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Plans (58) At S701-0/ --00 0/0 i 3 0 s_ Ctv )6/6 &k, 1-, 7‘- . , r D.R. HORTON PLAN 2345 'A" 1 1 GARAGE LEFT 1 I 1 1 ,(.9 Ae,/ ,_ 5/12 PITCH > < > 6/12 PITCH 25# SNOW 1 , 1 2 3 4 5 1-0 0.H. - 1 2 3 4 5 1 fAu 1 2 3 4 5 6 c), , = c2t1 0- 1 15/121 i I Cr) 1 I ARIEL TRUSS 1 1 574-7333 : i 1 , - — DRAWN BY: _ _ 1 KEVIN LENDE ISTL: 0-1-B , , ; ir.„.„.„--' I ,---- ' 1 \ i - 4: -<-1— „,-".- 1 — _,-- -—---1 ,-- —PUB- — I I 1 lik , , ‘ 4cfr.” _19_5...,.8 , IL _1 il _11 49 81 A ,,..i, •' -ir , - -- -- RIS —---6) c, 6/12 g G.E. .i, 22-00-00 / 13 SPAN 12-00-00 R SPAN C C , 5 . A I , . [ i i 1 / I 1 1 1 1 t 1 D.R. HORTON 1 1 11 I PLAN 2345 "A" , 1 I , I GARAGE RIGHT 1 , AO, le i 1 0 ! 0 Al I 1 i *4‹:. I " 1 5/12 PITCH 1 o' 1 , 6/12 PITCH : , I 1 2511 SNOW 1 I i • 1 1 1 2 3 4 5 1-OOH • , 1, 1 2 3 4 5 LU UJ 1 F ...,u , ,..6 1 2 3 ,4 15 i , I CD I L._ I_ _J ,:. 11 ..., 5/12 ' CL CD Cl) ' i 1 ' rn ARIEL TRUSS I ,...r 1 ' 574-7333 1 II DRAWN BY: I it, 1 ! -- -- KEVIN LENDE ; P/ IS STL3 0 1-8 , 1 / • 4 N , r 111- t --% -c, • (=> LL 0 I , 6/12 J1 , N ' ---- jil I --'' JACKS 6/12 ic== ..._,,i 22-00-00 / 8 SPAN .., 12-00-00 / g SPAN C - , . . S IIIIIIIIIIIII This design prepared from computer input by" GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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 2-12=(-63) 3672 3-12=(-124) 80- BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4111) 113 12-13=( 0) 3038 4-12=(-339) 90 WEBS: 2x4 DF STAND 3- 4=(-3938) 74 13-14=( 0) 2227 12- 5=( -12) 792 LOADING 4- 5=(-3949) 128 14-15-( 0) 3038 5-13=(-862) 122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3142) 146 15-10=(-63) 3672 13- 6=( -22) 1298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3142) 146 6-14=( -22) 1298 TOTAL LOAD = 42.0 PSF 7- 8=(-3949) 128 14- 7=(-862) 122 OVERHANGS: 12.0" 12.0" 8- 9=(-3939) 74 7-15=( -12) 792 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4111) 113 15- 8=(-339) 90 JT 2, 10: Heel to plate corner = 0.50" Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 43 15- 9=(-124) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -63/ 2025V -133/ 133H 5.50" 3.24 DF ( 625) 43'- 0.0" -63/ 2025V 0/ OH 5.50" 3.24 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O 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 = -0.273" @ 15'- 3.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.607" @ 17'- 4.0" Allowed = 2.806" MAX LL DEFL = -0.002" @ 44'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 44'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.096" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.156" @ 42'- 6.5" 21-06 21-06 T T T Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12-04-02 9-01-14 9-01-14 12-04-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T '( T load duration factor=l.6, 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-05-13 4-02-13 4-09-05 Truss designed for wind loads f f f f f f f f '( in the plane of the truss only. 12 12 5.00 = M-5x6 a 5.00 5.0" 6 .FT' ;Y� M-2.5x95 ‘4 M-2.5x4 7 M-3x6(5) M-3x6(5) M �� i M-1.5x4 9 Aiioo M-1.5x9 M-1.5x4 3 9 a o1 �.:- ,,, .,:� 1 ch 1 1 1 12 13 14 15 . o M-3x10 M-3x8 M-4x6 M-4x6 M-3x8 M-3x10 1 0 0 MSHS-3x10(S) MSHS-3x10(S) J- y b .1 ), J. 9-00-02 6-03-14 1 8-03-14 y 8-03-14 9-00-02 15-11 11-02 15-11 1- J- y J- �E0 PR OFF 1-00 43-00 1 00 �- rllktCn `6> JOB NAME: DR HORTON PLAN 2345-A - Al Scale: 0.1480 ��� /rgr459 O2 WARNINGS: GENERAL NOTES,unless otherwise noted: ���PL 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 Truss: A 1 and Wamings 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. 0/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'. DES. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by IS Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 1/9/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1Lle y 20Nt��� 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. / q SEQ. : 6156997fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O 14, P TRANS I D: 415377 design loads be applied to any component. and are for"dry condition"of use. 6. /y 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at alt supports shown.Shim or wedge if ' R R I O necessary. fabrication,handling,shipment and installation of components. 7.n 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 1111111111111111111 TPIM?CA in BCSI,copies of which will furnished upon request. git coincideIndwith joint center lines. EXPIRES:12/31/2015 9.Digits size of plate in ruches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIHHI This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATLONS TRUSS SPAN 93'- 0.