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0652.02 Truss Plans
1 Attachments: Notes I, 74-0-0 I° 20-8-0 ola 39-8-8 a+a 13 7 8 °I i1 D3GE �I�.- D3 • 11111.1\ en D3 I LO .! .1 .I ;i .. � D3 m m � 2m � t J. 14-4-0 I • - I m .-, co m m a m1 col , m m D3 m 8 m `� m m i t , •i . � 6cs:,.1.1 - D3 � > > > > > > III51 L-, 51 51 I► 20-8-0 ,II D3 I,II ! D3 I! ! DD3 A1 I I � I I I ' -® I,. ,� � � - - II. m CO CO CO CO .■ 9-4 0 II11 DiD2 1 i- '11 u:Impr- ,ii. DD1 i DD I 49-0-0 5-4-0 II DD DD �- DD1 DD DDI 28-4-0 1 D4 D4 20-0-0 2 :� 1011I' D4 � LEELE ¢ � TIE ¢ II LD D4 _� 4 (141;F / _.._ . la 20-8-0 16-5-0 + 24-5-0 + 12-6-0 *** NOT TO SCALE *** iii Components: 68 CENTEX Job Name: 2241AEN WO: 2241AEN I M CCustomer: 1213 WOE: Designer: JOA Checker: Date: 11-22-00 14:06:18 _ TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. MODEL 2241 TC Dead 10.0 Plt DurFac: 1.15 PO BOX 418 ELEVATION A BC Live 0.0 Spacing: 24.0" WESTFIELD IND 46074 EAGLES NEST BC Dead 10.0 Design Criteria: TPI WHERE QUALITY COUNTS TOTAL 40.0 PSF V:01.01 2241AEN JOB PATH: T:ITEE-LOX1JOBS1SAL.. .EFFITRACKBDRICEM7'12241 Notes and Specifications Note #1 (1 location) : Note #2 (1 location) : (10) HUS26 HANGERS TO BE ATTACHED TO BGR. (6) HUS26 HANGERS TO BE ATTACHED TO FGR. I M C CENTEX HOMES Job Name: 2241AEN WO: 2241AEN Customer: 1213 WOE: Designer: JOA Checker: Date: 11-22-00 14:06:18 TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. MODEL 2241 TC Dead 10.0 PIt DurFac: 1.15 PO BOX 418 ELEVATION A BC Live 0.0 Spacing: 24.0" WESTFIELD IND 46074 EAGLES NEST BC Dead 10.0 Design Criteria: TPI WHERE QUALITY COUNTS TOTAL 40.0 PSF V:01.0. 2241AEN JOB PATH: T:ITEE-LOKUOBSISAL—.-..EFF1TRACKBDRICENTEX12241 Attachment: ` CENTEX I 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: AGE QTY:1 BOP 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BC FORCE AXL BND CSI HOT CHORDS:RDS: 2x3 of web with 12d nails at 8" o.c. or a SCAB 0 Joint Locations4- 0 SPF #3 (N) of the same dimension and grade as web 2) 2- 0- 0 12) 15- 0 23) 10- 4- 0 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 5,9 2) - - 0 14) 16- 8- 0 24) 10- 0- 0 2x4 SPF #3 staggeredtag to 8" o.c.$) of web withT lOd nailsS 3) 3- 4- 0 14) 18- 0- 0 25) 8- 4- 0 30- 2 0 0.00 0.08 0.08 (N) 6,8 8" o.c. SCAB or TRANSVERSE 4) 4- 8- 0 15) 20- 0- 0 26) 7- 4- 0 2x4 SPF #1/42 (N) 7 BRACING to extend for 80% of web length. 29- 3 0 0.00 0.19 0.19 SLIDERS: 2x4 SPF #1/#2 (N) 9 5) 6- 0- 0 16) 20- 0- 0 27) - 0- 0 28- 4 0 0.00 0.36 0.36 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceedingc 14' 6) 7- 4- 0 18) 18- 0- 0 28) 4- 8- 0 27- 5 0 0.00 0.58 0.58 of web with 12d nails at 8" o.c. TRANSVERSE denotes ONE edge or ONE face 7) 8- 8- 0 18) 16- 8- 0 29) 3- 4- 0 26- 6 0 0.00 0.48 0.48 BRACING to extend for center 80% of length. "sis denotes BOTH edges or BOTH faces 8) 10- 0- 0 20) 15- 4- 0 30) 2- 0- 0 25- 7 0 0.00 0.83 0.83 MULTIPLE LOADS -- This designg Analysis based on Simplified enter. Model. 9) 11- 4- 0 20) 14- 0- 0 31) 0- 0- 0 24- 8 0 0.00 0.64 0.64 composite is the [J ; Plate OFFSET from joint center. Refer result of multiple loads. 10) 12- 8- 0 22) 12- 8- 0 23- 9 0 0.00 0.83 0.83 to Joint Detail Report. 11) 14- 0- 0 22) 12- 0- 0 21-10 0 0.00 0.48 0.48 Wind analysis based on: ASCE-Combined, V. 75 continuously All OESIONaON Chords are notedudttorbese. ----MAX.-Lac 20-11 0 0.00 0.58 0.58 MPH,i as, Mean d on: A 0 ft, REACTIONS PER BEARING LOCATION 19-12 0 0.00 0.36 0.36 internal pressure coef. I, interior zone. Vert Horiz Uplift Y-Loc Type 18-13 0 0.00 0.19 0.19 0- 1-12 0 0 0 BOT PIN 17-14 0 0.00 0.08 0.08 19-10- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 10-0-0 10-0-0 1 2 3 4 S f 6 9 10 Ill lt2 113 14 1 10.00 -10 0000 [4X6] 2X4 Pe 2X4 • 2X4 2X4 2X4 2X4 2X4 2X4 9-5-5 2X4 2X4 9-0-5 2X4 3X4 2X4 0-8-5 3X4 0-8-5 IL _i__ [4X8] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 aa\ [4X8] 2X4 3X6 ,`,,�otJ\o E. ,qRc �. G S Tt F �l tl No. F` ,�' 20-0-0 16442 31 30 29 28 27 2G 25l 24 232221 20 19 181 17 16 0# 3.50" STATE OF _ o to s 0# 3.50" �NQ = (R1-1-11)sl l, 20-0-0 al 1'13-10-8 lANA ��; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R1-1-11) ';�A.Q�F �����' Studs Q 1-4-0 O.C. scale = 0.1875 11 M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''i,11-1,1 YAL ��.‘`‘� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: AGE /,,,..., TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 which s a PO BOX 418 part of the building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Pnwisions must he BC Live 0.0 psf O.C. Snacing: 24.0" made to anchor lateral bracing ate' 'specified'minions determined by the building designer. Additional bracing of the overall s may he required. (See HIB•91 of TPI). For specific BC Dead 10.0 psf Resit iteria: TPI WHERE QUALITY COUNTS truss bracing requirements, cuntac. g designer. (Truss Plate Iitute,TPI,is'mated at 581 D'On"Iriu Drive,Madison,Wis 53719) TOTAL 40.0 psf. ',mimic. Code :: TPI 1-1995 V:01(1 t.00-332625- 0 CENTEX 2241 MODEL 1213 WO: TI: AST QTY:11 I TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) D Concurrent Live load of 20 p.s.f. has 1- 0 -702 0.01 0.16 0.17 BOT CHORDS: 2x4 SPF #1/#2 (N) been applied to the bottom chord perJoint 20- t-ons 0- 2 -1076 0.02 0.22 0.25 WEBS: 2x3 SPF #3 (N) BOCA-96, 1606.2.3 1) 0- 0- 0 5) 20- 0- 0 9) 5- 9- 0 2- 3 -1054 0.03 0.34 0.37 2x4 SPF #3 (N) 2,3 2) 4- 5-10 6) 20- 0- 0 10) 0- 0- 0 (] : Plate OFFSET from joint center. Refer 3) 10- 0- 0 7) 14- 3- 0 3- 4 -1054 0.03 0.34 0.37 SLIDERS: 2x4 SPF #1/#2 (N) to Joint Detail Re rt. 4- 0 -1076 0.02 0.22 0.25 Al]. COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. 4) 15- 6- 6 8) 12- 0- 0 0- 5 -702 0.01 0.16 0.17 continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: TOTAL DESIGN LOADS BC FORCE AXL BND CSI L/999 Uniform PLF From PLF To 10- 9 789 0.19 0.52 0.71 L=-0.16" D=-0.13" T=-0.29" TC Vert L+D -60 -0-10- 8 -60 20-10- 8 9- 8 516 0.13 0.59 0.72 MAX HORIZONTAL DEFLECTION: BC Vert L+D -20 0- 0- 0 -20 5- 9- 0 8- 7 516 0.13 0.52 0.65 T= 0.04" BC Vert L+D -21 5- 9- 0 -60 10- 0- 0 7- 6 789 0.19 0.52 0.71 BC Vert L+D -60 10- 0- 0 -21 14- 3- 0 BC Vert L+D -20 14- 3- 0 -20 20- 0- 0 WEB FORCE WEB FORCE ----MAX. REACTIONS PER BEARING LOCATION 2- 9 -184 3- 7 484 X-Loc Vert Horiz Uplift Y-Loc Type 3- 9 484 4- 7 184 0- 1-12 939 0 0 BOT PIN RMB = 1.00 19-10- 4 939 0 0 BOT H-ROLL 10-0-0 1 10-0-0 'll 2 4 5 110.00 -10 0000 [5X6] I .i., 2X4 11111111111111111111111 11,x4 9-5-5 9-0-5 3X4 3X4 0-8-5 3X4 �� 3X4 0-8-5 00, \ ir / /i>r Be w\ [4X8] 4XX 5 3X6 4X5 [4X8] 7- F',, n Qe` GNo. cr• ," t 20-0-0 f 10 9 16442 - 940# 3.50" 8 7 6 S TA T 0-10-8 940# 3,50" E °: I sl loo-l0 8 7. IND1ANq = (R1-1 11>� 20-0 0 (R1 1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ,''A,QO��C �C'\�,;`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�,,`SSIONAL �,.�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: AST CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 �` , 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, bracing PO BOX 418 partbuilding g yohtal a similar bracingTC Dead 10.0 psf DurFac-Plt: 1.15 which is a of design which must be considered by the building designer. Bracing WESTF I ELD IND 46074 shown in ror lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at en•' •specified locations determined by the building designer. Deli iteria: TPI Additional bracing of the overall su nay he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g MIME QUALITY COUNTS truss bracing requirements, contact ;designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 583 D'Onotrio Drive,Madison,Wiso i3719). TOTAL 40.0 psf V:01.0,.,0-332626- 1 ` CENTEX 2241 MODEL 1213 WO: TI: BGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 Joi2) 1155- 8- 0 23) 10- 4- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 4- 0 13) 17- 0- 0 24) 10- 0- 0 2x3 SPF #1/#2 (N) 5,9 nailed to face(s) of web with 10d nails WEB FORCE AXL BND CSI 2x4 SPF #3 3) 3- 8- 0 14) 18- 4- 0 25) 9- 0- 0 30- 2 0 0.00 0.10 0.10 (N) 6,8 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 0- 0 15) 20- 8- 0 26) 7- 8- 0 2x4 SPF #1/#2 (N) 7 BRACING to extend for 80% of web length. 5) 6- 4- 0 16) 20- 8- 0 27) 6- 4- 0 29- 3 0 0.00 0.23 0.23 SLIDERS: 2x4 SPF #1 #2 (N) / 2X6 BRACE req'd on any web exceeding 14' 6) 7- 8- 0 17) 18- 4- 0 28) 5- 0- 0 28- 4 0 0.00 0.41 0.41 2X4 TRANSVERSE BRACING nailed flat to edge "*" denotes ONE edge or ONE face 27- 5 0 0.00 0.64 0.64 of web with 12d nails at 8" O.C. TRANSVERSE "**" denotes BOTH dg 8) 0- 4- 0 19) 17- 0- 0 29) 3-es or BOTH faces 8) 10- 4- 0 19) 15- 8- 0 30) 2- 48- 0 26- 6 0 0.00 0.53 0.53 BRACING to extend for center 80% of length. Analysis based onSiaplified Analog Model. 9) 11- 8- 0 20) 14- 4- 0 31) 0- 0- 0 25- 7 0 0.00 0.89 0.90 MULTIPLE LOADS -- This design is the [1 : Plate OFFSET from joint center. Refer 10) 13- 0- 0 21) 13- 0- 0 23- 8 0 0.00 0.68 0.68 composite result of multiple loads. 22- 9 0 0.00 0.89 0.90 p to Joint Detail Report. 11) 14- 4- 0 22) 11- 8- 0 All 21-10 0 0.00 0.53 0.53 Wind analysis based on: ASCE-Combined, V= 75 continuouslyON notds are ed otherwise. X-Locd to be i REACTIONS BEARINGlif LOCATIONo 20-11 0 0.00 0.64 0.64 MPH, I=0.90, Mean Hgt.=15.0 ft, 19-12 0 0.00 0.41 0.41 internal pressure coef. I, interior zone.. Cat. 20- 6- 4 0 0 0 BOT H-ROLL 17-14 0 0.00 0.10 0.10 WEB FORCE WEB FORCE RMB = 1.15 • • 10-4-0 10-4-0 1 2 3 4 S 6 7 1 t t 9 10 11 12 13 14 15 10.00 -10 00 [4X6] 4 2X4 22X4 41ILbT 9-8-109-3-10 2X4 0-8-53X4te 0 8-5 • asI I . [4X8] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 �\ 3X6 [4X8] "``�O`j`0 'E. gRc " - 9' G o.4 �`:i 20-8-0 No. es I 1 I I I r t t r r I t t r 16442 31 30 29 Z8 27 26 2524 23 22 21 20 19 18 17 16 _________STATE OF = 0-10-8 oa 3.so11 0# 3.50" = = 20 s-o 1 0-10-8 1NDIAf\fq = (R1-111)° la (R1-111) �'A� ��,�- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs CB? 1-4-0 o.c. scale = 0.1875 ` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: iF�'FFSS�O N AL �-���`. I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BGE rZ-Z + TRUSS MANUFACTURINGCONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Gracing shown on this drawing is mil 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 or the building design and which must lw considered by the building designer. Bracing WESTFIELD IND 46074 hOMO is lit lateral support or mussily-hers Ilsly to reduce buckling length. Provisions mual be BC Live 0.0 psf O.C. Snacing: 24.011 made to anchor lateral bracing at nt necilied locations determined by the building designer. Desig 'teria: TPI Additional bracing of the overall sir. ay he required. (See IIIB-91 ul'TPI). For specificBC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact t designer. (Truss Plate Institute,TPI,is located at Code) : TPI 1-1995 583 D'Onuliiu Drive,Madison,Wise 37I91. TOTAL 40.0 Sf . - p V:01.01.00-332427 2 CENTEX 2241 MODEL 1213 WO: TI: B QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (i : Plate OFFSET from joint center. Refer 1- 0 -692 0.01 0.11 0.12 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Re rt. Joint Locations 0- 2 -928 0.01 0.23 0.24 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 5- 2- 0 6) 20- 8- 0 10) 0-10-10 2- 3 -884 0.01 0.24 0.25 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 10- 4- 0 7) 13- 9- 5 3- 4 -884 0.01 0.24 0.25 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 15- 6- 0 8) 10- 0- 0 4- 0 -928 0.01 0.23 0.24 MAX LIVE LOAD DEFLECTION: 0- 5 -692 0.01 0.11 0.12 L/999 ----MAX. REACTIONS PER BEARING LOCATION L=-0.05" D=-0.04" T=-0.09" X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 0- 1-12 879 0 0 BOT PIN 10- 9 680 0.17 0.16 0.33 T= 0.02" 20- 6- 4 879 0 0 BOT H-ROLL 9- 8 467 0.11 0.16 0.28 8- 7 467 0.11 0.16 0.28 7- 6 680 0.17 0.16 0.33 WEB FORCE WEB FORCE 2- 9 -222 3- 7 371 3- 9 371 4- 7 -222 RMB = 1.15 • Il' 10-4-0 2 1 10-4-0 4 5 1 00( -10 00 [5X61 ai X \4.4442X4 9-8-10 9-3-10 • 3X4• T 0-8-5 , / , s s _ q\[4X8] 4X5 3X6 4X5 [4X8] `,`�o�`o►E1,A,c, 'rr R r n �' 1No4- F f0 t 20-8-0 t �1 STATE 2 = 0 10-8 87911 3.50" 9 8 ''.7 879// 3.50" _ OF _ of la 20-8-0 ao-10-8 1 N D1A f :. (R1-1-11) I (R1-1 11) �4�` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 ��'A��F G��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T M CWO: r'rFS'S+IONAL ���`� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: B �,llt)slttl Dsgnr: �--� CONTRACTOR. g JRH Chk: Date: 11-28-00 /' 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 tit'the building design and which must he considered by the building designer. Bracing shown is fior 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 I N D 46074 made to anchor lateral bracing at er 'specified locations determined by the building designer. Deli lterla: TPI Additional bracing of the overall s' stay he required. (See HID-91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, awtac. .,designer. (Truss Plate Institute,TPI,is located at Code •: TPI 1-1995 ' / 583 D'Ono(rio Drive,Madison,Wis. 33719). TOTAL 40.0 psf CENTEX 2241 MODEL 1213 WO: TI: BGR QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally =_=_======z===Joint Locations...1- 0 -7960 0.12 0.07 0.19 BOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 5) 20- 8- 0 9) 10- 4- 0= 0- 2 -9368 0.17 0.27 0.44 WEBS: 2x4 SPF #1/#2 (N) PERPENDICULAR to the plane of the truss. 2) 5- 3- 1 6) 20- 8- 0 10) 5- 3- 1 2- 3 -9247 0.27 0.22 0.49 2x4 SPF #3 (N) 1,5 (] : Plate OFFSET from joint center. Refer 3) 10- 4- 0 7) 15- 4-15 11) 0- 0- 0 3- 4 -9247 0.27 0.22 0.49 SLIDERS: 2x6 SP MEL-23 to Joint Detail Report. 4) 15- 4-15 8) 14- 0- 0 4- 0 -9368 0.17 0.27 0.44 This 3-PLY truss designed to carry A11 COMPRESSION Chords are assumed to be 0- 5 -7960 0.12 0.07 0.19 39' 8" span framed to BC one face continuously braced unless noted otherwise. TOTAL DESIGN LOADS 2' 0" span split-framed to opposite face 3-PLY TRUSSI fasten w/10d nails in Uniform PLF From PLF To BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: staggered pattern per nailing schedule: TC Vert L+D -60 0- 0- 0 -60 20- 8- 0 11-10 7071 0.13 0.21 0.34 L/999 TC- 2 per ft. BC- 3 per ft. WEBS- 2 per ft BC Vert L+D -768 0- 0- 0 -768 20- 8- 0 10- 9 5033 0.09 0.32 0.41 L=-0.09" D=-0.09" T=-0.19" Repeat nailing as each ply is applied. ----MAX. REACTIONS PER BEARING LOCATION 9- 8 5033 0.09 0.32 0.41 MAX HORIZONTAL DEFLECTION: Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc Type 8- 7 5033 0.09 0.15 0.25 T. 0.09" 0- 1-12 8559 0 0 BOT PIN 7- 6 7071 0.13 0.21 0.34 20- 6- 4 8559 0 0 BOT H-ROLL WEB FORCE WEB FORCE 2-10 7 3- 7 4082 3-10 4082 4- 7 7 3- 9 4235 RMB = 1.15 I '.. 3-PLYS REQUIRED 1 10-4-0 2 1 10-4-0 y 4 5'I • 10 00 -10 00 [7X10] I „, 3X6 1 3X6 9-3-10 i n 9-3-10 SX4 VA 5X4 *X4 0-8-5 0-8-5 III U5 III MN � [00 u-=EUiIJW • [8X101 [8X10] [3X101 [8X10] [8X10J HY20-5X10.4 N\� E• q,Q,•,, M ,����� G STD CF`�'; ,1' t 20-8-0 No, F' 11 10 9 8 7 6' 16442 8559a 3.50" 8559// 3.50" STATE OF 11 20-8-0 •I INDlA/1!q = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 �4 ';:A�OF v,���= WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',''FSSIONAL `���`,'` T H C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BGR ''t t t t t t t 11 CONTRACTOR. Dsgnr: JR1I Chk: Date: 11-28-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 ' COMPANY INC. BRACING WARNING: Bracing shown on this drawing is nor erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4 18 which is a part of the building design and which must be considered by the building designer. Bracing O,C, Spacing: 24.0" W ESTFI ELD I N D 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 us anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall stn say he required. (See HIB-9l of TM). For specific BC Dead 10.0 psf g WfiERE QUALITY COUNTS buss bracing requirements, contact designer. (Truss Plate Institute.TM.is boated al Code I TPI 1-1995 583 D'Onotrio Drive.Madison,Wisc 1719). TOTAL 40.0 psf �/;Q] Q1 332g29- 4 Design: Maim Anall sir 108 PATH: C ITEE-LOAIT?IN „r_,._ n,„n rVI • CENTEX 2241 MODEL 1213 WO: TI: BB QTY:6 , TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) El : Plate OFFSET from joint center. Refer Joint Locations 1- 0 -1074 0.02 0.15 0.17 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 20- 8- 0 9) 5- 2- 0 0- 2 -1617 0.04 0.30 0.35 WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 5- 2- 0 6) 20- 8- 0 10) 0- 0- 0 2- 3 -1257 0.04 0.30 0.34 2x3 SPF #3 (N) 1,5 continuously braced unless noted otherwise. 3) 10- 4- 0 7) 15- 6- 0 3- 4 -1257 0.04 0.30 0.34 SLIDERS: 2x4 SPF #1/#2 (N) 4) 15- 6- 0 8) 10- 4- 0 4- 0 -1617 0.04 0.30 0.35 MAX LIVE LOAD DEFLECTION: ---MAX. REACTIONS PER BEARING LOCATION 0- 5 -1074 0.02 0.15 0.17 L/999 X-Loc Vert Horiz Uplift Y-Loc L=-0.10" D=-0.09" T=-0.19" Type BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 0- 1-12 879 0 0 BOT PIN 10- 9 1283 0.31 0.27 0.58 T. 0.23" 20- 6- 4 879 0 0 BOT H-ROLL 9- 8 1299 0.31 0.13 0.44 8- 7 1299 0.31 0.13 0.44 7- 6 1284 0.31 0.27 0.58 WEB FORCE WEB FORCE 2- 9 56 4- 8 -277 2- 8 -277 4- 7 56 3- 8 1156 RMB = 1.15 10-4-0 10-4-0 '11 2 4 5 10 00 -10 0000 [4X6] 1 P9 1 4X6 4X6 9-8-10 f` ®� �a 9-3-10 3X4 6X 3X4 085 3X4 3X4 I2IIIX4 `� 0-8-5 2X4 [8X8] 4-2-3 [8X8] 5.00 1 I -5.00 ``�iiiitttt ir�i 0-3 �`Q��O� No.�•F�� '% 10-0-8 10-0-8 s. 0 9 li STATE OF - 879# 3.50" 7 879# 3.50" 0 10 8 el II 20-8-0 0 0-10-8 INDIANA = (R1111) l �(R1-1-11) %�A� ���� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 or C� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,''�F`SSIONAl- ���`s' I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BB ,'r t t r t" CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 f PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing W ESTF I ELD IND 46074 shown is for lateral support of truss -hers only reduce buckling length. Previsions must he BC Live 0.0 psf O.C. Snacing: 24.0" made to anchor lateral bracing ate specified locations determined by the building designer. BC Dead 10.0 Sf Desi1 -Ueda: TPI Additional bracing of the overall st may he required. (See HIB-91 of TPI). Fur specificp _ WHERE QUALITY COUNTS truss bracing requirements, contact ;designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 583 D'Onofrio Drive,Madison,Wisx 537191. TOTAL 40.0 psf p v:01.01.00-332630- 5 CENTEX 2241 MODEL 1213 WO: TI: CGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BOT CHORDS: 2x4 SPF #1/#2 (N) R Joint Locations BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 of web witho x1te nails at to o.c. TRANSVERSEfl . 2) 0- 0- 0 7) 7- 4- 0 11) 4- 48- 0 (N) BRACING to extend for center 80% of length. 2) 2- 0- 0 7) 9- 4- 0 12) 3- 4- 0 SLIDERS: 2x4 .SPF #1/#2 (N) Analysis based on Simplified Analog Model. 3) 3- 4- 0 8) 9- 4- 0 13) 2- 0- 0 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the I) : Plate OFFSET from joint center. Refer 4) 4- 8- 0 9) 7- 4- 0 14) 0- 0- 0 13- 2 0 0.00 0.08 0.08 composite result of multiple loads. 12- 3 0 0.00 0.19 0.19 p to Joint Detail Report. 5) 6- 0- 0 10) 6- 0- 0 All COMPRESSION Chords are assumed to be --MAX. REACTIONS PER BEARING LOCATION 11- 4 0 0.00 0.37 0.37 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0 0.00 0.19 0.19 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 9- 6 0 0.00 0.08 0.08 internal pressure coef. I, interior zone. 0- 1-12 0 0 0 BOT PIN 9- 2- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 4-8-0 4-8-0 1 2 r 3 S 6 7 10.00 -10 00 5X4 T ,_, 2XX4 2 I X4 • 5-0-0 411Iii 3X44-7-0 u0-8-5o s s u u lu W [3X8] 2X4 2X4 2X4 2X4 2X4 [3X8] • `0,llllt!l#0,, .'�,�ON\O E. ARC' T' ?' GNo.t'e', ,�' 1 1 9-4-0 I t ,�' 16442 14 13 12 11 10 9 gl STATE OF I Oft 3.50o Oft 3.50" 0-10-8 INpIAN (R1-1-11)°I f' 9-4-0 °� le0-10-8 '''A� A ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I (R0-1-11) Studs 01-4-0 o.c. scale = 0.3750 of C�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,',/FSSIONAI. --,0`., I ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: CENTEX Truss ID: CGE `� TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRIi Chk: Date: 11-28-00 " � BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection beacon wind beacon bracingTC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 partbuilding designL g,portal or similar bracing which is a a(the and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support ul'truss members only uo reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at en' 'specified locations determined by the building designer, DesigIterla: TPI Additional bracing of the overall st. nay he required. (See HIB•91 of TPl). For specific BC Dead 10.0 psf WllEkli QUALITY COUNTS truss bracing requirements, contact ;designer. (Truss Plate Institute,TPI,is located at Code. : TPI 1-1995 583 D'Onolrio Drive,Madison,Wis `J 33719). TOTAL 40.0 psf n,•,,.,t sr.,,.,. V:0 1.6.. ,i)-332631- 6 CENTEX 2241 MODEL 1213 WO: TI: C QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) p : Plate OFFSET from joint center. Refer Joint Locations 1- 0 -266 0.00 0.05 0.05 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 9- 4- 0 5) 4- 8- 0 0- 2 -337 0.00 0.15 0.15 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 4- 8- 0 4) 9- 4- 0 6) 0- 0- 0 2- 0 -337 0.00 0.15 0.15 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 0- 3 -267 0.00 0.05 0.05 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 0- 1-12 425 0 0 BOT PIN BC FORCE AXL BND CSI L. 0.00" D. 0.00" T. 0.00" 9- 2- 4 425 0 0 BOT H-ROLL 6- 5 222 0.05 0.12 0.17 MAX HORIZONTAL DEFLECTION: 5- 4 222 0.05 0.12 0.17 T= 0.01" WEB FORCE WEB FORCE 2- 5 114 RMB = 1.15 1/1 4-8-0 i4-8-0 3 10 0000 -10 00 5X4 IX43x4j [3X8] 2X4 [3X8] ,'�1111111��, .�'�ON�� E. Asr RC 19 PI :Q G N o.E F = ,�' 9-4-0 G 5 STATE p F _ 426# 3.50" 426# 3.50" _ 0-10-8 0-l0 8 INp (R1-1-11)ul IQ 9-4-0 o �ANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I I (R1-1-11) scale = 0.3750 �,r C�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: .,- F,ss� �� 'i„r OM 0' M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: C �--�—t t r 1 t, CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 /w , 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•C• Spacing: 24.0" W ESTF I ELD I N D 46074 shown is for lateral support of truss m-••,hers only to reduce buckling length. Provisions must he BC Live 0.0 psf made to anchor lateral bracing at e• specified locations determined by the building designer. $C Dead 10.0 psf Desig iteria: TPI Additional bracing u1'the overall at nay be required. (See 1118-91 of TPI). Fur specific WIIEgli QUAliTY COUNTS truss bracing requirements, contact ;designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 583 D'Onnfriu Drive,Madison,Wis;. i3719). TOTAL 40.0 psf _V:01.01.4-332632- 7 CENTEX 2241 MODEL 1213 WO: TI: DIGE QTY:I 2X4 TRANSVERSE BRACING nailed flat to edge = Joint Locations TOP CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 23) 29- 5- 0 45) 26- 9- 0 BOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 2- 9- 0 24) 30- 9- 0 46) 25- 5- 0 WEBS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with l0d nails 3) 4- 1- 0 25) 32- 1- 0 47) 24- 1- 0 GABLE STUD: 2x3 SPF #3 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 5- 0 26) 33- 5- 0 48) 22- 9- 0 2x3 SPF #1/#2 (N) 9,21 BRACING to extend for 80% of web length. 5) 6- 9- 0 27) 33- 9-11 49) 21- 5- 0 2x4 SPF #3 (N) 10,11,19,20 2X6 BRACE req'd on any web exceeding 14' 6) 8- 1- 0 28) 34- 9- 0 50) 20- 1- 0 2x4 SPF #1/#2 (N) 12,13,14,15 "*" denotes ONE edge or ONE face 7) 9- 0- 5 29) 36- 1- 0 51) 18- 9- 0 16,17,18 "**" denotes BOTH edges or BOTH faces 8) 9- 5- 0 30) 37- 5- 0 52) 17- 5- 0 (] : Plate OFFSET from joint center. Refer 9) 10- 9- 0 31) 38- 9- 0 53) 16- 1- 0 to Joint Detail Report. 10) 12- 1- 0 32) 40- 1- 0 54) 14- 9- 0 All COMPRESSION Chords are assumed to be 11) 13- 5- 0 33) 40-10- 0 55) 13- 5- 0 continuously braced unless noted otherwise. 12) 14- 9- 0 34) 40-10- 0 56) 12- 1- 0 13) 16- 1- 0 35) 40- 1- 0 57) 10-11-10 14) 17- 5- 0 36) 38- 9- 0 58) 9- 5- 0 15) 18- 9- 0 37) 37- 5- 0 59) 8- 1- 0 16) 20- 1- 0 38) 36- 1- 0 60) 6- 9- 0 17) 21- 5- 0 39) 34- 9- 0 61) 5- 5- 0 18) 22- 9- 0 40) 33- 5- 0 62) 4- 1- 0 19) 24- 1- 0 41) 31-10- 6 63) 2- 9- 0 20) 25- 5- 0 42) 30- 9- 0 64) 0- 0- 0 21) 26- 9- 0 43) 29- 5- 0 22) 28- 1- 0 44) 28- 1- 0 • • 21-5-0 19-5-0 I I I t IIIIIIIIII 1 r I 1 1 t 1 I 11 1 r 1 1 1� 1 2 3 4 S 67 8 9 10 11 12 13 14 15 16 1 18 19 20 21 22 23 24 2526 228 29 30 3]3D3 f- -6.00 6.00 2X4 2X4 --1 2X4 [6X6] 2X4 2X4 2X4 2X4 2X4 T2X4 2X4 2X4 2X4 2X4 3X6 2X4 X4 2X4 2X4 2X4 2X4 2X4 11-5-11 2X43X6 2X4 2X4 11-0-13 2X4 2X4 2X4 2X4 0-4-5 2X4 2X4 6 ii pq 6 V t t t 6 M c t U 6 '6 6 o e- 4X6 2X4 ; 2X4 2X4 5X6 2X4 2X4 2X4 2X4 2X4 2X4 5X6 2X4 2X4 [3X6] 2X4 2X4 2X4 2X4 •2X4 2X4 2X4 6X6 2X4 2X4 2X4 2X4 2X4 2X4 2X4 1-4-5 2X4 �ti�t„t t,►i f, 0-3-8 40-6-8 �'�� G STD CF` �64 63 62 G1 60 59 SS 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36394 No. c'` 1644z OA1 3.50" 011 3.50" STATE OF ` " 0-11-81 .I I I° 40-10-0 (R 0-11-12) INDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs @ 1-4-0 o.c. scale = 0.1250 r'.'° ��.' WARN ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '''�oF`,SSIONAL ���`�`` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DIGE 'i,,,,,i%% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 �`"Z ' COMPANYANYINC. Bracing shown on this drawing is not erection bracing,wind bracing.m,rtal bracing or similar bracing TC Dead 10.0 psf DurFac -Plt: 1.15 PO BOX 418 which is a pan ttf the building design and which must be considered by the building designer. Bracing in ac O.C. Spacing: 24.Ot1 W ESTFI ELD I N D 46074 shown is 14 lateral support of truss members only um reduce buckling length. Provisions must be BC Live 0.0 psf p g 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 overall strut---may to,:required. (Sec IIIB-91 of TPI). Fur specific WHERE QUALITY COUNTS truss bracing requirements, contact :designer. (Truss Plate Institute,TPI,is located at Code r TPI 1-1995 583 D'Onnirio Drive,Madison,Wi 37l9). TOTAL 40.0 psf V:01,(, 332633- 8 i08 PAM: C:17EE-LOxu(r,v • acs: 01.01.tX) CENTEX 2241 MODEL 1213 WO: TI: D1 QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Tr 1X4 continuous lateral bracingattached with 1- 2 -3017 0.29 0.60 0.88 BOT CHORDS: 2x4 SPF #1/#2 (N) �� 2- 10d nails each member wher shown.Bracing 1) 0- 0-.___.Joint 33-Locations 13) 21- 5- 0= 2- 3 -2713 0.12 0.57 0.69 2x4 SP #2 1 MUST be positioned to provide equal unbraced 2) 7- 4- 0 8) 35- 6- 0 14) 12- 0- 0 3- 4 -2668 0.11 0.59 0.69 WEBS: 2x4 SPF #3 (N) segments OR 2x4 "T" brace may be nailed flat 3) 9- 0- 5 9) 40-10- 0 15) 10-11- 1 4- 5 -1841 0.06 0.58 0.63 2x4 SPF STUD (N) 1,7 to edge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 10) 40-10- 0 16) 0- 0- 0 5- 6 -1842 0.06 0.60 0.66 2x4 SPF #1/#2 (N) 4,9 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 31-10-15 6- 7 -2315 0.08 0.61 0.68 2x4 SP #2 8 2x6 Brace requiredanyexceeding 7- 8 -2361 0.09 0.47 0.56 All COMPRESSION Chords are assumed to be S on web center. Refer14'. 6) AX. 5-E 8 12) E 0 [) : Plate OFFSET from joint ----MAX, REACTIONS PER BEARING LOCATION 8- 9 86 0.02 0.46 0.48 continuously braced unless noted otherwise, to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type MAX LIVE LOAD DEFLECTION: 0- 1-12 1685 0 0 BOT PIN BC FORCE AXL BND CSI L/999 40- 8- 4 1633 0 0 BOT H-ROLL 16-15 2622 0.53 0.38 0.90 L=-0.16" D=-0.16" T=-0.33" 15-14 2099 0.42 0.38 0.80 MAX HORIZONTAL DEFLECTION: 14-13 2099 0.51 0.41 0.92 T= 0.15" 13-12 1942 0.48 0.41 0.89 12-11 1942 0.48 0.39 0.87 11-10 2006 0.49 0.39 0.89 WEB FORCE WEB FORCE 2-15 -403 6-11 206 4-15 566 8-11 35 4-13 -770 8-10 -2468 5-13 1150 9-10 -125 6-13 -546 RMB = 1.15 1 1 32150 19-5-0 4 6 7 A 9 6 00 -6 00 [6X6] T .. (SX6] SX6] 11-5-11 2X4 � `X6 11-0-13 3X SX6 0-4-5 I / 44 . / [6X6]2x; 1,4X6 3X6 [6X10] m5X6 J SX6 3X6 1-4-5 n -4.Mo8� 3 `�� GNo, •F ST �'= �' t 40-6-8 16442 • ' 1:::.-11686N13.50" 1514 1l3 1 11 10 f2 STATE OF U_10_8 1633# 3.50" 7. INp1ANq - . (Ro-11-12)°� �° 40-10 0 °{ -'A� ����; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,''FFSSIO N AL -,0° 1 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: Dl CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 r41 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, 6 bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 part6 designy the bracing a igner. Bracing is a or building 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: 24.0tt W ESTFI ELD IND 46074 made to anchor lateral bracing at er' 1 specified locations determined by the building designer. Deli "]terla: TPI Additional bracing or the overall s, may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf f WHERE QUALITY COUNTS truss bracing requirements, cnntac q designer. (Truss Plate Institute,TPI,is located at Code ': TPI 1-1995 583 D'Onorrio Drive,Madison,Wis 53719). TOTAL 40.0 psf V:11.0.,01-332634 t • CENTEX 2241 MODEL 1213 WO: TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: D1H1 QTY:1 1- 2 -3016 0.28 0.58 0.86 BOT CHORDS: 2x4 SPF #1/#2 (N) ®k1X4 0cdnnailsus lateralmm bracingw attached with Joint 28-Locations 2- 3 -2705 0.12 0.64 0.76 2- lOd nails each member where shown.Bracing 1) 0- 0- 0 8) 28- 5- 8 15) 24- 9- 0 2x4 SP #2 1 MUST be positioned to provide equal unbraced 2) 7- 4- 0 9) 33- 9-11 16) 21- 5- 0 3- 4 -2659 0.21 0.51 0.72 WEBS: 2x4 SPF #3 (N) segments OR 2x4 "T" brace ma 4- 5 -2077 0.09 0.44 0.53 2x4 . SPF STUD (N) 1,10 to ed y be nailed flat 3) 9- 0- 5 10) 40- 6- 0 18) 18- 1- 0 5- 6 -1820 0.05 0.14 0.19 ge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 11) 40-10- 0 18) 12- 0- 0 2x4 SPF #1/#2 (N) 5,6,12 Brace must extend at least 90% of web length 5) 18- 1- 0 12) 40-10- 0 19) 10-11- 1 6- 7 -1759 0.05 0.14 0.19 2x4 SP #2 11 2x6 Brace required on any web exceeding 14'. 6) 21- 5- 0 13) 31-10-15 20) 0- 0- 0 7- 8 -2013 0.08 0.47 0.56 All COMPRESSION Chords are assumed to be (] : Plate OFFSET from joint center. Refer 7) 24- 9- 0 14) 30-10- 0 8- 9 -2307 0.17 0.53 0.70 continuously braced unless noted otherwise. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 9-10 -2353 0.09 0.53 0.62 MAX LIVE LOAD DEFLECTION: 10-11 89 0.02 0.51 0.53 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L=-0.17" D=-0.17" T=-0.35" 0- 1-12 1685 0 0 BOT PIN BC FORCE AXL END CSI MAX HORIZONTAL DEFLECTION: 40- 8- 4 1633 0 0 BOT H-ROLL 20-19 2624 0.53 0.29 0.82 T. 0.14" 19-18 2088 0.42 0.29 0.71 18-17 2088 0.51 0.15 0.66 17-16 1834 0.45 0.14 0.59 16-15 1834 0.45 0.15 0.60 15-14 1934 0.47 0.15 0.63 14-13 1934 0.47 0.30 0.77 13-12 2006 0.49 0.30 0.79 WEB FORCE WEB FORCE 2-19 -426 7-15 711 4-19 553 8-15 -428 4-17 -638 8-13 190 5-17 734 10-13 15 6-17 -39 10-12 -2468 6-15 -209 11-12 -120 RME = 1.15 18-1-0 6-8 0 I r t t t 16-1-0 1 2 3 4 6 8 9 10 J I 6.00 _ Drop = 0-1-15 6 00 5X6 [5X6] 5X6 5X6000.0°.°• .-41%,..Z.X6 T 3X� 2X4 `X6 9-9-11 %.5X6 9-4-13 0-4-5 IL_ .\\ rs r., au R, is r*, � 2X; 4X6 3X6 5X10 3X6 5X10 5X6 rt /� [6X6] 5X6 3X6 1-4-5 `,intl lll,,,, ••,� G sr E- C<<\ No. F` 40 6-8 ` 16442 1686# 3.50°20 191i8 17 16 15 1413 1 w STATE OF _ 0-10-8 1633# 3.50" IND1AlYq = (Ro-11-12)°I f 40-10-0 °I 4: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 i',OF C���.' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '''�'SSIONAl- t,'‘`‘ T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D1H1 ''''Illllll CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 rl- 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 WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0tt made to anchor lateral bracing at er 1 specified locations determined by the building designer. Desl -Iteria: TPI aAdditional bracing of the overall may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf f WHERE QUALITY COUNTS truss bracing requirements, contac ;designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onol'rio Drive,Madison,Wis. i7719). TOTAL 40.0 psf V:0I.0..o0 332635- 10 ` CENTEX 2241 MODEL 1213 WO: TI: D1H2GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE Top Chord MUST be continuously lateral) 1- 2 -7718 0.26 0.29 0.55 2x6 SP MEL-23 2 buckling ...Joint Locations braced (BY OTHERS) to resist buckling 1) 0- 0- 0 7) 40-10- 0 13) 14- 9- 0 2- 3 -6073 0.07 0.18 0.25 2x4 SPF #1/#2 (N) 3 PERPENDICULAR to the plane of the truss. 2) 7- 9-10 8) 40-10- 0 14) 13- 1- 8 3- 4 -5829 0.03 0.07 0.10 HOT CHORDS: 2x6 SP MEL-23 1) : Plate OFFSET from joint center. Refer 3) 14- 9- 0 9) 35- 0- 6 15) 7- 9-10 4- 5 -5829 0.02 0.07 0.09 WEBS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 4) 21- 5- 0 10) 29- 1- 8 16) 0- 0- 0 5- 6 -5661 0.22 0.25 0.47 2x4 SPF STUD (N) 1,9 All COMPRESSION Chords are assumed to be 5) 28- 1- 0 11) 28- 1- 0 6- 7 -6032 0.27 0.30 0.58 2x4 SPF #3 (N) 3,5,7 continuously braced unless noted otherwise. 