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Plans (48) � ST c — vv s?o 5 p S4) Seo (W7'` : 4•.. '` 1 r l : / 4. n ' 6 i 2-0 JACK 5/12 PITCH j', N • D.R. HORTON 1 I PLAN 3727 B j ' �5/ ,2 1 I ,j I GARAGE LEFT aliI i • . 11E ',. -a ' II i ki j) : i' '•• Ij 1 I I . „.. _..,*„.... i w � I : w Ilir! r �I ` 5/12 PITCH 1-0 0.H. II I ! 8/12 PITCH 0-8-2 0.H. iI/g!,j PA BLO 25# LOAD 1 r I 19-4.. LL I � RA1E A ARIEL TRUSS ! 574-7333 BY: Q1 �! jj- ' 1 J ,4,RAWN HUCK HOLT ! 111W. A i ._IU-U !�l E i LI errorI ..— .mc � .z'ER ROS. t ) �I�m��!Ae . r.=�..i.�wu�11 I . l� I ►t ► 11 -PE .:P 1 .:.- B/12 LOW rTF y F 8-05-00 .__ E SPAN 3 ADD STRUTS .I; y 16-05-08 cC- LOWER ROOF SPAN G 16-09-00 UPPER ROOF SPAN fi (). n 0 3 0 C -j '7 C N H n h 05) (i.? 2-0 JACKS /12 PITCH ,-. D.R. HORTON i, 1 PLAN 3727 8 I' 1'. 1 ,. � N GARAGE RIGHT C d i 'rte -a-41" a 0 I . , 11;10 F.0 Llt CD 1 I 1 CD j � 5/12 PITCH 1-0 O.H. � PANELS ; • A' ( 8/12 PITCH 0-8-2 O.H. '9-4-8 T 251 LOAD 1 CARAG ,` ARIEL TRUSS , � ° 574-7333 Alk l . tO 1' , , i A u, DRAWN BY: -OA• CHUCK HOLT a N0 0.H■, i� 0 -i �,► UPPER ROOF_ e iI �11�-=Lf1A. r,r LOWER ROOF 1 y ---/ ADD ADD STRUTS 3 B-05-00 / SPAN 6-05-08 __ y 1 SPAN LOWER ROOF g y 16-09-00 y SPAN UPPER ROOF n n 0 s a E 2 c N 2 n 1111111111 l,KtAa riK1nL 1KUDD , , 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=1 -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=1 0) 3068 4-13=1 -589) 75 LOADING 4- 5=(-3558) 135 14-15=( 0) 3068 13- 5=( 0) 702 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2682) 148 15-16=(-13) 3573 5-14=1-1147) 88 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 148 16-10=(-57) 3985 14- 6=1 -42) 1645 TOTAL LOAD = 42.0 PSF 7- 8=(-3558) 135 14- 7=1-1147) 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=1 264) 103 C,CN,C18,CN18 (or no prefix) = ConpuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,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 OF ( 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), T load duration factor=1.6, 13-00 11-00 11-00 13_00 Truss designed for wind loads in the plane of the truss only. T 6-05-12 5-09-08 T5-09-08 5-11-04 T 5-11-04 5-09-08 'I 5-09-08 6-05-12 T T T T T T T f 1' 1' 12 12 5.001/ M-4x6 X5.00 4.0" 6'� M-3x4 3.0 M-3x4 M-3x6(S) M-3x6(5) M-1.5x4 + + 7-1.5x4 ,r, / ,r i,,-.), 0 Ids r r 12 13 19 15 16 h o 1 M-4x9 MSHS-3x10(S) M-4x9 MSHS-3x10(S) M-4x• of J, y J, J, y J, J, J, 8-05-08 7-09-04 y7-09-04 7-09-04 y 7-09-04 8-05-08 y 17-11 12-02 17-11 J, J, 1-00 48-00 1-00 ���ED PROPer. JOB NAME: DR HORTON PLAN 3727 ELEV B - Al Scale: 0.1393 �,� ,AAGIN /c, WARNINGS: GENERAL NOTES,unless othervvise noted: t/ 17c- 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!•P E Truss: 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 is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,4 �I DATE: 11/19/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xImpact sheathing suchr as plywoodquiredsheathing(TC)ere shown+drywall(gBC). / �-- tv g 4. bodging or thlaterelboningityofthewhereco++ y OREGON �1(� 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. SEQ. : 6118603 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.. TRANS ID: 412700 design loads be applied to any component. and are for"dry condition"of use. / 7 jw r�047 � ��. S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O. 4, fabrication,handli necessary. g J� R F1 1 0� ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 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 10110111 111111 VIII 111111 1111 TPI/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./COmpuTnlS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS:12/11/21115 UACA., k1211GL 1ICUAA dillIMM 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=1.6, 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. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 24-00 24-00 TT 13-00 11-00 11-00 13-00 T T1' 12 1M-61x4 T x4 12 5.001/ N -J5.00 M-3x6(5) M-3x6(S) wr ,4 4 *I �5 CD CD M O II M-3x6(S) M-3x6(S) M-2.5x4 O M-2.5x4 yy 1 ), 17-11 12-02 17-11 y J, 0 48-00 IPtilr ��i po�“ur4.6,s JOB NAME: DR HORTON PLAN 3727 ELEV B A2 Scale: 0.1766 co 444 ��1119rjr /(./ II WARNINGS: GENERAL.NOTES,unless otherwise noted: es �" !9,/' (((!o 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 f Truss: A2 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 nsibili of the erector.Additional ermanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �„r�— . po ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywalKBC). Cr 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 lt� 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. pc S E Q. : 6118604 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, ,A y, 2 �A'' design bads be applied to any component. and are for"dry condition"of use. L'� -7 1 4, t� TRANS I D: 412 7 5.CompuTrus has no control over and assumes no responsibility for the 6. necessary. d are assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '11/ C3 R I I.�^ 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 illiil VIII 11111 VIII VIII VIII 11111 IIII IIII 7PIIWfCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointcenterchs. 9. lines 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..12/21/201'�i III I.III"I I.iKMU .K16L 11.U6O 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 2-11=(-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 LOADING 4- 5=(-3541) 136 13-14=( 0) 3074 12- 5=( 0) 702 TC LATERAL SUPPORT <= 12"0C. UON. 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 7-14=( 0) 706 _.M-2.5x4 where shown; Jts:4,8,11-12,14-15 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-9972) 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 LOCATION(S) 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" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.322" @ 24'- 0.0" Allowed = 2.354" MAX TL CREEP DEFL = -0.761" @ 24'- 0.0" Allowed = 3.139" MAX HORIZ. LL DEFL = 0.122" @ 47'- 6.5" 24-00 24-00 IrX HORIZ. TL DEFL = 0.204" @ 47'- 6.5" 13-00 11-00 11-00 13-00 1 6-05-12 5-09-08 f5-09-08 5-11-04 5-11-04 5-09-08 � 5-09-08 6-05-12 T T T T T T T T T 12 12 Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 D M-4x6 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 6.4f Truss designed for wind loads .114,‘ in the plane of the truss only. M-3x4 ,0000.00.......1.3.0" M-3x4 M-3x6(5) i M-3x6(S) M-1.5x4 + / 1.5x4 i'''''.4%1 M r �- .p Q 11 - w� • M o M-4x9 MSHS-3x10(S) M-4x9 MSHS-3x10(5) M-4x9 2 B 14 15 10 �' J. y y o J• y y y 8-05-08 7-09-04y 7-09-04 7-09-04y 7-09-04 8-05-08 y J, y 17-11 12-02 17-11 y y 1-00 48-00 '\��tfl PR pFFss JOB NAME: DR HORTON PLAN 3727 ELEV B - A3 Scale: 0.1900 ,�j N/1GI�(�/�1 /�n�7�* /� WARNINGS: GENERAL NOTES,unless otherwise noted: ��� I/I 111 I 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 P E �� Truss: A3 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. 7iie, 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 //PPP- • is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length j y DATE: 11/19/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired to ere s own+drywal C. / _' d1' 9 3.2tmpact bodgingorlateralb nsibiityofthewheretiveco+a y ORECr GON kit,/ SEQ. : 6118605 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. 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. �� TRANS I D: 412700 design loads be applied to any component. and are for"dry condition"of use. / .9 j, 2� 4�` 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, fabrication,handling,shipment and installation of components. necessary. d,P 6. This design is furnished subject to the limitations set forth byT Design assumes adequate drainage is provided. � pi n I0, V 111111111111111111111111 8 Plates shall be located on both faces of taus,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For aits sicncate size connector°f plalate in inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES!12/31/2M5 uicn„ ruclnL lICUJJ III IIII��I 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"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. 'Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for considered for this design. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 11M-4X4 12 s.00 5.00 7 3 /- M-3x6(S) M-3x6(S) 4y 74 M^ M O i C m 4 I Z :Mo r- r' 1 rS o M-3x6(S) M-3x6(S) M-2.5x9 0 M-2.5x4 y 0 48-00 ���Q PROFS 1-00 JOB NAME: DR HORTON PLAN 3727 ELEV B - A4 Scale: 0.1766 \� NGI►v `r�4 �l 11I19fir --. WARNINGS: GENERAL NOTES,unless otherwise noted: •g21 R F 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 T ru S S: 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 bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 1® DES. BY: BS p0 ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f•�wu - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IS It 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 bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 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, design loads be applied to any component. and are for"dry condition"of use. L/Q y 14, VNA„ Q} TRANS I D 412700 6.Design assumes full bearing at all supports shown.Shim or wedge if �j 5.CompuTrus has no control over and assumes no responsibility for the necessary. !i R 1 t.\-- fabrication, „� fabrication,handling,shipment and installation of components. 7.Design umes 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 tress,and placed so their center 1111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. 9. nes. lines oinciate size de with jof plate in ioint center nches. 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:12/2-1/201s' 111111111 lx±Ci',l, 'MI ZI., 111.UDD 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=1-4616) 54 18-10=1 -205) 110 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-4616) 54 13-14=( 0) 3779 4-13=( -202) 103 11-12=1-4659) 63 WEBS: 2x4 DF STAND 3- 4=(-4533) 65 14-15=( 0) 3260 13- 5=) -15) 474 LOADING 4- 5=1-4488) 101 15-16=( 0) 2499 5-14=1 -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=1 -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=1-3481) 138 18-12=1-35) 4173 15- 7=1 -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=1-4577) 75 8-17=1 -46) 786 11-12=1-4659) 63 17- 9=1 -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=1 -25) 478 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,M2OHS, 1818HS (or16 n= prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 =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. ' -06-05-09-15 T5-09-15 5-09-15 T 5-09-15 5-09-15T 5-09-15 k 06-02' -00-0A f f T f T 3-00-01 T M-5x6 12 6.0" 5.00L 7�r 12 �! X15.00 M-3x6(�)� Ni.a6:1444444•40%,............71-1.5x1 -3x6(S) M-1"5x4 M-2.5x6 -2.5x6 M-3x4+ M-3x4+ o 'ri 13 9 �,J15 7 ��� o I -4x12 M-3x4 M-5x6 M-5x6 M-16 3 x4 M-4x1 I CD MSHS-3x10(S) ily50# MSHS-3x10(S) 7-01-01 y 6-01-04 y 6-04-13 y 8-09-11 y -04-13 y 6-01-04 y 7-01-01 y 17-11 12-02 17-11 i 0 48-00 ��p,E© P R°Fess JOB NAME: DR HORTON PLAN 3727 ELEV B - AS Scale: 0.1305 ,Gj NGIQJN /j/,,,,,,' /O 77 WARNINGS: GENERAL NOTES,unless otherwise noted: " 92 " -v9 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 E r Truss: 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 at410101" DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _r „ �/� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -• 4t- 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. SEQ. : 6118607fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/Q y 1 'Z,''7.4 ��i% design loads be applied to any component. and are for"dry condition"of use. '{- TRANS I D: 412700 6.Design assumes full bearing at all supports shown.Shim or wedge if P 5.CompuTrus has nocontrol over and assumes no responsibility for the necessary. A fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 44eR 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 111111 1111111111111111111 IIIVIIIVIIIVIII VIII 11111 IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. it coincideiiwith jointcenterinches.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) FXPIRFS!12/31/2015 111111111 laKlhlz AKItAJ lKUD.7 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"OC. 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. 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,M20HS,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. 