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HomeMy WebLinkAbout0651.02 Truss Plans 1 Attachments: Notes n 45-4-0 4-0-0 D�d pI ., - U J W W W W W W W W LT, IT, Li, LT, W W LJ W W W Li! W LA- l� Lj i 26-2-0 , 25-10-8 f i ll008 li 1 10� �P01:00E weY v a z e08 f_ _ !A1 _. _ GCE - ti 5-4-0 " 1 BBSC Cl1- D D C1 840 7-0.0 G C1 D 1 ` C1 nr,F , _ , Ci C C „ 34-5-8 C C 20-6-0 C I C C C cr.; C L 18-4-0 °Ia 10-8-0 °Ia ° 20-8-0 l *** NOT TO SCALE *** f # Components: 60 Job Name: MONTE WO: MONTE I M C CENTEX HOMES MONTEREY - E Customer: 1018 WOE: MONTEREY Designer: RME Checker: JRH Date: 10-17-00 13:52:10 TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. CENTEX HOMES-DESIGNER SERIES TC Dead 10.0 Plt DurFac: 1.15 PO BOX 418 MONTEREY (2401) -ELEVATION E WESTFIELD IND 46074 BC Live 0.0 Spacing: 24.0" NO OPTS BC Dead 10.0 Design Criteria: TPI WHERE QUALITY COUNTS TOTAL 40.0 PSF V:01.1 MONTE JOB PATH; T.'ITEE-LOKUOBSI7r:, ,iUPIRORICF.NTFXIMONTFRFY Notes and Specifications Note #1 (7 locations) : Note #2 : Use Simpson HUS-26 hangers here to provide the proper Please review all of the information contained in the engineered truss-to-bearing connection. truss drawings, the TPI "HIB-91 summary sheet, and the WTCA materials contained in the delivery packet for temporary bracing, Total number of Simpson HUS-26 hangers required = 7 EACH erection, and other special design requirements. Job Name: MONTE WO: MONTE T M C CENTEX HOMES MONTEREY - E Customer: 1018 WOE: MONTEREY Designer: RME Checker: JRH Date: 10-17-00 13:52:10 TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15 COMPANY INC. CENTEX HOMES-DESIGNER SERIES TC Dead 10.0 PIt DurFac: 1.15 PO BOX 418 MONTEREY (2401) -ELEVATION E BC Live 0.0 Spacing: 24.0" WESTFIELD IND 46074 NO OPTS BC Dead 10.0 Design Criteria: TPI WHERE QUALITY COUNTS • TOTAL 40.0 PSF V;01.4 MONTE JOB PATH. TITEE-LOKUOBSITan.iUPIBOBICENTEYIMONTF.RF.Y ,, i.VV - i9V1\1G Job Name: MONTE Work Order: MONTE Designer: RME Design Crit: TPI Date: 10-17-00 13:52:12 Customer: 1018 WO Extn: MONTEREY Checker: JRH Description: TPI 1-1995 #Tr/#Cfg: 60/19 Page: 1 QTY ..SPAN.. .LABEL.. .HEELS.. ..OHNGS... .CANTS.. ..PITCHES AND OTHER DATA 1 3 5- 3- 8 Al (L) 0- 4- 5 1- 0- 0 PCH: 6.0 SPEC ST (R) 2- 8- 9 5- 0- 0 #BC 3 PCH: 0.0 999.0 0.0 ** WARNING: Single Bearing! ** 2 1 5- 3- 8 A1GE (L) 0- 4- 5 1- 0- 0 PCH: 6.0 SPEC ST (R) 2- 8- 9 #BC 3 PCH: 0.0 999.0 0.0 ** Continuous Support ** 3 1 5- 3- 8 A1GR (L) 0- 4- 5 PCH: 6.0 SPEC ZZ (R) 2- 8- 9 3- 9- 1 #BC 3 PCH: 0.0 999.0 0.0 #PLYS = 2 4 1 31- 4- 0 BB1 (L) 0- 8- 5 #TC 2 PCH: 10.0 -10.0 SPEC ST (R) 0- 4-15 1- 0- 0 #BC 3 PCH: 0.0 999.0 0.0 ** WARNING: Max Height Exceeded! ** #BRGS 3 5 1 31- 4- 0 BBSC (L) 0- 8- 5ZN #TC 2 PCH: 10.0 -10.0 SPEC ST (R) 0- 4-15 1- 0- 0 #BC 3 PCH: 0.0 999.0 0.0 ** WARNING: Max Height Exceeded! ** #BRGS 3 6 10 20- 8- 0 C (L) 0- 4-15 1- 0- 0 #TC 2 PCH: 10.0 -10.0 COMN ST (R) 0- 4-15 1- 0- 0 Z\. 7 5 20- 4- 6 Cl (L) 0- 4-15 1- 0- 0 Z . #TC 2 PCH: 10.0 -10.0 DUBL ST 00 0- 7-15 20- 0-14 ** WARNING: Single Bearing! ** 8 1 20- 8- 0 CGE (L) 0- 4-15 1- 0- 0 #TC 2 PCH: 10.0 -10.0 CCYYIId ST (R) 0- 4-15 1- 0- 0 ** Continuous Support ** 9 4 10-11- 8 D (L) 0- 8- 5 1- 0- 0 #TC 2 PCH: 10.0 -10.0 Cam ST (R) 0- 8- 5 ,/::: 10 1 10-11- 8 DGE (L) 0- 8- 5 1- 0- 0 , ///\\N #TC 2 PCH: 10.0 -10.0 COMN ST (R) 0- 8- 5 ** Continuous Support ** 11 14 26- 2- 0 E (L) 0- 4- 9 1- 0- 0 #TC 2 PCH: 8.0 -8.0 Ccl4! ST (R) 0- 4- 9 12 8 26- 2- 0 El (L) 0- 4- 9 1- 0- 0 #TC 2 PCH: 8.0 -8.0 COMN ST (R) 0- 4- 9 1- 0- 0 13 2 26- 2- 0 EGE (L) 0- 4- 9 1- 0- 0 #TC 2 PCH: 8.0 -8.0 COMN ST (R) 0- 4- 9 ** Continuous Support ** 14 1 4- 4- 0 GGE (L) 0- 4-15 1- 0- 0 PCH: 10.0 MONO ST (R) 4- 0- 4 ** Continuous Support ** 15 2 3- 0- 0 VA01008 (L) #TC 2 PCH: 10.0 -10.0 COMN ST (R) ** Continuous Support ** 16 2 6- 2- 6 VA021008 (L) #TC 2 PCH: 10.0 -10.0 COMN ST (R) Z . ** Continuous Support ** 17 1 9- 4-13 VA031008 (L) #TC 2 PCH: 10.0 -10.0 DUEL ST (R) ./ . ** Continuous Support ** 18 1 12- 2- 6 VA1GE (L) Z . #TC 2 PCH: 10.0 -10.0 COMN ST (R) ** Continuous Support ** 19 1 8-10-15 VA1SP (L) .I. #TC 2 PCH: 10.0 -10.0 DUBL ST (R) ** Continuous Support ** MORGAN 111354 MODEL 1212 WO: TI: 4KGE QTY:1 CUTTING ONLY **** **** Truss NOT designed for Wind Loads. **** -Joint Locations TOP CHORDS: 2x4 SPF #1/#2 (N) 1) 0- 0- 0 3) 2-11- 8 5) 1- 5-12 DOT CHORDS: 2x4 SPF #3 (N) (1 : Plate OFFSET from joint center. Refer 2) 1- 5-12 4) 2-11- 8 6) 0- 0- 0 WEBS: 2x4 SPF STUD (N) to Joint Detail Report. All COMPRESSION Chords are assumed to be GABLE STUD: 2x3 SPF #3 (N) continuously braced unless noted otherwise. • 2-11-8 /Il1 2 3 6.08 2X4 2X4 2-1-15 1-11-0 0-5-0 [3X4] 2X4 2X4 ``,ti,„„t „,,,, � 0-1-8 •'` Ts C s/C. / 2-10-0 /l 6 5 :� 1 d0. ON 3.50" 4 n 420/l 1.50" OF Ia 0-8-0 ola 2-11-8 D I N D1ANA = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs @ 1-4-0 o.c. scale = 0.7500 .O ;..0 �,�� T WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: '•, FS �� M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: MORGAN Truss ID:4KGE i,,,S/0 N3A TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 7,........_. COMPANY INC. BRACING WARNING: 7 :::;ts...: 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 f DurFac-Plt: 1.15 ' PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H18-91 of TPI). For specific BC Dead 10.0 psf Design Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact b designer. (Truss Plate Institute,TPI,is located at Coder TPI 1-1995 583 D'Onofrio Drive,Madison,Wis 719). TOTAL 40.0 psf V;ql 30987$-49 Tt, ri MORGAN _ B1354 MODEL 1212 WO: TI: 4K QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [I : Plate OFFSET from joint center. Refer =Joint Locations 1- 2 -33 0.00 0.10 0.10 BOT CHORDS: 2x4 SPF #3 (N) to Joint Detail Report. 1) 0- 0- 0 3) 2-11- 8 WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 2-11- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.11 0.11 L/999 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- 1-12 158 0 0 BOT PIN 2- 3 82 T. 0.00" 2-10-12 118 0 0 BOT H-ROLL RMB = 1.15 • 2-11-8 1 1 6.08 T2X4 2-1-15 1-11 0 0-5-0 [3X4] 2X4 ;•�'���\0 S. A'QC'�,�,� / 2-10-0 4 3I '`,Z- l�q2 158# 3.50" 118#31.50" STATE OF {Y I(RO 815j�. 2 11 8 ,I INDIANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 �o ,,� � i WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: , c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: MORGAN Truss ID: 4K ''/i,S/0 N AL ��‘` CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 7 ,-c\,,k":- 1 N'"""' TRUSS MANUFACTURING /�`"�-' 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 he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-4l of TPI). Fur specific BC Dead 10.0 psf Desii Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact F •designer. (Truss Plate Institute, Code TPI 1-1995 583 D'Onofrio Drive,Madison,Wi 1719j TPI,is located al TOTAL 40.0 psf Y;01,, 309879-50 Design: Mwrir Analysis JOH PATH. C:ITEELOKIHIN 'Irv. nr nrM CENTEX MONTEREY MODEL 1018 WO: TI: A1GE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = _ =- ====Joint Locations=====__________ BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 5- 3- 8 5) 3- 9-12 BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 3- 9-12 4) 5- 3- 8 6) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL END CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.08 0.08 continuously braced unless noted otherwise. composite result of multiple loads. 0- 1-12 0 0 0 DOT PIN 4- 3 0 0.00 0.10 0.10 Wind analysis based on: ASCE-Combined, Ve 75 5- 2-12 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 5-3-8 1 2 3i I 6.00 • 2X4 2X4 3-5-11 3-0-1 0-0-5 3X4 2X4 2X4 `�`,%i%iithfaag, ``,,``ON\Q E. ARC,�' 0-1-8 �' c GTS. �`;� Q No. F 5-2-0 ,ti 16442 % STATE OF _ 6 1 ^_ Oi/ 3.50" 5 0# 1.50" 7. INDIA .. la '1-0-0 sIa NA (R1-1-7) 5-3-8 n %�.0� C., EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 1-4-0 o.c. scale = 0.5000 e„,'��,FSSIO N AL c-°,` T M WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ?:::<4......---fr. •i'"""'% C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: A1GE `' TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 1-24-00 BRACING WARNING: TC Live 20.0psf COMPANY INC. 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 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 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 structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf Design Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact buildingdesigner. Code Il--- TPI 1-1995 g (Truss Plate Institute,TPI,is located at 583 D'Onufrio Drive,Madison,Wise 3719). TOTAL 40.0 psf V:Ol.! 1503$6 86 Design.' Mrurir analysis JOB P.1Tll: T:ITEE-LOKVOBSi, __B5148280 /!Cs 01.a tAl CENTEX MONTEREY MODEL 1018 WO: TI: Al QTY:3 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be =---=- = =-===Joint Locations 1- 2 -65 0.00 0.41 0.41 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 5- 3- 8 L L WEBS: 2x4 SPF STUD (N) 2) 5- 3- 8 4) 0- 0- 0 BC FORCE AXL END CSI MAX LIVE LOAD DEFLECTION: ---MAX, REACTIONS PER BEARING LOCATION 4 3 0 0.00 0.14 0.14 L/999 X-Loc Vert Horiz uplift Y-Loc Type L=-0.01" D=-0.01" T=-0.02" 0- 1-12 271 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 5- 2-12 211 0 0 BOT H-ROLL 2- 3 -144 T. 0.02" RMB = 1.15 ir 5-3-8 1 2 I 6.00 2X4 I T 3-5-11 3-0-1 0-0-5 3X4 2X4 woIiIiJjfri `.,`ONTO E. AR''•. :\' Q GST4- t`' Q- No. F ; 16442 ,i' 5-2-0 STATE OFF 4 272# 3.50 212# 1.50" IN L 1-0-o IANA �,�; I� ►la 5-3-8 (R1-1-7) %�,o� � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 '/�''��,cp, fVAL `��'. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: �'''f""" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: Al ccc;H:-fr—........._... CONTRACTOR. Dsgnr: JRH Chk: Date: 1-24-00 G/ 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, t bracing 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 IND 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. - Design Criteria: TPI Additional bracing of the overall structure may he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact h' •designer. (Truss Plate Institute,TPI,is located at Code I` • TPI 1-1995 583 D'Onufriu Drive,Madison,Wis., '719). TOTAL 40.0 psf V:Q1.G I503$7 87 JOB PATH: T:ITEE-LOKUOBSIL,, RSl4(f1X0 rirc or or rn CENTEX MONTEREY MODEL 1018 WO: TI: A1GR 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 84 0.00 0.39 0.39 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 5- 3- 8 WEBS: 2x4 SPF STUD (N) This 2-PLY truss designed to carry 2) 5- 3- 8 4) 0- 0- 0 BC FORCE AXL BND CSI 2-PLY TRUSS! fasten w/l0d nails in 11' 0" span framed to BC one face 4- 3 0 0.00 0.66 0.66 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face TOTAL DESIGN LOADS TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Uniform PLF From PLF To WEB FORCE WEB FORCE Distribute loads equally to each ply. TC Vert L+D -60 0- 0- 0 -60 5- 3- 8 2- 3 -198 MAX LIVE LOAD DEFLECTION: BC Vert L+D -194 0- 0- 0 -194 5- 3- 8 RMB = 1.00 L/999 ----MAX. REACTIONS PER BEARING LOCATION L=-0.01" D=-0.01" T=-0.03" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 672 0 0 BOT PIN T. 0.03" 5- 2-12 672 0 0 BOT H-ROLL I ', 2-PLYS REQUIRED 5-3-8 1 2 1 6.00 2X4 T T 3-0-1 3-0-1 0-4-5 0 3X4 2X4 ow ltIIIii,,,' ,••0\-- E ARc. 1.4-1.1_ ;'�� G S Tf. <C'',., • Q ' No. F'� 'I 5-2-0 /I 16442 4 STATE OF 672// 3.50" 672# 1.50" N D1A NA I" 5-3-8 %ASP �~ �4..-:-.. :` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 ',,,,Lics,c �!AL c''' WARNING: READ ALL NOTES ON THIS SHEET. Eng. WO: -i- M c Job: �''"s "" A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: A1GR ?: ,,-4,...---r TRUSS MANUFACTURINGCONTRACTOR. Dsgnr: JRH Chic: Date: 1-24-00 BRACING WARNING: TC Live 20.0psf COMPANY INC. 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 fur lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP1). For specific BC Dead 10.0 psf Design Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact h"' ',g designer. (Truss Plate Institute,TPI,is located at Code r " TPI 1-1995 583 D'Onofrio Drive,Madison,WIs 1719). TOTAL 40.0 psf V:O1,\ 150388-88 Design: Marrir Analysis JOB PATH: T:!TEE-LOKVOBSI,. ..RSI48280 IICS• nl of if) • CENTEX MONTEREY MODEL 1018 WO: TI: A2 QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be a3 === - ===Joint Locations=====______=___ 1- 2 -50 0.00 0.26 0.26 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 4- 3- 8 WEBS: 2x4 SPF STUD (N) 2) 4- 3- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: --MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.09 0.09 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L. 0.00" D= 0.00" T=-0.01" 0- 1-12 231 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 4- 2-12 171 0 0 BOT H-ROLL 2- 3 -116 T= 0.01" RMB = 1.15 f� 4-3-8 /I1 2 I 6.00 2X4 T T 2-11-11 2-6-1 0-4-5 3X4 2X4 ,,,„t, ,,,,, B0 1 8 ;`\��N\OTS A�C'�'' 4-2-0 . - F; / l 16N4 42. • 232# 3.50" 172#JJ1.50" S7A7E OF �r I�(Rl°1°j I° 4-3-8 °1 iNDIANA EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 �, �c,, I WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: � M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: A2 ''ESS/O N AL `��o`' CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 „'' "';` TRUSS MANUFACTURING ?2 ,......."--tir.—.......„ 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 members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Desl n Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-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'Onofrio Drive,Madison,Wi ;3719). TOTAL 40.0 psf V:01.. -310015-51 JOB PATH: C:ITEE-LOKIHIN • WC. or or no CENTEX MONTEREY MODEL 1018 WO: TI: A2GR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All CRESSION Chords are assumed to be =--- -Joint Locations = 1- 2 68 0.00 0.25 0.25 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 4- 3- 8 WEBS: 2x4 SPF STUD (N) This 2-PLY truss designed to carry 2) 4- 3- 8 4) 0- 0- 0 BC FORCE AXL BND CSI 2-PLY TRUSS! fasten w/10d nails in 11' 0" span framed to BC one face 4- 3 0 0.00 0.42 0.42 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face iviAL DESIGN LOADS TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Uniform PLF From PLF To WEB FORCE WEB FORCE Distribute loads equally to each ply. TC Vert L+D -60 0- 0- 0 -60 4- 3- 8 2- 3 -161 MAX LIVE LOAD DEFLECTION: BC Vert L+D -194 0- 0- 0 -194 4- 3- 8 L/999 ---MAX. REACTIONS PER BEARING LOCATION RMB = 1.00 L=-0.01" D=-0.01" T=-0.01" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 545 0 0 BOT PIN T. 0.01" 4- 2-12 545 0 0 BOT H-ROLL • I ., 2-PLYS REQUIRED y 438 1 2 6.00 2X4 I I 2-6-1 2-6-1 0-4-5 3X4 2X4 K 0-1-8 `�,3,\O,s,.1ai,,i,_ n a E• ;` _�� Ts AqC�` / 4-2-0 / 31 Q 1 o. S4511 3.50" 545# 1.50" srarE OF *= I. 43 8 s �Np�ANA .... EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 ',A0� �� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: %�'` ! C').`` I ii c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: A2GR t11/iSSIO K AL ��.\`� CONTRACTOR. Dsgn<: JRII Clilc: Date: 10-17-00 ,i''"""% TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 7,. .._,..: e'",-+ , 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 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 structure may be required. (See HIB-9-1 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contact h ,designer. (Truss Plate Institute,TPI,is located at Code r . TPI 1-1995 e 583 D'Onofrio Drive,Madison,Wit 3719). TOTAL 40.0 psf V•01 310016-52 I)rri,',,• MMit,' 4,onl,sir lOH P4T7l- ('ITFF-I rk'rn,v CENTEX I MONTEREY MODEL 1018 WO: TI: AGE QTY:I TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = __=-=====Joint Locations====-=====_____ BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 4-11- 8 5) 3- 5-12 BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 3- 5-12 4) 4-11- 8 6) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.06 0.06 continuously braced unless noted otherwise, composite result of multiple loads. 0- 1-12 0 0 0 BOT PIN 4- 3 0 0.00 0.09 0.09 Wind analysis based on: ASCE-Combined, V= 75 4-10-12 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 4-11-8 1 2 3 6 00 2X4 T . 2X4 3 3 11 2-10-1 0-4-5 3X4 2X4 2X4 \0•sTe RCF O G R 2 ,: STATE OF = L 4-10-0 ;Cl INDIANA �` 6 ' ' ' 5 0# 3.50" 0# 1.50" A V\�: L. 1-0-0 DI r4-11-8 '�,'9p ` s (R1-1-7) FESSIOKA`‘,.`" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 1-4-0 o.c. scale = 0.5000 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng, Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: AGE TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 TC Live 20.0 f cL7z<j_t_\--7-,t_o-:— BRACING WARNING: ps 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 -Plt: 1.15 1 portal or similar PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 0.C. Spacing: 24.0't WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Desl Criteria: TPI Additional bracing of the overall structure may he required. (See file-91 of TPI). For specific BC Dead 10.0 psf lm WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at Code Desc: TPI 1-1995 583 D'Onot'rio Drive,Madison,Wis. 'n 53719). TOTAL 40.0 psf V,49 -136425-I43 Design: Man-ix Analysis JOB PATH: C:ITEE-LOKIQ/A HCS: A. CENTEX MONTEREY MODEL 1018 WO: TI: A QTY:9 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be Joint Locations 1- 2 -60 0.00 0.36 0.36 DOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 4-11- 8 WEBS: 2x4 SPF STUD (N) 2) 4-11- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.12 0.12 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L=-0.01" D=-0.01" T=-0.01" 0- 1-12 258 0 0 HOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 4-10-12 198 0 0 DOT H-ROLL 2- 3 -134 T. 0.02" RMB = 1.15 1, 4-11-8 1 2 11/ 600 2X4 3-3-11 2-10 1 0-4-5 3X4 2X4 ` •O�\ S T E q AR,", G 1( 9 �L4 2 14118_ STATE OF 4-10-0 =ct INDIANA a ' `+��` 258# 3.50" I 1-0-0 .I. I 198# 1.50" on ``C� °° 4-11-8 ( ,:'•„FiSS IO W's\-.`\��` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: A TRUSS MANUFACTURING CONTRACTOR. Dsgnr: MI Chk: Date: 12-20-99 74—,„ "`` ° 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 W ESTFI ELD IND 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. Design Criteria: TPI Additional bracing of the overall structure may he required. (See-IIB-91 of TPI). Fur specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact h - "'g designer. (Truss Plate Institute,TPI,is located at Code- TPI 1-1995 583 D'Onufriu Drive,Madison,Wi 53719). TOTAL 40.0 psf V;49,, -136426I44 JOB PATH. C:ITEE-LOKIBIN HCS: 09.z. , CENTEX MONTEREY MODEL 1018 WO: TI: AGR QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumad to be Joint Locations..-. 