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 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"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 = 92.0 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. 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. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 21-06 21-06 T 12-04-02 9-01-14 9-01-14 12-04-02 12 IIM-4x4 12 5.00 3 a 5.00 M-3x6(5) M-3x6(S) µ'Vi c ,-( ,--12 M 1 . -- L 5 M0 i r o M-3x6(5) M-3x6(S) o M-2.5x4 M-2.5x4 y y 1 1 15-11 11-02 15-11 • 01 1-00 43-00 ��`��_0-„inrc/ Rss�o2 JOB NAME: DR HORTON PLAN 2345-A - A2 Scale: 0.1977 CV 2 1l P .., WARNINGS: GENERAL NOTES,unless otherwise noted: ��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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. IA..' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ SC DES. BY: EE is the responsibility r of the erector.Additional permanentconstruction of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 P dY bracing continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). -9 OREGON DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. <0 14, '0' '9 j- 2 5 .- SEQ. : 6156998 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, TRANS ID: 415377 design loads be applied to any component. and are for"dry full condition”of use. �'`�j 11 - • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fin bearing at at supports shown.Shim or wedge if `rl R 1,--\" necessary. 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 1111111111111111111 TPI WfCA in SCSI,copies of which wit be furnished upon request. Digit coincide with joint ate inrnche. EXPIRES:12/31/2015 9.Digits idsize oplate in lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATPONS TRUSS SPAN 42'- 6.5" 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=(-79) 3634 3-11=(-126) 80 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND2- 3=(-9069) 114 1I-12=( 0) 2996 9-11=(-339) 90 3- 4=(-3895) 75 12-13=( 0) 2209 11- 5=( -12) 793 LOADING 4- 5=(-3906) 129 13-14=( 0) 3005 5-12=(-849) 122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3095) 147 14-10=(-90) 3535 12- 6=( -22) 1284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3113) 148 6-13=( -23) 1277 TOTAL LOAD = 42.0 PSF 7- 8=(-3873) 134 13- 7=(-842) 124 OVERHANGS: 12.0" 0.0" 8- 9=(-3864) 80 7-14=( -17) 736 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3986) 123 14- 8=(-331) 88 Cs=1, Ce=1, Ct=1.1, I=1 14- 9=( -34) 120 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -64/ 2007V -127/ 131H 5.50" 3.21 DF ( 625) 42'- 6.5" -37/ 1930V 0/ OH 2.50" 3.09 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/24D, 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 = -0.265" @ 15'- 3.3" Allowed = 2.094" MAX TL CREEP DEFL = -0.589" @ 17'- 4.0" Allowed = 2.792" MAX HORIZ. LL DEFL = 0.094" @ 42'- 4.0" MAX HORIZ. TL DEFL = 0.153" @ 42'- 4.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-06 21-00-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T load duration factor=1.6, 12-04-02 9-01-14 9-01-14 11-10-10 Truss designed for wind loads 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-0�3-13 4-02-13 4-03-13 in the plane of the truss only. T T T T T T T T 1' 12 12 5.00"• M-5x6 a 5.00 5.0" 6 .(-7( jot M-2.5x9 7M-2.5x4 M 3x6(5) M 3x6(S) M-1,5x4 r �� M-1.5x4 4 B M-1.5x4 : / 00.,. s M-1.5x4 9 N d O O 1 -1-� �k AN r--4-111 12 19 1p o 1 M-3x10 M-3x8 M-4x6 M-413 x6 M-3x8 -M-6x6alo 1 o MSHS-3x10(S) MSHS-3x10(S) b y ), y 1, y y 9-00-02 8-03-14 b 8-03-14 y 8-03-14 8-06-10 b 15-11 11-02 15-05-08 b 1-00 42-06-08 WEDGE REQUIRED AT HEEL(S). y �p,EO PR�FFs 5� e"INC,� tSj JOB NAME: DR HORTON PLAN 2345-A - A3 Scale: 0.1547 ��\ /�q(�y9 02 WARNINGS: GENERAL NOTES,unless otherwise noted: kr ��•P E 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 / 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. 41_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f•� DES. B Y: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y -4 Q. DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. 2x continuous sheathing suer as plywood sheathing(TC)required where s shown drywa8 C. �G OREGON A�(/ 6156999 po lY g 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 615 6 9 9 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. .44' 14, 2 r�y ,� 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, Q 14, 2 '}" TRANS I D: 415377 design loads be applied to any component. and are for"dry condition"of use. A- AQ" 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 MF \ V necessary. r�R� 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 locatedonboth faces of truss,and placed so their center lines coincide with IIIIII IIID VIII VIII VIII VIII VIII 1111 1111 MTek USA CA nlnc./CompuT uBCSI,copies of stich will be fumished Software 7 6 6(1 L Eupon request. 