4-02-08 4-02-08 4 T 1' 12 12 8.00 HM-4x4 Q 8.00 3 I► in 0 M 2 o lliiil -/o v I of 1• I/////////////////////////////////////////////////////////////////A 5 0 0 0 M-2.5x4 M-2.5x4 . ), b b 0-08-02 8-05 0-08-02 <�'0oPROFFss JOB NAME: DR HORTON PLAN 3727 ELEV B - B1 Scale: 0.5592 ,5 NGIN vilit?iir <9 WARNINGS: GENERAL NOTES,unless otherwise noted: :' 92 S 2 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 14. OPE F E 9t� 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 s the res nsibil' of Me erector Addit oral rnanent brat of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by o :� , Po ity pe ng 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 braang required where shown++ OREGON 41/ 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. SEQ. : 6118608 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, L/ �'9 y �� S� TRANS I D" design bads be applied to any component. and are for"dry condition"of use. 6. O 1 P"� • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if d necessary. V fabrication,handling, R R shipment and installation of components. 7.Design assumes adequate drainage is provided. FRUA- 6.6. 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 1111111111111111111111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center inches.9. ndsize of plate in lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI R FS:12411/21115' 11111 MM lat(Als 4-1i(1CL 1KUDD e . LUMBER SPECIFICATIONS 8-05-00 GIRDER SUPPORTING 48-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 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"0C. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT<=12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.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/ 4419V -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/ 4419V 0/ OH 5.50" 7.07 DF ( 625) C,CN,C18,CN18 (or no prefix) =ConpuTrus, Inc BC UNIF LL( 575.0)+DL( 391.0)= 966.0 PLF 0'- 0.0"TO 8'- 5.0"V M,M20HS,M18HS,M16=MiTek MT series VERTICAL DEFLECTION LIMITS: LI=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL=-0.019"@ 9'- 2.5" Allowed= 0.375" Join together 2 ply with 3"x.131 DIA GUN (2 ) conplete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL=-0.046"@ 4'- 2.5" Allowed= 0.500" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL= 0.004"@ 7'-11.5" 9"oc in 1 row(s) throughout 2x4 top chords, AND BOSTON CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL= 0.007"@ 7'-11.5" 5"oc in 2 row(s) throughout 2x8 bottom chords, 9"oc in 1 row(s) throughout 2x4 webs. Wind: 120 nph, h=17.6ft, TCDL=4.2,BCDU6.0, 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 4-02-08 12 12 8.007 ' 18.00 M-4x6 24.0" 1144444 M-5x16 411111 111111& M-5x16 o I 1►=� 4 ►=�3 I M-4x12 1 4-02-08 b y 4-02-08 b b 8-05 co -° PRyC°��ss JOB NAME: DR NORTON PIAN 3727 ELEV B - B2 Scale: 1/2" �4.;,'J ENGIN ,�-o- -57 WARNINGS: GENERAL NOTES,unless otherwise noted: 11111 !92, I P E 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: B 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 duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at !I" DES. BY: BS p° ry 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(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. � � Q0, SEQ. : 6118 6 0 9fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y TRANS I D: be and are for"dry condition"of use. /Q 14, 2 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d L necessary. D R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n t L 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 1111111 111111111111111111 VIII VIII ILII ILII TPI/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) FXPIRFS:12/3i/9Q15 Ili II IirI I,Kti, t'.K1r.L 1KUJJ 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=(-683) 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) Connector late prefix desi ators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 5.5" -31/ 768V 0/ OH 5.50" 1.23 DF ( 625) C,CN,C18,CN18 (or no prefix) = ComuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'_ 8.1" Allowed= 0.068" MAX TL CREEP DEFL = -0.001" @ D -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=1.6, Truss designed for wind loads in the plane of the truss only. 8-02-12 8-02-12 1' T T 4-01-08 4-01-04 3-11-11 4-03-01 T 1' T T T 12 12 8.00/ IM-4x4 8.00 44.0" Fli M-1.5x9 M-1.5x4 ,r Aill'''ilii..,,...... All'illi ,r CD CD +� cD -2.5x4 M-3x8 M-2.5x , � y ), y 8-02-12 8-02-12 0-08-02 16-05-08 0-08-02 <(-4o PRope,„ JOB NAME: DR HORTON PLAN 3727 ELEV B - Cl Scale: 1/4" �G(N '1Q� WARNINGS: GENERAL NOTES,unless otherwise noted:: CCi/// �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 � ]] �P E 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. 