area 0- 1-14 7808 0 0 BOT PIN 2-13 2262 4-10 463 1 0- 3-12 0- 4-10 13.82 si 22-10- 2 3645 0 0 BOT H-ROLL 2-12 -1842 5-10 -288 ** size specified by customer 3-12 -35 6-10 107 MAX LIVE LOAD DEFLECTION: 4-12 7567 6- 9 -282 L/999 RMB = 1.00 L=-0.12" D=-0.12" T.-0.25" i ', 2-PLYS REQUIRED MAX HORIZONTAL DEFLECTION: T= 0.09" • 11-6-0 1 2 3 5 11-6-0 6 7 10 00 -10 00 [7X10] I 4X6/ \47..(6 • 10-1-9 [ 8] 5X8] 10-1-9 0-6-9 0-6-9 AL -==AIL i .h. -I- e \" =�==�= a m/I • . [8X8] [3X8] [10X16] [10X16] 3X8 [8X8] HY20-5X10.4 • I��I,IIIn n,asa7� ` 4`� oN\O E. qR,,,,, Li G S r CC s; �, 23-0 0 '�, �� No. F 14 13 12 11 10 9 8 16442 '_ 780811 4.62" • + 364511 3.75" STATE of __ la 23-0-0 �� 1N-` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI TPI• 411995 scale = 0.1875 ''AO ���: WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,'��'FFSS/ONAL •*.�'% T :M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B1GR 7rttttttttt CONTRACTOR. Dsgnr: JRH ChicDate: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 • COMPANY INC. Bracing shuwn on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing show support of is for lateral suppo of tm•---emhera only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0u . WESTFIELD IND 46074 made to anchor lateral bracing r And specified locations determined by the building designer. De (''-1.teria•TPI Additional bracing of the overa. • •y be required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cunt..,. esigner. (Truss Plate Institute,TPI,Is located at COI. . - TPI 1-1995 583 D'Onofrio Drive,Madison,Wiscot,. ,719). TOTAL 40.0 psf _V:01.01.UU-330208-65 CENTEX 2902 MODEL 1213 WO: TI: B2GR QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) +Anchorage for applied conc. loads shall be Joint Locations 1- 2 -6864 0.10 0.30 0.41 BOT CHORDS: 2x6 . SP MEL-23 designed by others and must distribute 1) 0- 0- 0 6) 17- 7- 8 11) 11- 6- 0 2- 3 -6883 0.20 0.18 0.38 WEBS: 2x4 SPF #1/#2 (N) load equally among all truss plys. 2) 5- 4- 8 7) 23- 0- 0 12) 9-11- 2 3- 4 -6727 0.08 0.16 0.24 2x4 SPF #3 (N) 1,8 Top Chord MUST be continuously laterally 3) 9-11- 2 8) 23- 0- 0 13) 5- 4- 8 4- 5 -6682 0.08 0.15 0.23 2x6 SP MEL-23 3,6 braced (BY OTHERS) to resist buckling 4) 11- 6- 0 9) 17- 7- 8 14) 0- 0- 0 5- 6 -6846 0.17 0.14 0.31 WEDGES: 2x6 SP MEL-23 PERPENDICULAR to the plane of the truss. 5) 13- 0-14 10) 13- 0-14 6- 7 -8902 0.15 0.14 0.29 [l : Plate OFFSET from joint center. Refer Suggest SIMPSON 'TBE' connection at to Joint Detail Report. bearing location for proper reaction iviAL DESIGN LOADS BC FORCE AXL FIND CSI + Denotes 90 degree plate orientation. transfer from truss to bearing. Uniform PLF From PLF To 14-13 5167 0.10 0.09 0.19 This 3-PLY truss designed to carry A11 COMPRESSION Chords are assumed to be TC Vert L+D -60 0- 0- 0 -60 23- 0- 0 13-12 5174 0.10 0.09 0.19 29' 8" span framed to BC one face continuously braced unless noted otherwise. BC Vert L+D -20 0- 0- 0 -20 9-11- 2 12-11 4538 0.08 0.04 0.12 2' 0" span split-framed to opposite face 3-PLY TRUSS! fasten w/10d nails in BC Vert L+D -568 9-11- 2 -568 23- 0- 0 11-10 4538 0.08 0.14 0.22 MAX LIVE LOAD DEFLECTION: staggered pattern per nailing schedule: +Concentrated LBS Location 10- 9 6694 0.12 0.14 0.26 L/999 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft BC Vert L+D -3420 9-11- 2 9- 8 6757 0.12 0.15 0.28 L=-0.08" D=-0.08" T=-0.16" Repeat nailing as each ply is applied. ----MAX. REACTIONS PER BEARING LOCATION MAX HORIZONTAL DEFLECTION: Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE T. 0.05" 0- 1-12 4878 0 0 BOT PIN 2-13 -292 4-10 4078 22-10- 4 7551 0 0 BOT H-ROLL 2-12 66 5-10 -10 3-12 -23 6-10 -2185 4-12 4299 6- 9 2626 RMB = 1.15 I 't t 3-PLYS REQUIRED 11-6-0 k 11-6-0 1 2 3 4 5 6 7� [10.00 -10.00 1 [8X8J I nj;^n 4X6'1119hSX6 Ai . [5X8] SX8] 10-1-9 Oo ,� 10-1-9 • : 0-6II-9 0-6-9 • ._9__ AIUIlM5 I ,•. . Caw•' m =._Ei. - a !/� [8X8J 3X8 [10X12] {10X12] [3X8] [8X8] HY20-5X10.4 ```55sutnrlariri ,\\0 E. ,43,.,„ I, R I .`p G Sre. C'c��:� I t 23-0-0 ``� Q No Fi 14 . 13 12 11 10 9 8 16442 4878# 3.50" t. 7551# 3.50" STAJ-E OF z3-o-o_ - a r INDIANA = ', 3420ff 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ,'.A�O,c v��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ','1FSS/ONAl- ��``� T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: B2GR �--��rl"t"'Its CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 !' `. , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shtnvn on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing O,C, Spacing: 24.0" WESTFIELD IND 46074 shown is for laterac I support of tru. members only to reduce buckling length. Provisions must he BC Live 0.0 psf P g' made to anchor lateral bracing and specified locations determined by the building designer. $C 10.0 psf Dr r"iteria:TPI Additional bracing of the over: -ay be required. (See HID-91 ofTP1). Fur specifi Dead specificBC Co. TPI 1-1995 WHERE QUALITY.COUNTS truss bracing requirements, con. . designer. (Truss Plate Institute,TPI,is located at 583 D'Onntrio Drive,Madison,Wiscc .3719). TOTAL 40.0 psf V•01.01.UO-330211-68___ CENTEX I 2902 MODEL 1213 WO: TI:BH1 QTY:1 TC FORCE JUL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (1: Plate OFFSET from joint center. Refer _____=___=====Joint Locations=====_=________ 1- 2 -1116 0.01 0.27 0.28 BOT CHORDS: 2x4' SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 17-11-11 9) 11- 6- 0 2- 3 -913 0.01 0.27 0.28 WEBS: 2x4. SPF #3 (N) + Denotes 90 degree plate orientation. 2) 5- 0- 5 6) 23- 0- 0 10) 9-10-13 3- 4 -622 0.01 0.12 0.13 2x4 SPF STUD (N) 1,5 All COMPRESSION Chords are assumed to be 3) 9-10-13 7) 23- 0- 0 11) 0- 0- 0 4- 5 -908 0.01 0.27 0.28 WEDGES: 2x4 SPF #1/#2 (N) . continuously braced unless noted otherwise. 4) 13- 1- 3 8) 13- 1- 3 5- 6 -1115 0.01 0.27 0.28 MAX LIVE LOAD DEFLECTION: ---MAX. REACTIONS PER BEARING LOCATION L/999 X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI L=-0.03" D=-0.03" T=-0.05" 0- 1-12 972 0 0 BOT PIN 11-10 794 0.19 0.28 0.48 MAX HORIZONTAL DEFLECTION: 22-10- 4 972 0 0 BOT H-ROLL 10- 9 620 0.15 0.22 0.37 T= 0.03" 9- 8 620 0.15 0.24 0.39 8- 7 794 0.19 0.28 0.48 WEB FORCE WEB FORCE 2-10 -232 4- 8 282 3-10 282 5- 8 -232 3- 8 4 RMB = 1.15 • 4/ 9-10-13 4/ 3-2-6 1 9-10-13 ,' 15 6' 1000 -1000 Drop = 0-1-13 [6 8] [5 8] au • 2X4 2X4 9-4-5 8-9-9 i 0-6-9 Aill6bh 0-6-9 Aill11\ [4X6] 4X6 3X6 4X10 [4X6) • • `,`�0\`0 C. AP',,,, n ` GST ,R n :_ F 2300 16442 F� 11 10 9 8 7 S7A]E OF 97311 3.50" 97311 3.50" 0-10-8 LL'' r �0-10-8 1NDIA1Yq = (R1-1-11)"I r 23 0° (R1-1 11> T. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ,p k; '.�O,c C�� `` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��''FSSIO N Al ��.``‘‘ T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX • Truss ID:BH1 lf f'f f r t t ` CONTRACTOR. Dsgnr: JR11 Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0. psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DUI Fac-Plt: 1.15 ' PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing i ac O-C. Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g • made to anchor lateral bracing a• and specified locations determined by the building designer. Dee Criteria:TPI Additional bracing of the oven ire may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cot, designer. (Truss Plate Institute,TPI,Is located at CO ' TPI 1-1995 583 D'OnofrioDrive,Madison,Wiwi r7191. TOTAL 40.0 psf V:01,01.,,0-330212-69 CENTEX 2902 MODEL 1213 WO: TI: BH2 QTY:1 TC FORCE AXL BND CSI TOP CHORDS:.2x4 SPF #1/#2 (N) [1: Plate OFFSET from joint center. Refer '_==========point Locations = 1- 2 -1136 0.02 0.23 0.25 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 18- 9- 5 9) 11-=6 0 2- 3 -976 0.01 0.28 0.29 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 4- 2-11 6) 23- 0- 0 10) 8- 3-10 3- 4 -701 0.02 0.49 0.51 2x4 SPF #3 (N) 3 All COMPRESSION Chords are assumed to be 3) 8- 3-10 7) 23- 0- 0 11) 0- 0- 0 4- 5 -974 0.01 0.28 0.30 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 14- 8- 6 8) 14- 8- 6 5- 6 -1136 0.02 0.23 0.25 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION L/999 BC FORCE AXL BND CSI L=-0.05" D=-0.04" T=-0.09" X-LocVertY-Loc Type Horiz Uplift 0-- 1-12 977 2 0 0 BOT PIN 11-10 809 0.20 0.24 0.44 MAX HORIZONTAL DEFLECTION: 22-10- 4 972 0 0 BOT H-ROLL 10- 9 698 0.17 0.17 0.34 T= 0.04" 9- 8 698 0.17 0.18 0.36 8- 7 808 0.20 0.24 0.44 WEB FORCE WEB FORCE 2-10 -145 4- 8 240 3-10 241 5- 8 -145 3- 8 3 RMB = 1.15 8-3-10 6-4-12 8-3-10 • 41 2 1 d 5 6' k 10 00 -10 00 Drop = 0-1-13 [6X8] [5X8 al mtim Eti • 2X4 111 2X4 • •8-0-5 7-5-9 0-6-90-6 9 a \iihihil : a� t�ui o. EE c uh\ v [4X6] 4X6 3X6 4X10 [4X6] • G S r . C'e,% 23-0-0 ��' Et No. c�'� 11 t 16442 972# 3.50" 10 9 8 972# 3.50" E STATE '- 0-10-8 IND1ANq (R1-1-11)BI 23-0 o nl I'(R1 ill) EXCEPT AS SHOWN PLATES ARE TL20 GA TESThD PER ANSI/TPI 1-1995 scale = 0.2500 ''A� 4 S/ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: .,',�`- 0 N AL F',.�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BH2 ,,ir f f f f f t a CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown an this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.()rl W ESTFI ELD I N D 46074 made to anchor lateral bracing a, and specified locatitats determined by the building designer_ Dear Criteria:TPI Additional bracing of the oversl r•may he required. (See HIB-91 of TPI). For specltic BC Dead 10.0 psf ' WHERE QUALITY COUNTS truss bracing requirements, con. Designer. (Trues Plate Institute,TPI,is located at Cot TPI 1-1995 583 D'Onorrio Drive.Madison,Wu..et. .719). TOTAL 40.0 psf V•01,01.vd-330213-70 CENTEX I 2902 MODEL 1213 WO: TI: BH3GR QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) +Anchorage for applied conc. loads shall be .E - . ..Joint Locations - 1- 2 -2563 0.03 0.20 0.22 BOT CHORDS: 2x6 SP MEL-23 designed by others and must distribute 1) 0- 0- 0 6) 19- 5-11 11) 11- 8-12 2- 3 -2424 0.03 0.09 0.12 WEBS: 2x4 SPF #3 (N) load equally among all truss plys. 2) 3- 6- 5 7) 23- 0- 0 12) 6- 8- 6 3- 4 -2778 0.03 0.18 0.21 2x4 SPF STUD (N) 1,7 Top Chord MUST be continuously laterally 3) 6- 8- 6 8) 23-. 0- 0 13) 0- 0- 0 4- 5 -2778 0.03 0.12 0.15 2x4 SPF #1/#2 (N) 3,5 braced (BY OTHERS) to resist buckling 4) 11- 6- 0 9) 16- 3-10 5- 6 -2975 0.04 0.06 0.10 []: Plate OFFSET from joint center. Refer PERPENDICULAR to the plane of the truss. 5) 16- 3-10 10) 14- 0- 0 6- 7 -3113 0.04 0.10 0.14 to Joint Detail Report. All COMPRESSION Chords are assumed to be This 2-PLY truss.designed to carry continuously braced unless noted otherwise. TOTAL DESIGN LOADS BC FORCE AXL END CSI 8' 7" span framed to BC one face 2-PLY TRUSS! fasten w/l0d nails in Uniform PLF From PLF To 13-12 1901 0.05 0.08 0.14 2' 0" span split-framed to opposite face staggered pattern per nailing schedule: TC Vert L+D -60 -0-10- 8' -60 0- 0= 0 12-11 1812 0.05 0.02 0.07 MAX LIVE LOAD DEFLECTION: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -60 0- 0- 0 -60 23- 0- 0 11-10 2233 0.06 0.06 0.12 L/999 Distribute loads equally to each ply. TC Vert L+D -60 23- 0- 0 -60 23-10- 8 10- 9 2233 0.06 0.11 0.17 L.-0.04" D.-0.04" T.-0.08" BC Vert L+D -20 0- 0- 0 -20 11- 8-12 9- 8 2334 0.06 0.12 0.19 MAX HORIZONTAL DEFLECTION: BC Vert L+D -146 11- 8-12 -146 23- 0- 0 T= 0.02" -Concentrated LBS Location WEB FORCE WEB FORCE BC Vert L+D -1190 11- 8-12 2-12 -121 5-11 844 ----MAX. REACTIONS PER BEARING LOCATION 3-12 122 5- 9 971 X-Loc Vert Horiz Uplift Y-Loc Type 3-11 1495 6- 9 -124 0- 1-12 1915 0 0 BOT PIN 4-11 -271 . 22-10- 4 2650 0 0 BOT H-ROLL RMB . 1.00 I , 2-PLYS REQUIRED • ,1'1 6-8-6 2 3 k 9-7-0 4 it 6-8-6 II 6 I ' • 10 00 -10 00 [6X10] 3X5 [6X10] if 2X4 X4 6-8-5 6-1-9, i 0-6.9. 0_6_9 i [6X6] [ 8] 6X12 5X8 [6X8] [6X6] +,```a`o,L. A/;,, Pi o n '` G STf cn�% 'I 23-0-0 "t= 1 go42 F % 13 12 11 10 9 81' 1916# 3.50" 2651# 3.50" STATE = o to-8 .�' OF _ - P{ 23_ o �o-lo 8 IND1ANq = (R1-1-11) 1190Y f (R1-1-11) T. EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1-199 .o c(,; scale = 0.2500 'P WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,-�'�pAFSS k,��• Dw CENTEX • Truss ID: BH3GR IONAI ,o T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING JRH Chk: Date: 11-21-00 ����""""� CONTRACTOR. TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown un this drawing Is mn erection bracing,wind bracing,metal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0" WESTFIELD D IND 46074 shown is fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g . made to anchor lateral bracing at and specified locations determined by the building designer. :Des Criteria TPI Additional bracing of the uveral •ray he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf ' WHERE QUALITY COUNTS truss bracing requirements, cont. 'esigner. (Truss Plate Institute,TPI,is pirated at Cot TPI 1-1995 583 D'Omdiiu Drive,Madison,Wiseta 719). TOTAL 40.0 psf V:01,Q1.vv-330214-71 CENTEX 2902 MODEL 1213 WO: TI:BEJ QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be ==_= = = ===== ==Joint Locations=====___=====__ 1- 2 -317 0.00 0.24 0.24 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 8- 7- 8 5) 0- 0- 0 2- 3 -85 0.00 0.24 0.24 WEBS: 2x3 SPF #3 (N) End vertical(s) not designed for exposure 2) 4- 6- 2 4) 8- 7- 8 MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL END CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type 5- 4 229 0.06 0.38 0.44 L. 0.00" D= 0.00" T=-0.01" 0- 1-12 397 0 0 BOT PIN MAX HORIZONTAL DEFLECTION: 8- 6-12 344 0 0 BOT H-ROLL WEB FORCE WEB FORCE T. 0.02" 2- 4 -290 3- 4 -92 ma = 1.15 • • • j. 8-7-8 1 1 2 3 8• 00 2X•7'4 1 6-8-36- -9 0-4-9 t • • No. t�• ,�' 8-7-8 I6442 ' 397# 3.50" 345# 1.50" * STgTF OF 0-10-8 8-7-8 61 INDIA111q - (R1010)�I fa �4�� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 •�'.',:f e V��,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��#$S'/ONAI F.-' '" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BEJ �, Dsgnr: JRH Chi: Date: 11-21-00 al l r r r r r CONTRACTOR. , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is ma erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. •coacin : 24.0" WESTFIELD IND 46074 shown is for lateral support of truss -•tubers only to reducc buckling length. Provisions must be BC Live 0.0 psf g made to anchor lateral bracing at sl specified locations determined by the building designer. BC Dead 10.0 f Des ,riteria:TPI Additional bracing or the overall may be required. (See HIB-91 of TPI). For specific 1� WHERE QUALITY COUNTS truss bracing requirements, conta�. _ ccsigner. (Truss Plate institute,TPI,is located at COdc. TPI 1-1995 583 D'Onorrio Drive,Madison,Wisca 719). -TOTAL 40.0 psf V:01.01.vv=330215-72 CENTEX I 2902 MODEL 1213 WO: TI: BEJGR QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) -Ir Anchorage for applied conc. loads shall be -Joint Locations-=====__ 1- 2 -723 0.01 0.23 0.23 BOT CHORDS: 2x6 SP MEL-23 designed by others and must distribute 1) 0- 0- 0 3) 8- 7- 8 5) 6- 7- 4 2- 3 -589 0.01 0.23 0.23 WEBS: 2x4 SPF STUD (N) load equally among all truss plys. 2) 4- 7-10 4) 8- 7- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be 0: Plate OFFSET from joint center. Refer BC FORCE AXL BND CSI continuously braced unless noted otherwise. to Joint Detail Report. TOTAL DESIGN LOADS 6- 5 555 0.03 0.08 0.11 MAX LIVE LOAD DEFLECTION: End vertical(s) not designed for exposure Uniform PLF From PLF To 5- 4 0 0.00 0.03 0.03 L/999 to lateral wind pressure. TC Vert L+D -60 0- 0- 0 -60 8- 7- 8 L=-0.02" D=-0.02" T=-0.03" BC Vert L+D -20 0- 0- 0 -20 8- 7- 8 WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: +Concentrated LBS Location 2- 5 -235 3- 4 -1133 T. 0.02" BC Vert L+D -1080 6- 7- 4 3- 5 1385 ----MAX. REACTIONS PER BEARING LOCATION RMB 1.15 X-Loc Vert Horiz Uplift Y-Loc Type ' 0- 1-12 580 0 0 BOT PIN 8- 6-12 1189 0 0 BOT H-ROLL , 8-7-8 4 1 2 3 8 [5X8] OD 2X4 41 6-1-9 6-1-9 0-4-9 w � u - 3X8 [7X8] 3X6 111 G S T " 8-7-8 2' No. F 6 5 r l ` 16442 , 58011 3.50" 4. 119011 1.50" STATE OF -1= 8-7-8 J 7.7 lNDJANq 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1080iY scale = 0.2500 ''-rO,c V� ,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''';,SS/0 N AL ��.`��' I .14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BEJGR ,'s'ttttts� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. DurFac-Plt: 1.15 Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing 24.0tr shown Is for lateral support of truss•flemben only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: WESTFI ELD IND 46074 made to anchor lateral bracing a• nil specified locations determined by the building designer. BC Dead 10.0 psf De' criteria TPI Additional bracing of the overal :e may be required. (See HIB-91 of TPI). Fur specificCm. TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cont.. . •lesigner. (Truss Plate Institute,TPI,is located at 583 D'Onofrto Drive,Madison,Wiser .719). TOTAL 40.0 psf V•Q1,01..4-330216-73 CENTEX I 2902 MODEL 1213 WO: TI: BM111 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be = ====Joint Locations======_____==__ 1- 2 -318 0.00 0.46 0.47 BOT CHORDS: ,2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 0- 0 3) 8- 7- 8 5) 6- 1- 8 2- 3 -184 0.00 0.09 0.09 WEBS: 2x3 SPF #3 (N) End verticals) not designed for exposure 2) 6- 1- 8 4) 8- 7- 8 6) 0- 0- 0 MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type. 6- 5 190 0.05 0.16 0.20 L=-0.01" D= 0.00" T=-0.01" 0- 1-12 397 0 0 BOT PIN 5- 4 0 0.00 0.16 0.16 MAX HORIZONTAL DEFLECTION: 8- 6-12 345 0 0 BOT H-ROLL T= 0.02" . WEB FORCE WEB FORCE 2- 5 -164 3- 4 -353 3- 5 360 RMB = 1.15 • 6-1-8 2-6-0 4 1 3 8 00 Drop = 0-1-15 5X6 " 5X4 OM = n • 5-0-3 4-3-10 4-5-9 la0-41-9 —`— A I 11.= n v - 3X4 5X4 2X4 r ,,tnnnaa, ,, " R e 11 ``\` T ° s%,� N � 8 7 8 t 16442 6 5 41 STATE OF 0-10-8 397# 3.50" 345# 1.50" I IND1ANq = (R1-0-10)el 8-7-8 '1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3750 ''%A'A \.k'sZ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '��'o�,FSSIONpL '���`` T M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BMHI ' 'SII ' CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: •TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 ' PO BOX.418 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing nd specified locations determined by the building designer. BC Dead psf Dec" criteria: TPI Additional bracing of the overal, x may be required. (See HIB-91 of TPI). Fur specific 10.0P Coca ' TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cont.: , lesigner. (Truss Plate Institute,TPI,is located at 1583 D'Onofrio Drive,Madison.Wisc., 719). TOTAL 40.0 psf V:01,01,,,v-330217-74 CENTEX I 2902 MODEL 1213 WO: TI: BM112GR QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 . SPF #1/82 (N) All COMPRESSION Chords are assumed to be =- -=s - ===Joint Locations=====__==______ 1- 2 -568 0.01 0.19 0.20 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0 3) 8- 7- 8 5) 3- 7- 8 2- 3 -431 0.00 0.19 0.20 WEBS: 2x3 SPF #3 (N) This 1-PLY Hip Master designed to carry 2) 3- 7- 8 4) 8- 7- 8 6) 0- 0- 0 MAX LIVE LOAD DEFLECTION: 3' 2" jacks (mono truss framed to BC) BC FORCE AXL BND CSI L/999 and Hip Jacks framed to BC TOTAL DESIGN LOADS 6- 5 425 0.10 0.13 0.23 L=-0.01" D=-0.01" T=-0.02" Uniform PLF From PLF To 5- 4 0 0.00 0.38 0.38 MAX HORIZONTAL DEFLECTION: TC Vert L+D -60 -0-10- 8 -60 3- 7- 8 T= 0.01" TC Vert L+D -30 3- 7- 8 -30 8- 7- 8 WEB FORCE WEB FORCE BC Vert L+D -20 0- 0- 0 -20 3- 7- 8 2- 5 106 3- 4 -301 • BC Vert L+D -67 3- 7- 8 -67 8- 7- 8 3- 5 491 • Concentrated LBS Location RMB = 1.00 BC Vert L+D -85 3- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 469 0 0 BOT PIN • 8- 6-12 445 0 0 DOT H-ROLL f' 3-7-8 i 5-0-0 1 . • 8 • 5X6 4X5 • Aaaiiiiiii,lipoio•(.11111 C= • • 2-9-9 3-4-3 0-4-9 o u 3X5 - 4X5 2X4 ``O�10 fE„ARC,' +','" G S T �`�'; • 8-7-8 No. ee '16 5 4 4 16442 4691 3.50" 4461 1.50" STATE OF8�`= 0-10-8 INpIA (R1-0-10)°I f" ssa-7-gDI NA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 %-O,r �� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: %0'��,sS10NAL F,��`�� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:BMII2GR ��,,t M M t M CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of tn. -niters only to reduce buckling length. Provisions must he BC Live 0.0 psf O.0 ,lacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing a ad specified locutions determined by the building designer. Des '—iteria:TPI Additional bracing of the overall ay' be required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact n designer. (Truss Plate Institute.TM,is located at Code L. TPI 1-1995 583 D•Ontfriu Drive,Madison,Wisen,. 3719). TOTAL 40.0 psf V:01.01.80-330218-75 .CENTEX 2902 MODEL 1213 WO: TI: CGR QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally = = =Joint Locations=====__________ ME 1- 2 -4346 0.20 0.44 0.65 BOT CHORDS: 2x6 SP L-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 4) 15- 3- 0 7) 6- 1-11 2- 3 -4320 0.10 0.61 0.70 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 6- 1-11 5) 15- 3- 0 8) 0- 0- 0 3- 4 -105 0.00 0.39 0.39 2x4 SPF #1/#2 (H) 2,4 (]: Plate OFFSET from joint center. Refer 3) 11- 7-11 6) 11- 7-11 All COMPRESSION Chords are assumed to be to Joint Detail Report. BC FORCE AXL BND CSI continuously braced unless noted otherwise. End vertical(s) not designed for exposure TOTAL DESIGN LOADS 8- 7 3552 0.10 0.37 0.47 This 2-PLY truss designed to carry to lateral wind pressure. Uniform PLF From PLF To 7- 6 1360 0.04 0.35 0.39 23' 0" span framed to BC one face 2-PLY TRUSSI fasten w/10d nails in TC Vert L+D -60 0- 0- 0 -60 15- 3- 0 6- 5 1360 0.04 0.21 0.24 2' 0" span split-framed to opposite face staggered pattern per nailing schedule: BC Vert L+D -434 0- 0- 0 -434 15- 3- 0 MAX LIVE LOAD DEFLECTION: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft ----MAX. REACTIONS PER BEARING LOCATION----- WEB FORCE WEB FORCE L/999 Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc 2- 7 -295 3- 5 -3257 L=-0.06" D=-0.06" T=-0.11" 0- 1-12 3768 0 0 BOY PIIN 3- 7 3748 4- 5 -198 MAX HORIZONTAL DEFLECTION: 15- 1- 4 3767 0 0 BOT H-ROLL 3- 6 2036 T= 0.07" RMB = 1.00 I .4 2-PLYS REQUIRED . "I' 11-7-11 3-7-5 ,� 1 2 41 8 00 -8, 100 [7X101 i► e ralli 3X. 8-1-114(AI 8-1-11 5-8-13 0-4-9 r W III I W - [4X10] [8X8] [3X8] [6X8] .5.unna.r. `,,,�o�\O F. ,IR,,,,, n n :�_ GTS T F 15-3-0 • No. F 8 2 t 6 5 16442 � • 3768# 3.50" 3768# 3.50" =* N ATF OF _ 14 15-3-0 61 DjANA 4' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 A (k,� scale = 0.2500 '.PO,r �,��,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''�Fss/0NAt- ��•`��s T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: CGR llllllll CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 �...t. , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DUI•Fac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing Dur SoaciD 24.0" WESTF I ELD I N D 46074 shown Is fur lateral support of truss -Tibet's only to reduce buckling length. Provisions must be BC Live 0.0 psf b made t"anchor lateral bracing at d specified locations determined by the building designer. .BC Dead 10.0 psf Des 'riteria•TPI Additional bracing of the overall •may he required. (See HIB-91 of TP1). For specific WHERE QUALITY COUNTS truss bracing requirements, coma,... designer. (Truss Plate Institute,TPI,is located at Coda.. 'TPI 1-1995 583 D'Onorrio Drive,Madison,Wins ,719). TOTAL 40.0 psf V•01.0I.,,k-330219-76 CENTEX 2902 MODEL 1213 WO: TI: CC2 QTY:6 TC FORCE AXL END CSI TOP CHORDS: 2x4 SP #2 0-Recommend the use of SIMPSON 'TC24' hanger =__=__=__=====Joint Locations=====__=_ 1- 2 -2285 0.06 0.31 0.36 2x4 SP 2400E-2.0E 2 at one support. 1) 0- 0- 0 7) 25- 0- 5 13) 20- 0-12 2- 3 -3276 0.17 0.26 0.43 BOT CHORDS: 2x4 SP 2400E-2.OE []: Plate OFFSET from joint center. Refer 2) 5- 0- 0 8) 30- 6-15 14) 20- 0-12 3- 4 -3425 0.12 0.29 0.42 2x4 SPF #1/#2 (N) 1,3 to Joint Detail Report. 