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Plans (45) J{ �J ' 2-0 JACKS /12 PITCH D.R. HORTON Ya` ' 11. 1 ,.._ 1Q-v. PLAN 3727 8 N I ([ GARAGE RIGHT I' 31 i O = I w re. 4 i 0 1 , I FFU - 4J t W CD di' ' j 5/42 PITCH 1-0 O.H. iiii,ELSILI 1 4' 8/42 PITCH 0-8-2 O.H. ; � �,� 18 T 25# LOAD 1 ,l► SA AG L ARIEL TRUSS 574-7333 .► DRAWN BY: III® I I1.9)-st, CHUCK HOLT UPPER R' OF1 - 111NO 0.H ilk Alb. ,,,� JA 1 GT LOWER pOOF y y ADD STRUTS 3 t 8-05-00 y 16-05-08 y SPAN SPAN LOWER ROOF y y 16-09-00 SPAN UPPER ROOF H 40 0. M -a- t-3 n 0 s v c c N .4 n 111111I1iI 11Xi',., 1.11C1bL 1KUJJ i - LUMBER SPECIFICATIONS TRUSS SPAN 48'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-12=(-57) 3985 3-12=( -264) 103 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4444) 115 12-13=(-13) 3573 12- 4=( 0) 472 WEBS: 2x4 DF STAND 3- 4=(-4229) 109 13-14=( 0) 3068 4-13=( -589) 75 LOADING 4- 5=(-3558) 135 14-15=( 0) 3068 13- 5=( 0) 702 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2682) 148 15-16=(-13) 3573 5-14=(-1147) 88 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 148 16-10=(-57) 3985 14- 6=( -42) 1645 TOTAL LOAD = 42.0 PSF 7- 8=(-3558) 135 14- 7=(-1147) 88 OVERHANGS: 12.0" 12.0" 8- 9=(-4229) 109 7-15=( 0) 702 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4444) 115 15- 8=( -589) 75 M-2.5x4 where shown; Jts:4,8,12-13,15-16 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 43 8-16=( 0) 472 Connector plate prefix designators: 16- 9=( -264) 103 C,CN,C18,CN18 (or no prefix) = ConpuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 =MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -71/ 2147V -154/ 154H 5.50" 3.43 DF ( 625) 48'- 0.0" -71/ 2147V 0/ OH 5.50" 3.43 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.321" @ 24'- 0.0" Allowed = 2.354" MAX TL CREEP DEFL = -0.760" @ 24'- 0.0" Allowed = 3.139" MAX LL DEFL = -0.002" @ 49'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 49'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.122" @ 47'- 6.5" MAX HORIZ. TL DEFL = 0.204" @ 47'- 6.5" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 24-00 24-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T T T Truss designed for wind loads 13-00 11-00 11-00 13-00 in the plane of the truss only. T 6-05-12 5-09-08 f 5-09-08 5-11-04 f 5-11-04 5-09-08f 5-09-08 6-05-12 f T T T T T T T T 1' 12 12 5.001,---- M-4x6 =J5.00 4.0" 6'fir' M-3x4 3.0 M-3x4 M-3x6(S) M-3x6(S) M-1.5x9 / i1-6k + M-1.5x4 1 digglillik& 1 Mo w 12 13 14 15 16 Alk.. ..; „1.. o IM-4x9 MSHS-3x10(5) M-4x9 MSHS-3x10 M-4x• o y8-05-08 7-09-04 y y7-09-04 y 7-09-09 y y 7-09-04 y 8-05-08 17-11 12-02 17-11 i 0 48-00 i 0 ��v, ,O PROFe. JOB NAME: DR HORTON PLAN 3727 ELEV B - Al Scale: 0.1393 ,...a. ‘AGIN /0WARNINGS: GENERAL NOTES,unless otherwise noted: ���/�� �9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .920 P E T r u S S• Al and Warnings before construction commences. building component Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /',�, -• is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall( C). DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 'I 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 A_ k/ SEQ. : 6118603 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7/t- fl'� TRANS I D• 412700 design loads be applied to any component. and are for"dry condition"nogf use.supports wedgeQ 7 r 14, rl �j� • 5.CompuTrus has no control over and assumes n o responsibility for the 6.Design assumes full bead at all su rts shown.Shim or if !k fabrication,handling, Decessary. 4 'R R I L\ V shipment and installation of components. 7.n Design s assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIVVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9. Digits indicate of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS!12/31/2(115 1111111111 1'11-G1' HAi>,L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 48'- 0.0" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. 