10.For basic cannectoropnt center lines. plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 9.Digits indicate size of ate in inches. (MiTek) This design prepared from computer input by 11111111This ARIEL TRUSS LUMBER SPECIFICATPONS TRUSS SPAN 42'- 6.5" 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=) -39) 3646 3-11=(-154) 81 7-20=1 -23) 775 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4083) 70 11-12=1 0) 2999 4-11=(-355) 94 20- 8=(-347) 92 3- 4=(-3915) 30 12-15=1 0) 2238 11- 5=( -18) 825 20- 9=( -75) 127 WEBS: 2x4 DF STAND LOADING 4- 5=(-3934) 86 13-14=( -37) 36 5-12=(-795) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3095) 98 15-17=1 0) 2361 12-13=( -9) 1186 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3110) 99 14-16=(-134) 0 13- 6=1 0) 1229 TOTAL LOAD = 42.0 PSF 7- 8=(-3896) 91 16-18=) -36) 35 15-14=1 0) 46 OVERHANGS: 12.0" 0.0" 8- 9-(-3881) 36 17-19=1 0) 2254 17-16=( 0) 46 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3996) 80 19-20=( 0) 3005 6-18=1 0) 1216 Unbalanced live loads have been Cs-1, Ce=1, Ct=1.1, I=1 20-10=1 -51) 3543 16-19=( -10) 1172 19- 7=(-786) 114 considered for this design. ADDL: BC CONC LL+DL= 62.5 LBS @ 21'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -45/ 2013V -127/ 131H 5.50" 3.22 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.5" -18/ 1935V 0/ OH 2.50" 3.10 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" 21-06 21-00-08 MAX LL DEFL = -0.279" @ 22'- 5.0" Allowed = 2.094" T MAX TL CREEP DEFL = -0.725" @ 20'- 7.0" Allowed = 2.792" 12-04-02 9-01-14 9-01-14 11-10-10 ff T MAX HORIZ. LL DEFL = 0.091" @ 42'- 4.0" 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-0�3-13 4-02-13 4-03-13 T T T T T T T T T MAX HORIZ. TL DEFL - 0.154" @ 42'- 4.0" 1212 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 c" 'M-5x8 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8.0" Truss designed for wind loads 6 f-� in the plane of the truss only. Cl M-4x6 ‘4•9 7M-4x6 M-3x6(5) = M-3x6(S) M-1,5x49 8M-1.5x4 M-1.5x49M-1.5x4 3 - 3 19 16 1: co w 4w z rn 1 _ W 12 15 17 20 10 Q of M-3x10 M-3x8 M-5x6 -2.5x6 M-2.� 9 M-3x8 -_-_,M-6x6 0 M-2.5x4 M-2.5x6 M-5x6 MSHS-3x10(S) M-2.5x6 MSHS-3x10(S) M-2.5x6 P +62.50# P y y , , y 9-00-02 8-03-14 b 3-031-09-153-03 y 8-03-14 8-06-10 y P 15-05-08 15-11 11-02 y P l y 1-00 17-11-04 24-07-04 y P y 17-11-04 7-01-07 17-05-12 P �RE0 P R OFFS P y '� itkic.,. S 1-00 42-06-08 �,(1 I !it /O29 JOB NAME: DR HORTON PLAN 2345-A - Al Scale: 0.1343 r trt �11PE 1--- WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor shoold be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual lte Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper '� • 2.2x4 compression web bracing must be instated 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 laterallybraced at P N 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtttht by OREGON �,(/ CC DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibtty of the respective contractor. L'O�'Q y 1 Q 0{ SEQ. : 6157000 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- ', design loads be applied to any component. and are for"dryfullb condition"of use. MF[�MIA-TRANS I D 415377 6.Design assumes full bearing at all supports shown.Shim or wedge if r1 r 1 5.CompuTms 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. 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 111111111111111111 TPIM?CA in SCSI,copies of which wit be furnished upon request. 9.lines sic indicate size of plate joint in center lines. EXPIRES:12/31/2015 MiTek USA,Inc./Co of s Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.5" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, _ TC: 2x4 OF #1&18TR 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. 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. 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 21-06 21-00-08 12-04-02 9-01-14 9-01-14 11-10-10 f1 T '1 T 12 IIM-4x4 12 5.00 p 3 a 5.00 11_9 M-3x6(5) M-3x6(S) 2 N 41 4 O l 4. 1p i 1 M-3x6(S) M-3x6(S) M-2.5x4 M-2.5x4 J, y y 15-11 11-02 15-05-08 1-00 42-06-08 �y 0 PR()Fes, JOB NAME: DR HORTON PLAN 2345-A - A5 \�� °N/^I N C 9 S�0 Scale: 0.1998 �� 7//5 2 WARNINGS: GENERAL NOTES,unless otherwise noted: _920�P E 9� 1.Budder 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 Ale" 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. 