1- 2 79 0.00 0.34 0.34 BOT CHORDS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 4-11- 8 WEBS: 2x4 SPF STUD (N) This 2-PLY truss designed to carry 2) 4-11- 8 4) 0- 0- 0 BC FORCE AXL BND CSI 2-PLY TRUSSI fasten w/l0d nails in 11' 0" span framed to BC one face 4- 3 0 0.00 0.57 0.57 staggered pattern per nailing schedule: 2' 0" span split-framed to opposite face TOTAL DESIGN LOADS TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Uniform PLF From PLF To WEB FORCE WEB FORCE Distribute loads equally to each ply. 2- 3 -186 MAX LIVE LOAD DEFLECTION: TC Vert L+D -60 0- 0- 0 -60 4-11- 8 BC Vert L+D -194 0- 0- 0 -194 4-11- 8 L/999 ---MAX. REACTIONS PER BEARING LOCATION RMB 1.00 L=-0.01" D=-0.01" T=-0.02" X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL DEFLECTION: 0- 1-12 630 0 0 BOT PIN T. 0.02" 4-10-12 630 0 0 BOT H-ROLL I 'r 2-PLYS REQUIRED f r 4-11-8 'I1 2 6 00 2X4 T T 2-10-1 2-10-1 0-4-5 _i__ 3X4 2X4, , Ape, 0 �� ;;\ c_O`nSoT.fgFO I. /P : )6c.42 - STATE OF = I, 4-10-0 k 4 1 Q I N O I A N A 630# 3.50" 630# 1.50" 4-11-8 n ,,,ESSI014`, ,�`� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: AGR 74 TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 — 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: 1.1$ PO BOX 41 8 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Desl n Criteria: TPI Additional bracing of the overall structure may he required. (See H1B-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact bonding designer. (Truss Plate Institute,TPI,is located at Code r^cc: TPI 1-1995 583 D'Onofrio Drive,Madison,Wi' 53719). TOTAL 40.0 psf _V:09 )436427-145 Design: Mairir Analysis J08 PATH: C.:ITEE-LOKIBIA HCS: 09. _• CENTEX MONTEREY MODEL 1018 WO: TI: BBSCCAP QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x3 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer ===Joint Locations=====____ 1- 2 -279 0.00 0.07 0.07 BOT CHORDS: 2x3 SPF #1/#2 (N) to Joint Detail Report. aa1)'a0 0- 0 5) 6- 9-11 9) 1- 9-11 2- 3 -244 0.00 0.07 0.07 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 1- 9-11 6) 6- 9-11 10) 0- 0- 0 3- 4 -244 0.00 0.07 0.07 Attach PIGGY-BACK truss to BASE TRUSS with continuously braced unless noted otherwise. 3) 3- 4-14 7) 5- 0- 0 4- 5 -279 0.00 0.07 0.07 20 ga. 3X8 nail-on plates or 1/2" x 4" X 8" This design based on chord bracing applied 4) 5- 0- 0 8) 3- 4-14 CDX plywood gussets to both faces of truss per the following schedule: --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL END CSI at 6.0' o.c. throughout using (8) 1.5" long Max O.C. From To X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 182 0.06 0.03 0.09 TRUSS nails. Or TOE-NAIL to each 2X4 lateral -i- BC 24.0" 0- 0- 0 7-10-10 0- 0-12 304 0 0 BOT PIN 9- 8 182 0.06 0.03 0.09 bracing with a minimum of (2) 16d nails each Bracing shown is for visual purposes only. 6- 8-15 304 0 0 BOT H-ROLL 8- 7 182 0.06 0.03 0.09 MAX LIVE LOAD DEFLECTION: 7- 6 182 0.06 0.03 0.09 L/999 L=-0.01" D=-0.01" T=-0.02" WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 2- 9 -40 4- 7 -40 T. 0.02" 3- 8 133 RMB == 1.15 3-4-14 3-4-14 1 2 1 4 5 110.00 -10.00 [4X4] 1P.1J.• ,.• r, E.. A Re, i 2X4 2X4 6 . ' 3-3-7 V 3-1-11 0-3I-10 0-3-10 t `rU 11 o II - o o d7a 2X5 2X4 2X4 _' 2X4 ' 2X5 / +(.71'<? ,,L., ;.' �,STfRF N. _ /p No. O Z N. 10 9 6-9-11 :6�2 '_7. t ( STEOF ) = $ 7 6 Cr INDIANA �` (RO335)oI Ia 6-9-11 60-6-7 (RO-3-5) a 7-10-10 '',�FESSIO s EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 "',"'"'�w� scale = 0.5000 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BBSCCAP - � TRUSSMANFA INC.l1RING 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 he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length.'Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0"WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,Is located at Code D.-cc: TPI 1-1995 583 D'Onofrlo Drive,Madison,W' 53719). TOTAL 40.0 psf V;49 -136428-146 JOB PATH C'ITF.F-I.OKIBIN CENTEX MONTEREY MODEL 1018 WO: TI: BBSC QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) A 1X4 continuous lateral bracing attached with .- =======Joint Locations 1- 2 -1021 0.01 0.43 0.44 HOT CHORDS: 2x4 SPF #1/#2 (N) WP 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 6) 31- 4- 0 11) 10- 4- 8 2- 3 -640 0.01 0.43 0.44 WEBS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 6- 4- 3 7) 31- 4- 0 12) 6- 4- 3 3- 4 -75 0.00 0.62 0.62 2x4 SPF STUD (N) 1 segments OR 2x4 "T" brace may be nailed flat 3) 12- 5-14 8) 20- 4- 8 13) 0- 0- 0 4- 5 -191 0.00 0.61 0.61 2x4 SPF #3 (N) 2,6 to edge of web with 12d nails spaced 8" o.c. 4) 20- 4- 8 9) 20- 4- 8 5- 0 -335 0.00 0.34 0.34 GABLE STUD: 2x3 SPF #3 (N) Brace must extend at least 90% of web length 5) 25-10- 4 10) 12- 5-14 0- 6 -562 0.00 0.22 0.23 2x3 SPF #1/#2 (N) 2,11,12 2x6 Brace required on any web exceeding 14'. ----MAX. REACTIONS PER BEARING LOCATION 2x3 SPF #3 (N) 4,6,8,10,14 2X4 TRANSVERSE BRACING nailed flat to edge X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI 16,18 of web with 12d nails at 8" o.c. TRANSVERSE 0- 1-12 887 19 0 HOT PIN 13-12 699 0.17 0.16 0.33 2x3 SPF #3 (N) 19,20,21 BRACING to extend for center 80%s of length. 20- 6- 4 1205 0 0 HOT H-ROLL 12-11 696 0.17 0.16 0.33 SLIDERS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer 31- 2- 4 473 0 0 BUT H-ROLL 11-10 696 0.17 0.17 0.34 All COMPRESSION Chords are assumed to be to Joint Detail Report. MULTIPLE LOADS -- This design is the 10- 9 -102 0.00 0.23 0.23 continuously braced unless noted otherwise. This truss is designed to bear on multiple composite result of multiple loads. 9- 8 80 0.02 0.46 0.48 supports. Interior bearing locations should This design based on chord bracing applied 8- 7 271 0.07 0.46 0.53 Wind analysis based on: ASCE-Combined, V= 75 be marked on truss. Shim or wedge if per the following schedule: MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, necessary to achieve full bearing. Max O.C. From To WEB FORCE AXL BND CSI internal pressure coef. I. interior zone. +TC 24.0" 12- 5-14 20- 4- 8 8- 4 -373 0.07 0.00 0.26 MAX LIVE LOAD DEFLECTION: Bracing shown is for visual purposes only. L/999 WEB FORCE WEB FORCE L=-0.02" D=-0.02" T=-0.04" 2-12 135 8-10 509 MAX HORIZONTAL DEFLECTION: 2-10 -393 3- 8 -515 T. 0.03" 3-10 334 5- 8 -260 RMB = 1.15 55 6 GAP' 12-5-14 71010 1 10-11-8 5 6' 110.00 (-i- ) -1 [6X10 [6X11:4118] I .,......._______,.. ..... [6X8] 1 2X4 11-7-7 �� ":` 3X4 I 9-9-13 1 :%� 3X4 0-8-4 1 0115 L___ . ki,„6411. 1 . . 11, _i__ 4X5 2X4 3X6 6X10 [7X12] 1-0-0 [5X8] 3X6 �\p„E R Le , a '. =,� //STERF / P I t .4 2 O 6,-.4 -= M M M _ S T A I E OF 1 20-4-8 1 / 10-11-8 A' Plate Height =<r INDIANA �_ -0 13 12 11 10 98 7' \�4,` 888# 3.50" 1206# 3.50" 473# 3.50" 1-0-0 � I ' .o �V�' u 31-0-0 u %,'9pF F. ,. GABLE STUD PLATES (80) 43-10) C/L: 20-64 ,,, (SS IOKP\-, 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 I M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BBSC CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 r TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 COMPANY INC.__74-,,s i-c----o Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-P1t: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p g made no anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific l�f WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TN,is located at Code Desc: TPI 1-1995 583 D'Onol'rio Drive,Madison,Wi y 53719). TOTAL 40.0 psf .09 -136430-148 I Design: Matrir Analysis JOB PATH: C:ITEE-LOKIBIN HCS: P._.... CENTEX MONTEREY MODEL 1018 WO: TI: BBICAP QTY:1 TC FORCE AXI. BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) [) : Plate OFFSET fro® joint center. Refer 1- 2 -292 0.01 0.31 0.31 BOT CHORDS: 2x3 SPF #1/#2 (N) "1ail Report. ) _0__0-=0=Joint Lo- 9-11s= __- 2- 3 -292 0.01 0.31 0.31 WEBS: 2x3 SPF #3 (N) All CCO PRESSIONDetChords are assumed to be 2)� 3- 4-14 4) 6- 9-11 6) 0- 0-10 Attach PIGGY-BACK truss to BASE TRUSS with continuously braced unless noted otherwise. --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI 20 ga. 3X8 nail-on plates or 1/2" x 4" X 8" This design based on chord bracing applied X-Loc Vert Horiz Uplift Y-Loc Type 6- 5 182 0.06 0.12 0.18 CDX plywood gussets to both faces of truss per the followingschedule:5- 4 182 0.06 0.12 0.18 at 6.0' o.c. throughout using (8) 1.5" long 0- 8-15 304 0 0 BOT PIN TRUSS nails. Or TOE-NAIL to each 2X4 lateral MaxM 24.0". From To 6- 8-15 304 0 0 BOT H-ROLL -10 WEB FORCE WEB FORCE bracing with a minimum of (2) 16d nails each Bracingr shown isfor visual purposes only. 2- 5 92 MAX LIVE LOAD DEFLECTION: RMB = 1.15 L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL DEFLECTION: T= 0.01" fr 3-4-14 4/ 3-4-14 1 3 10.00 -10.00 I [4X4] F�� 3-3-74.6„ 3-1-11 0-3-10 0-3-10 A FA G7 2X5 4�_. 2X4 P.A�..4 2X5� \Q ARLe / + C\--a•v-,,,\--) - /��ST ERF Q 6g— O = Z N. 6 9-11 7- 16 2 6 l STATE S 4 =Cr I N D I A N A 0-6-7 �: "I 6911 ,{ 0� �.+ (RO35) A rv��.' 7-10-10 t.l (RO-3-5) 9�FESSIO Ka c' , EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 � ��'� " ��\,� scale = 0.5000 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BB1CAP TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 -0 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 7z<j___L,..7L—A-L_.___— 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 of truss members only to reduce buckling length. Provisions must he BC Live 0.0 ps( O.C. Spacing: 24.0tt made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 ps( Design Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at Code P-,c: TPI 1-1995 583 D'Onufrio Drive,Madison,Wit 53719). TOTAL 40.0 psf• V:09. 136429-147 JOB P.4T71: C:ITEF.