1 Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for Connectorlate prefix designators: Snow: ASCE 7 10, 25 PSF Roof Snow(Ps) complete specifications. C,CN,C18,CN18( r no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 M,M2OHS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 24-00 24-00 13-00 11-00 11-00 13-00 12 IM-4x4 12 5.00 V 3 X15.00 M-3x6(5) M-3x6(5) cr o 4 o o M-2.5x9 M-3x6(S) M-3x6(S) M-2.5x4 0 y ), y y 17-11 12-02 17-11 y y y 1-00 48-00 <(,�' ©O�"uf' sn JOB NAME: DR HORTON PLAN 3727 ELEV B - A2 Scale: 0.1766 ty/GIQN /©IPTY 2 WARNINGS: GENERAL NOTES,unless otherwise noted: J((]2 " 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualkr !7�` P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/t"/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Addit oral permanent breGng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,%,� „ �'P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + Q DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4Gti SEQ. : 6118604 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� X9,9 y Nt< .4,,design loads be applied to any component.shipment and installation of components. 7. and are for"dry condition"of use. Design assumes adequate drainage is provided. Q 1 2 '�- TRANS I D: 412700 5.CompuTrus has no control over and assumes n o responsibility forme 6.Design assumes full bearing at all supports shown.Shim or wedge f fabrication,handling, necessary. + L�.y t y V V CC r7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 0111 IN II II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. ` 9.Digits indicate size offplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS:12/21/201g AMINE IIII !,KCl, HK1CL 1KUO C LUMBER SPECIFICATIONS TRUSS SPAN 96' 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-72) 3970 3-11=( -264) 103 15- 9=(-267) 110 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4428) 116 11-12=(-29) 3558 11- 4=( 0) 472 WEBS: 2x4 DF STAND 3- 4=(-4213) 111 12-13=( 0) 3052 4-12=( -589) 75 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-3541) 136 13-14=( 0) 3074 12- 5=( 0) 702 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2670) 150 14-15=(-31) 3583 5-13=(-1137) 88 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2686) 150 15-10=(-84) 4016 13- 6=( -43) 1648 TOTAL LOAD = 42.0 PSF 7- 8=(-3566) 138 13- 7=(-1151) 89 OVERHANGS: 12.0" 0.0" 8- 9=(-4253) 119 Snow: ASCE 7-10, 25 PSF Roof Snow Ps 7-19=( 0) 706 M-2.5x4 where shown; Jts:4,8,11 12,19-15 Snow(Ps) 9-10=(-4472) 126 14- 8=( -590) 76 Cs=1, Ce=1, Ct=1.1, I=1 8-15=( 0) 476 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -72/ 2140V -149/ 153H 5.50" 3.42 DF ( 625) 48'- 0.0" -45/ 2081V 0/ OH 5.50" 3.33 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.322" 8 24'- 0.0" Allowed = 2.354" MAX TL CREEP DEFL = -0.761" 8 24'- 0.0" Allowed = 3.139" MAX HORIZ. LL DEFL = 0.122" 8 47'- 6.5" 24-00 24_00 MAX HORIZ. TL DEFL = 0.204" 8 47'- 6.5" 13-00 11-00 11-00 13-00 6-05-12 5-09-08 f5-09-08 5-11-04 T 5-11-04 5-09-08f 5-09-08 6-05-12 T T T T T T T T T 12 5.00 2 M-4x 6 12 Wind: 120 mph, h=21.2ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, X15.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 649( Truss designed for wind loads in the plane of the truss only. M-3x4 3.0" M-3x4 M-3x6(5) M-3x6(5) M-1.5x9 + + M-1.5x4 cr M ^ ti i G. ll I B 14 15 pI M-4x9 MSHS-3x10(S) M-4x9 MSHS-3x10(S) M-4x9r y y y y J' )' y on 8-05-08 7-09-04 7-09-04 7-09-04y 7-09-04 8-05-08 1, y y y 17-11 12-02 17-11 y 1-00 48-00 y ���Ep PRQFF�s JOB NAME: DR HORTON PLAN 3727 ELEV B - A3 Scale: 0.1400 ,,4 ()4N c, WARNINGS: GENERAL NOTES,unless otherwise noted: �<(,r�`� L`9/t J ,_v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the !t]�3•,P C 9� Truss: A3 9 ab parameters shown and is for an Individual 920 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /r' DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s, 14 DATE: 11/19/2014 the overall structure is the responsibility of the building designer. continuous sheathing such bracing cweodsheathing(TC)mired where and/or drywall(gBC). / '�! 3. Impact bridging or lateral required shown++ 4. SEQ. : 6118 6 0 5 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 2- '1 OREGON /' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / r ZQ�Cc��"�✓ TRANS I D' 412700 design loads be applied to any component. and are for"dry condition"of use. 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 fabricalpn,handling,shipment and installation of components. 