3) 10- 5- 2 9) 36- 8- 0 15) 15-10- 5 4- 5 -3324 0.10 0.12 0.22 2x4 SP #2 2 + Denotes 90 degree plate orientation. 4) 13- 6- 8 10) 36- 8- 0 16) 10- 5- 2 5- 6 -8051 0.59 0.20 0.79 WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 5) 15-10- 5 11) 30- 6-15 17) 5- 1- 8 6- 7 -4244 0.12 0.25 0.38 2x4 SPF #3 (N) 2,4,10 continuously braced unless noted otherwise. 6) 20- 0-12 12) 24- 4- 8 18) 0- 0- 0 7- 8 -3428 0.26 0.46 0.72 2x4 SPF #1/#2 (N) 5,9 ----MAX. REACTIONS PER BEARING LOCATION 8- 9 -4132 0.19 0.66 0.85 2x6 SP MEL-23 6,7,8 MAX LIVE LOAD DEFLECTION: X0-oc1 Vert Horiz Uplift Y-Loc 0- 1-12 1519 0 0 BOT Oe PIN BC FORCE AXL BND CSI L/724 at JOINT #14 36- 6- 4 1519 0 0 HOT H-ROLL 18-17 1831 0.45 0.22 0.67 Lw-0.60" D=-0.58" T=-1.18" 17-16 2119 0.43 0.09 0.51 MAX HORIZONTAL DEFLECTION: 16-15 3076 0.61 0.10 0.72 T= 1.04" 15-14 132 0.03 0.16 0.19 14-13 107 0.03 0.50 0.53 13-12 7031 0.61 0.32 0.92 12-11 3531 0.30 0.21 0.51 11-10 3524 0.30 0.31 0.61 WEB FORCE AXL BND CSI 13- 6 2185 0.54 0.00 0.54 • WEB FORCE WEB FORCE 2-17 -928 5-13 3997 2-16 436 6-12 3878 25-0 11-7-11 3-16 -436 7-12 3878 3-15 98 8-12 -559 • 'Il1 2 3 4 5 6 8 9 5-15 -2081 8-11 85 13-15 4412 8.00 -800 RMB = 1.15 [6X6] • I • [7X10] /`X8 ,7„,,,,,,...„,..,_,,„„..„ 0-4-9 5-1-11 3X� I_ 2 -7X14. ] 2x4 17-7-7 SX,I �` 20-7X .4] [4X8] i [3x T • SX4I,X16] 8-11-2 • 0 AII5X8i - 4X5 [6X1 -0 1 11-6-7 12-11-2 1 6.58 I 4.00 1 1 -4.00 ```,a`OsEr•414,,i nto-3_8 �`� , G nSoTE.� 5-1-8 15-1-0 4-2-0 12-0-0 Q • = 118 1'7 16 15 14113 1'2 11 1 16442 = 15191 3.50" 15201 3.50" STATE OF - 0-10-8 I. Lo-10-8 IND1AlYq = COSMETIC PLATES (4) 2x4 (R1-0-10) r 36-8-0 °� I�(R1-0-10) 4�: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.0938 '.A' �,�iS 4' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'it,`S`S/ONAl. ��`��� T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: CC2 r,r a t l r t 1`, CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 1Z -:-�i + . TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psi DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. �flacin : 24.0" shown Is for lateral support of truss hers only to reduce buckling length. Provisions must be . BC Live 0.0 Psi g W ESTFI ELD IN D 46074 made to anchor lateral bracing at• specified locations determined by the building designer. Desi riteria:TPI Additional bracing of the overall s. -v be required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psi WHERE QUALITY COUNTS truss bracing requirements, contact ow; .signer. (Truss Plate Institute,TP1,is located at Code.,, TPI 1-1995 583 D'Onofrio Drive,Madison,Wlscon. 19). TOTAL 40.0 psi V•01,O1.uv-330289-142 CENTEX 2902 MODEL 1213 WO: TI: DD QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [I: Plate OFFSET from joint center. Refer =- - ====Joint Locations==.==____:_____ 1- 2 -1382 0.03 0.20 0.23 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0-=0- 0 6) 23- 3- 6 11) 6- 9-14 2- 3 -2707 0.11 0.11 0.22 WEBS: 2x4 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 3- 7- 5 7) 23- 3- 6 12) 3- 7- 5 3- 4 -1962 0.05 0.31 0.37 2x4 SPF STUD (N) 1,7 continuously braced unless noted otherwise. 3) 6- 9-14 8) 16-10- 5 13) 0- 0- 0 4- 5 -1631 0.06 0.30 0.37 2x4. SPF #1/#2 (N) 2,5 4) 11- 7-11 9) 10-11-14 5- 6 -2405 0.09 0.44 0.53 MAX LIVE LOAD DEFLECTION: 5) 17- 2- 4 10) 6- 9-14 L/999 BC FORCE AXL BND CSI L=-0.14" D=-0.14" T=-0.29" ----MAX. REACTIONS PER BEARING LOCATION 13-12 1094 0.27 0.12 0.39 MAX HORIZONTAL DEFLECTION: X-LocVert Horiz Uplift Y-Loc Type . 0-- 1-12 931 0 0 BOT PIN 12-11 33 0.01 0.08 0.09 T= 0.28" 23- 1-10 931 0 0 BOT H-ROLL 11-10 45 0.01 0.12 0.13 10- 9 2358 0.58 0.14 0.72 9- 8 2035 0.49 0.16 0.66 8- 7 2034 0.49 0.22 0.71 WEB FORCE AXL BND CSI • 10- 3 259 0.06 0.00 0.06 WEB FORCE WEB FORCE 2-12 -903 4- 9 1603 • 10-12 1419 5- 9 -632 • 2-10 1112 5- 8 102 3- 9 -646 l 11-7-11 I 114-7-11 f. RMB = 1.15 1 2 3 5 61 8.00 -800 [5X6] n„n T . 1 A 101 .R.AI 0M NI I I=1 I I I I I I I I IN II I I I III 4X8 I.IIIIIILilN1l11.1II.IhI11.I1IMIMIMIMIMhIIIIMIhIMIIINLI4X8 .I J.- 8-1-11 X811 1"li"IlMli"III. 4Ill L . 8-1-11 4X8 _ [6X4] 0 4-9 [HY2I-6X10.4] 2X4 0-4-9 i P_- o_• m 1 ` - 4X5 [5X8] 3XS 2-7-6 4-0-1 [4%6] . 4.00 ( I -4.00 ,1�oa.o,E�,arrR1', �a0-3-8 :, ' Q GNo. Ace C�'�% ,�' 6-9-14 4-2-0 12-0-0 1 Q 16442 13 12 1110 8 -17 931# 3.50" 931A 3.50" STATE pF - I 23-3-6 I.]INDIANA = a ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 '.4D,r �� ,� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,''FSS/ONAt ��.�`�� T 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DDiiiii • CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 r4.....----7/+.... , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part or the building design and which must he considered by the building designer. Bracing O,(', Spacing: 24.011 W ESTFI ELD I N D 46074 shown is fur lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf P g made to anchor lateral bracing a •nd specified locations determined by the building designer. Der Criteria:TPI Additional bracingof the overal re maybe requires!. HIB-91 or TPI. For BC Dead 10.0 psf (Sec ) specific WHERE QUALITY COUNTS truss bracing requirements, cont.. ksigrtcr. (Truss Plate Institute,TPI,is located at COL TPI 1-1995 583 D'Oradriu Drive,Madison.Wisc.: J 719). TOTAL 40.0 psf V:01.01•,,,,-330226-83 CENTEX 2902 MODEL 1213 WO: TI: EGE QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ======__=====aaJoint Locations=======_==__:__ HOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 8- 8- 8 9) 4- 6-12 BC FORCE AXL END CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 4- 6-12 6) 8- 8- 8 10) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 5-10-12 7) 7- 2-12 WEB FORCE AXL END CSI MULTIPLE LOADS -- This design is the (): Plate OFFSET from joint center. Refer 4) 7- 2-12 8) 5-10-12 9- 2 0 0.00 0.05 0.05 composite result of multiple loads. to Joint Detail Report. ----MAX, REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.08 0.08 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.12 0.12 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 8-10- 4 0 0 0 TOP H-ROLL 6- 0 0 0.00 0.17 0.17 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN 0- 5 0 0.00 0.21 0.21 internal pressure coef. I, interior zone. 0- 0 0 0.00 0.10 0.11 . WEB FORCE WEB FORCE RMB = 1.15 'I 9-0-0 1 2 3 4 5 l' • 4 00 t6x61 2X' �'1 s • 2X' 2x' el• U lilliill E� 3-4-1 0-4-1 t 1-3-8 . c uiimmliu��u��w 1 r 3X6 - 2X4 2X4 2X4 3X4 3X5 �altlann,,, et•%\0 E. °'rr, 0-3-8 ,;��� s r qR�F'';, � 8-8-8 No. ee 'I10 t tJH 1644Q - STATE OF *= o-lo s ON 3.50" 9 s 7 ON 3.50" _ 0-3-8 8-8-8 11 IN©JANA = (R0-11-1)° I° °1 ( s) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.5000 z. �'.;AO,r V�,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,''rFSS�ONAL ��.�`�� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:EGE /°jrlt/ttttl CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 114^'`' , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing tw similar bracing TC Dead 10.0 psf DurFae-P[t: 1.1$ • PO BOX.41 8 which is a part of the building design and which must he considered by the building designer. Bracing BC Live 0.0 psf Dur Spacing: 24.0" W ESTF I ELp i N D 46074 shown is for lateral support of truss ws•mbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at d specified locations determined by the building designer. BC Dead 10.0psf Desi 'riteria: TPI Additional bracing of the overall •— es++y be required. (See HIB-91 of TPI). For specific P WHERE QUALITY COUNTS truss bracing requirements, cont.*, igner. (Truss Plate Institute,TPI,is located at Cock TPI 14995 583 D'Omdrio Drive,Madison,Wiscon /19). TOTAL 40.0 psf V•0I.01.Vu-330227-84 1 CENTEX ( 2902 MODEL 1213 WO: TI: E QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. _ _ = ....Joint � _ ....Joint Locations======== _____ 1- 2 -534 0.01 0.36 0.37 HOT CHORDS: 2x4 SPF #1/#2 (N) [I: Plate OFFSET from joint center. Refer 1) 0- 0- 0 3) 8- 8- 8 5) 0- 0- 0 2- 3 -83 0.00 0.33 0.33 WEBS: 2x4 SPF STUD (N) to Joint Detail Report. 2) 4-10- 2 4) 8- 8- 8 MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 5- 4 476 0.12 0.33 0.45 L=-0.01" D=-0.01" T=-0.02" 8-10- 4 357 0 0 TOP LL MAX HORIZONTAL DEFLECTION: 0- 1-12 406 0 0 BOT PIN WEB FORCE WEB FORCE T= 0.01" 2- 4 -483 0- 3 10 0- 4 269 0- 0 -98 • • RMB = 1.15 . • • 9-0-0 1 2 3 r4 00 [6X6] • • 2X • 3-7-3 3 4-1 T I 0-4-1 1-3-8 • 3X6 [4X81 • 3X5 ,,,,,,,,,,,,, ..._,.M.0j3-. 3 PI ...� GNo f•�C c`���:; 8-8-8 L 16442 5 4 STATE _ 406# 3.50" 357# 3.50"0 -8 OF _ 0-10-8 °I 8-8-8 t. NA = (R0-11-1) Is) INDIA 4,:. ....:::- EXCEPT • AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 ':.',4),-) V��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'licSS/0 N AL —.0ts T M c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:E ,' f 1 t t f t Dsgnr: JRH Chk: Date: 11-21-00 CONTRACTOR. ?,‘,4_,... ,,.,—.., TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 ' PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing C tt BC Live 0.0 f O.C.• nacing: 24.0 W ESTFI ELD 1 N D 46074 shoes is for lateral suppoat of truss— -Mers only to reduce buckling length. Provisions must be ps made to anchor lateral bracing at t 'specified locations determined by the building designer. BC Dead 10.0 f Desi riteria:TPI Additional bracing of the overall s ..y be required. (See HIB-9l of TPI). Fur specific Code TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, contact.... :signer. (Truss Plate Institute,TPI,is located at 583 D'Onofrin Drive,Madison,Wisun /19). TOTAL 40.0 psf V•01.01.vv-330228-85 CENTEX I 2902 MODEL 1213 WO: TI: E1GE QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =_____=__=====Joint Locations = BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 4) 7- 8- 8 7) 4 10 12 BC FORCE AXL END CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 4-10-12 5) 7- 8- 8 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 6- 2-12 6) 6- 2-12 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the (]: Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 7- 2 0 0.00 0.06 0.06 composite result of multiple loads. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.09 0.09 All COMPRESSION Chords are assumed to be 7-10- 4 0 0 -1 TOP H-ROLL 5- 0 0 0.00 0.12 0.12 Wind analysis based on: ASCE-Ccmtbined, V= 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN 0- 4 0 0.00 0.19 0.19 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 0 0 0.00 0.08 0.08 internal pressure coef. I, interior zone. WEB FORCE WEB FORCE RMB = 1.15 • 'If8-0-0 1 2 3 4 04 0 • I6X6] 2X• • Oi u1 2X• 1 1 • 3-3-3 El 3-0-1 0-4-1 T 1-3-8 • c . . u u w d ' 3X6 • 2X4 2X4 3X4 3X5 ```,,LIIJ n 9, ,�� 0-3-8 �ON`O E. qR��'. sr F',, 7-8-8 `� No. F ' ' 16gg254/ � J ON(,3.50" 7 6 ONNf 3.50" STATE _ 0-10-8 °I I 7-8-8 I �. - 7. INDJANq = (R0-11-1) 1 (R0-3-8) ��- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 1-4-0 o.c. scale = 0.5000 ',,45 ���� Eng. Job: WO: ,,p�. �, WARNING: READ ALL NOTES ON THIS SHEET. ��'iFSS/ONAl- ���%% T M. Cj A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D�vg: CENTEX Truss ID: E1GE �-��,—,"jj11e CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 /'' "' , TRUSS MANUFACTURING TC Live 20.0 psi DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING:Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 , PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing24.0" shown Is for lateral support of truss,". onlybuckling length. O.C. Spacing: WESTFIELD IND 46074 mlxrsdloc reduceionsetbythe BC Live 0.0 C made w anchor lateral bracing at d spnifieJ locations determined by the building designer. BC Dead 10.0 f DesT 'riteria:TPI Additional bracing of the overall •—.my he required. (See HIB-91 of TPI). For specific Cock TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, amu... 'esigner. (Truss Plate Institute,TPI,is located as 583 D'Onofrio Drive,Madison,Wlsem r19). TOTAL 40.0 psf V•Q1,01,v s/-330229-86 CENTEX I 2902 MODEL 1213 WO: TI:El QTY:5 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. ==== = ==-Joint Locations = 1- 2 -173 0.00 0.67 0.67 BOT CHORDS: 2x4 SPF #1/#2 (N) (I: Plate OFFSET from joint center. Refer 1) 0- 0- 0 3) 7- 8- 8 WEBS: 2x4 •SPF STUD (N) to Joint Detail Report. 2) 7- 8- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 4- 3 98 0.02 0.46 0.48 L/999 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type L=-0.01" D=-0.01" T=-0.01" 7-10- 4 317 0 0 TOP H-ROLL WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 0- 1-12 366 0 0 BOT PIN 0- 3 89 0- 0 286 T= 0.00" 0- 2 -514 RMB = 1.15 • • • 4,1 8-0-0 f I ,I 2 4 00 [6X6] _ A a • 3-3-3 3-0-1 0-4-1 T t 1-3-8 • 9 3X6 2X4 3X5 • • ___,INFL31-1L ```,,;O fll llfrl ' ON E. qR,,'' G ST CF,'; 7-8-8 ' Q No. t - • f 4 3 16442 J 366# 3.50" 317# 3.50" _* STATE pF _ o l0 8 .� f' 7-8-8 •i °� ----- -------------------1 hi (R0-11-1) (Ro-3-8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 ''0�, v\��. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'',FSSIONAL rCN�`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: El llllll l l l`l CONTRACTOR. Dsgnr:.JRH Chic: Date: 11-21-00 • TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Pit: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be comsidered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing: 24.0" W ESTF I ELD IND 46074 shown is for lateral support ofrus l —.milers only to reduce buckling length. Provisions must be made to anchor lateral bracing at d specified locations determined by the building designer. Des' 7riteria: TPI Additional bracing of the overall -—ay be required. (See HIB-91 army For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements,ctmta.. - 'esigner. (Truss Plate Institute,TPI,Is located at COG. TPI 1-1995 583 D'Om Frio Drive.Madison.Wiscoa 719). TOTAL 40.0 psf V•01.01,,,d-330230-87 r._ CENTEX I 2902 MODEL 1213 WO: TI: FGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =_ point Locations::===__:::____: BOT CHORDS: :2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 7- 0- 0 9) 2-10- 4 BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 2-10- 4 6) 7- 0- 0 10) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 4- 2- 4 7) 5- 6- 4 WEB FORCE AXL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 5- 6- 4 8) 4- 2- 4 9- 2 0 0.00 0.08 0.08 continuously braced unless noted otherwise. composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.16 0.16 End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.28 0.28 Wind analysis based on: ASCE-Combined, V: 75 to lateral wind pressure. 0- 1-12 0 0 0 BOT PIN 6- 5 0 0.00 0.32 0.32 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. - 6-11- 4 0 0 0 HOT H-ROLL internal pressure coef. I, interior zone. WEB FORCE WEB FORCE RMB = 1.15 • • • • ,I' 7-0-0 • 1 2 3 4 5' 8 00 • 2X4 2X4 2X4 2X4 5-0-9 5-7-3 n I J 0-4-9 I ." 3X4 2X4 2X4 2X4 2X4 • %`,%�t�annggtg� �� `.2' •' G ST a F'� 610-8I t J, Q No. F� = 10 9 8 7 'I 16442 _ 0# 3.50" 0# 1.50" STATE OF _ 0-10-8 I. 7-0-0 -I 7. IND1ANq - (R1-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs © 1-4-0 o.c. scale = 0.2500 ''°e;r ���•� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ���'I/%, IO N AL '- T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX - Truss ID:FGE t't t t f t t t t% Dsgnr: JRH Chk: Date: 11-21-00 — CONTRACTOR. /'~`' TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,pnnal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 • PO BOX 418 which is a part or the building design and which must be considered by the building designer. Bracing O•C'•Spacing: 24.Ot' shown Is fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf- WESTFI ELD IND 46074 made to anchor lateral bracing at. -d specified locations determined by the building designer. $C Dead 10.o f Desi riteria:TPI Additional bracing of the overall a may he required. (See HIB-9l of TPI). For specific Cod. TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, canto. esigner. (Truss Plate Institute,TPI,is located at 583 D•Onorrin Drive,Madison,Wises. '19). TOTAL 40.0 psf V:01.01, .330231-88 CENTEX J 2902 MODEL • 1213 WO: TI: F QTY:5 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be - ===Joint Locations... 1- 2 -116 0.00 0.62 0.62 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 7- 0- 0 WEBS: 2x4 SPF STUD (N) End vertical(s) not designed for exposure 2) 7- 0- 0 4) 0- 0- 0 BC FORCE AXL END CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.42 0.42 L/999 L=-0.01" L.-0.01" T=-0.02" X-LocVertHoriz Uplift Y-Loc 0-- 1-12 33 2 0 0 BOT PIN WEB FORCE - WEB FORCE MAX HORIZONTAL DEFLECTION: 6-11- 4 280 0 0 BOT H-ROLL 2- 3 -190 T. 0.05" RMB = 1.15 • • • 'II. 7-0-0 4/ 1 2 8 0000 2X4 Ail 5-7-3 5-0-9 0-4-9 .. . 3X4 2X4 • G Sr trees'',„ �, 6-10-8 Q Et No. F 4if 16442 3334 3.50" 2804 1.50" STATE OF - 0-10-8 r 7-0-0 �` INDiANq • (R1010) f' ���� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 ,�A� �' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ���,�o,`18/0 N Al. -.•` T M. C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: F ',r,t'Itl►► CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. DurFac-Plt: 1.15 Bracing shown on this drawing is nix erection bracing,wind bracing,lanai bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing C shown is tor lateral support of tn./ -Marrs only to reduce buckling length. Provisions must he BC Live 0.0 psf O.0 oaring: 24.0tr WESTFIELD IN D 46074 made to anchor latcral bracing a id specified locations determined by the building designer. BC Dead 10.0psf De: 'riteria•TPI Additional bracing of the overall ay be required. (See HIB•91 of TN). For specific Code,: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, contact tar tesigner. (Truss Plate Institute,TPI,is located at 583 D'Ontdrio Drive,Madison,Wiscot A191. TOTAL 40.0 psf V:01.01,vi-330232-89 CENTEX 2902 MODEL 1213 WO: TI: G QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [): Plate OFFSET from joint center. Refer =============aloint Locations=====_____.___. 1- 2 -1727 0.04 0.72 0.76 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1533 0.04 0.73 0.77 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1501 0.07 0.44 0.51 2x4 SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 30- 0- 0 11) 10- 1- 9 4- 5 -1501 0.07 0.44 0.51 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 5- 6 -1533 0.04 0.73 0.77 L/999 ---MAX. REACTIONS PER BEARING LOCATION 6- 7 -1727 0.04 0.72 0.76 L=-0.09" D=-0.09" T=-0.17" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 1252 0 0 DOT PIN BC FORCE AXL BND CSI T. 0.08" 29-10- 4 1252 0 0 BOT H-ROLL 12-11 1350 0.33 0.40 0.73 11-10 886 0.22 0.40 0.61 10- 9 886 0.22 0.40 0.61 9- 8 1350 0.33 0.40 0.73 WEB FORCE WEB FORCE 2-11 -402 4- 9 632 • 4-11 632 6- 9 -402 • RMB = 1.15 • 15-0-0 15-0-0 'll 2 3 5 6 7 O -8 [6X61 lb • IAX6 2X ,2X4 ,„,,,Allk /41411 b....6...10-11-3 10 4-9 1 0-0-9 0-4-9 4 /F407 0.0. ' 4X5 5X6 3X6 5X6 4X55 • ll>,unnrlf,, llllll E. ARC n `��_� G(/ _.r %3%)o F �''i • I 130-0-0 t 1 16442 • 1252# 3.50" 11 10 9 8 STATE OF *^ 0-10-8 1252# 3.50" = = 1 L 30-0-0 pl Iu0-10-8 NDIANq ... (Rl-o-l0)`1 f (RI o-10) �'A� ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 '/,��,rE �C� �.`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�r,SS�OfYAL F'�.``� T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G r'sa,tnttl CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" WESTFIELD 1Np 46074 ' ^is for lateral support of truss members only ur reduce buckling length. Provisions must be BC Live 0.0 psf� P S made to anchor lateral bracing at .ad specified location determined by the building designer. Des' 'riteria•TrAdditional bracing of the uveral a may b e required. (See HIB-9I of TPI). Fur specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, conk •designer. (Truss Plate Institute,TPI,is located at COL TPI l 583 D'Onofrlo Drive,Madison,Win: 3719). TOTAL 40.0 psf V:01.0 -'y2(� .. + Urri vn• Mmrir tool rit • 1//n /'.1 TI/ /'17FI'_I r1A'1IIIN ..__ _. _ .. CENTEX I 2902 MODEL 1213 WO: TI: GGR QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x4' SP 2400E-2.0E Top Chord MUST be continuously laterally ==Joint Locations=====__________ 1- 2 -10889 0.38 0.21 0.59 BOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 7) 30- 0- 0 13) 10- 2- 9 2- 3 -10883 0.30 0.11 0.41 WEBS: 2x4 SPF #1/#2 (N) PERPENDICULAR to the plane of the truss. 2) 5- 5- 2 8) 30- 0- 0 14) 8- 0- 0 3- 4 -8816 0.14 0.13 0.26 2x4' SPF #3 (N) 1,3,7,9 OP Suggest SIMPSON 'TBE' connection at 3) 10- 2- 9 9) 24- 6-14 15) 5- 5- 2 4- 5 -8815 0.14 0.13 0.26 []: Plate OFFSET from joint center. Refer bearing location for proper reaction 4) 15- 0- 0 10) 22- 0- 0 16) 0- 0- 0 5- 6 -10883 0.30 0.11 0.41 to Joint Detail Report. transfer from truss to bearing. 5) 19- 9- 7 11) 19- 9- 7 6- 7 -10889 0.38 0.21 0.59 This 2-PLY truss designed to carry All COMPRESSION Chords are assumed to be 6) 24- 6-14 12) 15- 0- 0 23' 0" span framed to BC one face continuously braced unless noted otherwise. BC FORCE AXL BND CSI 2' 0" span split-framed to opposite face 2-PLY TRUSSI fasten w/10d nails in TOTAL DESIGN LOADS 16-15 9000 0.25 0.28 0.53 staggered pattern per nailing schedule: Uniform PLF From PLF To 15-14 7337 0.20 0.17 0.38 Building Designer shall provide adequate TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -60 0- 0- 0 -60 30- 0- 0 14-13 7337 0.20 0.20 0.41 bearing area and anchorage. Distribute loads equally to each ply. BC Vert L+D -434 0- 0- 0 -434 30- 0- 0 13-12 5541 0.15 0.27 0.42 BEARING AREA REQUIRED ----MAX. REACTIONS PER BEARING LOCATION 12-11 5541 0.15 0.27 0.42 ID Brg Size ** Min Size -or- Min Area X-Loc Vert Horiz Uplift Y-Loc Type 11-10 7337 0.20 0.20 0.41 1 0- 3- 8 • 0- 4- 6 13.12 si 0- 1-12 7412 0 0 BOT PIN 10- 9 7337 0.20 0.17 0.38 2 0- 3- 8 0- 4- 6 13.12 si 29-10- 4 7412 0 0 BOT H-ROLL 9- 8 9000 0.25 0.28 0.53 ** size specified by customer MAX LIVE LOAD DEFLECTION: WEB FORCE WEB FORCE L/999 2-15 -291 4-11 4005 L=-0.15" D=-0.15" T=-0.31" 3-15 2949 5-11 -1564 MAX HORIZONTAL DEFLECTION: 2-PLYS REQUIRED 3-13 -1564 5- 9 2949 T= 0.14" 1 t • 4-13 4005 6- 9 -291 4-12 2137 15-0-0 15-0-0 1 2 3 ' RMB = 1.00 5 6 7 8 0000 -8 00 • [7X10] - .. NIN[6X8] 6X8] -1 l' 10-4-9 3X6 3X6 10-4-9 a'ev aI • 0-4-9 0 4-9 • i FIE': Im< 111 ;II II 11111 ,- tWllomm--_10•NiLILi-ll-IWIImemi-_-ssmi1jiJ1 [HY20-5X10.4] [8X10] [8X10] [3X10] [8X101 [8X10] [HY20-5X10.4] f �-I Y20-5X10.4 HY20-5X10.4 ,,`,,t tort,,,,', , 4 ,�oNNo E. '�R�' 4011. tSr �No. ccs ; L • ���16442 416 15 14 13 3 12 0 A 10 9 8'I STATE OF 7413a 4.38" 7413# 4.38" -0-0 lNDIANA = 30 �, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 • scale = 0.1875 :CAI ��,;- 4,r U• i c WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,',�'rS10NAL F,��``` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GGR r,,at�ttttt CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 I COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 ' PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0" W ESTFI ELD IND 46074 shown is for lateral support of true --mbers only to reduce buckling length. Provisions must be BC Live 0.0 psf P g . made to anchor lateral bracing a "d specified locations determined by the building designer. De: criteria:TPI Additional bracing(lithe ovcral or may he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cunu,. designer. (Truss Plate Institute,TPI,is located at Cock_ :TPI 1-1995 583 D'Owdrio Drive,Madison,Wise 3719), TOTAL 40.0 psf V:Q1.0. J-330234-91 I CENTEX 1 2902 MODEL 1213 WO: TI: G1GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 16) 21- 8- 0 31) 16- 4- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 3- 0- 0 17) 23- 0- 0 32) 15- 0- 0 2x3 SPF #1/#2 (N) 6,14 nailed to face(s) of web with 10d nails 3) 4- 4- 0 18) 24- 4- 0 33) 14- 0- 0 WEB FORCE AXL BND CSI 2x4 SPF #3 (N) 7,8,12,13 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 8- 0 19) 25- 8- 0 34) 13- 8- 0 42- 2 0 0.00 0.08 0.08 2x4 SPF #1/#2 (N) 9,10,11 BRACING to extend for 80% of web length. 