6) 35- 0- 6 12) 21- 5- 0 2x6 SP MEL-23 10 This 2-PLY truss designed to carry BC FORCE AXL BND CSI 2-PLY TRUSS! fasten w/10d nails in 8' 5" span framed to BC one face TOTAL DESIGN LOADS 16-15 6830 0.19 0.21 0.40 stag gered pattern per nailing schedule: 2' 0" span split-framed to opposite face Uniform PLF From PLF To 15-14 6807 0.19 0.17 0.36 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 14-13 6807 0.19 0.15 0.33 Distribute loads equally to each ply. TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 13-12 5351 0.15 0.15 0.29 MAX LIVE LOAD DEFLECTION: TC Vert L+D -60 0- 0- 0 -60 40-10- 0 12-11 4983 0.14 0.16 0.29 L/999 BC Vert L+D -143 0- 0- 0 -143 40-10- 0 11-10 5341 0.15 0.16 0.30 L=-0.14" D=-0.14" T=-0.28" ----MAX. REACTIONS PER BEARING LOCATION 10- 9 5341 0.15 0.11 0.26 MAX HORIZONTAL DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type 9- 8 0 0.00 0.11 0.11 T. 0.10" 0- 1-12 4203 0 0 BOT PIN 40- 8- 4 4151 0 0 BOT H-ROLL WEB FORCE WEB FORCE 2-15 1119 5-11 1207 2-13 -1678 6-11 -414 3-13 1796 6- 9 -27 3-12 699 7- 9 5430 4-12 -463 7- 8 -3795 5-12 1237 RMB = 1.00 I ', 2-PLYS REQUIRED 14-9-0 13-4-0 1 r I 12-9-0 2 a 6 7 06 0 -600 7X12 3X8 7X12 I 5X8 5X8 8-1-11 0-a-5 8X8] 7-8-13 4X8 3X8 [7X10] 7X12 5X8 [8X8] [5X6] 5X8 [7X10] 1-4-5 'iiititttiii,it c Q� EL GNo.4- c`' F % I I I 40-6-8 I I I6442 16 15 14 13 • 12 1110 9 ▪ S Tq j _ 0-10-8 4204# 3.50" 4151# 3.50" E OF J 72▪ -4 K‘iplA1V (Ro-11-12)-Iao-lo-o °J;�A A ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995Iscale = 0.1250 h ` . WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�FSS'ONAL .� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D1H2GR �-- r t f t i Dsgnr: JRH Chk: Date: 11-28-00 CONTRACTOR. w.-. . TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing in 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 titr lateral support of truss +hers only toreduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074O.C. Spacing: 24.0" made m anchor lateral bracing at 'specified locations determined by the building designer. Desi -)feria TPI Additional bracing of the overalls may he required. (See HID-91 of TPl). Fur specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact , g designer. (Truss Plate Institute,TPI,is located at Code ': TPI 1-1995 583 D'Onofrio Drive,Madison,Wis ! 53719). TOTAL 40.0 psf V:01.6..o0-332636- 11 CENTEX 2241 MODEL 1213 WO: T1: D2GE QTY:1 _ 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations TOP CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB =1) 0- 0- 0 23) 29- 5- 0 45) 26- 9- 0 BOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 2- 9- 0 24) 30- 9- 0 46) 25- 5- 0 WEBS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with 10d nails 3) 4- 1- 0 25) 32- 1- 0 47) 24- 1- 0 GABLE STUD: 2x3 SPF #3 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 5- 0 26) 33- 5- 0 48) 22- 9- 0 2x3 SPF #1/#2 (N) 9,21 BRACING to extend for 80% of web length. 5) 6- 9- 0 27) 33- 9-11 49) 21- 5- 0 2x4 -SPF #3 (N) 10,11,19,20 2X6 BRACE req'd on any web exceeding 14' 6) 8- 1- 0 28) 34- 9- 0 50) 20- 1- 0 2x4 SPF #1/#2 (N) 12,13,14,15 "*" denotes ONE edge or ONE face 7) 9- 0- 5 29) 36- 1- 0 51) 18- 9- 0 16,17,18 "**" denotes BOTH edges or BOTH faces 8) 9- 5- 0 30) 37- 5- 0 52) 17- 5- 0 I] : Plate OFFSET from joint center. Refer 9) 10- 9- 0 31) 38- 9- 0 53) 16- 1- 0 to Joint Detail Report. 10) 12- 1- 0 32) 40- 1- 0 54) 14- 9- 0 All COMPRESSION Chords are assumed to be 11) 13- 5- 0 33) 40-10- 0 55) 13- 5- 0 continuously braced unless noted otherwise. 12) 14- 9- 0 34) 40-10- 0 56) 12- 1- 0 13) 16- 1- 0 35) 40- 1- 0 57) 10-11-10 14) 17- 5- 0 36) 38- 9- 0 58) 9- 5- 0 15) 18- 9- 0 37) 37- 5- 0 59) 8- 1- 0 16) 20- 1- 0 38) 36- 1- 0 60) 6- 9- 0 17) 21- 5- 0 39) 34- 9- 0 61) 5- 5- 0 18) 22- 9- 0 40) 33- 5- 0 62) 4- 1- 0 19) 24- 1- 0 41) 31-10- 6 63) 2- 9- 0 20) 25- 5- 0 42) 30- 9- 0 64) 0- 0- 0 21) 26- 9- 0 43) 29- 5- 0 22) 28- 1- 0 44) 28- 1- 0 • 21-5-0 19-5-0 1 2 3 4 5 6 7118 9 10 11 12 13 14 15 16 1'7 18 19 20 21 22 23 24 25261'228 29 310 313233t f 6.00 2X4 2X4 �-6�00 2X4 [6X6] 2X4 2 2X4X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X42X4 2X4 2 62X4 2X4 2X4 X4 3X6 • 11-0-13 2X4 2X4 2X4 X4 2X4 11-0-13 2X4 2X4 0-4-5 2X4 2X4 c 9 in 3 a 3 J 9 3' fa J J A 3. O a ii 7— 4X6 2X4 2X4 2X4 5X6 2X4 2X4 2X4 2X4 2X4 2X4 5X6 2X4 2X4 [3X6] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 6X6 2X4 2X4 2X4 2X4 2X4 2X4 2X4 1-4-5 2X4 ```,,,oN\O„Erl• q,R,, �,J a0 3 8 i, �� 40-6-8 ±•��' G S T C(�'; 1 1 I I I 1 I I 1 1 1 I I 1 1 1 i 1 I I 1 I 1 1 I I I t v4'I No. F 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 363534 16442 0# 3.50" —_______STATE OF = IQ 40-10-0 0# 3J.so" = = tr� INDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs @ 1-4-0 o.c. scale = 0.1250 A0 �� = WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''�-'�F ��',,.`• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Ss Dwg: CENTEX Truss ID: D2GE '�,,'iIO N A; ��` CONTRACTOR. Dsgnr: fRH Chk: Date: 11-28 00 TRUSS MANUFACTURING TC Live 20.0psf - �'`^Z-' COMPANY INC. BRACING WARNING: DurFac - Lbr: 1.15 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 lateral support of Crux members only to reduce buckling length. Provisions must he WESTFIELD IND 46074 fur BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Design r'rlterla• TPI Additional bracing of the overall str may he required. (See IIIB•91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contac g designer. (Truss Plate Institute,TPI,is heated at Code : TN 1-1995 583 D'Onufriu Drive,Madison,Wt. 53719). TOTAL 40.0 psf V:01.0 -3 7- 12 /WI /';1711 CITE£/.OKIH/N r if,• nt III,n CENTEX 2241 MODEL 1213 WO: TI: D2 QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Ok1X4 continuous lateral bracing attached with Joint Locations 1- 2 -3017 0.29 0.60 0.88 BOT CHORDS: 2x4 SPF #1/#2 (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 33- 9-11 13) 21- 5- 0 2- 3 -2713 0.12 0.57 0.69 2x4 SP #2 1 MUST be positioned to provide equal unbraced 2) 7- 4- 0 8) 35- 6- 0 14) 12- 0- 0 3- 4 -2668 0.11 0.59 0.69 WEBS: 2x4 SPF #3 (N) segments OR 2x4 "T" brace may be nailed flat 3) 9- 0- 5 9) 40-10- 0 15) 10-11- 1 4- 5 -1841 0.06 0.58 0.63 2x4 SPF STUD (N) 1,7 to edge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 10) 40-10- 0 16) 0- 0- 0 5- 6 -1842 0.06 0.60 0.66 2x4 SPF #1/#2 (N) 4,9 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 31-10-15 6- 7 -2315 0.08 0.61 0.68 2x4 SP #2 8 2x6 Brace required on any web exceeding 14'. 6) 28- 5- 8 12) 30-10- 0 7- 8 -2361 0.09 0.47 0.56 A11 COMPRESSION Chords are assumed to be [] : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 86 0.02 0.46 0.48 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type MAX LIVE LOAD DEFLECTION: 0- 1-12 1633 0 0 BOT PIN BC FORCE AXL BND CSI L/999 40- 8- 4 1633 0 0 BOT H-ROLL 16-15 2622 0.53 0.38 0.90 L=-0.16" D=-0.16" T=-0.33" 15-14 2099 0.42 0.38 0.80 MAX HORIZONTAL DEFLECTION: 14-13 2099 0.51 0.41 0.92 T. 0.15" 13-12 1942 0.48 0.41 0.89 12-11 1942 0.48 0.39 0.87 11-10 2006 0.49 0.39 0.89 WEB FORCE WEB FORCE 2-15 -403 6-11 206 4-15 566 8-11 35 4-13 -770 8-10 -2468 5-13 1150 9-10 -125 6-13 -546 RMB = 1.15 21-5-0 , 19-5-0 1 2 3 4 t I7 ' 6 8 9 6 0000 -6 00 [6X6] [5X6] 5X6] 11-0-13 3X6 ` 2X4 , `X6 11-0-13 • 5X6 • 0-4-5 \ / Alk 2X4 ,1 i f :am !I 4X6 3X6 [6X10] 5X6 [6X6] 5X6 3X6 1-4-5 `,,,,itt!IIlgof 0-3 8 4,;;I;i"PIPVOr �` 40-6-8 :Q I ' F iG 11514 i3 6442 1633N 3.50" 1211 1 STATE or 1633# 3.50" -.1I = a 40-10-0 7. INDIANA = al 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 ';43,1,r C����.�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T M C Dwg: CENTEX Truss ID: D2 ''�;,sl5 j, ���`� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g *.-_-4.....:---fr..--..... ,�,��trtrtll CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 ul'the building design and which must be considered by the building designer. Bracing O,C, SDBCIrIg 24.0" W ESTF I ELD IND 46074 shown is lir lateral support o -"th f truss^-- crs only to reduce buckling length. Provisions must he BC Live 0.0 psf made to anchor lateral bracing at, I specified locations determined by the building designer. Desi 'riteria: TPI Additional bracing ur the overall: may be required. (See HIB-91 or TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, comae, , ig designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onutrio Drive,Madison,Wi: 53719). TOTAL 40.0 sf ,. p V:OI.t,..�0 332638-13 CENTEX 2241 MODEL 1213 WO: TI: D3GE QTY:I 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations TOP CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 22) 28- 3- 43) 26-11- 8 BOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 2-11- 23) 29- 7- 44) 25- 7- 8 WEBS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with 10d nails 3) 4- 3- 24) 30-11- 45) 24- 3- 8 GABLE STUD: 2x3 SPF #3 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 7- 25) 32- 3- 46) 22-11- 8 2x3 SPF #1/#2 (N) 8,20 BRACING to extend for 80% of web length. 5) 6-11- 26) 32- 8- 47) 21- 7- 8 2x4 SPF #3 (N) 9,10,11,17 2X6 BRACE req'd on any web exceeding 14' 6) 7-10-1 27) 33- 7- 48) 20- 3- 8 18,19 "*" denotes ONE edge or ONE face 7) 8- 3- 28) 34-11- 49) 18-11- 8 2x4 SPF #1/#2 (N) 12,13,14,15 "**" denotes BOTH edges or BOTH faces 8) 9- 7- 29) 36- 3- 50) 17- 7- 8 16 9) 10-11- 30) 37- 7- 51) 16- 3- 8 SLIDERS: 2x6 SP MEL-23 10) 12- 3- 31) 38-11- 52) 14-11- 8 All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. 11) 13- 7- 32) 39- 8- 53) 13- 7- 8 continuously braced unless noted otherwise. 12) 14-11- 33) 39- 8- 54) 12- 3- 8 13) 16- 3- 34) 38-11- 55) 10-11- 8 14) 17- 7- 35) 37- 7- 56) 9-10- 2 15) 18-11- 36) 36- 3- 57) 8- 3- 8 16) 20- 3- 37) 34-11- 58) 6-11- 8 17) 21- 7- 38) 33- 7- 59) 5- 7- 8 18) 22-11- 39) 32- 3- 60) 4- 3- 8 19) 24- 3- 40) 30- 8-1 61) 2-11- 8 20) 25- 7- 41) 29- 7- 62) 0- 0- 0 21) 26-11- 42) 28- 3- �' 20-3-8 19 5-0 '1 2 3 4 5 6T 17 8 9 110 11 12 13 14 15 16 17 18 19 20 21 22 23 2425r 12E7 28 29 303132 I-- 6.00 2X4 2X4 00 2X4 4X5 2X4 T 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 3X52X4 2X4 11-0-13 2X4 2X4 2X4 2X4 3X5 2X4 2X4 11-0-13 ?xx4242Xx4 0-11-14 a a L r- 3 c c s s c rl s s e v e , . e a + a +8X10 2X4 2X4 2X4 2X4 2X4 2X4 6X6 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 5X6 2X4 2X4 2X4 2X4 2X4 2X4 5X6 2X4 2X4 2X4 1-0-5 2X4 `,`ktlttltttlir,', rt _...1 0-3-8 39-5-0 �`a. C G S TF- C� :� r I I I t t I r r I t r I f I 1 t r 1 f t l t t r I t t,�'I Iti44 62 Oa 3 SO" 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 4140 39 38 37 36 353433 2 STATE OF �= o,r 3.50" ° 39-8 8 �J INpIgNA ��`� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs @ 1-4-0 o.c._ scale = 0.1250 �';A� ��','` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: oF�,S/O N AL ���`` Dwg: CENTEX Truss ID: D3GE '. S T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING >>t(ttt►� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 /� TRUSS MANUFACTURING TC Live 20.0psf : d`z ,`�`' COMPANY INC. BRACING WARNING: DurFac-Lbr: 1.15 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 pan of the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support of truss members only toreduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at end,--d specified locations determined by the building designer. BC Dead Design "-iteria• TPI Additional bracing of the overall sir nay he required. (See FI IB-91 of TPI). Fur specific 10.0 psf _ WHERE QUALITY COUNTS truss bracing requirements. comae, g designer. (Truss Flair Institute.TPI,is located at Code TPI 1-1995 583 D'Onolriu Drive,Madison,Wise I m9). TOTAL 40.0 psf V:01.0: 39 14 foil /'a77/' C•I7E .LOKIUIN „ ,,,, , CENTEX 1 2241 MODEL 1213 TC FORCE AXL BND CS TOP CHORDS: 2x4 SPF #1/#2 (N) WO: TI: D3 QTY:8 I 1- 0 -1572 0 0.35 0.39BOT CHORDS: 2x4 SPF #1/#2 (N) y 1X4 continuous lateral bracing attached with Joint Locations 0- 2 -25000.11 0.35 0.68 WEBS: 2x4 SPF #3 • 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 32- 8- 3 13) 20- 3- 8 2- 3 -2400 0.22 0.53 0.74 (N) MUST be positioned to provide equal unbraced 2) 6- 2- 8 8) 34- 4- 8 14) 10-10- 8 3- 4 -2355 0.21 0.68 0.74 2x4 SPF STUD (N) 1,7 segments OR 2x4 "T" brace may be nailed flat 3) 7-10-13 9) 39- 8- 8 15) 9- 9- 9 4- 5 -1756 0.05 0.69 0.75 2x4 SPF #1/#2 (N) 4,9 to edge of web with 12d nails spaced 8" o.c. 4) 13- 3- 0 10) 39- 8- 8 16) 0- 0- 0 2x4 SP #2 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 30- 9- 7 5- 6 -1753 0.05 0.61 0.66 SLIDERS: 2x6 SP MEL-23 2x6 Brace required on any web exceeding 14'. 6) 27- 4- 0 12) 29- 8- 8 6- 7 -2235 0.07 et 0.61 0.69 + Denotes 90 degree plate orientation.7- 8 -2235 0.07 0.466 0.69 All nesE90I Chords are rienad to be (] : Plate OFFSET from joint center. Refer ----MAX, REACTIONS PER BEARING LOCATION 8- 9 86 0.02 0.45 0.48 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc BC FORCE AXL BND CSI MAX LIVE LOADDEFLECTION: 0- 1-12 1588 0 0 BOT PIN Type 16-15 2178 0.53 0.42 0.96 L/90922" D_-0.22" T=-0.43° 39- 6-12 1588 0 0 HOT H-ROLL 15-14 1937 0.47 0.30 0.78 MAX HORIZONTAL DEFLECTION: 14-13 1937 0.47 0.44 0.92 T. 0.16" 13-12 1867 0.46 0.44 0.90 12-11 1867 0.46 0.39 0.84 11-10 1943 0.48 0.39 0.86 WEB FORCE WEB FORCE 2-15 -146 6-11 213 4-15 324 8-11 23 4-13 -653 8-10 -2390 5-13 1080 9-10 -125 6-13 -553 RMB = 1.15 20-3-8 1 2 3 4' 1 I 19-5-0 t j '6 7 8 600 -600 [6X6] [5X6] 5X6] HY20-3X10.4 11-0-13 /' j___ TI 2X4 `X6 11-0-13 3X4 .- 1 �X6 0-11-1 3X4 , /..,.. x...: [8X10] 3X6 [6X10] m5X6 5X6 3X6 (6X6] <<l,,,,t,i,f 1-4-5 n �� 03s G STta. F`�; H Q. No, F ,� t 39-5-0 16442 S16 1514 ' r f 1588# 3.50" 13 12 11 Al N AT E OF _ 1588# 3.50" DIANA 39-8-8 °I ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,o scale = 0.1250 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '',�'o�,FSSIONA� ���` r C A COPY OF THIS DRAWIN Dw�„t G TO BE LIVEN TO ERECTING g• CENTEX Truss ID: D3 /rt.-, , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRli Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 WESTFIELD IND 46074 shown is for lateral support or truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Sn thing: 24.0" made to anchor lateral bracing at eta specified locations determined by the building designer. DesAdditional bracing ul'the overall sittay he required. (See IIIB-91 of TPI). For specific BC Dead 10.0 psf Cod01e.0..00-33 terse: TPI WHERE QUALITY COUNTS truss bracing requirements, contact. ;designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 583 D'Onalrio Drive,Madison,Wis. 1 ;3719). TOTAL 40.0 psfV: 2 640- 15 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge TI: D4GE QTY:1 _ BOT CHORDS: 2x4 SP #2 A Joint Locations7- 0 BC FORCE AXL BND CSI of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 14) 17- 5- 0 27) 14- 9- 0 2x4 SPF #1/#2 (N) 2 of the same dimension and grade as web 2) 2- 9- 0 15) 18- 9- 0 28) 13- 5- 0 WEBS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with 10d nails WEB FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) 4) 4- 1- 0 16) 20- 1- 0 30) 12- 1- 0 36- 2 0 0.00 0.04 0.04 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 5- 0 17) 21- 5- 0 30) 10-11-10 2x3 SPF #1/#2 (N) 9 BRACING to extend for 80% of web length. 5) 6- 9- 0 18) 22- 9- 0 31) 9- 5- 0 35- 3 0 0.00 0.09 0.09 2x4 SPF #3 (N) 10,11 2X6 BRACE req'd on any web exceeding 14' 6) 8- 1- 0 19) 24- 2- 0 32) 8- 1- 0 34- 4 0 0.00 0.15 0.15 2x4 SPF #1/#2 (N) 12,13,14,15 "*" denotes ONE edge or ONE face 33- 5 0 0.00 0.24 0.24 16 "#*" g 7) 9- 0- 5 20)1 24- 2- 0 33) 6- 9- 0 32- 6 0 0.00 0.34 0.34 Analysis based on Simplified Analogdenotes BOTH edges or BOTH faces 8) 9- 5- 0 21) 22- 9- 0 34) 5- 5- 0 31- 68 0 0.00 0.46 0.46 mp Model. 2X4 TRANSVERSE BRACING nailed flat to edge 9) 10- 9- 0 22) 21- 5- 0 35) 4- 1- 0 [I : Plate OFFSET from joint center. Refer of web with 12d nails at 8" o.c. TRANSVERSE 10) 12- 1- 0 23) 20- 1- 0 36) 2- 9- 0 30- 9 0 0.00 0.60 0.60 to Joint Detail Report. BRACING to extend for center 80% of length. 11) 13- 5- 0 24) 18- 9- 0 37) 0- 0- 0 29-10 0 0.00 0.76 0.76 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 28-11 0 0.00 0.54 0.54 continuously braced unless noted otherwise. composite result of multipleloads. 13) 14- 9- 0 26) 17- 5- 0 27-12 0 0.00 0.81 0.8113) 16- 1- 0 26) 16- 1- 0 26-13 0 0.00 0.96 0.96 Wind analysis based on: ASCE-Combined, V. 75 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION 25-14 0 0.00 0.64 0.64 MPH, I=0.90, Mean Hgt.=15.0 ft, to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type Exp. Cat. C, 24-15 0 0.00 0.75 0.75 internal pressure coef. I, interior zone. 0- 1-12 0 0 0 BOT PIN 23 16 0 0.00 0.86 0.86 24- 0- 4 0 0 0 BOT H-ROLL 22-17 0 0.00 0.98 0.98 21-18 0 0.00 0.86 0.86 20-19 0 0.00 0.76 0.76 WEB FORCE WEB FORCE RMB = 1.15 21-5-0 4/7 2-9-0,1 2 3 4 5 6 71 f 8 9 10 11 12 1r3 14 15 16 1819 • 2X4 -g 41 2X4 [6X6] T2X4 � 2X4 1111 2X4 2X4 2X4 2X4 2X4 6 2X4 . 11-5-11 2X4 11-0-13 2X4 9-8-5 2X4 0-4-5 2X4 �I,l I _ . �I. a 4X6 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [5X6] 2X4 2X4 2X4 2X4 �il\ll,lli�r ,��01 \0 E. A ;`,��_ GTS T4- RCF1'; '' No, F' 24-2-0 I6442 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2t3 22 212d' S7A7E OF _ 0-10-8 Oftc'l 3.50" Oft 3.50" 7. lNDIA1�/q = (Ro-11-12) �° 24-2-0 ,� �'A� ���ct: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs z. Q 1-4-0 o.c. scale = 0.1250 '11I�,` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: FSSIO N AL `��`�� Dwg: CENTEX Truss ID: DOGE M��S8 l I i t l l l `` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING �.�/pt., , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRII CIA: Date: 11-28-00 // COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac- Lbr: 1.15 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 truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074O.C. Spacing: 24.0" of b made to anchor lateral bracing ate' 'specified locations determined by the building designer. Desi -iteria: TPI Additional bracing of the overall s may he required. (See HID•91 of TPI). For specific BC Dead 10.0 psf 1 WHERE QUALITY COUNTS truss bracing requirements, coma, ;designer. (Truss Plate Institute,TPI,is located at Code. : TPI 1-1995 583 D'Onolriu Drive,Madison,Wis, ;3719). TOTAL 40.0 sf . ......... P V:OI.U..,�O 332C41- 16 CENTER 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: D4 QTY:6 1- 2 0.09 0.57 0.66 BOT CHORDS: 2x4 SP #2 1X4 continuous lateral bracing attached with =_=====a Joint Locations= 2- 3 -1269 0.0 0.57 0.65 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 5) 21- 5- 0 9) 12- 0- 0 3- 4 -1269 0.02 0.62 0.63 WEBS: 2x4 SPF #3/#2 (N) 2 MUST be positioned to provide equal unbraced 2) 7- 4- 0 6) 24- 2- 0 10) 10-11- 1 4- 5 224 0.00 0.61 0.61 (N) segments OR 2x4 "T" brace may be nailed flat 3) 9- 0- 5 7) 24- 2- 0 11) 0- 0- 0 2x4 SPF STUD (N) 1 to edge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 8) 21- 5- 0 5- 6 -265 0.00 0.27 0.27 2x4 SPF #1/#2 (N) 4,6 Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION LI : Plate OFFSET from joint center. Refer 2x6 Brace required on any web exceeding 14'. X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI to Joint Detail Report. All COMPRESSION Chords are assumed to be 0- 1-12 1019 0 11-10 1341 0.27 0.46 0.73 End vertical(s) not designed for exposure continuously braced unless noted otherwise. 24- 0- 4 966 0 0 BOT 0 BOT H-RROLL 10- 9 792 0.16 0.46 0.62 to lateral wind pressure. 9- 8 792 0.19 0.28 0.47 MAX LIVE LOAD DEFLECTION: 8- 7 0 0.00 0.28 0.28 L/999 L=-0.06" D=-0.06" T=-0.12" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2-10 -419 5- 8 -95 T= 0.05" 4-10 602 6- 8 866 4- 8 -804 6- 7 -985 RMB = 1.15 • t 1 21-5-0 12-9-0i, 2 3 TqC [6X6] TX a` 2X43 � i9-8-511-5-11 11-0-13 0-4-5 .00 4X6 - " 3X6 5X103X5 5X6 • .``0" 0 E.4,,,,' Q 24-2-0 11 109ITi OF _ 0 10-g 1019/1 3.50" 8 967# 3.50"Nq _ (RO-11-12)�I i� 24 2-0il -� A :- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1250 ;'��.�` C�� .' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '/11,,SS/OVAL -��`�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D4 t ._. ''>>ttttttl TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac- Lbr: 1.15 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 or the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support ul'truss era only to reduce buckling length. Provisions must be BC Live 0.0 psf O•C• C'-icing: 24.0" made to anchor lateral bracing at t specified locations determined by the building designer. Desititeria: TPI Additional bracing oldie overall st 'nay lie required. (See IIIB-91 o1TPl). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact t •designer. (Truss Plate Institute,TPI,is located Code: : TPI 1-1995 581 D'Onulriu Drive,Madison,Wits 53719). TOTAL 4" sC P V:O1.01.00-337647_ 17 CENTEX 2241 MODEL 1213 WO: TI: D5 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) X4 continuous lateral bracing attached with Joint Locations 1- 2 -2764 0.25 0.60 0.85 BOT CHORDS: 2x4 SPF #1/#2 (N) Rk12- 10d nails each member where ahown.Bracing 1) 0- 0- 0 7) 33- 9-11 13) 21- 5- 0 2- 3 -2459 0.10 0.58 0.68 2x4 SP #2 1 MUST be positioned to provide equal unbraced 2) 7- 4- 0 8) 35- 6- 0 14) 12- 0- 0 3- 4 -2414 0.08 0.59 0.67 WEBS: 2x4 SPF #3 (N) segments OR 2x4 "T" brace may be nailed flat 3) 9- 0- 5 9) 37-11- 0 15) 10-11- 1 4- 5 -1584 0.04 0.58 0.62 2x4 SPF STUD (N) 1,7 to edge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 10) 37-11- 0 16) 0- 0- 0 5- 6 -1586 0.04 0.62 0.67 2x4 SPF #1/#2 (N) 4,9 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 31-10-15 6- 7 -1549 0.03 0.62 0.66 2x4 SP #2 8 2x6 Brace required on any web exceeding 14'. 6) 28- 5- 8 12) 30-10- 0 7- 8 -1595 0.04 0.39 0.43 A11 COMPRESSION Chords are assumed to be (1 : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 64 0.02 0.39 0.40 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type MAX LIVE LOAD DEFLECTION: 0- 1-12 1569 0 0 BOT PIN BC FORCE AXL BND CSI L/999 37- 9- 4 1516 0 0 BOT H-ROLL 16-15 2398 0.48 0.38 0.86 L=-0.14" D=-0.13" T=-0.27" 15-14 1870 0.38 0.38 0.76 MAX HORIZONTAL DEFLECTION: 14-13 1870 0.46 0.43 0.89 T. 0.11" 13-12 1482 0.36 0.43 0.79 12-11 1482 0.36 0.31 0.68 11-10 903 0.22 0.31 0.54 WEB FORCE WEB FORCE 2-15 -407 6-11 -311 4-15 570 8-11 642 4-13 -772 8-10 -1732 5-13 922 9-10 -1 6-13 -218 RMB = 1.15 21-5-0 16-6-0 1 2 3 l 4 6 7 8 9 600 06 0 [6X6] 3X6 [5X6] 5X6] 11-5-11 [6X6] 2X4 3h6 T 11-0-13 2!C4 0-4-5 _ 2-9-13 4X6 3X6 f '" _� [6X10] 5X6 [5X6] 5X6 3X6 . ` (it. GNo, c" = ,1 i f 37-11-0 16442 16 15 14 13 12 11 j STArE OF 0-10-81569# 3.50" 1517# 3.50" INDlANq = (Ro 11 12)°I 1° 37-11-0111 ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 z. �''o�,F C���.�` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '',;,SS/ONAL XN,`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D5 .. tt CONTRACTOR. Dsgnr: JAI{ Chk: Date: 11-28-00 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-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 buss members only to buckling length. Provisions must be BC Live 0.0 psf WESTFIELD IND 46074 O.C. Spacing: 24.0" made to anchor lateral bracing at er 'specified locations determined by the building designer. Desiglterla: TPI Additional bracing oldie overall st nay he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,is located at Code. : TPI 1-1995 583 D'Onofrio Drive,Madison,Wisc. ,3719). TOTAL 40.0 sf .. P V:O1.0►.,�U-332643- 18 CENTEX J 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: oc QTY:1 1- 0 -1462 0.04 0.32 0.36 BOT CHORDS: 2x4 SPF #1/#2 (N) X4 continuous lateral bracing attached with Joint Locations 0- 2 -1462 0.04 0.49 0.36 WEBS: 2x4 SPF #3 (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 32- 8- 3 13) 20- 3- 8 2- 3 -21758 0.179 0.46 0.63 2x4 SPF #3 (N) 1,7 MUST be positioned to provide equal unbraced 2) 6- 2- 8 8) 34- 4- 8 14) 10-10- 8 2- 4 -2129 0.17 0.46 0.63 2x4 SPF ST/D2 (N) 1,7 segments OR 2x4 "T" brace may be nailed flat 3) 7-10-13 9) 36- 9- 8 15) 9- 9- 9 4-3 5 -1512 0.04 0.69 0.72 to edge of web with 12d nails spaced 8" o.c. 4) 13- 3- 0 10) 36- 9- 8 16) 0- 0- 0 2x4 SP #2 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 30- 9- 7 5- 6 -1510 0.04 0.63 0.67 SLIDERS: 2x6 SP MEL-23 2x6 Brace required on any web exceeding 14'. 6) 27- 4- 0 12) 29- 8- 8 6- 7 -1495 0.03 0.63 0.66 + Denotes 90 degree plate orientation. 7- 8 -1495 0.04 0.39 0. 6 All COMPRESSION Chords are assumed to be H . Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 64 0.02 0.39 0.40 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type MAX LIVE LOAD DEFLECTION: 0- 1-12 1471 0 0 BOT PIN BC FORCE AXL BND CSI L/999 36- 7-12 1524 0 0 BOT H-ROLL 16-15 1991 0.49 0.40 0.89 L=-0.19" D=-0.19" T=-0.38" 15-14 1726 0.42 0.30 0.73 MAX HORIZONTAL DEFLECTION: 14-13 1726 0.42 0.46 0.89 T= 0.13" 13-12 1425 0.35 0.46 0.81 12-11 1425 0.35 0.30 0.65 11-10 875 0.21 0.30 0.52 WEB FORCE WEB FORCE 2-15 -169 6-11 -291 4-15 343 8-11 613 4-13 -663 8-10 -1678 5-13 864 9-10 -1 6-13 -233 RMB = 1.15 20-3-8 16-6-0 1 2 r 4/ t 3 4 6 7 8 9 600 - 06 0 [6X6] 5X6] T :y2o3xlo.45x616X6T] 11-0-13 3X6 2X4 11-0-13 2X4 0-11-1 3,l'4 3X4 -1F- i _ 2-9-13 [8X10] 3X6 [6X10] m 5X6 5X6 [5X6] 3X6 owl Lrr ,�`•`0�1O,t E"AR es n :�Q�� 4'' G No. yes '.. 36-9-8 I6442 i6 11514 r r I STATE11472# 3.50" 13 1211 1 pF '_ 1524# 3.50" IND1ANq = fe 36-9-8 nl �a0-10 8 % ��; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-11 12) �;A.p ��� scale = 0.1250 ' �� '''iF WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: V�� SSloNAL ���`'' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D6 ''I,tltlltl � A4.,......., , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: IRN Chk: Date: 11-28-00 BRACING WARNING: COMPANY INC. TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown on this drawing is not erection hrecing,wind bracing.portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4 18 which is a part of the building design and which must he considered by the building designer. Bracing W ESTFI ELD I N D 46074 shown is for lateral support of taus m-nthcrs only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Snacing: 24.0" made to anchor lateral bracing ate 'specified locations determined by the building designer. DeSI -Iterla: TPI Additional bracing of the overalls may be required. (Sec N18-91 ul'TPp. For specific BC Dead 10.0 psf 1 WIlLItE QUALITY COUNTS truss bracing requirements, contact 'designer. (Truss Plate Institute,TPI,is located at Code, ; TPI 1-1995 583 D'Onolrio Drive,Madison,Wist i3719). TOTAL 40.0 psf If: I. ,.,,0-332(44-19 CENTEX 2241 MODEL 1213 WO: TI: D7 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) prdpl.X4 continuous lateral bracing attached with Joint Locations 1- 0 -1462 0.04 0.32 0.36 BOT CHORDS: 2x4 SPF #1/#2 (N) L^Jv12- l0d nails each member where shown.Bracing 1) 0- 0- 0 7) 32- 8- 3 13) 20- 3- 8 0- 2 -2282 0.09 0.49 0.58 WEBS: 2x4 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 6- 2- 8 8) 34- 4- 8 14) 10-10- 8 2- 3 -2175 0.17 0.46 0.63 2x4 SPF STUD (N) 1,7 segments OR 2x4 "T" brace may be nailed flat 3) 7-10-13 9) 36- 9- 8 15) 9- 9- 9 3- 4 -2129 0.17 0.61 0.78 2x4 SPF #1/#2 (N) 4,9 to edge of web with 12d nails spaced 8" o.c. 4) 13- 3- 0 10) 36- 9- 8 16) 0- 0- 0 4- 5 -1512 0.04 0.69 0.72 2x4 SP #2 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 30- 9- 7 5- 6 -1510 0.04 0.63 0.67 SLIDERS: 2x6 SP MEL-23 2x6 Brace required on any web exceeding 14'. 6) 27- 4- 0 12) 29- 8- 8 6- 7 -1495 0.03 0.63 0.66 + Denotes 90 degree plate orientation. 0 : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 7- 8 -1540 0.04 0.39 0.43 All COMPRESSION Chords are assumed to be to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 8- 9 64 0.02 0.39 0.40 continuously braced unless noted otherwise. 0- 1-12 1471 0 0 BOT PIN MAX LIVE LOAD DEFLECTION: 36- 7-12 1471 0 0 BOT H-ROLL BC FORCE AXL BND CSI L/999 16-15 1991 0.49 0.40 0.89 L=-0.19" D=-0.19" T=-0.38" 15-14 1726 0.42 0.30 0.73 MAX HORIZONTAL DEFLECTION: 14-13 1726 0.42 0.46 0.89 T= 0.13" 13-12 1425 0.35 0.46 0.81 12-11 1425 0.35 0.30 0.65 11-10 875 0.21 0.30 0.52 WEB FORCE WEB FORCE 2-15 -169 6-11 -291 4-15 343 8-11 613 4-13 -663 8-10 -1678 5-13 864 9-10 -1 6-13 -233 RMB = 1.15 'I, 20-3-8 16-6-0 1 2 3 4 6 7 8 9 6 00 -6 00 [6X6] T [5X6J 5X6] HY20-3X10.4 � \,,,.... 4zx[GX6] 11-0-13 2X4 • 6 11-0-13 3X4 ��` 0-11-1 3X4 ,� .7\: 2-9-13 [8X10] 3X6 [6X10] 5X6 [5X6] 5X6 3X6 wttltttt+ir ''\ G S T RCF-; Qs 36-9-8 14' Q N 0, F 1 r t 16.442 16 15 14 13 12 111 1 STgJ- 1472# 3.50" 1472# 3.50" _* E OF _ `, 3698 ND1A111q = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 -o ��� scale = 0.1250 '%�O,r� ��,`�` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: /,SS/O N AL • I-,k‘ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D7 t t tt CONTRACTOR. Dsgnr: JRH Chic: Date: 11-28-00 �... , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shsnvn 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 WESTFIELD IND 46074 shown is titr lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 made to anchor lateral bracing ate 'specified locations determined by the building designer. Desl! "iterla: TPI Additional bracing"f the overall s may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contac, t designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 583 D'Onol'rto Drive,Madison,Wilt i3719). TOTAL 40.0 psf V:01 Q CENTEX 2241 MODEL 1213 WO: TI: D7H1 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) X4 continuous lateral bracing attached with 1- 0 -1462 0.04 0.32 0.35 BOT CHORDS: 2x4 SPF #1/#2 (N) - 10d nails each member where shown.Bracing 1) 0- 0- 0 Joi8) 27- 4--o0 15) 20- 3- 8 0- 2 -2279 0.09 0.51 0.60 WEBS: 2x4 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 6- 2- 8 9) 34- 4- 8 16) 16-11- 8 2- 3 -2165 0.19 0.48 0.67 2x4 SPF STUD (N) 1,10 segments OR 2x4 "T" brace may be nailed flat 3) 7-10-13 10) 36- 9- 8 17) 10-10- 8 3- 4 -2120 0.18 0.71 0.90 2x4 SPF #1/#2 (N) 5,6,12 to edge of web with 12d nails spaced 8" o.c. 4) 13- 3- 0 11) 36- 9- 8 18) 9- 9- 9 4- 5 -1719 0.06 0.58 0.64 2x4 SP #2 11 Brace must extend at least 90% of web length 5) 16-11- 8 12) 30- 9- 7 19) 0- 0- 0 5- 6 -1487 0.03 0.16 0.19 SLIDERS: 2x6 SP MEL-23 2x6 Brace required on any web exceeding 14'. 6) 20- 3- 8 13) 29- 8- 8 6- 7 -1373 0.03 0.16 0.19 + Denotes 90 degree plate orientation. [): Plate OFFSET from joint center. Refer 7) 23- 7- 8 14) 23- 7- 8 7- 8 -1588 0.05 0.49 0.54 All COMPRESSION Chords are assumed to be to Joint Detail Re ort. ----MAX- REACTIONS PER BEARING LOCATION 8- 9 -1531 0.07 0.48 0.55 continuously braced unless noted otherwise. p 9-10 70 0.02 0.46 0.48 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 0- 1-12 1471 0 0 BOT PIN BC FORCE AXL BND CSI L=-0.20" D=-0.20" T--0.40" 36- 7-12 1471 0 0 BOT H-ROLL 19-18 1991 0.49 0.45 0.93 MAX HORIZONTAL DEFLECTION: 18-17 1718 0.42 0.19 0.62 T. 0.14" 17-16 1718 0.42 0.17 0.59 16-15 1476 0.36 0.17 0.53 15-14 1476 0.36 0.18 0.54 14-13 1419 0.35 0.18 0.53 13-12 1419 0.35 0.18 0.52 12-11 878 0.22 0.18 0.39 WEB FORCE WEB FORCE 2-18 -191 7-14 528 4-18 325 8-14 -131 4-16 -547 8-12 -311 5-16 597 9-12 586 6-16 32 9-11 -1684 6-14 -290 10-11 13 RMB = 1.15 16-11-8 8 6 0 13-2-0 1 2 3 I l ' ' 4 6 8 9 1 1 6.00 -6-6 A Drop = 0-1-15 5X6 [5X6] 5X6 I 5X6 5X6 IIY20-3X10.4 9-4-13 2 X4 Ye 6X6 3X4 1 2X4 9-4-13 0-11-1 3X4 2913 7- +8X10 - 3X6 5X10 3X6 5X10 m5X6 [5X6] __+___ 5X6 3X6 ``••k0"Oi l E„Aire n 11 �� GNo- .e.F ,�' f I3698 I t i f I6S T 19 18 17 16 15 14 1312 11' STATE QF fii- 1472# 3.50' 1472# 3.50" 7. IND1AJy = f' 36-9-8 °I :''A� A ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 '.,�,�Ff`� �C' �� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �1'�,ss/0NAL �,o I 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"g CENTEX Truss ID: D7H1 Dsgnr: CONTRACTOR. g JRH Chk: Date: 11-28-00 iniTRUSS 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 ul truss n+�^hers only to buckling length. Provisions must he WESTFIELD IND 46074BC Live 0.0 psf O.C. Snlcing: 24.0" made to anchor lateral bracing at er specified locations determined by the building designer. Desigiteria: TPI Additional bracing of the ovetall su nay Iw required. (See H IB-91 of TPI). For specific BC Dead 10.0 psf W I I ERE QUALITY COUNTS truss bracing requirements, contact r. designer. (Truss Plate Institute.TPI,is located at Code 1 TPI 1-1995 583 D'Onul'riu Drive,Madison,Wi.ac 3719). TOTAL 40.0 psf V:O1.O.....t)-332G46-21 CENTEX 1 2241 MODEL 1213 WO: TI: D7H2GR TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP #2 TopQTY:2 1- 0 -4062 0.05 0.39 0.44 Chord MUST be continuously laterally =__=.. Joint Locations 2x6 SP MEL-23 2 braced (BY OTHERS) to resist buckling 0- 2 -5872 0.10 0.86 0.96 2x4 SPF #1/#2 (N) 3 1) 0- 0- 0 7) 36- 9- 8 13) 13- 7- 8 2- 3 -5014 0.21 0.57 0.78 BOT CHORDS: 2x6 SP MEL-23 PERPENDICULAR to the plane of the truss. 