7necessary. /A��- ^. 6.This design is furnished subject to the limitations set forth by8.Design assumes adequate drainage is buss,provided. '"/Z`Cf r,I t_\ "Q I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Pres�Incidevn'tit joint on center lines. I nes.9. of truss,and placed so their center +r'"Tf Ifll MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basicits rcate conneize of ector plalate in inches. te design values see ESR-1311,ESR-1968(MiTek) FXPIRFS! 12/31/2!115 �,1tTl, .4ttiML 11(U.7A II I II IIII LUMBER SPECIFICATIONS TRUSS SPAN 48'- 0.0" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 24-00 24-00 T T 12 1 int-4x4 12 s.00 5.00 1".:7"' 3 / n M-3x6(S) M-3x6(S) 0 0 d' 1111111111 4v. 0 1 M-3x6(5) M-3x6(5) M-2.5x9 0 M-2,5x9 1-00 48-00 ��RtiO PRFFOpAAF.,, JOB NAME: DR HORTON PLAN 3727 ELEV B - A4 Scale: 0.1766 w C�.AGIN E`t f04-9 WARNINGS: GENERAL NOTES,unless otherwise noted: Gt f 92'S P E 1-- 1. ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingM Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ��" DES. BY: BS ry2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). { DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �11� 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S E Q. : 6118606 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L �S design loads be applied to any component. and are for"dry condition"of use. G/.0 9 y 14, O� T TRANS I D" 412700 6.Design assumes full bearing at all supports shown.Shim or wedge d b j 5.CompuTnis has no control over and assumes no responsibility for the necessary. �r7 R I�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - h will be lines IIIIiI 11111111111111111111 III VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of MiTek USA,Inc./CompuTrus Software 7m6 6(1 L)E request. 9. ide with joint center lines. late in inches. Do basiits ccconnecto plsize of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31/981'�i 11111I111 1_,AM a Hl(18L 11tU . . LUMBER SPECIFICATIONS TRUSS SPAN 48'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-13=(-24) 4128 2- 3=(-4616) 54 18-10=( -205) 110 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4616) 54 13-14=( 0) 3779 4-13=) -202) 103 11-12=(-4659) 63 WEBS: 2x4 DF STAND 3- 4=(-4533) 65 14-15=( 0) 3260 13- 5=( -15) 474 LOADING 4- 5=(-4488) 101 15-16=( 0) 2499 5-14=( -559) 97 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4058) 127 16-17=( 0) 3282 14- 6=) -44) 782 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3459) 137 17-18=( 0) 3804 6-15=( -972) 136 TOTAL LOAD = 42.0 PSF 7- 8=(-3481) 138 18-12=(-35) 4173 15- 7=( -18) 1461 LETINS: 3-00-00 3-00-00 8- 9=(-4085) 129 7-16=( -20) 1476 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4534) 112 16- 8=( -985) 138 OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 10-11=(-4577) 75 8-17=( -46) 786 11-12=(-4659) 63 17- 9=( -560) 99 M-2.5x4 where shown; Jts:5-6,8-9,13,18 ADDL: BC CONC LL+DL= 50.0 LBS @ 24'- 0.0" 9-18=( -25) 478 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CM,M2OHS,MCN1818HS,M16 (or n= prefix) = riesuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) =MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -57/ 2232V -149/ 153H 5.50" 3.57 DF ( 625) JT 2: Heel to plate corner = 2.75" 48'- 0.0" -30/ 2173V 0/ OH 5.50" 3.48 DF ( 625) JT 12: Heel to plate corner = 3.00" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" 2)M-1x3 or equal at uprights (UON). MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.332" @ 29'- 10.6" Allowed = 2.354" MAX TL CREEP DEFL = -0.778" @ 29'- 10.6" Allowed= 3.139" MAX HORIZ. LL DEFL = 0.116" @ 47'- 6.5" MAX HORIZ. TL DEFL = 0.197" @ 47'- 6.5" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 24-00 24-00 load duration factor=1.6, Truss designed for wind loads 13-00 11-00 11-00 13-00 in the plane of the truss only. �3-06-0 5-09-15 T5-09-15 5-09-15 T 5-09-15 5-09-15f 5-09-15 06-02' f 1-00- 01 T f T f T 1-00-0l T M-5x6 12 6.0" 5.001/ 7'(7'( 12 �! -----J5.00 M-3x6(5) M-3x6(S) M-1.5x 4 +�M-1.5x9 M-2.5x6 M-2.5x6 1 � M-3x4+ M-3x4+ r- ,.1 \.i1�1�1�Yi= -,-- CD !l-4x12 M-34x4 M-5x6 M-5x6 M-3x4 >e M-4x1 I MSHS-3x10(S) 11,50# MSHS-3x10(S) y7-01-01 y 6-01-04 y 6-04-13 