-I,OKIBIN CENTEX MONTEREY MODEL 1018 WO: TI: BB1 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 1X4 continuous lateral bracing attached with =___: ...Joint Locations===== 1- 2 -1034 0.01 0.43 0.44 HOT CHORDS: 2x4 SPF #1/#2 (N) W.2- 10d nails each member where shown.Bracing 1) 0- 0- 0 6) 31- 4- 0 11) 10- 4- 8 2- 3 -653 0.01 0.43 0.44 WEBS: 2x4 SPF #1/#2 (N) MUST be positioned to provide equal unbraced 2) 6- 4- 3 7) 31- 4- 0 12) 6- 4- 3 3- 4 -93 0.00 0.62 0.62 2x4 SPF STUD (N) 1 segments OR 2x4 "T" brace may be nailed flat 3) 12- 5-14 8) 20- 4- 8 13) 0- 0- 0 4- 5 -214 0.00 0.61 0.61 2x4 SPF #3 (N) 2,6 to edge of web with 12d nails spaced 8" o.c. 4) 20- 4- 8 9) 20- 4- 8 5- 0 -358 0.00 0.33 0.34 SLIDERS: 2x4 SPF #1/#2 (N) Brace must extend at least 90% of web length 5) 25-10- 4 10) 12- 5-14 0- 6 -574 0.00 0.22 0.23 [] : Plate OFFSET from joint center. Refer 2x6 Brace required on any web exceeding 14'. ----MAX. REACTIONS PER BEARING LOCATION to Joint Detail Report. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI This truss is designed to bear on multiple continuously braced unless noted otherwise. 0- 1-12 896 0 0 BUT PIN 13-12 709 0.17 0.16 0.33 supports. Interior bearing locations should This design based on chord bracing applied 20- 2- 4 1182 0 0 DOT H-ROLL 12-11 706 0.17 0.16 0.33 be marked on truss. Shim or wedge if per the following schedule: 31- 2- 4 488 0 0 BOT H-ROLL 11-10 706 0.17 0.17 0.35 necessary to achieve full bearing. Max O.C. From To 10- 9 -100 0.00 0.23 0.23 MAX LIVE LOAD DEFLECTION: i- TC 24.0" 12- 5-14 20- 4- 8 9- 8 -1101 0.02 0.46 0.48 L/999 Bracing shown is for visual purposes only. 8- 7 288 0.07 0.46 0.53 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL DEFLECTION: WEB FORCE AXL BND CSI T= 0.03" 8- 4 -359 0.06 0.00 0.25 WEB FORCE WEB FORCE 2-12 134 8-10 517 2-10 -393 3- 8 -503 3-10 332 5- 8 -258 RMB = 1.15 12-5-14 / 71010fr 10118 1 2 i3 5 61 110.00 l Yr) N -10.00 I [6X10 [6X8] T „...............„ [6X 4 11-7-7 AL - 3 3X4 3X5 • '4X5 2X4 3X 10 [5X8] [7X12] 1-0-0 3X6 RC •• •e.` S T F 79' R ho. FO fl fl STATE OF - 3 I 20-4-8 I 10-11-8 Plate 0-0eight Cr I N D I A N A 896#13.50" 12 11 10 1182# 3.50" 488# 3.50" V�:- 1-0-0 .1 u (R1-3-10) 31-4-0 el ��s C/L: 20-2-4 �' �FESSIO,,,• ,�`' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ","""'tt'� scale = 0.1250 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: BB1 TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 4_, " `O COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 / --� Bracing shown on this drawing is not erection bracing,wind bracing, bracingbracing 6y the ln e similar 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 IN 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. Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact 1,,,ding designer. (Truss Plate Institute,TPI,is located at Code r^cc:TPI 1-1995 583 D'Ono(riu Drive,Madison,Wi 33719). TOTAL 40.0 psf V:09 -136431-149 Design: Matrix Analysis JOB PATff. C:ITEE-LOKIBIN HCS: 09.2Y.Y9 CENTEX MONTEREY MODEL 1018 WO: TI: CGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) a 2X4 TRANSVERSE BRACING nailed flat to edge =--= Joint Locations.. BOT CHORDS: 2x4 SPF #1/#2 (N) V of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 12) 15- 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 2x4 SPF #3 (N) 6,7,8 nailed to face(s) of web with 10d nails 3) 3- 8- 0 14) 18- 4- 0 25) 9- 0- 0 WEB FORCE AXL BND CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 0- 0 15) 20- 8- 0 26) 7- 8- 0 30- 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) 6- 4- 0 16) 20- 8- 0 27) 6- 4- 0 29- 3 0 0.00 0.19 0.19 BRACING to extend for center 80% of length. 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 0.36 0.36 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face 7) 9- 0- 0 18) 17- 0- 0 29) 3- 8- 0 27- 5 0 0.00 0.57 0.57 [) : Plate OFFSET from joint center. Refer "**" denotes BOTH edges or BOTH faces 8) 10- 4- 0 19) 15- 8- 0 30) 2- 4- 0 26- 6 0 0.00 0.84 0.84 to Joint Detail Report. MULTIPLE LOADS -- This design is the 9) 11- 8- 0 20) 14- 4- 0 31) 0- 0- 0 25- 7 0 0.00 0.83 0.83 All COMPRESSION Chords are assumed to be composite result of multiple loads. 10) 13- 0- 0 21) 13- 0- 0 23- 8 0 0.00 0.37 0.37 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 11) 14- 4- 0 22) 11- 8- 0 22- 9 0 0.00 0.83 0.83 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, ----MAX. REACTIONS PER BEARING LOCATION 21-10 0 0.00 0.84 0.84 internal pressure coef. I, interior zone. X-Loc Vert Horiz Uplift Y-Loc Type 20-11 0 0.00 0.57 0.57 0- 1-12 0 0 0 HOT PIN 19-12 0 0.00 0.36 0.36 20- 6- 4 0 0 0 HOT H-ROLL 18-13 0 0.00 0.19 0.19 17-14 0 0.00 0.08 0.08 WEB FORCE WEB FORCE RMB = 1.15 1 2I 10-4-0 10-4-0 3 4 I6 I7 9 10 11 12 13 14 15 1 10.00 -10.00 1 [4X6] 2X4 0X4 2X4 2X4 2X4 X4 2X4 : 2X4 9-9-14 2X4 2X4 9-0 4 2X4 si 111111X;4 0-4-15. /.7, : :....u.N.u...Rrj...Limins J.ThemAill ..tlicjimmaimiiiimeamoni,immeimhimi : 04-15 4X4 2X4 2X4 2X4 2X4 2X4 2X43X64 2X4 2X4 2X4 2X4 2X4 2X4 4X4 Off\ s T f R'F '' G R ..... ..` �c, Co no. 1 6,/-.42 II 1 1 STATE _ _ ir 20-8-0 0. I N D I A N Aiiiiii 31 30 29 28 27 26 25241 123 22 21 20 119 18 17 15 0# 3.50" 0# 3.50" 1-0-0 '-;�9�f t��`�\```` (R1-3 10) I I� 20-8-0 1-0-0 (R1-3-10) E SSIOri �,o s EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - Studs 0 1-4-0 o.c. scale = 0.1875 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: CGE CONTRACTOR. Dsgn H r: JR Chic: Date: 12-20-99 =74_1_, ,-7f- 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 fur lateral support of truss members only to reduce buckling length, Provisions must he BC Live 0.0 psi O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. 10.0 BC Dead Design Criteria: TPI Additional bracing of the overall structure may be required. (See H1B-91 of TPI). Fur specificpsf WHERE QUALITY COUNTS truss bracing requirements, contact h.•"--t:designer. (Truss Plate Institute,TPI,is located at Code P--'^: TPI 1-1995 583 D'Onofriu Drive,Madison,Wi 3719). TOTAL 40.0 psf V:09,, -136432-150 Design. Mattis Analysis JOB PATH: C:ITEE-LOKIBIN HCS: 09.29.99 CENTEX MONTEREY MODEL 1018 WO: TI: C QTY:3 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer -Joint Locations 1- 2 -1029 0.01 0.31 0.32 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 20- 8- 0 9) 6-11-15 2- 3 -925 0.01 0.31 0.32 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 5- 3-14 6) 20- 8- 0 10) 0- 0- 0 3- 4 -925 0.01 0.31 0.32 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 10- 4- 0 7) 13- 8- 1 4- 5 -1029 0.01 0.31 0.32 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 15- 4- 2 8) 10- 0- 0 L/999 --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L=-0.04" D=-0.03" T=-0.07" X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 722 0.18 0.17 0.35 MAX HORIZONTAL DEFLECTION: 0- 1-12 886 0 0 DOT PIN 9- 8 480 0.12 0.17 0.29 T= 0.03" 20- 6- 4 886 0 0 DOT H-ROLL 8- 7 480 0.12 0.17 0.29 7- 6 722 0.18 0.17 0.35 WEB FORCE WEB FORCE 2- 9 -260 3- 7 414 3- 9 414 4- 7 -260 RMB = 1.15 10-4-0 if 10t-4-0 1 2 4 5 1 10.00 -10.00 I [5X6] , I .. 54\ I , 2X4 2X4 9-9-14 9-0 4 0-4-15 0 4 15 --f- 4XA4 4X5 3X6 4X5 4X4\ \ .O �TER C� . ,�/P�G)6'�2 FO '- n n STATE OF l 20-8 0 , I N D I A N A 887/113.50" 9 S 7 6 ��� 1-0-0 887# 3.50" -O,p �V: '{ a 20-8-0 0 I 14 1-0-0 (R1-3 10) (R1-3 10) ��",c SS100�-,,.ss EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 "' ."` scale = 0.1875 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: C 4:74c.,,-�� TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 / BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing, gbracing TC Dead 10.0 psf DurFac-Plt: 1.15 portal bracing or similar 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: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Desl n Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact F---'ing designer. (Truss Plate Institute,TPI,is heated at Code l'.._-: TPI 1-1995 583 D'Onufriu Drive,Madison,W. 53719). TOTAL 40.0 psf V.09 -136433-151 Design: Mnlru Analysis JOB PATH: C:ITEE-LOKIBIN HCS 09NcI9 CENTEX MONTEREY MODEL 1018 WO: TI: Cl QTY:5 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) (1 : Plate OFFSET from joint canter. Refer ==s =_ =====Joint Locations.. ____==.____ 1- 2 -1013 0.01 0.30 0.31 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 20- 4- 6 9) 6-11-15 2- 3 -908 0.01 0.30 0.32 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 5- 3-14 6) 20- 4- 6 10) 0- 0- 0 3- 4 -874 0.01 0.23 0.24 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 10- 4- 0 7) 13- 8- 1 4- 5 -977 0.02 0.34 0.36 WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. 4) 15- 4- 2 8) 10- 0- 0 MAX LIVE LOAD DEFLECTION: ---MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 709 0.17 0.19 0.37 L=-0.05" D=-0.05" T=-0.09" 0- 1-12 875 0 0 BOT PIN 9- 8 466 0.11 0.19 0.31 MAX HORIZONTAL DEFLECTION: 20- 2-10 814 0 0 BOT H-ROLL 8- 7 466 0.11 0.11 0.22 T. 0.04" 7- 6 675 0.16 0.27 0.43 WEB FORCE WEB FORCE 2- 9 -258 3- 7 355 3- 9 420 4- 7 -229 RMB = 1.15 10-4-0 it 100-6 1 2 q 5 10.00 -10.00 I [5X6] T a 2X4 11 N 9-9-14 9 0 4 144%\'' -abillt 0-4-15 0-7-15 ,,, a ac i nn 4X5 3X6 4X5 [4X8] lc- O• )\ S�6q Cf G ▪ A.4... no. F0 - 16u 2 _ n STATE OF 20-4-6 C INDIANA 10 9 8 875# 3.50" �-' 1-0-0 o 20-4-6 n 814# 3.50" '�,� I • QF E. s (R1 3 10) I ,,,ESSIOty0.