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 I�� is the responsibility of the erector.Additional permanent bracing ofl(B ,,...",41100., - xIps continuous sheathing such as plywoodquired where sown+drywal 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++ ORECZ- GON �'" 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. "9 A_ mac/ SEQ. : 6118 610 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- "'7 'fib' i'� design bads be applied o any component. and are for"dry condition'of use. �O y 1 4 2� r 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 N ryf necessary. 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 (VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideitwith 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 RFS!12131/2fi15r 111111 IIII I MZU H1C1TL LKU.7.7 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=1-224) 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 BAG 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,M2OHS,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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX LL DEFL = -0.000" @ 0' -8.1" Allowed = 0.068" 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 4-03-01 T 1' T T 1' 12 12 8.00/ IM-4x4 \18.00 44.0" * .111°A61111111..." cr,)5x411.5x nor 7o 8 o -2.5x4 M-3x8 M-2.5x4 o 1, J, 1, 8-02-12 8-02-12 /, 1, 1, ), 0-08-02 16-05-08 0-08-02 ,<C;C' P R pxFss JOB NAME: DR HORTON PLAN 3727 ELEV B - C2 Scale: 1/4" \� N. GIN �O WARNINGS: GENERAL NOTES,unless otherwise noted: �� ��l�� I -v9 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 individuals P E r Truss: C2 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 1-►. , DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f,�. - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). * 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 J,. 4. No bad should be applied to any component until after all bracing and 4. Installation of tress is the responsibility of the respective contractor. ^V SEQ. : 6118 611 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 1,- -.7,9�„ 0'�� �. design loads be applied to any component. and are for"dry condition"of use. O 14, 2 TRANS I D' 412700 5.CompuTrus has no control over and assumes n o responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `�y R �P • fabrication,handling,shipment and installation of components. 7.Designnecsumes adequate drainage is provided. 4 +l I L`- 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 I IIIIII IIIII IIIII IIIII 11111 IIIII IIIII IIII IftTPIIVJfCA 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) FXPI RFS!12/S1/21)15 IIIIII"I UAZU HKlC.L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" Wind: 120 mph, h=19ft, 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. 8-04-08 8-04-08 1' 'f T 12 12 8.00 ' M-4x4 Q 8.00 f 3 0 i o 0 2 lulL5 AllAillaillii. 1 -,o o 0 M-2.5x4 M-2.5x9 J, ), ), > 0-08-02 16-09 0-08-02 ���tp PRQFF�,s JOB NAME: DR HORTON PLAN 3727 ELEV B - D1 Scale: 0.3983 tCa .�,:��%n�Nfb <;, WARNINGS: GENERAL NOTES,unless otherwise noted: /f 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 4 .9G 01 P E f Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper "r' /"!/ 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 rte► . DES. BY: BS is the responsibilityof the erector.Atltlitbnalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /CAMP. - bracing continuous sheathing such as plywood sheathing(TC)and/or drywall C). ! n. 