5) 7- 0- 0 20) 27- 0- 0 35) 12- 4- 0 41- 3 0 0.00 0.17 0.17 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding 14' 6) 8- 4- 0 21) 30- 0- 0 36) 11- 0- 0 40- 4 0 0.00 0.29 0.29 of web with 12d nails at 8" o.c. TRANSVERSE "*" denotes ONE edge or ONE face 7) 9- 8- 0 22) 30- 0- 0 37) 9- 8- 0 39- 5 0 0.00 0.45 0.45 BRACING to extend for center 80% of length. "**" denotes BOTH edges or BOTH faces 8) 11- 0- 0 23) 27- 0- 0 38) 8- 4- 0 38- 6 0 0.00 0.68 0.68 [) : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 9) 12- 4- 0 24) 25- 8- 0 39) 7- 0- 0 37- 7 0 0.00 0.49 0.49 to Joint Detail Report. MULTIPLE LOADS -- This design is the 10) 13- 8- 0 25) 24- 4- 0 40) 5- 8- 0 36- 8 0 0.00 0.80 0.80 All COMPRESSION Chords are assumed to be composite result of multiple loads. 11) 15- 0- 0 26) 23- 0- 0 41) 4- 4- 0 35- 9 0 0.00 1.00 1.00 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 12) 16- 4- 0 27) 21- 8- 0 42) 3- 0- 0 34-10 0 0.00 0.70 0.70 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. 13) 17- 8- 0 28) 20- 4- 0 43) 0- 0- 0 32-11 0 0.00 0.86 0.86 internal pressure coef. I, interior zone. 14) 19- 0- 0 29) 19- 0- 0 31-12 0 0.00 0.70 0.70 15) 20- 4- 0 30) 17- 8- 0 30-13 0 0.00 1.00 1.00 ----MAX. REACTIONS PER BEARING LOCATION 29-14 0 0.00 0.80 0.80 X-Loc Vert Horiz Uplift Y-Loc Type 28-15 0 0.00 0.49 0.49 - 0- 1-12 0 0 0 BOT PIN 16-27 0 0.00 0.68 0.68 29-10- 4 0 0 0 BOT H-ROLL 26-17 0 0.00 0.45 0.45 25-18 0 0.00 0.29 0.29 24-19 0 0.00 0.17 0.17 y1 t t 15-0-0 I I 1 15-0-0 I I 23-20 0 0.00 0.08 0.08 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21' WEB FORCE WEB FORCE I 8.00 -8.00 RMB = 1.15 [6X6] -111 2X4 eQz 2X4 • 2X4 2X4 2 2X4 2X4X4 s 2X4 72121 1it 2X4 '�10113 24 10-4-9 i 2X4 r 2x4 ( Y 2X4 2X4 t 4 0-4-9 'I i 1111111666, c 0 4 9 • . - 4X5 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 4X5 • i ( l j111111I11t/,, N'' ,.k�i�p E. q o `'c ``�" Sk GNo•f.� cs , 30-0-0 I 1 I I I f I I I 133312 I I I I I I I I I 1 ' 18442 • 43 42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 23 22' ▪ STATE OF *� 0# 3.50" 0# 3.so't 0-10-8 30-0-0 , • INDIANA = (R1-0-10) ' �2 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 1-4-0 o.c. scale = 0.1875 k. ''.A-O,r ,���� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'rFSSi0NAL _,,,`�� I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G1GE ��r r I t t t jj1 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 / - `' , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown tan this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 , PO BOX 4)8 which is a part of the building design and which must he considered by the building designer. Bracing is BC Live 0.0 psf 0.C• Spacing: 24.0" WESTFIELD IND 46074 shown for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lalrral bracing at •nd specified locations determined by the building designer. BC Dead 10.0 psf Des 7rlterla: TPI Additional bracing of the overall c may he required. (See HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, cont. .t designer. (Truss Plate Institute,TN,is bleated at _OU TPI 1-1995 581 D'Onofrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:01.0 j-33Q235-92 I/In u.,,,,- r.,ri'r. ,n,,u,. CENTEX 2902 MODEL 1213 WO: TI: GI QTY:7 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (1: Plate OFFSET from joint center. Refer ==== =-- =====Joint Locations=nt===__=__=__= 1- 2 -1727 0.04 0.72 0.76 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1533 0.04 0.73 0.77 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1501 0.07 0.44 0.51 2x4 . SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 30- 0- 0 11) 10- 1- 9 4- 5 -1501 0.07 0.44 0.51 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 5- 6 -1533 0.04 0.73 0.77 L/999 - 6- 7 -1727 0.04 0.72 0.76 L=-0.09" D=-0.09" T=-0.17" REACTIONS PER BEARING X-Loc qC Vert Horiz UpliftLOCATION Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 1252 0 0 DOT PIN BC FORCE AXL BND CSI T. 0.08" 29-10- 4 1199 0 0 BOT H-ROLL 12-11 1350 0.33 0.40 0.73 11-10 886 0.22 0.40 0.61 10- 9 886 0.22 0.40 0.61 9- 8 1350 0.33 0.40 0.73 WEB FORCE WEB FORCE 2-11 -402 4- 9 632 4-11 632 6- 9 -402 RMB = 1.15 . • 15-0-0 15-0-0 • '1 2 3 1 5 6 T 8 00 -8 00 [6X6] tar„ a • Ilr, 3X6 3X6 2X4.: <,2X4 10-11-3441141e 10-4-9 7 Ahhhhhh.._ • 0-4-9 0-4-9 • /4X5 5X6 3X6 5X6 4X5 .,`pN`o t E „IT.,', r9 n • "�N 9- GNo. •Fad'',% 'l12 i 130-00 t 16442 1252# 3.50" i1 10 9 1200# 3.50" STATE OF 0-10-8 30-0-0 °] ' lND1ANA (x1010)� f' .o ���. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ''."Or, v��,` •WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �.'I/,7401VAl. ��.�`` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G1 "I" ' CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing " shown Is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral hracing a, 'nd specified Ioaatlons determined by the building designer. Dey criteria:TPI Additional bracing of the overal ,e may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cons. - +,designer. (Truss Plate Institute,TPI,is located at COc. TPI 1-1995 583 D'Onufriu Drive,Madison,Wit 3119). TOTAL 40.0 psf V:01.0. J-330236-93 CENTEX 2902 MODEL 1213 WO: TI: G1GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP #2 Top Chord MUST be continuously laterally =___=__=_=====Joint Locations=====__________ 1- 2 -6976 0.26 0.23 0.48 BOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 7) 30- 0- 0 13) 10- 2- 9 2- 3 -6967 0.18 0.12 0.30 WEBS: 2x4 SPF #1/#2 (N) PERPENDICULAR to the plane of the truss. 2) 5- 5- 2 8) 30- 0- 0 14) 8- 0- 0 3- 4 -5664 0.08 0.16 0.24 2x4 SPF #3 (N) 1,3,7,9 [): Plate OFFSET from joint center. Refer 3) 10- 2- 9 9) 24- 6-14 15) 5- 5- 2 4- 5 -5664 0.08 0.16 0.24 All COMPRESSION Chords are assumed to be to Joint Detail Report. 4) 15- 0- 0 10) 22- 0- 0 16) 0- 0- 0 5- 6 -6967 0.18 0.12 0.30 continuously braced unless noted otherwise. This 2-PLY truss designed to carry 5) 19- 9- 7 11) 19- 9- 7 6- 7 -6976 0.26 0.23 0.48 2-PLY TRUSSI fasten w/l0d nails in 14' 1" span framed to BC one face 6) 24- 6-14 12) 15- 0- 0 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face BC FORCE AXL BND CSI TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TOTAL DESIGN LOADS 16-15 5742 0.16 0.18 0.34 Distribute loads equally to each ply. Uniform PLF From PLF To 15-14 4691 0.13 0.11 0.24 MAX LIVE LOAD DEFLECTION: TC Vert L+D -60 0- 0- 0 -60 30- 0- 0 14-13 4691 0.13 0.12 0.25 L/999 BC Vert L+D -255 0- 0- 0 -255 30- 0- 0 13-12 3541 0.10 0.16 0.26 L=-0.11" D=-0.11" T=-0.22" ---MAX, REACTIONS PER BEARING LOCATION 12-11 3541 0.10 0.16 0.26 MAX HORIZONTAL DEFLECTION: X-Loc Vert Horiz Uplift Type 11-10 4691 0.13 0.12 0.25 T= 0.10" 0- 1-12 4737 0 iftBOT PIN 10- 9 4691 0.13 0.11 0.24 29-10- 4 4737 0 0 BOT H-ROLL 9- 8 5742 0.16 0.18 0.34 WEB FORCE WEB FORCE 2-15 -285 4-11 2557 3-15 1858 5-11 -1094 3-13 -1094 5- 9 1858 I 'r 2-PLYS REQUIRED 4-13 2557 6- 9 -285 4-12 1269 15-0-0 15-0-0 ' l RMB = 1.00 1 2 3 5 6 7 8 00 -8 00 • [7X10] I\ P" o IA 6X8] 10-4-9 . 3X6 10-4-9 3X6 l it1 0-4-9 u; 4 0 -9 .A41111111111111 co III :IA M .\ a �- (Ill11�-=�H111 ill-1CLI♦--�L'llll ) [HY20-5X10.4] [8X10] [8X10] [8X10] ] Y20-5X10,48X10] 3X10 HY20-SX10.4 [HY20-SX10.4 el ' ' Co GN 4. cc'C�,% I r I 30-0-0I t I 9 n 16442 16 15 14 13 12 11 10 g� STATE pF 4738# 3.50" 4738# 3.50" INp1ANq �' 30-0-0 e� �.` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ''�A��FFS _ �����; WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: I/, S10 N AL .t T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g Dw : CENTEX Truss ID: G1GR rtlll CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 �+-+ TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown❑n this drawing Is not emotion bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 ' PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" WESTFIELD IND 46074 shown is fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at A sp:dried locations determined by the building designer. BC Dead 10.0 psf Des' .rlterla: TPI Additional bracing of the overall, •may he required. (See HIB-91 of TPI). For specific p Codes TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, coma.. - designer. (Truss Plate Institute,TPI,is located at 583 D'Onurnn Drive,Madison.Wisc, 3719). TOTAL 40.0 psf V:01,01.4-330237-94 CENTEX 2902 MODEL 1213 WO: TI: G2 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [): Plate OFFSET from joint center. Refer ==============Joint Location&==========to==== 1- 2 -1727 0.04 0.72 0.76 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1533 0.04 0.73 0.77 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1501 0.07 0.44 0.51 2x4 SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 30- 0- 0 11) 10- 1- 9 4- 5 -1501 0.07 0.44 0.51 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 5- 6 -1533 0.04 0.73 0.77 L/999 ----MAX. REACTIONS PER BEARING LOCATION 6- 7 -1727 0.04 0.72 0.76 L=-0.09" D=-0.09" T=-0.17" X-Loc Vert Horiz uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 1199 0 0 BOT PIN BC FORCE AXL BND CSI T= 0.08" 29-10- 4 1199 0 0 BOT H-ROLL 12-11 1350 0.33 0.40 0.73 11-10 886 0.22 0.40 0.61 10- 9 886 0.22 0.40 0.61 9- 8 1350 0.33 0.40 0.73 WEB FORCE WEB FORCE 2-11 -402 4- 9 632 4-11 632 6- 9 -402 • RMB = 1.15 , 15-0-0 15-0-0 1 2 3 / 5 I 7 8 0• 0 -8 00 [6X6] 3X6 3X6 2X4,4 :,2X4 10-0-9 10-4-9 • /Allikiilkhhh, 0-4-9 0-4-9 _I___ Alli 4X5 - 5X6 3X6 5X6 4X5 ,```,,`,,nni,r,,,r, n A ��pt� E. qR ,r `„�' fL GISTf, CFr-� t t 30-0-0 t '1.0 No. Fi 12 11 10 9 8 16442 1200# 3.50" 1200# 3.50" STATE OF = 30-0-0 a -fi` 1Np1ANq �ck..; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 -,,P ��.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: rr,rO•,�,`SSIONAl- �-�0•`` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G2 ,',,fllf tt% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shmvn on this drawing is not erection bracing.wind bracing.portal bracing nr similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0" W ESTF I ELD IND 46074 shown is for lateral support of tests•members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g made to anchor lateral bracing r ,nd specified locations determined by the building designer. BC Dead 10.0 psf De' Criteria:TPI "v Additional bracing of the"very .re may he required. (See HIB-91 of TPI). Fur specific Cot. ' TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements. con.. `designer. (Truss Plate Institute.TPI.is located at 583 D'Onofrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:01,0..,J-33023$-95 CENTEX 2902 MODEL 1213 WO: TI: G3 QTY:8 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) I1: Plate OFFSET from joint center. Refer =====s========Joint Locations==============a 1- 2 -1708 0.04 0.71 0.75 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1514 0.04 0.72 0.76 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1481 0.03 0.48 0.51 2x4 SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 29- 8- 8 11) 10- 1- 9 4- 5 -1443 0.07 0.50 0.58 WEDGES: '2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 15- 0- 0 8) 29- 8- 8 12) 0- 0- 0 5- 6 -1475 0.04 0.60 0.64 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION 6- 7 -1658 0.03 0.61 0.64 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L=-0.11" D=-0.11" T=-0.22" 0- 1-12 1240 0 0 BOT PIN BC FORCE AXL END CSI MAX HORIZONTAL DEFLECTION: 29- 6-12 1188 0 0 BOT H-ROLL 12-11 1333 0.33 0.42 0.75 T= 0.08" 11-10 869 0.21 0.42 0.64 10- 9 869 0.21 0.30 0.51 9- 8 1290 0.32 0.35 0.67 • WEB FORCE WEB FORCE 2-11 -400 4- 9 571 4-11 637 6- 9 -369 RMB - 1.15 ,I, 15-0-0 14-8-8 k 1 2 3 5 6 7' 8 00 -8 0000 • [6X6] e ,',i, I /3X6 3X6 2X _, 2X4 10-11-3 10 4-9 1 • /4AbA 0 4-9 0-6-15 .sbith j /4X5 5X6 3X6 5X6 [6X6] `,\1 �n n n i i,,,� \OE. A n n `,":e. c s Te RcF`';, /, t 29-8-8 t ," Q No, F 12 11 10 9 8 16442 1241# 3.50" 1188# 3.50" ( ioF _ 0-10-8 _* '� f. 29-8-8 of IND]ANA - crzl o lo) ��`C EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ' '% ,,`" WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: %�.re. F��;�`� Dwg: CENTEX Truss ID: G3 i,,,S/O N Al- o` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsgnr: JRH Chk: Date: ID:11- G3 � 1-00 CONTRACTOR. ....-. TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing 0.C. Spacing: 24.0" BC Live 0.0 psfP g= WESTFIELD IND 46074 made o for or let ralsupportbracing of troya' ^Cmd specified only to redeye buckling length.db Provisions must ne made to anchor lateral bracing a' gal spcdIiied locations determined by the building designer. Des "-riteria:TPI Additional bracing of the ovcral - --ay he required. (See HIS-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cunt.. designer. (Truss Plate Institute,TPI,Is located at Coe, :TPI 1-1995 583 D'Onofrio Dries,Madison,Wieo, 3n9). TOTAL. 40.0 psf V:01.01.v0-330239-96 CENTEX 2902 MODEL 1213 WO: TI: G3HGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) []: Plate OFFSET from joint center. Refer - ===Joint Location 1- 2 -4982 0.15 0.24 0.38 2x4 SP #2 1 to Joint Detail Report. 1)= 0- _ _ _ 0- 0 6) 29- 8- 8 11) 12- 6- 0 2- 3 -3678 0.04 0.22 0.25 BOT CHORDS:, 2x6 . SP MEL-23 All COMPRESSION Chords are assumed to be 2) 6- 5-14 7) 29- 8- 8 12) 6- 5-14 3- 4 -2968 0.03 0.15 0.18 WEBS: 2x4 . SPF #3 (N) continuously braced unless noted otherwise. 3) 12- 6- 0 8) 23- 6- 2 13) 0- 0- 0 4- 5 -3656 0.10 0.22 0.32 ' 2x4 SPF STUD (N) 1,7 This 2-PLY truss designed to carry 4) 17- 6- 0 9) 17- 6- 0 5- 6 -4744 0.09 0.32 0.41 WEDGES: 2x4 SPF #1/#2 (N) 9' 9" span framed to BC one face 5) 23- 6- 2 10) 14- 0- 0 2-PLY TRUSS! .fasten w/10d nails in 2' 0" span split-framed to opposite face BC FORCE AXL BND CSI staggered pattern per nailing schedule: TOTAL DESIGN LOADS 13-12 4073 0.11 0.15 0.26 TC- 2 per ft.. BC- 2 per ft. WEBS- 2 per ft Uniform PLF From PLF To 12-11 4056 0.11 0.15 0.26 Distribute loads equally to each ply. TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 11-10 2962 0.08 0.10 0.18 MAX LIVE LOAD DEFLECTION: TC Vert L+D -60 0- 0- 0 -60 29- 8- 8 10- 9 2962 0.08 0.14 0.23 L/999 ' BC Vert L+D -170 0- 0- 0 -170 29- 8- 8 9- 8 3846 0.11 0.14 0.25 L=-0.08" D=-0.08" T=-0.15" ----MAX. REACTIONS PER BEARING LOCATION 8- 7 3860 0.11 0.11 0.22 MAX HORIZONTAL DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type T= 0.07" 0- 1-12 3472 0 0 BOT PIN WEB FORCE WEB FORCE 29- 6-12 3419 0 0 HOT H-ROLL 2-12 1132 4- 9 1633 2-11 -1339 5- 9 -1087 3-11 1659 5- 8 919 3- 9 12 RMB = 1.00 I 't 2-PLYS REQUIRED • I' 12-6-ZO it 5-0-0 12528 J, 8 00 -0 61 �1 • [6X10] [6X6] 4 n 5X6 5X6 9-3-3 8-8-9 • 0-4-9 0-6-15 v ' 4X8 3X6 [6X8] 5X8 [6X12] 3X6 [6X618 a,,,nuua,, J� G Sty CCU'% �' t t 29-8-8 r r �' No, ct 13 12 11 10 9 8 T 16442 347211 3.50" 342011 3.50" = id * STATE O-- - 0-10-8 J Lo 29-8-8 INDIANA = (R1-0-10) f ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 =,',f v�• WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: D � � '''i.,, 0NAL �.�`‘� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss II): G3HGR �,,rttt,,,, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,porui bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 • PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.Ott shown is for lateral support Mom Members only to reduce buckling length. Provisions must be BC Live 0.0 psf W ESTFI ELD IN D 46074 made to anchor lateral bracing 's and specified locations determined by the building designer. BC Dead 10.0 f De-• Criteria: TPI Additional bracing of the over to-•may be required. (See H IB-91 of TPI). For specific 1?s LA TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements,et, designer. (Truss Plate Institute,TPI,is located at 583 D'Onurrio Drive,Madison,wise,. 3719). TOTAL, 40.0 psf .V:01.01,vi-330240-97 CENTEX _ 2902 MODEL . 1213 WO: TI: GG QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 0: Plate OFFSET from joint center. Refer ===== -Joint Locations=====___=_===__ 1- 2 -1816 0.04 0.38 0.42 BOT CHORDS:. 2x4 • SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 6) 19- 9-14 11) 23- 2- 7 2- 3 -1871 0.06 0.38 0.43 2x4 SP #2 3 All COMPRESSION Chords are assumed to be 2) 5- 8- 8 7) 21- 5-15 12) 17- 8- 8 3- 4 -1776 0.09 0.33 0.42 WEBS: 2x4 SPF STUD (N) continuously braced unless noted otherwise. 3) 8- 6- 1 8) 24- 7-11 13) 11- 7-10 4- 5 -1847 0.06 0.31 0.37 2x4 ' SPF #3 (N) 4 4) 11- 7-10 9) 30- 0- 0 14) 5- 8- 8 5- 6 -2499 0.10 0.26 0.36 MAX LIVE LOAD DEFLECTION: 5) 15- 0- 0 10) 30- 0- 0 15) 0- 0- 0 6- 7 -2945 0.23 0.27 0.50 L/999 ----MAX. REACTIONS PER BEARING LOCATION 7- 8 -3050 0.24 0.35 0.59 L=-0.21" D=-0.21" T=-0.42" X-Loc Vert Horiz Uplift Y-Loc Type 8- 9 -3256 0.18 0.56 0.74 MAX HORIZONTAL DEFLECTION: 0- 1-12 1252 0 0 BOT PIN T= 0.29" 29-10- 4 1252 0 0 BOT H-ROLL BC FORCE AXL BND CSI 15-14 1441 0.35 0.14 0.50 14-13 1536 0.38 0.18 0.56 13-12 1335 0.32 0.18 0.50 12-11 2387 0.48 0.19 0.66 11-10 2773 0.55 0.38 0.93 WEB FORCE WEB FORCE 2-14 -382 5-12 1781 2-13 35 6-12 -391 4-13 -314 6-11 399 5-13 555 8-11 -203 15-0-0 15-0-0 RMB 1.15 11 2 3 4 6 7 S 9' • s 00 -8 00 [6X6] . 2X4 • 5X6 3X6 /NX6 • 10 11-3 qgg 10-4-9 2X4 7 / [6X8] i 0-4-9 5X10 4X6 0-0-9 /4X5 [6X8] 4-0-0 [4X6] 1, _ 9-4-0 , 01 • - 4.00 .I ' 1 -0.00 ,,8,rss,,r, 0-3-8 E �:_ G S T C��% 1/ 5-8-8 12-0-0 12-0-0 No. E' 15 14 13 1'2 11 101 • 1 6442 1252# 3.50" 1252# 3.50" STgTE OF -1 o-lo-s 30-0-0 v 0-10-8 =�` \i:LIDIANACOSMETI(d�L (8) 2X4 � � i-o1o) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 'e''r V\�.�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��' ESS/ ��`�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GG �i,,,,rON II �� Dsgnr: JRH Chk: Date: 11-21-00 _ �- CONTRACTOR. /'" "' TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr:- 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing 0.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psfp g W ESTFI ELD IND 46074 made to anchor lateral bracinpl,"• -4Is and specified locatitms determined by the building designer. BC Dead 10.0 psf Dee•"*i Criteria:TPI Additional bracing of the over •tutr may be required. (See HIB•91 of TN). For specific C TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements,c. designer. (Truss Plate Institute,TPI,is located at 583 D'OnofrioDrive,Madison.-.en 17I9). TOTAL 40.0 psf V•ua.Ol -330241-98 CENTEX I 2902 MODEL 1213 WO: TI: GG2 QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (1: Plate OFFSET from joint center. Refer ....,.....Joint Locations 1- 2 -1816 0.04 0.38 0.42 HOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 6) 19- 9-14 11) 23- 2- 7 2- 3 -1871 0.06 0.38 0.43 2x4 SP #2 3 All COMPRESSION Chords are assumed to be 2) 5- 8- 8 7) 21- 5-15 12) 17- 8- 8 3- 4 -1776 0.09 0.33 0.42 WEBS: 2x4 SPF STUD (N) continuously braced unless noted otherwise. 3) 8- 6- 1 8) 24- 7-11 13) 11- 7-10 4- 5 -1848 0.06 0.31 0.37 ' 2x4 SPF #3 (N) 4 4) 11- 7-10 9) 30- 0- 0 14) 5- 8- 8 5- 6 -2499 0.10 0.26 0.36 MAX LIVE LOAD DEFLECTION: 5) 15- 0- 0 10) 30- 0- 0 15) 0- 0- 0 6- 7 -2946 0.23 0.27 0.50 L/999 ----MAX. REACTIONS PER BEARING LOCATION 7- 8 -3051 0.24 0.35 0.59 L=-0.21" D=-0.21" T=-0.42" X-Loc Vert Horiz Uplift Y-Loc Type 8- 9 -3256 0.18 0.56 0.74 MAX HORIZONTAL DEFLECTION: 0- 1-12 1200 0 0 HOT PIN T. 0,29" 29-10- 4 1199 0 0 BOT H-ROLL BC FORCE AXL BND CSI 15-14 1441 0.35 0.14 0.50 14-13 1537 0.38 0.18 0.56 13-12 1336 0.32 0.18 0.50 12-11 2388 0.48 0.19 0.66 11-10 2774 0.55 0.38 0.93 • WEB FORCE WEB FORCE 2-14 -382 5-12 1782 2-13 35 6-12 -391 4-13 -314 6-11 399 • ' 5-13 555 8-11 -203 RMB = 1.15 15-0-0 15-0-0 11 2 3 I 4 6 7 8 8 00 -8.00 [6X6] .--f 2X4 5X6 3X6 1 \ , ZX6 • 10-4-9 4X8 10-4-9 2X4 [6X8• i • 0-4-9 5X10 I 4X6 0-4-9 AAIIIIIpl"ltpw 4X5 [6X8] 4-0-0 [4X6] 1.- 9-4-0 4.00 1 1 -4.00 0-3-8 `•,O �Q E. Ai?,,,,r I� `` s rF, ce"; ,I, 5-8-8 �, 12-0-0 12'0-0 . Q No, F� � 15 14 13 1'2 11 1Ul 16442 1200# 3.50" 1200# 3.50" STATE OF I. 30 0 091 ►(�p�ANA _ COSMETIC PLATES (8)le EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 '�A� �:' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '��'O�FS F.��`� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GG2 ',,,,S,ONAL N�` T: 'M c Dsgnr: JRH Chk: Date: 11-21-00 "'!""` CONTRACTOR. g -7,..�-, , TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 • COMPANY INC. BRACING WARNING: • DurFac-Pit: 1.15 Bracing xh"wn on this drawing Is not erection bracing,wind bracing,portal bracing oK similar bracing TC Dead 10.0 psf PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing BC Live 0.0 psf 0.C• Spacing: 24.0" shown is for lateral support or truss members only to reduce buckling length. Provisions must be W ESTFI ELD I N D 46074 made to anchor lateral bracing 's and specified locations determined by the building designer. De'.--1 Criteria:TPI Additional bracing oldie ave: tyre may he required. (See HIB-9l of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, co o designer. (Truss Plate Institute,TPI,is located at C ' TPI 1-1995 583 D'Onufriu Drive,Madison.Wise. 3319). TOTAL 40.0 psf V:0j,O..,i-330242-99 CENTEX 2902 MODEL 1213 WO: TI: GEJ QTY:8 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) v. 1X4 continuous lateral bracing attached with =_ =_ ==Joint Locations= 1- 2 -322 0.00 0.41 0.41 BOT CHORDS: 2x4 SPF #1/#2 (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 3) 9- 9-10 5) 0- 0- 0 2- 3 -113 0.00 0.41 0.41 WEBS: 2x3 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 5- 0-11 4) 9- 9-10 2x4 SPF #3 (N) 2 segments OR 2x4 "T" brace may be nailed flat ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) to edge of web with 12d nails spaced 8" o.c. X-Loc Vert Horiz Uplift Y-Loc Type 5- 4 205 0.05 0.40 0.45 (]: Plate OFFSET from joint center. Refer Brace must extend at least 90% of web length 0- 1-12 444 0 0 BOT PIN to Joint Detail Report. 2x6 Brace required on any web exceeding 14'. 9- 8-14 392 0 0 BOT H-ROLL WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be End vertical(s) not designed for exposure 2- 4 -285 3- 4 -107 L/999 continuously braced unless noted otherwise. to lateral wind pressure. Lm-0.01" D=-0.01" T=-0.02" RMB = 1.15 MAX HORIZONTAL DEFLECTION: T= 0.05" • • 9-9-10 • 'I 1 2 3 10 00 • 2X4 a 2X4 11 9-3-5• 8-8-9 0-6-9 4411111 R, s ' 4X6 [3X6] lllllll`�o�`o�E. r+AR , . A � G sr c F,I,,, 4' 9-9-10 No, c" 5 4 Q 16442 - 445# 3.50" 392# 1.50" STATE = 0-10-8 a 9-9-10 DI ^�` 1NDIAN F = (R1-1-11) I A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 k, . %4 ��; WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,,�FFSS/ ��C`��� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GEJ '��,,,,,OIVAL ,.• T M C CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 �,Q-_ �...�, TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 t)"`� _ BRACING WARNING: 1 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf - : PO BOX 4 18 which is a part of the building design and which must he considered by the building designer. Bracing DurFacPlt 1.15BC Live 0.0 psf O.C. Spacing: 24.0" W ESTFI ELD IND 46074 shown Is fur lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing 's and'specified locations determined by the building designer. BC Dead 10.0 psi' De' 'l Criteria:TPI Additional bracing of the ave. tare may he required. (See HIB-91 ttf TPI). Fur specific C ' TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, c5 n' designer. (Thus Plate Institute,TM,Is located at 383 D'Onofrio Drive,Madison,wise. '5719). TOTAL 40.0 psi' V;01.0s .,-330243-100 CENTEX J 2902 MODEL 1213 WO: TI: GMH1 QTY:4 TC FORCE AXE. END CSI TOP CHORDS: 2x4 SPF #3 (N) (): Plate OFFSET from joint center. Refer =_____=__==wwwJoint Locations======__=______ 1- 2 -372 0.00 0.24 0.24 2x4 SPF #1/#2 (N) 1 to Joint Detail Report. 1) 0- 0- 0 4) 9- 9-10 7) 0- 0- 0 2- 3 -201 0.00 0.24 0.24 BOT CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be 2) 4- 2- 2 5) 9- 9-10 3- 4 -87 0.00 0.10 0.10 WEBS: 2x3 ' SPF #1/#2 (N) continuously braced unless noted otherwise. 