\-�,os EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1875 . TM C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: Cl TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 ___74,,---/-1-----7- 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 shown is fur lateral support of truss members only to reduce buckling length. Pruvisi ins must he BC Live 0.0 psf O. . Spacing: 24.0"W ESTF I ELD IN D 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact b'."ding designer. (Truss Plate Institute,TPI,is located at Code T'�c: TPI 1-1995 583 D'Onofrio Drive,Madison,Wi 53719). TOTAL 40.0 psf V;09 436434-152 Design: Mrurir Analysis JOB PATH: C:ITEE-LOKIBIN HCS: 69.29.99 CENTEX MONTEREY MODEL 1018 WO: TI: DGE 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 a 1) 0- 0- 0 7) 8- 1-12 13) 6- 9-12 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 1- 5-12 8) 9- 5-12 14) 5- 5-12 SLIDERS: 2x4 SPF #1/#2 (N) nailed to face(s) of web with 10d nails 3) 2- 9-12 9) 10-11- 8 15) 4- 1-12 WEB FORCE AXL BND CSI 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 4- 1-12 10) 10-11- 8 16) 2- 9-12 2-17 0 0.00 0.04 0.04 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 5- 5-12 11) 9- 5-12 17) 1- 5-12 16- 3 0 0.00 0.14 0.14 BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' 6) 6- 9-12 12) 8- 1-12 18) 0- 0- 0 15- 4 0 0.00 0.29 0.29 Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face ----MAX. REACTIONS PER BEARING LOCATION 14- 5 0 0.00 0.50 0.50 (] : 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 0.29 0.29 to Joint Detail Report. MULTIPLE LOADS -- This design is the 0- 1-12 0 0 0 BOT PIN 12- 7 0 0.00 0.14 0.14 A11 COMPRESSION Chords are assumed to be composite result of multiple loads. 10- 9-12 0 0 0 BOT H-ROLL 11- 8 0 0.00 0.04 0.04 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 5-5-12 l 1 5-5-12 l 1 2 3 4 6 7 8 9 110.00 -10.00 I 5X4 T ilk 3 X4 ` 4 3X5-9 6 3X12] T 5-3-2 0-8-5mm0 8-5mi� ,�IIn 4 X8] 2X4 2X4 2X4 2X4 2X4 2X4 U ml [4X8] „E„.A R 2X4 Off' \STF CF -. _ 7q G R no. O -� / 1 61 .4 2 -- (I I I STATE 0F = 10-11-8 :Cr INDIANA 18 lt7 16 15 14 13 12 11 10 0# 3.50" 0# 3.50" 1-0-0 ',,„,p0,r. Kph F��s.' (R1-3-10)�� 10-11-8 �� SIO EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 14-0 o.c. scale = 0.2500 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: DGE TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 / ,47„,---71 7---`4 COMPANY INC. BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 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 41 8 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 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. Design Criteria: TPI Additional bracing of the overall structure may be required. (See HtB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact I "ling designer. (Truss Plate Institute,TP1,Is located at Code r-':TPI 1-1995 583 D'Onufrio Drive,Madison,W' 53719). TOTAL 40.0 psf V:09 ►-136435-153 Design. MwrLe Analysis JOB PATH. C:ITEE-LOKIB/N HCS: 09.29.99 CENTEX MONTEREY MODEL 1018 WO: TI: D QTY:4 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [J : Plate OFFSET from joint canter. Refer _ _ ===Joint Locations.................0 -306 0.00 0.05 0.05 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) =0- 0- 0 3) 10-11- 8 5) 5- 5-12 0- 2 -413 0.00 0.23 0.23 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 5- 5-12 4) 10-11- 8 6) 0- 0- 0 2- 0 -413 0.00 0.23 0.23 SLIDERS: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. --MAX. REACTIONS PER BEARING LOCATION 0- 3 -306 0.00 0.05 0.05 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type L/999 0- 1-12 498 0 0 BOT PIN BC FORCE AXL BND CSI L. 0.00" D= 0.00" T=-0.01" 10- 9-12 438 0 0 BOT H-ROLL 6- 5 269 0.07 0.17 0.24 MAX HORIZONTAL DEFLECTION: 5- 4 269 0.07 0.17 0.24 T= 0.02" WEB FORCE WEB FORCE 2- 5 139 RMB = 1.15 5 5 12 i 5-5-12 1 1 10.00 -10.00 1 5X4 E=5 5-9-6 3X4 1 3X4 5-3-2 0-8-5 \mi 0 8 5 I ° [4X8] 2X4 [4X8J J �\ CF'O <STfq'0 _ p. No. O// 16 „ - -- Pi Fl STATE OF 10-11-8 ----Cr INDIANA �_ 6 5 4� �\�`� 498# 3.50" 438# 3.50" 1-0-0 '-,,,O,c-CSS10tlA``c�s\ (R1-3-10)-1 a 10-11-8 �� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: D TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 : 4,,--7-1---:-- 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 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 and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf Design Criteria: TPI WHERE QUALITY COUNTS truss bracing requirements, contact`-',ling designer. (Truss Plate Institute,TPI,Is located at Code 1"-----!: TPI 1-1995 583 D'Onofrio Drive,Madison,R' 53719). TOTAL 40.0 psf Y;0 !-136436-154 Design: Mwru Analysis JOB PATH: C:ITEE-LOKIB/N HCS: 09.29.99 CENTEX MONTEREY MODEL 1018 WO: TI: EGE QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge --- ---===Joint Locations HOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 14) 17- 1- 0 27) 17- 3-12BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 2- 5- 0 15) 18- 5- 0 28) 15- 9- 0 2x4 SPF STUD (N) 7,11 nailed to face(s) of web with 10d nails 3) 3- 9- 0 16) 19- 9- 0 29) 14- 5- 0 WEB FORCE AXL BND CSI 2x4 SPF #3 (N) 8,10 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 1- 0 17) 21- 1- 0 30) 13- 1- 0 38- 2 0 0.00 0.05 0.05 2x4 SPF #1/#2 (N) 9 BRACING to extend for 80% of web length. 5) 6- 5- 0 18) 22- 5- 0 31) 11- 9- 0 37- 3 0 0.00 0.13 0.13 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding 14' 6) 6- 8- 5 19) 23- 9- 0 32) 10- 5- 0 36- 4 0 0.00 0.24 0.24 of web with 12d nails at 8" o.c. TRANSVERSE "*" denotes ONE edge or ONE face 7) 7- 9- 0 20) 26- 2- 0 33) 8-10- 4 35- 5 0 0.00 0.38 0.38 BRACING to extend for center 80% of length. "**" denotes BOTH edges or BOTH faces 8) 9- 1- 0 21) 26- 2- 0 34) 7- 9- 0 34- 7 0 0.00 0.55 0.55 [] : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 9) 10- 5- 0 22) 23- 9- 0 35) 6- 5- 0 33- 8 0 0.00 0.76 0.76 to Joint Detail Report. MULTIPLE LOADS -- This design is the 10) 11- 9- 0 23) 22- 5- 0 36) 5- 1- 0 32- 9 0 0.00 0.72 0.72 All COMPRESSION Chords are assumed to be composite result of multiple loads. 11) 13- 1- 0 24) 21- 1- 0 37) 3- 9- 0 31-10 0 0.00 0.91 0.91 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 12) 14- 5- 0 25) 19- 9- 0 38) 2- 5- 0 30-11 0 0.00 0.65 0.65 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 13) 15- 9- 0 26) 18- 5- 0 39) 0- 0- 0 29-12 0 0.00 0.91 0.91 internal pressure coef. I, interior zone. ----MAX. REACTIONS PER BEARING LOCATION 28-13 0 0.00 0.72 0.72 X-Loc Vert Horiz Uplift Y-Loc Type 27 14 0 0.00 0.76 0.76 0- 1-12 0 0 0 BOT PIN 26-15 0 0.00 0.55 0.55 26- 0- 4 0 0 0 BOT H-ROLL 25-16 0 0.00 0.38 0.38 - 24-17 0 0.00 0.24 0.24 23-18 0 0.00 0.13 0.13 22-19 0 0.00 0.05 0.05 WEB FORCE WEB FORCE 13-1-0 I 1 I I r I 1 t 13-1-0 RMB = 1.15 1 t I I r 7 2 3 4 56 8 9 10 11 12 13 14 15 16 17I 1I8 19 20 8.00 -S 00 5X6 2X4 =? 2X4 2X4 s a 2X4 2X4 a z 2X4 2X4 2X4 a 2X4 9-8-14 2 X4 9-1-4 MjIlIII12 � 2X4 2 2X40-4-9 1111111111166. 0 4I-9 /Ps nn 9 4X5 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 4X5 [5X6] `,c ASTER /q n o. EO -� 16,2-42 I r � II S T a i E O r 26-2-0 INDIANA I I I I I r r 1 r I 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 OJ/ 3.50" 0# 3.50" N , 1-0-0 s 26-2-0 II ' �� r �s;` (R1-2-7) I I ",CSSIOKA`� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 1-4-0 o.c. scale = 0.1875 • TM C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: EGE CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 c7.4.„, TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 "" ° COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac -Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, cuntac'' •'...,;designer. (Truss Plate Institute,TPI,is located at Code n, • TPI 1-1995 583 D'Onofrlo Drive,Madison,V 3719). - TOTAL 40.0 psf Y:4,! 136437-155 Design: Maine Analysis JOB PATH: C:ITEE-LOAIB/N HCS: (4.Z9.99 CENTEX MONTEREY MODEL 1018 WO: TI: E QTY:7 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [I : Plate OFFSET from joint center. Refer ---= Joint Locations=====__________ 1- 2 -1491 0.03 0.53 0.56 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 26- 2- 0 9) 8-10- 4 2- 3 -1331 0.03 0.54 0.56 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 6- 8-14 6) 26- 2- 0 10) 0- 0- 0 3- 4 -1331 0.03 0.54 0.56 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 13- 1- 0 7) 17- 3-12 4- 5 -1491 0.03 0.53 0.56 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 19- 5- 3 8) 13- 1- 0 L/999 --MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL END CSI L=-0.07" D=-0.06" T=-0.13" X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 1161 0.28 0.30 0.58 MAX HORIZONTAL DEFLECTION: 0- 1-12 1106 0 0 BOT PIN 9- 8 768 0.19 0.30 0.48 T= 0.05" 26- 0- 4 1046 0 0 BOT H-ROLL 8- 7 768 0.19 0.30 0.48 7- 6 1161 0.28 0.30 0.58 WEB FORCE WEB FORCE 2- 9 -350 3- 7 555 3- 9 555 4- 7 -350 RMB = 1.15 13-1-0 13-1-0 1 2 l'. 4 5 I 8.00 -8.00 I [5X6] 1[6X6] 2X4 9-8-14 : J Itilliiiib, 0-4-9 0 4-9 4X5 5X4 3X6 5X4 4X5 O '' W------ =`C' / ST£Rr Q ,o. O c r 2 P1 P1 STATE OF . 