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 rr~��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. ,,,4__ `C/ S E Q. : 6118612 fasteners are complete and at n o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '*7� ��� A design loads be applied to any component and are for"dry condition"of use. O 1 4 2-°\„.0- necessary. "�- TRAN S I D 412700 5.CompuTrus has no control over and assumes n o responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling, Designary. • shipment and installation of components. 7.Design assumes adequate drainage is provided. '11FR R 1.\-^ 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 111111111111111111111111 IIIIIVIIII IIIVIIIVIIIVIIIVIIIIIIIIIII TPIIVJfCA in BCSI,copies of which will be furnished upon request. git coincideitwith 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) FXPIRFS-.1213112015 Ill II lull '- -811 4-1I1.16L ittu r , 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 Cs=1, Ce=1, Ct=1.1, I=1 4- 8=( -364) 3928 `TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. 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) = ConruTrus, 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL =-0.074" @ 8'- 4.5" Allowed= 0.792" nails staggered at: MAX TL CREEP DEFL = -0.175" @ 8'- 4.5" Allowed= 1.056" 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 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=l.6, Truss designed for wind loads in the plane of the truss only. 8-04-08 8-04-08 9-11-03 3-05-05 3-05-05 4-11-03 T '1 T T 1' 12 12 8.00 V M-4x12 J8.00 3 4.0" LES M-4x9 M-9x9 2 6.8' 4 It A eis M-5x16 Al III M-5x16 1 of - MIII211 !I---- ' 6 7 8 ='5 o M-4x12 M-8x10 M-4x12 0 4-09-07 3-07-01 3-07-01 4-09-07 1, y 16-09 ��v'c.° PR0F 0,9 JOB NAME: DR HORTON PLAN 3727 ELEV B - D2 Scale: 1/4" 1Inf/ 5sWARNINGS: GENERAL NOTES,unless otherwise noted: "9r 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 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. V 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 d_� is the responsibility of the erector.Additional permanent bracing of s - continuous sheathing such las b acing dre aired ere +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++ (� 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' OREGON SEQ. : 6118613fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 'r/A • design loads be applied to any component. and are for"dry condition"of use. / -7 1, 20` -L TRANS I D: 412700 6.Design assumes full bearing at all supports shown.Shim or wedge it Q 14, 5.CompuTrus has no control over and assumes no responsibility for the necessary. j�c �`_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. fi R11-\ 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 III 11111 VIII VIII VIII 11111 VIII ill TPI/WTCA 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./Compulrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS 191 1/7(11 5 Uxnv 1-11.(1 .1-1 1t'U.7.7 �II I II I��I LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=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" 0.0. 2-3=(-44) 5 TO 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" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.8" Allowed = 0.082" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.001" @ 1'- 0.8" Allowed = 0.123" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 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=l.6, 12 Truss designed for wind loads 5.0007 3 --/ in the plane of the truss only. 1 M-2.5x4 AIIIIIN o r " r M o 1 ► n 4 -' IPROVIDE FULL BEARING;Jts:2,3,41 ,0 ,l y 1-00 2-00 �ti¢�O PRFOper, um JOB NAME: DR HORTON PLAN 3727 ELEV B - Jl Scale: 0.9937 �C NAGIN `IpI,A 1o2� WARNINGS: GENERAL NOTES,unless otherwise noted: �' ,'9�s 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 Trus s: 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 14� DES. BY: BS s the res nsibil' of the erector.Additional ermanent bras of 2'o.c.and at 10'o.c.respectively unless braced throughout their lath by f• . . p0 ity P n9 continuous sheathing such as plywood sheathing(TC)and/or drywal C). Cr 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 1(/ 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. !Jc S E Q. : 6118 614 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, ��(A.' TRANS ID: 412700 design bads be applied to any component. and are for"dry condition"of use. L/Q y 14, �� T • 5.CompuTrus has no control over and assumes no responsibility for the 6. andnecare assumes full bearing at all supports shown.Shim or wedge d fabrication,handling,shipment and installation of components. ry. 111R RIO- 6. I O- P Po 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 IIIIII VIII VIII VIII VIII EINE 11111111 TPIIVyfCA in BCSI,copies of which will be furnished upon request. it coincideitwith jointcenterinches.9. linesDigits ndsize of platein lines. c 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!12/31/2(115'' 1111111111 t=KL'l, tilt1T. 