2) 6- 8- 2 8) 36- 9- 8 14) 12- 0- 0 3- 4 -4693 0.02 0.05 0.07 WEBS: 2x4 SPF MEL-2 (N) I) : Plate OFFSET from joint center. Refer 3) 13- 7- 8 9) 33-10-14 15) 6- 8- 2 4- 5 -4693 0.02 0.06 0.07 to Joint Detail Report. 4) 20- 3- 8 10) 28- 0- 0 16) 0- 0- 0 2x4 SPF STUD (N) 1,9 + Denotes 90 degree plate orientation. 5- 6 -4231 0.14 0.29 0.42 2x4 SPF #3 (N) 3,5,75) 26-11- 8 11) 20-13- 8 6- 7 -2827 0.03 0.24 0.27All inuouslyIbN braceddrus ares assumed to be 6) 33-10-14 12) 20- 3- 8 2x6 SP MEL-23 11 continuously unless noted otherwise. SLIDERS: 2x6 SP MEL-23 This 2-PLY truss designed to carry BC FORCE AXL BND CSI 2-PLY TRUSS! fasten w/10d nails in 8' 5" TOTAL DESIGN LOADS 16-15 5112 0.14 0.20 0.34 staggered pattern per nailing schedule: span framedpi to BC one face TC Vert PLF6 F0- -6PL0 To 8 15-14 5097 0.14 0.16 0.30 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2' 0" span split framed to opposite face TC Vert L+D -60 0- 0- 0 -60 36- 9- 8 14-13 5097 0.14 0.19 0.33 Distribute loads equally to each ply. BC Vert L+D -143 0- 0- 0 -143 36- 9- 8 13-12 4434 0.12 0.19 0.31 MAX LIVE LOAD DEFLECTION '- -MAX. REACTIONS PER BEARING LOCATION 12-11 3704 0.10 0.17 0.27 L/999 X-Loc Vert Horiz Uplift Y-Loc Type PIN 11-10 2593 0.07 0.17 0.24 L=-0.14" D=-0.14" T=-0.28" 0- 1-12 3740 0 0 BOT H-R 10- 9 2593 0.07 0.12 0.19 MAX HORIZONTAL DEFLECTION: 36- 7-12 3740 0 0 BOT -ROLL 9- 8 0 0.00 0.11 0.11 T. 0.06" WEB FORCE WEB FORCE 2-15 727 5-11 396 2-13 -765 6-11 1277 3-13 1473 6- 9 -1574 3-12 379 7- 9 3470 4-12 -424 7- 8 -3677 5-12 1446 RMB = 1.00 I ., 2-PLYS REQUIRED ,l/ 1327 8 1 13-4-0 9-10-0 I 'I 1 4 4/ 6 7 00 -6 00 7X12 3X8 7X12 I 5X8 5Y(8X8] 7-8-13 3X4 $ 0-11-1 3X4 7 8-13 ! i 2-9-13 [10X10] 3X8 [7X10] 7X12 5X8 5X8 3X8 [7X10] [7X8] 't " ,`OEA n n' 0� Ro' ;.`�� GNST4 t f I 36-9-8 16442 16 15 14 13 12 11 10 9 8 $T,qr OF 3740# 3.50" 'Ai = '� 36-9-8 1''A� (��`� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 ',�AF �G WARNING: READ ALL NOTES ON THIS SHEET. Eng, Job: WO: '''� ISS/0 N AL G-.0`‘� T M C '�,,,lttttttt A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D7H2GR CONTRACTOR, Dsgnr: JRH Chk: Date: 11-28-00 r!r).‹......71-7-4.^.1., a 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, PO BOX 418 pbuilding design6 portal bracingildn a igner. Bracing TC Dead 10.0 psf DurFac-Plt 1.15 which is a art ofthe and which.must be considered by the building designer. Bracing • shownis rUr lateral support truss m-rashers only to buckling length. Provisions must he WESTFIELD IND 46074 BC Live 0.0 psf O.C. •pacing: 24.0" made to anchor lateral bracing at' I specified locations determined by the building designer. Desi ziteria: TPI may bracing of the overall: ay he required. (See HIB-91 ul'TPI). For specific BC Dead 10.0 psf wl IERE QUALITY COUNTS truss bracing requirements, cont.. designer. (Truss Plate Institute,TPI,is located at Code. ' TPI 1-1995 581 D'Onulriu Drive,Madison,N'i c 1719). TOTAL 40.0 psf V:0I_0..,,0-332647-22 CENTEX _ 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE TI: ocD QTY:3 1- 2 -5569FORCE 0 0 0.64 okX4 continuous lateral bracing attached with --_ ==Joint Locations == 2x4 SPF #1/#2 (N) 3,4 lOd nails each member where ahown.Bracing 1) 0- 0- 0 7) 32- 0- 4 13) 27-11- 8 2- 3 -4748 0.27 0.30 0.57 BOT GSORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 7- 5- 7 8) 34- 3- 5 14) 21- 5- 0 3- 4 -4614 0.15 0.22 0.37 2x4 SP 2400E-2.0E 1 segments OR 2x4 "T" brace may be nailed flat 3) 12- 7- 4 9) 40-10- 0 15) 14- 1- 8 4- 5 -4735 0.16 0.49 0.65 WEBS: 2x4 SPF #1/#2 (N) to edge of web with 12d nails spaced 8" o.c. 4) 14- 1- 8 10) 40-10- 0 16) 7- 5- 7 5- 6 -2593 0.22 0.59 0.81 2x4 SPF STUD (N) 1 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 37- 9- 3 17) 0- 0- 0 6- 7 -2515 0.10 0.56 0.66 2z44 SPFP #3# (N) 22,3,8 2x6 Brace required 7- 8 -2572 0.11 0.37 0.48 on any web exceeding 14'. 6) 27-11- 8 12) 27-11- 8 8- 9 -2572 0.11 0.37 0.48 [7 : Plate OFFSET from joint center. Refer on e ndthe use of SIMPSON 'TC24' hanger ----MAX. REACTIONS PER BEARING LOCATION to Joint Detail Report. support. X-Loc- V66 Horiz Uplift Type BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be 0- 1-12 1686 0 0 BOTOT PIN 17-16 5041 0.43 0.27 0.70 L/999 continuously braced unless noted otherwise. 40- 8- 4 1686 0 0 BOT H-ROLL 16-15 5064 0.44 0.31 0.74 L=-0.48" D=-0.47" T=-0.95" 15-14 1874 0.46 0.35 0.81 MAX HORIZONTAL DEFLECTION: 14-13 -92 0.00 0.33 0.33 T= 0.49" 13-12 70 0.02 0.30 0.32 12-11 2631 0.65 0.31 0.95 11-10 2767 0.68 0.20 0.88 WEB FORCE AXL BND CSI 12- 6 -424 0.12 0.00 0.35 WEB FORCE WEB FORCE 2-16 28 12-14 1897 2-15 -710 5-12 754 4-15 -387 8-12 -456 5-15 3251 8-11 185 5-14 -96 RMB = 1.15 2 21-5-0 t t 19-5-0 • 3 4 6 7 8 9 06 0 -6 0000 [7X10] TX63TI33X6T11-5-11 4X8 5X8] 10-0-13 0-4-5 0-4-5 [HY20-6X14.4 2X4 6X8 X14.4$ [4X101 3-5-8 [3X5] 1-0-0 3X6 4X6 3.00 1 I -3.00 ```N1,N`o,t E ,li 0-3 8 /// D G ;�'�° �Ts r� RAF': ei �` 13 10 0 13-10-0 Plate Height Q No, 1 1 12-10-8 = 1-0-0 STATE 2 0-10-8 1686# 3.50"t7 16 15 14 1312 11 1� OF - el Ia 1686# 3.50" �ND1ANq (R0-11-12) 40-10-0 DI Leo-10-8 ��; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I( (RO-11-12) "��'�,Q � scale = 0.1250 '., /' C� �.` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: cif/,0/ONAL �0 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD �t t t t Dsgnr: JRII Chk: Date: 11-28-00 CONTRACTOR. ram+ TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown un this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-PIt: 1.15 PO BOX 41.8 which is a part of the building design and which must he considered by the building designer. Bracing W ESTFI ELD I N D 46074 shown is for lateral support III truss members onlytore reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at er •d specified to atiwu determined by the building designer. Deli riteria TPI Additional bracing of the overalls may l e required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf T WHERE QUALITY COUNTS truss bracing requirements, contaL tt designer. (Truss Plate Institute,TPI,is located at Codt` TPI 1-1995 583 D'Onufriu Drive,Madison,Wist :3719). TOTAL 40.0 psf Mon V:Q... h3 . ...23 neritrl: t ,Inoluis ION PATrr. r,rwrrnvimm �� CENTEX I 2241 MODEL 1213 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE WO: TI: DD1 QTY:4 1- 2 -5569ORC 0 0 0.64 A. 1X4 continuous lateral bracing attached with Joint Locations _ 2x4 SPF #1/#2 (N) 3,4 11 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 32- 0- 4 13) 27-11-^8 2- 3 -4748 0.27 0.30 0.57 BOT CHORDS: 2x4 SPF #1/#2 (N) 3- 4 -4748 0.27 0.30 0.57 2x4 SP #l/#2 2.OE 1 MUST be positioned to provide equal unbraced 2) 7- 5- 7 8) 34- 3- 5 14) 21- 5- 0 4- 5 -4735 0.16 0.49 0.65 WEBS: 2x4 SPF 24002 (N) segments OR 2x4 "T" brace may be nailed flat 3) 12- 7- 4 9) 40-10- 0 15) 14- 1- 8 5- 6 -2593 0.22 0.49 0.81 2x4 SPF STUD to edge of web with 12d nails spaced 8" o.c. 4) 14- 1- 8 10) 40-10- 0 16) 7- 5- 7 6- 7 -2515 0.22 0.56 0.81 (N) 1 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 37- 9- 3 17) 0- 0- 0 - 8 -2572 0.11 0.37 0.48 2x4 SPF #3 (N) 2,3,8 2x6 Brace required on any web exceeding14'. 2x4 SP #2 9 ®Recommend the use of SIMPSON 'TC24' hanger6) 27-11- 8 12) ER-BE- 8 8- 9 -3180 0.24 0.37 0.61 (1 : Plate OFFSET from joint center. Refer at one support. g ----MAX.- REACTIONS PER BEARING LOCATION to Joint Detail Report. COMPRESSION X-Loc Vert Horiz Uplift Y-Loc Type BC AXL BND 1 COMPRESSION Chords are assumed to be 0- 1-12 1686 0 MAXM/X LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 40- 8- 4 1633 0 0 BOT PIN 17-16BC FORCER 0.43 0.27 0.70 CSI L/999X 0 BOT H-ROLL 16-15 5064 0.44 0.31 0.74 L=-0.48" D=-0.47" T=-0.95" 15-14 1874 0.46 0.35 0.81 MAX HORIZONTAL DEFLECTION: 14-13 -92 0.00 0.33 0.33 T. 0.49" 13-12 70 0.02 0.30 0.32 12-11 2631 0.65 0.31 0.95 11-10 2767 0.68 0.20 0.88 WEB FORCE AXL BND CSI 12- 6 -424 0.12 0.00 0.35 WEB FORCE WEB FORCE 2-16 28 12-14 1897 2-15 -710 5-12 754 4-15 -387 8-12 -456 5-15 3251 8-11 185 5-14 -96 RMB = 1.15 21-5-0 t t 1 19-5-0 2 3 4 6 7 8 91 T6 00 • 600 • [7X10] Sw 3X5 3X5 3X6 11-5-11 `X6 4X8 `Y8] 1 10-0-13 0-4-5 I' 4 2X4 [HY20-6X14.4�� \ 0-4-5 6X8 �+. 1 1-0-0 3X6 4X6 7- [4X10] 3-5-8 [3X5] 3.00 1 I -3.00 ```‘`oN`0"E. "AR,,,- 0 3 s ;:T'� GNot'fin, at 13-10-0 13-10-0 12-10-8 Plate Height 16442 '7 16 15 14 1312 = 1-0-0 STATE OF - 0-10-g 16861t 3.50" 11 10 Z 1634# 3.50" INpIgNq - (RO-11-12)sl I' 40-10-0 ��% EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,, scale = 0.1250 WARNING:��''�'`FS N�'���� READ ALL NOTES ON THIS SHEET. Eng. Job: "r/, S/ONAL -,0 T M CWO: ��,,,��tat� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD1`1�'�-•• , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28 00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 WESTFIELD IND 46074 shown is for lateral support of truss -'hers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. `.king: 24.0" made to anchor lateral bracing at, 'specified locations determined by the building designer. Additional bracing of the overalls may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf CDesi, od riteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact :designer. (Truss Plate Institute.TPI,is located at Code. : TPI 1-1995 583 D'OnuCri"Drive,Madison.\\'i. 33719). TOTAL 40.0 psf V•flt ni on_ii-moo 'In CENTEX 2241 MODEL 1213 WO: TI: DD2 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE y., 1X4 continuous lateral bracingattached with 1- 2 -2783 0.05 0.30 0.35 2x4 SPF #1/#2 (N) 3,4 �i 2- l0d nails each member where shown.Bracing 1) 0- 0- 0 Joint L2- 00-o4s- 4 13) 27-11- 8 2- 3 -4245 0.13 0.30 0.44 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 7- 3-14 8) 34- 1- 5 14) 21- 5- 0 3- 4 -4107 0.12 0.18 0.30 WEBS: 2x4 SPF #1/#2 (N) segments OR 2x4 "T" brace may be nailed flat 3) 12- 7- 4 9) 40-10- 0 15) 14- 1- 8 4- 5 -4234 0.12 0.50 0.63 2x4 SPF STUD (N) 1 to edge of web with 12d nails spaced 8" o.c. 4) 14- 1- 8 10) 40-10- 0 16) 14- 1- 8 5- 6 -1988 0.13 0.56 0.69 2x4 SPF #3 (N) 8 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 37- 9- 4 17) 7- 3-14 6- 7 -1915 0.05 0.54 0.59 2x4 SP #2 9 2x6 Brace required on any web exceeding 14'. 6) 27-11- 8 12) 27-11- 8 18) 0- 0- 0 7- 8 -1971 0.06 0.50 0.57 All COMPRESSION Chords are assumed to be []: Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 333 0.08 0.49 0.57 continuously braced unless noted otherwise. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI LL/AX 99yIVE LOAD DEFLECTION: 0- 1-12 1506 0 0 BOT PIN 18-17 2409 0.59 0.16 0.75 L=-0.29" D=-0.29" T=-0.58" 37- 9- 4 1759 0 0 SOT H-ROLL 17-16 26 0.01 0.16 0.17 MAX HORIZONTAL DEFLECTION: 16-15 63 0.02 0.14 0.16 T. 0.29" 15-14 1576 0.38 0.27 0.65 14-13 -54 0.00 0.27 0.27 13-12 65 0.02 0.23 0.25 12-11 1400 0.34 0.42 0.76 11-10 -214 0.00 0.42 0.42 WEB FORCE AXL BND CSI 15- 4 -367 0.01 0.00 0.10 12- 6 -414 0.12 0.00 0.34 WEB FORCE WEB FORCE 2-17 -1139 12-14 1564 15-17 2702 5-12 311 2-15 1308 8-12 328 5-15 3031 8-il -2206 21-5-0 5-14 -66 I I I 19 S 0 RMB = 1.15 1 2 3 4 6 I 8 9 6 00 -6 00 [7X10] 2.., T3X5 X5 3X6 , 11-0-13 `X6 4X8 `X8] 10-0-13 4� 0 4-5 0-4-5 6X` 4X6 [5X10] [HY20-7XI43: 8 [3X6] 4X6 [OW7-9-0 [HI'20-6X1d: 0 I [3X5] �� G S TE f` 14-1-8 13-10-0 Plate Height f� 12-108 1644 18 17 1615 14 1312 = 10-0 2 1507ff 3.50" 11 1� STATE o F "= 1760N 3.50" CANT: 2-11-0 = ° 40-10-0 s INDIANA COSMETIC PLATES (8) 2X4 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 '�.P�F C��`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: I 14 C ,�''E1 1,1 Iry IAl. ��``�, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD2 ��>>trt►tt� CONTRACTOR. Dsgnr: JRH Chic: Date: 11-28-00 �`d_ /11,4►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 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 tmly to reduce buckling length. Provisions must he BC Live 0.0 psf W ESTFI ELD IN D 46074 O.C. Spacing: 24.0" made to anchor lateral bracing at ends 'ecilied locations determined by the building designer. Additional bracing of the overall situ y he required. (See HI8-91 of TPI). For specific BC Dead 10.0 psf Design erla: TPI WHERE QUALITY COUNTS truss bracing requirements, contact I- designer. (Thins Plate Institute,TPI,is located at Code' TPI 1-1995 583 D'Onulriu Drive,Madison,Wis. )719), TOTAL 40.0 psf V:0I.0..,0-332650-25 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BNND CSI TOP CHORDS: 2x4 SP 2400E-2,OE TI: DD3 QTY:2 1- 0 RC 0.02 0 0.21 2x4 SPF #1 0 X4 continuous lateral bracing attached with Joint Locations ==a / (N) 3,4 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 30-10-12 13) 26-10- 0 0- 2 -2279 0.04 0.25 0.29 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide e 2- 3 -3911 0.21 0.35 0.56 WEBS: 2x4 SPF #1/#2 (N) eunl unbraced 2) 6- 2- 6 8) 39-18-18 14) 20- 3- 8 3- 4 -3773 0.10 0.25 0.35 segments OR 2x4 "T" brace may be nailed flat 3) 11- 5-12 9) 39- 8- 8 15) 13- 0- 0 4- 5 -3773 0.10 0.25 0.57 2x4 SPF STUD (N) 1 to edge of web with 12d nails spaced 8" o.c. 4) 13- 0- 0 10) 39- 8- 8 16) 13- 0- 0 2x4 SPF #3 (N) 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 36- 7-12 17) 6- 2- 6 5- 6 -1911 0.12 0.53 0.65 2x4 SP #2 9 2x6 Brace required on any web exceeding 14'. 6) 26-10- 0 12) 26-10- 0 18) 0- 0- 0 6- 7 -1839 0.05 0.53 0.58 SLIDERS: 2x6SP MEL-23 0 :67- 8 -1839 0.05 0.53 0.56 + Denotes90 S plate orientation. : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 9 333 0.08 0.49 0.57 MAX LIVE LOAD DEFLECTION: All to Joint Detail Report, X-Loc Vert Horiz Uplift Y-Loc Type LAX COMPRESSION Chords are assumed to be 0- 1-12 1461 0 0 BOT PIN BC FORCE AXL BND CSI L=-0.28" D=-0:28" T=-0.57" continuously braced unless noted otherwise. 36- 7-12 1715 0 0 BOT H-ROLL 18-17 1986 0.49 0.35 0.83 MAX HORIZONTAL DEFLECTION: 17-16 29 0.01 0.18 0.18 T= 0.26" 16-15 75 0.02 0.18 0.19 15-14 1494 0.36 0.27 0.62 14-13 -57 0.00 0.27 0.27 13-12 66 0.02 0.23 0.25 12-11 1352 0.33 0.42 0.75 11-10 -214 0.00 0.42 0.42 WEB FORCE AXL BND CSI 15- 4 -415 0.01 0.00 0.11 12- 6 -411 0.12 0.00 0.34 WEB FORCE WEB FORCE 2-17 -960 12-14 1486 15-17 2219 5-12 331 2-15 1447 8-12 305 5-15 2749 8-11 -2142 20-3-81 19-5-0 5-14 -55 3 4 6 7 811/ 1 2 9 RMB = 1.15 6�.00 6.00 [7X10] 3X5 0 3X5 3X5 11-0-13 3X5 4X8 SXS] 10-0-13 3X4 I 0-11-1 3X4 0-4-5 6X8 T- [8X10] [5X10] [HY20-7X143?�r8 ---- 1 (3X6] 4X6 [OW7-9-0 [HY20-6X1d? 0 1 -3 0d [3X5] .` Pi PI `�k°1" IS 'Aloe G STD es 13-0-0 13-10-0 Plate Height Q No. F` , / If 12-10 8 = 1-0-0 1Fg42 18 17 1615 , 14 13I12 11 1� STATE OF 1461# 3.50" 1715# 3.50" CANT: 2-11-0 INDIANA-::..________ a 39-8-8 �I COSMETIC PLATES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �'O,A �t.; scale = 0.1250 '��F C�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''f,Fss/ONAL cC��``• T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD3 iiiiiiivt CONTRACTOR. Dsgnr: JR11 Chk: Date: 11-28-00 64•-,--• 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 ut'the building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 shown is fur lateral support U(wss hers only nt reduce buckling length. Provisions must he BC Live 0.0 psf O.C. "-acing: 24.0" made to anchor lateral bracing at, specified locations determined by the building designer. Desl 'Iterla: TPI Additional bracing of the overall s. may he required. (Sre HIB-91 or TPI). For specific BC Dead 10.0 psf t WHERE QUALITY COUNTS truss bracing requirements, contact: ;designer. (Truss Plate Institute,TPI,is located at Code, : TPI 1-1995 583 D'Onnlrio Drive,Madison,Wisc 53719). TOTAL 40.0 psf __ p V:oi.nl.0 �n_��,�st_ 4 CENTEX I 2241 MODEL, 1213 , TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE WO: TI: DD4 QTY:6 1- 2 -5571 0.23 0.41 0.64 2x4 SPF #1/#2 (N) 3,4 ®Recommend the use of SIMPSON 'TC24' hanger =_:____== Joint Locations. _ 2- 3 -4744 0.27 0.32 0.59 BOT CHORDS: 2x4 SPF #1/#2 (N) at one support. 1) 0- 0- 0 7) 32- 0- 4 13) 21- 5- 0 2- 4 -4744 0.27 0.32 0.37 2x4 SP #1/*2 2.OE 1 [1 : Plate OFFSET from joint center. Refer 2) 7- 5- 7 8) 34- 5- 7 14) 14- 1- 8 4-3 5 -47276 0.27 0.56 0.71 WEBS: 2x4 SPF 240#2 (N) to Joint Detail Report. 3) 12- 7- 4 9) 40-10- 0 15) 7- 5- 7 5- 6 -2259 0.19 0.70 0.89 2x4 SPF STUD All COMPRESSION Chords are assumed to be 4) 14- 1- 8 10) 40-10- 0 16) 0- 0- 0 6- 7 -2181 0.07 0.58 0.66 (N) continuously braced unless noted otherwise. 5) 21- 5- 0 11) 34- 5- 7 7- 8 -2244 0.08 0.51 0.59 MAX LIVE LOADDEFLECTION: 2,3,7,8 8- 9 -2396 0.21 0.68 0.90 L/999 6) 27-11- 8 12) 27-11- 8 ----MAX. REACTIONS PER BEARING LOCATION L=-0.47" D.-0.46" T=-0.93" X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 0- 1-12 1686 0 0 BOT PIN 16-15 5043 0.43 0.27 0.70 T= 0.48" 40- 8- 4 1633 0 0 BOT H-ROLL 15-14 5066 0.44 0.30 0.74 14-13 1880 0.46 0.35 0.81 13-12 1892 0.46 0.34 0.81 12-11 2085 0.51 0.15 0.66 11-10 0 0.00 0.15 0.15 WEB FORCE WEB FORCE 2-15 28 6-12 -423 2-14 -716 8-12 -180 4-14 -377 8-11 -235 5-14 3237 9-11 2115 5-13 196 9-10 -1579 5-12 208 RMB = 1.15 • 21-5-0 , , l 19-5-0 I ,�' 2 _3 4 6 7 8 91 6.00 -6 00 [7X10] 0 3X5 3X5 3-• '`X6 1I-5-11 4X8 X6 11-0-13 _.I_� 0-4-5 (� .� 6X6] 2X4 �Y20-6X14.4`: 3X5 [4X10] 3-5-8 [6X12] 5X6 [3X6] 3.00 1 1 -3.00 1-4-5 * to,»iir�i:rr,, 0-3-8 G STD <,, i_ �� Q No, F 13-10-0 13-10-0 12-7-0 16442 i6 15 1GSGI! 3.50" 14 13 12 11 16 S TA 7-E OF _ 0-10-8 J 1634# 3.50" 7. K.,41-47._ q = (Ro 11 12) �° 40-10-0 I -'A ,�; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1 scale = 0.1250 � � WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: `�SS�O N AL ���`��� �' `` ti c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD4 .4„..:-. � /f4.--,.. TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRIi Chk: Date: 11-28-00 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 ul'the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support of truss mer'".•rs only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. S► cing: 24.0" made to anchor lateral bracing at ens' mcilied locations determined by the building designer. DesigAdditional bracing of the overall stru ay he required. (See 1118-91 or TPl). For specific BC Dead 10.0 psf Code `erla: TPI WIIERE QUALITY COUNTS truss bracing requirements, contact I .designer. (Truss Plate Institute,TPI,is located al Code 1 : TPI 1-1995 ------------- 58)D'Onulriu Drive,Madison,Wise. i1719). TOTAL 40.0 psf V:01.01.00-332652-27 CENTEX 2241 MODEL 1213 WO: TI: DD5 QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE A. 1X4 continuous lateral bracing attached with Joint Locations 1- 0 -1508 0.02 0.20 0.22 2x4 SPF #1/#2 (N) 3,4 �� 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 30-10-12 13) 20- 3- 8 0- 2 -2298 0.04 0.26 0.30 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 6- 2- 6 8) 32-11-13 14) 13- 0- 0 2- 3 -3952 0.21 0.35 0.56 WEBS: 2x4 SPF #1/#2 (N) segments OR 2x4 "T" brace may be nailed flat 3) 11- 5-12 9) 36- 9- 8 15) 13- 0- 0 3- 4 -3815 0.10 0.25 0.35 2x4 SPF STUD (N) 1,10 to edge of web with 12d nails spaced 8" o.c. 4) 13- 0- 0 10) 36- 9- 8 16) 6- 2- 6 4- 5 -3964 0.11 0.46 0.56 2x4 SPF #3 (N) 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 26-10- 0 17) 0- 0- 0 5- 6 -1975 0.06 0.57 0.64 2x4 SP #2 9 2x6 Brace required on any web exceeding 14'. 6) 26-10- 0 12) 26-10- 0 6- 7 -1895 0.05 0.58 0.63 SLIDERS: 2x6 SP MEL-23 [I : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 7- 8 -1951 0.06 0.30 0.36 + Denotes 90 degree plate orientation. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 8- 9 65 0.02 0.30 0.31 MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be 0- 1-12 1471 0 0 BOT PIN L/999 continuously braced unless noted otherwise. 36- 7-12 1524 0 0 BOT H-ROLL BC FORCE AXL BND CSI L=-0.29" D=-0.28" T=-0.57" 17-16 2002 0.49 0.35 0.84 MAX HORIZONTAL DEFLECTION: 16-15 29 0.01 0.18 0.18 T= 0.26" 15-14 75 0.02 0.18 0.20 14-13 1516 0.36 0.26 0.63 13-12 -137 0.00 0.27 0.27 12-11 85 0.02 0.41 0.43 11-10 1400 0.34 0.41 0.75 WEB FORCE AXL BND CSI 14- 4 -417 0.01 0.00 0.11 11- 6 -432 0.13 0.00 0.36 WEB FORCE WEB FORCE 2-16 -969 11-13 1586 14-16 2237 5-11 394 2-14 1468 8-11 314 5-14 2770 8-10 -1914 f- 20-3-8 5-13 -71 9-10 -82 X I 16-6 0 I RMB = 1.15 2 3 4 6 7 8 9 6�00 6 0000 [7X10] 3X5 3X5 . 1- 3X�: 11-0-13 `X6 4X8 I • 5X8] 10-0-13 3X4 Iir 1-9-130-11-1 3X4 �'. 2X4v r I I 6X8 _� L. [8X10] [5X10] [HY20-7X14: 8 ` 0 5X6 [6 ]- 7-9 0 [HY20-6X1�� Ca] 1 -3-TitI [3X5] ,``itlllfi.,,,, ``,.‘`'N\Q E. q4;/.,,, N n :�Q��O Q' GNo, ct'Ce'% ,}, 13-0-0 f, , 9-11-8 Plate Height 13 10 0 = 1-0-0 16442 17 16 1514 13 1211 10� STATE OF = 1472# 3.50" 1524# 3.50" =�`t E l' 36-9-8 �0-10-8 IN D IANA COSMETIC PLATES (8) 2X4 (RO 11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �,c`'� scale = 0.1250 ,,-off WARNING: READ ALL NOTES ON THIS SHEET.''�, F � `,• Eng. Job: WO: ''�FSSIONAL F'?,`‘ I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD5 ,,wilt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 •-`, TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. ()racing 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 41.8 whirl,is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.Ott shown is fur lateral support of truss members only no reduce buckling length. Provisions must he BC Live 0.0 psf p g W ESTF I ELD IND 46074 made to anchor lateral bracing at en,' -nil specified locations determined by the building designer. BC Dead 10.0 SF Desip~ ^.riteria: TPI may bracing of the overalls • ay he required. (See HIB-91',ITN). For specific p WIIERE QUALITY COUNTS truss bracing requirements, conta ng designer. (Truss Plate Institute,TPI,is located at Codt C: TPI 1-1995 583 D'Onolrio Drive,Madison,WI. 53719). TOTAL 40.0 psf V:01., )-332653-28 Ursi•gn: AMU, :Ino/nit JOB P;1711: C.I7l7i I oKIBIN rrr•r. nr nr.vr CENTEX I 2241 MODEL 1213 WO: TC FORCE AXL END CSI TOP CHORDS: 2x4 SP 2400E-2.OE TI: DD6 QTY:3 1- 0 0 0 N 0.22 4 continuous lateral bracing attached with --= Joint Locations = 2x4 SPF #1/#2 (N) 3,4 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 30-10-12 13) 20- 3- 8 0- 2 -2298 0.04 0.26 0.30 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST beprovideequal unbraced 2) 6- 2- 6 8) 32-11-13 14) 13- 0- 0 2- 3 -3952 0.21 0.35 0.56 WEBS: 2x4 SPF #1/#2 (N) positioned to 3- 4 -3952 0.21 0.35 0.35 segments OR 2x4 "T" brace may be nailed flat 3) 11- 5-12 9) 36- 9- 8 15) 13- 0- 0 2x4 SPF STUD (N) 1,10 to edge of web with 12d nails spaced 8" o.c. 4) 13- 0- 0 10) 36- 9- 8 16) 6- 2- 6 4- 5 -3964 0.11 0.46 0.56 2x4 SPF #3 (N) 8 Brace must extend at least 90% of web length 5) 20- 3- 8 11) 26-10- 0 17) 0- 0- 0 5- 6 -1975 0.06 0.57 0.64 2x4 SP #2 9 2x6 Brace required on any web exceeding 14'. 6) 26-10- 0 12) 26-10- 0 6- 7 -1895 0.05 0.58 0.63 SLIDERS: 2x6SP MEL-23 6- 8 -1895 0.06 0.30 0.36 + DRS 90 S plate orientation. 0 : Plate OFFSET from joint center. Refer ----MAX, REACTIONS PER BEARING LOCATION 78- 9 65 0.02 0.30 0.31 MAX LIVE LOAD DEFLECTION: Co Joint DetailN Report. X-Loc- Vert7 Horiz Uplift BOTY- Type L/999 All COMPRESSION Chords are assumed to be 0- 1-12 1471 0 0 PIN BC FORCE AXL BND CSI L=-0.28" D=-0.28" T=-0.57" continuously braced unless noted otherwise. 36- 7-12 1471 0 0 BOT H-ROLL 17-16 2002 0.49 0.35 0.84 MAX HORIZONTAL DEFLECTION: 16-15 29 0.01 0.18 0.18 T. 0.26" . 15-14 75 0.02 0.18 0.20 14-13 1516 0.36 0.26 0.63 13-12 -137 0.00 0.27 0.27 12-11 85 0.02 0.41 0.43 11-10 1400 0.34 0.41 0.75 WEB FORCE AXL BND CSI 14- 4 -417 0.01 0.00 0.11 11- 6 -432 0.13 0.00 0.36 WEB FORCE WEB FORCE 2-16 -969 11-13 1586 14-16 2237 5-11 394 • 2-14 1468 8-11 314 5-14 2770 8-10 -1914 5-13 -71 9-10 -82 20-3-8 16-6-0 RMB = 1.15 I 2 3 4 6 7 8 9 6.00 -6A [7X10] T 3X5 3X5 3XK---. �, 11-0-13 3X6 4X8 I `X8] 10-0-13 3X4 o.' 2X4 1-9-131 0-11-1 3X4 � \ I IlliimiH.....4. Y 6X8 _I [8X10] [5X10] [HY20-7XV 8 5X6 [6Y�] 7-9-0 [HY20 6Xld? 0 � 1 -3.0Vl [3X5] % I Q� GNo. �F� 13-0-0 13-10-0 9-11-8 ^ Plate Height 17 16 1514 13 loll 1� = 1-0-0 1472# 3.50" STgTE pF � 1472# 3.50" 1ND1ANq COSMETIC PLATES (8) 2X4 36-9 8 �J %''A� �4k EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 "� scale = 0.1250 �'�,��F ��,�`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '��,SS,ONAL �-�.�` I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD6 CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 /rt.-, 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 which is a TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 part or building design and which must he considered by the building designer. Bracing W ESTF I ELD I N D 46074 <I,"wn ix for lateral support of truss members only toreduce buckling length. Provisions must he BC Live 0.0 psf O.C. Snsicing: 24.0" made to anchor lateral bracing at end 'ecitird locations determined by the building designer. Desl 1 terra: TPI Additional bracing of the overall soi .ty he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WI IERE QUALITY COUNTS truss bracing requirements, contact h, designer. (Truss Plate Institute,TPI,is located at Code I TPI 1-1995 583 D'Onolrio Drive,Madison,Wiwi. .719). TOTAL 40.0 psf V:0I.OI.,,o-332654-29 CENTEX 2241 MODEL 1213 WO: TI: DD7 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE QTY:7 1- 2 -5104 0.29 0.28 0.57 4 continuous lateral bracing attached with ---= Joint Locations 2x4 SPF #1/#2 (N) 3,4 ® - 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 32- 0- 4 13) 21- 5- 0 2- 3 -4245 0.20 0.27 0.47 BOT CHORDS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 7- 5- 7 8) 34- 1- 5 14) 14- 1- 8 3- 4 -4111 0.12 0.22 0.34 2x4 SP 2400E-2.0E 1 segments OR 2x4 "T" brace may be nailed flat 3) 12- 7- 4 9) 37-11- 0 15) 7- 5- 7 4- 5 -4232 0.12 0.49 0.61 WEBS: 2x4 SPF #1/#2 (N) to edge of web with 12d nails spaced 8" o.c. 4) 14- 1- 8 10) 37-11- 0 16) 0- 0- 0 5- 6 -2053 0.13 0.53 0.67 2x4 SPF STUD (N) 1,10 Brace must extend at least 90% of web length 5) 21- 5- 0 11) 27-11- 8 6- 7 -1972 0.06 0.58 0.64 2x4 SPF #3 (N) 2,3,8 2x6 Brace required on any web exceeding 14'. 6) 27-11- 8 12) 27-11- 8 7- 8 -2028 0.07 0.30 0.36 2x4 SP #2 9 11PRecommend the use of SIMPSON 'TC24' hanger ----MAX, REACTIONS PER BEARING LOCATION 8- 9 65 0.02 0.30 0.31 (I : Plate OFFSET from joint center. Refer at one support. Vert to Joint Detail Report. All COMPRESSION Chords are assumed to be X-Loc 0- 1-12 1569 Horiz0 uplift BOOTLoc PION e BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 37- 9- 4 1516 0 0 BOT H-ROLL 16-15 4616 0.39 0.23 0.62 L/999 15-14 4636 0.40 0.29 0.69 L=-0.40" D=-0.40" T=-0.80" 14-13 1597 0.39 0.34 0.73 MAX HORIZONTAL DEFLECTION: 13-12 -142 0.00 0.32 0.32 T= 0.41" 12-11 82 0.02 0.40 0.43 11-10 1448 0.35 0.40 0.76 WEB FORCE AXL BND CSI 11- 6 -434 0.13 0.00 0.36 WEB FORCE WEB FORCE 2-15 40 11-13 1676 2-14 -745 5-11 369 4-14 -386 8-11 338 5-14 3001 8-10 -1979 5-13 -65 9-10 -82 RMB = 1.15 21-5-0 1 2 r t 16-6-0 3 4 6 7 8 9 I 6.00 -6.00� - [7X10] T 4 3X6 3X5 3X5 11-5-11 3X6 4X8 SX8] 10-l' 0-13 1-9-13 2X4 0-4-5 [HY20-6X14.4 _ 2X4 6X8 ���� 14. 5X6 [4X10] 3-5-8 [3X5] 1-0-0 3.00 1 1 -3.00 `,``,`O►E,,rr,r 0-3-8tI,`, :`��`0 Q GNo, ��c�,''- 13-10-0 13-10-0 9-11-8 n Plate Height 16442 • 156yA�`3.SOn 15 14 13 1211 10 = 1-0-0 STATE pF 0-10-8 1517# 3.50" '_ (R0-11-12)1 I� 37-11-0 J �ND1ANA 7 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 "1 �<.`�:� scale = 0.1250 ''�A�D,r �'�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'�i,SS10NAl tAkC' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DD7 itpt....,,'��llrttt� CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 �d`, 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 which is a TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4 18 part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.Ott WESTFI ELD IND 46074 show"is Inc lateral support ul truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf made to anchor lateral bracing at ends Iccilied locations determined by the building designer. Design Feria: TPI Additional bracing oldie wovrtall s y be required. (See 1119-91 of TPI). For specificBC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact h designer. (Truss plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Onolrio Drive,Madison,wise,. .719). TOTAL •Q 40.0 psf V, i,,,,,• .,t,,,,,, ,,,,,,,,, 1.Q1. 332655 30 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: DEJ QTY:26 1- 0 -324 0.00 0.14 0.14 BOT CHORDS: 2x4 SPF #1/#2 (N) �� = toa e ntFDeT from joint center. Refer Joint -Locations 0- 2 -239 0.00 0.29 0.29 WEBS: 2x3 SPF #3 toJoint Detail Report. 1) 0- 0- 0 3) 8- 5- 6 5) 0- 0- 0 (N) All COMPRESSION Chords are assumed to be 2) 4- 2-11 4) 8- 5- 6 2- 3 -98 0.00 0.29 0.29 2x3 SPF #1/#2 (N) 2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION SLIDERS: 2x4 SPF #1/#2 (N) End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. 0- 1-12 390 0 0 BOT PIN 5- 4 174 0.04 0.27 0.31 L/999 L= 0.00" D= 0.00" T=-0.01'n 8- 4-10 337 0 0 BOT H-ROLL WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 4 -240 3- 4 -100 T. 0.02" RMB = 1.15 8-5-6 1 2 3 10A 2X4 • J3 [I3 3X4 0-8-5 r /1 e -I- [4X8] 4X5 `,����\Ot t E r#,,,, , NN qPi ,,`��� G S T4-.RCes%,, ` Q No. ' 8-5-6 16442 5 STgTE OF = 0-10-8 390# 3.50" 338# 1.50" IN/IANA = (R1-1 11)°I I° 8-5-6 °� ;,'A� ��4 ; EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 •,0,4, C�`�.` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ',,,Ss/ONAL I`-s.�` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DEJ fi•.-•.-+ . TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING• TC Live 20.0 psf DurFac-Lbr: 1.15 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 18 which is a part ill the building design and which must he considered by the building designer. Bracing WESTFIELD IN D 46074 show°is r lateral support of truss tn.—hers only to reduce buckling length. Provisions must he BC Live 0.0 psf 0•C• C^aCII)g: 24.0" Mr made to anchor lateral bracing at er , :pecilied locations determined by the building designer. Desigiteria: TPI Additional bracing ol'the overall sti ,nay he required. (Sec IIIB-91 of TPI). For specific BC Dead 1U.0 psf WI I EH QUALITY COUNTS truss hracing requirements, contact I.- designer. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Ono(rio Drive,Madison,Wise, ,719). TOTAL 40.0 psf ,, . ... ,, .. . V:.O1.Q],,,v-332656-31 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #3 PlateTI: DMH1 QTY:1 (N) () : OFFSET from joint center. Refer ....... Joint Locations ====a.= 1- 0 -140 0.00 0.11 0.11 2x4 SPF #1/#2 (N) 1 to Joint Detail Report. 1) 0- 0- 0 3) 8- 5- 6 5) 7- 3- 0 0- 2 -216 0.00 0.49 0.49 BOT CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be 2) 7- 3- 0 4) 8- 5- 6 6) 0- 0- 0 2- 3 -93 0.00 0.66 0.66 WEBS: 2x3 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION SLIDERS: 2x4 SPF #1/#2 (N) End vertical(s) not designed for exposure X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. 0- 1-12 390 0 0 BOT PIN 6- 5 96 0.02 0.31 0.34 L/999 8- 4-10 337 0 0 BOT H-ROLL 5- 4 0 0.00 0.31 0.31 L=-0.01" D=-0 01" T=-0.02" MAX HORIZONTAL DEFLECTION: WEB FORCE WEB FORCE T= 0.08" . 2- 5 -312 3- 4 -456 3- 5 567 RMB = 1.15 • 7-3-0 `1-2-6� 1 2 3 1 00 0 Drop = 0-1-11 4X5 5X6 -1-13 /4Vi 6-7-26-8-130-8-5 4XS] c 2X4 4X5 ``.,,,%oh ira'rr,, PI (;:i..-7--. .i `���� GNo FCC 8-5-6 t t 16g42 6 5 4 STATE OF 1,,,,,--:::. 390# 3.50" 338# 1.50" 0-10-8 INplAnfq - (R1-1-11)°I 8-5-6 'I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 ,'�A��,rFss ���� ;` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: /, /ONAI ,� T 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DMH1 �-/f- CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 r'•-�. 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 PO BOX 418 p 6 6 TC Dead 10.0 psf DurFac-Plt: 1.15 which is a part of the building desi ro and which must to 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: 24.0tt WESTFIELD IND 46074 made to anchor lateral bracing at en/ specified locations determined by the building designer. Desig 'teria: TPI Additional bracing(tithe overall an ray he required. (See 1110-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact. lesigner. (Truss Plate Institute,TPI,is located at Code. TPI 1-1995 581 D'Onoiri"Drive,Madison.Wiscu .719). TOTAL 40.0 psf V QI Ol. ,332¢57-32 CENTEX I 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: DMtio QTY:1 1- 0 -192 0.00 0.10 0.10 BOT CHORDS: 2x4 SPF #1/#2 (N) [): Plat ntFDeT ilom joint center. Refer Joint Locations to oint Detail Report. 