3) 8- 2- 7 6) 8- 2- 7 2x3 SPF #3 (N) 1 End vertical(a) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL END CSI WEDGES: 2x4 SPF #1/#2 (N) to lateral wind pressure. X-Loc Vert Horiz uplift Y-Loc Type 7- 6 245 0.06 0.21 0.27 MAX LIVE LOAD DEFLECTION: 0- 1-12 444 0 0 BOT PIN 6- 5 0 0.00 0.21 0.21 L/999 9- 8-14 392 0 0 BOT H-ROLL L=-0.01` D=-0.01" T=-0.01" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 6 -217 4- 6 404 T= 0.02" 3- 6 -88 4- 5 -434 RMB = 1.15 • • 8-2-7 1-7-3 Il 2 4 • 10 00 Drop = 0-1-13 5X6 . 4X5 2X4 7 11-5 c° 7-243 7-4-10 0-6-9 _1_ Allibh.. . , t /[3X61 4X8 2X4 • ===1nnuaff • 9-9-10 ='" S< S T . No. .� 7 6 5' 16442 a 445# 3.50" 392# 1.50" r. STATE OF 0-10-8 61 I, 9-9-10 .i -• INDIAN • (R1-111> A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 %;°�Pp ���;�' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: v Dwg: CENTEX Truss ID: GMHl �''F�,SS/ONAL F,.``� T M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING t t" CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 7,..`.. I TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 BRACING WARNING: COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing 24.0t1 shown is for lateral support of truss members only to reduce buckling length. Provisions must be W ESTFI ELD IND 46074 made to anchor lateral bracing Is and specified locations determined by the building designer. $C Dead 10.o psf De°•'u Criteria:TPI _ Additional bracing of the one :turn may he required. (See HIB.91 of TPI). For specific C •TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, c. .1, designer. (Truss Plate Institute,TPI,is located at 585 D'OnotrioDrive,Madison,wisc 3719). TOTAL 40.0 psf V•U1,0, J-330244-101- CENTEX 2902 MODEL • 1213 WO: TI: GMH2 QTY:4 -- TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (): Plate OFFSET from joint center. Refer ===_=== =-Joint Location======_=_====_= 1- 2 -346 0.00 0.42 0.42 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 9- 9-10 5) 6- 7- 4 2- 3 -180 0.00 0.30 0.30 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 6- 7- 4 4) 9- 9-10 6) 0- 0- 0 2x3 SPF #1/#2 (N) 2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 182 0.04 0.22 0.26 MAX LIVE LOAD DEFLECTION: to lateral wind pressure. 0- 1-12 444 0 0 BOT PIN 5- 4 0 0.00 0.21 0.21 L/999 • 9- 8-14 392 0 0 BOT H-ROLL L=-0.01" D=-0.01" T=-0.02" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 5 -179 3- 4 -388 T= 0.04" 3- 5 374 RMB = 1.15 • II 6-7-4 1 3-2-6 1 10 00 Drop = 0-1-3 5X4 t s Se�1 • 6-7-6 AV451h1360b0 C n A. b 7- E3X6] 5X4 2X4 RII,••.O��p E. ,q �.,� PI ��' it. G1 S TE- -(r`�' 9 9 10 t Q No. F 6 5 4 16442 445# 3.50" 3921 1.50" ( STATE OF 0-10-8 i �_ 9-9-10 el 7 ; i --) (Rli-11)EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 1...,.0 ��C.`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ° TMC ���'i�,FSS/0 N AL ������ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GMII2 �,��"""` CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 1 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX.418 which is a part of the building design and which must he considered by the building designer. Bracing tl BC Live 0.0 f O.C. Spacing: 24.0 W ESTF I ELD I N D 46074 mu,ie is for latent support of truss members only to reduce s determined e le m length. a bull ons must he ps made to anchor lateral bracing to -.Is and specified locations determined by the building designer. BC Dead 10.0 psi De.'-n Criteria:TPI Additional bracing of the over turn may he required. (See HIB-91 of TPI). For specific Ct ,TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, c. f • designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive.Madison.....e, 1719). TOTAL 40.0 psf V:0 s.01, .J-330245-102 CENTEX _ 2902 MODEL 1213 WO: TI: GMH3 QTY:4 TC FORCE AXL BND CSI TOP CHORDS: 2x4. SPF #1/#2 (N) (]: Plate OFFSET from joint center. Refer ==a=====_-----Joint Locations==========_____ 1- 2 -395 0.00 0.18 0.19 SOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 9- 9-10 5) 5- 0- 0 2- 3 -243 0.00 0.29 0.29 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 5- 0- 0 4) 9- 9-10 6) 0- 0- 0 2x3 SPF #1/#2 (N) 2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION. BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 244 0.06 0.12 0.18 MAX LIVE LOAD DEFLECTION: to lateral wind pressure. 0- 1-12 444 0 0 BOT PIN 5- 4 0 0.00 0.12 0.12 L/999 9- 8-14 392 0 0 BOT H-ROLL L. 0.00" D. 0.00" T=-0.01" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 5 -105 3- 4 -353 T. 0.01" 3- 5 329 RMB = 1.15 • • 5-0-0 4-9-10 - • 1 3 • • 10 Drop SX_ o6-1-13 0 4X5 s 0= o • • 4-6-12 4-8-9 5-3-5 0-6-9 AP n 94X5 2X4 O� E. A4) _'� S 7t CF y 9-9-10 4, .Q No, ' 6 5 4 16442 445# 3.50" 392# 1.50" STATE QF - (0-10 sR1-1-11)_I 1 9-9-10 .i iN.-'IANq �: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPN 1-1995 scale = 0.3750 ','A'p ��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: TMC''''''FFSS/ONAL °�G%%`` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GMH3 lliiuntlt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 , TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection bracing,witsd bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support nr!'- members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" W ESTF II ELD IND 46074 made to anchor lateral bracin 's and specified locations determined by the building designer. BC Dead 10.0 psf D i Criteria:TPI Additional bracing or the nve may he required. (See HIB-91 of TPI). For specific p C. I : TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, et.. .,r designer. (Truss Plate Institute,TPI,is located at ` ' 583 D'Onofrio Drive,Madison,Wise. J3719). TOTAL 40.0 psf V:01.01.v0-330246-103 CENTEX I 2902 MODEL 1213 • WO: TI: GMH4 QTY:4 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (I: Plate OFFSET from joint center. Refer i = - ====Joint Locations=:===::=r========t= 1- 2 -467 0.00 0.26 0.26 BOT CHORDS:. 2x4 . SPF #1/#2 (N) to Joint Detail Report. 1)= 0- 0- 0 3) 9- 9-10 5) 3- 4-13 2- 3 -333 0.00 0.57 0.58 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 3- 4-13 4) 9- 9-10 6) 0- 0- 0 2x4 ; SPF STUD (N) 2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 333 0.08 0.12 0.20 MAX LIVE LOAD DEFLECTION: 0- 1-12 444 0 0 BOT PIN 5- 4 0 0.00 0.17 0.17 L/999 9- 8-14 392 0 0 BOT H-ROLL L.-0.01" D=-0.01" Tw-0.02" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: • 2- 5 -51 3- 4 -333 T. 0.01" 3- 5 367 RMB = 1.15 If 3-4-13 6-4-13 1 3 • . 1 00 0 5X6 Drop = 0-1-13 • • m=pippoppro.40005.1 llit 3-2-12 3-4-9 34,5 0-6-9 [3X6] 5X4 2X4 ,v' II IIIIII,.,,,y,, ,�,b��0 E. R ,, f I I I A •``• G sr No. .c"Ce'% � i 9 9 10 I6442 e 6 5 4 J 445# 3.50" 392# 1.50" STATE _ 0 10 8 °I 9-9-10 0l INDIANA, = (R1-1-11) ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 '%45 \��,�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ° T M C�.�`//-SIO N Al.AI .1��s` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss 1D: GMH4 f,11r11IlII Dsgnr: JRH Chk: Date: 11-21-00 CONTRACTOR. _ TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C.Spacing: 24.0" W ESTFI ELD IND 46074 made to anchor lateral braclnr .'s and specified l ocslions determined by the building designer. Dr •-3 Criteria:TPI Additional bracing of the one :ture may be required. (See HIB-91 of TPI). For specific BC Dead 10.0- psf WHERE QUALITY COUNTS wss bracing requirements, t. ._ designer. (Truss Plate Institute,TPI,Is la:ated at C 7 ' TPI 1-1995 583 D'Onofrio Drive,Madison,wise 3719). TOTAL 40.0 psf P V. 1 A..., -330247-I04 CENTEX 2902 MODEL 1213 WO: TI: GMH5GR QTY:4 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [): Plate OFFSET from joint center. Refer ====a=== Joint Locations --_-_---- 1- 2 -454 0.00 0.10 0.10 DOT CHORDS: 2x4: SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 4) 9- 9-10 7) 1- 9-10 2- 3 -542 0.00 0.09 0.10 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 1- 9-10 5) 9- 9-10 8) 0- 0- 0 3- 4 -542 0.01 0.11 0.11 2x4' SPF STUD (N) 2,4 continuously braced unless noted otherwise. 3) 5- 9- 2 6) 5- 9- 2 WEDGES: 2x4 SPF #1/#2 (N) This 1-PLY Hip Master designed to carry BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: 2' 1" jacks (mono truss framed to BC) TOTAL DESIGN LOADS 8- 7 311 0.08 0.09 0.17 L/999 . and Hip Jacks framed to BC Uniform PLF From PLF To 7- 6 311 0.08 0.17 0.25 L=-0.01" D=-0.01" T=-0.02" TC Vert L+D -60 -0-10- 8 -60 1- 9-10 6- 5 0 0.00 0.17 0.17 MAX HORIZONTAL DEFLECTION: TC Vert L+D -30 1- 9-10 -30 9- 9-10 T= 0.00" BC Vert L+D -20 0- 0- 0 -20 1- 9-10 WEB FORCE WEB FORCE BC Vert L+D -46 1- 9-10 -46 9- 9-10 2- 7 104 4- 6 595 • Concentrated LBS Location 2- 6 249 4- 5 -298 BC Vert L+D -17 1- 9-10 3- 6 -128 ----MAX. REACTIONS PER BEARING LOCATION RMB 1.00 • X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 447 0 0 BOT PIN 9- 8-14 379 0 0 DOT H-ROLL • e 1-9-10 k • 8--0 . 'I1 2 3 4 10 0000 [5X8] 2X4 [4X61 • r L - • 0_6-9 2-0-9 2-7-5 1, . [3X61 2X4 4X10 2X4 • • ```,,1\O E. 4 � ���� E. PI :To5,- t9-9-10f42 8 7 6 51448# 3.50" 37911 1,50" r. 0-10-sI1e9 9 10 Dj 7. .. .(R1-1-11) w 17#EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 U�<,`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 0''�FSS/OryAI F�``� :. C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GMHSGR ',f�a�ftrftt� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: Bracing slunvn on this drawing is not erection bracing,wiml bracing,Portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" shown Is fur lateral support of tn...members only to reduce buckling length. Provisions must be BC Live 0.0 psf . W ESTFI ELD IND 46074 made to anchor lateral braciny i and specified IucatIuns determined by the building designer. D' •Criteria:TPI Additional bracing of the over .w" may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf - WHERE QUALITY COUNTS trust bracing requirements, co. a -designer. (Truss Plate Institute,TPI,is located at CL TPI 1-1995 583 D'Onofrio Drive,Madison,Wiu:, 3719). TOTAL. 40.0 psf V:01.Q 1.4-330248-105 CENTEX 2902 MODEL 1213 WO: TI: HGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =________=====Joint Locations.... ___=_ SOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 11- 6- 17) 7- 6- BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 2- 0 10) 12-10- 18) 6- 2- 0 2x3 SPF #1/#2 (N) 5 nailed to face(s) of web with 10d nails 3) 3- 6- 0 11) 15- 0- 19) 4-10- 0 WEB FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 4-10- 0 12) 15- 0- 20) 3- 6- 0 21- 2 0 0.00 0.08 0.08 2X4 TRANSVERSE BRACING nailed flat to edge BRACING to extend for 80% of web length. 5) 6- 2- 0 13) 12-10- 21) 2- 2- 0 20- 3 0 0.00 0.19 0.19 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' 6) 7- 6- 0 14) 11- 6- 22) 0- 0- 0 19- 4 0 0.00 0.36 0.36 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face 7) 8-10- 0 15) 10- 2- 18- 5 0 0.00 0.57 0.57 Analysis based on Simplified Analog Model. "**" denotes BOTH edges or BOTH faces 8) 10- 2- 0 16) 8-10- 17- 6 0 0.00 0.49 0.49 MULTIPLE LOADS This design is the []: Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 16- 7 0 0.00 0.57 0.57 composite result of multiple loads. to Joint Detail Report. X-Loc Vert Horiz Upl ft Y-Loc Type 15- 8 0 0.00 0.36 0.36 All COMPRESSION Chords are assumed to be 0- 1-12 0 0 BOT PIN 14- 9 0 0.00 0.19 0.19 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 14-10- 4 0 0 BOT H-ROLL 13-10 0 0.00 0.08 0.08 MPH, I=0.90,: Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. WEB FORCE WEB FORCE RMB = 1.15 'I k 7-6-0 7-6-0 1 2 3 4 k 6 7 8 9 10 11 10 00 -10 0000 5X4 t 2X4 00 2X4 • 2X4 2X4 2X4 J 2X4 • 7-4-5 2X4 2X4 6-9-9 0-6-9A I, 0-6-9 • -L MI e II n g lira -4_ dB[4X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [4X6]] ,,�k,lnngNgs,y�' , - N\O E. qR • t 1 I ,�o cF', GNo. •"c" = .�' t I t t 15 0-0 I I I t �' Q 16o. • 22 21 20 19 18 17 16 15 14 13 12 0# 3.50" 0# 3.50" STATE OF - 0-10-8 I ii • 15-0-0 41 4Lo-lo-s >"` ItVp1ANq =7. • (R1-111) I (R1-1-11) 44k- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.2500 "%�'p $1. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: !,�11/,S/0 N Al. ',0 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HGE �,f/t l s l u, Dsgnr: JRH Chk: Date: 11-21-00 • CONTRACTOR. TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 BRACING WARNING: COMPANY INC. Bracing shown on this drawing Is all erection bracing,wind bracing.portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing BC Live 0.0 psf O.C.Spacing: 24.0" WESTFIELD IND 46074 shown Is for lateral support of in"members only to reduce buckling length. Provisions must be made to anchor lateral bracing and specified locations determined by the building designer. BC Dead 10.0 psf De Criteria:TPI Additional bracing of the overt or-may be required. (See H18-91 of TPI). For specific CO TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, co... ,e lesigner. (Truss Plate Institute.TPI,is located at 583 D'Onofrio Drive,Madison.Wilco. .719). TOTAL. 40.0 psf V•01.01.wtf-330249-106 CENTEX I 2902 MODEL 1213 WO: TI:HGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally =_______= Joint Locations--= :___ 1- 2 -4911 0.12 0.10 0.22 HOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 4) 11- 0-14 7) 9-10-10 2- 3 -4826 0.09 0.13 0.22 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 3-11- 2 5) 15- 0- 0 8) 5- 1- 6 3- 4 -4826 0.09 0.13 0.22 . 2x4 SPF #1/#2 (N) 2,3 []: Plate OFFSET from joint center. Refer 3) 7- 6- 0 6) 15- 0- 0 9) 0- 0- 0 4- 5 -4911 0.12 0.10 0.22 WEDGES: 2x4 SPF #1/#2 (N) to Joint Detail Report. A11 COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. TOTAL DESIGN LOADS BC FORCE AXL BND CSI continuously braced unless noted otherwise. This 2-PLY truss designed to carry Uniform PLF From PLF To 9- 8 3715 0.10 0.28 0.38 2-PLY TRUSSI fasten w/l0d nails in 30' 0" span framed to BC one face TC Vert L+D -60 0- 0- 0 -60 15- 0- 0 8- 7 2580 0.07 0.28 0.35 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face BC Vert L+D -574 0- 0-,0 -574 15- 0- 0 7- 6 3715 0.10 0.28 0.38 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft ----MAX. REACTIONS PER BEARING LOCATION Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: 0- 1-12 4756 0 0 HOT PIN 2- 8 -123 3- 7 3115 L/999 14-10- 4 4756 0 0 DOT H-ROLL 3- 8 3115 4- 7 -123 L=-0:05" D=-0.05" T=-0.09" RMB = 1.00 MAX HORIZONTAL DEFLECTION: T= 0.05" • 1 ', 2-PLYS REQUIRED , 7-6-0 2 1 7-6-0 1 4 5 1000 -1000 • [6X8] it " 4fA\ 4\ 3X5 6-9-9 6-9-9 0-6-9 0-6-9 • V ►\�� Illu h IIWIII "�� [8X8] - [8X10] [8X10] [8X8] ,``,`NO rams,',� ` o E. ,qRc,, n Pi Qr"� S T F`''2 • 15-0-0 J, E1 No. F, 9 8 7 GI 16442 ? 4756# 3.50" 4756# 3.50" STATE OF - E_ 15-0-0 .I r. 1Np1A NA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 ".,,p 4 '.�O,r �,���` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,''',;c`ss/ONAI. �,o``% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX • Truss ID:HGR �,,,r 1 a 1 r t, CONTRACTOR. Dsgnr: JRH Chi: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 i "' _ COMPANY INC. DurFac-Pit: 1.15 ' Bracing shown on this drawing is ram erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0q WESTFIELD IND 46074 made to anchor lateral bracing •and specified locations determined by the building designer. BC Dead 10.0 psf De Criteria:TPI Additional bracing of the over. urn may be required. (See HIB-91 of TPI). For specific Ca TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cm Ai. designer. (Truss Plate Institute,TPI,is located at 583D'Onttfriu Drive,Madison,Wisa .7t9). TOTAL 40.0 psf V•01 Oi .j-310250-107 CENTEX I 2902 MODEL 1213 WO: TI:HEJ QTY:8 _ TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be ==___=_=_=====Joint Locations 1- 2 -34 0.00 0.08 0.08 BOT CHORDS.: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 2- 6- 0 WEBS: 2x3 SPF #3 (N) 2) 2- 6- 0 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION. 4- 3 0 0.00 0.03 0.03 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L= 0.00" D= 0.00" T= 0.00" 0- 1-12 152 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: • 2- 5- 4 99 0 0 BOT H-ROLL 2- 3 -68 T= 0.00" RMB = 1.15 1 2 • 800 2X4 • 209 2-7-30-4-9• 0 • TI ,,4i 2X4 7 •'' � • s r . Q 1 No. F. 4/ '_ 153# 3.50" 100# 1.50" — STATE OF _ 0-10-8 INDIAN I• (R1-0-10)4' 2-6-0 a•1 A 4= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 ▪'�'..A'QO�, ���:: Eng. Job: WO: WARNING: READ ALL NOTES ON THIS SHEET. ,t',�FSS/OVAL fLN�`' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HEJ f�""""� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 ! COMPANY INC. Bracing shown on this drawing Is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of -members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C.Spacing: 24.0-t W ESTFI ELD IND 46074 made to anchor lateral bracir 4and specified locations determined by the building designer. BC Dead 10.0 psf D criteria:TPI Additlanal bracing of the metmay he required. (See H10-91 of TPI). For specificC. :TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cu,._-,I ;designer. (Truss Plate Institute,TPI,is located at 583 D'onorriu Drive.Madison.Wisc. 53719). TOTAL 40.0 psf V:01.01.00-330251-108 CENTEX I _2902 MODEL 1213 WO: TI: H1EJ QTY:8 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) I]: Plate OFFSET from joint center. Refer =Joint Locations.====__________ 1- 2 29 0.01 0.03 0.04 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 2- 2- 8 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 2- 2- 8 4) 0- 0- 0 BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.01 0.01 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 0- 1-12 88 0 0 BOT PIN WEB FORCE WEB FORCE L= 0.00" D- 0.00" T= 0.00" 2- 1-12 88 0 0 BOT H-ROLL 2- 3 -61 MAX HORIZONTAL DEFLECTION: Tm 0.00" RMB = 1.15 2-2-8 41 2 8 2X4 • u� • I4209 • V i W • . - [3X6] - 2X4 • • ,` ,fn h,f,,,, ,,` NOE• AR ' s`�O • Gsr Fe % 2-2-8 • :Q 9' No• F .- • 4 3 15442 88# 3.50" 88i9. 1.50" SrArE of E* = 228 ..1 INDIANA = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 %A'Pp C��.� Eng. Job: WO: WARNING:N G: READ ALL NOTES ON THIS SHEET. �•�it S ONAL -0%‘� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: H1EJ S/ .7.1,,"tf'iin CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 ,4a. TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 t COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX-418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of inns members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" W ESTFI ELD IND 46074 made to anchor lateral bracing- 's and specified locations determined by the building designer. BC Dead 10.0 f De ,Criteria:TPI Additional bracing of the over cur-•nay be required. (See HIB-91 of TPI). For specific ps Cl TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, co. a ksigner. (Truss Plate Institute,TPI,Is located at 5g3 D'Onufrio Drive,Madison,Wisco .719). TOTAL• 40.0 psf V•01,01,1w-330252-109 CENTEX I 2902 MODEL • 1213 WO: TI: HDJ QTY:2 TC FORCE AXL BED CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. _= == = _ =====Joint Locations=z======:=:=a== 1- 2 39 0.00 0.13 0.13 BOT CHORDS: 2x4 SPF #1/#2 anA11 COMPRESSION Chords are assumed to be 1) 0- 5- 9 3) 3- 0- 9 This truss is designed to bear on multiple continuously braced unless noted otherwise. 2) 3- 0- 9 4) 0- 5- 9 BC FORCE AXL BED CSI supports. Interior bearing locations should ----MAX. REACTIONS PER BEARING LOCATION 4- 3 1 0.00 0.08 0.08 be marked on truss. Shim or wedge if X-Loc Vert Horiz Uplift Y-Loc Type necessary to achieve full bearing. 2-11-13 84 3 0 TOP PIN WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: 0- 5- 9 197 -3 0 BOT PIN L/999 2-11-13 38 0 0 BOT H-ROLL RED = 1.15 L=-0.01" Da-0.01" T=-0.02" MAX HORIZONTAL DEFLECTION: T= 0.00" 1 3-0-9 J/ 2 25 Attach with (2) • il-11-10 lOd Toe-Nails • II 2-7-0 0-4-9 •t • Attach a (1) 3X4 lOd Toe-Nails • • �%oN\O E. „1,,,, R ,� `''k G S 7 A CF'',, 3-0-9 :�_ R No. F 4 3 15442 CANT: 0-3-13 197# 3.50" 85# 1.50" STATE OF = t 1-3-6 ula 3-0-9 39#s1.50" =_�! - f (R1-5-5) C/L: 2I-11-13 'N�7. —___ �IANA 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7500 %A�� ��:' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: FFs �1c, T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HDJ ',,,,S10 N I% �.` DRH Chk: Date: 11-21-00 l,rlrttsl Dsgnr:nr: � CONTRACTOR. /'. � TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 ' COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.U" shown Is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 made to anchor lateral bracing and specified locations determiner)by the building designer. BC Dead 10.0 psf Dee ' Criteria: TPI Additional bracing of the liven Ire may be required. (See HIB-91 of TPI). For specific CG r TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, col. .1' 'asigner. (Truss Plate Institute,TPI,Is loat ced at 583 D'On trio Drive.Madison,Wiscot /19). TOTAL 40.0 psf V•0101. 330253-110 r r CENTEX 2902 MODEL 1213 WO: TI: HV011008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations ---- =BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 4) 6- 2- 6 7) 1- 8- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 6- 0 5) 6- 2- 6 8) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 4- 8- 6 6) 4- 6- 6 WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 7- 2 0 0.00 0.07 0.07 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.07 0.07 Wind analysis based on: ASCE-Combined, V= 75 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 6- 0-10 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 1-6-0 I 3-2-6 1-6-0 110.00 -10.00 1 4X5 4X5 --- , T , 1-3-6 1-3-6 ¢ 0-0-6� I I 0I 2X5 2X4 2X4 2X5 `,,ii 1%ttrl lIfr//i , \O E. A,Q,, ,,c0 G S Tf CF'/' / 6-2-6 / No, c 1 "Q 8 7 6 5 16442 = ON 3.50" 0H 3.50" S(_ rr ..pF I6 6-2-6 D.I INDIANA • ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 4-2-0 o.c. scale = 0.7500 .�O,r �, WARNING: READ ALL NOTES ON THIS SHEET. ,��FSS/ONAL �,�``� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HV011008 ra"r r f t t t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15' PO BOX 4 l 8 which is a part of the building design and which must he considered by the building designer. Bracing shown is fur lateral support or truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing r Ind specified locations determined by the building designer. Der Criteria: TPI Additional bracing of the uvera ,ro-ly he required. (See HIS-91 of TPI. For specific BC Dead 10.0psf y } t t Co TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, curt. signer. (truss Plate Institute,TPI,is located at ' 583 D'Onofrio Drive,Madison,Wiscon /19). TOTAL 40-0 psf V•QI.01.s,s,-33 0254-1 1 1 CENTEX 1 2902 MODEL 1213 WO: TI:HV021008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =Joint Locations = BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 9- 4-14 9) 1- 8- 0 BC FORCE AXL END CSI GABLE STUD: 2x3 ' SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 6- 0 6) 9- 4-14 10) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 4- 8- 7 7) 7- 8-14 WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 7-10-14 8) 4- 8- 7 9- 2 0 0.00 0.07 0.07 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.07 0.07 Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.07 0.07 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN internal pressure coef. I, interior zone. 9- 3- 2 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RME = 1.15 • • • • • ,, 1-6-0 k 6-4-14 1-6-0 '1 2 • 3 5� 1000 -1000 4X5 2X4 4X5 1 1-3-6 0-0-6 , I I 0-0-6 1-3-6 • l . � O 0 0 I N ! _ 2X5 2X4 2X4 2X4 2X5 • ,,,`0 f E. _ %_% - G s r . C'c�''; �, ' 1 9-4-14 1 'I • Q; No. Fa 10 9 S 7 6 I6G42 011 3.50" 011 3.50" STATE OF _ 1_ 9-4-14 "1 INDJANA = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-2-0 o.c. scale = 0.5000 ''-AAA ���: Eng. Job: WO: '•OFF , � `` T C WARNING: READ ALL NOTES ON THIS SHEET. ' S F- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:HV021008 ., S/p N Al ..