y 8-09-11 y -04-13 y 6-01-04 y 7-01-01 17-11 12-02 17-11 i 0 48-00 y ��_,0) PROF sM JOB NAME: DR HORTON PLAN 3727 ELEV B - A5 Scale: 0.1305 .Co NG,N Wo WARNINGS: GENERAL NOTES,unless otherwise noted: ZC✓ illiii 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 10P E { T ru S S: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2 o.c.and at 10'o.c.respectively unless braced throughout their lengby �, - 40111111P.is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^^"r DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 174. r� OREGON 4./SEQ. : 6118607fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive t, �/ 4,OREGON V4- N. design bads be applied to any component. and are for"dry condition"of use. Q j 1 4 TRANS I D: 412700 6.Design assumes full bearing at all supports shown.Shim or wedge it 5.CompuTnrs has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 111114 RIL'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII ILII VIII VIII VIII VIII ILII ILIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS! 19/21/2015 111111111 UKCli t1K.L L 1KUDA LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.0" Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-02-08 4-02-08 T T T 12 12 8.007 IIM-4x4 Q8.00 3 � Lo 0Ma,o - IF o ,A11 , •Ailh...1//////////////////////////////////A o M-2.5x4 M-2.5x4 ,l 1, ), b 0-08-02 8-05 0-08-02 -��EO P R QF �,s JOB NAME: DR HORTON PLAN 3727 ELEV B - B1 Scale: 0.5592 �,5 �N/%� ��,q �Q, WARNINGS: GENERAL NOTES,unless otherwise noted: Z(/ J 111 7' -9 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 O P Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: BS is the responsibilitynalof the erector.Addtibnal permanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f w 100011" �' n9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). Iftr CC DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //�" 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Y mac/ SEQ. : 6118608 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� 4,OREGON y ONt4 design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2. �,� TRANS I D: 412700 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it V� fabrication,handling, necessary. V shipment and installation of components. 7.nDesigness assumes adequate drainage is provided. R R 11.k. 6.This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1111111111111111111110.TPINJfCA in BCSI,copies of which will be furnished upon request. Digs coincide with jointcenterlines. 9. Digits indicate size off plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS! 12R1/2f115 IIIIIIlIII i,""•, „CLEW 111.1)115 , LUMBER SPECIFICATIONS 8-05-00 GIRDER SUPPORTING 98-00-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=)-3858) 382 1-4=(-276) 3080 4-2=1-388) 4174 BC: 2x8 DF SS 2-3=(-3858) 382 4-3=(-276) 3080 WEBS: 2x4 DF STAND LOADING Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) TC LATERAL SUPPORT<=12'CC.UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC LATERAL SUPPORT<=12"0C.UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0"TO 8'- 5.0"V 0'- 0.0" -442/ 4919V -39/ 39H 5.50" 7.07 DF ( 625) Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0"TO 8'- 5.0"V 8'- 5.0" -442/ 4919V 0/ OH 5.50" 7.07 DF ( 625) C,CN,C18,CN18 (or no prefix) =CarpuTrus, Inc BC UNIF LL( 575.0)+DL( 391.01= 966.0 PLF 0'- 0.0"TO 8'- 5.0"V M,M2OHS,M18HS,M16=MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1 2 ) conplete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX IL DEFL=-0.019"@ 9'- 2.5" Allowed= 0.375" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL=-0.046"@ 9'- 2.5" Allowed= 0.500" nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP XX9"oc in 1 row(s) throughout 2x9 top chords, AND BOI'fC19 CHORD LIVE IAP,DS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.004" 8 7'-11.5" 5"oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. TL DEFL= 0.007"8 7'-11.5" 9"oc in 1 row(s) throughout 2x9 webs. Wind: 120 mph, h=17.6ft, TCDL=9.2,BCDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 4-02-08 9-02-08 12 12 8.00 y Q8.00 M-4x6 24.0" 104444 M-5x16 4111 I& M-5x16 Aiiill II O o o i 1.a.-----.. 