1) 0- 0- 0 3) 8- 5- 6 5) 6- 0- 9 0- 2 -247 0.00 0.33 0.33 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 6- 0- 9 4) 8- 5- 6 6) 0- 0- 0 2- 3 -133 0.00 0.24 0.24 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION MAX LIVE LOAD DEFLECTION: End vertical(s) not designed for BC FORCE AXL BND CSI L/999exposure X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 136 0.03 0.19 0.23 L=-0.01" D=-0.01" T=-0.01" to lateral wind pressure. 0- 1-12 390 0 0 BOT PIN 5- 4 0 0.00 0.19 0.19 MAX HORIZONTAL DEFLECTION: 8- 4-10 337 0 0 BOT H-ROLL T= 0.04" WEB FORCE WEB FORCE 2- 5 -173 3- 4 -349 3- 5 342 RMB = 1.15 6-0-9 2-4-13 1 3 10.00 Drop = 0-1-11 5X6 4X5 T drommourd T T 6-1-12 5-7-2 5313 3X4 0-8-5 /uu 0 [4X8] 4X5 2X4 ````�o�j`p will A'Rc,, PI No, F` 8-5-6 f, 16442 . �6 5 - STATE OF 0 10 8 .f390# 3.50" 338# 1.50" �ND1A11/q = (R1-1-11) I '° 8-5-6 of .. ���. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 r scale = 0.2500 of C)� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'',/Fss/0 N AL -„,`� T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DMH2 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 ram-+ 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 18 which is a part of the building design and which must he considered by the building designer. Bracing shown is 1or lateral support of truss members only to reduce buckling length. Provisions must he WESTFIELD INS 46074 BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at end 'specified locations determined by the building designer. Deli ' terra: TPI Additional bracing of the overall sir lay he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WItERE QUALITY COUNTS truss bracing requirements, contact lesigner. (Truss Plate Institute,TPI.is located at Code. TPI 1-1995 583AMMW D'Onol'rio Drive,Madixun,Wisest 719). TOTAL 40.0 psf V:01.01. ,,-332658-33 CENTEX I 2241 MODEL 1213 WO: TI: DMH3 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 1- 0 -231 0.00 0.07 0.07 BOT CHORDS: 2x4 SPF #1/#2 (N) �� Plate OFFSET from joint center. Refer 0- 2 -279 0.00 0.17 0.17 WEBS: 2x4 SPF #3 (N) to Joint Detail Report. - Joint Locations.. 2- 3 -279 0.00 0.15 0.15 EBDERS: 2x4 SPF #3/#2 (N) All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 8- 5- 6 5) 4-10- 3 continuously braced unless noted otherwise. --MAX. R 3 4) 8- 5- 6 6) 0- 0- 0 MAX LIVE LOAD DEFLECTION: End vertical(s) not designedREACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 for exposure X-Loc Vert Horiz 6- 5 176 0.04 0.10 0.14 L= 0.00" D. 0,00" T. 0.00" to lateral wind pressure. 0- 1-12 390 0 Uplift Y-Loc Type 5- 4 0 0.00 0.10 0.10 MAX HORIZONTAL DEFLECTION: 8- 4-10 337 0 0 BOT PIN T. 0.02" 0 BOT H-ROLL WEB FORCE WEB FORCE 2- 5 -110 3- 4 -312 3- 5 279 RMB = 1.15 1 4 10 3 T 3-7-3 3 10 0000 Drop = ( j;-d 1 4X5 6, TT 5-I-13 3 X 4 I 4-7-2 4-8-13 0S5 p IW e n [4X8] 4X5 lu 2X4 �lltlltlrtrifo PI Pi �� G STfi. cF-, f. Q' 164.4 �, = 8-5-6 'I 2 IS 5 STgrE OF " a 0 10-8 390# 3.50 338# 1.50" iNDlA1Y = f° 8-5-6 A (RI-1-11) n -A� ���= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3750 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T M C "'FFSS/ONAL -�0� A COPY OF THIS DRAWING TO BE GIVEN ERECTINGTO Dwg: CENTEX Truss ID: DMH3 /14..., • TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRIi Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown on ibis drawing in not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4 1 8 which is a pan of the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf 0•C• Sr^^ing: 24.0" made to anchor lateral bracing at ends ecilied locations determined by the building designer. Additional bracing of the overall sou, y he required. (See BIB-91 of TPI). For specificBC Dead 10.0 psf Design eria: TPI WIIERE QUALITY COUNTS truss bracing requirements, contact ht, ,signer. (Truss Plate Institute,TPi,is located at Code D TPI 1-1995 ,, _ 583 D'Om driu Drive,Madison.Wisci�, .,19). it TOTAL 40.0 psf V:01.01.ut)-332659-34 CENTEX 2241 MODEL 1213 WO: TI: DMH4 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (I : Plate OFFSET from joint center. Refer ----- Joint Locations 1- 0 -257 0.00 0.03 0.03 ROT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 8- 5- 6 5) 3- 7-12 0- 2 -317 0.00 0.12 0.12 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 3- 7-12 4) 8- 5- 6 6) 0- 0- 0 2- 3 -223 0.00 0.31 0.32 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ---MAX. REACTIONS PER BEARING LOCATION MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz BC FORCE AXL BND CSI L/999 0- 1-12 390 0 UpliiftB�Loc PIN e 6- 5 224 0.05 0.07 0.13 L= 0.00" D= 0.00" T=-0.01" 8- 4-10 337 0 0 BOT H-ROLL 5- 4 0 0.00 0.09 0.09 MAX HORIZONTAL DEFLECTION: T= 0.00" WEB FORCE WEB FORCE 2- 5 -66 3- 4 -295 3- 5 273 RMB = 1.15 f� 3-7-12 i. 4-9-10 1 3 10 00 Drop = 0-1-11 ' .ti 4X5 6= TT I ,4•N212 8] 4X5 2X4 ,,tltttfr1rr, 11 `'Q�� GNo f'�..�','� ,� 8-5-6 16442 6 5 41 ------____STATE OF - • 0 10-8 390# 3.50" 338# 1.50" INpJAN (R1-1-11)of I� 8-5 6 nl .'A� A ����; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 %4,rF �� �,, WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'� ll SS/OVAL ��`� T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DMH4 rlJftftst CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 .` 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 sf DurFaC-Plt: 115 • PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing p . W ESTF I ELD I N D 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Spacing: 24.0" made to anchor lateral bracing at end' pecilicd locations determined by the building designer. DeSI I' terra: TPI Additional bracing of the overall sin ay he required. (See HIB-91 of TPI). For specific BC Dead 1U.0 psf g WltEHE QUALITY COUNTS truss bracing requirements, contact t. Jesigner. (Truss Plate Institute,TPI,is located at Code, TPI 1-1995 583 D'Onulrio Drive,Madison,Wise" 719). TOTAL 40.0 psf V:01.01.. .-332660-35 CENTEX 2241 MODEL 1213 WO: TI: DM115 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer 1- 0 -261 0.00 0.10 0.10 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. Joint Locations p0- 0 3) 8- 5- 6 5) 2- 5- 6 0- 2 -373 0.00 0.22 0.22 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 2- 5- 6 4) 8- 5- 6 6) 0- 0- 0 2- 3 -288 0.00 0.51 0.51 SLIDERS: 2x4 . SPF #1/#2 (N) continuously braced unless noted otherwise. --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI LM/99LIVE 9 LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 289 0.07 0.10 0.17 L=-0.01" D=-0.01" T=-0.01" 0- 1-12 390 0 0 BOT PIN 5- 4 0 0.00 0.14 0.14 MAX HORIZONTAL DEFLECTION: 8- 4- 6 337 0 0 BOT H-ROLL T. 0.01" WEB FORCE WEB FORCE 2- 5 -24 3- 4 -284 3- 5 310 RMB = 1.15 • 2-5-6 6-0-0 1 3 10.00 Drop = 0-1-11 —ISXG [4X61 3!C4 1—__-_— ITT 3-1-13 2_7-2 2-8-13 im05 i � [4X8] [4X61 u l i 1 2X4 ri Q� (� G srtNo ��` F 8-5-6 • 'I t 16442 6 5 STATE pF = 390# 3.SU' a = 0-10-8 338# 2.M" INDIANq = cRl 1-11) �' 8-5-6 ,� %= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 ct, . ,off ��, : T WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�'Fic11'/0 N AL �,-" A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DMH5 /'ilIIIll►% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 ram, 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 WESTFIELD i N D 46074 shown is for lateral support of trusx members only w reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at end' iecified locations determined by the building designer. Deli r teria: TPI Additional bracing of the overall stn ,y be required. (See HIB-91 of TPI). For specificBC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact I. lesigner. (Truss Plate Institute,TPI,is located at V:O1.01.;,�;-332G61-36 Code L TPI 1-1995 583 D'Onotrio psf Madison,Wiku 719). TOTAL 40.0 CENTEX 2241 MODEL 1213 WO: TI: DMH6GR QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer Joint Locations= 1- 2 -249 0.00 0.05 0.05 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 4) 8- 5- 6 7) 1- 3- 0 2- 3 -462 0.00 0.08 0.09 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 1- 3- 0 5) 8- 5- 6 8) 0- 0- 0 3- 4 -462 0.00 0.10 0.10 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 3) 4- 9-11 6) 4- 9-11 MAX LIVE LOAD DEFLECTION: This 1-PLY Hip Master designed to carry BC FORCE AXL BND CSI L/999 2' 0" jacks (mono truss framed to BC) TOTAL DESIGN LOADS 8- 7 232 0.06 0.07 0.13 L=-0.01" D=-0.01" T=-0.02" and Hip Jacks framed to BC Uniform PLF From PLF To 7- 6 232 0.06 0.10 0.16 MAX HORIZONTAL DEFLECTION: TC Vert L+D -60 -0-10- 8 -60 1- 3- 0 6- 5 0 0.00 0.13 0.13 T. 0.00" TC Vert L+D -30 1- 3- 0 -30 8- 5- 6 WEB FORCE WEB FORCE BC Vert L+D -20 0- 0- 0 -20 1- 3- 0 2- 7 110 4- 6 500 BC Vert L+D -44 1- 3- 0 -44 8- 5- 6 2- 6 244 4- 5 -242 Concentrated LBS Location 3- 6 -105 BC Vert L+D -9 1- 3- 0 • ----MAX. REACTIONS PER BEARING LOCATION RMB = 1.00 X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 380 0 0 DOT PIN 8- 4- 6 315 0 0 BOT H-ROLL ji 1-3-0 , • 7-2-6 1 3 4 IF-TOT- . 5X8 2X4 [4X6] Ifit 2-1-13 —¢-- / 1-8-13 0-8-5 4 Lit [4X8] 2X4 4X10 2X4 0,llltrif if f,, Rri ?• ''' ‘(.1;G N o, %, I X 16442 6 SI ---------_STATE OF F 0 10 8 381# 3.50" 315# 2.00" INDIAN = (R1-1-I1)eI la 9 8-5-6 Di A ��` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 A C�, scale = 0.5000 ��'�_,�` C��.� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '',,FSS/OVAL -�o` T M c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DMH6GR CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 ram. , TRUSS MANUFACTURING TC Live 20.0 BRACING WARNING: 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 W ESTFI ELD 1 N D 46074 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" made to anchor lateral bracing at er 'specified locations determined by the building designer. DesigIterla' TPI Additional bracing of the overall st nay he required. (See HIB•91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,is located at Code • TPI 1-1995 • 583 D'Onulriu Drivc,Madison,Wisc 1719). TOTAL 40.0 psf V:Q1.0,. .,-332662-37 CENTEX 2241 MODEL 1213 WO: TI: EGE 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) 9- 6- 1 13) 8- 2- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 9-15 8) 10-10- 1 14) 6-10- 0 SLIDERS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with 10d nails 3) 4- 1-15 9) 13- 8- 0 15) 5- 6- 0 WEB FORCE AXL BND CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 6- 0 10) 13- 8- 0 16) 4- 1-15 17- 2 0 0.00 0.16 0.16 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 6-10- 0 11) 10-10- 1 17) 2- 9-15 16- 3 0 0.00 0.32 0.32 BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' 6) 8- 2- 0 12) 9- 6- 1 18) 0- 0- 0 15- 4 0 0.00 0.55 0.55 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face --MAX. REACTIONS PER BEARING LOCATION 14- 5 0 0.00 0.85 0.85 (] : Plate OFFSET from joint center. Refer "**" denotes BOTH edges or BOTH faces X-Loc Vert Horiz Uplift Y-Loc Type 13- 6 0 0.00 0.55 0.55 to Joint Detail Report. MULTIPLE LOADS -- This design is the 0- 1-12 0 0 0 BOT PIN 12- 7 0 0.00 0.32 0.32 All COMPRESSION Chords are assumed to be composite result of multiple loads. 13- 6- 4 0 0 0 BOT H-ROLL 11- 8 0 0.00 0.16 0.16 continuously braced unless noted otherwise. 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 6-10-0) I 1 16-10-0 1 2 3 4 6 7 8 9� 10 00 -10 00 5X4 2X4 6,9NT 2X4 d T 2X4 J 6 9 106-4-10 d3X4 0 8 5 �� 0-8-5 1 IL u u u u u W\ 4X8] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [3X8] ``,,)tslsfrfir r � ', I 4 I �Q��` No. � Gf.F �''' 13-8-0 4/ i t i I t i I 1 16442 18 17 16 15 14 13 12 11 1 Jf STATE pF = 0# 3.50" O/! 3.50" 0-10-8 IND1ANq (R1-1-11)�I I" 13 8 0 'I �(R1-1 11) 0-10-8 c-; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs<c, @ 16-0 o.c. scale = 0.2500 1.-'Pi) v� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: I M C �',„8/O N Al- �.0 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: EGE /I,rifrti), CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing in 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 tic building designer. Bracing O.C. $ acin : 24.0" W ESTFI ELD I N D 46074 shown is for lateral support of truss m'•••"ers only to reduce buckling length. Provisions must he BC Live 0.0 psf P' g made to anchor lateral bracing at en' net:ilied locations determined by the building designer. BC Dead io.0 psf Desig' terla: TPI Additional bracing of the overall sir, •ay he required. (See HIB-91 of TPI). For specific TPI 1-1995 WHERE QUALITY COUNTS truss bracing requirements, contact b. lesigner. (Truss Plate Institute,TPI,is located at Code i 581 D•Onufriu Drive,Madison,Wises .719). TOTAL 40.0 psf V:01.01.uj-332663-38 l CENTEX 2241 MODEL 1213 WO: TI: E QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer _ _ 1- 0 -363 0.00 0.07 0.08 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Re rt. Joint Locations... 0- 2 -539 0.00 0.40 0.40 WEBS: 2x3 SPF #3 (N) All COMPRESSIONpo 1) 0- 0- 0 3) 13- 8- 0 5) 6-10- 0 Chords are assumed to be 2) 6-10- 0 4) 13- 8- 0 6) 0- 0- 0 2- 0 -539 0.00 0.40 0.40 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. REACTIONS PER BEARING LOCATION 0- 3 -363 0.00 0.07 0.08 MAX LIVE LOAD DEFLECTION: ----MAX.-- L/999 X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI L. 0.01" D= 0.01" T= 0.01" 0- 1-12 599 0 0 BOT PIN 6- 5 348 0.09 0.29 0.38 MAX HORIZONTAL DEFLECTION: 13- 6- 4 599 0 0 BOT H-ROLL 5- 4 348 0.09 0.29 0.38 T= 0.03" WEB FORCE WEB FORCE 2- 5 181 RMB = 1.15 6-10-0 i 6-10-0 1 10�00 -10 00 5X4 T . 6-9-10 6-4-10 3X4 3Y4 0-8-5 0-8-5 iu 3 �i� 2X4 m\ �X8) [3X8] ow.�`•N0�\O,t E. A it,, PI fal G S Tyr �F':, •�� No cc` 13-8-0 16442 �6 5 STATE OFF 599# 3.50" 599#43.50 0-10-8 13-8-0 oi Ia0-10-8 lND1ANq = (Rl-1-I1)° �° (R1-1-11) -'A� ��4= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 0.�' C� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�''�FSS/ONAt ���`�� ` T M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: E ''I/ON l% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 r4-..1• 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 WESTFI ELD IND 46074 shown is Mr lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O•C• SDaeing: 24.0" made to anchor lateral bracing at en specified locations determined by the building designer. Desigiteria: TPI Additional bracing of the overall so ,ay he required. (Sec H18-9I of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact. Jesigner. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 581 D•Omltri"Drive,Madison,wise,. .1719). TOTAL 40.0 psf V:01.0I.11I)-332464-39 CENTEX 2241 MODEL 1213 WO: TI: EGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally Joint Locations 1- 0 -5103 0.10 0.06 0.17 HOT CHORDS: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 4) 10- 2-15 7) 9- 0-10 0- 2 -5691 0.13 0.16 0.29 WEBS: 2x4 SPF #3 (N) PERPENDICULAR to the plane of the truss. 2) 3- 5- 1 5) 13- 8- 0 8) 4- 7- 6 2- 3 -5610 0.15 0.17 0.32 2x4 SPF #1/#2 (N) 2,3 [) : Plate OFFSET from joint center. Refer 3) 6-10- 0 6) 13- 8- 0 9) 0- 0- 0 3- 4 -5610 0.15 0.17 0.32 SLIDERS: 2x6 SP MEL-23 to Joint Detail Report. 4- 0 -5691 0.13 0.16 0.29 All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation. TOTAL DESIGN LOADS 0- 5 -5103 0.10 0.06 0.17 continuously braced unless noted otherwise. This 2-PLY truss designed to carry Uniform PLF From PLF To 2-PLY TRUSS! fasten w/10d nails in 40'10" span framed to BC one face TC Vert L+D -60 0- 0- 0 -60 13- 8- 0 BC FORCE AXL BND CSI staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face BC Vert L+D -790 0- 0- 0 -790 13- 8- 0 9- 8 4286 0.12 0.28 0.40 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft ----MAX. REACTIONS PER BEARING LOCATION 8- 7 3025 0.08 0.28 0.37 Distribute loads equally to each ply. X-Loc Vert Horiz Uplift Y-Loc Type 7- 6 4286 0.12 0.28 0.40 MAX LIVE LOAD DEFLECTION: 0- 1-12 5814 0 0 BOT PIN L/999 13- 6- 4 5814 0 0 DOT H-ROLL WEB FORCE WEB FORCE L=-0.05" D=-0.05" T=-0.10" 2- 8 19 3- 7 3634 MAX HORIZONTAL DEFLECTION: 3- 8 3634 4- 7 19 T. 0.05" RMB = 1.00 1 't 2-PLYS REQUIRED 6-10-0 6-10-0 1 2 4 5 10 00 -10 00 [6X8] T 0, ) 111cx4 6-4-106-4-10 0-8-5r � Skal ER gill MI gum tnd& [8X10] [8X10 [8X10] [8X10] ``��\1\sllltt,,,�,' PI G S T • �`;% 13-8-0 ' No. (� r 9 8.... STATE , � 5814// 3.50" 7 5814A� 3.50" OF = la 13-8-0 Cl HIV D1AIYA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 %,,p t��� scale = 0.2500 '�43) v\��� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'�%S'S'/ONAL ���`�� I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: EGR ,t t t t t t t CONTRACTOR. Dsgnr: JR1I Chk: Date: 11-28-00 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 4 18 which is a part of the building design and which must he considered by the building designer. Bracing of O.C. Spacing: 2Y.0't W ESTF I ELD I N D 46074 shown is for lateral support truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf l made to anchor lateral bracing at en' specified locations determined by the building designer. BC DeadDesig• iteria: TPI Additional bracing of the overall stt lay he required. (See HID-91 of TPI). For specific 10.0 psf _ WHERE QUALITY COUNTS truss bracing requirements, contact, *signer. (Truss Plate Institute,TPI,is located al Code. TPI 1-1995 583 D'Onul'riu Drive.Madison,Wise,. .719). TOTAL 40.0 psf V:OI.Ql.. 332¢65-40 CENTEX 2241 MODEL 1213 WO: TI: EE QTY:6 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (I: Plate OFFSET from joint center. Refer Joint Locations 1- 0 -662 0.01 0.11 0.12 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 4) 9- 9- 9 7) 6-10- 0 0- 2 -937 0.01 0.19 0.21 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 3-10- 7 5) 13- 8- 0 8) 0- 0- 0 2- 3 -772 0.01 0.11 0.13 SLIDERS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be 3) 6-10- 0 6) 13- 8- 0 3- 4 -772 0.01 0.11 0.13 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 4- 0 -937 0.01 0.19 0.21 L/999 X-Loc Vert Horiz Uplift Y-Loc Type 0- 5 -662 0.01 0.11 0.12 L=-0.04" D=-0.04" T=-0.08" 0- 1-12 599 0 0 BOT PIN MAX HORIZONTAL DEFLECTION: 13- 6- 4 599 0 0 BOT H-ROLL BC FORCE AXL BND CSI T. 0.09" 8- 7 739 0.17 0.17 0.34 7- 6 739 0.17 0.17 0.34 WEB FORCE WEB FORCE 2- 7 -106 4- 7 -106 3- 7 715 RMB = 1.15 f 6-10-0 f, 6-10-0 ,I 4 51 10_ 00 -1 00 0 5X4 4,01in1. 1. eo 2X4 2Xq 6-9-10 „,... -moo 64-10 3X4 [6X6i 3X4 0-8-5 �l.� `� 0-8-5 Afre 41 /iced` [6X8] 2-8-11 [6X8] 5.00 1 I -5.00 `,�,,,,altsi,,,,, 0 3 8 .H.3._ 0 3 8 _311. :�•�` G Sr �` 6-6-8 6-6-8 No. F' ' t 16442 599/! 3.50" 599/163.50" STATEjOF _ 0-10-8 DI I� 13-8-0 n 0 10-8 INp1A _ (R1111) I �(R11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,o �;' scale = 0.2500 '.•-V •` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,'d, SS/ONAL �-\\'" M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: EE �ii t I 11, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 18 which is a part of the building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support of truss m--,hers nnly to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Suaeing: 24.0" made to anchor lateral bracing at er specified locations determined by the building designer. BC Dead 10.0 sf Desig iteria• TPI Additional bracing ol'the overall sit .ay he required. (See HIB-91 ul'TPI). For specificp Vl1ERE QUALITY COUNTS truss bracing requirements, contact,. designer. (Truss Plate Institute,TPI,iv hated at Code_ TPI 1-1995 583 D•Onolrio Drive,Madison,wise,: 3719). TOTAL 40.0 psf V:01.91.v;O-332666-41 CENTEX 2241 MODEL 1213 W0: TI: FATCAPS QTY:11 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) + 2X4 TRANSVERSE BRACING nailed flat to edge Analysis based on SimplifiedAnalog R Joint) Locations- Y Model. of web with 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 2) 0- 5- 7 3) 0- 0- 0 BC FORCE AXL BND CSI MULTIPLE LOADS -- This design is the BRACING to extend for center 80% of length. ----MAX. REACTIONS PER BEARING LOCATION composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE Attach PIGGY-BACK truss to BASE TRUSS with continuously braced unless noted otherwise. 0- 0-12 0 0 0 BOT PIN RMB = 1.15 20 ga. 3X8 nail on plates or 1/2" x 4" X 8" Shim or wedge if necessary to achieve full 0-10- 1 0 CDX plywood gussets to both faces of truss bearing. 0 0 BOT H-ROLL Wind analysis based on: ASCE-Combined, V= 75 at 6.0• o.c. throughout using (8) 1.5" long TRUSS nails. Or TOE-NAIL to each 2X4 lateral MPH, I.0.90, Mean Hgt.=15.0 ft, Exp. Cat. C bracing with a minimum of (2) 16d nails each internal pressure coef. I, interior zone. 1 10.00-10.00 1 2X5 / \< Ti4Uf +`,`, 0�\0 E Arc,, +�. a G Set. F. +�- 14042 F# 2 STgTE OF = la 1-11-12 -I 7. IND ....7 ��` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 �' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: - ,,� t cSo EEC)„`�` Tf4 C A COPY OF THIS DRAWINGDwg: CENTEX �, 0NAt. ,. TO BE GIVEN TO ERECTING Truss ID: FATCAPS ;'"t(iiI" CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 I TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac- Lbr: 1.15 �` COMPANY INC. Bracing shown on this drawing is not erection bracing.win 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 W ESTFI ELD IND 46074 ',no.,is or lateral support tit'truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24,0" made to anchor lateral bracing at ends a•vt specified locations determined by the building designer' Design '(eels TPI Additional bracing of the overall strut -my be required. (Sec HID-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact I designer. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Os^tfriu Drive.Madison,Wise, '19). TOTAL 40.0 psf V:01.Q1. 37-42 new,' ,ll.,tr,i .I„„It t,. - 1(1/f l'.17/1 f.1/!:/:I.rlKllll.V CENTEX 2241 MODEL 1213 WO: TI: FATSC QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE 2X4 TRANSVERSE BRACING nailed flat to edge ----_ ...Joint Locations 1- 2 -981 0.01 0.40 0.41 2x6 SP MEL-23 2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 6) 13- 8-11 11)=14- 0- 0 2- 3 -759 0.00 0.46 0.47 BOT CHORDS: 2x10 SP MEL-23 BRACING to extend for center 80% of length. 2) 3- 4- 4 7) 16- 7-12 12) 3- 4- 4 3- 4 -203 0.00 0.46 0.46 WEBS: 2x4 SPF #1/#2 (N) (1 : Plate OFFSET from joint center. Refer 3) 6- 3- 5 8) 20- 0- 0 13) 0- 0- 0 4- 5 -45 0.00 0.03 0.03 2x4 SPF #3 (N) 1,6 to Joint Detail Report. 4) 9- 0- 2 9) 20- 0- 0 5- 6 -210 0.00 0.46 0.46 GABLE STUD: 2x3 SPF #1/#2 (N) Truss designed with 40.0 psf Live Load in 5) 10-11-14 10) 16- 7-12 6- 7 -759 0.00 0.46 0.47 2x3 SPF #3 (N) 5,19 Room area. 7- 8 -981 0.01 0.40 0.41 2x3 SPF #3 (N) 6,17 MULTIPLE LOADS -- This design is the TOTAL DESIGN LOADS 2x3 SPF #3 (N) 7,18 composite result of multiple loads. Uniform PLF From PLF To BC FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 11,12,13 All COMPRESSION Chords are assumed to be TC Vert L+D -60 -0-10- 8 -60 20-10- 8 13-12 155 0.00 0.13 0.13 Left and Right End verticals designed to continuously braced unless noted otherwise. BC Vert L+D -20 0- 0- 0 -20 3- 4- 4 12-11 656 0.02 0.28 0.30 withstand 75 MPH wind. This design based on chord bracing applied BC Vert L+D -100 3- 4- 4 -100 16- 7-12 11-10 656 0.02 0.13 0.16 per the following schedule: BC Vert L+D -20 16- 7-12 -20 20- 0- 0 10- 9 51 0.00 0.13 0.13 Wind analysis based on: ASCE-Combined, V= 75 Max O.C. From To Concentrated LBS Location MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, +TC 12.0" 9- 6- 0 10- 6- 0 BC Vert L+D -40 3- 4- 4 WEB FORCE WEB FORCE internal pressure coef. I, interior zone. Bracing shown is for visual purposes only. BC Vert L+D -40 16- 7-12 1-13 -1566 6-14 -608 MAX LIVE LOAD DEFLECTION: ®PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : ---MAX. REACTIONS PER BEARING LOCATION 1-12 1047 14-15 -616 L/999 Support 1 207# X-Loc Vert Horiz Uplift Y-Loc Type 2-12 152 3-15 -614 L=-0.21" D=-0.09" T=-0.30" 0- 1-12 1424 -207 0 BOT PIN 7-10 152 4-15 37 MAX HORIZONTAL DEFLECTION: 19-10- 4 1424 0 0 BOT H-ROLL 8-10 1047 4-14 7 T= 0.24" 8- 9 -1566 5-14 46 RMB = 1.15 9-0-2 1f,11-1 9-0-2 1 2 3 4 6 7 8' 10.00 [6 8] -10 00 [8X8 14 T /4_d, 4„84. 'i,X8] slt.'�..:.mod 3X6�. Pt �11-9-13 [6Xki I1-9-13 T4-3-11 �I1 0-1i 4-3-11,, �[ I I110 [ I I a 1111 .� '; a Cg 1111 t 3X8 [8X10] 3X6 [8X10] 3X8 [10X 10] N` E. ;� • GSTE-, n ARC, Q� c No. c's, = 20-0-0 t r ,� I6442 13 12 11 l0 9' STATE OF 1424# 3,50" 1424# 3.so° 0-10-8 l0 20-0 0 n e0-10-8 INp GABLE STUD PLATES (60) 2X4 (R1-1-11)�ANA EXCEPT AS SHOWN PAES ARE TL20 CA TESTED PER�ANSI/TPI 1-1995 40# I I (R1-1-11) '��,o� �` Studs 1-4 0 o.c. scale = 0.1250 _ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '"��'�FFS8/0 N Al_ .` T Fl c �� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FATSC ����111111� CONTRACTOR. Dsgnr: JRFI Chk: Date: 11-28-00 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,pupal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part nl'the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown IS for lateral support of truss "^Iters only to reduce buckling length, Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing ate specified locations determined by the building designer. BC Dead 10.0 psf Desil 'iterla:TPI Additional bracing of the overall su may be required. (Sec HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,is located at Code_ : TPI 1-1995 583 D'Onofrio Drive,Madison,Wisc, ,3719). TOTAL 40.0 psf V:01.0).t,U-332663-43 CENTEX 2241 MODEL 1213 WO: TI: FAT QTY:10 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE [I: Plate OFFSET from joint center. Refer Joint Locations 1- 2 -981 0.01 0.40 0.41 2x6 SP MEL-23 2 to Joint Detail Report. 1) 0- 0- 0 6) 13- 8-11 11) 14- 0- 0 2- 3 -759 0.00 0.46 0.47 HOT CHORDS: 2x10 SP MEL-23 Truss designed with 40.0 psf Live Load in 2) 3- 4- 4 7) 16- 7-12 12) 3- 4- 4 3- 4 -203 0.00 0.46 0.46 WEBS: 2x4 SPF #1/#2 (N) Room area. 3) 6- 3- 5 8) 20- 0- 0 13) 0- 0- 0 4- 5 -45 0.00 0.03 0.03 2x4 SPF #3 (N) 1,6 MULTIPLE LOADS -- This design is the 4) 9- 0- 2 9) 20- 0- 0 5- 6 -210 0.00 0.46 0.46 All COMPRESSION Chords are assumed to be composite result of multiple loads. 5) 10-11-14 10) 16- 7-12 6- 7 -759 0.00 0.46 0.47 continuously braced unless noted otherwise. Left and Right End verticals designed to 7- 8 -981 0.01 0.40 0.41 This design based on chord bracing applied withstand 75 MPH wind. TOTAL DESIGN LOADS per the following schedule: Wind analysis based on: ASCE-Combined, V= 75 Uniform PLF From PLF To BC FORCE AXL BND CSI Max O.C. From To MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, TC Vert L+D -60 -0-10- 8 -60 20-10- 8 13-12 155 0.00 0.13 0.13 ♦TC 12.0" 9- 6- 0 10- 6- 0 internal pressure coef. I, interior zone. BC Vert L+D -20 0- 0- 0 -20 3- 4- 4 12-11 656 0.02 0.28 0.30 Bracing shown is for visual purposes only. p PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : BC Vert L+D -100 3- 4- 4 -100 16- 7-12 11-10 656 0.02 0.13 0.16 MAX LIVE LOAD DEFLECTION: Support 1 207# BC Vert L+D -20 16- 7-12 -20 20- 0- 0 10- 9 51 0.00 0.13 0.13 L/999 Concentrated LBS Location L=-0.21" D=-0.09" T=-0.30" BC Vert L+D -40 3- 4- 4 WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: BC Vert L+D -40 16- 7-12 1-13 -1566 6-14 -608 T. 0.24" 1-12 1047 14-15 616 ----MAX. REACTIONS PER BEARING LOCATION 2-12 152 3-15 614 X-Loc Vert Horiz Uplift Y-Loc Type 7-10 152 4-15 37 0- 1-12 1424 -207 0 HOT PIN 8-10 1047 4-14 7 19-10- 4 1424 0 0 BOT H-ROLL 8- 9 -1566 5-14 46 RMB = 1.15 9-0-2 3,11-3 9-0-2 1' 1 2 3 4 5 6 7 8,' ]0 00 pp] -10 00 [8X8]ir14 [4 ydr 'i,XB] . T . 3X6 rommr:immUmmem„ 3X6 6X6 \..X6 8 1-14 T I1-913 [6X8] �`8] 11-9-13 I 4-3-11 13-0-0 4-3-11 nu I �r ,_ wl �i i + 1 3X8 [8X10] [8X10] 3X8 11Y20-8X14.4 c Q' s GNof F �` 2000 f I 16442 13 12 11 10 9 STgT� OF F 0 10-g 1424# 3.50" 1424# 3.50" 010-8 \7A1V,..A,,,) _ (RI-1-11)° 40# 't 20 0 0 40# ° °(RI-1-11) 4, EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 ';'�A,Po,/` ��,.' ` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '1,/FSS10NM_ F��`� I 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FAT �r'r'tltttl, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 /'^'-' 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 or the building design and which must he considered by the building designer. Bracing p O.C. Spacing: 24.0tt WESTFIELD I N D 46074 shown in for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 sf made to anchor lateral bracing at end, '<necilied locations determined by the building designer. De 11 li �terla: TPI Additional bracing of the overall stru iy be required. (See H1D-91 of TPI). For specific BC Dead 10.0 psf g WI IEk):QUALITY COUNTS truss bracing requirements, contact I 'csigner. (Truss Plato Institute,TPI,is located at Code_ TPI 1-1995 583 D'Onofri°Drive,Madison,Wiscu. - 719). TOTAL 40.0 psf V:01,01..ti-332669-44 CENTEX 2241 MODEL 1213 WO: TI: FATGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP 2400E-2.OE * Anchorage for applied conc. loads shall be Joint Locations 1- 2 -1930 0.01 0.30 0.31 2x6 SP MEL-23 2 designed by others and must distribute 1) 0- 0- 0 6) 13- 8-11 11) 14- 0- 0= 2- 3 -2208 0.01 0.29 0.30 BOT CHORDS: 2x10 SP MEL-23 load equally among all truss plys. 2) 3- 4- 4 7) 16- 7-12 12) 3- 4- 4 3- 4 -2295 0.01 0.22 0.23 WEBS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally 3) 6- 3- 5 8) 20- 0- 0 13) 0- 0- 0 4- 5 -1828 0.00 0.29 0.29 2x4 SPF #3 (N) 1,6 braced (BY OTHERS) to resist buckling 4) 9- 0- 2 9) 20- 0- 0 5- 6 -2303 0.01 0.22 0.23 (I : Plate OFFSET from joint center. Refer PERPENDICULAR to the plane of the truss. 5) 10-11-14 10) 16- 7-12 6- 7 -2208 0.01 0.29 0.30 to Joint Detail Report. Truss designed with 40.0 psf Live Load in 7- 8 -1930 0.01 0.30 0.31 MULTIPLE LOADS -- This design is the Room area. TOTAL DESIGN LOADS composite result of multiple loads. All COMPRESSION Chords are assumed to be Uniform PLF From PLF To BC FORCE AXL BND CSI Left and Right End verticals designed to continuously braced unless noted otherwise. TC Vert L+D -60 -0-10- 8 -60 20-10- 8 13-12 155 0.00 0.14 0.14 withstand 0 MPH wind. 2-PLY TRUSS( fasten w/10d nails in BC Vert L+D -20 0- 0- 0 -20 3- 4- 4 12-11 1516 0.02 0.14 0.17 This design based on chord bracing applied staggered pattern per nailing schedule: BC Vert L+D -100 3- 4- 4 -100 16- 7-12 11-10 1516 0.02 0.14 0.17 per the following schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft BC Vert L+D -20 16- 7-12 -20 20- 0- 0 10- 9 51 0.00 0.14 0.14 Max O.C. From To Distribute loads equally to each ply. *Concentrated LBS Location 'FTC 12.0" 9- 6- 0 10- 6- 0 Wind analysis based on: ASCE-Combined, V. 75 TC Vert L+D -2464 10- 0- 0 WEB FORCE WEB FORCE Bracing shown is for visual purposes only. MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Con. C, BC Vert L+D -40 3- 4- 4 1-13 -3080 6-14 311 MAX LIVE LOAD DEFLECTION: internal pressure coef. I, interior zone. BC Vert L+D -40 16- 7-12 1-12 2397 14-15 307 L/999 ®PROS DEoHORI 207#ZONTALCONNECTION PER SCHEDULE : ----MAX. REACTIONS PER BEARING LOCATION 2-12 -616 3-15 305 L=-0.09" D=-0.04" T=-0.13" ppX-Loc Vert Horiz Uplift Y-Loc Type 7-10 -616 4-15 -57 MAX HORIZONTAL DEFLECTION: 0- 1-12 2656 -207 0 BOT PIN 8-10 2397 4-14 8 T. 0.13" 19-10- 4 2656 0 0 BOT H-ROLL 8- 9 -3080 5-14 -47 RMB = 1.15 I ', 2-PLYS REQUIRED isi 1 2464# 9-0-2 1,11- 9-0-2 1 2 3 5 6 7 81' 10 00 [6X8] -10 00 [8X8 ♦14 TI _7I__ (4X8] „'�.' 4XmI 3X� 3X6 6X6 , .\X6 InI 11-9-13 (6X8] 8-1-14 NIM •`8] 11 9-13 fit. iNIli 43 11 13 0 0 4-3-11 sn l nn o t 3X8 [SX10] [8X10] 3X8 HY20-8X14.4 • `,`,oN`o E„q,Rc, 4' n �� G S re No. •F�C" ,� 20-0-0 13 12 t ' STATE OF 0 10-8 2656# 911/ 3.50" 11 10 2656# 3.50" �`� _ I 0-10-8 INp)ANq (R1-1-11)° L. 40# 20-0-0 IT 40# u(R1-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER�ANSI/TPI 1-1995 scale '.