26�2 0 ,c7 INDIANA �l0 9 - �I ol Az. 1 0-0 nl Ia 1047# 3.50" �,,'Pp F (R1-2-7) 26-2-0 F(5510t��\-�,�`‘ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: E -� TRUSS MANIIFACTl1RING CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 -7Z<Ig----.. / 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 WESTFIELD IND 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't made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-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 r _"- •TPI 1-1995 583 D'Onofrio Drive,Madison,W 3719). TOTAL 40.0 psf y;Oc -,:13643$ 156 Design: Murit Analesis JOB PATH: C:ITEF_-LOKIBIN CENTEX I MONTEREY MODEL 1018 WO: TI: El QTY:8 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #l/#2 (N) (]: Plate OFFSET from joint center. Refer =......Joint Locations========a:====__ 1- 2 -1491 0.03 0.53 0.56 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 26- 2- 0 9) 8-10- 4 2- 3 -1331 0.03 0.54 0.56 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 6- 8-14 6) 26- 2- 0 10) 0- 0- 0 3- 4 -1331 0.03 0.54 0.56 2x4 SPF #3 (N) 2,3 All COi<PRESSION Chords are assumed to be 3) 13- 1- 0 7) 17- 3-12 4- 5 -1491 0.03 0.53 0.56 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 4) 19- 5- 3 8) 13- 1- 0 L/999 ----MAX. REACTIONS PER BEARING LOCATION BC FORCE AXL BND CSI L=-0.07" D=-0.06" T=-0.13" X-Loc Vert Horiz Uplift Y-Loc Type 10- 9 1161 0.28 0.30 0.58 MAX HORIZONTAL DEFLECTION: 0- 1-12 1106 0 0 BOT PIN 9- 8 768 0.19 0.30 0.48 T. 0.05" 26- 0- 4 1106 0 0 BOT H-ROLL 8- 7 768 0.19 0.30 0.48 7- 6 1161 0.28 0.30 0.58 WEB FORCE WEB FORCE 2- 9 -350 3- 7 555 3- 9 555 4- 7 -350 RMB = 1.15 /1/1 13-1-02 i 13-1-0 4 5' 8 00 _8 00 [5X6] • [6X6] 6X6] 9-8-14 0-4-9 9-1-4 0-4-9 . lit lAkk&T /4X5 5X4 3X6 5X4 4X5 T • \ ,.,f_. AR�,F • 0f ._7 c 5 T f R,F P 16�2 O -- n n aTE 26-2-0ST OF = 0 I9 8 i7 6Cr INDIANA w= 1107# 3.50" 1107# z. 3.50" ' � - �11-0-0 I f _� � 26-2-0 �-= 'D,0 (R1-2-7 (R1-2-7),, F � •.,,ESSIOtlt"" `` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: • A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: El CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 ..:7 e_ci_..,_,--71----.---fz..a,..c,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,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" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf h g made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Deadpsf Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific 10.0 WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is boated at . Code DPvr: TPI 1-1995 . 583 D'Onofrio Drive.Madison,W. - ¶3719). TOTAL 40.0 psf V:OC •136439-157 Design: Mwric Analysis JOB PATH. C:ITEE-LOKIBli, HCS: 9 CENTEX _ MONTEREY MODEL 1018 WO: TI: EE QTY:7 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer ....-.-.......Joint Locations.....-..........1- 2 -2734 0.12 0.56 0.68 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0 0 4) 19- 5- 3 7) 16- 3- 0 2- 3 -2491 0.09 0.60 0.68 WEBS: 2x4 SPF STUD (N) + Denotes 90 degree plate orientation. 2) 6- 9- 0 5) 26- 2- 0 8) 8- 3- 4 3- 4 -1258 0.03 0.60 0.63 2x4 SPF #3 (N) 2,3 All COMPRESSION Chords are assumed to be 3) 13- 1- 0 6) 26- 2- 0 9) 0- 0- 0 4- 5 -1484 0.03 0.60 0.63 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION L/999 X-Loc Vert Horiz Uplift Y-Loc Type BC FORCE AXL BND CSI L=-0.17" D=-0.16" T=-0.33" 0- 1-12 1106 0 0 BOT PIN 9- 8 2322 0.57 0.26 0.83 MAX HORIZONTAL DEFLECTION: 26- 0- 4 1046 0 0 DOT H-ROLL 8- 7 926 0.22 0.28 0.50 T. 0.22" 7- 6 1159 0.28 0.37 0.66 WEB FORCE WEB FORCE 2- 8 -281 3- 7 234 3- 8 1778 4- 7 -369 RMB = 1.15 'II 13-1-0 2 it 13-1-0 t 4 5 8.00 -8.00 [6X8] [6X6] 2X4 9-8-14 9-1-4 �mw Allihillih„. 0-4-9 +7X8 0-4-9 [SX6] 2-715 [7X8] 4X5 �\0/,�, ,ARCS' 4.00 1 1 -4.00 •~�q.`•• N 0.f A```o 0 3 8 - Q.. )6 Z Pi STATE OF = 7-11-12 7-11-12 9-11-0 =� INDIANA c = ° „J.:. 1107# 3.50" 6 �2- 1-0-0 1047t11 3.50" o9O F s:�• (R1-2-7)e a 26-2-0 I CSSIOt* EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0 `-,,��."'� r _ scale = 0.1875 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: EE CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 J7iiTRl1MAFATURINGBRACING WARNING -Lbr: 15 COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFae-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 trues 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 ends and specified locations determined by the building designer. Dell n Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-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 located at Code r..�_-TPI 1-1995 583 D'OnnGio Drive,Madison,1i 3719). TOTAL 40.0 psf Y;OS 43644015$ Design: Marric Analysis JOB PATH: C:ITEE-LOKIBIN Hr.c• rY,?000 CENTEX MONTEREY MODEL 1018 WO: TI: FGE QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) All CRESSION Chords are assumed to be ===Joint Locations=====__=____=__ 1- 2 20 0.00 0.04 0.05 BOT CHORDS: 2x4 SPF #3 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 1-11- 8 WEBS: 2x4 SPF STUD (N) 2) 1-11- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: ----MAX, REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.02 0.02 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L= 0.00" D= 0.00" T= 0.00" 0- 1-12 108 0 0 BOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 1-10-12 78 0 0 BOT H-ROLL 2- 3 -53 T= 0.00" RMB = 1.15 y 1-11-8 1 2 1 6.00 2X4 40.4-5 1-4-1 1-6-11 i, u _i__ —1-- 3X4 2X4 `~O �5 T ERf 1 8 /p n o. O 0 bc..r 2 STATE OF = 1-10-0 =ic INDIANA ��` to a 3.50" 78a l.so ,o S> 0-6-0 .� le 1-11-8 ,I '„,'9p 4�,` (R0-6-11) f FESS I O K A\-,,os EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: FGE CONTRACTOR. Dsgnr: JRH ChicDate: 12-20-99 :7:(-c-j_L„— i---'- BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 ?1„..c..„...,c.,..IRUScSoMmApNANUFyAINCTcl1RING . Bracing shown„n 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 members only to reduce buckling length. Provisions must be BC Live �,� psf WESTFIELD IND 46074O•C• Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Desl Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf i� WHERE QUALITY COUNTS truss bracing requirements, contact 1.3"3ilding designer. (Truss Plate Institute,TPI,is located at Code n""C: TPI 1-1995 583 D'Onolrio Drive,Madison,V 53719). TOTAL 40.0 psf r V:0 -13441-159 JOB PATH: C:ITEE-LOKIBIN HCS: W.d.99 • CENTEX MONTEREY MODEL 1018 WO: TI: F 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 20 0.00 0.04 0.05 HOT CHORDS: 2x4 SPF #3 (N) continuously braced unless noted otherwise. 1) 0- 0- 0 3) 1-11- 8 WEBS: 2x4 SPF STUD (N) 2) 1-11- 8 4) 0- 0- 0 BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: MAX, REACTIONS PER BEARING LOCATION 4- 3 0 0.00 0.02 0.02 L/999 X-Loc Vert Horiz Uplift Y-Loc Type L= 0.00" D= 0.00" T= 0.00" 0- 1-12 108 0 0 HOT PIN WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION: 1-10-12 78 0 0 HOT H-ROLL 2- 3 -53 T= 0.00" RMB = 1.15 J/1 1-11-8 I if I 6.00 2X4 0-4-5 nll 1-4-1 1-6-11 .agigigill u 3X4 2X4 ,, ,,,\oEAR� g F;O�� F -0-1-8Z /Qno. •O '- 16 AO h STATE r _ 1-10-0 =Cs INDIANA / 3' ��`�. 108!/ 3.50" 78# 1.50" z 0-6-0 �. fe 1118 e o c n ESSIOW's\-O` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: F CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 fz._(1,-(„„ RUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 "`'-4INC.COMPANY INC `t Bracing shown tin 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 huilding design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf 0.C• Spacing: 24,0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer, Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at Code D" -: TPI 1-1995 583 D'Onofrio Drive,Madison,W' 3719). TOTAL 40.0 psf _V;09 .I36442-164 JOB PATH: C:ITEE-LOKIBIA HCS: fn._ .)9 CENTEX MONTEREY MODEL 1018 WO: TI: GGE QTY:1 TC FORCE AXL END CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = -Joint Locations= BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 4) 4- 4- 0 7) =1- 6- 4 BC FORCE AXL BND CSI WEBS: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 1- 6- 4 5) 4- 4- 0 8) 0- 0- 0 GABLE STUD: 2x3 SPF #3 (N) Analysis based on Simplified Analog Model. 3) 2-10- 4 6) 2-10- 4 WEB FORCE AXL BND CSI All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION 7- 2 0 0.00 0.03 0.03 continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type 6- 3 0 0.00 0.12 0.12 End vertical(s) not designed for exposure 0- 1-12 0 0 0 BOT PIN 5- 4 0 0.00 0.26 0.26 Wind analysis based on: ASCE-Combined, V= 75 to lateral wind pressure. 4- 3- 4 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 Ir 4-4-0 1 2 3 4 110.00 2X4 2X AIl[ 4-9-14 In ��LI LIMINI wi 3X4 2X4 2X4 2X4 '���r,iti ii Utf1, , : ' GNo. Cr 7.7 16442 • 'If 7 4 4 6 Sf' STATE OF = 0# 3.50" 0# 1.50" INDIANA 10 o (R1-3-10)t,1 o 4-4-0 0 ,o �,; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.3750 ''��o�,FSSIO N AL �����`` i WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: `"ti iii c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: GGE 7:: :)...„..--7/17----,,, TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 1-24-00 BRACING WARNING: TC Live 20.0psf DurFac-Lbr:COMPANY INC. 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 W ESTF I ELD 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 O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may be required, (See HIB-91',ITT!). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact F designer. (Truss Plate Institute,TPI,is located at Code r _ TPI 1-1995 583 D'Onofrio Drive,Madison,Wi: '19). TOTAL 40.0 psf Y:OI,L 089 89 Design: Mrurir Analysis JOB P.177/ T:ITEE-LOKVOBSIOKI7LRS148280 fire nr or m CENTEX I MONTEREY MODEL 1018 WO: TI: JGE QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations BOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 8- 4- 0 9) 2- 9-13 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 9-13 6) 8- 4- 0 10) 0- 0- 0 SLIDERS: 2x4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. 