9 r`=�3A. 0 0 0 M-4x12 y 4-02-08 1 b 4-02-08 1, y 8-05 �ti4co PROFFss JOB NAME: DR HORTON PLAN 3727 ELEV B -B2 Cj GIN Scale: 1/2" �\ / / /y� ` 0A_ WARNINGS: GENERAL NOTES,unless otherwise noted: �/ l�f 1 ! -jam 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual et !..92 ,OPE E '7 Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /II 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2' and at 10'pc.respectively unless braced throughout their length by s,� A�� continuous sheathing such as plywood sheathing(TC)and/or drywalgBC). /' -110 tr DATE: 11/19/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. OREGON 40 non-corrosiveSEQ. : 6118609fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, design loads be applied to any component. and are for"dry condition"of use. �/ �'9 3' V -k- TRANS I D: 412700 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 5.CompuTrus has no control over and assumes no responsibility for thenecessary. /!,' e,\''fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. *R R I t..\-' 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MILLI 111111111111111111 IIIVIIIVIIIVIII VIII 11111 ILII ILII TPI/WTCA in BCSI,copies of which will be furnished upon request. 9. basilines coincide with jointlate In inches. center lines. MiTek USA,Inc./ComjwTrus Software 7.6.6(1 L)-E For c connector pla 0. te design values see ESR-1311,ESR-1988(MiTek) FXPIRFS:1913117015 1111111111 I,KC,i, /1K.GL 11.(UDA LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=10) 658 3- 8=1-224) 92 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2- 3=(-883) 48 8- 6=10) 658 8- 4=( 0) 436 WEBS: 2x4 DF STAND 3- 4=(-666) 35 8- 5=(-224) 92 LOADING 4- 5=1-666) 35 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-883) 48 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 42 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.1" 8.1" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -31/ 768V -90/ 90H 5.50" 1.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 5.5" -31/ 768V 0/ OH 5.50" 1.23 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CorruTrus, Inc M,M2OHS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.1" Allowed= 0.068" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'- -8.1" Allowed= 0.090" MAX LL DEFL = -0.015" @ 8'- 2.8" Allowed= 0.777" MAX LL DEFL = -0.000" @ 17'- 1.6" Allowed = 0.068" Refer to CompuTrus standard MAX TL CREEP DEFL = -0.001" @ 17'- 1.6" Allowed = 0.090" gable end detail for complete MAX BC PANEL TL DEFL = -0.064" @ 3'- 8.9" Allowed= 0.491" specifications. MAX HORIZ. LL DEFL = 0.008" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.013" @ 16'- 0.0" Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 8-02-12 8-02-12 T 4-01-08 4-01-04 3-11-11 4-03-01 T 1' T T T 12 12 1m-4x4 8.00 V ii3.01D 44.0" 11111° M-1.5x4 M-1.5x4 ill 1111111111 . cr Alil I I I I I I I I I I IIIIIIIIIII Allilki cr CD o 8= • o -2.5x4 M-3x8 M-2.5x4 y J• 8-02-12 y 8-02-12 002 0 8 y02 16-05-08 0-08- t�cc.O PRQpppF�Fe, JOB NAME: DR HORTON PLAN 3727 ELEV B - Cl Scale: 1/4" �`� 'NCll1qfi �49 WARNINGS: GENERAL NOTES,unless otherwise noted: R 9�0 P E c 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f.,� ; d� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -ftiti CZ" DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !�/ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A_ SEQ. : 6118 610 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 �4A` TRANS ID: 412700 design loads be applied to any component. and are for"dry condition"of use. L/�"�,� 14, �� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. P Po 7.Design assumes adequate drainage is provided. -Ft R it-\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111111111111111111 IIIVIIIVIIIVIII 11111 VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digitsit coincideiatwith joint centerchs. 9. linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS!12P,11/2111 1111111111 l'rKL,ls ruclnL 11IJa • LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(0) 658 3- 8=(-224) 92 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-883) 48 8- 6=(0) 658 8- 4=( 0) 436 WEBS: 2x4 DF STAND 3- 4=(-666) 35 8- 5=(-224) 92 LOADING 4- 5=(-666) 35 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-883) 48 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 42 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.1" 8.1" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -31/ 768V -90/ 90H 5.50" 1.23 DF ( 625) M,M20HS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 5.5" -31/ 768V 0/ OH 5.50" 1.23 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ANDMAX LL DEFL = -0.000" @ 0'- -8.1" Allowed = 0.068" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'- -8.1" Allowed= 0.090" MAX LL DEFL = -0.015" @ 8'- 2.8" Allowed= 0.777" MAX LL DEFL = -0.000" @ 17'- 1.6" Allowed= 0.068" MAX TL CREEP DEFL = -0.001" @ 17'- 1.6" Allowed= 0.090" MAX BC PANEL TL DEFL = -0.064" @ 3'- 8.9" Allowed= 0.491" MAX HORIZ. LL DEFL = 0.008" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.013" @ 16'- 0.0" Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 8-02-12 8-02-12 T T 1' 9-03-01 3-11-11 3-11-11 9-03-01 T T T T T 12 12 8.00l/ i iM-4x4 8.00 44.0" °11M-1.5x9 1 M-1.5x4 cr 0 0 I I c +-41 m o = • 8 1 -2.5x4 M-3x8 M-2.5)0. o 0 ), 3, 3, 8-02-12 8-02-12 0-08-02 16-05-08 0 08 y02 ��,i1,EO PROFF�,, JOB NAME: DR HORTON PLAN 3727 ELEV B - C2 Scale: 1/4" \� N hy )�p.�7,,(�� o WARNINGS: GENERAL NOTES,unless otherwise noted: ., 92'11/ I l f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 0 P E 9f Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 140011P '5r. 4 DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON <(J 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. •,ss� SEQ. : 6118 611 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a ran corrosive env ronment L/ 4,'„,d y ©'\� _t TRANS I D: 412700 design loads be applied to any component. andarefor"dry condition"of use.supports Q 14, 2 {�T • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or wedge it ,,,A,..-1" 2 T- fabrication,handling,shipment and installation of components. necessary. V P Po 7.Design assumes adequate drainage is provided. FR R i I.ti- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 VIII VIII VIII VIII VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request hies coincidewith joint centerlines. 9. Digits indicate size offin plate in inches. MiTek USA.lnciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS.:12/31/2015 1111111111 uKnA., AK.L W )KU7b LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" Wind: 120 mph, h=l9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-04-08 8-04-08 -r T T 12 12 a.00 y M-4x4 Q 8.00 3 0 i c 2 IIIii . d' 0I /- - I o� 1 i i i i i KAMIIIIIIIIII.MIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIII5 • -,o 0 0 M-2.5x4 M-2.5x4 .1 1, ,l b 0-08-02 16-09 0-08-02 sl`�o PR°FFss JOB NAME: DR HORTON PLAN 3727 ELEV B - D1 Scale: 0.3983 CJ ‘AG 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �� l�l� O citir O-Y9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `�• 92!OPE Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper �,' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: BS is the responsibility of the erector.Addtibnal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „„,,01•1100. - � ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I. DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /'. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "y mac/ SEQ. : 6118 612 fasteners are complete and at no time should any loads greater than 5.Design assumes muses are to be used in a non-corrosive environment, G/ 4.7 OREGON �1Q` TRANS I D: 412700 design loads be applied to any component. Dand esigaren for"dry condition"of use. p� O 14, 2 �P-� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Des'n assumes full bearingat all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. L�n Pm W 7.Design assumes adequate drainage is provided. �r�R ILA_ 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII 1011111111111111111 IIIVIIIVIIIVIII VIII VIII Ili TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincideiiatwith jointcenterchs. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS:12/S1/2(115 111 11 1111 LJK.C,l, HK1bL. iKU '" , LUMBER SPECIFICATIONS 16-09-00 GIRDER SUPPORTING 48-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF #1 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-10952) 1100 1- 6=(-868) 8940 6- 2=( -364) 3928 BC: 2x8 DF SS 2- 3=( -7654) 808 6- 7=(-866) 8916 2- 7=(-3364) 378 WEBS: 2x4 DF STAND; LOADING 3- 4=( -7654) 808 7- 8=(-866) 8916 7- 3=( -842) 8102 2x4 DF #1&BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-10952) 1100 8- 5=(-868) 8940 7- 4=(-3364) 378 1 Cs=1, Ce=1, Ct=1.1, I=1 4- 8=( -364) 3928 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 16'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 16'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BC UNIF LL( 575.0)+DL( 391.0)= 966.0 PLF 0'- 0.0" TO 16'- 9.0" V 0'- 0.0" -879/ 8794V -83/ 83H 5.50" 14.07 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 16'- 9.0" -879/ 8794V 0/ OH 5.50" 14.07 DF ( 625) M,M2OHS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required.[J; REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL =-0.074" @ 8'- 4.5" Allowed= 0.792" nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.175" @ 8'- 4.5" Allowed= 1.056" 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.024" @ 16'- 3.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.041" @ 16'- 3.5" Wind: 120 mph, h=l9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 8-04-08 8-04-08 T 4-11-03 3-05-05 3-05-05 4-11-03 T 1' T T 1' 12 M-4x12 12 8.00V \8.00 3 4.0" Y� M-4x9 M-4x9 2 6,8' 4 1$1° A e M-5x16 IhiM-5x16 CD AA II u■u I� o 0 Cr. Vie- I ® m I CI 1 - 6 7 8 5 C' 0 t M-4x12 M-8x10 M-4x12 0 y 4-09-07 y 3-07-01 y 3-07-01 3, 4-09-07 y 3, y 16-09 ZI:::6,...6'.07 JOB NAME: DR HORTON PLAN 3727 ELEV B - D2 Scale: 1/4" w�\� x!1) �{; WARNINGS: GENERAL NOTES,unless otherwise noted: n/ l4 7' "��„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92 PE Truss: D2 and Warnings before construction commences. building component Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their ler�th by s_- 4 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f (Z 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,�OREGON �� SEQ. : 6118 613 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. �//11 '�y 20 -{.. TRANS I D: 412700 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C/ 1 4 �Q. fabrication,handling, necessary. 4"i -R RIO-shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1101 VIII IIID VIII VIII VIII VIII IIII IIIITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS!12/11/21115 III111111 kaKtA, AKIZIJ 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 5 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 298V 0/ 27H 5.50" 0.48 DF ( 625) 1'- 11.0" -25/ 44V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -24/ 30V 0/ OH 2.00" 0.05 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" 9 1'- 0.8" Allowed = 0.082" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.001" 9 1'- 0.8" Allowed = 0.123" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" 9 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" 8 1'- 11.0" Wind: 120 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 5.0017 3 -/ in the plane of the truss only. M-2.5x4 ' o h , l i rn EirdIMIMIMIO 1 "4 PROVIDE FULL BEARING;Jts:2,3,4I J, ), y 1-00 2-00 PROpem o JOB NAME: DR HORTON PLAN 3727 ELEV B - J1 Scale: 0.9937 C. '-(.'1.4° ��GIN /� WARNINGS: GENERAL NOTES,unless otherwise noted: �� ��I19i � 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r E Truss•: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS s the res nsibil' of the erector.Atltlti onal ermanent brad of 2 o.c.and at 10'o.c.respectively unless braced throughout their leng�th by �f- po dY P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (t DATE: 11/19/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �!L OREGON �� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. [x SEQ. : 6118614fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '9 Z� _L TRANS ID: 412 7 0 0 design bads be applied to any component. and are for"dry condition"of use. 6. Q y 14 • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If necessary. '✓1 "b f�'��, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +�rl 6.This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 I 11111 VIII VIII 11111 11111 IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideiitwith joint centerch 9. lines nsize of tplate in inches.es. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI R FS:12/21/2(115 1111111111 laKZU 1.3X1z.L 1KUJJ , LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" Wind: 120 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, WEBS: 2x4 DF STAND Truss designed for wind loads LOADING in the plane of the truss only. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Note:Truss design requires continuous BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF bearing wall for entire span UON. Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5.00 V AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 3m -V W 2 �N I I � _ m M cD1 cp _"�i""""'i O 4 M-2.5x4 M-1.5x4 y y y 1-00 2-00 ��5 ED PR OFFss JOB NAME: DR HORTON PLAN 3727 ELEV B J2 Scale: 0.7500 ,CJ NGIN /Q WARNINGS: GENERAL NOTES,unless otherwise noted: '(.1///q1/7/7 92 �'j� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual —'--10 P E 'r" Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.5. OREGON SEQ. : 6118 615 fasteners are complete and at no time should any loads greater than Design assumes trusses are to be used in a non-corrosive environment, �G/ �� TRANS I D: 412700 design loads be applied to any component. and are for-dry condition-of use. y rLQ� �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Q" fabrication,handling,shipment and installation of components. necessary. �`�n' 7.Design assumes adequate drainage is provided. 1 Il `" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS:12/R1/21115 Is/(O, HK1rL 1K1).7.7 I 111111111 LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" 'COND. 2: 500.00 PLF SEISMIC LOAD. 1 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Note:Truss design requires continuous BC: 2x4 DF #1&BTR SPACED 24.0" O.C. bearing wall for entire span UON. WEBS: 2x4 DF STAND; 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF FOUR COMPONENTS USED AS SHEAR PANEL TO RESIST SEISMIC LOADING. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1) CONTINUOUS SUPPORT REQUIRED ALONG EDGE OF END VERTICALS FOR FULL HEIGHT AND ALONG BOTTOM CHORD. Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2) ALL CONNECTIONS & ATTACHMENTS OF COMPONENT TO FORM C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 STRUCTURAL SYSTEM FOR IMPOSED SEISMIC LOADING ARE THE M,M2OHS,M18HS,M16 =MiTek MT series RESPONSIBILITY OF THE ENGINEER OF RECORD. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3) LATERAL BRACING REQUIRED IF CONTINUOUS SUPPORT IS NOT M-7x8 MSHS-3x10 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. PROVIDED. 4) DESIGN ASSUMES SHEAR PANEL TO ALIGN WITH VERTICALS IN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ADJACENT TRUSSES. SIM MI AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19111 NOTE: ATTACHMENT AS STATED ABOVE MUST ACCOUNT FOR THE COMPONENT SEISMIC OVERTURNING MOMENT. M-3x8 �197 I� e M-3x10 co coo 1 1 o cD I 1 M-3x10 �� M-3x8 IliI .. /- r'- II 3 6 MSHS-3x10 M-7x8 ), y 1-10-07 .<<:^ PROFFss JOB NAME: DR HORTON PLAN 3727 ELEV B - BLOCKING PANELS Scale: 3/8" �c. �N%%�1g /7' ,0,�9 WARNINGS: GENERAL NOTES,unless otherwise noted: 9�OP E r' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: BLOCKING PANELS and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracingto insure stabil' duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at r�l►. DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their le�r�th by ,,r<<�^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1',r DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. be SEQ. : 6118 616 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, } '4Q:\ J� design loads be applied to any component. and for condition"of use. '12.- 4, 14, d� Q` TRANS I D" 412700 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnare for"drymes full bearing at all supports shown.Shim or wedge d essary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R I 0'' 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of h will be furnished upon lines coincide with joint center lines. 1111111111111111111111111 M Tekk USA,InC./COmpuT 5 Software 7.6.6(1 L)-E request 0.For abasic connesize ctorplf plate a dessign n values see ESR-1311,ESR-1988(MITek) FXPIRFS 19/211ti1'i