1/► 2.Design assumes the top and bottom chords to be laterallybraced at 4� DES. BY: EE 3.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of con in and at 1 a'hin.suchrespectivelyly oodss braced(TC)throughout their length). -40 l:17 OREGON ��(/� continuous idgisheangin r l as plywgoe sheathing(TC) or drywall C). DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ � SEQ. : 6157001 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, /Q 41- 14, `L°Ats4 TRANS I D: 415377 design loads be applied to any component. 6and are for coition"of use. .Design assumes futl bearing at all supports shown.Shim or wedge if � R RL V` r 5.CompuTrus has no control over and assumes no responsibility for the necessary. L �^ 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 11101VIII IIID VIII III VIII VIII I'IIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2015 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) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(0) 444 6-3=(0) 274 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-592) 0 6-4=(0) 444 WEBS: 2x4 DF STAND 3-4=(-592) 0 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -32/ 618V -42/ 42H 5.50" 0.99 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12'- 0.0" -32/ 618V 0/ OH 5.50" 0.99 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.045" @ 6'- 0.0" Allowed = 0.739" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 2'- 9.6" Allowed = 0.393" MAX HORIZ. LL DEFL = 0.004" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 11'- 6.5" 6-00 6-00 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 p I IM-4x4 a 6.00 Truss designed for wind loads 34.0" in the plane of the truss only. - 2.0' C f �o o/- 6 5 �avi o 1 M-2.5x4 M-1.5x4 M-2.5x4 1. y J, 6-00 6-00 1, b J. 1, 1-00 12-00 1-00 r'R�p PROF-6-, co r II t" .n JOB NAME: DR HORTON PLAN 2345-A - Bl Scale: 0.4686 G(r� I/l Ii✓9 ©2- r 9P E WARNINGS: GENERAL NOTES,unless otherwise noted: 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: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper Alder " 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 44' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len by p dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGONIX �t DATE: 1/9/2015 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. `/� y j 4 '1° **- TRANS �� SEQ. : 6157002 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�, design loads be applied to any component. and are for"dry condition"of use. 4,f h R,�� V TRANS I D: 415377 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary. areassumes MI bearing at at supports shown.Shim or wedge if C rl 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 shat be located on both faces of truss,and placed so their center IIIIII VIII IIID VIII VIII VIII 11111 ILII ILII TPUWfCA in BCSI,copies of which will be furnished upon request. git coincideintwith jointfate in inches. EXPIRES:1 Z/31/2015 9.Digitssndsize oplateete Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) IUIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" Wind: 120 mph, h=17.7ft, 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. TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 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. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 6-00 6-00 12 12 6.00 p IIM-4x4 ' 6.00 3 2 4 ,4.44- o _ ,, o of - r 1 / ///////////////////////////////////////////////////////////////////////////////////////// // 5 M-2.5x4 M-2.5x4 1-00 �� ED PROFF 12-00 1-'N �+ 6'tSj JOB NAME: DR NORTON PLAN 2345-A - B2 Scale: 0.5803 444 -141;1/7g9 ©2 WARNINGS: GENERAL NOTES,unless otherwise noted: ���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.ApplicabiNty 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 bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' DES. B Y: EE is the responsibility temporary of the erector. 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 0 (r- P dYity permdingndsig bracingr of continuous sheathing such as plywood sheathing(TC)and/or drywallC. IL- OREGON <0 DATE:DATE: 1/9/2015 the overall structure is the responsibility Additional of the building designer. 3.c2xo Impact sheathridging or lateral bracing required where shown++ SEQ. 615 7 0 0 3 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. 1 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. /Q y 1 4, 2� TRANS ID: 415377 design loads be applied to any component. and are for dry condition"of use. (45‘>'S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fuN bearing at at supports shown.Shim or wedge if 111 ):14:1 I 1-\" fabrication,handling, necessary. 