�O,r� ���``� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ' 'le,S'S'/0NAL F', I ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FATGR 111,l1r,s►% �� - CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 - //"1-, 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 WESTFI ELD I N D 46074 shown is for lateral support of truss members only ltt reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at er' ,specified locations determined by the building designer. BC Dead psf DeSIg `"lterla: TPI Additional bracing ut'thr overall st nay he required. (See HIB-91 of TPI). Fur spccilic 10.0 WIIERE QUALITY COUNTS truss bracing requirements, comae. designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onulrio Drive,Madison,Wist, n14). TOTAL 40.0 Sf . P V:OI.Oi. 332471-45 CENTEX 2241 MODEL 1213 WO: TI: FGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x6 SP MEL-23 ig Anchorage for applied conc. loads shall be Joint Locations 1- 2 -4265 0.02 0.04 0.06 BOT CHORDS: 2x10 SP MEL-23 designed by others and must distribute 1) 0- 0- 0 4) 13- 9- 0 7) 5- 0- 0 2- 3 -2769 0.01 0.03 0.04 WEBS: 2x4 SPF #1/#2 (N) load equally among all truss plys. 2) 5- 0- 0 5) 13- 9- 0 8) 0- 0- 0 3- 4 -2736 0.01 0.02 0.03 2x6 SP MEL-23 1,5,7 Top Chord MUST be continuously laterally 3) 10- 0- 0 6) 10- 0- 0 2x4 SP #2 6 braced (BY OTHERS) to resist buckling BC FORCE AXL BND CSI [) : Plate OFFSET from joint center. Refer PERPENDICULAR to the plane of the truss. TOTAL DESIGN LOADS 8- 7 0 0.00 0.19 0.19 to Joint Detail Report. All COMPRESSION Chords are assumed to be Uniform PLF From PLF To 7- 6 3141 0.05 0.19 0.24 Left and Right End verticals designed to continuously braced unless noted otherwise. TC Vert L+D -60 0- 0- 0 -60 13- 9- 0 6- 5 0 0.00 0.10 0.10 withstand 0 MPH wind. This 2-PLY truss designed to carry BC Vert L+D -911 0- 0- 0 -911 13- 7- 8 2-PLY TRUSS! fasten w/1od nails in 24' 2" span framed to BC one face BC Vert L+D -457 13- 7- 8 -457 13- 9- 0 WEB FORCE WEB FORCE staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face *Concentrated LBS Location 1- 8 -5358 3- 6 697 TC- 2 per ft. BC- 3 per ft. WEBS- 2 per ft TC Vert L+D -2464 10- 0- 0 1- 7 4095 4- 6 5595 Distribute loads equally to each ply. ----MAX. REACTIONS PER BEARING LOCATION 2- 7 2381 4- 5 -7019 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type 2- 6 -2048 L/999 0- 1-12 7339 0 0 BOT PIN RMB = 1.00 L=-0.04" D=-0.02" T=-0.06" 13- 7- 4 8426 0 0 BOT H-ROLL MAX HORIZONTAL DEFLECTION: T= 0.04" I ', 2-4LYS REQUIRED i' 2464# 10-0-0 1 3-9-0 j 'l1 2 4 1000 -1000 [8X8] ��: TL16-10X11.2] [8X8] \ e': T [ldiIl -P 12-5-7 12-5-7 . 4-3-1Iii�ilill�BMIlle 9 [7X8] [10X12] [7X8] [12X12] •'WO trtf,ar�r',, 0-5-8 °l1Hi' Ia0-5 8 ;,. G ST �RC/',; 11 Q� No. .Fe = / 12 ]0-0 7 6 l 16442 r 7339# 3.50" 8426# 3.50" -* NANTE OF `_ le 13-9-0 al IANq - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 '�''A��,� C��� ` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 'WO: '',/FSS/ONAL `��,`, I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FGR fr��ttltttt CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 .` 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 truss n' -rs only to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074O.C. Snacing: 24.011 nude to anchor lateral bracing at en secilird locations determined by the building designer. Deli terra: TPI Additional bracing of the overall sir ay he required. (See HID•91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact K. 'esigner. (Truss Plate Institute,TPI,is located at Code.L. TPI 1-1995 583 D'Onol'rio Drive,Madison,Wisco, 119). TOTAL 40.0 psf V:01.01;w-332671-46 CENTEX 2241 MODEL 1213 WO: TI: GMH1 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) V1L 1X4 continuous lateral bracing attached with --: Joint Locations 1- 2 -2764 0.24 0.57 0.81 BOT CHORDS: 2x4 SPF #1/#2 (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 7) 30- 1- 0 13) 22- 0- 0 2- 3 -2452 0.10 0.66 0.76 2x4 SP #2 1 MUST be positioned to provide equal unbraced 2) 7- 4- 0 8) 31- 3-11 14) 18- 1- 0 3- 4 -2406 0.18 0.51 0.68 WEBS: 2x4 SPF #3 (N) segments OR 2x4 "T" brace may be nailed flat 3) 9- 0- 5 9) 37-11- 0 15) 12- 0- 0 4- 5 -1835 0.07 0.39 0.46 2x4 SPF STUD (N) 1 to edge of web with 12d nails spaced 8" o.c. 4) 14- 4- 8 10) 37-11- 0 16) 10-11- 1 5- 6 -1472 0.03 0.58 0.61 2x4 SPF #1/#2 (N) 5,7,9,10 Brace must extend at least 90% of web length 5) 18- 1- 0 11) 31- 3-11 17) 0- 0- 0 6- 7 -937 0.01 0.58 0.59 (1 : Plate OFFSET from joint center. Refer 2x6 Brace required on any web exceeding 14'. 6) 24- 8- 5 12) 24- 8- 5 7- 8 -937 0.01 0.56 0.57 to Joint Detail Report. + Denotes 90 degree plate orientation. ----MAX. REACTIONS PER BEARING LOCATION 8- 9 -937 0.01 0.56 0.57 Left and Right End verticals designed to All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type withstand 0 MPH wind. continuously braced unless noted otherwise. 0- 1-12 1569 0 0 BOT PIN BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: 17-16 2401 0.48 0.30 0.78 L/999 37- 9- 4 1516 0 0 BOT H-ROLL 16-15 1857 0.37 0.30 0.67 L=-0.16" D=-0.15" T=-0.31" 15-14 1857 0.45 0.16 0.62 MAX HORIZONTAL DEFLECTION: 14-13 1596 0.39 0.12 0.52 T= 0.13" 13-12 1596 0.39 0.17 0.56 12-11 1466 0.36 0.18 0.54 11-10 0 0.00 0.18 0.18 WEB FORCE WEB FORCE 2-16 -433 6-12 297 4-16 560 6-11 -898 4-14 -610 8-11 -425 5-14 673 9-11 1599 5-12 -202 9-10 -1461 RMB = 1.15 1 18-1-0 19-10 0 2 3 t 4 6 7 8 9 6.00 Drop = 0-1-15 [6X8] 5X6 2X4 3X6 6X6 5X6 4t" \4(3XG 9-9-11 2X4 \**. 1 9-2-13 9-4-13 0-4-5 4X6 3X6 5X6 3X6 5X6 5X10 5X6 [3X6] O �H� Ei No,4- F (cs 1 1 37-7-8 16442 17 1569# 3.50" 1615 14 1.3 112 11 1� STgTE OF o-10 8 1517# 3.50" IND1ANq = 37-11-0 ,I (Ro-11 t2>' �° :,'A� �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 ',D,c� �V`,� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'1,,S8/0NA. �,o`� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GMH1 riirrliili, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 WESTFIELD IND 46074 slr is fur lateral support ul'truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made it;anchor lateral bracing ai en, :pecitked locations determined by the building designer. Deli iteria: TPI Additional hracing of the overall sir. ray he required. (Sec HID-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact. designer. (Truss Plate Institute,TPI,is located at Code. TPI 1-1995 583 D'Onotriu Drive,Madison,Wisct 719). TOTAL 40.0 psf V:01.01. 332672-47 n,.,.,.,. r r...... ,.._,... . ... CENTEX 2241 MODEL 1213 WO: TI: GMH2GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x6 SP MEL-23 Top Chord MUST be continuously laterally Joint Locations 1- 2 -7060 0.22 0.28 0.50 2x4 SP 2400E-2.OE 1 braced (BY OTHERS) to resist buckling 1) 0- 0- 0 6) 30- 2- 5 11) 22- 5-11 2- 3 -5428 0.05 0.18 0.24 BOT CHORDS: 2x6 SP MEL-23 PERPENDICULAR to the plane of the truss. 2) 7- 9-10 7) 37-11- 0 12) 16- 0- 0 3- 4 -4911 0.03 0.10 0.12 WEBS: 2x4 SPF #3 (N) (]: Plate OFFSET from joint center. Refer 3) 14- 9- 0 8) 37-11- 0 13) 14- 9- 0 4- 5 -3332 0.01 0.09 0.10 2x4 SPF STUD (N) 1 to Joint Detail Report. 4) 22- 5-11 9) 30- 2- 5 14) 7- 9-10 5- 6 -3332 0.01 0.08 0.09 2x4 SPF #1/#2 (N) 4,6,8,9 All COMPRESSION Chords are assumed to be 5) 28- 9- 0 10) 28- 0- 0 15) 0- 0- 0 6- 7 -3332 0.01 0.09 0.10 Left and Right End verticals designed to continuously braced unless noted otherwise. withstand 0 MPH wind. This 2-PLY truss designed to carry TOTAL DESIGN LOADS BC FORCE AXL END CSI 2-PLY TRUSS! fasten w/10d nails in 8' 5" span framed to BC one face Uniform PLF From PLF To 15-14 6243 0.17 0.21 0.38 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 14-13 6220 0.17 0.17 0.34 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -60 0- 0- 0 -60 37-11- 0 13-12 4775 0.13 0.17 0.30 Distribute loads equally to each ply. BC Vert L+D -143 0- 0- 0 -143 37-11- 0 12-11 4775 0.13 0.19 0.32 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION 11-10 4882 0.14 0.19 0.33 L/999 X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 4882 0.14 0.23 0.37 L=-0.12" D=-0.12" T=-0.25" 0- 1-12 3907 0 0 HOT PIN 9- 8 0 0.00 0.23 0.23 MAX HORIZONTAL DEFLECTION: 37- 9- 4 3854 0 0 BOT H-ROLL T. 0.08" WEB FORCE WEB FORCE 2-14 1108 4- 9 -2143 2-13 -1665 6- 9 -487 3-13 1861 7- 9 4619 3-11 185 7- 8 -3398 4-11 970 RMB = 1.00 l '1 2-PLYS REQUIRED '��, 14-9-0 23-2-0 2 1 4 5 6 7 6 00 7X12 [7X8] 5X8 3X6 [7X8] 5X8 I 8-1-11 7-8-13 I 0-4-5 4X8 3X8 5X8 [7X8] 5X8 7X12 [5X6] [7X10] ...+1:1-1_ `���� 1 No. '��`''; I t i 37-7-8 15 14 13 12 11 10 9 6442 3907# 3.50" 3855# 3.50" - STATE pF 0-10-8 °I I° �} = 37-11-0 INDIAN (RO-11-12) ,off A ����`: EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T M � ,�oF�,SSIONAt �����` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GMH2GR f t t I, CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nun 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 buss members to reduce buckling length. Provisions must be BC Live 0.0 psf WESTFIELD IND 46074 O.C. Spacing: 24.0" made to anchor lateral bracing at en,' specified locations determined by the building designer. BC Dead 10.0 psf Desig' iteria: TPI Additional bracing of the overall so lay be required. (See HIB-91 ofTP1). For specific WIICRE•QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,is located at Code. ' TPI 1-1995 583 D'Onnfriu Drive,Madison,Wisc. 1719). TOTAL 40.0 psf V:01. 1.,,v- 32 7 -4 CENTEX 2241 MODEL 1213 WO: TI: GEJ QTY:4 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be Joint Locations 1- 2 32 0.01 0.10 0.10 BOT CHORDS: 2x3 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 2- 8-15 = WEBS: • 2x3 SPF #3 (N) Left and Right End verticals designed to 2) 2- 8-15 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: withstand 0 MPH wind. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.06 0.06 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L. 0.00" D= 0.00" T= 0.00" 0- 1-12 162 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 8- 3 109 0 0 BOT H-ROLL 2- 3 -81 T. 0.00" RMB = 1.15 2-8-15 1 2 6.00 2X4 1-8-12 2-1-10 0-4-5 • 3X4 2X4 ..``pN\0 E. ,q'R''% ?".. ci. 1 No FCC' 2-8-15 6442 - /3 162// 3.50" 110a 1.50" STgTE pF 0-10-8^_�} _ +Ia 2-8-15 ,I I11JD)qNq (R0-11-12) �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 �'.A'PD,r �C,\'�� 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: GEJ "", CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown tin 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 g 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 mull be BC Live 0.0 psf made to anchor lateral bracing ate 1 specilied locations determined by the building designer. BC Dead 10.0 psf Desi' ,riterla: TPI Additional bracing of the overall t may be required. (See HIB-91 of TPI). Fur specific WHERE QUALITY COUNTS truss bracing requirements, contaa ;designer. (Truss Plate Institute,TPI,is located at COdt ': TPI 1-1995 583 D'Onofrio Drive,Madison,Wis, i1719). TOTAL 40.0 psf V:Q1.0. .,i-332674-49 CENTEX 2241 MODEL 1213 WO: TI: GDJ QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. 1- 2 27 0.00 0.05 0.05 BOT CHORDS: 2x6 SP MEL-23 C): Plate Joint -Locations0 WEDGES: 2x4 SPF #1/#2 (N) OFFSET from joint center. Refer 1) 0- 2- 5 3) 2- 2-1 to Joint Detail Report. 2) 2- 2-10 4) 0- 2- 5 BC FORCE AXL BND CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be 4- 3 1 0.00 0.01 0.01 supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc VertONHoriz BEARINGUplf LOCATION be marked on truss. Shim or wedge if 2- 0-14 62 4 0 TOP PIN WEB FORCE WEB FORCE necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: 0- 1-12 188 4 0 BOT HPIN -R RMB = 1.15 L/999 2- 0-14 32 0 0 BOT H-ROLL L. 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL DEFLECTION: T. 0.00" 2-2-10 1 2 1 5 14 !' Attach with (2) 1-7-11lOd Toe-Nails 2-0-5 T 0-8-5 6X6 At with (1) [ ] d Toe-Nails �� lIttllII.,,, \OE. q,,''% No, F' 2-2-10 ` 16442 4 • STATE OF = 1 9-3 189# 3.50" 62# 1.50" r< " c 2-2-10 32!! 3.�p" �NDIANq = (R1-11-1) C/L: 2- -I4 ���� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7500 ,�'A��F — c���` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T M CWO: �''FSSIONAL `���`� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GDJ i. c / iitlittt% CONTRACTOR. Dsgnr: JRIi Chk: Date: 11-28-00 ".......... TRUSS MANUFACTURING TC Live 20.0 BRACING WARNING: 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 W ESTF I ELD I N D 46074 show.,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" made to anchor lateral bracing at ends '<necilied locations determined by the building designer. Desigr `teria:TPI Additional bracing of the overall sin ay he required. (See IIIB-91 or TPI). For specific BC Dead 10.0 psf g WI IERE QUALITY COUNTS truss bracing requirements, contact t designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onufriu Drive,Madison,Wise,, 719). TOTAL 40.0 psf V:01.01. 332675-50 !Irk,' :lb:lrn :irtuh'it 'rut r.rrit r rrr:r. r.iru,,,, CENTEX 2241 MODEL 1213 WO: TI: HHCAPS 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 -158 0.00 0.05 0.05 BOT CHORDS: 2x3 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 4- 1-11 5) 2- 0-14 2- 3 -158 0.00 0.05 0.05 WEBS: 2x3 SPF #3 (N) Attach PIGGY-BACK truss to BASE TRUSS with 2) 2- 0-14 4) 4- 1-11 6) 0- 0- 0 This design based on chord bracing applied 20 ga. 3X8 nail-on plates or 1/2" x 4" X 8" ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI per the following schedule: CDX plywood gussets to both faces of truss X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 96 0.03 0.04 0.07 Max O.C. From To at 6.0' o.c. throughout using (8) 1.5" long 0- 0-12 205 0 0 BOT PIN 5- 4 96 0.03 0.04 0.07 +BC 36.0" 0- 0- 0 5- 5-12 TRUSS nails. Or TOE-NAIL to each 2X4 lateral 4- 0-15 205 0 0 BOT H-ROLL Bracing shown is for visual purposes only. bracing with a minimum of (2) 16d nails each WEB FORCE WEB FORCE MAX LIVE LOAD DEFLECTION: 2- 5 41 L/999 RMB = 1.15 L. 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL DEFLECTION: T. 0.00" 1 2-0-14 , 2-0-14 3 10.00• -1000 5X4 . T 2-3-6 2-1-10 • °TAIT G� ° -15 ►Zt 2X5 SASS- \\<--MO 55 `, ,,si,,,,,itr, , 4-1-11 ``OV)'—�O E. ,q'Rc 6 5 4 G TF 0-8-0 �' Q' No. F la ole 4 1 11 aria 0-8-0 u 16442 (RO 3-5) (RO-3-5) STAE pF la 5 5 12 d ( (\ r ANA = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 %o, _c-', T WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: .,�p�iC,�sIONAL `���`,` ` M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HHCAPS ''ii,,,,,►t, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 ;1--,....7/74.7"7"7-1-0 ' COMPANY INC. BRACING WARNING: TC Dead 10.0 psf DurFac-Pit: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracingor similar bracing PO BOX 4 1 8 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.Utt WESTFIELD I N D 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 at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing or the overall stn. lay he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WIIERE QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,is located at COde) TPI 1-1995 S81 D'Omofrio Drive,Madison,Wis. 719). TOTAL 40.0 psf V:QI,Q1 132946-106 JOB PATH: C:ITEE-LOKIIIOMEf),n NCS' 01.01.tX) CENTEX 2241 MODEL 1213 WO: • TI: HHGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) yt. 1X4 continuous lateral bracing attached with Joint Locations 1- 0 -884 0.01 0.17 0.18 BOT CHORDS: 2x4 SPF #1/#2 (N) W 2- l0d nails each member where shown.Bracing 1) 0- 0- 0 5) 23- 0- 1 9) 13- 2- 8 0- 2 -1314 0.02 0.41 0.43 WEBS: 2x4 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 6- 4- 2 6) 27- 0- 0 10) 13- 2- 8 2- 3 -1053 0.04 0.39 0.43 2x4 SPF STUD (N) 1,8 segments OR 2x4 "T" brace may be nailed flat 3) 12-11- 0 7) 27- 0- 0 11) 6- 5-14 3- 4 -711 0.02 0.28 0.30 2x4 SPF #1/#2 (N) 2,4,7 to edge of web with 12d nails spaced 8" o.c. 4) 18- 4-12 8) 18- 4-12 12) 0- 0- 0 4- 5 -912 0.01 0.24 0.26 GABLE STUD: 2x3 SPF #3 (N) Brace must extend at least 90% of web length ---MAX. REACTIONS PER BEARING LOCATION 5- 6 93 0.02 0.24 0.26 2x3 SPF #1/#2 (N) 2,4,5 2x6 Brace required on any web exceeding 14'. X-Loc Vert Horiz Uplift Y-Loc Type 2x3 SPF #1/#2 (N) 3,9,10 2X4 TRANSVERSE BRACING nailed flat to edge 0- 1-12 1132 -33 0 BOT PIN BC FORCE AXL BND CSI 2x3 SPF #3 (N) 7,11,13,17 of web with 12d nails at 8" o.c. TRANSVERSE 26-10- 4 1132 0 0 BOT H-ROLL 12-11 938 0.23 0.22 0.46 2x3 SPF #3 (N) 15,16 BRACING to extend for center 80% of length. I] : Plate OFFSET from joint center. Refer 11-10 107 0.03 0.20 0.23 SLIDERS: 2x4 SPF #1/#2 (N) MULTIPLE LOADS -- This design is the to Joint Detail Report. 10- 9 74 0.02 0.20 0.22 Right End vertical designed to withstand composite result of multiple loads. All COMPRESSION Chords are assumed to be 9- 8 630 0.15 0.31 0.46 75 MPH wind. This design based on chord bracing applied continuously braced unless noted otherwise. 8- 7 563 0.14 0.31 0.45 MAX LIVE LOAD DEFLECTION: per the following schedule: Wind analysis based on: ASCE-Combined, V= 75 L/999 �� ' " �� Max O.C. From To MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, WEB FORCE AXL BND CSI L=-0.04 D=-0.03 T=-0.07 + TC 24.0" 13- 6- 0 18- 2- 0 internal pressure coef. I, interior zone. 9- 3 225 0.06 0.00 0.06 MAX HORIZONTAL DEFLECTION: Bracing shown is for visual purposes only. T= 0.03" WEB FORCE WEB FORCE 2-11 95 4- 8 89 9-11 839 5- 8 126 2- 9 -277 5- 7 -1068 4- 9 174 6- 7 -100 RMB = 1.15 12-11-0 5-5-12 8-7 1 2 45 61 10 (-re�-1000 [6X6] [7X8] I [6X8] ', 11-10-8 °i �; 2X4 10-5-8 : .„:,....,....„.,..,: 0-8-5 3X4 �.I .Ali rpo,x6 . lI I 3-3-7 9"��_ .. �� 5X6 [SXG] [6X8] 6X6 [6X12] 1-0-0 [3X5] 'w,ll 11 IIfrt .`ANON\° E' AW,''', " n Plate Height `�� "� Q No •�CFI; f� 1312 8 13-9-81 = 1-0-0 g 16442 • 12 11 1�9 8 7 STATE - 0-10-$ 1133# 3.50" 1133N 3.50" �l ~���F a 27-0-0 B �u(1-10-8 I N p�gNq GABLE STUD PLATES (68) 2X4(R1-1-11) I I I (R1-1-11) ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 1-4-0 o.c. scale = 0.1250 ,.4,,� �v\�•`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'��FSSIO N AL �,��` TC A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HHGE r'»trrlttt CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 4Q,.......7"fr-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 41.8 which is a part of the building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 shown is for lateral support ol'wss members only to reduce buckling length. Provisions roust he BC Live 0.0 psf O.C.Spacing: 24.0" made to anchor lateral bracing at end'••nd specified locations determined by the building designer. Dest ' "riteria: TPI Additional bracing of the overall st may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, cuntat !designer. (Truss Plate Institute,TPI,is heated at Cod( TPI 1-1995 583 D'Onofrio Drive,Madison,W . '3719). TOTAL 40.0 psf y;ol 0, J-32677-52 CENTEX 2241 MODEL 1213 WO: TI: HH TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) QTY:1 1- 0 -884 0.01 0.17 0.18 SOT CHORDS: 2x4 SPF # /#1 2 rxyrlX4 continuous lateral bracing attached with Joint Locations (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 5) 23- 0- 1 9) 13- 2- 8 0- 2 -1314 0.02 0.41 0.43 WEBS: 2x4 SPF #3 (N) MUST be positioned to provide equal unbraced 2) 6- 4- 2 6) 27- 0- 0 10) 13- 2- 8 2- 3 -1053 0.04 0.39 0.43 2x4 SPF STUD (N) 1,8 segments OR 2x4 "T" brace may be nailed flat 3) 12-11- 0 7) 27- 0- 0 11) 6- 5-14 3- 4 -711 0.02 0.28 0.30 2x4 SPF #1/#2 (N) 2,4,7 to edge of web with 12d nails spaced 8" o.c. 4) 18- 4-12 8) 18- 4-12 12) 0- 0- 0 4- 5 -912 0.01 0.24 0.26 SLIDERS: 2x4 SPF #1/#2 (N) Brace must extend at least 90'% of web length --MAX. REACTIONS PER BEARING LOCATION 5- 6 93 0.02 0.24 0.26 [] : Plate OFFSET from joint center. Refer 2x6 Brace required on any web exceeding 14'. X-Loc Vert Horiz Uplift Y-Loc to Joint Detail Report. All COMPRESSION Chords are assumed to be 0- 1-12 1132 0 0 BOT PIN e BC FORCE AXL BND CSI Right End vertical designed to withstand continuously braced unless noted otherwise. 26-10- 4 1132 0 0 BOT H-ROLL 12-11 938 0.23 0.22 0.46 0 MPH wind. This design based on,chord bracing applied 11-10 107 0.03 0.20 0.23 MAX LIVE LOAD DEFLECTION: per the following schedule: 10- 9 74 0.02 0.20 0.22 L/999 Max O.C. From To 9- 8 630 0.15 0.31 0.46 L=-0.04" D=-0.03" T=-0.07" + TC 24.0" 13- 6- 0 18- 2- 0 8- 7 563 0.14 0.31 0.45 MAX HORIZONTAL DEFLECTION: Bracing shown is for visual u T. 0.03" purposes only. WEB FORCE AXL BND CSI 9- 3 225 0.06 0.00 0.06 WEB FORCE WEB FORCE 2-11 -13 4- 8 89 9-11 839 5- 8 115 2- 9 -277 5- 7 -1068 4- 9 174 6- 7 -100 RMB = 1.15 ,, 12-11-0 2 1 5-5-12 1 8-7-4 1 5 10 00 c ,+,010 00 [6X6] [7X8]I ��� iiii 1111111 „________.4, 6X6 [6X8]� 11-10-8 ° A X4 10-5-8 0-8-5 3X4 3-3-7 t/'"��a�-�!� 5X6 [5X6] [6X8] 6X6 [6X12] 1-0-0 [3X5] `�� G S T Ce`f' 13-2-8 Plate HeightNo, F` 13-9 8 16442 12 11 14 8 = 1-0-0 STATE OF = 1133i� 3.50" 1133# 3.50" 0-10-8 ��(R 0 811] 7. INDlANp = (R1-1-11)a I' 27-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250 �''°��FF _ w��.' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 'i.,`810NM_ -,,‘`� T M . C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HH �}- CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 /iw-• 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 shown is for lateral support of truss members only to buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074O.C. S^acing: 24.0" made to anchor lateral bracing at ern' specified locations determined by the building designer. Desig 'teria: TPI Additional bracing of the overall sir 'ay be required. (Sec HID-91 of TPI). For specific BC Dead 10.0 psf WillikE QUALITY COUNTS truss bracing requirements, contact, 'csigner• (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'On oirio Drive,Madison,Wiscu 719). TOTAL 40.0 psf V:01.01,,,o-332678-53 CENTEX 2241 MODEL 1213 WO: TI: HHGR QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2ac4 SPF #1/#2 (N) if Anchorage for applied conc. loads shall be Joint Locations 1- 2 -10801 0.16 0.73 0.89 2x4 SP #2 1 designed by others and must distribute 1) 0- 0- 0 6) 22-10-10 11) 13- 4- 8 2- 3 -11773 0.41 0.42 0.82 BOT CHORDS: 2x6 SP MEL-23 load equally among all truss plys. 2) 4- 0- 0 7) 27- 0- 0 12) 13- 4- 8 3- 4 -9637 0.27 0.47 0.75 WEBS: 2x4 SPF #1/#2 (N) Top Chord MUST be continuously laterally 3) 8- 6-14 8) 27- 0- 0 13) 8- 6-14 4- 5 -7419 0.17 0.29 0.45 2x4 SPF #3 (N) 1,7,8 braced (BY OTHERS) to resist buckling 4) 12-11- 0 9) 22-10-10 14) 4- 0- 0 5- 6 -8486 0.13 0.14 0.27 2x6 SP MEL-23 3,4,5,11 ERPENDICULAR to the plane of the truss. 5) 18- 4-12 10) 18- 4-12 15) 0- 0- 0 6- 7 -7824 0.20 0.11 0.31 WEDGES: 2x6 SP MEL-23 ** Provide solid bearing from truss to El : Plate OFFSET from joint center. Refer foundation capable of supporting the TOTAL DESIGN LOADS BC FORCE AXL BND CSI to Joint Detail Report. high reaction(s) of truss shown below. Uniform PLF From PLF To 15-14 8070 0.15 0.26 0.41 Right End vertical designed to withstand All COMPRESSION Chords are assumed to be TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 14-13 8112 0.15 0.26 0.41 0 MPH wind. continuously braced unless noted otherwise. TC Vert L+D -60 0- 0- 0 -60 27- 0- 0 13-12 538 0.01 0.25 0.26 3-PLY TRUSSI fasten w/10d nails in This 3-PLY truss designed to carry TC Vert L+D -60 27- 0- 0 -60 27-10- 8 12-11 1874 0.03 0.25 0.28 staggered pattern per nailing schedule: 37'11" span framed to BC one face BC Vert L+D -20 0- 0- 0 -20 8- 6-14 11-10 6459 0.12 0.26 0.38 TC- 2 per ft. BC- 3 per ft. WEBS- 2 per ft 2' 0" span split-framed to opposite face BC Vert L+D -732 8- 6-14 -732 27- 0- 0 10- 9 6002 0.11 0.26 0.37 Repeat nailing as each ply is applied. This design based on chord bracing applied * Concentrated LBS Location 9- 8 0 0.00 0.18 0.18 Distribute loads equally to each ply. per the following schedule: BC Vert L+D -3856 8- 6-14 MAX LIVE LOAD DEFLECTION: Max_ 0.C. From To ---MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI L/999 }TC 24.0" 13- 6- 0 18- 2- 0 X-Loc Vert Horiz 11- 4 5854 0.11 0.00 0.11 L=-0.10" D=-0.10" T=-0.20" Bracing shown is for visualonly. Uplift BOT Type purposes 0 MAX HORIZONTAL DEFLECTION: - 1-12 8247 0 0 PIN WEB FORCE WEB FORCE T= 0.10" 26-10- 4 11004 0 0 BOT H-ROLL 2-14 -1361 5-10 3148 2-13 1188 6- 9 -1334 3-13 3348 6-10 823 11-13 8537 7- 9 7537 3-11 -2709 7- 8 -9705 5-11 2078 1 '., 3-PLYS REQUIRED RMB = 1.15 12-11-0 5-5-12 8-7-a 1 2 3 7 6 I 4' 10 00 OVO-10 00 T [6X101 6X10] . [7X121 V/AiLr 11-10-8 [6X8] 10-5-8 0-8-5 4 3-3-7 /�I�C=L. [8X8] [8X8] [5X8] [8X8] 3X10 [111/20-10X161-0 [HY20-SX10.4] [11Y20-10X16] `,``N`011�riir,,�,' 0-5-8• '�•� a G S TE-. Get 13-4-8 13-2-0 Plate Height No. c` • I I I I , = 1-0-0 16442 • t15 14 13 12'11 10 9 STATE OF = 0-10-8 8247H 3.50° it1loosa 3.50" =�1 = ° u 27-0-0 °I (00-10-8 INDIANA = (R1111) I 3856# [ (Rl 1-11) �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN UTPI 1-1995 scale "::-/22 C;�,�' WARNING: READ ALL NOTES ON THIS SHEET. = 0.1250 T M C Eng. Job: w0: ",f,es'sioNAL -0��` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HHGR CONTRACTOR. Dsgnr: JR11 Chk: Date: 11-23-00 �.`.., , 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 W ESTFI ELD1 N D 46074 shown is for lateral support of truss me^.bcrs only to reduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Spacing: 24.0" made to anchor lateral bracing at en .pecilied!,nations determined by the building designer. Desigteria:' TPI Additional bracing of the overall str lay he required. (See HIB-91 or TM. For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact,., lesigner. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Oool'rin Drive,Madison,Wise: .719). TOTAL 40.0 psf V:O1.01.,,, 332679-54 CENTEX I 2241 MODEL 1213 WO: TI: HVO11006 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) 10- 3- 8 7) 4- 2- 0 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 0- 2 5) 10- 3- 8 8) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 6- 3- 6 6) 6- 1- 8 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 0.64 0.64 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.64 0.64 Wind analysis based on: ASCE-Combined, V. 75 0- 1-12 0 WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 10- 1-12 0 0 0 BOT H-RROLL internal pressure coef. I, interior zone. RMB = 1.15 4-0-2 2-3-4 1 1 4-0-2 4 10 00 -10 00 4X5 4X5 , ... 3-4-8 3-4-8 0-0-6 Ea IIIIIbk _i__ �V n 0-0-6 2X5 ° X5% 1- 2X4 2X4 2Xs ; "� � � srf F;, Jr �" No. F' 'I I 10-3-8 16442 8 7 STgTE OF = a 3.50 0# 3 5oii INDIANA. = 10-3-8 °I , ����; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 3. @ 4-2-0 o.c. scale = 0.5000 .�' G��.`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �',/ NONAL F--,.,`� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HVO11006 T M C rr►rrriiit% TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing PO BOX 418 which is a part or the building design and which must he consiJcred by the building designer. Bracing TC Dead 10.0 psf DurFac -Plt: 1.15 W ESTFI ELD IN D 46074 shown is for lateral support or truss nterol,rs only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Sr.—lug: 24.0"made to anchor lateral bracing at end reified Ita:ations determined by the building designer. Additional bracing or tlwr overall stru y he required. (See H10.91 ul'TPI). Fur specific BC Dead 10.0 psf Desigc .eria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact hu. rsigncr. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Onul'riu privy,MaJisun.Wiscui n9). TOTAL 40.0 psf. v:01.01.u„-332680-55 CENTEX 2241 MODEL 1213 WO: TI: HV021006 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 Joi4) L8- 00-o4s 7) 1- 9- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 7- 6 5) 8- 0-- 4 4 8) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 6- 4-14 6) 6- 3- 4 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 0.09 0.09 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.09 0.09 Wind analysis based on: ASCE-Combined, V. 75 0- 1-12 0 0 0 BOT PIN WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 7-10- 8 0 0 0 BOT H-ROLL internal pressure coef. I, interior zone. RMB = 1.15 • 'Ill 4 1-7-6 4-9-8 1-7-6 4 ( 10.00 -10 00 4X5 4X5 I1-4-8 1-4-8 0-0-6 1• t i 0-0-6 2X5 2X4 • 1 \ 2X4 2X5 ,c42 o R�-, No8-0-40# 3.50 G 0# 3son $ o aEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1 1995 Studs ® 4-2-0 o.c. scale = 0.7500 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,'i&,`SSIO N AL F'�C`,,` lr M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: HV021006 r,r,t) i l►% nr:CONTRACTOR. Dsgnr: JR}I Chk: Date: 11-28-00 . 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 ui the building design and which must he considered by the building designer. Bracing WESTFIELD IND 46074 shown 15 her lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Desigr "-iteria: TPI Additional bracing of the overall sir stay he required. (See HIB-91 of TPI). For specilic BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact designer. (Truss Plate Institute,TPI,Is located at Code • TPI 1-1995 583 D'Onoi'rio Drive.Madison.Wis. 1719). TOTAL 40.0 psf V:01,Q. J-332681-56 • I)rll;'n: tl,rlriv :tale1,,rl 1011 /'.1711- r'.I71T1 r)A•'l/l.\ CENTEX 2241 MODEL 1213 WO: TI: IGE 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 9) 12- 0- 0 17) 8- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 7-15 10) 13- 4- 1 18) 6- 7-15 2x3 SPF #1/#2 (N) 5 nailed to face(s) of web with 10d nails 3) 4- 0- 0 11) 16- 0- 0 19) 5- 4- 0 WEB FORCE AXL BND CSI SLIDERS: 2x4 SPF #1/#2 (N) staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 4- 0 12) 16- 0- 0 20) 4- 0- 0 21- 2 0 0.00 0.14 0.15 2X4 TRANSVERSE BRACING nailed flat to edge BRACING to extend for 80% of web length. 5) 6- 7-15 13) 13- 4- 1 21) 2- 7-15 20- 3 0 0.00 0.30 0.30 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' 6) 8- 0- 0 14) 12- 0- 0 22) 0- 0- 0 19- 4 0 0.00 0.52 0.52 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face 7) 9- 4- 1 15) 10- 8- 0 18- 5 0 0.00 0.79 0.79 Analysis based on Simplified Analog Model. "**" denotes BOTH edges or BOTH faces 8) 10- 8- 0 16) 9- 4- 1 17- 6 0 0.00 0.66 0.66 MULTIPLE LOADS -- This design is the [1 : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 16- 7 0 0.00 0.79 0.79 composite result of multiple loads. to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 15- 8 0 0.00 0.52 0.52 All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 14- 9 0 0.00 0.30 0.30 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 15-10- 4 0 0 0 BOT H-ROLL 13-10 0 0.00 0.14 0.15 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 8-0-0 8 5 4 8-0-0 �' 1 2 3 7 9 10 11' 10.00 -1000 5X4 2X4 .'. 2X4 2X4 ' ° 2X4 2X4 , 2X4 7-9-5 2X4 ° 2X4 7-4-5 A , 3x4 al 0-8-5 yI �� 0 8-5 4ei ev Illl u u u u u u u u u 4X8] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 �` [4X8] �`NO,j\O t E"Ao��' f I R � ll ;Q� GNo' •Fe�'�% '1 2 I f t f 16-0-0 1 l l l 16442 UN 3.50" 21 20 19 13 17 16 15 14 13 12' STATE OF = 0-10-8 0# 3.50" 0-10-8 N p1A11 fq (RI-1 11)° I° 16-0-0 °I Fa(RI-1-11) ��% EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 1-6-0 o.c. scale = 0.2500 ,'�A�bFFS �C���': WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��,"Hsi S/O N Al_ 11 M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: IGE t t t t, CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 44....."--fr-......_, , 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 arid which must be considered by the building designer. Bracing `I '""is for lateral support of truss re -s only to reduce buckling length. Provisions must be BC Live 0.0 psf WESTFIELD IND 46074 0.C.� sing: 24.0" made to anchor lateral bracing at en pecifted locations determined by the building designer. Desig ;terla: TPI Additional bracing of the overall str tay 1x required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact h designer. (Truss Plate Institute,TPI,is prated •at Code 1 TPI 1-1995 583 D'Onolriu Drive,Madison,Wisc. )719). TOTAL 40.0 Sf ., p V;Q1.QY 332¢$2-57 CENTEX 2241 MODEL 1213 WO: TI: I QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer ....Joint Locations =_.___:__ 1- 0 -534 0.00 0.05 0.06 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 4) 12- 0- 0 7) 8- 0- 0 0- 2 -689 0.01 0.13 0.13 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 4- 0- 0 5) 16- 0- 0 8) 0- 0- 0 2- 3 -563 0.00 0.13 0.14 2x3 SPF #1/#2 (N) 2 continuously braced unless noted otherwise. 3) 8- 0- 0 6) 16- 0- 0 3- 4 -563 0.00 0.13 0.14 SLIDERS: 2x4 SPF #1/#2 (N) ---MAX. REACTIONS PER BEARING LOCATION 4- 0 -689 0.01 0.13 0.13 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type 0- 5 -534 0.00 0.05 0.06 L/9990- 1-12 692 0 0 DOT PIN L=-0.02" D=-0.01" T=-0.03" 15-10- 4 692 0 0 DOT H-ROLL BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 8- 7 494 0.12 0.23 0.35 T= 0.01" • 7- 6 494 0.12 0.23 0.35 WEB FORCE WEB FORCE 2- 7 -161 4- 7 -161 3- 7 379 RMB = 1.15 8-0-0 8-0-0 1 2 1 4 5 1000 -1000 5X4 . 2X4 2X4 7-9-5 7-4-5 3X4 3X4 0-8-5 `� 0-8-5 k. /et o lin . [4X8] 4X8 [4X8] O'I`�ON1oG sT•�RCF�% 16-0-0ri �� FL No. F' = j' 16442 � 693/183.50" 7 692/1 3.50" STATE OF o-l0-8 Etr 1600 ° a0-108 IND1A1_A (R1-1-11)° I° I I (R1-1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 '��O,r V�.` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��',/ 0/ONAL F-' ' A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: I �'►�t►rtt►� T M C CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 R ,-4,......---fr.-,.... , TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not ercctlun 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 Stir lateral support of buss members only Si,reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 0.C• Spacing: 24.0" made to anchor lateral bracing at end! 'reified locations determined by the building designer. Design 'eria: TPI Additional bracing of the overall strut y he required. (See HIB-91 of TPI). Fur specific BC Dead lU.