� ��,,""""� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is en erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" W ESTF I ELD IND 46074 shown is fur lateral support o to reducef truss members only buckling length. Provisions muss BC Live 0.0 psf he made to anchor lateral bracing at ail specified locations determined by the building designer. BC Dead 10.0 psf Des° Criteria:TPI Additional bracing of the mend. a may be required. (See HIB-9(of TPI). Fur specific Cot. • TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cunt. . '-signer. (Truss Plate Institute,TP1,Is located at • 583 D'Onufrio Drive,Madison,Wisam 19). TOTAL 40.0 psf V:01 01 `.. 330255-112 CENTEX 2902 MODEL 1213 WO: TI: HV031008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =Joint Locations=====___==__==_ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 7- 4 9) 6- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 6- 0 6) 12- 7- 4 10) 1- 8- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 6- 3-10 7) 10-11- 4 11) 0- 0-.0 WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 11- 1- 4 8) 6- 3-10 10- 2 0 0.00 0.03 0.03 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.04 0.04 Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.03 0.03 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN internal pressure coef. I, interior zone. 12- 5- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 • • • 1-6-0 k 9-7-4 1-6-0 '1 2 3 5� 10 0000 -10 00 4X5 2X4 4X5 T / I \ T 1-3-6 0-0-6 0-0-6 1-3 6 1 n T N I 2X5 2X4 2X4 2X4 2X5 2X5 �O`'\0 tE ``. ck G s r ARce-'; ' t ,12-7-4 'r Q No. F, - 11 10 9 S 3 6 16442 ON 3.50" 011 3.50" * S. ______STATE _ _ 12-7-4 1 7. lNplANq = �� �`= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs (� 2-0-0 o.c. scale = 0.5000 -'A� ���.= WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''��'0,,�,S8/0 N M- -%V.• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:HV031008 rtttttttttt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 /' TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psi DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is mr erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing 24.0" BC Live 0.0 psf O.C.Spacing: W ESTF I ELD I N D 46074 made Is c lateral support or truss^^tubers only In reduce s determined length. Provisions must be made anchor lateral bracing al ul specified locations determined by the building designer. BC Dead 10.0 psf Des; -tit_trim:TPI truss Additional bracing of the overall e^^w be required. (See HIB-91 of TPI). Fur spastic Coa. . TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, come, ..n • signer. (Truss Platt Institute,TPI,is located at 583 D•Omotrio Drive,Madison,Wiscons 19). TOTAL 40.0 psi V•01.01.6v-330256-113 • CENTEX 2902 MODEL 1213 WO: . TI: IDJ QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. _ - ====Joint Locations===== ____ 1- 2 -56 0.00 0.24 0.24 BOT CHORDS:-2x4 SPF #1/#2 (N) [1: Plate OFFSET from joint center. Refer 1) 0- 3) 4- 2- 0 WEDGES: 2x4 . SPF #1/#2 (N) to Joint Detail Report. 2) 4- 2- 0 4) 0- 1-11 BC FORCE AXL END CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.16 0.16 supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type be marked on truss. Shim or wedge if 4- 1- 4 115 4 0 TOP PIN WEB FORCE WEB FORCE necessary to achieve full bearing. 0- 1-12 260 -4 0 BOT PIN MAX LIVE LOAD DEFLECTION: 4- 1- 4 53 0 0 BOT H-ROLL RMB = 1.15 L/999 L=-0.03" D=-0.02" T=-0.05" • MAX HORIZONTAL DEFLECTION: T. 0.00" - A'I 4-2-0 • 1 2 1 625 7 Attach with (2) 10d Toe-Nails • • III 2-8-10 3-4-0 0-6-9 [3X6) Attach Na (1) lOd Toe-Nails . 3X8 • .```. - S T. ARCF`% • 4-2-0 Q= Ei No.f cam. 14 311 16442 = 2601 3.50" 1161 1.50" STATE OF - 1-�-3 J. 4-2-0 53#_}.50" I 1Np1A111q = IRl9'10) C/L:'14-1-4 = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5000 ','A'Q ��� Eng. Job: WO: � � S WARNING:G: READ ALL NOTES ON THIS SHEET. �'',;, ,,p , IO N AL �-•" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: IDJ "';, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 �.... TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown ran this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C.Spacing: 24.0" shown is for lateral support of truce-—.embers only to reduce buckling length. Provisions must he BC Live 0.0 psf P g WESTFIELD IND 46074 made to anchor lateral bracing r nd specified locations determined by the building designer. BC Dead 10.0psf Der Criteria:TPI Additional bracing of the ovens ,rr may be required. (See HIB-91 of TPI). For specificCot TPI 1-1995 WHERE QUALITY COUNTS tress bracing requirements, coma- 'esigner. (Truss Plate Institute,TPI,Is located at 583 D'Onufriu Drive,Madison,Wisc. 719). TOTAL 40.0 psf V•01,01.,,,,-330258-115 CENTEX 2902 MODEL 1213 WO: TI: IEJ QTY:3 TC FORCE Va. BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (): Plate OFFSET from joint center. Refer ==============Joint Locations========___==__ 1- 2 42 0.01 0.07 0.08 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 2- 8- 6 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 2- 8- 6 4) 0- 0- 0 BC FORCE AIM BND CSI WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.02 0.03 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 0- 1-12 160 0 0 BOT PIN WEB FORCE WEB FORCE L= 0.00" D= 0.00" T= 0.00" 2- 7-10 107 0 0 BOT H-ROLL 2- 3 -74 MAX HORIZONTAL DEFLECTION: T= 0.01" RMB = 1.15 • • 4. 2-8-6 1 1 2 .00) • 2X4 u 0 • 2-9-9 3-4-5 0-6-9 ,� [3X6] 2X4 �,�pN lllllllllllllll E A,Q ';▪ C' No. F 4 3 1644 160# 3.50" 108# 1.50" ▪ STATE of 010-1 ,� ',.- 2-8-6 --,i I------ cR-10-11) �` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 ''A`Q c.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ���'�F�,SSIONAI- �-'" I 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: IEJ flflu,utl CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 r,Q� TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 C)"" COMPANY INC. BRACING WARNING: DurFac-Pit: 1.15 Bracing shown on this de not is tt erection hoeing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is(or lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing a' pal specified locations determined by the building designer. Des.. Criteria: TPI Additional bracing of the twenl re may be required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psf W HERE QUALITY COUNTS truss bracing requirements, cont.. 'eslgner. (Truss Plate Institute,TPI,is located at COI. TPI 1-1995 583 D'Onofrio Drive.Madison.Wiscta '19). TOTAL 40.0 psf `:01.01.,,.,-330257-114 CENTEX 2902 MODEL 1213 WO: TI:JGR QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally =_____= Joint Locations=== ___ 1- 2 -1029 0.03 0.32 0.34 BOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 3) 11- 8- 0 5) 5-10- 0 2- 3 -1029 0.03 0.32 0.34 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 5-10- 0 4) 11- 8- 0 6) 0- 0- 0 All COMPRESSION Chords are assumed to be (]: Plate OFFSET from joint center. Refer BC FORCE AXL BND CSI continuously braced unless noted otherwise. to Joint Detail Report. TOTAL DESIGN LOADS 6- 5 712 0.04 0.24 0.28 MAX LIVE LOAD DEFLECTION: This 1-PLY truss designed to carry Uniform PLF From PLF To 5- 4 712 0.04 0.24 0.28 L/999 7' 6" span framed to BC one face TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 L=-0.01" D--0.01" Ts-0.02" 2' 0" span split-framed to opposite face TC Vert L+D -60 0- 0- 0 -60 11- 8- 0 WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: BC Vert L+D -125 0- 0- 0 -125 11- 8- 0 2- 5 841 T. 0.01" ----MAX. REACTIONS PER BEARING LOCATION RMB 1.00 • X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1131 0 0 BOT PIN 11- 6- 4 1079 0 0 BOT H-ROLL • • • 5-10-0 5-10-0 1 3 10 00 -10 0000 [5X6] Oil i. • 5-11-10 s a-la 0-6-9 0-6-9 �. I o ' [6X6] [3X61 [6X61 7- • tttttt tttttt E,ko . A Q`___ G►Sr Rc<4" ,t, 11-8-0 I, � El No,f F 6 5 4 16442 113211 3.50" 10791 3.50" Sr T . OF _ 0-10-8 J L 11-8-0 ri INDIANA = (R1-1-11)l f EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 '':'A'it) ���.` Eng. Job: WO: WARNING: READ ALL NOTES ON THIS SHEET. �''.Fss/0hig- C'%0`‘ T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID:JGR `���""""' CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. DurFac-Pit: 1.15 , Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which Is a part ttf the building design and which mug be considered by the building designer. Bracing WESTFIELD I N D 46074 shown Is roe lateral support of truss members only to reduceO.C.Spacing:buckling length. Provisions must be BC Live 0.0 psf Pacin g: 24. n 0 made to anchor lateral bracing a' ad specified locations determined by the building designer. BC Dead 10.0 psf Des' Criteria:TPI Additional bracing of the overall a +y he required. (See HIB-91 of TPU. For specific Cock TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, mob, . !signer. (Truss Plate Institute,TPI,is locatcd at 583 D'Onofriu Drive,Madison,Wlscon. :IS). TOTAL 40.0 psf V:01.01.vv-330259-116 CENTEX 2902 MODEL 1213 WO: TI:JEJ QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be =_____= Joint Locations======__=_=__=_ 1- 2 -126 0.00 0.91 0.91 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 7- 6- 8 WEBS: 2x3 SPF #3 (N) End vertical(s) not designed for exposure 2) 7- 6- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.29 0.29 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L=-0.02" D=-0.01" T=-0.03" 0- 1-12 354 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 7- 5-12 301 0 0 BOT H-ROLL 2- 3 -204 T= 0.06" RMB = 1.15 • • • • y 7-6-8 y Ii . 2I 8 00 2X• e J 5-11-9 5-0-15 0-4-9 3X4 2X4 • ,�,`Qll\`O i C r„s in,,,'i _\ , GISTS CF'; 7-6-8 ), No. F 4 3 16442 354# 3.50" 302# 1.50" * STATE OF 010_801.� 1.4 r 7-6-8il 7. 'NDIANA 4' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 4c,- �:0A ��`.�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: J,�� SI FCC` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:JEJ 'of �� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Pit: 1.15 Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing BC Live 0.0 psf O•C• Spacing: 24 0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be P W ESTFI EI D IND 46074 made to anchor lateral bracing r• '•and specified locations determined by the building designer. Des'---,Criteria:TPI BC Dead 10.0 psf Additional aci b reingquirements, of en oven ire may si required. (See e HID-tit of TPI). For specific p CC TPI 1-1995 WHERE QUALITY COUNTS truss bracing rcyuircments, co � ksigner. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive.Madison.5,t.co 119). TOTAL 40.0 psf V:01•ill „-330260-117 y i CENTEX j 2902 MODEL 1213 WO: TI:JMH1 QTY:2 TC FORCE AXE. BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be =6_ ==__ =====.joint Locations=====__________ 1- 2 -286 0.00 0.30 0.30 SOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0 3) 7- 6- 8 5) 5- 0- 8 2- 3 -172 0.00 0.09 0.09 WEBS: 2x3 SPF #3 (N) 2) 5- 0- 8 4) 7- 6- 8 6) 0- 0- 0 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz uplift Y-Loc Type 6- 5 177 0.04 0.10 0.15 L= 0.00" D= 0.00" T=-0.01" 0- 1-12 354 0 0 BOT PIN 5- 4 0 0.00 0.10 0.10 MAX HORIZONTAL DEFLECTION: 7- 5-12 301 0 0 BOT H-ROLL T= 0.01" WEB FORCE WEB FORCE 2- 5 -124 3- 4 -296 3- 5 292 RMB = 1.15 • 5-0-8 2-6-0 1 3 111 8 00 • Drop = 0-1-1 5X6 4X4 • I ,.mg4II X414-3-936150-4-9 e n u 4X4 2X4 v 11 .�`.NO�\O t E. q4),, PI f c' No. -8 F %• 6 5 4 16442 354# 3.50" 302# 1.50" • STATE OF "1:-:::: 0-10-8 JJ f 1 7-6-8 JJ �` I N DIA N = (R1-0-10)`1 A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - scale = 0.3750 ':▪ A-P ���:' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�''0,,S, T-0.•` � T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:JMH1 �i,r SIO NIAL �.` CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing ur similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing H shown Is fur lateral support of tr••-members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 WESTFIELD IND 46074 made to anchor lateral bracing and specified locations determined by the building designer. Dr r-iteria:TPI Additional bracing or the over. say he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf (' WHERE QUALITY COUNTS truss bracing requirements, coo. designer. (Truss Plate Institute,TPI,is loaded at Cc. _ ,TPI 1-1995 583 O'Omtfrio Drive.Madison,Wise.. .rrb9). TOTAL 40.0 psf _V:01.QI.uO-330261-118 CENTEX I 2902 MODEL 1213 WO: TI:JMH2GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be ===_====.Joint Locations===.======_____ 1- 2 -447 0.00 0.09 0.09 BOY CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 7- 6- 8 5) 2- 6- 8 2- 3 -342 0.00 0.19 0.19 WEBS: 2x3 SPF #3 (N) This 1-PLY Hip Master designed to carry 2) 2- 6- 8 4) 7- 6- 8 6) 0- 0- 0 MAX LIVE LOAD DEFLECTION: 2' 2" jacks (mono truss framed to BC) BC FORCE AXL END CSI L/999 and Hip Jacks framed to BC TOTAL DESIGN LOADS 6- 5 341 0.08 0.13 0.21 L=-0.01" D=-0.01" T=-0.01" Uniform PLF From PLF To 5- 4 0 0.00 0.28 0.28 MAX HORIZONTAL DEFLECTION: TC Vert L+D -60 -0-10- 8 -60 2- 6- 8 T. 0.00" TC Vert L+D -30 2- 6- 8 -30 7- 6- 8 WEB FORCE WEB FORCE BC Vert L+D -20 0- 0- 0 -20 2- 6- 8 2- 5 81 3- 4 -198 BC Vert L+D -47 2- 6- 8 -47 7- 6- .8 3- 5 366 Concentrated LBS Location RMB 1.00 BC Vert L+D -26 2- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 367 0 0 BOT PIN 7- 5-12 302 0 0 BOY H-ROLL • 2-6-8 5-0-0 1 3 8�00 SX6 5X4 • 2-0-15 2-7-9 6-4-9 if 3X4 SX4 2X4 • `` 5%t n►tiaf,r ' `,,ON E. qR•, G sr C(.6%, i 7-6-8 Q� ck No. E' / 5 4 16442 .1 - • 368# 3.50" 302# 1.50" ________STATE OF _ 0-10-8 - lNDIAN = Ia (Rl o-10)��' 7-6-8 A 27# ��. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN I/TPI 1-1995 scale = 0.7500 �'A�P ���:� Eng. Job: WO: WARNING:N G: READ ALL NOTES ON THIS SHEET. �,,•cSSIONAL `��G��` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID:JMII2GR a,a7untt, CONTRACTOR. Dsgnr: JRii Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY'INC. BRACING WARNING: Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 • PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing BC Live 0.0 Sf O.C.Spacing: 24.Qtt W ESTFI ELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must hep made to anchor lateral bracing at 'and specified locations determined by the building designer. Dess""Criteria: TPI Additional bracing of the overal re may he required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psi WHERE QUALITY COUNTS truss bracing requirements, con resigner. (Truss Plate Institute,TPI,is located at Co TPI 1-1995 583 D'Onofrio Drive,Madisrm,\......a 719). TOTAL 40.0 psf V•Q1,V1.v,-330262-119 CENTEX 2902 MODEL 1213 WO: TI: KEJ QTY:3 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) []: Plate OFFSET from joint center. Refer ===_=____=====Joint Locations = ____ 1- 2 26 0.01 0.02 0.03 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 1-10- 0 WEBS: 2x3 SPF #3 (N) All CO(PRESSION Chords are assumed to be 2) 1-10- 0 4) 0- 0- 0 BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.01 0.01 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 • 0- 1-12 125 0 0 BOT PIN WEB FORCE WEB FORCE L= 0.00" D= 0.00" T= 0.00" 1- 9- 4 73 0 0 BOT H-ROLL 2- 3 -50 MAX HORIZONTAL DEFLECTION: T= 0.00" RMB - 1.15 • • • I, 1-10-0 lk 1 2 10 00 2X4 I 2-0-14 2-7-10 � /11,10411110-6-96] 2X4 • iiiiiiiiiiiii iiiiiiii E. AR , ;.• G s re Ce'; • 1-10 0 ciT- Q No. F 4 3 16442 126# 3.50" 73# 1.50" STATE OF • 0-10-8 _�` 1ND1ANq ... I (R1-1-I1),I. 1-10-0 —.I ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 •.%A'Qp \�,� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: • ,,11.ES3/0 N Al- ���‘ T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: KEJ ��frfidfdtiti �� Dsgnr: JRH Chk: Date: 11-21-00 �--� CONTRACTOR. _ /' TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this dewing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 • PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.Utr WESTFIELD IND 46074 made to anchor lateral bracing at,•—'s and specified locations determined by the building designer. BC Dead 10.0 f Desi^n Criteria:TPI Additional bracing of the oven' ire may be required. (See HIB-91 of TM. For specific lu WHERE QUALITY COUNTS truss bracing requirements, co, •designer. (Truss Plate Institute,TPI,is located at . Co TPI 1-1995 583 D'Onorrio Drive.Madison,. -a 719). TOTAL 40.0 psf V•01.n. ,,,,r-330263-120 — CENTEX I 2902 MODEL 1213 WO: TI: KDJ QTY:2 TC FORCE AXL BED CSI TOP CHORDS: 2x4 , SPF #1/#2 (N) Analysis based on Simplified Analog Model. -Joint Locations................. 1- 2 -37 0.00 0.11 0.11 BOT CHORDS: 2x4 SPF #1/#2 (N) 0: Plate OFFSET from joint center. Refer 1) 0- 1-11 3) 2- 9- 5 WEDGES: 2x4 SPF #1/#2 (N) to Joint Detail Report. 2) 2- 9- 5 4) 0- 1-11 BC FORCE AXL END CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.07 0.07 supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type be marked on truss. Shim or wedge if 2- 8- 9 77 2 0 TOP PIN WEB FORCE WEB FORCE necessary to achieve full bearing. 0- 1-12 205 -2 0 BOT PIN MAX LIVE LOAD DEFLECTION: 2- 8- 9 35 0 0 BOT H-ROLL RMB = 1.15 L/999 L=-0.01" D. 0.00" T=-0.01" MAX HORIZONTAL DEFLECTION: T. 0.00" • J' 2-9-5 ,I 1 2 • 1 62• Attach with (2) lOd Toe-Nails 1-11-15 2-7-5 • 0-6-9 iIII111W Attach with (1) • [3X6] 10d Toe-Nails 3X8 %%%%%%a f a r+,r,,,� • > K , 'rC ;`'�° s r E";; /t 2-9-5 / Z ck z. 16442 �� 205# 3.50" 77# 1.50" STATE of _ 1.7_3 35N50a 2-9-514 INpJAN (RI-9-10) C/L: -8-9 A 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7500 ''.AP ���= WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,''�FFSS/OVAL �����` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: KDJ 'tttttttrlttt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 zQr 7— TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 Cr'"" COMPANY INC. BRACING WARNING: TC Dead 10.0 psf DurFac-Pit: 1.15 Bracing shown on this drawing Is m portal a erection bracing,wind bracing, bracing or similar bracing PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 . psf WESTFI ELD IND 46074 made to anchor lateral bracing at a-•s and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria:TPI Additional bracing of the overal' re may he required. (See HlB-91 of TPI). For specific CO TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, eta I' iesigner. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Madison,. .a 119). TOTAL 40.0 psf V:0 k. t, .330264-121 /Ldvn- 41en.ir 4iittivtit 1n11 1.17W. C-17 l.'J(td•t1UM nrc. rat rat m CENTEX 2902 MODEL 1213 WO: • TI: LGR QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) +Anchorage for applied conc. loads shall be =_=_____======Joint Locations======__====___ 1- 2 -3108 0.02 0.34 0.36 BOT CHORDS: 2x6. SP MEL-23 designed by others and must distribute 1) 0- 0- 0 5) 13- 8- 0 9) 9-11- 2 2- 3 -7437 0.13 0.39 0.52 WEBS: 2x4 SPF #1/#2 (N) load equally among all truss plys. 2) 1- 4- 0 6) 15- 0- 0 10) 5- 0-14 3- 4 -12274 0.47 0.50 0.96 2x4 SPF #3 (N) 1,7 Top Chord MUST be continuously laterally 3) 5- 0-14 7) 15- 0- 0 11) 1- 4- 0 4- 5 -12274 0.28 0.49 0.77 2x6 .SP MEL-23 3,5 braced (BY OTHERS) to resist buckling 4) 9-11- 2 8) 13- 8- 0 12) 0- 0- 0 5- 6 -7018 0.09 0.41 0.49 [) : Plate OFFSET from joint center. Refer PERPENDICULAR to the plane of the truss. to Joint Detail Report. All COMPRESSION Chords are assumed to be TOTAL DESIGN LOADS BC FORCE AIL BND CSI This 3-PLY truss designed to carry continuously braced unless noted otherwise. Uniform PLF From PLF To 12-11 2030 0.04 0.09 0.12 29' 8' span framed to BC one face 3-PLY TRUSSI fasten w/10d nails in TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 11-10 2053 0.04 0.09 0.12 1'll" span framed to BC opposite face staggered pattern per nailing schedule: TC Vert L+D -60 0- 0- 0 -60 15- 0-.0 10- 9 7437 0.14 0.24 0.38 MAX LIVE LOAD DEFLECTION: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft BC Vert L+D -20 0- 0- 0 -20 9-11- 2 9- 8 5016 0.09 0.25 0.35 L/999 Repeat nailing as each ply is applied. BC Vert L+D -566 9-11- 2 -566 15- 0- 0 8- 7 4907 0.09 0.20 0.29 L=-0.15" D=-0.15" T=-0.29" Distribute loads equally to each ply. +Concentrated LBS Location MAX HORIZONTAL DEFLECTION: BC Vert L+D -3420 9-11- 2 WEB FORCE WEB FORCE T= 0.05" ----MAX. REACTIONS PER BEARING LOCATION 2-11 526 4- 9 74 X-Loc Vert Horiz Uplift Y-Loc Type 2-10 5616 5- 9 7572 0- 1-12 2250 0 0 DOT PIN 3-10 -1492 5- 8 2487 14-10- 4 5197 0 0 HOT H-ROLL 3- 9 5003 RMB = 1.15 • I '4, 3-PLYS REQUIRED • 14-0 I 12-4-0 k 1-4-0J. 1 3 4 5 6 1000 -1000 [7X10] 6X8 4X5 [7X10] Ell Ii 0-6-9 0-6-9 T _ 1-7-14 1. 2-2-10 - � - I [6X6] 3X6 7X10 7X16 [3X6] [6X6] 7 ,,`,\O !.1 u,,,, , ON . qR'.,,, ,,.'` • G S T . ,� 15-0-0 t ,� F �= 16442 Fa % 12 11 10 9 8 7 lI 2251a41 3.50" �. 5198N 3.50" STq TE O F � 0-10-8 pi I. 15-0-0 ..1 IND)AN (Rl 111) j 3420 A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3750 ''A� , WARNING: READ ALL NOTES ON THIS SHEET% . Eng. Job: WO: b'CF \c'. Dwg: CENTEX Truss ID: LGR '11' SS/O N A. -,.• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING �iih,,,,l,,. Dsgnr: JRH Chk: Date: 11-21-00 CONTRACTOR. TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 . COMPANY INC. BRACING WARNING: DurFac-Pit: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 Psf , PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" for BC Live 0.0 psf WESTFIELD IND 46074 madwe is anchor lral bracing of buss members only mrcatio buckling length. Provisions mustne made m anchor lateral bracing at--it and specified locations determined by the building designer. Design Criteria:TPI ForBC Dead 10.0 sf Additional bracing of e o cot' ire may si required.n . r(Truss HIB-9t ofto TPI, s spe at P Co TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cur � �ksigner. (Truss Plate Institute,TPI,is located u 583 D'Onufriu Drive,Madison,.. ..r 719). TOTAL 40.0 PsI _`:0 a,v1, .-330265-122 CENTEX I 2902 MODEL 1213 WO: TI: LEJ QTY:8 TC FORCE An BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be =_=____=======Joint Locations=====__:_______ 1- 2 26 0.01 0.04 0.04 HOT CHORDS: 2x3 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 1-11- 0 WEBS: 2x3 SPF #3 (N) 2) 1-11- 0 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.02 0.03 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L= 0.00" D= 0.00" T= 0.00" • 0- 1-12 128 0 0 HOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 1-10- 4 77 0 0 SOT H-ROLL 2- 3 -56 T= 0.00" RMB = 1.15 1-11-0 • 1 2 • 8 00 e ?Il 2X4 • 0-4-91-7-15229 1, e ` aaaaaal111 N,,,, ', .�'C' , G S T4-. ce' 1-11-0 No, es • 4 3 16442 ' = 129# 3.50" 77# 1.50" "trZ. STATE OF = 0-10-8 �. .) Ia 1-110 -+i 1NDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 �;A� ���.= WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,''0,�C k .`' Dwg: CENTEX Truss ID: LEJ '/,,SS/ONAt- �%0 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g ,h,,,,,,,a CONTRACTOR. • Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.1$ COMPANY INC. Bracing shown on this drawing is mac erectitm bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.1$ PO BOX 4)8 which is a pan of the building design and which must be considered by the building designer. Bracing " shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O•C•Spacing: 24.0 W ESTFI ELD IND 46074 madc to anchor lateral bracing at id specified locations determined by the building designer. $C Dead 10.0 psf Des' ' riteria:TPI Additional bracing of the overall ,—,y he required. (See HIB-91 of TPI). For specific Cm. TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cunt. 