3) 4- 2- 0 7) 5- 6- 3 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the [) : Plate OFFSET from joint center. Refer 4) 5- 6- 3 8) 4- 2- 0 9- 2 0 0.00 0.15 0.15 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.31 0.31 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.15 0.15 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 DOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 8- 2- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 /I fr1. 4-2-0 .12 1 t 4-2-0 • 4 5 I 8.00 -8.00 I 5X4 2T , d11T 2 9 X4 3-9-93-5-10 0-8-5 u' u W 085 [3X8J 2X4 2X4 2X4 [3X8J .```,\Ott ,ffffi ;��ON s '1Rc-, ,1 8-4-0 ,,'` F 10 9 8 17 6� 16442 0# 3.50" 0# 3.50" 1-0-0 J star, O F _ I�(R1-2-7j a 8-4 0 'I Q(R1 2-7) K.....____DiA,fly EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.5000 - ,o WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ,�'',,S010 N AL �,0`� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: JGE �f''f"tft� ,` TRUSS MANUFACTURING CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 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 of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0tt WESTFIELD (ND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact' ",g designer. (Truss Plate Institute,TN,Is located at Code TPI 1-1995 583 D'Onofrio Drive,Madison,W. 53719). TOTAL 40.0 psf V.01, 319417-53 Design.. Marrs Analcsrs JOB PATH: C:ITEE-LOKlB/N H(f• Ill nI no CENTEX MONTEREY MODEL 1018 WO: TI: VA011008 QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge 5 Joint Locations= BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 3- 0- 0 5) 0- 0- 0 BC FORCE AXL BND CSI Analysis based on Simplified Analog Model. BRACING to extend for center 80% of length. 2) 1- 6- 0 4) 3- 0- 0 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX, REACTIONS PER BEARING LOCATION WEB FORCE WEB FORCE continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type RMB = 1.15 Wind analysis based on: ASCE-Combined, V= 75 0- 1-12 0 0 0 BOT PIN MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 2-10- 4 0 0 0 BOT H-ROLL internal pressure coef. I, interior zone. f/ 1-6-0 it 1-6-0 1 3 11/ 1000 -1000 2X5 1 , 1-3-6 1-3-6 0-0-6 0-0-6 2X5 2X5 O�\Oc�s T F RCF A : 7p:'L No. FO STATE OF 7. 3-0-0 _� INDIANA 5 4 \��` 0# 3.50" 0# 3.50" ,o C' 3-0-0 t `t` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 4-2-0 o.c. scale = 0.7500 T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA011008 r CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 TRUSS MANUFACTURINGCOMPANY BRACING WARNING: TC Live 20.0 psf DutFac -Lbr: 1.15 ""`�O 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 am!which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may he required. (Sec HIB-91 of TPI). For specific BC Dead 10.0 psf WHERE QUALITY COUNTS truss bracing requirements, contact' .'ing designer. (Truss Plate Institute,TN,is located at Code- -C: TPI 1-1995 583 D'Onufriu Drive,Madison,W 53719), TOTAL 40.0 psf Y;09 9-136443 141 Design: Marrir Analysis JOB PATH. C:ITEE-LOKIBIN NC.S.: t79.29 99 CENTER MONTEREY MODEL 1018 WO: TI: VA021008 QTY:2 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge = -Joint Locations BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 2- 6 5) 3- 1- 3 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 1- 3 4) 6- 2- 6 6) 0- 0- 0 MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 5- 2 0 0.00 0.37 0.37 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 6- 0-10 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. 1 3-1-3 i3-1-3 3 1 10.00 -10.00 1 4X4 I\ PM 2-7-6 2-7-6 I 0-0-6 , Aill n L u 'A _L 2X5 2X4 2X5 c)\�S T E q CE Z ��'/�C,ry O. FO 16�z ' STATE OF = / 6-2-6 c INDIANA 0#63.50" 5 4 0# 3.50" \ la DI 6-2-6 ,,'',, 'SS I O x P�'� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs",,r r,r r"` ® 4 2-0 o.c. scale = 0.7500 . T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: VA021008 CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 .:____/4.__.,_, `�` TRUSS MANUFACTURINGING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 `�.6 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 shown is fur 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 and specified locutions determined by the building designer. Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf g WHERE QUALITY COUNTS truss bracing requirements, contact 1,-,Wing designer. (Truss Plate Institute,TPI,is located at • Code\nsc: TPI 1-1995 583 D'Onofrlo Drive,Madison,W 1 53719). TOTAL 40.0 psf 1( :0- )-136444-162 Design: Matrix Analysis JOB PATH. C:lTEE-LOKIBIA RCS.. 09.[Y.99 CENTEX I MONTEREY MODEL 1018 WO: TI: VA041008 QTY:1 TC FORCE AXE, 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 B" o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 7- 4 9) 6- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 1- 9 6) 12- 7- 4 10) 2- 1- 9 [l : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 6- 3-10 7) 10- 5-11 11) 0- 0- 0 WEB FORCE AXL BND CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 10- 5-11 8) 6- 3-10 10- 2 0 0.00 0.07 0.07 All COMPRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.79 0.79 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.07 0.07 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN internal pressure coef. I, interior zone. 12- 5- 8 0 0 0 DOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 6-3-10 1 6-3-10 1 2 4 5i 1 10.00 -10 0000 [5X4] E0 5-3-6 5-3-6 2X4111 2X4 u i0-0-6 0-0-6 �V u p=p R. ° 2X5 2X4 2X4 2X4 2X5 2X5 :►o0o00000000000000000004►4►0404000004141*0000000000000C: ,`,�s,sstt fi'rnii ••,`,\O o �• q,�O, ,/ 12-7-4 s' .. S C���: 11 110 9 g 7 6 �� 16442 ON 3.50" 0�+ 3.50" S7gJE OF 1° 12-7-4 Inf pIAN 7 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.3750 r=, �� = T M C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: VA041008 %'FESSJO N AL .-.� CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 r''"""" TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 - COMPANY INC. BRACING WARNING: Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 rc)......--/r,—,,, PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing 0,�', Spacing: bi3Otl WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific Is WHERE QUALITY COUNTS truss bracing requirements, contact b —"ng designer. (Truss Plate Institute,TPI,is located at Code r. —: TPI 1-1995 583 D'Onofrio Drive,Madison,W. 53719). TOTAL 40.0 psf V•01 -310019-54 Design: Mwrir Analysis JOB PATH: C:ITEE-1,OXIBIN HCS: 01 ,Jr CENTEX MONTEREY MODEL 1018 WO: TI: VA051008 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) 15- 9-10 9) 3- 8-13 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 8-13 6) 15- 9-10 10) 0- 0- 0 2x4 SPF STUD (N) 2 Analysis based on Simplified Analog Model. 3) 7-10-13 7) 12- 0-14 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the [] : Plate OFFSET from joint center. Refer 4) 12- 0-14 8) 7-10-13 9- 2 0 0.00 0.25 0.25 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.88 0.88 All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type 7- 4 0 0.00 0.25 0.25 Wind analysis based on: ASCE-Combined, V. 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 15- 7-14 0 0 0 DOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 7-10-13 / 3 7-10-13 ,' 1 2 3 4 5' 10 00 -10.00 I ��h 3X8] 2X 2X4 6-5-15 4I11I 6-515 0-0-6 0-0-6 u 2X5 2X4 5X4 2X4 2X5 �\.� \O E'. q R'., i 15-9-10 / �� \S c t c` 10 9 8 7 6 1 69 . 0# 3.50" 0# 3.50" STATE OF la 15-9-10 °I INDLA E EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2500 ��c WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ��'�'`� ' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA051008 /''FSS/0 N AL -o`� CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 ��'"" '‘ 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 PO BOX 418 which is a part of the building design and which must be considered by the building designer. BracingrPit: 1.15 WESTFI ELD IND 46074 shown Is for lateral support of truss members O.C.O,C, Spacing: 24.Ot'only to 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 structure may he required. (Sec HIB-91 of TPI). For specific WHERE QUALITY COUNTS truss bracing requirements, contact F -q designer. (Truss Plate Institute,TPI,Is located at Code T • TPI 1-1995 583 D'Onofrio Drive,Madison,Wi i3719). TOTAL 40.0 psf V:Q1 `-310020-55 Design: Matrir Annlesit JOB PATH: C:ITFE-LOK IBIN rrr c nr ro,IY1 CENTEX I MONTEREY MODEL 1018 WO: TI: VA061008 QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge =Joint Locations===== BOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 19- 0- 0 9) 5- 2-13 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 5- 2-13 6) 19- 0- 0 10) 0- 0- 0 2x4 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 9- 6- 0 7) 13- 9- 3 WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the 0 : Plate OFFSET from joint center. Refer 4) 13- 9- 3 8) 9- 6- 0 9- 2 0 0.00 0.52 0.52 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION 8- 3 0 0.00 0.73 0.73 All C(PRESSION Chords are assumed to be X-Loc Vert Horiz uplift Y-Loc Type 7- 4 0 0.00 0.52 0.52 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 18-10- 4 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE internal pressure coef. I, interior zone. RMB = 1.15 9-6-0 9-6-0 1 2 3 4 5' 10.00 -10.00 I � 3X8J 2X4 F6 2X4 7-9-15 J 7-9-15 III 0-0-6 0-0-6 2X5 2X4 5X6 2X4 2X5 C i� ,.�pN q,Q�; 19-0-0 S e'; 10 9 8 7 6 .� 0# 3.50" 0# 3.50" 16442 S7grE OFH Id 19-0-0 * K\i,DIA---------N..y :.