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact hr 'esigner. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 593 D'Onofrio Drive,Madison,Wiscot w '19). TOTAL 40.0 psf V:01.01.„„-332683-58 /)r'1!t'rl' .“,,,,11 '1,,,,A 1i1 //tor 1.1-I'1I. /•.:'I'r'r'r i,: , CENTEX 1 2241 MODEL 1213 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (x) WO: TI: IGR QTY:2 1- 2 FORC2E 0.09 0.36D 0.45 TOT CHORDS: 2x4 SP MEL-23# * Anchorage for applied conc. loads shall be Joint Locations 1- 23 -5011 0.09 0.16 0.30 WEBS: 2x4 SPF MELD designed by others and must distribute 1) 0- 0- 0 5) 16- 0- 0 9) 8- 0- 0 2- 4 -5388 0.11 0.16 0.29 SP (N) load equally among all truss plys. 2) 4- 2- 2 6) 16- 0- 0 10) 4- 2- 2 4-3 5 -6956 0. 1 0.248 0.43 WEDGES: 2x68 SP MEL-23MEL 3,4 Top Chord MUST be continuouslylateral) braced (BY OTHERS) to resist ucklin laterally 3) 8- 0- 0 7) 11- 9-14 11) 0- 0- 0 [1 : Plate OFFSET from joint center. Refer PERPENDICULAR to the plane of the truss. 4) 11- 9-14 8) 8- 7- 4 BC FORCE AXL BND CSI to Joint Detail Report. 11-10 3447 0.07 0.16 0.24 + Denotes 90 degree plate orientation. ®bearing loest cation nSON ,for, connection at TOTAL DESIGN LOADS 10- 9 3470 0.07 0.16 0.24 All COMPRESSION Chords are assumed to be proper reaction Uniform PLF From -60PLF To 9- 8 3774 0.08 0.08 0.16 continuously braced unless noted otherwise. This 2-PLYrtruss designedom truss to atonca TC Vert L+D -60 0- 0- 0 8- 7 5197 0.11 0.19 0.30 2-PLY TRUSSI fasten w/lOd nails in36' 9" -60 16- 0- 0 carry BC Vert L+D -10 0- 0- 0 -10 8- 0-10 7- 6 5260 0.11 0.17 0.28 staggered pattern span framed to eBCd one face BC Vert aL+Dte -710 8- 6-14 -710on16- 0- 0 P per nailing schedule: 2' 0" span split-framed to opposite face *Concentrated LBS Location TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft WEB FORCE WEB FORCE Distribute loads equally to each ply. BC Vert L+D -3744 8- 6-14 2-10 -782 3- 8 5638 --MAX. REACTIONS PER BEARING LOCATION 2- 9 520 4- 8 -1644 Building Designer shall provide adequate X-Loc Vert Horiz Uplift Y-Loc Type 3- 9 661 4- 7 2102 bearing area and anchorage. 0- 1-12 3580 0 0 HOT PIN RMB = 1.00 BEARING AREA REQUIRED 15-10- 4 6568 0 0 BOT H-ROLL ID Brg Size ** Min Size -or- Min Area 2 0- 3- 8 0- 3-14 11.62 si ** size specified by customer MAX LIVE LOAD DEFLECTION: L/999 I ', 2-PLYS REQUIRED L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL DEFLECTION: 8-0-0 8-0-0 I,T. 0.04" 1 I I ,{ 2 4 SI 1000 -10 it [1OX10] [5X8J 8X8] A I 7-4-5 e I__ /\'• 7-4-5 ii 0-8-5 Al 0-8-5 _i__ \\I [8X8] 3X10 [12X12] [3X10] [8X8] [12X12] .01‘litt,ll0 *;sQ'.‘AOn GNo e' cc`% 1 16-0-0 16442 11 I I t t 10 9 7 6 ___________STATE OF 3581# 3.50" E r _ I 6568# 3.88" 1NDIANA = r" 16-0- 4�; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 3744# 1,P� �' � scale = 0.2500 �''.�F v ���' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '',�F"1HIi L `���`� T M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: IGR f4-�. TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 W ESTFI ELD I N D 46074 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" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stru- ,ay be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf Design _ ;teria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact' designer. (Truss Plate Institute,TPI,is located at Code. TPI 1-1995 583 U'Onofriu Drive,Madison,Wisp 719). TOTAL 40.0 psf V:01.Ol 332684-59 Drai,ln Aluait :Iodises JOB P.11'll: C:177:F-/.0KI/f/;V CENTEX I 2241 MODEL 1213 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) WO: TI: JGR QTY:2 1- 2 FORCE0 0 0 0 TOP CHORDS: 2x4 SP MEL#23 *Anchorage for applied conc. loads shall be =1- 23 -69358 0.27 0.30 0.571 WEBS: designed by others and must distributeJoint Locations- 2= 2- 4 -6513 0.17 0.20 0.37 2x4 SPF #1/#2 (N) load equally1) 0- 0- 0 6) 20- 8- 2 12) 12- 1- 2 2x4 SPF #3 (N) 1,8 bemoco all truss plys. 2) 3-11-14 7) 20- 8- 0 12) 8- 6-14 4- 5 -6477 0.19 0.13 0.32 2x6 SP MEL-23 3,6 Top Chord MUST continuously laterally 3) 7- 7- 8 8) 20- 8- 0 13) 3-11-14 5- 6 -6477 0.381 0.361 0.32 WEDGES: 2x6 SP MEL-23 braced (BY OTHERS) to resist buckling 4) 10- 4- 0 6- 7 -9224 0.35 0.45 0.80 PERPENDICULARestSIMPSON to the plane of the truss. 5) 13- 0- 8 10) 14- 0- 0 14) 0- 0- 0 (] : Plate OFFSET from joint center. Refer ®Suggest 'TBE' connection at to Joint Detail Report. bearing location for proper reaction BC FORCE AXL BND CSI All COMPRESSION Chords are assumed to be 14-13 5305 0.11 0.25 0.36 continuously braced unless noted otherwise. This 2-PLYr truss designedg bearing. TC Vertrm TOTAL DESIGN LOADS 13-12 5896 0.12 0.25 0.38 2-PLY TRUSS! fasten w/lOd nails in36' 9" to carryFrom PLF To 13-12 5896 0.12 0.23 0.37 staggeredspan framed to BC one fe BC Vert L+D -60 0- 0- 0 -60 20- 8- 0 11-10 6017 0.13 0.23 0.36 TC- a pattern per nailing schedule: 2' 0" span split-framed toBC Vert L+D -20 0- 0- 0 -20 8- 6-14 10- 9 6017 0.13 0.28 0.41 per ft. BC- 2 per ft. WEBS- 2 per ft opposite face BC Vert aL+Dte -710 8- 6-14 -710 20- 8- 0 Distribute loads equally to each ply, *Concentrated LBS Location 9- 8 6955 0.15 0.21 0.36 BC Vert ate BuildingDesigner -3744 8- 6-14 WEB FORCE WEB FORCE bearing areaanda anchorage. adequate ----MAX. REACTIONS PER BEARING LOCATION 2-13 38 4-11 -114 X-Loc Vert Horiz Uplift Y-Loc Type 3-13 -1189 5-11 3849 ID Br Size**NG � REQUIRID 0- 1-12 5453 0 0 BOT PIN 3-12 5166 5- 9 1895 2 0- 3- 8 M00- Size- 4 -or- 14.674n Area 20- 6- 4 8288 0 0 HOT H-ROLL 4-12 17 6- 9 107 ** e by customer si size specified customer RMB = 1.00 MAX LIVE LOAD DEFLECTION: L/999 L=-0.1l" D=-0.11" T=-0 2 ', 2-PLYS REQUIRED MAX HORIZONTAL DEFLECT ON: T. 0.06" 7-7-8 1 2 5-5-0 7-7-8 4 6 10 00 -10 0000 [7X10] 5X8 [7X10] T T 1 3X6 6 6 k 111166 3X6 7-0-9 W W 7-0-9 0-8-5 �a 0-8-5 Mifi i N . ___L_ [loxlo] [s m uuuuu u11ID111 0E um►u ] [10X12] HY20-6X10.4 [8X10] [10X10] [10X12] lllllll ill, Pi 4 �'�� GNo. •F , 20-8-0 16442 • 14 13 ' l 5454# 3.50" 12 11 10l 9 STgTE OF I I * 8288>f a.88" 20-8-0 I 3744# N�JANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/ PI 1-1995 `` scale = 0.2500 '''��0�'FSS ���` `� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ,, /ONA,t ,. T M C w0: ��,,,,,,,,\ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: JGR :4„.:: /"......._. , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRJI Chk: Date: 11-28-00 BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is mit erection bracing,wind bracing,portal bracing or similar bracing PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 10.0 psf DurFac-Plt: 1.15 W ESTFI ELD IND 46074 ',in.n is,or lateral support of truss members only to reduce hackling length. Provisions must he BC Live 0.0 psf O.C. Spaying: 24.0" made to anchor lateral bracing at ends to' citird locations determined by the building designer. Additional bracing of the I wend,struct he required. (See HIB-91 of TPt). For specific BC Dead 10.0 psf Design ,ria: TPI WIIENE QUALITY COUNTS truss bracing requirements, contact bu :signer. (Truss Plate 583 EVE/north,Drive,Madison,Mu,: /19). Code D TPI 1-1995 Institute,TPI,is!mated at TOTAL 40.0 psf V:01.01. ,,-332685-60 Urito Mini ,Imdi,n Jr111 /':11// C-t7/.1./.r/1,"'R/V CENTEX 1 2241 MODEL 1213 TC FORCE AXL BND CSI TOP CHORDS:: 2x4 SPF #1/#2 (N) WO: TI: JH3 QTY:1 1- 0 -RC 0.01 0.10D 0.10 BOT CHORDS: 2x4 SPF #1/#2 (N) (1 : Plate OFFSET from joint center. Refer _ 0- 2 -936 0.01 0.36 0.10 WEBS: to Joint Detail Report. Joint 2 -Locations0 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 0- 0- 0 4) 20- 8- 0 7) 10- 0- 0 2- 3 -652 0.01 0.49 0.50 2x4 SPF #3 (N) 2 ) 8-13 5) 20- 8- 0 8) 6- 8-13 3- 0 -936 0.01 0.36 0.37 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 3) 13-11- 3 6) 13-11- 3 9) 0- 0- 0 0- 4 -633 0.01 0.10 0.10 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- 1-12 879 0 9- 8 648 0.16 0.18 0.33 MAX HORIZONTAL DEFLECTION: 20- 6- 4 879 0 BOT PIN 8- 7 649 0.16 0.18 0.34 T. 0.02" 0 0 BOT H-ROLL 7- 6 649 0.16 0.19 0.35 6- 5 648 0.16 0.19 0.35 WEB FORCE WEB FORCE 2- 8 139 3- 6 140 2- 6 3 RMB = 1.15 • 6 8 13 4 7-2-6 6-8-13 1 't 4 10 00 -10 00 [6X10] 5X6 6-8-10 6-3-11 0-8-5 3X4 __/__ fii 3X4 {J [4X8] 2X4 3X6 4X6 i [4X8] 0-8-5 N A ;``'. G STE,RCe- Q • No. F ,f' 20-8-0 Pi �i 16442 9 8 7 6 879# 3,50" STgTE OF _ 0-10-8 879N 3.50" INDIA1Yq = (R1-1-11)DI F- 20-8-0 nl Ia0-10-8 ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R1-1-11) scale = 0.2500 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ;''e;,SS/ONAL "-`‘`,� H3 I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: J 4d'� /"...........4, , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRIi Chk: Date: 11-28-00 BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. i Bracing shown on this drawing is not erection bracing,wind bracing,portal 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 TC Dead 10.0 psf DurFac -Plt: 1.15 WESTFIELD I ND 46074 shown is for lateral support of truss- -hers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. _ -Icing: 24.0" made to anchor lateral bracing at r specified locations determined by the building designer. Additional bracing of the overall s. -may he required. (Sec HI13-91 of TPI). For specific BC Dead 10.0 psf Desk riteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact :designer. (Truss Plate Institute,TPI,is boated at 583 D'Omtfrio Drive,Madison,Wis.. 53719). Code TPI 1-1995 TOTAL 40.0 psf v•nt i._ ,tn 114o,- e, CENTEX 2241 MODEL 1213 WO: TI: JH4GR QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 1) : Plate OFFSET from joint center. Refer Joint Locations 1- 2 -2663 0.12 0.47 0.59 BOT CHORDS: 2x6 SP MEL-23 to Joint Detail Report. 1) 0- 0- 0 5) 20- 8- 0 9) 8- 0- 0 2- 3 -2520 0.10 0.26 0.36 WEBS: 2x4 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 5- 6- 6 6) 20- 8- 0 10) 5- 6- 6 3- 4 -2520 0.10 0.26 0.36 2x4 SPF #1/#2 (N) 2,4 continuously braced unless noted otherwise. 3) 10- 4- 0 7) 15- 1-10 11) 0- 0- 0 4- 5 -2663 0.12 0.47 0.59 WEDGES: 2x6 SP MEL-23 This 1-PLY truss designed to carry 4) 15- 1-10 8) 10- 4- 0 MAX LIVE LOAD DEFLECTION: 9'10" span framed to BC one face BC FORCE AXL BND CSI L/999 2' 0" span split-framed to opposite face TOTAL DESIGN LOADS 11-10 1960 0.11 0.17 0.28 L=-0.08" D=-0.08" T=-0.16" Uniform PLF From PLF To 10- 9 1968 0.11 0.13 0.24 MAX HORIZONTAL DEFLECTION: TC Vert L+D -60 -0-10- 8 -60 0- 0- 0 9- 8 1968 0.11 0.16 0.27 T= 0.07" TC Vert L+D -60 0- 0- 0 -60 20- 8- 0 8- 7 1968 0.11 0.16 0.27 TC Vert L+D -60 20- 8- 0 -60 21- 6- 8 7- 6 1960 0.11 0.17 0.28 BC Vert L+D -172 0- 0- 0 -172 20- 8- 0 WEB FORCE WEB FORCE ----MAX. REACTIONS PER BEARING LOCATION 2-10 816 4- 8 781 X-Loc Vert Horiz Uplift Y-Loc Type 2- 8 781 4- 7 816 0- 1-12 2450 0 0 BOT PIN 3- 8 -286 20- 6- 4 2450 0 0 BOT H-ROLL RMB = 1.00 . 5-6-6 9-7-4 5-6-6 'll 3 5 1000 -10-0 [6X10] 3X5 [6X10] T II T 5-8-10 5-3-10 T 0-8 5 Tr ril [8X8l [3X6] 5X6 [6X12] [3X6] [8X8] Pi PI �, Ei GNoT� F 1 1 20-8-0 1 I6442 2451# 3.5011 10 9 8 7 • STATE OF = 0-10-8 2451# 3.50" ▪ I NDIAA = (RI-1-11)°l l° 20-8-0 °0-10 8 I (R1-1-11) 4= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 �4, r�'A,Q�FF ���.' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,'�,,SSIONAL `�,��` lir C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: JH4GR r,,,lltltl, CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 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 Me building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 lflllw111K tor lateral supportof truss nl+oboe{only toreduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing ate specified Vocations determined by the building designer. Deli iteria: TPI Additional bracing of the overall s• may be required. (See 1118-91 of TPI). For specific BC Dead 1U.0 psf W''ERE QUALITY COUNTS truss bracing requirements, contact :designer. (Truss Plate Institute,TPI,is located at Code. TPI 1-1995 58.1 D'Onulriu Drive,Madison,Win i)719). TOTAL 40.0 psf V:01.0►.o0 332687-62 CENTEX I 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: JEJ QTY:6 1- 2 -425 0.00 0.43 0.43 BOT CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be Joint Locations 2- 3 425 0.00 0.43 0.43 WEBS: 2x4 SPF #3 continuously braced unless noted otherwise. 1) 0- 0- 0 3) 9-10-11 5) 0- 0- 0 (N) End vertical(s) not designed for exposure 2) 5- 3- 7 4) 9-10-11 BC FORCE AXL HND CSI MAX LIVE LOAD DEFLECTION: to lateral wind pressure. ----MAX. REACTIONS PER BEARING LOCATION 5- 4 347 0.09 0.39 0.47 L=-0.01" D=-0.01" T=-0.03" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 448 0 0 BOT PIN WEB FORCE WEB FORCE T= 0.03" 9- 9-15 395 0 0 BOT H-ROLL 2- 4 -406 3- 4 -99 RMB = 1.15 9-10-11 • 1 2 6 0000 2X4 J 2X I81JJ 0-4-5 • e 3X5 4X5 ``,`�Ot,`O��E•��/,Rc, ri � � G1ST� o:, -I`�. No. �`� 9-10-11 1bg42 +t 4 STATE OF - 448# 3.50 396# 1.50" 0-10-8 � INp)AIYA (Ro-11-12)a� I( 9 10 11ai EXCEPT AS SI-IOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 ,�'A�Di� ��. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''i S/oNAL ���`� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: JEJ "I,tttll►t TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Clik: Date: 11-28-00 COMPANY INC: BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown un 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 ol'the building design and which must he considered by the building designer. Bracing shown is fur lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 O.C. Sp-wing: 24.0" made to anchor lateral bracing at ends a' :ilied locations determined by the building designer. Additional bracing of the overall utruet he required. (See I1IB-91 of TPI). Fur specific BC Dead 10.0 psf Design !Ha: TPI WllEkL'QUALITY COUNTS truss bracing requirements, contact but signer. (Truss Plate Institute,TPI,is located at Code DE rPI 1-1995 583 D'Onuliiu Drive,Madison,Wiacoro 9). TOTAL 40.0 psf V:01.01.b t8-63 ,,,: ,.,,„ , „ 33264g ` CENTEX 2241 MODEL 1213 WO: TI: JMH1 QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #l/#2 (N) All COMPRESSION Chords are assumed to be 1- 2 -439 0.00 0.39 0.39 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 Joi3) 9-10-11s 5) 6- 6-10 2- 3 -314 0.00 0.26 0.26 WEBS: 2x3 SPF #3 (N) MAX LIVE LOAD DEFLECTION: 2) 6- 6-10 4) 9-10-11 6) 0- 0- 0 BC FORCE AXL BND CSI L/999 ----MAX. REACTIONS PER BEARING LOCATION 6- 5 327 0.08 0.24 0.32 L=-0.01" D=-0.01" T=-0.02" X-Loc Vert Horiz Uplift Y-Loc Type 5- 4 0 0.00 0.21 0.21 MAX HORIZONTAL DEFLECTION: 0- 1-12 448 0 0 BOT PIN T. 0.02" 9- 9-15 395 0 0 BOT H-ROLL WEB FORCE WEB FORCE 2- 5 -160 3- 4 -389 3- 5 441 RMB = 1.15 • 6 6 10 3-4-1 1 311/ • 6 00 Drop = 0-1-15 5X6 4X5 E= e ITT 4-0-8 3-5-10 34-10 0-4-5 0 4X5 2X4 `,olosrrrirrrr . l 164426 STATE OF = o >o s 448# 3.50° s 396a 1.50" . IND1ANq = (Ro 11 12)°� 9 l0 11 °I -,..,,,,:- -:,.4), �� EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 � F v � WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ' csn ''ti3O/ONAL —00 ? M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: JMH1 Arrrrrrrtttt CONTRACTOR. Dsgnr: JRH Chic: Date: 11-28-00 .., 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 WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions oust he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends^ 'ccilied locations determined by the building designer. Design erla: TPI Additional bracing of the overall strw he required. (See HIB-91 ul'TPI). Fur specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact ht. csigner. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Onofrio Drive,Mudn,m,Wiscot: i 19). TOTAL 40.0 psf V:01.01. . . 332689-64 CENTEX 2241 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 -782 0.01 0.16 0.17 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 9-10-11 5) 3- 2-11 2- 3 -672 0.02 0.36 0.38 WEBS: 2x3 SPF #3 (N) This 1-PLY Hip Master designed to carry 2) 3- 2-11 4) 9-10-11 6) 0- 0- 0 2x4 SPF STUD (N) 2 2' 4" jacks (mono truss framed to BC) BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: and Hip Jacks framed to BC TOTAL DESIGN LOADS 6- 5 667 0.16 0.41 0.58 L/999 Uniform PLF From PLF To 5- 4 0 0.00 0.49 0.49 L=-0.02" D=-0:02" T=-0.03" TC Vert L+D -60 -0-10- 8 -60 3- 2-11 MAX HORIZONTAL DEFLECTION: TC Vert L+D -30 3- 2-11 -30 9-10-11 WEB FORCE WEB FORCE T. 0.01" BC Vert L+D -20 0- 0- 0 -20 3- 2-11 2- 5 140 3- 4 -267 BC Vert L+D -50 3- 2-11 -50 9-10-11 3- 5 694 Concentrated LBS Location RMB = 1.00 BC Vert L+D -41 3- 2-11 ----MAX. REACTIONS PER BEARING LOCATION X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 477 0 0 BOT PIN 9- 9-15 413 0 0 BOT H-ROLL ,I fr 3-2-11 i 6-8-0 l 3 6 00 5X6 5X4 ___ 2-4-8 0-4-5 1-11-10 XS 5X4 2X4 `,,,,,tttr,,r,, �,•��\0 E. ARC•,, il ��� i T� �C,CF,' ,�' 9-10-11 4/ __________STATE o-io s 478a 3.50" 413a 1.50" E OF 1 IND1ANq = (Ro 1I-12)°l �° 42a 9 10-11Ili ��; EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 �'.A�O,r C���C.``` WARNING: READ ALL NOTES ON THIS SHEET. Eng Job: WO: '''/,SS/ONAL •- ' I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Di�'g: CENTEX Truss ID: J1VIH2GR CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 Q_�rtttt 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 4.18 which is a part'tithe building design and which must he considered by the building designer. Bracing W ESTF I ELD I N D 46074 shown us for lateral support ul'truss n ethers only toreduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Snacing: 24.0" made to anchor lateral bracing at cr specified locations determined by the building designer. Deli iteria: TPI Additional bracing of the overall st. nay he required. (See IIIB-91 of TPI). Fur specific BC Dead 10.0_ psf 1? W I I ERE QUALITY COUNTS truss bracing requirements, contact,. designer. (Truss Plate Institute,TPI,is located at Cede t : TPI 1-1995 583 D'Onofriu Drive,Madison,Wisc ' 3719). TOTAL 40.0 psf V:Ql.O.. J-332690-65 CENTEX I 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI KEJ QTY:8 1- 2 -24 0.00 0.02 0.02 BOT CHORDS: 2x6 SP MEL-23 I7 : Plate ntFDeT iloR joint center. Refer Joint Locations WEBS: 2x3 SPF #3 to OFFSET Detail Report. 1) 0- 0- 0 3) 1- 6- 6 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be 2) 1- 6- 6 4) 0- 0- 0 4- 3 0 0.00 0.00 0.00 L/999 continuously braced unless noted otherwise. ----MAX, REACTIONS PER BEARING LOCATION L= 0.00" D= 0.00" T= 0.00" X-Loc Vert Horiz Uplift Y-Loc Type WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 0- 1-12 109 0 0 BOT PIN 2- 3 -42 T= 0.00" 1- 5-10 65 0 0 BOT H-ROLL RMB = 1.15 ti. 1-6-6 2 10 00 2X4 n 1 11-10 2-4-10 � FAIIIIIII 0'S'S [3X6) 2X4 `,`\ON14 iE„q,Rc ! R: '�' , GISr4- F'';� ' No, F' 1-6-6 I6442 4 3 _STATE( oF ) = 0-10-8 109# 3.50" 66# 1.50" Li D1ANq (R1 1-11),r 1-6-6 --El ; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ��� scale = 0.7500 ��'°��F�sS ���`�;.' WARN ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �, /ONAL , I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: KEJ '>>tttttt� 7CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 tr"----• TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing sh„wn nn this drawing is mit erection bracing.wind bracing,portal bracing or similar bracing PO BOX 4 18 which is a part of the building design and which must he considered by the building designer. Bracing TC Dead 10.0 psf DurFac-Plt: 1.15 WESTFIELD INS 46074 shown is for lateral support of truss memhers Only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at e• I specified locations determined by the building designer. - Additional bracing of the overall r may he required. (See HIB-91 of TP). For specific BC Dead 10.0 psf Deli' riteria: TPI WHERE QUALITY COUNTS truss bracing requirements, cuntac •g designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onofrio Drive,Madison,Wir I 53719). TOTAL 40.0 psf sou rnff• r'nr.r.,nt-nttN V:Olson. O332691-66 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) TI: KDJ QTY:2 1- 2 -32 0.00 0.10 0.10 BOT CHORDS: 2x6 SP MEL-23 [I :Analysis based on rimj ointd enter. Model. Joint Locations4 WEDGES: 2x4 SPF #1/#2 (N) �� � Plate OFFSET frost joint center. Refer 1) 0- 2- 5 3) 2- 9- 4 to Joint Detail Report. 2) 2- 9- 4 4) 0- 2- 5 BC FORCE AXL BND CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be 4- 3 1 0.00 0.02 0.02 supports. ----MAX. REACTIONS PER BEARING LOCATION ma 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- 8 69 5 0 TOP PIN WEB FORCE WEB FORCE necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: 0- 1-12 214 -5 0 SOT PIN RMB = 1.15 L/999 2- 8- 8 43 0 0 BOT H-ROLL L. 0.00" D= 0.00" T=-0.01" MAX HORIZONTAL DEFLECTION: T= 0.00" 2-9-4 I • 1 2 11/ . f 5.14 Attach Na (2) T lad Toe--Nails �,,, 1-10-9 2-3-2 T 0-8-5 — _ Attach with (1) [6X6] lad Toe-Nails otWO �. G S E. , '; 2-9-4 F �` 16 o �• / 4 /� 7. STATE OF � 1-9-3 214# 3.50" 70#1.50" _�I — I° °�° 2 9-4 43# 5011 7. INDIAN (R1-11-1) C/L: -8 8 .,A� A ����` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7500 ',FA'''. �C\$ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''/,SS/ONAL �,t�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: ICDJ 'I,,,,,t,t% CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 .,. 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 bracin g 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 WESTFIELD IND 46074 shown is fur lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" static to anchor lateral bracing at ends 'ecilied locations determined by the building designer. Desigr ergs: TPI w Additional bracing of the overall s y he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact h, esigner. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 581 D'Onuiriu Drive,Madison,Wiscul `'' l9). TOTAL 40.0 psf V:01.01., ,,-332692- ,,,,rr' 11.,0 Ir,,,/i,rl UM I.Fill r'.in,'r 111.101, 67 CENTEX I 2241 MODEL 1213 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) WO: TI: L QTY:4 1- 0. -324 0.00 0.14 0.14 BOT CHORDS: 2x4 SPF #1/#2 (N) I) : Plate OFFSET from joint center. Refer ==Joint Locations ___ 0- 2 -239 0.00 0.29 0.29 WEBS: 2x3 SPF #3to Joint Detail Report. 1) 0- 0- 0 3) 8- 5- 6 5) 0- 0- 0 2- 3 -98239 0.00 0.29 0.29 (N) All COMPRESSION Chords are assumed to be 2) 4- 2-11 4) 8- 5- 6 2x6 SP MEL-23 2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION SLIDERS: 2x4 SPF #1/#2 (N) End vertical(s) not designed for BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: re exposure X-Loc- 1-12 V 39 0 Horiz Uplift Type 5- 4 174 0.04 0.27 0.31 L/999 to lateral wind pressure. 0- 0 0 0 BOT T PIN L= 0.00" D. 0.00" T=-0.01" 8- 4-10 337 0 0 ROT H-ROLL WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 4 -240 3- 4 -100 T= 0.02" RMB = 1.15 8-5-6 ] 2 311/ 10 00 [3X6] ITT 2X4 7-9-3 °' 7 8-13 7-4-3 3X4 0-8-5 i OE iiiilue• [CO] 4X8 ```,`oN\OttE.,A,,,,,, `.'\-- G sr 0 ':-• No. c" C� ,�' 8-5-6 I/ 16442 • 5 4 STATE OF - 0-10-8 390# 3.50" 338# 1.50" z. 8-5-6 INDIANA = (R1-1-11)„I I °i .off ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 , , ` I WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: L /14..-..., , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRI1 Chk: Date: 11-28 00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 WESTFI ELD IND 46074 shown is for lateral support of truss m,mhers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. ',acing: 24.0" made to anchor lateral bracing at r I specified locations determined by the building designer. Additional bracing of the overall t may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf Desi riteria: TPI WIIERE QUALITY COUNTS truss bracing requirements, contac. g designer. (Truss Plate Institute,TPI,is located at Code 2: TPI 1-1995 581 D'Onol'riu Drive,Madison,Zvi. .53719). TOTAL 40.0 psf_„ .. p V:01.0i.00-332693_fR CENTEX I 2241 MODEL 1213 WO: ' TI: M TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joi 12cGE QTY:1 BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 12- 00 17) 8- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2x3 SPF #1/#2 (N) 5 nailed to2) 2- 7-15 10) 13- 4- 1 18) 6- 7-15 WEB FORCE AXL BND CSI SLIDERS: 2x4 SPF #1 #2 (N) faces) of web with lOd nails 3) 4- 0- 0 1TRANSVRSE 4) 5- 4- 02) 16- 0- 0 1920) 5- 4- 0 21- 2 0 0.00 0.14 0.15 2X4 TRANSVERSE BRACING nailed flat to edge BRACINGetoBextend for 80%rof web length• 5) 6- 7-15 13) 116- 0- 03- 4- 1 21)) 4-2- 77-150 20- 3 0 0.00 0.30 0.30 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' 6) 8- 0- 0 14) 12- 0- 0 22) 0- 0- 0 19- 4 0 0.00 0.52 0.52 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face 18- 5 0 0.00 0.79 0.79 Analysis based on Simplified Analog Model. "**" dg 7) 9- 4- 1 15) 10- 8- 0 17- 6 0 0.00 0.66 0.66 MULTIPLE LOADS -- This design (l : Plate is the denotes BOTH ed es or BOTH faces 8) 10- 8- 0 16) 9- 4- 1 to Joint Dert.ate OFFSET from joint center. Refer ----MAX, REACTIONS PER BEARING LOCATION 16- 7 0 0.00 0.79 0.79 composite result of multiple le loads. 15- 8 0 0.00 0.52 0.52 Right End vertical designed withstand All COMPRESSIONtail Chordspare assumed to be X0- 1-12 Vert Horiz Uplift BOTLoc Type 14- 9 0 0.00 0.30 0.30 75 MPH wind. continuously braced unless noted otherwise. 15-10- 4 0 0 0 PIN 13-10 0 0.00 0.14 0.15 Wind analysis based on: ASCE-Combined, V. 75 0 0 BOT 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 8 0 0 2 8-0-0 I I f 3 4 5 7 8 9 10 11 10 0000 -10 00 5X4 2X4 4 2XiIIIi 4 2X4 J 7-9-52X42X4 7-4-5 3X4 3X40-8- �� 0-8-5,. 115 n rtn �p " WI\ au e4X81 2x4 2x4 2x4 2x4 2x4 2X4 2X4 2x4 2x4 [4X8] A ii N No. F, I I I 1 16-0-0 164 , 22 21 20 19 18 17 16 115 141 113 12' ON 3.50" =* STATE OF _ 0-10-8 16-0-0 oa 3.50" 0-10-8 INp1ANq = (R1-1-11)°I I. ��� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Rl-1 11) �iA� Studs @ 1-6-0 o.c. scale = 0.2500 O WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��t',/FSS/ONAL _,0,0 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: MGE /.....,_. , TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-23-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown on this drawing is out erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 4 18 which is a part of the building design and which must be considered by the building designer. Bracing WESTFIELD IND 46074 min.,is for lateral support of truss n• '-rs only to reduce buckling length. Provisions must he BC Live 0.0 psf 0•C• ing: 24.0" made to anchor lateral bracing at en "reified locations determined by the building designer. Additional bracing of the overall son .lay he required. (See HIB-91 ofTPl). For specific BC Dead 10.0 psf Deng, terla: TPI WHERE QUALITY COUNTS truss bracing requirements, contact! t designer. (Truss Plate Institute,TPI,is located at Code : TPI 1-1995 553 D•Onolriu Drive,Madison,Wisc i 53719). TOTAL 40.0 psf V.01 n t .In_11,4o,,_KO CENTEX I 2241IVI011EL 1213 , WO: TI: MSC QTY:1 452 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 1- 0 - CE 0 X 0.08 0 2x4 SP #2 3 ., 1X4 continuous lateral bracing attached with Joint Locations 0- 2 -666 0.00 0.0 0.08 BOT CHORDS: 2x4 • SPF #2/#2 (N) 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 5) 15-10- 6 9) 15-10- 6 2- 3 -695 0.00 0.47 0.47 WEBS: 2x4 SPF STUD (N) MUST be positioned to provide equal unbraced 2) 6- 9-10 6) 20- 4- 7 10) 14- 0- 0 3- 4 -643 0.00 0.47 0.25 segments OR 2x4 "T" brace may be nailed flat 3) 8- 1-14 7) 24- 1- 4 11) 6- 9-10 4- 5 143 0.00 0.16 0.16 2x4 SPF #1/#2 (N) 2,3 to edge of web with 12d nails spaced 8" o.c. 4) 12- 7-12 8) 24- 1- 4 12) 0- 0- 0 2x4 SPF #3 (N) 4,6 Brace must extend at least 90% of web length 5- 6 -112 0.00 0.20 0.20 GABLE STUD: 2x3 SPF #3 (N) 2x6 Brace required on any web exceeding 14'. X-Loc REACTIONS ertON oriz BEARINGUplf Y-LocZO1Type 6- 7 88 0.02 0.20 0.22 2x3 SPF #3 (N) 3,8,12,14 2X4 TRANSVERSE BRACING nailed flat to edge 0- 1-12 687 -27 0 BOT BC FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 5 of web with 12d nails at 8" O.C. TRANSVERSE 15-10- 4 967 0 PIN 2x3 SPF #1/#2 (N) 6,9,10 BRACING to extend for center 80% of length. 23-11- 8 378 0 0 BOT H-ROLL 12-11 446 0.11 0.26 0.37 2x3 SPF #3 (N) 15,16 0 BOT H-ROLL 11-10 1426 0.031 0.26 0.37 SLIDERS: 2x4 SPF #3/#2 (N) (1: Plate OFFSET from joint center. Refer + Denotes 90 degree plate orientation. 10- 9 142 0.03 0.35 0.38 This truss is designed to bear on multiple All COMPRESSION to Joint tChords ail pare assumed to be ort. MULTIPLE teAre -- Tofs ultignf pl is the 9- 8 137 0.03 0.35 0.38 supports. Interior bearing locations should continuously braced unless noted otherwise. Right End vertical designed toe loads. withstand be marked on truss. Shim or wedge if Wind analysis based on: ASCE-Combined, V= 75 WEB FORCE WEB FORCE necessary to achieve full bearing. MPH, I=0.90, Mean H t.=15.0 ft 75 MPH wind. 2-11 -383 6- 9 -169 MAX LIVE LOAD DEFLECTION: internal pressure coef. I, interior zone.C, 4-11 628 6- 8 -217 L/999 4- 9 -429 7- 8 -92 L=-0.03" D=-0.03" T=-0.05" 5- 9 -240 MAX HORIZONTAL DEFLECTION: RMB = 1.15 T= 0.05":, f r 12-7-12 2 3 it 11-5-8 I1 1 5 6 7 1 001 0 -10 00 [6X6] T i • 2X4 3X6 I 2X4 I 11-7-12 • I SXG 11-2-12 • lil 1 I'�. 0-8-5 3X4 I O 2X4 • - �� III ►�� [5X8] [5X6] 4X10 [6X6] [SX6] 1-8-3 ,,`ottE,,,,, `��,, qRc n ^ -tea eo-3 8 Ei G STD Ff; Q- No, F` ,� 1 23 9-12 Z. ( 16442 12 11 110 9 STgTE OF _ 688# 3.50" 967# 3.50" 379# 3.50" =fir _ 0-10-8 INDiAN GABLE STUD PLATES (60) 2X4 (R1-1-11)DI I* 24-1-4 nl IQo-10-8 C/L: 15 10 4 1 (R1-1 11) ;'A� ���: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Studs 1-4-0 o.c. scale = 0.1250 D,r �, WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�''�FSS/O NM-6, �`�� ` T C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: MSC �''+,,,,t I►' CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 //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 PO which is abuilding design TC Dead 10.0 psf DurFac-PIt: 1.15 BOX 418 part of the and which must he considered by the building designer. Bracing WESTFIELD IUD 46074 shown is for lateral support of truss m-tubers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. ^acing: 24.0tt made to anchor lateral bracing at' I specified locations determined by the building designer. Additional bracing of the overall: may he required. (See 11113•91 of TPI). For specific BC Dead 10.0 psf Desi riteria:TPI WIIERE QUALITY COUNTS truss brining requirements, comae. , .,designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onulrio Drive,Madison,N'iv 51719), TOTAL 40.0 psf V:01.0►.00-332695_7n CENTEX 2241 MODEL 1213 WO: TI: Ml QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) ® 1X4 continuous lateral bracing attached with ===_=__=======Joint Locations=====__________ 1- 0 -446 0.00 0.08 0.08 HOT CHORDS: 2x4 SPF #1/#2 (N) - 10d nails each member where shown.Bracing 1) 0- 0- 0 5) 15-10- 6 9) 14- 0- 0 0- 2 -660 0.00 0.48 0.48 WEBS: 2x4 SPF STUD (N) MUST be positioned to provide equal unbraced 2) 6- 9-10 6) 22- 3- 8 10) 6- 9-10 2- 3 -692 0.01 0.48 0.49 2x4 SPF #1/#2 (N) 2,3 segments OR 2x4 "T" brace may be nailed flat 3) 8- 1-14 7) 22- 3- 8 11) 0- 0- 0 3- 4 -640 0.01 0.24 0.25 2x4 SPF #3 (N) 4,5 to edge of web with 12d nails spaced 8" o.c. 4) 12- 7-12 8) 15-10- 6 4- 5 -128 0.00 0.49 0.49 SLIDERS: 2x4 SPF #1/#2 (N) Brace must extend at least 90% of web length 5- 6 -125 0.03 0.49 0.52 [1 : Plate OFFSET from joint center. Refer 2x6 Brace required on any web exceeding 14'. X-Loci• REACTIONS NHoriz BEARINGlif LOCATION to Joint Detail Report. + Denotes 90 degree plate orientation. 0- 1-12 681 0 0 HOT PIN BC FORCE AXL BND CSI This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be 15-10- 4 917 0 0 BOT H-ROLL 11-10 442 0.11 0.28 0.39 supports. Interior bearing locations should continuously braced unless noted otherwise. 22- 1-12 236 0 10- 9 132 0.03 0.28 0.31 be marked on truss. Shim or wedge if Right End vertical designed to withstand 0 BOT H-ROLL 9- 8 132 0.03 0.28 0.31 necessary to achieve full bearing. 0 MPH wind. 8- 7 0 0.00 0.28 0.28 MAX LIVE LOAD DEFLECTION: L/999 WEB FORCE WEB FORCE L=-0.03" D=-0.03" T=-0.06" 2-10 -387 5- 8 -381 MAX HORIZONTAL DEFLECTION: 4-10 640 6- 8 23 T= 0.05" 4- 8 -390 6- 7 -190 RMB = 1.15 1 12-7-12 9-7-12 2 3 b 5 6 1(00 -10 00 [6X6] • T 4 2X 1 11-7-1211-2-12 I 0-8-5 AI\ T . -�- _�I 3-2-5 [5X8] [5X6] 4X10 [3X5] 3X6 ,`,.`0a 1 E. R ' ;'Q�� G No '�.