'esigner. (Truss Plate Institute,TPI,is located at 583 D•Onufriu Drive.Madison,Wk.,. /19). TOTAL 40.0 psf V•01,01.vv-330266-123 CENTEX I 2902 MODEL 1213 WO: TI: LDJ QTY:2 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. ============= Joint Locations=====__________ 1- 2 26 0.00 0.05 0.06 BOT CHORDS: 2x4 SPF #1/#2 (N) (]: Plate OFFSET from joint center. Refer 1) 0- 1-11 3) 1-11-12 WEDGES: 2x4 SPF #1/#2 (N) to Joint Detail Report. 2) 1-11-12 4) 0- 1-11 BC FORCE AXL BND CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.03 0.03 supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type be marked on truss. Shim or wedge if 1-11- 0 55 2 0 TOP PIN WEB FORCE WEB FORCE necessary to achieve full bearing. 0- 1-12 174 -2 0 BOT PIN MAX LIVE LOAD DEFLECTION: 1-11- 0 24 0 0 BOT H-ROLL RMB = 1.15 L/999 L= 0.00" D. 0.00" T= 0.00" MAX HORIZONTAL DEFLECTION: T= 0.00" • 1-11-12 L 1 2 6 2525 Attach with (1) r S 10d Toe-Nails 111-6-15 2-2-5 0-6-9 Attach with (1) [3X6) 10d Toe-Nails 3X8 • ``l`0 1,1 frss,r t; STt �F 1-11-12 � S< No. .c`'• % 4 3 16442 17411 3.50" 551 1.50" STATE OF ' = _ _ I1 1-7-3 .la 1-11-12 2511 a1.50" INpjgNq (RI-9-10) c/L: -11-0 �C EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7500 o WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''��e'1 fit/"SI 1-�0 I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: LDJ /iONAL Dsgnr: JRH Chk: Date: 11-21-00 CONTRACTOR. C TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 BRACING WARNING: • COMPANY INC. DurFac-Plt: 1.15 Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" W ESTF I ELD IND 46074 made to anchor lateral bracing at+-•'s and specified la:atioas determined by the building designer. BC Dead 10.0 psf DeSicrn Criteria:TPI Additional bracing of the raven!' re may be required. (See HIB-91 of TP1). For specificCO • TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements. cur. 'esigner. (Truss Plate Institute,TPI,is located at ' 583 D'Omdrio Drive,Madison,..._di '19). TOTAL 40.0 psf V:0 f,v 1.. .330267-124 CENTEX 1 2902 MODEL • 1213 WO: TI: VA020810 QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge .Joint Locations.........= BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 9- 8- 4 5) 4-10- 2 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4-10- 2 4) 9- 8- 4 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.60 0.60 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 9- 6- 8 0 0 0 HOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt..15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. RMS . 1.15 • 1 4-10-2 4-10-2 'II 8 00 -8 00 4X4 • •• • 3-3-2 3-3-2 • t 0-0-6 0-0-6 2X5 2X4 2X5 .'tN -4- 10a t E. �,,,,'�t • AR0• �`�� G STD es„ �r 9-8 4 ` - No. F 6 5 4 • 16442 = 0# 3.50" 0# 3.50" STATE OF _ • 1- 9-8-4 ▪ INDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs (g� 4-2-0 lo.c. scale = 0.5000 -'. 0 , �< WARNING: READ ALL NOTES ON THIS SHEET. T M Eng. Job: WO: '�''o�.FS8/0NAl ��G`` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA020810 ''""""t CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must be comsldercd by the building designer. Bracing O.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length_ Provisions must be BC Live 0.0 psf WESTFIELD IND 46074 made to anchor lateral bracing of snd specified locations determined by the building designer. Der' Criteria:TPI Additional bracingof the overa' reBC Dead 10.0 psf may be required. (See HIB-91 of TPq. For specific WHERE QUALITY COUNTS truss bracing requirements, cun. •lesigner. (Truss Plate Institute,TPI,is located at CO. TPI 1-1995 583 D'Onotrio Drive,Madison,Wiwi; 719). TOTAL 40.0 psf V-QI 01 ,,-330274 131 CENTEX I 2902 MODEL 1213 WO: TI: VA030810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =________=====Joint Locations.... _= BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 14- 8- 4 9) 3- 2- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3. SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 2- 2 6) 14- 8- 4 10) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 7- 4- 2 7) 11- 6- 2 WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 11- 6- 2 8) 7- 4- 2 9- 2 0 0.00 0.11 0.11 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.69 0.69 Wind analysis based on: ASCE-Combined, V. 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.11 0.11 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN • internal pressure coef. I, interior zone. 14- 6- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE • RMB = 1.15 • • • 7-4-2 2 3 k 7-4-2 J.' 4 5 O8 0 -8 00 4X4 • E3 ° • • • • 4-11-2 2X4 2X4 4-11-2 AJ p r 0-0-6 0-0-6 w u Ctl u v v tr 2X5 2X4 • 4X4 2X4 2X5 ,`,`�,'O"t E r i,.�,' . . :_,o'er�����o���TICO IF2 C�CI.:o��I C�.�20��:�������������7,2:���.07:4 �������2����:�►ZZ�0��,Kl ►to Wit°: .gip R'` ' G S r . C``% 14-8-4 :'� No. F, 10 9 8 7 6' 16442 1. � 0# 3.50" 0# 3.50" - STA.T 1 1° 1484 .1 _IV I ! j 5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs t 2-0-0 o.c. scale = 0.3750 ,o WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��°it,,0/0 N AL �-" I :M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA030810 �,"""", CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing,Mortal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. S Spacing: 24.0u WESTFIELD 1 N D 46074 slin"Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P S made to anchor lateral bracing at ' and specified locations determined by the building designer. Des'' - Criteria: TPI Additional bracing of the uveral' ,e may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, con resigner. (Truss Plate Institute,TPI,is located at COI '`TPI 1-1995 583 D'Onofrio Drive,Madison,h,...ta /19). TOTAL 40.0 psf V•Q1.V1., .-330275-132 l CENTEX 2902 MODEL 1213 WO: TI: VA040810 QTY:1 J TC FORCE AXL BND CSI TOP CHORDS: 2x3 , SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations DOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 19- 8- 4 9) 5- 8- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 8- 2 6) 19- 8- 4 10) 0- 0- 0 2x3 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 9-10- 2 7) 14- 0- 2 WEB FORCE AXL BND CSI MULTIPLE LOADS This design is the (I: Plate OFFSET from joint center. Refer 4) 14- 0- 2 8) 9-10- 2 9- 2 0 0.00 0.39 0.39 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.72 0.72 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.39 0.39 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. 19- 6- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 y 9-10-2 I / 9-10-2 1 2 3 4 5 • 8.00 -8 0000 [5X4] i 2X4 2X4 , 1 i 1 672 6-7-2 00-6 0tt-6 2X5 2X4 4X5 2X4 2X5 ,,t111111//a1J/ z G S Tt- Cef% �, 1 19-8-4 Q NO' F 10 9 8 7 6 1Eg42 ' STATE OF 0# 3.50" 0# 3.50" __ _ 1984 1.{. �N�lANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.2500 ''A�D� V��`;`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',,,,,0/0 N AL �0` C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA040810 ''/111 t 111 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 ' PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O,C, Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral support of Ent--—embers only to reduce buckling length. Provisions must he BC Lwe 0.0 psf P g made to anchor lateral bracing• and specified locations determined by the building designer. BC Dead 10.0 s£ De' Criteria:TPI '' Additional bracing of the overa --gay he required. (See HIB-9I of TPI). For specific p ' WHERE QUALITY COUNTS truss bracing requirements, cons....a lesigner. (Truss Plate Institute,TPI,is located at Col_ .TPI 1-1995 583 D'Onotrio Drive,Madison,Wisce.. 1719). _TOTAL 40.0 psf _V;Q1.01.sr,,-33_0276-133 Ark CENTEX 2902 MODEL 1213 WO: Ti: VA050810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations - BOT CHORDS: '2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 6) 20- 8- 2 11) 12- 4- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 4- 0- 2 7) 24- 8- 4 12) 8- 2- 2 2x4 SPF #1/#2 (N) 3 nailed to face(s) of web with 10d nails 3) 8- 2- 2 8) 24- 8- 4 13) 4- 0- 2 WEB FORCE AXL BND CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 12- 4- 2 9) 20- 8- 2 14) 0- 0- 0 13- 2 0 0.00 0.17 0.18 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 16- 6- 2 10) 16- 6- 2 12- 3 0 0.00 0.82 0.82 BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' ----MAX. REACTIONS PER BEARING LOCATION 11- 4 0 0.00 0.81 0.81 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0 0.00 0.82 0.82 1) : Plate OFFSET from joint center. Refer "**" denotes BOTH edges or BOTH faces 0- 1-12 0 0 0 BOT PIN 9- 6 0 0.00 0.17 0.18 to Joint Detail Report. MULTIPLE LOADS -- This design is the 24- 6- 8 0 0 0 BOT H-ROLL composite result of multiple loads. All COMPRESSION Chords are assumed to be WEB FORCE WEB FORCE Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. RMB = 1.15 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. • I 12-4-2 I 12-4-2 I 1 2 3 5 6 7 1 8.00 -8.00 I [4X6] I Oil 11111110 I 2X4 xa °a r 8-3-2 8-3-2 2X4ll 111111111111116,4 J 0-0-6 0 0-6.d a ea u ea uv� 3X5 2X4 [4X6] 2X4 [4X6] 2X4 3X5 �stuntat,rt �,.N�Q E. A :,.t:t t:,r:.:t:,.,,,,:a:O co Art :�� R G S TE.. Q �' I 24-8-4 I �Q 1 No.2 Fi 14 13 12 11 10 9 8 Z. -'a OJF 3.50" Ol! 3.50" _ STATE OF E_ la 24-8-4 7. 1NplgNA ��`; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2500 ''%A'S' \��`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: .,,,',FFSSIONA. cA S s I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA050810 a,t t t t t l u t CONTRACTOR. Dsgnr: JRH Chk: Date: 11 21 00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 0 COMPANY INC. DurFac-Plt: 1.15 Bracing shown un this Drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 4 18 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing a' and specified locations determined by the building designer. Des' • Criteria:TPI Additional bracing of the uvera re.may he required. (See IIIR-91 of TPl). For specific BC Dead 10.0 psf -- WHERE QUALITY COUNTS truss bracing requirements, cur. 'lesigner. (Truss Plate Institute,TPI,Is located at Co TPI 1-1995 583 D'Onofrio Drive.Madison,Wtwo 719). TOTAL 40.0 psf V•91.Q1..,-330277-134 CENTEX 2902 MODEL 1213 WO: TI: VA011008 QTY:1 TC FORCE AXL END CSI TOP CHORDS:.2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ====---= -Joint Locations =________ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 3- 0- 0 5) 0- 0- 0 BC FORCE AXL END CSI Analysis based on Simplified Analog Model. BRACING to extend for center 80% of length. 2) 1- 6- 0 4) 3- 0- 0 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE WEB FORCE continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type. Wind analysis based on: ASCE-Combined, V. 75 0- 1-12 0 0 0 BOT PIN RMB - 1.15 • MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 2-10- 4 0 0 0 HOT H-ROLL internal pressure coef. I, interior zone. • • ,1 1-6-0 1-6-0 1 3 1000 -1000 • • 2X5 I I t • 1-3-6 1-3-6 i,d411k. • 0-0-6 0-0-6 • AV V& d + 2X5 2X5 `'k° GNo ,�Qt'';, / • 3-0-0 / .Q 5 4 16442 '_ ON 3.50" ON 3.50" STATE OF — Ia 3-0-0 al INDIANA ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs © 4-2-0 o.c. scale = 0.7500 'i''P \��.� • WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��"it 6:S/0 N s,L F''k NN I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA011008 f�"""", CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0- psf DurFac-Lbr: 1.15 COMPANY INC. 1 Bracing shown on this drawing is not crecdtm bracing,wind bracing,penal hexing.x similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Spacing: 24.0tr WESTFI ELD IN D 46074 made to anchor lateral bracing• owl specified locations determined by the building designer.- De-' Criteria:TPI Additional bracing of the over, Ire maybe required. (See HIB-91 of TPO. For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, cot. - designer. (Truss Plate Institute,TPI,is located at CG • TPI 1-1995 583 D'O,snfrio Drive,Madison.Wise.` t719). TOTAL 40.0 psf v:01.01.,,.i-330278-135 CENTEX 2902 MODEL 1213 WO: TI: VA021008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 ': SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =--=----------Joint Locations =_________ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 2- 6 5) 3- 1- 3 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 1- 3 4) 6- 2- 6 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Morin Uplift Y-Loc Type 5- 2 0 0.00 0.37 0.37 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 6- 0-10 0 0 0 BOT H-ROLL • WEB FORCE WEB FORCE MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. internal pressure coef. I, interior zone. RMB = 1.15 3-1-3 3-1-3 1 3 10 0000 -10 00 4X4 PAR .40/ 2-7-6 2-7-6 1 • 0-0-6 • ' �0LV IAlhilliti Ha h\ II VA t - J 2X5 • 2X4 2X5 • `%%%%,n t,.,,,, �•�ON`� E. q o•e,� `��� G STF Ce.';, / 6-2-6 4.Q� No, t 6 5 4 16442 ON 3.50" ON 3.50" _F.* STATE OF 6-2-6id IN�IANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs .o --�� ���: 4-2-0 o.c. scale = 0.7500 ''.� ����` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ' Lees °''rrS, SlONAL 0- I •14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA021008 ,,u,,,,,,, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 , TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING:on -Pit: 1.15 Bracing shown this drawing is mn erection bracing,wind bracing,penal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for truss lateral support of truss-embers mbers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing a• •ai specified ha:athms determined by the building designer. Des' --riteria:TPI Additional bracing of the overal, re may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, coot;. 'esigner. (Truss Plate Institute,TP1,is located at COL .TPI 1-1995 583 D'Onotrio Drive.Madison,WIscin /19). TOTAL 40.0 psi. V:01.01... ,-330279-136 CENTEX 2902 MODEL 1213 111): TI: V/ 031008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations = ROT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 9- 4-14 5) 4- 8- 7 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80'a of length. 2) 4- 8- 7 4) 9- 4-14 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.89 0.89 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 9- 3- 2 0 0 0 ROT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. RMB = 1.15 1 4-8-7 I 4-8-7 110.00 -10 00 4X4 3-11-7 3-11-7 • • 0-0-6 0-0-6 2X5 2X4 2X5 �`.,�� G1ST� RCC`,'� 9-4-14 Q� Q No. F 6 5 4� 16442 Olt 3.50" Ofi 3.50" STATE OF _ 9414 DI - A INpIANA �� EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Studs 0 4-2-0 o.c. scale — 0.5000 i 4) .t`. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,e ego ONAt ..��``.` T •}4 c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA031008 ''''tftItt% Dsgnr: JRH Chk: Date: 11-21-00 r;c}......7frag....—_,— CONTRACTOR. TRUSS MANUFACTURING BRACING WARNING• TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing.portal bracing or similar bracing C Dead 10.0 psf DurFac Pit: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing a T TLive 0.0 psf O.C. Spacing: 24.0" W ESTFI ELD I N D 46074 shown is for lateral support of truss members only to reduce hackling length. Provisions most be BC made to anchor lateral bracing at- and specified locations determined by the building designer. v BC Dead 10.0 psf Des --Criteria: TPI Additional bracing of the overal 're may be required. (See HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, cot I'. •designer. (Truss Plate Institute,TPI,is located at Co • - TPI 1-1995 583 D'Onotrio Drive,Madison,...__. 719). i TOTAL 40.0 psf V:4i.V1 -330280-137 IJesietc Maim Annfrsis IOU PA71/.. CITFE-I.OKINI.N rts-c. nr nr rsn CENTEX 2902 MODEL 1213 WO: TI: VA041008 (rTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 7- 4 9) 6- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 1- 9 6) 12- 7- 4 10) 2- 1- 9 (I: Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 6- 3-10 7) 10- 5-11 11) 0- 0- 0 WEB FORCE AXL BND CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 10- 5-11 8) 6- 3-10 10- 2 0 0.00 0.07 0.07 All COMPRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.79 0.79 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.07 0.07 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN internal pressure coef. I, interior zone. 12- 5- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 • L 6-3-10 6-3-10 • 1 2 3 4 5 10 00 -1 0.00 [SX4] Fa t—i • 5-3-6 5-3-6 2X4 2X4 . I u 0-0-6 I I 0-0-6 2X5 2X4 2X4 2X4 2X5 2X5 • `''''' 5si ssfsaf sb' `,...1, , S r gRc<es; �. I 12-7-4 t �' Q No. F 11 10 9 8 7 61 16442 ON 3.50" 0# 3.50" STATE of _ I, 12-7-4 41 - . .J EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.3750 +'.0/0�. c..,Al s� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''11,'0/ONAL F,-' '• 1 M Cj A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA041008 �T "(11 f f` CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 ��..., TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing ow similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 • PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C.Spacing: 24.0t1 W ESTFI ELD IND 46074 made to anchor lateral bracing at •tntl specified!mantras determined by the building designer. Desr Criteria:TPI Additional bracingof the oven!' -c may he required. (See HIB-91 of TPI. For BC Dead 10.0 psf Y 4 ) specific WHERE QUALITY COUNTS truss bracing requirements, cunt 'lesigner. (Truss Plate Institute,TPI,Is located at Cot - TPI 1-1995 583 D'Onofrio Drive,Madison,Woo 719). TOTAL 40.0 psf V:O1.01. ,-330281-138 CENTEX I 2902 MODEL 1213 WO: TI: VA051008 QTY:1 TC FORCE AXL BED CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 15- 9-10 9) 3- 8-13 BC FORCE AXL BND CSI GABLE STUD: 2x3 , SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 8-13 6) 15- 9-10 10) 0- 0- 0 2x3 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 7-10-13 7) 12- 0-14 WEB FORCE AXL BED CSI MULTIPLE LOADS -- This design is the []: Plate OFFSET from joint center. Refer 4) 12- 0-14 8) 7-10-13 9- 2 0 0.00 0.25 0.25 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.72 0.72 • All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.25 0.25 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 15- 7-14 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. . RMB . 1.15 • • 7-10-13 7-10-13 1 2 1 4 S 1 0 -10 00 • [5X4] s FGi • • 2X4 2X4 6-7-6 6-7-6 J L 1 • IL 0-0-6 Al 0-0-6 V � e'. ti-V- }I 2X5 2X4 4X4 2X4 2X5 �%s.nut+ara �� 0��O E. qRi.,,� I I I I :�� R G S 7 Ce"- • 1 15-9-10 l No• F • 10 9 8 7 6 164 '= 0# 3.50" 0k 3.50" E* -----E OF _ Ia 15-9-10 of IN__ ANA = EXCEPT AS•SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.2500 %A��'Q ����� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: -'14,0/0 N Al-r. -.' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA051008 phi t a a t i t► CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 _ __ TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 `)`'" COMPANY INC. Bracing ahtnvn on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss"'embers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C.00 Spacing: 24.0" WESTFIELD IND 46074 mule to anchor lateral bracing at Id specified locations determined by the building designer. BC Dead 10.0 psf Des" 'criteria:TPI Additional bracing of the overall e may he required. (See H IB-91 of TPI. For specificCOG .TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, cone. lesigner. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive.Madison.Wiser).`i 719). TOTAL 40.0 psf V-01.01..,-330282-139 CENTEX s 2902 MODEL 1213 WO: TI: VA061008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = =Joint Locations.----_ HOT CHORDS: 2x3 • SPY #1/#2 (N) of web with 12d nails at B" o.c. TRANSVERSE 1) 0- 0- 0 5) 19- 0- 0 9) 5- 2-13 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 2-13 6) 19- 0- 0 10) 0- 0- 0 2x4 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 9- 6- 0 7) 13- 9- 3 WEB FORCE AXE, BND CSI MULTIPLE LOADS -- This design is the 0 : Plate OFFSET from joint center. Refer 4) 13- 9- 3 8) 9- 6- 0 9- 2 0 0.00 0.52 0.52 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.73 0.73 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.52 0.52 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 18-10- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. , RMB = 1.15 , 9-6-0 9-6-0 1 2 4 5 10.00 -10 00 I ... 3X8] t;_a CI 2X4 2X4 ilhilhh. . I 7-9-15 d L 7-9-15 0-0-6 0-0-6 .v u Eaa u v 2X5 2X4 5X6 2X4 2X5 ``,`��N`o t E t,iii qki, ,. ,'_��9. GIsT c ', I, I 19-0-0 • Q N o, F ' '110 9 8 7 6 15442 0# 3.50" 0# 3.50"JJ STA TE :. 19-0-0 1 '"_lA�_ ��� EXCEPT AS SIIOWN PLATES ARE TL20 GA TESI'ED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. scale = 0.2500 '-,,-ro ����:� Eng. Job: WO: WARNING: READ ALL NOTES ON THIS SHEET. �'.;,SS/ONAl. 'x``' I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA061008 a't)utiut Dsgnr: JRH Chk: Date: 11-21-00 �- CONTRACTOR. /'�' TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: Bracing shown on this drawing is nut erection bracing,wind bracing,pupal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing n O.C. Spacing:: 24.0 shown is fur lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf P g W ESTF I ELD I N D 46074 made to anchor lateral bracing at- .,nd specified locations determined by the building designer. Desi' Criteria: TPI Additional bracing of the overall e may he required. (See H1B-91 of TPI). For specific BC Dead 10.0 psf WHGRf QUALITY COUNTS truss bracing requirements, coot designer. (Truss Plate Institute,TPI.is located at Coe • TPI 1-1995 583 D'Onofrl,Drive,Madison,W,...,: 719). TOTAL 40.0 psf 17:Q1•UI 330283-140 I)rrivrc Mmrir Annhc,, 101i P.1III- C-17'FF-l.OKIHRN irrV• nr nr m CENTER 2902 MODEL 1213 WO: TI: VA071008 QTY:1 ~TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge 3 =Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 6) 19- 5- 3 11) 11- 1- 3 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 9- 3 7) 22- 2- 6 12) 6-11- 3 2x4 SP #2 3 nailed to face(s) of web with 10d nails 3) 6-11- 3 8) 22- 2- 6 13) 2- 9- 3 WEB FORCE AXL END CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 11- 1- 3 9) 19- 5- 3 14) 0- 0- 0 13- 2 0 0.00 0.13 0.13 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length, 5) 15- 3- 3 10) 15- 3- 3 12- 3 0 0.00 0.97 0.97 BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' ----MAX. REACTIONS PER BEARING LOCATION 11- 4 0 0.00 0.91 0.91 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0 0.00 0.97 0.97 1) : Plate OFFSET from joint center. Refer "**" denotes BOTH edges or BOTH faces 0- 1-12 0 0 0 BOT PIN 9- 6 0 0.00 0.13 0.13 to Joint Detail Report. MULTIPLE LOADS -- This design is the 22- 0-10 0 0 0 BOT H-ROLL composite result of multiple loads. All COMPRESSION Chords are assumed to be WEB FORCE WEB FORCE Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. RMB = 1.15 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. • • • • 11-1-3I I k 11-1-3 1 2 3 A 5 6 7 • 1 10.00 -10.00 1 [5X4] . I 3 ---1-- . 4X6 4X6 0.,... 9-3-6 9-3-6 2X X4 414 I, 0-0-6 0-0-6 2X5 2X4 2X4. - 5X4 2X4 2X4 2X5 + , `,,,yi,,1.1 a,,r,, Y 16442 • 14 13 12 11 10 9 8' 0# 3.50" 0# 3.50" STATE OF 22-2-6 n, ''�pJAN` ,' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.1875 %A'Ap� ,...,—1 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: /e,s, IONAL .,,, . T '11 c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: VA071008 �,+►u,I,n, Dsgnr: JRII Chk: Date: 1121 00 �� CONTRACTOR. /' `O , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection hracing,wind hracing,portal bracing or similar hracing TC Dead 10.0 psf DurFac-Pit: 1.15 lit PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0n WESTFIELD IND 46074 made to anchor lateral hracing at vl specified locations determined by the building designer.1. BC Dead 1O.0 psf Des)' 7riteria• TPI y ' W IILR[QUALITY COUNTS Additional hracing of the overall :may e rcyuired. (See HID-91 of TPI). Fur specific Cod • TPI 1-1995 a truss bracing requirements, corns designer. (Truss Plate Institute,TPI,is located at '4'58J D'Onufriu Drive,Madlsun,Wis., 71h9). TOTAL 40.0 psf V•01.'Qt 330284-141 n n........