-Z:-.17: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.2500 , WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ' ' ' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTER Truss ID: VA061008 ESS10 N Al. v,,o`‘` CONTRACTOR. Dsgnr: JRH Chic: Date: 10-17-00 r1'""t"` TRUSS MANUFACTURING TC Live 20.0 psf DurFac-Lbr: 1.15 f rk-�-. . COMPANY INC. BRACING WARNING:Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Pit: 1.15 7 -c)....::: PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: �4.0't WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 sf Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific P 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,W 53719). TOTAL 40.0 psf 17:01 -310021-56 Design: Marrir Anah'sis JOB PATH: C:ITEE-LOKIBIN ore• nI ni no CENTEX MONTEREY MODEL 1018 WO: TI: VA031008 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) 9- 4-13 5) 4- 8- 7 BC FORCE AXL END CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 8- 7 4) 9- 4-13 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- 1 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, RMB = 1.15 internal pressure coef. I, interior zone. 1 4-8-7 i 4-8-7 3 10 00 -10 00 4X4 I . 3-11-6 3-11-6 0-0-6 A 0-0-6 2X52X2X5 2X4 e j1 ',0EARC/STEgE Z /p No. O )biz ': STATE OF_ = J� 9-4-13 'CrINDIANA �.E 6 s a ��� 0# 3.50 0# 3.50" ,09 � ;�: I u 9-4-13 '�'',„FESS I O K P\',,``\� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ",,,,,,o, Studs 4-2-0 o.c. scale = 0.5000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA031008 CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 '':72:4-L'"7L--:— TRUSS MANUFACTURING COMPANY INC. PO BOX 418 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 which is a part of the building design and which must be considered by the building designer. Bracing i ac O,C, $ n 24.0" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf Spacing: made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-9I of TPI). For specific psf WHERE QUALITY COUNTS truss bracing requirements, contact`-°'Sing designer. (Truss Plate Institute,TPI,is located at Coder `:: TPI 1-1995 583 D'Onofrio Drive,Madison,V •53719). TOTAL 40.0 psf Y•0, 2-136446-164 Design: Wait Analysis JOB PATH: C:ITEE-LOKIBIN HCS 0919 99 CENTEX MONTEREY MODEL 1018 WO: TI: VA1GE 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 8) 10- 2- 7 15) 6- 0- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 2- 7 9) 12- 4-14 16) 4-10- 7 [) : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 3- 6- 7 10) 12- 4-14 17) 3- 6- 7 WEB FORCE AXL BND CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 4-10- 7 11) 10- 2- 7 18) 2- 2- 7 18- 2 0 0.00 0.05 0.05 A11 COMPRESSION Chords are assumed to be composite result of multiple loads. 5) 6- 2- 7 12) 8-10- 7 19) 0- 0- 0 17- 3 0 0.00 0.15 0.15 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 6) 7- 6- 7 13) 7- 6- 7 16- 4 0 0.00 0.30 0.30 MPH, 1=0.90, Mean Hgt..15.0 ft, Exp. Cat. C, 7) 8-10- 7 14) 6- 2- 7 14- 5 0 0.00 0.51 0.51 internal pressure coef. I, interior zone. ----MAX. REACTIONS PER BEARING LOCATION 13- 6 0 0.00 0.30 0.30 X-Loc Vert Horiz Uplift Y-Loc Type 12- 7 0 0.00 0.15 0.15 0- 1-12 0 0 0 BOT PIN 11- 8 0 0.00 0.05 0.05 12- 3- 2 0 0 0 BOT H-ROLL WEB FORCE WEB FORCE RMB = 1.15 6-2-7 6 2-7 1 2 3 4 11/ 6 7 8 9 1000 -1000 [5X4J E� - - + 1�1 2X4 2X4 l 2X4 2X4 527 d p 5-2-7 2X4 2X4 1 0-0-6 0-0-6 gv n u u •Cis=u u u hn,,, 2X5 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X5 2X5 \owls;111ff1j/` ,,;`pN\° E. 11ii i' =:►004►004►004►004►4►004►4►4104►4►4►4►4►410414104►41410004►04►4►4►4►04►4►04►4 : G Q- N o,f�F 16442 = ,� , I 12-414 I 1 STATE �� - 19 18 17 16 15 14 13 12 11 10'0# 3.50" 0# 3.50" ` IN DIANA Fe 12-4-14 °I %..o‹ k�` EXCEPT AS SHOWN PLATES ARE TL20 GA TES11,D PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.3750 .�,�FFss10NAL �-����, T M WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ''''11111" c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA1GE v� CONTRACTOR. Dsgnr: JRH Chit: Date: 1-24-00 / TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 ( COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac-Plt: 1.15 PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing WESTFIELD IND 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. Desl Criteria: TPI Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 psf i� WHERE QUALITY COUNTS truss bracing requirements, contact hu"'"!designer. (Truss Plate Institute,TPI,is located at Code P TPI 1-1995 583 D'Onotrio Drive,Madison,Wi.v 1719). TOTAL 40.0 psf Y:OI,(, 150390-90 Design: Mwrir Analysis JOB PATH: T:ITEE-LOKVOBS1v,,,,tRS1411280 rrre• 01 Or(-is CENTEX I MONTEREY MODEL 1018 WO: TI: VA1SP QTY:1 TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations DOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 8-10-15 5) =4- 5- 8 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 5- 8 4) 8-10-15 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 0.80 0.80 continuously braced unless noted otherwise. 0 1-12 0 0 0 BOT PIN Wind analysis based on: ASCE-Combined, V= 75 8- 9- 3 0 0 0 DOT 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. 4-5-8 4-5-8 'l l ,1' 10�00 -10 00 3I • 4X4 I . . • I , 3 8 is 3-8-15 0-0-6 0-0-6 ,, 2X5 2X4 2X5 • }/P4 n o. FO STATE OF _ f� 8-10-15 j� t 'I Y I N OIANA os 3.sott 5 4 2-.:- ".... oa 3.so • �,� �� Ia 8 to is al % „fESS10Kt`�'�,``s� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs (g? 4-2-0 o.c. scale = 0.5000 . TM C WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VA1SP CONTRACTOR. Dsgnr: JRH Chk: Date: 12-20-99 / TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac-Lbr: 1.15 -, COMPANY INC. Bracing shown"n this drawing is not erection bracing,wind bracing. bracingbracing TC Dead 10.0 psf DurFac- Plt: 1.15 / _ g, b,portal or similar PO BOX 418 which is a part or the building design and which must he considered by the building designer. Bracing shown is for lateral support or truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing ot'the overall structure may be required. (See HIB-9i urTPl. For specific WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at Code Desc: TPI 1-1995 583 D'Ona,in Drive.Madison,Wi• �53719). TOTAL 40.0 psf V'09 ►-136445-163 Nnio:rc ALrrrr.c AnnlysL, lOH l'A'1'll: C7•I1/i/'-LUKI!(/A I/CS: D. .d CENTEX I MONTEREY MODEL 1018 WO: TI: VASPGE 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 11) 13-11- 0 21) 12- 7- 0 BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) of the same dimension and grade as web 2) 1-11- 0 12) 15- 3- 0 22) 11- 3- 0 2x4 SPF STUD (N) 6,8 nailed to face(s) of web with 10d nails 3) 3- 3- 0 13) 16- 7- 0 23) 10- 0- 0 WEB FORCE AXL BND CSI 2x4 SPF #1/#2 (N) 7 staggered 8" o.c. SCAB or TRANSVERSE 4) 4- 7- 0 14) 17-11- 0 24) 8- 7- 0 29- 2 0 0.00 0.03 0.03 2X4 TRANSVERSE BRACING nailed flat to edge BRACING to extend for 80% of web length. 5) 5-11- 0 15) 19-10- 0 25) 7- 3- 0 28- 3 0 0.00 0.12 0.12 of web with 12d nails at 8" o.c. TRANSVERSE 2X6 BRACE req'd on any web exceeding 14' 6) 7- 3- 0 16) 19-10- 0 26) 5-11- 0 27- 4 0 0.00 0.25 0.25 BRACING to extend for center 80% of length. "*" denotes ONE edge or ONE face 7) 8- 7- 0 17) 17-11- 0 27) 4- 7- 0 26- 5 0 0.00 0.43 0.43 Analysis based on Simplified Analog Model. "**" denotes BOTH edges or BOTH faces 8) 9-11- 0 18) 16- 7- 0 28) 3- 3- 0 25- 6 0 0.00 0.67 0.67 MULTIPLE LOADS -- This design is the (1 : Plate OFFSET from joint center. Refer 9) 11- 3- 0 19) 15- 3- 0 29) 1-11- 0 24- 7 0 0.00 0.69 0.69 composite result of multiple loads. to Joint Detail Report. 10) 12- 7- 0 20) 13-11- 0 30) 0- 0- 0 23- 8 0 0.00 0.54 0.54 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION 22- 9 0 0.00 0.69 0.69 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type 21-10 0 0.00 0.67 0.67 MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN 20-11 0 0.00 0.43 0.43 internal pressure coef. I, interior zone. 19- 8- 4 0 0 0 BOT H-ROLL 19-12 0 0.00 0.25 0.25 18-13 0 0.00 0.12 0.12 17-14 0 0.00 0.03 0.03 WEB FORCE WEB FORCE RMB = 1.15 • 47 9-11-0 9-11-0 I t 1 I 3 I t Itt 1 2 3 4 5 6 1 9 10 11 12 13 14 1" • 10 00 -1 0 [4X6) 2X4 8-3-9 • 8-3-9 2ijIi1 4 al 2 90-0-6 i0-0-6 _ n .Y/-ul_u�ut!♦u�Ul!"�Eg�ul'U�u�u�u!_u,�. 3X5 2X4 2X4 2X4 2X4 2X4 2X4 5X6 2X4 2X4 2X4 2X4 2X4 2X4 3X5 • `,%,o�\O t. A:p 1 19-10-0 ;`�� lS Z`'., 30 29 28 27 26 25 24 23 22 21 20 19 18 17 1J Q 1 NO. 0# 3.50" 0# 3.50" 2 (� STATE OF *= (� 19-10-0 DI INp)ANA EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 1-4-0 o.c. scale = 0.2500 °� �k WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO; ` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: VASPGE '�,oF,SI0 N Al. �-�.� CONTRACTOR. Dsgnr: JRH Chk: Date: 10-17-00 ilio TRUSS MANUFACTURING TC Live 20.0psf DurFac -Lbr: 1.15 ?-,e_Q-,:'/J4--,-. COMPANY INC. BRACING WARNING: P 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 ol'the building design and which must be considered by the building designer. Bracing ac O.C. Spacing: 24.0" WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g made to anchor lateral bracing at ends and specified locations determined by the building designer. sf BC Dead 10.0 Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific p WHERE QUALITY COUNTS truss bracing requirements, contact 1-'•"•p designer. (Truss Plate Institute,TPI,is located at Code J' TPI 1-1995 583 D'Onofrio Drive,Madison,Wi :3719). TOTAL 40.0 psf V:01 -310023-57 IJrsign: Maim Analsais 1011 PA7//. ('I77i/:'-I OK VON i,rc. nt.,. ,