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=l.6, WEBS: 2x4 DF STAND Truss designed for wind loads LOADING in the plane of the truss only. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Note:Truss design requires continuous `BC LATERAL SUPPORT <= 12"OC. 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,C18,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 5.001/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 3 - oiirigioiiooIIIIIIIIIIIIIIIS N ,-2 cD cprn Ljaalliaili 4 M-2.5x4 M-1.5x4 )" ,1 y 1-00 2-00 •<�V%°) PRQFFss JOB NAME: DR HORTON PLAN 3727 ELEV B - J2 Scale: 0.7500 ���� ����',N � /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Q .9�9 P 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: 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 2.Design assumes the top and bottom chords to be laterally braced at ��►. , DES. BY: BS is the responsibilitypof the erector.Additional enni n constructionof 2�o.c.and at 10'o.c.respectively unless braced throughout their length by �,,f._ P bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (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 1(/ 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. '9 SEQ. : 6118 615 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� 4,,91' 0\ k TRANS I D: 412700 design loads be applied to any component. and Design are or"dry condition"of use.supports 1�} 2 P4 • 5.CompuTrus has no control over and assumes no responsibility for the 6. Des'n assumes full bean at all su rts shown.Shim or wedge if t1 fabrication,handling,shipment and installation of components. Dnecessary. ML'ry R 1` \ V P PD 7.Design assumes adequate drainage is provided. �l 1l tr 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 IIIITPIIWTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9. lines 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) FXPIRFS.. 12/31/21115 1111111111 L,t(L, lit(.L L ixuaa LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" 1COND. 2: 500.00 PLF SEISMIC LOAD. 1 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Note:Truss design requires continuous WEBS: 2x4 DF STAND; bearing wall for entire span UON. 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"OC. 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4) DESIGN ASSUMES SHEAR PANEL TO ALIGN WITH VERTICALS IN m AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ADJACENT TRUSSES. e13 1 NOTE: ATTACHMENT AS STATED ABOVE MUST ACCOUNT FOR THE COMPONENT SEISMIC OVERTURNING MOMENT. M-3x8 !LIS M-3x10 0 co co0 1 I c , c0 0I I o-, rnM-3x8 M-3x10 � 7 �/_ 1 f-- r �___ r: Mi 3 6 MSHS-3x10 M-7x8 y y 1-10-07 .1 .c. pRaFF0 n JOB NAME: DR HORTON PLAN 3727 ELEV B - BLOCKING PANELS Scale: 3/8" <0NG1cc 9N /0, WARNINGS: GENERAL NOTES,unless otherwise noted: 92 "S 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 P E 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. 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 _., „001" �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalftBC). ��f Cr 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 C 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. 4 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/ 21,� c\�'tAs design loads be applied to any component. and are for"dry condition"of use. Q y' 1 2, t"-v— TRAN S 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 necessary. ' •F R'L'- eo 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 IIIIII(IIII VIII IIID VIII VIII VIII IIII IIIITPIIWICA 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) FXPIRFS'12/31/21115