_ sr...:. .I:...I...;. son PJTII. r•ITGFJ ncI,IN lice !I/Ili In CENTEX 2902 MODEL 1213 WO: TI: AGE QTY:I TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 7) 8- 6- 0 13) 7- 2- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 1-10- 0 8) 9-10- 0 14) 5-10- 0 2X4 TRANSVERSE BRACING nailed flat to edge nailed to face(s) of web with 10d nails 3) 3- 2- 0 9) 11- 8- 0 15) 4- 6- 0 WEB FORCE AXL BNI) CSI of web with 12d nails at 8" o.c. TRANSVERSE staggered 8" o.c. SCAB or TRANSVERSE 4) 4- 6- 0 10) 11- 8- 0 16) 3- 2- 0 17- 2 0 0.00 0.06 0.06 BRACING to extend for center 80% of length. BRACING to extend for 80% of web length. 5) 5-10- 0 11) 9-10- 0 17) 1-10- 0 16- 3 0 0.00 0.16 0.16 Analysis based on Simplified Analog Model. 2X6 BRACE req'd on any web exceeding 14' 6) 7- 2- 0 12) 8- 6- 0 18) 0- 0- 0 15- 4 0 0.00 0.31 0.31 (] : Plate OFFSET from joint center. Refer "*" denotes ONE edge or ONE face ----MAX. REACTIONS PER BEARING LOCATION 14- 5 0 0.00 0.53 0.53 to Joint Detail Report. "**" denotes BOTH edges or BOTH faces X-Loc Vert Horiz Uplift Y-Loc Type 13- 6 0 0.00 0.31 0.31 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 0- 1-12 0 0 0 BOT PIN 12- 7 0 0.00 0.16 0.16 continuously braced unless noted otherwise. composite result of multiple loads. 11- 6- 4 0 0 0 BOT H-ROLL 11- 8 0 0.00 0.06 0.06 • Wind analysis based on: ASCE-Combined, V. 75 WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. RMB = 1.15 5-10-0 5-10-0 1 2 3 4 it 6 7 8 9 10.00 -10.00 5X4 2X4 '� 2X4 2X4 � ` 2X4 5-11-10 2x4,1° ° 2X4 5-4-14 0-6-9 0-6-9 /PIi n n n n n IL [3X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [3X6] � �. E. AR f I I I s,'0" lll , �/ �TNsrfFcF"% 11-8-0 � No, 18 - -17, 16. 15 14 113 112 11 10 16442 OAS 3.50" . ON 3.50" srArE of _ 0-10-8 a1 f 11-8-0 °r 10-8 <4..DIANA (RI-1-11) (RI-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.2500 '%�� > � WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '''eFSSIONAl. ,�`. T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: AGE "It` CONTRACTOR. Dsgnr: TRH Chk: Date: 11-21-00 �..�. , TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac Plt 1.15 Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf ` PO BOX 4 18 which Is a part of the building design and which must be considered by the building designer. Bracing n BC Live 0.0 sf O.C. Spacing: 24.0 WESTFIELD IND 46074 shown is for lateral support of truss member(only to reduce buckling length. Provisions must be p made to anchor lateral hrac-^ng at ends and specified fixations determined by the building designer. BC Dead 10.0psf Design Criteria: TPI Additional bracing of tt II structure may be required. (See HIB-91 of TPI). For specific lde Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirem ntact building designer. (Truss Plate Institute,TPI,Is located at 583 D'Onofrio Drive,A. a,Wisconsin 53719). TOTAL 40.0 psf •01•01•OO_330202_59 Design- Mnrrir Annlecir 1011 PATH. C'177:E-1.0KIIIIN r,re• nr m m CENTEX I 2902 MODEL 1213 WO: TI: B QTY:14 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [1: Plate OFFSET from joint center. Refer ==__ =Joint Locations=====__________ 1- 2 -1120 0.01 0.37 0.38 DOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 17- 2- 2 8) 11- 6- 0 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL RAID CSI L/999 10- 9 786 0.19 0.20 0.39 L=-0.04" D=-0.03" T=-0.07" X-Loc 1 1-12 972 VertHori0 Uplift 0 0 BO OT Type PIN 9- 8 534 0.13 0.18 0.32 MAX HORIZONTAL DEFLECTION: 22-10- 4 972 0 0 BCC H-ROLL 8- 7 534 0.13 0.18 0.32 T= 0.03" 7- 6 786 0.19 0.20 0.39 WEB FORCE WEB FORCE 2- 9 -275 3- 7 413 3- 9 413 4- 7 -275 RMB = 1.15 'I 11-6-0 11-6-0 1 2 4 5 10 0000 -10 00 [5X6] • ea • [6X6] 6X6] 10-8-5 `'' •4, 10-1-9 N. 0-6-9 0-6-9 ;dz �.�__�_' '„I\ " /' 5X4 3X6 5X4 [4X6] [4X6] 2. SL S T CCU: f' t 23-0-0 t No. ce ,I 4/ Q- 10 9 8 7 6 16442 = 972# 3.50" 973# 3.50" STATE OF 0-10-8 23-0-0 I 0-10-8 :fir INp1ANq ... (1t1-1-11) �' (R1-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 '..''.A4OF V��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'liFSS'/0NAL F'�•`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B i�'"""'� CONTRACTOR. Dsgnr: JRII Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this hawing is not anderection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf • PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only by reduce buckling length. Provisions must be BC Live 0.0 psf O.C.00 Spacing: 24.0 WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the'-rail structure may he required. (See HIB-91 of TPI). For specific p 'ode Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requireme ntact building designer. (Truss Plate Institute,TPI,Is located at 583 D'Onofrio Drive,. Wisconsin 53719). TOTAL 40.0 psf :01.01.00-330204-61 Design: Morrir Analysis JOB PATII.• C.lTEE-LOKIB/N !1CS: 01.01.00 CENTEX I 2902 MODEL 1213 WO: TI: B1 QTY:12 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) I]: Plate OFFSET from joint center. Refer .Joint Locations 1- 2 -1120 0.01 0.37 0.38 HOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 17- 2- 2 8) 11- 6- 0 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 786 0.19 0.20 0.39 L=-0.04" De-0.04" T.-0.07" 0- 1-12 972 0 0 BOT PIN 9- 8 534 0.13 0.18 0.32 MAX HORIZONTAL DEFLECTION: 22-10- 4 919 0 0 BOT H-ROLL 8- 7 534 0.13 0.18 0.32 T. 0.03" 7- 6 786 0.19 0.20 0.39 WEB FORCE WEB FORCE 2- 9 -275 3- 7 413 3- 9 413 4- 7 -275 RMB . 1.15 y 1 11-6-0 2 it 11-6-0 4, 4 5 10 00 -10 00 [5X6] [6X2X4 10-8-5 AIA\_____ 10-1-9 0-6-9 Ak/\Aillkita • 0 6-9` I [4X6] 5X4 3X6 5X4 [4X6] • alto l i n,,,,, ,,,tOE. is''% M M =' " 9• G No.f F'Ce',; / 23-10-010 9 8 7 6 16442 972# 3.50" 920# 3.50" STATE OF - 0-10-8 j L 23-0-0 .I "sue IND1ANq = (R1-1-11) f EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ,'.A�OF V('` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''„,TONAL F't�• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B1 • t'tattttt►t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING• TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is ma erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C.Spacing: 24.0n WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of tb ' •II structure may be required. (See HIB-91 of TP1). For specific fde Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirems ',tact building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,h. .,Wisconsin 53719). TOTAL 40.0 psf . ,:01.01.00-330207-64 Design: Matrix' Analysis JOB PAID: C:ITEE-I,OAIR/N I/rc. or ni D') CENTEX 2902 MODEL 1213 WO: TI: B1GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations DOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 13) 15- 6- 0 25) 14- 2- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 2- 0 14) 16-10- 0 26) 12-10- 0 2x3 SPF #1/#2 (N) 5,11 nailed to faces) of web with 10d nails 3) 3- 6- 0 15) 18- 2- 0 27) 11- 6- 0 WEB FORCE AXL BND CSI 2x4 SPF #3 (N) 6,10 staggered 8" o.c. SCAB or TRANSVERSE 4) 4-10- 0 16) 19- 6- 0 28) 10- 2- 0 34- 2 0 0.00 0.08 0.08 2x4 SPF #1/#2 (N) 7,8,9 BRACING to extend for 80% of web length. 5) 5- 9- 9 17) 20-10- 0 29) 8-10- 0 33- 3 0 0.00 0.19 0.19 WEDGES: 2x4 SPF #1/#2 (N) 2X6 BRACE req'd on any web exceeding 14' 6) 6- 2- 0 18) 23- 0- 0 30) 7- 6- 0 32- 4 0 0.00 0.36 0.36 2X4 TRANSVERSE BRACING nailed flat to edge "*" denotes ONE edge or ONE face 7) 7- 6- 0 19) 23- 0- 0 31) 6- 2- 0 31- 6 0 0.00 0.57 0.57 of web with 12d nails at 8" o.c. TRANSVERSE "**" denotes BOTH edges or BOTH faces 8) 8-10- 0 20) 20-10- 0 32) 4-10- 0 1 30- 7 0 0.00 0.48 0.48 BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. 9) 10- 2- 0 21) 19- 6- 0 33) 3- 6- 0 29- 8 0 0.00 0.83 0.83 MULTIPLE LOADS -- This design is the [1: Plate OFFSET from joint center. Refer 10) 11- 6- 0 22) 18- 2- 0 34) 2- 2- 0 28- 9 0 0.00 0.63 0.63 . composite result of multiple loads. to Joint Detail Report. 11) 12-10- 0 23) 16-10- 0 35) 0- 0- 0 27-10 0 0.00 0.81 0.81 All COMPRESSION Chords are assumed to be 12) 14- 2- 0 24) 15- 6- 0 26-11 0 0.00 0.63 0.63 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 25-12 0 0.00 0.83 0.83 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, X-Loc Vert Horiz Uplift Y-Loc Type 24-13 0 0.00 0.48 0.48 internal pressure coef. I, interior zone. 0- 1-12 0 0 0 BOT PIN 23-14 0 0.00 0.57 0.57 22-10- 4 0 0 0 DOT H-ROLL 22-15 0 0.00 0.36 0.36 21-16 0 0.00 0.19 0.19 20-17 0 0.00 0.08 0.08 WEB FORCE WEB FORCE RMB = 1.15 1 11-6-0 11-6-0 234 5 r7 9 10 11 12 113 14 15 5 16 117 18 10.00 -10 00 [4X6] X4 Ali X42X410-1-9 10-8-5 2X4ih62X4 0-6-90 -9 1111 killl&r6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X42X4 2X4 [4X6] [5X6] 2X4 ,,‘t�,,rn,,',� ```,.�N\O E. A,QC;,� h l i G S7 �' C- No. F. I I I 23 0-0 I I I I I I I 16442 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 = STATE OF _ 0# 3.501 e 0# 3.soll 0-10-8 I. 23-0-0 al KvDJAN,:y = (R1-1-11>� ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.1875 ,�A `� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',,.,, t - Dwg: CENTEX Truss ID: B1GE �i,SS10 N AL -0 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsgnr: JR1I Chit: Date: 11-ID: B 00 I f I t CONTRACTOR. �••1, , TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: Bracing shrnvn on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing n shown is for lateral support of truss members only to reduce buckling length. Provisions must Inc BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of ii All structure may he required. (See HIB-9t of TPI). For specific )de Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremi (tact building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,A_ I,Wisconsin 53719). TOTAL 40.0 psf • • :01.01.00-330206-63 Design: Marrir Amdvsls JOH PATII: C:ITFE-LOKIR/N l/CF f)1 nl rrl CENTEX 2902 MODEL 1213 WO: TI: BSC (QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =- = Joint Locations 1- 2 -1120 0.01 0.37 0.38 BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 23- 0- 0 9) 8- 3- 1 2- 3 -980 0.02 0.37 0.38 WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 5- 9-14 6) 23- 0- 0 10) 0- 0- 0 3- 4 -980 0.02 0.37 0.38 2x4 SPF #3 (N) 2,3 [I: Plate OFFSET from joint center. Refer 3) 11- 6- 0 7) 14- 8-15 4- 5 -1120 0.01 0.37 0.38 GABLE STUD: 2x3 SPF #3 (N) to Joint Detail Report. 4) 17- 2- 2 8) 11- 6- 0 2x3 SPF #3 (N) 6,9,11,13 + Denotes 90 degree plate orientation. ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 7 MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 786 0.19 0.20 0.39 2x3 SPF #3 (N) 14,15,16,17 composite result of multiple loads. 0- 1-12 972 0 0 BOT PIN 9- 8 534 0.13 0.18 0.32 WEDGES: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be 22-10- 4 972 0 0 BOT H-ROLL 8- 7 534 0.13 0.18 0.32 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 7- 6 786 0.19 0.20 0.39 L/999 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, L.-0.04" D=-0.03" T=-0.07" internal pressure coef. I, interior zone. WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 9 -275 3- 7 413 T. 0.03" 3- 9 413 4- 7 -275 RMB = 1.15 11-6-0 11-6-0 1 2 4 5 1 00 0 -10 Oo [5X6] e4 n 5, (6X6] I 6X6] 10-1-910-8-5 A 0-6-91IJIh069 /a :( ] 5X45X4 [4X6] ..3'.p t E„„,,,, P1 ' 9- G's rt RAF`'; ,' r 23-0-0 No. F 10 9 8 7 6' 16442 972# 3.50" 973# 3.50" STATE pF = 0-10-8 °I 23-0-0 0-10-8 �` INDIA/1fq � GABLE STUD PLATESNI3,---4 (Rl 1-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.1875 r'.A�D,r ��`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''"iFSS/ONAL ��•` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BSC -iiiiiiii% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 , TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing n shown Is Inc lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of th- •all structure may be required. (See HIB-9I of TPI), For specific Jde Desc: TPI 1-19I5 WHERE QUALITY COUNTS truss bracing requiremt ❑tact building designer. (Truss Plate Institute,TPI,is located at 583 D'Onufrio Drive,I ,,Wisconsin 53719). TOTAL 40.0 psf , ;01,01.00-330203- 60 Design: Merle Analysis JOB PAT/I: C.ITEE-/.OXIAIN IIC: 01 0/.(XI CENTEX I 2902 MODEL 1213 • WO: TI: F QTY:5 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be .Joint Locations 1- 2 -116 0.00 0.62 0.62 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. '1) 0- 0- 0 3) 7- 0- 0 WEBS: 2x4 SPF STUD (N) End vertical(s) not designed for exposure 2) 7- 0- 0 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.42 0.42 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L.-0.01" D.-0.01" T.-0.02" 0- 1-12 332 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 6-11- 4 280 0 0 HOT H-ROLL 2- 3 -190 T. 0.05" RMB . 1.15 Jt 7-0-0 1 8 00 2X4 n /4/11 J 5-7-3 5-0-9 I 0-4-9 asweeleseeenesmw 3X4 2X4 ,`O o li lio,,,, 0-1-8 ,``�O� ST ARi�� ' n i - 6-10-8 Q� No, F,� 4• i 16442 333# 3.50" 280# 1.50" STATE OF *..2 0-10-8 --•I f. 7-0-0 .l s 1N DIA .. cR1-0-10l NA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 '.,O,c V�. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,:liFSS/0NAL �',.``% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: F ��tt,,,,,tttt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 ' COMPANY INC. Bracing shtnvn on this drawing is ma erection bracing,wind bracing,mortal bracing orsimilar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n O.C. Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral suppu of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the Al structure may he required. (See HIB-91 of TPI). For specificide Desc:TPI 1-1995 WHERE QUALITY COUNTS truss bracing requireme .tact building designer. (Truss Plate Institute,TPI,is located at 583 D'Omofrio Drive,F. ,Wisconsin 53719). TOTAL 40.0 psf , . :01.01,00-330232-89 Design: Moir& Annh:ris JOIt PATH: C:I7TE-I.OKIHIN HGC. 01.0!IV CENTEX 2902 MODEL 1213 WO: TI: FGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = Joint Locations-.==........... BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 7- 0- 0 9) 2-10- 4 BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 2-10- 4 6) 7- 0- 0 10) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 4- 2- 4 7) 5- 6- 4 WEB FORCE AXL END CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 5- 6- 4 8) 4- 2- 4 9- 2 0 0.00 0.08 0.08 continuously braced unless noted otherwise. composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.16 0.16 End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.28 0.28 Wind analysis based on: ASCE-Combined, V. 75 to lateral wind pressure. 0- 1-12 0 0 0 BOT PIN 6- 5 0 0.00 0.32 0.32 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 6-11- 4 0 0 0 BOT H-ROLL internal pressure coef. I, interior zone. WEB FORCE WEB FORCE RMB = 1.15 7-0-0 1 2 3 4 5 I 8.00 2X4 2X4 S . T 2X4 2X4 11 T 5-7-3 s-0-9 J r 3X4 2X4 2X4 2X4 2X4 ,,,y.stsrs ,„I, 0 1-8 ,,,,oN\o E. qRc,, 1 I ,�-- : :' R No.f•es��'� 6 10-8 16442 10 9 8 7 STATE �F _ 8 I oil 3.50 0# I.so° =fir = 011— 0- �- 7-0-0 7. I N D;ANA _ tR1-o-Io> 4 = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.2500 .� %—re) C���`,`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�'1i,SS/ONtA; -,0%% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FGE CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0psf Design Criteria: TPI Additional bracing of the -.II structure may Ise required. (See HIB-91 of TPI). For specific ,de Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremer 'act building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,M Wisconsin 53719). TOTAL 40.0 psf �. J1,01.00 330231 88 Design: Matrix Analysis !OR PAT!!. C:ITEE-1.OKIBIN IICS: 01.01.00 CENTEX I 2902 MODEL 1213 WO: TI: G QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [): Plate OFFSET from joint center. Refer =Joint Locations=====_=______=_ 1- 2 -1727 0.04 0.72 0.76 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1533 0.04 0.73 0.77 WEBS: 2x4 SPF 8rUL (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1501 0.07 0.44 0.51 2x4 SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 30- 0- 0 11) 10- 1- 9 4- 5 -1501 0.07 0.44 0.51 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 5- 6 -1533 0.04 0.73 0.77 L/999 --MAX. REALTICu1S PER BEARING LOCATION 6- 7 -1727 0.04 0.72 0.76 L=-0.09" D=-0.09" T--0.17" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 1252 0 0 BOT PIN BC FORCE AXL BND CSI T= 0.08" 29-10- 4 1252 0 0 DOT H-ROLL 12-11 1350 0.33 0.40 0.73 11-10 886 0.22 0.40 0.61 10- 9 886 0.22 0.40 0.61 9- 8 1350 0.33 0.40 0.73 ' WEB FORCE WEB FORCE 2-11 -402 4- 9 632 4-11 632 6- 9 -402 RMB - 1.15 15-0-0 15-0-0 1 2 3 5 6 74' 8 00 -g 0p0p [6X6] I46 X 2X2X4 10-11-3 10-4-9 ....V. 0 4-9 0-4-9 A__ Alt\ J '4X5 5X6 3X6 5X6 4X5 ,,5,,nallfslas/,, r, '. s r4- cF', �, 30-0-0 • �� 16442 12 11 10 9 8 STTATEOF *'' 1252# 3.50" 1252, 3.50" 0.-1.0�8 _ 30-0-0 a l 0-10-8 ? "N DIANA - (R1-0-10)1 r 1 r au-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ..'A,O �� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��`'FFS670NAL '�C`% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G f,f,fftbtt% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of th- II structure may be required. (See HIB-9I of TPI). Fur specific 'de Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremu net building designer. (Truss Plate Institute.TPI,is located at 583 D'Onnfrio Drive,Iv, i,Wisconsin 53719). TOTAL 40.0 psf . ,:01.01.00-330233-90 r.........-.. i Drsign: Matrir Aru+ll.sis JOR PAT!/.. CITE£-IDA'IBIN atrc- nt nt m CENTEX I 2902 MODEL 1213 WO: TI: GI QTY:7 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) I): Plate OFFSET from joint center. Refer Joint Locations 1- 2 -1727 0.04 0.72 0.76 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 21- 5-15 9) 19-10- 7 2- 3 -1533 0.04 0.73 0.77 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 7- 6- 6 6) 22- 5-11 10) 14- 0- 0 3- 4 -1501 0.07 0.44 0.51 2x4 SPF #1/#2 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 8- 6- 1 7) 30- 0- 0 11) 10- 1- 9 4- 5 -1501 0.07 0.44 0.51 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 5- 6 -1533 0.04 0.73 0.77 L/999 ----MAX. REACTIONS PER BEARING LOCATION 6- 7 -1727 0.04 0.72 0.76 L.-0.09" D=-0.09" T.-0.17" X-Loc Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12HorizUplift 1252 0 0ftBOT PIN BC FORCE AXL BND CSI T= 0.08" 29-10- 4 1199 0 0 BOT H-ROLL 12-11 1350 0.33 0.40 0.73 11-10 886 0.22 0.40 0.61 10- 9 886 0.22 0.40 0.61 9- 8 1350 0.33 0.40 0.73 ' WEB FORCE WEB FORCE 2-11 -402 4- 9 632 4-11 632 6- 9 -402 RMB m 1.15 15-0-0 15-0-0 ilfl 2 3 / 5 6 7 8 00 -8 00 [6X6] 3X6 3X6 2X4.= 2X4 10-11-3 10 4-9 4111 0-4-9 _ 0-4-9 v /4X5 5X6 3X6 5X6 4X5 %.,+`Q'E I,,,,,' ‘QC Osr AR°e-% .}' t t 30-0-0 t 'I No. F 12 11 10 9 8 442 1252#L 3.50" 1200# 3.50" (* TE OF _ 0-10-8 f 30-0-0 .I ANA, (Rl-0-1o)EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 cs, \�.� En . Job: WO: v? WARNING: READ ALL NOTES ON THIS SHEET. Eng. /0 N AL -,0`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GI� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 /'� TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is no erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which Is a part of the building design and which must he considered by the building designer. Bracing psf O.C. Spacing: 24.0"shown0.0 Live WESTFIELD IND 46074 Is for lateral support of truss members only to reduce buckling length. Provisions must be BCp made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the merail structure may be required. (See HIB-91 of TPI). For specific ode Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremer uact building designer. (Truss Plate Institute,TP1,is located at -- 583 D'Onofri"Drive,It Wisconsin 53719). TOTAL 40.0 psf 01,01.00-330236-93 r� Design: Matrix Analysis JOB PATH: C.:ITEE-LOKIBIN HCS: 01.01.00 CENTEX 2902 MODEL 1213 WO: TI: G1GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations HOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 16) 21- 8- 0 31) 16- 4- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 3- 0- 0 17) 23- 0- 0 32) 15- 0- 0 2x3 SPF #1/#2 (N) 6,14 nailed to face(s) of web with 10d nails 3) 4- 4- 0 18) 24- 4- 0 33) 14- 0- 0 WEB FORCE AXL BND CSI 2x4 SPF #3 (N) 7,8,12,13 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 8- 0 19) 25- 8- 0 34) 13- 8- 0 42- 2 0 0.00 0.08 0.08 2x4 SPF #1/#2 (N) 9,10,11 BRACING to extend for 80% of web length. 5) 7- 0- 0 20) 27- 0- 0 35) 12- 4- 0 41- 3 0 0.00 0.17 0.17 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding 14' 6) 8- 4- 0 21) 30- 0- 0 36) 11- 0- 0 40- 4 0 0.00 0.29 0.29 of web with 12d nails at 8" o.c. TRANSVERSE "*" denotes ONE edge or ONE face 7) 9- 8- 0 22) 30- 0- 0 37) 9- 8- 0 39- 5 0 0.00 0.45 0.45 BRACING to extend for center 80% of length. "+*" denotes BOTH edges or BOTH faces 8) 11- 0- 0 23) 27- 0- 0 38) 8- 4- 0 38- 6 0 0.00 0.68 0.68 [) : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 9) 12- 4- 0 24) 25- 8- 0 39) 7- 0- 0 37- 7 0 0.00 0.49 0.49 to Joint Detail Report. MULTIPLE LOADS -- This design is the 10) 13- 8- 0 25) 24- 4- 0 40) 5- 8- 0 36- 8 0 0.00 0.80 0.80 All COMPRESSION Chords are assumed to be composite result of multiple loads. 11) 15- 0- 0 26) 23- 0- 0 41) 4- 4- 0 35- 9 0 0.00 1.00 1.00 • continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 12) 16- 4- 0 27) 21- 8- 0 42) 3- 0- 0 34-10 0 0.00 0.70 0.70 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 13) 17- 8- 0 28) 20- 4- 0 43) 0- 0- 0 32-11 0 0.00 0.86 0.86 internal pressure coef. I, interior zone. 14) 19- 0- 0 29) 19- 0- 0 31-12 0 0.00 0.70 0.70 15) 20- 4- 0 30) 17- 8- 0 30-13 0 0.00 1.00 1.00 ----MAX. REACTIONS PER BEARING LOCATION 29-14 0 0.00 0.80 0.80 X-Loc Vert Horiz Uplift Y-Loc Type 28-15 0 0.00 0.49 0.49 0- 1-12 0 0 0 BOT PIN 16-27 0 0.00 0.68 0.68 29-10- 4 0 0 0 BOT H-ROLL 26-17 0 0.00 0.45 0.45 25-18 0 0.00 0.29 0.29 15-0-0 15-0-0 24-19 0 0.00 0.17 0.17 r I i r t 111 23-20 0 0.00 0.08 0.08 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 WEB FORCE WEB FORCE $ -8.00 I RMB = 1.15 [6X61 I2X4 z�s 2X4 2X2X111111 SX65X6 2X4 -''10-11-32X2X4 � 2X4 0 9 .II0 49 .T`_ ___-9 /4X5 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 4X5 3X6 `3 wi l'tall',, ,�oN Rc, ��" f C'No f ce. ' .� 130-0 0 I I �' 164 , 43 42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 23 22' S7A7E 0# 3.50" 0# 3.50" OF _ 0-10-s I 2 a� Fo- 30 0-0 1NDIANA (R1-0-10) I �'A �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 1-4-0 o.c. scale = 0.1875 '.PO,r ,��,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''FSS/0NAL ������ T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: G1GE r'rrttsiltt CONTRACTOR. Dsgnr: JR1I Chk: Date: 11-21-00 , TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing n shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the 'I structure may be required. (See HIB-91 of TPI). For specific de Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremei .act building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,M,. ,Wisconsin 53719). TOTAL 40.0psf a"� , . :01.01.00 33023$ 92 Drtign: Aforit Anolcri.c JOR PATH: C.IIF£-I.OAIRIN rrr(''- (II nI no CENTEX I 2902 MODEL 1213 WO: TI: GGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.0E Top Chord MUST be continuously laterally .Joint Locations 1- 2 -10889 0.38 0.21 0.59 SOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 7) 30- 0- 0 13) 10- 2- 9 2- 3 -10883 0.30 0.11 0.41 WEBS: 2x4 SPF #1/#2 (N) PERPENDICULAR to the plane of the truss. 2) 5- 5- 2 8) 30- 0- 0 14) 8- 0- 0 3- 4 -8816 0.14 0.13 0.26 2x4 SPF #3 (N) 1,3,7,9 'Suggest SIMPSON 'TBE' connection at 3) 10- 2- 9 9) 24- 6-14 15) 5- 5- 2 4- 5 -8815 0.14 0.13 0.26 (I: Plate OFFSET from joint center. Refer bearing location for proper reaction 4) 15- 0- 0 10) 22- 0- 0 16) 0- 0- 0 5- 6 -10883 0.30 0.11 0.41 to Joint Detail Report. transfer from truss to bearing. 