��,'; 1 22-0-0 1 l 16442 11 10 9 8 STgTE OF '- 0-10-8 6.1"la 50" 918# 3.50" 236# 3.50" ' �N p)� _ 22-3-8 nl (Rl 1-11) C/L: 15 10 4 ,'A� ���` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.1250 ',.D,r C� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,'1/1„S/ONAL -,0%', T ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: Ml I11/111111� A CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 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,penal 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 WESTFIELD IND 46074 shown is 1h r lateral support of truss members only hi reduce buckling length. Provisions must he BC Live 0.0 psf O.C. SD hcing: 24.011 made to anchor lateral bracing at end %cilied locations determined by the building designer. Deli teria: TPI Additional bracing of the overall sin 4y he required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psf WHERE QUALITYCOUNTS truss bracing requirements, contact 1. :signer. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 583 D'Onofrin Drive,Madison,Wiscun. I 19). TOTAL 40.0 psf rt,.• v,;,r,. t,:,. .,, „„ „• V:I l. I..,.,-332696-71 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SP #2 it AnchorageTI: M1GR QTY:3 1- 2 RC 0.02 0.16 0.19 for applied cone, loads shall be Joint Locations 2x4 SPF #1/#2 (N) 2 designed by others and must distribute 1) 0- 0- 0 5) 15-10- 4 9) 8- 6-14 2- 3 -4475 0.05 0.12 0.17 BOT CHORDS: 2x8 SP MEL-23 load equally among all truss plys. 2) 4- 5- 9 6) 22- 3- 8 10) 4- 5- 9 3- 4 -4383 0.03 0.28 0.31 WEBS: 2x6 SP MEL-23 Top Chord MUST be continuously laterally 3) 8- 6-14 7) 22- 3- 8 11) 0- 0- 0 4- 5 113 0.01 0.24 0.25 2x4 SPF #3 (N) 1,2 braced (BY OTHERS) to resist buckling 5- 6 333 0.03 0.23 0.26 2x4 SPF #1/#2 (N) 4,5 PERPENDICULAR to the plane of the truss. 4) 12- 7-12 8) 15-10- 4 2x4 SP #2 BC FORCE AXL BND CSI WEDGES: 2x6 SP MEL-23 6 'Suggest SIMPSON 'TBE' connection at TOTAL DESIGN LOADS bearing location for proper reaction Uniform PLF From PLF To 11-10 3069 0.04 0.08 0.13 (] : Plate OFFSET from joint center. Refer transfer from truss to bearing. TC Vert L+D -60 0- 0- 0 -60 22- 3- 8 10- 9 3090 0.04 0.10 0.14 to Joint Detail Report. + Denotes 90 degree plate orientation. BC Vert L+D -20 0- 0- 0 -20 8- 6-14 9- 8 985 0.01 0.40 0.41 This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be BC Vert L+D -710 8- 6-14 -710 22- 3- 8 8- 7 0 0.00 0.40 0.40 supports. Interior bearing locations should continuously braced unless noted otherwise. *Concentrated LBS Location be marked on truss. Shim or wedge if Right End vertical designed to withstand BC Vert L+D -3744 8- 6-14 WEB FORCE WEB FORCE necessary to achieve full bearing. 0 MPH wind. 2-10 -718 4- 8 -3856 3-PLY TRUSS! fasten w/lod nails in This 3-PLY truss designed to carry ----MAX. REACTIONSe PER BEARINGlf LOCATION 2- 9 391 5- 8 -530 staggered pattern per nailingschedule: n X-Loco- V173 Horiz Uplift Y-Loc Type 36' 9 span framed to BC one face 0- 1-12 3173 0 0 BOT PIN 3- 9 -97 6- 8 -152 TC- 2 per ft. BC- 3 per ft. WEBS- 2 per ft 2' O. span split-framed to opposite face 15-10- 5 10166 0 0 BOT H-ROLL 4- 9 6674 6- 7 29 Repeat nailing as each ply is applied. RMB = 1.15 Distribute loads equally to each ply. 22- 1-12 1652 0 0 HOT H-ROLL MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.09" MAX HORIZONTAL DEFLECTION: T. 0.04" 1 ',, 3-PLYS REQUIRED 12-7-12 9-7-12 1 2 I I 3 1 5 6 10.00 -10 00 • (6X8] • T _=sX , [5X8] I 11-2-1211-2-12 [8X10] 0-8-5Ai �, _ir_ 1 3-2-5 -. ireld1011.1a6MIMILMIRININNINNINIMIEME111111111.1155 it , [10X10] [HY20-12X16] [HY20-12X16] [6X8] 3X10 II s Hp1.0-5-8 QC42 No F , t r l 21 10 0 11 10 9 3174f/ 3.50" 10167# 3.50" 1653# 3.50" OF = 22-3-8 7. = 3744f/ C/L: 15-10-5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESANSI/TP 1-1995 Over 3 Supports scale = 0,1250 �� WARNING: READ ALL NOTES ON THIS SHEET. En . Job: T M C g WO: `',i,`SS/OVAL F�``� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: M1GR 'iiiii CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 . , 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, bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4I 8partbuilding 6 6 portalbracing a igner. Bracing which is a of the design and which must be considered by the building designer. Bracing show tx for lateral support or n,r�.t ers only toreduce buckling length. Provisions must he WESTFI ELD IND 46074 nBC Live 0.0 psf O.C. Snacing: 24.0" made it,anchor lateral bracing at err pecilied locations determined by the building designer. Desi tells' TPI Additional bracing of the overall str. •,y he required. (See UlB-91 of TPI). For specific BC Dead 10.0 psf g 1VIlERE QUALITY COUNTS truss bracing requirements, contact I. esigner. (Truss Plate Institute,TPI,is located at Code . TPI 1-1995 _ 583 D'Onofrio Drive,Madison,Wiscor. 19). TOTAL 40.0 Sf P V:01.41:y,-332697-72 CENTER 2241 MODEL 1213 WO: TI: SPV11006 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) 11- 5-14 9) 2- 2-14 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 2-14 6) 11- 5-14 10) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 6- 4-14 7) 10- 6-14 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the () : Plate OFFSET from joint center. Refer 4) 10- 6-14 8) 6- 4-14 9- 2 0 0.00 0.08 0.08 composite result of multiple loads. to Joint Detail Re rt. 8- 3 0 0.00 0.82 0.82 Po ----MAX. REACTIONS PER BEARING LOCATION All 7- 4 0 0.00 0.08 0.08 Wind analysis based on: ASCE-Combined, V= 75 ontiinnuoouslyjbraON cedrunless noteds are d otherwise.d to be X0- 1-12 Vert-Loc 0 Horiz0 Uplift BOT Type 6- 5 0 0.00 0.03 0.03 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C 0 PIN internal pressure coef. I, interior zone. 11- 4- 2 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 6-4-14 1 5-1-0 'l1 2 4 5 110.00 -10 00 [5 X4] 04 5-4-7 2X4 5-4-7 2X4 2X4 Al 0-0-6 In, u° 1 1-1-10 '*"AgllgAIMPIMIMIMMIIIMI"MMIMMMMIMMMIMIM.MIMIIII-MIMMIIMIMMIMIMIMIMMIIIMIMOL-4- 2X5 2X4 2X4 2X4 2X4 ot,,ON\Q E. itp, _.►000000000000000000000000000000000000000000t ;�'�� G S rE- C�, 11 s 14 1 Q No. F , I 16442 10 9 g I 6 STATE OF -" 0# 3.50° 7 0# 3 so" INDIANA ::.-- 7: In 11-5-14 el �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ,'o,Q k,�= 2-0-0 o.c. scale = 0.3750 I m c WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''o`,FSS/ONAL --,o��` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: SPV11006 ',-4,...::: te........., , CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 10.0 psf DurFac-Pit: 1.15 W ESTFI ELD I N D 46074 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" mudc to anchor lateral bracing ate .1 specified locations determined by the building designer. Deli riteria: TPI Additional bracing of the overall t may be required. (See 1110-91 of TPI). Fur specific BC Dead 10.0 psf WIIEkE QUALITY COUNTS truss bracing requirements, cuntai designer. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 581 D'Onutrio Drive,Madison,Wisc. 1719). TOTAL 40.0 psf V:01.0 1.vt1-332698-73 CENTER 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) TI: ocat ons6 QTY:1 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locat HOT CHORDS: 2x3 SPF #1/#2 (N) ions BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 of web with 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 5) 12- 8- 6 9) 6- 8- 6 (N) BRACING to extend for center 80% of length. 2) 3- 5- 5 6) 12- 8- 6 10) 3- 5- 5 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 7- 7- 6 '7) 11- 9- 7 11) 0- 0- 0 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 (I : Plate OFFSET from joint center. Refer 4) 11- 9- 7 8) 7- 7- 6 10- 2 0 0.00 0.21 0.21 MULTIPLE LOADS -- This design is the to Joint Detail Report. 8- 3 0 0.00 0.67 0.67 composite result of multiple loads. ----MAX. REACTIONSV PER BEARING LOCATION 7- 4 0 0.00 0.21 0.21 p All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 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 12- 6-10 0 0 0 BOT 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 • 'lc 7-7-6 1 5-1-0 2 4 S .T00 -10 00 [5X4] Psi T . 6-4-8 2X4 2X4 J ^� 6-4-8 4 TT L y 0-0-6 I 2-1-11 nu 2X5 2X4 2X5 X4 • 2X4 • 2X4 i Q- o. F` I 12-8-6 t I6442 _ 11 10 9 g 3 6I STATE OF _ 0# 3.50° 0# 3.50" lNDtANq = I° 12-8-6 DI �'A� ����; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl!'I PI 1-1995 Studs 2-0-0 o.c. scale = 0.2500 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''"/ SS10NAL --,0% • T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: SPV21006;�iatrttttt /14,......._.• TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 WESTFIELD IND 46074 shown is for lateral support of truss members only ht reduce buckling length. Provisions must he BC Live 0.0 psf O•C• Spacing: 24.0° made to anchor lateral bracing at end 'specified locations determined by the building designer. De51 / feria: TPI Additional bracing of the overall str ay he required. (See H1B-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact. 'esigner, (Truss Plate Institute,TPI,Is located at Code L TPI 1'1995 583 D'Onotrio Drive,Madison,Wiscm '19). TOTAL 40.0 psf V:01.01: . 332699-74 /hltin 11,rlrit Inu/t l” II)1f l'I lll• (',711•1 r7K7f11V CENTEX j 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = TI: SPV31006 QTY:1 BOT CHORDS: 2x3 SPF #1/#2 (N) R Joint Locations3- 2 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACwINGwtoh extend afor center 80% ofils at 8" o.c. TRANSVERSE l gth. 2) 4- 7-12 6) 13-10-12 10) 4-17-12 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 8- 9-12 7) 12-11-12 11) 0- 0- 0 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 I] : Plate OFFSET from joint center. Refer 4) 12-11-12 8) 8- 9-12 10- 2 0 0.00 0.41 0.41 MULTIPLE LOADS -- This design is the to Joint Detail Report. 8- 3 0 0.00 0.91 0.90 composite.result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc REACTIONS BEARING f Y-Loc IONType 7- 4 0 0.00 0.41 0.41 continuously braced unless noted otherwise. 0- 1-12 0 6- 5 0 0.00 0.28 0.28 Wind analysis based on: ASCE-Combined, V= 75 13- 9- 0 0 0 0 BOT PIN 0 0 BOT H-ROLL MPH, I=0.90, Mean Hgt.=15.0 ft, WEB FORCE WEB FORCE • internal pressure coef. I, interior zone.C, RMB = 1.15 'll 8 9 12 1 5-1-0 r 2 4 5 1 .00 -10 00 [5X4] Fai s T 2X4 2X4 • 7-4-8 J 12X4 7-4-8 0-0-63-1-11 2X5 2X X X4 4IUUIi 2X4 c 2X4 AO ow ��TT • �� R GNo E '�, (4-, ,�' I 13-10-12 16g42 • t11 10 9 8 7 6 - 7-E OF "- 0# 3.50' Off 3.sott STATE INA I° 13-10-12 t+l Np�g r,�A� �,�` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED I'ER ANSI/Tr1 1 1995 Studs Q 2-0-0 o.c. scale = 0.2500 OF C�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''�;,SS/ONAL ��0` 11 M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SPV31006 �j TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 `` � BRACING WARNING COMPANYTC Live 20.0 psf DurFac-Lbr: 1.15 INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal 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 TC Dead 10.0 psf DurFac-Pit: 1.15 WESTFIELD IND 46074 shown;s for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O•C• Spacing: 24.0n made to anchor lateral bracing at nd specified locations determined by the building designer. Additional bracing of the overall c may he required. (See 11113•91 of TPI). For specific BC Dead 10.0 psf Des' lriteria: TPI WHERE QUALITY COUNTS truss bracing requirements, cunt. -ig designer. (Truss Plate Institute,TPI,is located at Cod. TPI 1-1995 583 D'Onol'rio Drive,Madison,W;. 53719). TOTAL Ih•,nvr U.urn .1,,,,,,,,, Ii1R 1'III I''111.rnrrrr. 40.0 psf v: 1•� .. �]- �27 0-7 `CENTEX I 2241 MODEL 1213 WO:TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) TI: Scationsons6 QTY:1 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locat BOT CHORDS: 2x3 SPF #1/#2 (N) BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) of web with 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 6) 15- 1- 0 11) 5-10- 0 GABLESTUD: 2x3 SPF #3 BRACING to extend for center 80% of length. 2) (N) Analysis based on Simplified Analog Model. 3) 5-10- 0 8) 14- 2- 0 13) 0-10- 00 WEB FORCE AXL BND CSI 2x4 SPF #1/#2 (N) 3 12- 2 0 0.00 0.05 0.05 MULTIPLE LOADS -- This design () Plate OFFSET from joint center. Refer 4) 10- 0- 0 9) 10- 0- 0 is the Joint oint Detail Report. 5) 14- 2- 0 10) 9- 1- 0 11- 3 0 0.00 0.67 0.67 composite result of multiple loads. All COMPRESSION Chords are assumed to be 9- 4 0 0.00 0.84 0.84 End vertical(s) not designed for exposure continuously braced unless noted otherwise. X-Loci REACTIONS ertONHoriz BUplift Y-Loc Type 8- 5 0 0.00 0.65 0.65 to lateral wind pressure. Wind analysis based on: ASCE-Combined, V= 75 0- 1-12 0 7- 6 0 0.00 0.49 0.49 0 0 BOT PI1N e MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 14-11- 4 0 WEB FORCE WEB FORCE internal pressure coef. I, interior zone. 0 0 BOT H-ROLL RMB = 1.15 • • • • 2 10-0-0 5-1-0 f 3 ,�' 5 6' • 10 0000 -10 00 [5X4] e • +. m 4X6 2X4 8-4-6411 0�� � 8-4-6 41-90-0-6 —8 2X5 2X4 2X4 2X5 2X4 2X4 2X4 oN q,Q' I i ��%�� GNo, •F� 4/ t i 15-1-0 , I I I' 16442 = 0# 3 50"13 12 11 10 9 g 3 srArE of = 0# 3.50" =* = f° 15-1-0 oI I N p JgNq 4` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 c.�� Studs 2-0-0 o.c. scale = 0.2500 �'A�O,c �� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: I 14 C,�'''�;^sS/ONAL `� A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SPV410 06 006 TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 74),....:- 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 fur lateral support of truss members only to reduce buckling length. Provisions must be WESTFIELD INS 46074 BC Live 0.0 psf O•C. Spacing; 24.U" made it;anchor lateral bracing at ends a'-'snecilicd I,n ations determined by the building designer. Additional bracing ol'the overall Strut y be required. (See IIIB-9I of TPI). For specific BC Dead 10.0 psf Design `eria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact h signer. (Truss Plate Institute,TPI,is located al 583 D'Onol'riu Drive,Madison,Wisc., 9). Code L TPI 1-1995 TOTAL 40.0 psf V:Q1.01.1,4 332701-76 l)rti,,t: MPoirot ;lihdi3i,. ' !rill PA//l: C:1/7:'/:-/.010/1/V CENTER 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) TI: SPV5 QTY:1 2X4 TRANSVERSE BRACING nailed flat to edge = Joint Locationsns6 BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 6) 16- 3- 8 11) 7- 0- 7 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2-10- 0 7) 16- 3- 8 12) 2-10- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 7- 0- 7 8) 15- 4- 9 13) 0- 0- 0 WEB FORCE AXL BND CSI 2x4 SPF #1/#2 (N) 3 [] : Plate OFFSET from joint center. Refer 4) 11- 2- 8 9) 11- 2- 8 12- 2 0 0.00 0.09 0.09 MULTIPLE LOADS --This design is the to Joint Detail Report. 11- 3 0 0.00 0.66 0.66 composite result of multiple loads. All COMPRESSION Chords are assumed to be5)----MAX.15- 4- 9 10)PER- 3- 8 9- 4 0 0.00 0.71 0.71 End vertical(s) not designed for -- AX. REACTIONS BEARING LOCATION 8- 5 0 0.00 0.65 0.65 to lateral wind exposure continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 7- 6 0 0.00 0.51 0.52 pressure. 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, 16- 1-12 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. • RMB = 1.15 11-2-8 5-1-0 1 2 I ' 3 5 61 10 00 -1 00 [5X4) e 2X4 4X6 2X4 • 9-4-7 9-4-7 2X4 1 5-1-10 006 Al I� 2X5 2X4 2X4--6a 2X4 2X4 2X5 2X4 wil tlaliliry/ %,,otpE. gn O 'T II .`Q� FL No.�'F�F ,�' t 1 16-3-8 t I 16442 13 12 11 10 9 8 7 STATE OF 0# 3.50" 0# 3.50" = = Ia 16-3-8 oI INpIq�A ��`- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1 1995 ,o Studs @ 1-4-0 o.c. scale = 0.1875 i'fp��` c-N � :� WARN ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ;''',4,SsIONAL --,0,, I 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: SPV51006 t 'l�ttrsl►� - CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 c••-, 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, bracingbracing ), g,portal or similar TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 4 18 which is a part of the building design and which must be considered by the building designer. Bracing W ESTF I ELD I N D 46074 shown is 6m lateral support of truss r,—.hers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made hi anchor lateral bracing ate specified locations determined by the building designer. Deli Iterla:TPI Additional bracing ol'the overall st lay be required. (See HID-91 u(TPI). Fur specific BC Dead 10.0 psf [ W I IERE QUALITY COUNTS truss bracing requirements, contact.. designer. (Truss Plate Institute,TPI,is located al Code. TPI 1-1995 581 D'Onulrio Drive,Madison,Wises. 1719), TOTAL 40.0 psf V:O1.Ol.vO-332702-77 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge TI: SPV61006 QTY:1 BOT CHORDS: 2x3 SPF #1/#2 (N) A Joint Locations- 3 BC FORCE AXL BND CSI WEBS: 2x3 SPF- #3 (N) of the same of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 6) 15- 6- 3 11) 10- 5- 2 GABLE STUD: 2x3 SPF #1/#2 (N) nailed to face(s)sofnweb w and ithd10de snails 2) 3- 0- 1 7) 16- 5- 2 12) 7- 2- 2 WEB FORCE AXL BND CSI 2x3 SPF #3 3) 5- 4-10 8) 16- 5- 2 13) 3- 0- 1 14- 1 0 0.00 0.01 0.01 (N) 2 staggered 8" o.c. SCAB or TRANSVERSE 4) 7- 2- 2 9) 15- 6- 3 14) 0- 0- 0 2x4 SPF #1/#2 (N) 4 BRACING to extend for 80% of web length. 13- 2 0 0.00 0.19 0.19 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding g14' 5) 11- 4- 2C 10)PER- - 2 12- 4 0 0.00 0.50 0.50 of web with 12d nails at 8" O.C. TRANSVERSEface ----MAX.-- • REACTIONS Horiz BEARINGlf LOCATION 10- 5 0 0.00 0.86 0.86 BRACING to extend for center 80% of length. "*" denotes ONEs TH eedges or BOTH faces de or ONE X-Loc- Vert Uplift BOT Type n t*u 9- 6 0 0.00 0.50 0.50 [1 : Plate OFFSET from joint center. Refer Analysis based eon Simplified Analog Model. 16- 3-16 2 0 -6 0 PIN 8- 7 0 0.00 0.73 0.73 to Joint Detail Report. MULTIPLE LOADS -- This designis the0 0 BOT H-ROLL Left End vertical designed to withstand compositeAll COMPRESSIONy Chords are assumed to be WEB FORCE WEB FORCE 75 MPH wind. y resultbd ofn multipleASC - lines. continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 RMB = 1.15 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. t 11-4-2 4 4 5-1-0 ► I 3 I �' 6 7' 10�00 -1 00 0 [4X6] P.n 2x4 2X4 • T 10-6-121047 2Xiii, 21x4 6-1-10 2X4 111 [2X4] 2X4 2X4 2X4 2X4 0-11-0 2X5 2X4 I C- GNo c(s. 4'4 I 16-2-10 • t t t ` I6442 13 12 11 10 9 gl STgrE 0# 3.50" 0# 3.50" _tr OF 0-10-8 7. IN DIA NA - 16-5-2 .I o In (R1-1-11) :,'A� '4(`; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.1875 %,l�` C�� WARNING: READ ALL NOTES ON THIS SHEET. Eng, Job: WO: I M C ��''�Fss/dryAL -',o`�' A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SPV61006 7‹)....::- ,,t�tttt� CONTRACTOR. Dsgnr: JR1I Chk: Date: 11-28-00 1.4...., TRUSS MANUFACTURING BRACING WARNING• TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown us this drawing is not erection bracing,wind bracing,portal bracing or similar bracing PO BOX 418 partbuilding designb TC Dead 10.0 psf DurFac-Plt: 1.15 which is a 'lithe and which must be considered by the building designer. Bracing W ESTFI ELD 1N D 46074 shown is for lateral support of truss members only to reduce buckling length, Provisions must be BC Live 0.0 psf O.C. Spacing: 24.011 made to anchor lateral bracing at end' lecified locations determined by the building designer. Desigr serfs: TPI Additional bracing of the overall stru iy he required. (See H10-91 of'TPI). Fur specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact h. 'signer. (Truss Plate Institute,TPI,is located at Code L TPI 1-1995 58.1 D'Onul'riu Drive,Madison,Wi con.`' 14). TOTAL 40.0 psf V:01.01.,, 332703-78 oruv, v,,,, I,0,.r, CENTER 2241 MODEL 1213 WO: TI: SV021006 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BOT CHORDS: 2x3 SPF #1/#2 (N) R =__ ===Joint Locations- - BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of webIN with x1te nails at to O.C. TRANSVERSEfln . 1) 0- 3- 0 3) 4- 1- 5 5) 2- 3-14 BRACING to extend for center 80% of length. 2) 2- 3-14 4) 4- 1- 5 6) 0- 0- 0 WEDGES: 2x3 SPF #1/#2 (N) Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI + Denotes 90 degree plate orientation. (1 : Plate OFFSET from joint center. Refer X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.19 0.19 MULTIPLE LOADS -- This design is the to Joint Detail Rep rt. 0-composite result of multiple loads. All COMPRESSION Chords are assumed to be 3-11-19 2 0 0 0 BOT 0 0 BOT H-N -RO. Wind analysis based on: ASCE-Combined, V=L7 WEB FORCE WEB FORCE continuously braced unless noted otherwise5 RMB = 1.15 • MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, internal pressure coef. I, interior zone. 1 2-3-14 I 1-9-7 3 • 1000 -1000 4X4 T Alb. II 00/ 1-11-10 1-11-10 0-0-6 -� Av. 8 0-5-12 2X5 2X4 [3X5] �- ``````o,`O 1 F• q,R/,,' ''e o. tcs,� '' t 4-1-5 / 16442 = 6 5 STgrE OF 0# 3.50° 0# 3.50" INDIANA = 4-1-5 °{ �'A ��4� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-2-0 o.c. scale = 0.7500 �'��p�` C��`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �''cS8/ONAi_ ��.,`� T ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV021006 ,,//1111111 TRUSS MANUFACTURINGCONTRACTOR. Dsgnr: JR1I Chk: Date: 11-28-00 ?2 -4....1c/ COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 4 18 which is a part of the building design and which must he considered by the building designer. Bracing W ESTF I ELD l N D 46074 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" made to anchor lateral bracing at r• •d specified locations determined by the building designer. Desi criteria: TPI Additional bracing of the overall: may he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, costa, `designer. (Truss Plate Institute,TP1.is located at COdt : TPI 1-1995 583 D•Onofrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:01.0..-) 32704-79 11 r,r,rr Al.rir -I lrir/rti, 10/t I'111/- /'-17l:l'.I/re•i err,r CENTEX 2241 MODEL 1213 WO: TI: SV031006 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge BOT CHORDS: 2x3 SPF #1/#2 (N) R Joint Locations of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 5- 3- 6 5) 3- 6- 4 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 6- 4 4) 5- 3- 6 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 0.48 0.48 continuously braced unless noted otherwise. composite result of multiple loads. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.12 0.12 Wind analysis based on: ASCE-Combined, V= 75 5- 1-10 0 0 0 BOT 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 • 3-6-4 / 1-9-2 4'111 3 10 0000 -10 00 4X4 • T NT Ti_6_0 2-11-9 2-11-9 0-0-6 2X5 2 i A 2X X o X4 2X4 ,`` • ,,,`Qft�rlirrri q '% 0 R 'Q�� q GNo f'F Cam,,'; ,�' 5-3-6 16442 e _ 6 $ ON 3.50" 0# 3.50"w 44/ STATE of la 5-3-6 of JND1ANA �� EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 A Studs 4-2-0 o.c. scale = 0.5000 2. 1:".2FFS ���` `� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,, S/ONAL ,o T 14 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV031006 mit►Itltt nr:CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 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 WESTFI ELD IND 46074 shown is for lateral support ul'truss me-' s only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Sn^^ing: 24.0t" made to anchor lateral bracing at end :third locations determined by the building designer. Desigr eels: TPI Additional bracing of the overall strut v he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact but, signer. (Truss Plate Institute,TPI,is located at Code D. i PI 1-1995 583 D'Onotriu Drive,Madison,Whim's :19). TOTAL 40.0 psf V:01_,Ol.w-332705-80 CENTEX 2241 MODEL 1213 WO: TI: SV041006 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- 5-14 5) 4- 8-12 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 8-12 4) 6- 5-14 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 0.90 0.90 continuously braced unless noted otherwise. composite result of multiple loads. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.36 0.36 • Wind analysis based on: ASCE-Combined, V= 75 6- 4- 2 0 0 0 BOT H-ROLL 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 • ir1 4-8-12 / 1-9-2 3 10 00 -10 00 4X4 ea Alli X4 3-11-11 j3h1 6-1 0-0-G wEll E. °u 2X5 2X4 2X4 c'- � GNo,E e' '% ,/ 6-5-14 j, 6 I 4'1 ________STATE16442 O � 0# 3.50" S 0# 3.50" 7. IN p JA F �° 6-5-14 °1 NA (�� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs xi ct, © 4-2-0 o.c. scale = 0.5000 ��',p�F C�$ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: .'',.FSS/0 N Al_ �%.�`�% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV041006 c. 11 t t t* CONTRACTOR. Dsgnr: JRI I Chk: Date: 11-28-00 /r7.—t. . 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 show for is r lateral support ul'trur hers only to reduce buckling length. Provisions must be BC Live 0.0 psf W ESTF I ELD IN D 46074 O•C --acing: 24.0" made to anchor lateral bracing at 1 specified locations determined by the building designer. Desk riteria: TPI Additional bracing of the overalls may he required. (See II18.91 of TPI). Fur specific BC Dead 10.0 psf IIERE QUALITY COUNTS truss bracing requirements, contact g designer. (Truss Plate Institute,TPI,is located at Code z: TPI 1-1995 W 583 O'Onufrio Drive,Madison.Win. .0 53719). TOTAL 40.0 psi.� v•nl ni nn_11,inA_QI CENTER 2241 MODEL 1213 WO: , TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge TI: SV051006 QTY:1 BOT CHORDS: 2x3 SPF #1/#2 (N) g Joint Locations- 4 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACwING toextendafor center 80% ofils at 8" o.c. of length. 2) 1- 7- 0 5) 7- 8- 4 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 5-11- 2 6) 5-11- 2 WEB FORCE AXL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 7- 2 0 0.00 0.04 0.04 continuously braced unless noted otherwise. composite result of multiple loads. X-Loci REACTIONS BEARINGulii LOCATION 6- 3 0 0.00 0.70 0.70 Wind analysis based on: ASCE-Combined, V= 75 0- 1-12 0 0 5- 4 0 0.00 0.35 0.35 MPH, I=0.90, Mean Hgt.=15.0 ft, 0 BOT PIN WEB FORCE WEB FORCE internal pressure coef. I, interior zone. C� 7- 6- 8 0 0 0 BOT H-ROLL RMB = 1.15 • 5-11-2 ,i, 1-9-2 . 1 2 4 • 1000 -1000 4X4 BN 4 9 o 4-11-10 4-11-10 T413-6-10-0-6 + ,14.- lAmmunimmummiummimmummummomiu Li u_ 2X5 2X4 2X4 2X4 Q� 9 14o. 'F,F 7 7-8 4 l S� = z 0# 3.50" 6 srATF OF = 0# 3.50" = Ie 7-8-4 r] HIV D1ANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 C�, Studs 2-0-0 o.c. scale = 0.3750 ��'A��.r C).`'' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''itF`SS/ONAL rr��`� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: SV051006 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 /"......_• , 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 bracingor similar bracing g TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part ol'the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss ntemb-- "sly to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 O.C. Spa��ng: 24.0" made to anchor lateral bracing at ends ar 'led locations determined by the building designer. Additional bracing of the overall structut re required. (See HIB-91 or TPI). For specific BC Dead 10.0 psf Design ( la: TPI WHERE QUALITY COUNTS truss bracing requirements, contact built signer. (Truss Plate Institute,TPI,is located at Code De MI 1-1995 581 D'Onul'rio Drive,Madison,Wisc"ns. r9). TOTAL 40.0 Sf .. .. P V:O1_n1_in,-3327M_521 CENTEX 2241 MODEL 1213 WO: TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge TI: Sc bons QTY:1 BOT CHORDS: 2x3 SPF #1/#2 (N) R Joint Locations BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 of web with 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 4) 8-10-10 7) 2-10- 0 (N) BRACING to extend for center 80% of length. 2) 2-10- 0 5) 8-10-10 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 7- 1- 8 6) 7- 1- 8 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 [] : Plate OFFSET from joint center. Refer 7- 2 0 0.00 0.14 0.14 MULTIPLE LOADS -- This design is the to Joint Detail Report. ----MAX.X-LocREACTIONS Horiz PER BEARINGlf LOCATION 6- 3 0 0.00 0.58 0.58 composite result of multiple loads. All COMPRESSION Chords are assumed to be 0- 1-12 Vert0 0 Uplift BOT TypeN 5- 4 0 0.00 0.59 0.59 End vertical(s) not designed for exposure continuously braced unless noted otherwise. 8- 8-14 0 0 0 PIN to lateral wind pressure. Wind analysis based on: ASCE-Combined, V= 75 0 B(YP 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 7-1-8 , 1-9-2 jk 2 41 10 00 -10 00 [5X41 Ivey 2X4 • L 5-11-10 2X4 1510 u 4-6-0 0-0-6 Ittttititititt�..0 a-u 2X5 2X4 2X4 2X4 0,lltlr►rrrrrr ` ���A GNo�'F. 8-10-10 I f. 16442 8 7 6 51 STATE OF = 0# 3.sott 0# 3.50" =7. = �� 8-10-10 r.I �ND1ANA �c ` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,O (v Studs 02-0 0 o.c. scale = 0.2500 �'��F ���, WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��''rFs0/ONAL ���`‘' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV061006 'r�r)tth►� CONTRACTOR. ` /f4.......-• , Dsgnr: JRII Chk: Date: 11-28-00 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, bracing 6 which is a 6 portal a similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 418 parr of the hutith design and which must be considered by the building designer. Bracing shown is ror lateral Support or truss menthe••only to reduce buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 O.C. Spacing: 24.0" made to anchor lateral bracing at ends ar `led locations determined by the building designer. Additional bracing or the overall structut c required. (See 1110-91 of TPI). For specific BC Dead 10.0 psf Design C la: TPI WIIERE QUALITY COUNTS truss bracing requirements, contact buil, signer. (Truss Plate Institute,TPI,is fixated at Code De CPI 1-1995 583 D'Onul'riu Drive,Madison,Wiscone i 9). TOTAL 40.0 psf V:OI.Q1.t, 332708-83 CENTEX 2241 MODEL 1213 WO: TI: SV071006 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) 10- 1- 0 9) 5- 0- 6 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 0- 6 6) 10- 1- 0 10) 0- 0- 0 GABLE STUD: 2x3 SPF #1/#2 (N) Analysis based on Simplified Analog Model. 3) 7- 5- 2 7) 9- 0- 8 WEB FORCE AXL BND CSI 2x3 SPF #3 (N) 1 [I: Plate OFFSET from joint center. Refer 4) 9- 2-12 8) 7- 7- 0 9- 2 0 0.00 0.48 0.48 MULTIPLE LOADS --This design is the to Joint Detail Report. ---MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.64 0.64 composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.64 0.64 End vertical(s) not designed for exposure continuously braced unless noted otherwise. 0- 1-12 0 0 0 SOT PIN 6- 5 0 0.00 0.89 0.89 to lateral wind pressure. Wind analysis based on: ASCE-Combined, V= 75 9-11- 4 0 0 0 BOT 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 • 4L 1 7-5-2 2 1 9-10 10 'I t (())(())1000 _1 • 4X5 4X5 4_ AiITT G 2-10 T 6-2-10 5-6-2 0-0-600mtttt mllims ee 2X5 2X4 2X4 [2X4) 2X4 0-2-8 ,`�oN`o,E• ,,Rc :Q G N r . C` '' • 9-10-8 1 •6442 • 10 9 8 7 $T, yE O F � 0# 3.50" 0# 3.50" INp� I' 10-1-0 °l ANA �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs' Q 2-0-0 o.c. scale = 0.2500 '•ADO �•` ` 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: SV071006 ;'>>�ttttl� �--- CONTRACTOR. Dsgnr: JRH Chic: Date: 11-28-00 1 ..`, 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 18 which is a part of the building design and which must Ix considered by the building designer. Bracing WESTFI ELD I N D 46074 shown is for lateral support or truss members only up reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends ccitied locations determined by the building designer. Il Desl `erla: TPI Additional bracing of the overall strut f he required. (See 111B-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact b• designer. (Truss Plate Institute,TPI,is located at Code I TPI 1-1995 583 D'Ono,triu Drive,Madison,wilt 3719). TOTAL 40.0 psf V• 1.0 -3 2709- 4 CENTEX 2241 MODEL 1213 WO: TI: SV081006 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 4) 11- 3- 6 7) 5- 0- 6 BC FORCE AXL BND CSI WEBS: 2x3 SPF #1/#2 (N) BRACING to extend for center 80% of length. 2) 5- 0- 6 5) 11- 3- 6 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 7- 5- 2 6) 7- 7- 0 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION 7- 2 0 0.00 0.48 0.48 A11 COMPRESSION Chords are assumed to be composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.64 0.64 continuously braced unless noted otherwise. End vertical(s) not designed for exposure 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.64 0.64 to lateral wind pressure. 11- 1-10 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE Wind analysis based on: ASCE-Combined, V= 75 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. • • 7-5-2 , 3-10-4 . 1 2 4 10 00 4X5 2X4 T is111111111 u • 2X4 J 6-2-10 6-2-10 0-0-6 2X5 2X4 X4 2X4 .�`0�ON\0 1 E.,'��R,' 1^ ', I� �� G NSuT �. I 11-3-6 1 v. 16442 8 7 6 5 STgTE OF Off 3.50" 011 3.50't = INp1A = I° 11-3-6 7. NA ���� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I Studs @ 2-0-0 o.c. scale = 0.2500 cc+rsWARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T M C �''�,FSSIONAL ���`�. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV081006 Illll TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 • COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 Bracing shown on this drawing is not erection bracing.wind bracing,pima!bracing ur similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 PO BOX 4 1 8 schich is a part of the building design acid which must be considered by the building designer. Bracing 'b'nv't is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf WESTFIELD I N D 46074 O•C• Spacing: 24.Ott made to anchor lateral bracing at ends an' 'lied locations determined by the building designer' Design C "la: TPI Additional bracing of thew overall sctw a required. (See HIB-91 of TPI). Fur specific BC Dead 10.0 psf g WIlEkE QUALITY COUNTS truss bracing requirements, contact built .igner. (Truss Plate Institute,TPI,is located at Code De PI 1-1995 583 D'Onufriu Drive,Madison,Wiscons .9). TOTAL 40.0 psf V:01.01.1r, i3271Q 85 CENTEX 2241 MODEL 1213 WO: TI: SV091006 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations = =-- TOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 8- 9-10 5) 4- 8-10 BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 4- 8-10 4) 8- 9-10 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 MULTIPLE LOADS -- This design is the I] : Plate OFFSET from joint center. Refer X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.89 0.89 composite result of multiple loads. to Joint Detail Report. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.01 0.01 All COMPRESSION Chords are assumed to be 8- 7-14 0 0 0 BOT H-ROLL continuously braced unless noted otherwise. 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. 4 8 10 I 4-1-0 4, 3 1000 -1 00 0 4X4 T4 \ 3-11-9 3-11-9 00- r 2X5 C7 2X4 [2X4] 0-6-12 E A 0-3-8 �' -- R GNo, c�`C�'/�� 862 1 1644, 6 STATE OFJ 0# 3.50" s 0# 3 50" E7. = I° 8 9 10 �J IN LIANA ��` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 "I ,oStuds @ 4-2 0 o.c. scale = 0.5000 '.\\,..._-- ,... �F�(�(� C,��� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''It/,Ss/ONAL t,o'' I m C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV091006 ''»l 1 1 1 1 t% CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 ` //4......_, , TRUSS MANUFACTURING TC Live 20.0 BRACING WARNING: psf DurFac-Lbr: 1.15 COMPANY INC. Dracing 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 WESTFIELD IND 46074 shown is for lateral support ul'truss members only to reduce buckling length. 1'nrvisit,ns must he BC Live 0.0 psf 0.C• Spacing: 24.0" made to anchor lateral bracing at err prcified locations determined by the building designer. Desl 'feria: TPI Additional bracing of the overall sir lay he required. (See IIID-91 nfTPJ). for specific BC Dead 10.0 psf g WIIERE QUALITY COUNTS truss bracing reqirements, contact t ;designer. (Truss Plate Institute,TPI,in located at Code : TPI 1-1995 583 D'Onul'riu Drive,Madison,Wi.0 i3719). TOTAL 40.0 psf V: 1.0..00 32711-8 • CENTEX 2241 MODEL 1213 WO: TI: SV101006 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge .................Joint _ BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 Locations- 7) 1-11- 4 BC FORCE AXL BND CSI WEBS: ' 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1-11- 4 5) 10- 0- 0 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 5-11- 0 6) 5-11- 0 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. 6- 3 0 0.00 0.69 0.70 P X-Loc Vert Horiz Uplift Y-Loc Type All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.06 0.06 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 9-10- 4 0 0 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 . • I�c5110 1 4-1-0 2 10 0000 -10 0 • [5X4] ,Fe14-11-9 4-11-9 2X4 2X4 J 6 T 0-0-6 ' 1-6-11 b A to t 2X5 2X4 2X4 2X4 9 �‘,1fltff,,ff • ��%`,v%.1 E. q,..fro, ►1►1►1►/►//1►1/1►1/1►1►1►//1►1►///►//1►1►//1►1►1►/►1/1►/►1/1/1►1►1/1►1►J►0 .,.• -„,\` , GT§re--4x% 11/ ` 16No. 'I8 3 l000 t 2 r 0# 3.50" 6 5 STATE 0# 3.50" = 1Np1A �F _ Ia 10-0-0 °I NA ���; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,o Studs 2-0-0 o.c. scale = 0.3750 '�' is ���'.� 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: SV101006 'f,rtttttt �-.". , TRUSS MANUFACTURING CONTRACTOR. Nor: JRII Chk: Date: 11-28-00 COMPANY INC. BRACING WARNING• TC Live 20.0 psf DurFac-Lbr: 1.15 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 WESTFIELD IND 46074 shown is for lateral support of truss meml- dy to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spy-'-',;: 24.0" made to anchor lateral bracing at ends al ied locations determined by the building designer. Design( la: TPI Additional bracing of the overall Su-uctur .te required. (See HID-91 of TPI). For specific BC Dead 10.0 psf g WIIEkE QUALf1Y COUNTS truss bracing requirements, cunlact built signer. (Truss Plate Institute,TPI,is located at Code DE ?PI 1-1995 sal W011°1ri0 Drive,Madison,Wiscuns. 19). TOTAL 40.0 psf• (, __ P V:01.01.1,,,-332712-R7 CENTEX 2241 MODEL • 1213 WO: TI: SV111006 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) 11- 2- 8 7) 3- 1-12 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 1-12 5) 11- 2- 8 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 7- 1- 8 6) 7- 1- 8 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 () : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 7- 2 0 0.00 0.17 0.17 MULTIPLE LOADS -- This design is the to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.58 0.58 composite result of multiple loads. All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.18 0.18 continuously braced unless noted otherwise. 11- 0-12 0 0 0 BOT H-ROLL 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. 7-1-8 4-1-0 'I1 2 4 10�00 . .OA [5X4] Fed T 5-11-10 2X4 2X4 5-11-10 d ll T 0 0-6 2-6-13 Ai I .-u u o 1 2X5 2X4 2X4 2X4 Q� GNo, F' 4/8 I 11-2-8 16442 '18 7 6 5' STATE OF 0# 3.so° 0# 3.so" 141 11-2-8 91 INDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 %A0 N., � Studs ® 2-0 0 o.c. scale = 0.2500 O,r v WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''''�,SSIONAL ��` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV111006 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 fr,,.." 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,(', Spacing: 24.Utt shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf p g W ESTFI ELD I ND 46074 made to anchor lateral bracing at ends a• :died locations determined by the building designer. Design r •'rla: TPI Additional bracing of the overall Ma be required. (See 11IB-9I of TPI). For specific BC Dead 10.0 psf g W I f fll:QUALITY COUNTS truss bracing requirements, contact but :signer. (Truss Plate Institute,TPI,is located at Code D. I'PI 1-1995 583 D'Onotrio Drive,Madison,Wisest 719). TOTAL 40.0 psf V:01.01.-,-332713-88 • CENTEX 2241 MODEL 1213 WO: TI: SV121006 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) 12- 4-14 7) 6- 4-14 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 4- 2 5) 12- 4-14 8) 4- 4- 2 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 8- 3-14 6) 8- 3-14 9) 0- 0- 0 WEB FORCE AXL BND CSI 2x3 SPF #1/#2 (N) 2 () : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 2 0 0.00 0.35 0.35 MULTIPLE LOADS -- This design is the to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.81 0.81 composite result of multiple loads. All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.36 0.36 continuously braced unless noted otherwise. 12- 3- 2 0 0 0 BOT H-ROLL Wind analysis based on: ASCE-Combined, V= 75 WEB FORCE WEB FORCE MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. • J 8-3-14 4-1-0 ` 2 4 10 00 -10 00 [5X4] vas 2X4 2X4 6-11-10 0 � L I 6-11-10 3-6-12 0-0-61 t AIuuu IP 2X5 2X4 2X5 2X4 2X4 owl.````ON`O�t E"AR,, �� Q, GINS T� �` 1 12-4-14 No. F I6442 9 8 7 6 STA7- � 0# 3.50" 0# 3,50" IND E OF I° 12-4-14 DI 7. IA NA - EXCEPT AS SHOWN PLATES ARE TL20 GA TESI'LD PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2500 '''A,�Fc-N ��<.`' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�',/,`SS/0 N AL .--,0°' T 1*4 C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV121006 r'f!t t t t t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 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 WESTFI ELD I N D 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 0•C• Spacing: 24,0" made to anchor lateral bracing at ends 'ecilied locations determined by the building designer. Design `eCla: TPI Additional bracing of the overall strut y he required. (See HID-91 of TPI). For specific BC Dead 1U.0 psf g WllERE QUALITY COUNTS truss bracing requirements, contact ht designer. (Truss Plate Institute,TPI,is located at Code I TPI 1-1995 583 D'Onolrio Drive,Madison,Wisc 1719). TOTAL 40.0 psf V:01.0. ,-332714-89 ,................. CENTEX _ 2241 MODEL 1213 WO: TI: SV131006 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) 13- 7- 4 7) 7- 7- 4 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 6- 7 5) 13- 7- 4 8) 5- 6- 7 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 9- 6- 4 6) 9- 6- 4 9) 0- 0- 0 WEB FORCE AXL BND CSI 2x4 SPF #1/#2 (N) 2 I] : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION 8- 2 0 0.00 0.59 0.59 MULTIPLE LOADS -- This design is the to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.74 0.74 composite result of multiple loads. All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.60 0.60 End vertical(s) not designed for exposure continuously braced unless noted otherwise. 13- 5- 8 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, RM13 1.15 internal pressure coef. I, interior zone. • /l 9-6-4 1 4-1-0 ` 4 10 00 -1 00 0 • aE5 3X8] 2X4 2X4 j2 1 7-10-2 7-10-2 4-6-12 0-0-6 v �tit_at•ant♦.0 11 2X5 2X4 2X5 2X4 2X4 ``````oN`or, r►AR . �� G S Te c�": ,�' 13-7-4 1 No, F �9 8 7 I 6442 0# 3.50" 0# 3.50" __STATE =t` INp OF = Ia 13-7-4 °I lANA ��` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ,o Studs 2-0-0 o.c. scale = 0.2500 �''��,r S,��� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �,11 SS/ONAL i%,`‘ T F'! C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: SV131006 CONTRACTOR. 4, , Dsgru-: JRH Chk: Date: 11-28-00 4-...:7A-Z7-7-1TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracingbracing which is a6 bracing.portal or similar TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 part or the building design and which must be considered by the building designer. Bracing O.C. C^=jcinl : 24.0" shown is for lateral support of truss' ,ers only n,reduce buckling length. Provisions must he BC Live 0.0 psf W ESTF I ELD I N D 46074 g made to anchor lateral bracing at specified locations determined by the building designer. Desl iteria: TPI Additional bracing of the overall st. -••ty he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact h,. esigner. (Truss Plate Institute,TPI.is located at Code I, TPI 1-1995 583 D'Onulrio Drive,Madison,Wiwi,. n9). TOTAL 40.0 psf V:0I,0I.vv-332715-90 CENTEX 2241 MODEL 1213 WO: TI: VA011006 QTY:3 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) 2- 3- 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- 1- 8 4) 2- 3- 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- 1- 4 0 0 0 BOT H-ROLL internal pressure coef. I, interior zone. • 'I 1 1-1-8 4, 1-1-8 i • 10 00 -10 00 • 2X5 T 4ay.41L. via. T • 0-11-10 0-11-10 0-0-6 & 0-0-6 1 2X5 2X5 -17 r . ' GNo �, 2-3-0 16442 5 4 STATE OF - �, 0# 3.50 0# 3.50" = = Ie--- 2-3-0 ,I 'ND1ANA 4: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ��� Studs @ 4-2-0 o.c. scale = 0.7500 �'�A,Q4,r�Ss �v`��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: /, /ONAL ++ I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA011006 ttff+ CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 �••.. 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 shown is for lateral support of truss members only to buckling length. Provisions must h< BC Live 0.0 psf WESTFIELD I N D 46074 O.C. Spacing: 24.0" made to anchor lateral bracing at er 'specified locations determined by the building designer. Deli lterla: TPI Additional bracing of the overall si —.tv he required. (See HID-91 of TPI). Fur specific BC Dead 10.0 psf 1 Wlll:kI QUALITY COUNTS truss bracing requirements, contact :signer. (Truss Plate Institute,TPI,is located at Code_ TPI 1-1995 583 D'Onul'riu Drive,Madison,Wiscor, '19). TOTAL 40.0 psf V:O1.01.,,,-332716-91 • CENTEX 2241 MODEL 1213 WO: TI: VA021006 QTY:3 _ 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- 7-14 5) 2- 3-15 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 3-15 4) 4- 7-14 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 0.19 0.19 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V. 75 4- 6- 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. y 2-315 2-3-15 1 3 1 0 -10 0000 4X4 . T A\ Mt 1-11-11 1-11-11 0-0-6� LV V' 0-0-6 2X5 2X4 2X5 `,`\oN`o„E T.„q,Rc GNo. F' ( ,% • / 4 7-14 G STATE pF = Oft 3.so11 s Oft 3.50" =�I = l a 4-7-14 Kk1 D1ANA �� EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995Studs (q? 4 2-0 o.c. scale = 0.7500 ,'�A�,e. ��,`��`` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �/, S/0NAL F-,��% I ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA021006 —/f— CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 �,Q_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-Plt: 1.15 PO BOX 4 18 Which is a part of the building design and which must he considered by the building designer. Bracing WESTFI ELD IN D 46074 mi..,us tl r lateral supportof truss---obers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. c►)acing: 24.0" made to anchor lateral bracing at 1 specified locations determined by the building designer. Desi riteria: TPI - Additional bracing of the overall. ay be required. (See 1118-91 ofTPl). For specific BC Dead IU.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact... 'esigner. (Truss Plate Institute,TPI,Is located at Code TPI 1-1995 -583 D'Onafrio Drive,Madison,Wisco, .719). TOTAL 40.0psf . V:O1.01.,,,,-332717-92 CENTEX 2241 MODEL 1213 WO: TI: VA031006 QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge ==============Joint Locations===== ____ SOT CHORDS:BC FORCE AXL BND CSI GABLE STUD: 2x3 /#2 2x3 SPF #3 (N) BRACINGwtoh nails extend for center 80% ooffllength. 2) 3- 6- 5 4) 7- 0-10 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 0.48 0.48 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN WEB FORCE WEB FORCE Wind analysis based on: ASCE-Combined, V= 75 6-10-14 0 0 0 BOT H-ROLL MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. 'Il• 3-6-5 1 3-6-5 3 10 00 -10 0000 4X4 E. 2-11-10 2-11-10 • 0-0-6 0-0-6 2X5 2X4 2X5 ',- 1644 fir''' 7-0-10 4� STgTE OF 0# 3.50" 5 0# 3.50" 7. IKN,I.DiAptiz,i = �� 7-0-10 �`� EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 nStuds (� 4 2 0 o.c. scale = 0.5000 �'A, Fss ���` �` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: /, /ONAL �� i ii c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA031006 /ii,,I,tl,% /t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 �. . TR1155 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, bracing bracing TC Dead 10.0 psf DurFac-Pit: 1.15 g,portal or similar PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing W ESTFI ELD I N D 46074 shown is fur lateral support of truss m,�hers only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Snacing: 24.0" made to anchor lateral bracing at er specified locations determined by the building designer. Desigiteria: TPI Additional bracing of the overall sit -• •••be required. (See HIB-91 of TP1). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact, .igner. (Truss Plate Institute,TPI,is located at Code, _ API 1-1995 583 D'Onolrio Drive,Madison,wiscons, .9). TOTAL 40.0 sf .. P V:01.01,t,„ 332718-93 CENTEX I 2241 MODEL 1213 WO: TI: VA041006 QTY:3 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) 9- 5- 6 5) 4- 8-11 BC FORCE AXL BND CSI GABLE STUD: 2x3. SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 8-11 4) 9- 5- 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 0.89 0.89 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 9- 3-10 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. f/ 4-8-11 ,, 4-8-11 1 10 00 -10 00 4X4 Al..., 3-11-10 3-11-10 0-0-6 0-0-6 _ _ vs °u v. _J__ 2X5 2X4 2X5 9-5-6 , Qe GNo�•F.e 44 6 5 16442 0# 3.50" 0# 3.50" S7 E.A7E OF fa 9-5-6 nI IND1ANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs�c�,` 4-2 0 o.c. scale = 0.5000 %lb' T�,��,� • WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,,SSIO N ALDwg: CENTEX Truss ID: VA041006 ,0 Ft .C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING',milk' I 1 CONTRACTOR. Dsgnr: JRH Chic: Date: 11-28-00 rciL..--71-7, .`, 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-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 ESTFI ELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf Pn g made to anchor lateral bracing at en' specified locations determined by the building designer. BC Dead 10.0 psf Desig iteria: TPI Additional bracing of the overall so say be required. (See HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contact :igner. (Truss Plate Institute,TPI,Is located at Code. TPI 1-1995 583 D'Onotrio Drive,Madison,Wisconsi 9). TOTAL 40.0 psf t ., r.. . ..,..... V:41.01., 32719-94 CENTEX 2241 MODEL ' 1213 WO: TI: VA051006 QTY:3 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) 11-10- 4 9) 1- 7- 9 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80'k of length. 2) 1- 7- 9 6) 11-10- 4 10) 0- 0- 0 [] : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 5-11- 2 7) 10- 2-11 WEB FORCE AXL BND CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 10- 2-11 8) 5-11- 2 9- 2 0 0.00 0.04 0.04 All COMPRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.70 0.70 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 0.04 0.04 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. 11- 8- 8 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 5-11-2 5-11-2 1 2 3 4 51 10 00 -10 0000 [5X4] 6 4-11-10 4-11-10 2X4 2X4 u '� 0-0-6 0-0-6 1 A n n !,n �v u u v� 4 o 2X5 2X4 2X4 2X4 2X5 G S T,- C(n'; 11-10-4 1 a°42 Fi 10 9 8 6( 0# 3.50" 0# 3.50" =- STATE OF ' n 11-10-4 e] / __ANA ' - EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.3750 'A'p ���� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: • WO: ,,Off. � '. �'e,,Fss/ONAL F,�\`�� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA051006 ''""'t' CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erectits 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 be considered by the building designer. Bracing O.C. Spacing: 24.0" WESTFI ELD IND 46074 shown is for lateral support of truss m-�nhcrs only to reduce buckling length. Provisions must be BC Live 0.0 psf P g made to anchor lateral bracing ate' specified locations determined by the building designer. BC Dead 10.0 psf Desig -iteria: TPI Additional bracing of the overall st he required. (See FI113-91 of TPI). For specific Code "PI 1-1995 WIIERE QUALITY COUNTS truss bracing requirements, contact. igner. (Truss Plate Institute,TPI,is located at 583 D'Onolrio Drive,Madison.Wiscons, .9). TOTAL 40.0 psf V:01.01,bv-i32720-95 CENTEX 2241 MODEL 1213 WO: TI: VA061006 QTY:3 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- 3- 0 9) 7- 1-=8 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2-10- 0 6) 14- 3- 0 10) 2-10- 0 2x3 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 7- 1- 8 7) 11- 5- 0 11) 0- 0- 0 WEB FORCE AXL BND CSI MULTIPLE LOADS-- This design is the 0 : Plate OFFSET from joint center. Refer 4) 11- 5- 0 8) 8- 0- 0 10- 2 0 0.00 0.14 0.14 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 9- 3 0 0.00 0.58 0.58 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.14 0.14 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, 14- 1- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 t, 7-1-8 7-1-8 —1-- T ' 2 4 5 10 0000 -1 00 0 [5X4] iEi 5-11-10 2X4 2X4 5-11-10 IL Al . 0-0-6 0-0-6 2X5 2X4 2X42X5 2X4 2X5 .�`ii AO E r f f'" ,.•.�oN • '�R� I II Q- E'- GNo. •F, % ,� t 14 3-0 f 1 16442 0# 3 50"11 10 9 8 7 STATE OF _ 0# 3.50"1 INp1A I° 14-3-0 '1 IYA ��`' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs' 2-0-0 o.c. scale = 0.2500 �'A� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '�,,`SS/ONAL �-,.�` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGT M C Dwg: CENTEX Truss ID: VA061006 /'r,,,,tt►% /f CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 r: ',4_::: �•-`� TRUSS MANUFACI URING 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 W ESTFI ELD I N D 46074 shown is lior lateral support ill truss membersonly to reduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Soacing: 24.0" made to anchor lateral bracing at cot' Tpecificd locations determined by the building designer. Desig �terla: TPI sa Additional bracing of the overall sir y he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WIIERE QUALITY COUNTS truss bracing requirements, contact t. signer. (Truss Plate Institute,TPI,is located at Code 1L "PI 1-1995 583 D'Onotrio Drive,Madison,Wiscons 9). TOTAL 40.0 psf V:01.01,t 032721-96 0 CENTEX 2241 MODEL 1213 WO: TI: VA071006 QTY:3 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) 16- 7-14 9) 8- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 0- 6 6) 16- 7-14 10) 4- 0- 6 2x4 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 8- 3-15 7) 12- 7- 8 11) 0- 0- 0 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the 0 : Plate OFFSET from joint center. Refer 4) 12- 7- 8 8) 8- 3-15 10- 2 0 0.00 0.30 0.30 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.58 0.58 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.30 0.30 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, 16- 6- 2 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 • • y 8-3-15 1 8-3-15'Il 2 4 5 10 00 -10 00 [SX4] • I e 2X4 2X4 • 6-11-11 r 6-11-11 h 0-0-6 0-0-6 2X5 2X4 2X4 2X4 2X5 2X5 .`'``O�`O��L. ,,q Xi. i 1 I l ;`��� c's G No, yes �'��: '11 10 16 7 14 t . 16442 98 7 61 STATE OF = 0# 3.50" 0# 3.50° = Ius 16-7-14 DI 7. 'ND1ANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 A �4.; Studs 2-0-0 o.c. scale = 0.2500 '' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'',, 0/ON -�o`�,` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA071006 CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 rq......7 Agt,,,,,,, , TRUSS MANUFACTURING TC Live 20.0 BRACING WARNING: 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: 1.1$ PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing Spacing:-Plt2.15 W ESTFI ELD I N D 46074 shown is Mr lateral support of truss members only to reduce buckling length. Provisions must Inc BC Live 0.0 psf made to anchor lateral bracing at end- 'specified locations determined by the building designer. BC Dead 10.0 psf Desigr --iteria: TPI Additional bracing of the overall str nay be required. (See HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contact signer. (Truss Plate Institute,TPI,is located at Code -"PI 1-1995 583 D'Onolriu Drive,Madison,Wkci,,,... J). TOTAL 40.0 psf V:01.01.l. ,32722-97 l),.,.,, th,o t,,,,l,,,, 1r,,, 1,.17,/ /'-177.'/:.//I{,lll.s' CENTER 2241 1\lODEL 1213 WO: TI: VA081006 QTY:2 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 5) 19- 0-10 9) 5- 2-12 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80's of length. 2) 5- 2-12 6) 19- 0-10 10) 0- 0- 0 2x4 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 9- 6- 5 7) 13- 9-14 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the [] : Plate OFFSET from joint center. Refer 4) 13- 9-14 8) 9- 6- 5 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 0.74 0.74 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 HOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 18-10-14 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 9-6-5 1 9-6-5 f11 2 4 5 10 0000 -10 00 OM 3X8] . __J___ 2X4 X4 7-10-3 ' 7-10-3 0-0-6 0-0-6 • I 2X5 2X4 5X6 2X4 2X5 Q�'� GNo 4- FC�,'�% 19-0-10 )� 10 9 8 7 16442 0# 3.50" 0# 3.50" w* STATE OF _ Ia 19-0-10 .l ItVD1AlYA 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �(c; Studs 2-0-0 o.c. scale = 0.2500 -'�°4OF�SS ��v`�.` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: i, �ONAI ,, ■ M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA081006 �ii+Itttttl CONTRACTOR. Dsgnr: JRII Chk: Date: 11-28-00 rfq...` �..`. TRUSS MANUFACTURING Live 20.0 sf BRACING WARNING: TC p 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 or the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.Ut� W ESTFI ELD I N D 46074 shown is 1"r 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 en" specified locations determined by the building designer. Desl r •Iterla• TPI Additional bracing o1'the overall so '••v he required. (See II IB-91 if TP1). For specific BC Dead 10.0 psf g WIIERE QUALITY COUNTS truss bracing requirements, contact igner. (True Plate Institute,TPI,Is located at Code. "'PI 1-1995 583 D'Onurrio Drive,Madison,Wiscuns 9). TOTAL 40.0 psf V:01.01.k,,. ,32723-98 CENTEX 2241 MODEL 1213 WO: TI: VA091006 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. or a SCAB 1) 0- 0- 0 6) 19- 2- 4 11) 10- 8-11 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 3- 2 7) 21- 5- 6 12) 10- 0- 0 2x4 SPF #1/#2 (N) 3 nailed to face(s) of web with l0d nails 3) 6- 5- 3 8) 21- 5- 6 13) 6- 5- 3 WEB FORCE AXL BND CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 10- 8-11 9) 19- 2- 4 14) 2- 3- 2 14- 2 0 0.00 0.08 0.08 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 15- 0- 3 10) 15- 0- 3 15) 0- 0- 0 13- 3 0 0.00 0.80 0.80 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 0.97 0.97 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 0.80 0.80 () : 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 0.08 0.08 to Joint Detail Report. MULTIPLE LOADS -- This design is the 21- 3-10 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. 10-8-11 1 10-8-11 5 1 2 3 6 74' 1000 -1000 [5X4] g T 4X6 4X6 U I\ 8-11-10 8-11-10 2X4 2X4 0-0-6 /I hilih\ 0-0-6 _ 2X5 2X4 2X4 2X4 2X4 2X4 2X5 2X5 ,,,,\I''I',,,,' ,�,N‘,�\43 E. ,42,, r t I 0' 21-5-6 No,o, F� 115 14 13 1211 10 9 8' 16442 0# 3.50" 0# 3.50" * T TE OF _ IA) 21-5-6 D_A�A %: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �4,� Studs ® 2-0-0 o.c. scale = 0.1875 �'•A�O,� ,�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''',FSSIONAL ���`. I C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA091006 r�fittCONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 TRUSS MANUFACTURINGBRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,penal bracing ur similar bracing TC Dead 10.0 DurFaC-Plt: 'rQ.........7fr-4....„,,a, psf 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 I N D 46074 shown is Inc lateral support or truss members only to reduce buckling length. Pntvisions must he BC Live 0.0 psf P g made w anchor lateral bracing at en" d specified locations determined by the building designer. BC Dead 10.0 psf Desir "riteria: TPI Additional bracing of the overall s' may he required. (See HIB•91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contac esigner. (Truss Plate Institute,TM,is located at Cock TPI 1-1995 583 D'Onurriu Drive,Madison,Wis,.... n9). TOTAL 40.0 psf V:01.Qi. 332724-99 CENTEX 2241 MODEL 1213 WO: TI: VA101006 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- 3- 1 11) 11-11- 2 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 3- 7- 3 7) 23-10- 4 12) 7- 9- 3 2x3 SPF #1/#2 (N) 2,4 nailed to face(s) of web with 10d nails 3) 7- 9- 3 8) 23-10- 4 13) 3- 7- 3 WEB FORCE AXL BND CSI 2x4 SPF #1/#2 (N) 3 staggered 8" o.c. SCAB or TRANSVERSE 4) 11-11- 2 9) 20- 3- 1 14) 0- 0- 0 13- 2 0 0.00 0.15 0.15 2X4 TRANSVERSE BRACING nailed flat to edge BRACING to extend for 80% of web length. 5) 16- 1- 1 10) 16- 1- 1 12- 3 0 0.00 0.45 0.45 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' --MAX. REACTIONS PER BEARING LOCATION 11- 4 0 0.00 0.79 0.79 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face X-Loc Vert Horiz Uplift Y-Loc Type 10- 5 0 0.00 0.45 0.45 Analysis based on Simplified Analog Model. "**" denotes BOTH edges or BOTH faces 0- 1-12 0 0 0 BOT PIN 9- 6 0 0.00 0.15 0.15 MULTIPLE LOADS -- This design is the [] : Plate OFFSET from joint center. Refer 23- 8- 8 0 0 0 BOT H-ROLL composite result of multiple loads, to Joint Detail Report. 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. • '1/1 I 11-11-2 11-11-2 ' 3 5 6 7 10 00 -10 0000 [4X6] Dil . , I a 2X4 2X4 9-11-10 9-11-10 2X4 2X4 0-0-6 Ai 0-0-6 0 u 2X5 2X4 2X4' 5X6 2X4 2X4 2X5 ;Lt. .,. Il I( �� Q- GNo, c''sr F , t 23-10 4 16442 14 13 12 11 10 9 8 STATE OF 0# 3.50n 0# 3.50" INpJgNA �° 23-10-4 ,� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ��; Studs 14-0 o.c. scale = 0.1875 • ','�A,O,N. r�CD�`'�' WARNING: 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: CENTEX Truss ID: VA101006 I' l Jill' g Ds nr: JRH Chk: Date: 11-28-00 CONTRACTOR. ?;,.: . /1.4.......... 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 he considered by the building designer. Bracing slwwn is 14 lateral support of truss -mlxn only to buckling length. Provisions must he BC Live 0.0 psf WESTFIELD IND 46074 O.C. Suacing: 24.0" made to anchor lateral bracing at r ,specified locations determined by the building designer. Deli ''Iterla: TPI Additional bracing of the overall t ••y be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, comae, csigner. (Truss Plate Institute,TPI,is located at Code TPI 1-1995 583 D'Onol'rio Drive.Madison,Wiscw. 119). TOTAL 40.0 sI .. P V:Q1.41.vv 332947-147 CENTEX 2241 MODEL 1213 WO: TI: VA1GE 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) 17- 5-15 25) 13- 5-15 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 9-15 14) 18- 9-15 26) 12- 0- 0 2x3 SPF #1/#2 (N) 5,11 nailed to face(s) of web with 10d nails 3) 4- 1-15 15) 20- 1-15 27) 10- 9-15 WEB FORCE AXL BND CSI 2x4 SPF #3 (N) 6,10 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 5-15 16) 21- 5-15 28) 9- 5-15 33- 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) 6- 9-15 17) 24- 3-14 29) 8- 1-15 32- 3 0 0.00 0.20 0.20 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding 14' 6) 8- 1-15 18) 24- 3-14 30) 6- 9-15 31- 4 0 0.00 0.37 0.37 of web with 12d nails at 8" o.c. TRANSVERSE "*" denotes ONE edge or ONE face 7) 9- 5-15 19) 21- 5-15 31) 5- 5-15 30- 5 0 0.00 0.58 0.58 BRACING to extend for center 80% of length. "**" denotes BOTH edges or BOTH faces 8) 10- 9-15 20) 20- 1-15 32) 4- 1-15 29- 6 0 0.00 0.49 0.49 [] : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 9) 12- 1-15 21) 18- 9-15 33) 2- 9-15 28- 7 0 0.00 0.84 0.84 to Joint Detail Report. MULTIPLE LOADS -- This design is the 10) 13- 5-15 22) 17- 5-15 34) 0- 0- 0 27- 8 0 0.00 0.63 0.63 All COMPRESSION Chords are assumed to be composite result of multiple loads. 11) 14- 9-15 23) 16- 1-15 26- 9 0 0.00 0.82 0.82 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 12) 16- 1-15 24) 14- 9-15 25-10 0 0.00 0.63 0.63 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, ----MAX. REACTIONS PER BEARING LOCATION 24-11 0 0.00 0.84 0.64 internal pressure coef. I, interior zone. X-Loc Vert Horiz Uplift Y-Loc Type 23-12 0 0.00 0.49 0.49 0- 1-12 0 0 0 BOT PIN 22-13 0 0.00 0.58 0.58 21-14 0 0.00 0.37 0.37 24- 2- 2 0 0 0 BOT H-ROLL 20-15 0 0.00 0.20 0.20 19-16 0 0.00 0.08 0.08 WEB FORCE WEB FORCE RMB = 1.15 12-1-15 12-1-15 t r t t l r t 1 1 t ( t f 1 1 2 3 4 5 G 7 8 10 11 12 13 14 15 16 1 10 0000 -10 00 [4X6] 2X4 ;.° 2X4 2X42X42X4 ZX � ZX410202X10-2-0 4 2X2X4 0-0-6 Ai1i111IU1LN 0 0-6 3X6 2X4 2X4 2X4"2.7C4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 3X6 [6X61 �N1 4 E�� „4 ,,`` 24-3-14 I Q�' • N o. ce'� r I I I I t I I IIIIII 164 q2 34 33 32 31 30 29 ZS 27 2G 25 24 23 22 21 20 19 1 SrgT � ON 3.50" 0// 3.50" .* ,Np or I" 24-3-14 01 IANq - �'A� ����= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 1 1-4-0 o.c. scale = 0.1875 -,i7 �� WARNING: ItE tD 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: VA1GE r t t t CONTRACTOR. Dsgnr: JRH Chk: Date: 11-28-00 iiiTRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 ?Z54..771747171-=4 , COMPANY INC. BRACING WARNING: Gracing 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 pan of the building design and which:must he considered by the building designer. Bracing O.C. Spacing: 24.0'r 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 bracing at enit--nd specified locations determined by the building designer. Desig"°riterla: TPI Additional bracing of the overall s' may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf I' WHERE QUALITY COUNTS truss bracing requirements, cont. designer, (Truss Plate Institute,TPI,is located at Cod( - TPI 1-1995 583 D'Onotrio Drive,Madison,W. 719). TOTAL 40.0 psf V•01.Us 332948-108 Drsien: Mwri.r Ana/,vs JOB I'A17/: C:ITEE-/.OKIIIOhIED/h ,,,