5) 19- 9- 7 11) 19- 9- 7 6- 7 -10889 0.38 0.21 0.59 This 2-PLY truss designed to carry All COMPRESSION Chords are assumed to be 6) 24- 6-14 12) 15- 0- 0 23' 0" span framed to BC one face continuously braced unless noted otherwise. BC FORCE AXL BND CSI 2' 0" span split-framed to opposite face 2-PLY TRUSS! fasten w/10d nails in TOTAL DESIGN LOADS 16-15 9000 0.25 0.28 0.53 staggered pattern per nailing schedule: Uniform PLF From PLF To 15-14 7337 0.20 0.17 0.38 Building Designer shall provide adequate TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -60 0- 0- 0 -60 30- 0- 0 14-13 7337 0.20 0.20 0.41 bearing area and anchorage. Distribute loads equally to each ply. BC Vert L+D -434 0- 0- 0 -434 30- 0- 0 13-12 5541 0.15 0.27 0.42 BEARING AREA REQUIRED ON 12-11 5541 0.15 0.27 0.42 ID Erg Size ** Min Size -or- Min Area X-Loc REACTIONS Vert Horiizz BUplift Y-LocG l Type 11-10 7337 0.20 0.20 0.41 1 0- 3- 8 0- 4- 6 13.12 si 0- 1-12 7412 0 0 BOT PIN 10- 9 7337 0.20 0.17 0.38 2 0- 3- 8 0- 4- 6 13.12 si 29-10- 4 7412 0 0 DOT H-ROLL 9- 8 9000 0.25 0.28 0.53 ** size specified by customer MAX LIVE LOAD DEFLECTION: WEB FORCE WEB FORCE L/999 2-15 -291 4-11 4005 L=-0.15" D=-0.15" T=-0.31" 3-15 2949 5-11 -1564 MAX HORIZONTAL DEFLECTION: 2-PLYS REQUIRED3-13 -1564 5- 9 2949 T. 0.14" 1 , 4-13 4005 6- 9 -291 4-12 2137 I/ t 15-0-0 t t 15-0-0it t RMB = 1.00 1 2 3 5 6 7� r8.0000 -8 00 [7X10] o A\ L 0e5 7, [6X8] NN7,,,8,] 10-4-9 3X6 3X6 10-4-9 w 0-0-9 0 4-9 I Ilan. Iliii% m 1111 IIII11161111 I!IllilMin--IMIIMIGIIIII-II-IIIIIIIIIMI-H 0liI11 iv v [HY20-5X10.4] [8X101 _ [8X10] [3X10] [8X10] [8X10] [HY20-5X10.4] 1iY20-5X10.4 Y20-5X10.4 ;�k° s r� c`�'�• - 30-0-0 ,/ No. E' 16 15 14 13 12 11 10 9 8 16442 7413# 4.38" 7413# 4.38" * STATE OF _ fa 30-0-0 .I IND1ANq = f EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 '1,OF (�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,''�i,, /0NAI. ��.`��� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GGR 't►tttttt►t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing,mortal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only no reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the m- -01 structure may he required. (See HIB-91 of TPI). For specificle Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremen act building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrin Drive,hi Wisconsin 53719). TOTAL 40.0 psf 1 01 00-330234-91 Design: Mattis Analysis 1017 PAT!! Cr'ITEE-LOKIHIN IDC.S: 01.01.00 CENTEX 2902 MODEL 1213 WO: TI: HGE QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 11- 6- 0 17) 7- 6- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 2- 0 10) 12-10- 0 18) 6- 2- 0 2x3 SPF #1/#2 (N) 5 nailed to face(s) of web with l0d nails 3) 3- 6- 0 11) 15- 0- 0 19) 4-10- 0 WEB FORCE AXL END CSI WEDGES: 2x4 SPF #1/#2 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 4-10- 0 12) 15- 0- 0 20) 3- 6- 0 21- 2 0 0.00 0.08 0.08 2X4 TRANSVERSE BRACING nailed flat to edge BRACING to extend for 80% of web length. 5) 6- 2- 0 13) 12-10- 0 21) 2- 2- 0 20- 3 0 0.00 0.19 0.19 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' 6) 7- 6- 0 14) 11- 6- 0 22) 0- 0- 0 19- 4 0 0.00 0.36 0.36 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face 7) 8-10- 0 15) 10- 2- 0 18- 5 0 0.00 0.57 0.57 Analysis based on Simplified Analog Model. "**" denotes BOTH edges or BOTH faces 8) 10- 2- 0 16) 8-10- 0 17- 6 0 0.00 0.49 0.49 MULTIPLE LOADS -- This design is the [1 : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 16- 7 0 0.00 0.57 0.57 composite result of multiple loads. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 15- 8 0 0.00 0.36 0.36 All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 14- 9 0 0.00 0.19 0.19 Wind analysis based on: ASCE-Combined, V- 75 continuously braced unless noted otherwise. 14-10- 4 0 0 0 BOT H-ROLL 13-10 0 0.00 0.08 0.08 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C. internal pressure coef. I, interior zone. WEB FORCE WEB FORCE RMB = 1.15 7-6-0 7-6-0 1 2 3 4 5 7 8 9 l0 11' 10 00 -10 00 5X4 T 2XX42X7 4-52X X46-9-9 AilI'I'Ihi,l.. 0-6-9 [4X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 i4X6] a� D \O E. A,Q,•,. I f I I .�. , G S f t�Ces% I� 15-0-0 �j 16442 22 21 20 19 18r 17 16 15 14 13 12 0# 3.50" 0# 3.50" STATE OF .1: 0-10-8 0-10-8 INDIANA-----=,_____,_:__ (R1-1-11)*� F 15-0-0 °I I'(R1-1-11) �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.2500 ,,rcl- V`�; WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '',Fss/ONAL ��,`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HGE r�rrtrttto CONTRACTOR. Dsgnr: JRII Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING TC Live 20.0 psf DurFac Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing n BC Live 0.0 psf O.C. Spacing: 24.0 shown is for lateral support of truss members only to reduce buckling length. Provisions must Inc W ESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0psf Design Criteria: TPI Additional bracing of the 'I structure may be required. (See HIB-91 of TPI). For specificle Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requiremen act building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,M. Wisconsin 53719). TOTAL 40.0 psf ��. p , . .O1.Q1.00 330249 106 Design: Moult Annlvsio fOR PATH- C:ITEE-I.OKIRIN ',cc Ill Ill IV) CENTEX 2902 MODEL 1213 WO: TI: HGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally .Joint Locations 1- 2 -4911 0.12 0.10 0.22 DOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 4) 11- 0-14 7) 9-10-10 2- 3 -4826 0.09 0.13 0.22 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 3-11- 2 5) 15- 0- 0 8) 5- 1- 6 3- 4 -4826 0.09 0.13 0.22 2x4 SPF #1/#2 (N) 2,3 (1: Plate OFFSET from joint center. Refer 3) 7- 6- 0 6) 15- 0- 0 9) 0- 0- 0 4- 5 -4911 0.12 0.10 0.22 WEDGES: 2x4 SPF #1/#2 (N) to Joint Detail Report. All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. TOTAL DESIGN LOADS BC FORCE AXL BND CSI continuously braced unless noted otherwise. This 2-PLY truss designed to carry Uniform PLF From PLF To 9- 8 3715 0.10 0.28 0.38 2-PLY TRUSS! fasten w/10d nails in 30' 0" span framed to BC one face TC Vert L+D -60 0- 0- 0 -60 15- 0- 0 8- 7 2580 0.07 0.28 0.35 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face BC Vert L+D -574 0- 0- 0 -574 15- 0- 0 7- 6 3715 0.10 0.28 0.38 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft ----MAX. REACTIONS PER BEARING LOCATION Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: 0- 1-12 4756 0 0 BOT PIN 2- 8 -123 3- 7 3115 L/999 14-10- 4 4756 0 0 DOT H-ROLL 3- 8 3115 4- 7 -123 L=-0.05" D.-0.05" T=-0.09" RMB 1.00 MAX HORIZONTAL DEFLECTION: T= 0.05" 1 - '; 2-PLY S REQUIRED y 7-6-0 7-6-0 1 1 2 4 5 10.00 -10 00 [6X8] @N ' 3X5 3X5 6-9-9 4 /11A\ 6-9-9 0-6-9 0-6-9 ra 111111111111M111111111 mum [8X8] _ [8X10] [8X10] [8X8] P9 R ' 19 15-0-0 No. t� 8 7 16442 4756# 3.50" 4756# 3.50" ▪ STATE OF = le 15-0-0 ,I • IND1ANq EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 ,▪ 'Ail �( ;: '�,D,r U� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �',,;,ss/0 N AI. V.,% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HGR ',sslssst►t CONTRACTOR. Dsgnr: JRH Chic: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TN Additional bracing of the It structure may be required. (See HIB-91 of TPI). For specific BC Desc:TPI 1-1995 WHERE QUALITY COUNTS truss bracing requireme tact building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,M ,Wisconsin 53719). TOTAL 40.0 psf .01.01.00-330250-107 Drsign: Marrir Analysis JOII PAT/I: C:ITEE-I.0KIl1/N TICS- 01 0/IYI CENTEX 2902 MODEL 1213 WO: TI: VA010810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ....==..= Joint Locations== HOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 4- 8- 4 5) 2- 4- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 4- 2 4) 4- 8- 4 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.12 0.12 continuously braced unless noted otherwise. 0- 1-12 0 0 0 HOT PIN Wind analysis based on: ASCE-Combined, V= 75 4- 6- 8 0 0 0 HOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB 1.15 internal pressure coef. I, interior zone. 2-4-2 2-4-2 'Il1 3 8.00 -8.00 4X4 I ...i. E_3 1-7-2 1-7-2 0-0-6 / 0-0-6 v u v 2X5 2X4 2X5 ,,,`%�\O,E i E. �,,�O GISTf,�Ce.,%,, 4-8-4 Q= Ck No. F� / 5 4 16442 Oil 3.50" Oil 3.50" STATE of `= �. 4-84 7. 1NDIANA z EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale = 0.7500 ,,-r- r (���` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,`'"FSS/ONM- �%°� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA010810 ,,"t"ilt� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection hracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n shown is tor lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI ' "Additional bracing of the structure may he required. (See H IB-91 of TPI). For specific le Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirement et building designer. (Truss Plate Institute,TPI,is located at —......— 583 D'Onnfrio Drive,Ma, Wisconsin 53719). TOTAL 40.0 psf 1 , .01.01.00-330273-130 Design: Malrir Analysis JOB PATH:: C.ITFE-LOAIBIN Or(' eli nt m CENTEX 2902 MODEL 1213 WO: TI: VA020810 QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = a = ==Joint Locations=====____:___=_ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 9- 8- 4 5) 4-10- 2 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4-10- 2 4) 9- 8- 4 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.60 0.60 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 9- 6- 8 0 0 0 HOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB 1.15 internal pressure coef. I, interior zone. I 1 4-10-2 4/ 4-10-2 8 00 -8 00 4X4 4 3-3-2 3-3-2 0-0-6 0-0-6 2X5 2X4 2X5 ....,. .t if sllrll ``,.��\OG S TF RC'`'' 9-8-4 Q- No, c"� 6 5 4 16442 0# 3.50" Oft 3.50" STgTE OF _ I I Ia 9-8-4 e{ INDIANA EXCEPT AS SHOWN PLATES TARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 Io.c. scale = 0.5000 %A'Ap \��.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�''�FS �'- �` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA020810 i,,SIO N A� Dsgnr: JRII Chk: Date: 11-21-00 CONTRACTOR. TRUSS MANUFACTURING TC Live 20.0psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing n shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 W ESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the o- 't structure may be required. (See HIB-91 of TPI). For specific -1e Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirement ct building designer. (Truss Plate Institute,TPI,is located at 1 583 D'Onofrio Drive,Ma Nisconsin 53719). TOTAL 40.0 psf 1 ,/1,01,00-330274-131 Outgo: Manic Analysis JOB PATIi:: C:ITEE-LOKIBRJ I/CS. 0/.0/.(X) CENTEX 2902 MODEL 1213 WO: TI: VA030810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations......... BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 14- 8- 4 9) 3- 2- 2 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 2- 2 6) 14- 8- 4 10) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 7- 4- 2 7) 11- 6- 2 WEB FORCE AXL END CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 11- 6- 2 8) 7- 4- 2 9- 2 0 0.00 0.11 0.11 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.69 0.69 Wind analysis based on: ASCE-Combined, V. 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.11 0.11 MPH, I.0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN internal pressure coef. I, interior zone. 14- 6- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 L 7 4-2 7 4-2 1 2 It 4 5 O80 -8.00 1 4X4 I I 4-11-2 2X4 2X4 4-11-2 0-0-6 0-0-6 2X5 2X4 4X4 2X4 2X5 -4— tJ\C) E• gR'°es% `�O No 4-.te' /' 14 8-4 'I Q 1644z • I 10 9 8 7 6 ON 3.50 0# 3.50" * STILE OF _ [a 1a-8-a 7. INp)gNq EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs\� � 2-0-0 o.c. scale = 0.3750 %A'A WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',"4SS/0NALyy��- T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA030810 ', 'tsl`h CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 r,Qr .. . TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 lam" COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar hracin6 TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must he considered by the building designer, Bracing u shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified fixations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the ovr—"structure may he required. (See HIB-91 of TPI). For specific p 'e Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements t building designer. (Truss Plate Institute,TPI,is located at 583 D'Onufrio Drive,Mad isconsin 53719). TOTAL 40.0 psf f,O1.00-330275-132 Design: Marrir Analysis JOB PAT/I: C.9TEE-LOKIBIN NCS: 01.0f.(V J CENTEX 2902 MODEL 1213 WO: TI: VA040810 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge - __= Joint Locations=====_ ________ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 19- 8- 4 9) 5- 8- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 8- 2 6) 19- 8- 4 10) 0- 0- 0 2x3 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 9-10- 2 7) 14- 0- 2 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the (): Plate OFFSET from joint center. Refer 4) 14- 0- 2 8) 9-10- 2 9- 2 0 0.00 0.39 0.39 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.72 0.72 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.39 0.39 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 19- 6- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 . 4r 9-10-2 9-10-2 j. 1 2 4 5 8.00 -8.00 [5X4] sea 2X4 2X4 tl oliiiiiiiii 6-7-2 6-7-2 lki 0-0-6 0-0 6 64 2X5 2X4 4X5 2X4 2X5 ``�vttttt,ttit,,�, �' - TST0 8 7 19-8-4 INO' F 10 9 6 6442 _ 0# 3.50"fir 19 s 4&, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2500 ./V�,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'';,SS�ONAL ��.�`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA040810 �'»t t r t l t t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 BRACING WARNING: COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing:: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf P g WESTFIELD IND 46074 made to anchor lateral bracin'at ends and specified locations determined by the building designer. P°sign Criteria: TPI Additional bracing of the r tructure may be required. (See HIB-9l of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements :t building designer. (Truss Plate Institute,TPI,is located at e Desc: TPI 1-1995 583 D'Onofrio Drive,Mad, Wisconsin 53719). TOTAL 40.0 psf IN .01,01.00-330276-133 Desi,Cn: Afntrir Annlv.sir 1011 1'1771- C'r17FF1,()KI/ItV „'" ^'ti, CENTEX 2902 MODEL 1213 WO: TI: VA050810 QTY:1 , TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 6) 20- 8- 2 11) 12- 4- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 4- 0- 2 7) 24- 8- 4 12) 8- 2- 2 2x4 SPF #1/#2 (N) 3 nailed to face(s) of web with l0d nails 3) 8- 2- 2 8) 24- 8- 4 13) 4- 0- 2 WEB FORCE AXL END CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 12- 4- 2 9) 20- 8- 2 14) 0- 0- 0 13- 2 0 0.00 0.17 0.18 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 16- 6- 2 10) 16- 6- 2 12- 3 0 0.00 0.82 0.82 BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' ----MAX. REACTIONS PER BEARING LOCATION 11- 4 0 0.00 0.81 0.81 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0 0.00 0.82 0.82 [] : Plate OFFSET from joint center. Refer "**" denotes BOTH edges or BOTH faces 0- 1-12 0 0 0 BOT PIN 9- 6 0 0.00 0.17 0.18 to Joint Detail Report. MULTIPLE LOADS -- This design is the 24- 6- 8 0 0 0 BOT H-ROLL composite result of multiple loads. All COMPRESSION Chords are assumed to be WEB FORCE WEB FORCE Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. RMB 1.15 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. 12-4-2 T t 12-4-2 1 1 2 3 5 6 74/ 8 00 -8.00 [4X6] dv 2x4 X4 8-3-2 8-3-2 2X4 2X4 t 0-0-6 All 61111116. 0-0-6 3X5 2X4 [4X6] 2X4 [4X6] 2X4 3X5 vvvoN\p E. q�;,,,, II II Q No. O F 14 13 12 11 10 9 8 16442 0# 3.50" 0# 3.50" STATE of `Ai I _* _ to 24-8-4 i. T. ' ____ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2500 ',"P") C��ru\��.�` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''FFss/ONAL " v`v• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA050810 !.!l u t t t t t Dsgnr: JRH Chk: Date: 11-21-00 r;:c).„---7174......... CONTRACTOR.TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing o shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the over-".structure may be required. (See HIB-9I of TPI). For specific p se Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, t building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Mad ,sconsin 537I9), TOTAL 40.0 psf ,.01.00-330277-134 Design: Mruric Analysis JOB PATH: C.ITEE-LOKIBIN /ICS: 01.01.00 CENTEX 2902 MODEL 1213 WO: TI: VA011008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =======Joint Locations-------------== HOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 3- 0- 0 5) 0- 0- 0 BC FORCE AXL BND CSI Analysis based on Simplified Analog Model. BRACING to extend for center 80% of length. 2) 1- 6- 0 4) 3- 0- 0 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE WEB FORCE continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type RMB 1.15 Wind analysis based on: ASCE-Combined, V. 75 0- 1-12 0 0 0 BOT PIN MPH, I.0.90, Mean Hgt..15.0 ft, Exp. Cat. C, 2-10- 4 0 0 0 HOT H-ROLL internal pressure coef. I, interior zone. Il 1-6-0 1-6-0 L 3 10.00 -10 00 2X5 1 1 1-3-6 1-3-6 0-0-6 0-0-6 � 1 .2X5 2X5 `` --tssnnilrs, ��ot\\p E. A ano,,, ‘`` s r OF''; 3-0-0 Tom' No. F 5 4 • • 1�42 0# 3.50" 0# 3.50" • ▪ STATE OF _ f- 3-0-0 t• ▪ �N�lAlVA �4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale = 0.7500 %• A• �p • ��.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,''FFss/0NAL I-'t T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA011008 �rll+I itt Dsgnr: JRII Chk: Date: 11-21-00 � CONTRACTOR. /'` ' ' TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing Is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing: 24.0" W ESTFI ELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0psf Design Criteria: TPI Additional bracing of the o• -tructure may be required. (See HIB-91 of TPI). For specific Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements t building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Mad. isconsin 53719). TOTAL 40.0 psf , ,1,01.00-330278-135 \ Design. Mnrrir Analysis JOB PATII. C:ITEE-LOKIRIN IIC-c 01.01(0) CENTEX 2902 MODEL 1213 WO: TI: VA021008 QTY:1 _ TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =_ _ ==.Joint Locations=====__......__ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 2- 6 5) 3- 1- 3 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 1- 3 4) 6- 2- 6 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.37 0.37 continuously braced unless noted otherwise. 0- 1-12 0 0 0 DOT PIN Wind analysis based on: ASCE-Combined, V. 75 6- 0-10 0 0 0 BUT H-ROLL WEB FORCE WEB FORCE MPH, Iw0.90, Mean Hgt..15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. • 3-1-3 3-1-3 1 3 10 00 -10 00 4X4 a 2-7-6 2-7-6 0-0-6 0-0-6 2X5 2X4 2X5 AO)�\ sr RcF''; / • 6-2-6 / Q• No. F % 6 5 4 16442 Oft 3.50" 0!/ 3.50" _* _____STATE OF - f 6-2-6 a] �NDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale = 0.7500 ''�A�P �:� Eng. Job: WO: WARNING: READ ALL NOTES ON THIS SHEET. ',��'oFFsslO N AL -�`�k T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA021008 r�l/li sl sty Dsgnr: JRH Chk: Date: 11-21-00 � CONTRACTOR. /' TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10,0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 sf O.C. Spacing: 24.0" W ESTFI ELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be p made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the u' —structure may be required. (See HIB-91 of TPI). For specific `e Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements s building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Mac iisconsin 53719). TOTAL 40.0 psf 1 t•01,00-330279-136 Design: Marrir Analysis JOLT PATH: G.ITEE-LOKIRIN HCs• 01.01.00 CENTEX 2902 MODEL 1213 WO: TI: VA031008 QTY:I TC FORCE AXI, BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ==__ II_ =- ===Joint Locations=====__________ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 9- 4-14 5) 4- 8- 7 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 8- 7 4) 9- 4-14 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.89 0.89 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V. 75 9- 3- 2 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE MPH, I.0.90, Mean Hgt..15.0 ft, Exp. Cat. C, RMB 1.15 internal pressure coef. I, interior zone. jr 4-8-7 4-8-7 1 3 10 0000 -10 00 4X4 a 3-11-7 3-11-7 0-0-6 0-0-6 2X5 2X4 2X5 • ```%%%unnayr,,, R'% e�n '16 9 514 4'I 0// 3.50" 0/! 3.50" = ` VIA I. 9 4 14 = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c. scale0.5000 %A- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ,WO: •'if/,SS/0NAL F,��`�, T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX 'Truss ID: VA031008 ',f U f l t l t t CONTRACTOR. Dsgnr: JRII Chk: Date: 11-21-00 '-�- /'� TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. BRACING WARNING: DurFac-Plt: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf PO BOX 418 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psi O.C. Spacing: 24.0" W ESTFI ELD IN D 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the ov- "structure may be required. (See HI8-91 of TPI). For specific `e Desc: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements 1 building designer. (Truss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Mac isconsin 53719). TOTAL 40.0 psf 1 ,01,00-330280-137 Design: Muurir Analysis JOB PAT/I: C:ITF_£-LOKIBIN TICS: 01.01.0X) CENTEX 2902 MODEL 1213 WO: TI: VA041008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 7- 4 9) 6- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 1- 9 6) 12- 7- 4 10) 2- 1- 9 [] : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 6- 3-10 7) 10- 5-11 11) 0- 0- 0 WEB FORCE AXL END CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 10- 5-11 8) 6- 3-10 10- 2 0 0.00 0.07 0.07 All CCY(PRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.79 0.79 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.07 0.07 MPH, In0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 DOT PIN internal pressure coef. I, interior zone. 12- 5- 8 0 0 0 HOT H-ROES, WEB FORCE WEB FORCE RMB = 1.15 6-3-10 6-3-10 1 2 4 5 10 00 -10.00 I [SX4] a Fi MI 5-3-6 5-3-6 42X4 2X4 J n libL, 0-0-6 0-0-6 �v u MN u v� 2X5 2X4 2X4 2X4 2X5 2X5 `,``,.N'O„ E"q,�,�, ►.an tt l►o.�.�.:J��J���.0�0...1►.9�1 40..4k .A.0.A.�►����PJ U�.o.1.o.0.o.�.�.4.0►a LO A.1►�►4 4c: 0 R ' ;•' G S 7 12-7-4 �, �Q- I No. Fib 11 10 98 7 6 0# 3.50" 0# 3.50" STATE OF E. �, 12-7 4 e� 7. �N�fIANq - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.3750 '.�O,r ,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'1/F, ION Al. �,ot� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA041008 tttt""'it CONTRACTOR. Dsgnr: JRH Chk: Date: 11-21-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac Lbr: 1.15 COMPANY INC. Bracingshown on this drawingis not erection bracing,wind bracing,portal bracingor similar bracingTC Dead 10.0 psf DurFac Plt: 1.15 i PO BOX 418 which is a part of the building design and which must t e considered by the building designer. Bracing 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: WESTFIELD IND 46074 made to anchor lateral bract ends and specified locations determined by the building designer. BC Dead 10.0 psf '' •;gn Criteria: TPI Additional bracing of the c velure may be required. (See HIB-91 of TPI). For specific I Dese: TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, .t building designer. (Truss Plate Institute,TPI,is located at 583 D•Onofriu Drive,Madis,,.,Wisconsin 53719). TOTAL 40.0 psf i i:0.01.00-330281-138