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 shah be located on both faces of truss,and placed so their center I 1111 VIII VIII VIII VIII VIII VIII 1111(III TPINVfcA in BCSI,copies of which will be famished upon request. lines coincide withjoint p center hoes. EXPIRES:12/31/2015 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-131 1,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 50 2- 8=(0) 1267 3- 8=(-336) 102 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1509) 44 8- 9=10) 836 8- 4=( 0) 516 WEBS: 2x9 DF STAND 3- 4=(-1323) 56 9- 6=(0) 1267 4- 9=( 0) 516 LOADING 4- 5=(-1323) 56 9- 5=(-336) 102 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 44 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -41/ 1038V 0/ OH 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T T T Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-07 5-02-09 5-02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T '( 1' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 p M-4x6 Q 6.00 in the plane of the truss only. 4.0" 9 ,rte M-1.5x4 M-1.5x4 3 t f 4 O O� 1 Allillililli" 0_ " iB 7 o t 6 9 • O M-3x4 M-2.5x4 M-2.5x4 M-3x4 M-3x6(S) b l 1 1 7-06-05 6-11-07 7-06-05 1, 1, 1' 13-00 9-00 y /, 22-00 1-00 yl oo �RE0 PRO/7 JOB NAME: DR NORTON PLAN 2345-A - Cl Scale: 0.267614., /ll ( 1✓R D2-9 cr 92*OPE f- WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual Truss: Cl 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. 460101W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � rr DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len by iti po dy continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "y OREGON DATE: 1/9/2015 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. LIQ '4 y y q 213\ A�- S E Q. : 6157004 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used to a non-corrosive environment, A, design bads be applied to any component. and are for"dry condition"of use. Me p R,�` V TRANS 1 D: 415377 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 `rl fabrication,handling,shipment and installation of components. necessary. P Po 7.Design assumes adequate drainage is provided. 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 111111 11111 11111 VIII 11111 11111 11111 1111 IIII TPIANfCA in BCSI,copies of which will be furnished upon request. git coincideiwithzjointlcenterte linche. EXPIRES:12/31/2015 9.Digits indicate ect 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-1968(MiTek) I IIIIIIIIIIIIII This design prepared from computer input by" GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 50 2- 8=(0) 1267 3- 8=(-336) 102' BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-1509) 44 8- 9=(0) 836 8- 9=( 0) 516 3- 4=(-1323) 56 9- 6=(0) 1267 4- 9=( 0) 516 LOADING 4- 5=(-1323) 56 9- 5=(-336) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 44 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -41/ 1038V 0/ OH 5.50" 1.66 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T 5-07-14 5-04-02 5-02-09 5-09-07 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T f f 12 load duration factor=l.6, 6.00 l7 M-4x6 12 Truss designed for wind loads Q 6.00 in the plane of the truss only. 4.0" 9 ,F-,r M-2.5x9 or equal at non-structural diagonal inlets. M 1.5x9 11101K \illop. M-1.5x4 3 5 tii ii. „ o 1 9 7 M-3x4 M-2.5x4 M-2.5x4 M-3x4 M-3x6(S) 7-06-05 6-11-07 7-06-05 )' 1, 13-00 9-00 ), ), 1-00 22-00 y y 1-00 (� PR0ress JOB NAME: DR NORTON PLAN 2345-A - C2 Scale: 0.2664444� °41/7//5'9 02 WARNINGS: GENERAL NOTES,unless otherwise noted: lI P E, 'Sr 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 individualAll/ 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. DES. B Y EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .� . �' 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuousxImpact sheathing such as plywood sheathing(TC)where s shown drywaA(BC). •1- 2!OREGON DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � SEQ. : 615 7 0 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. / -9 y 201 ` 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, Q 14 A'�^ TRANS I D: 415377 design loads be applied to any component. and are for"dry condition"of use. ,/I .?>''' i - 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at at supports shown.Shim or wedge if 'r'/� "- V fabrication,handling,shipment and installation of components. necessary. R R d. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne bothdraface iso truss, a I IIIIII 11111 VIII 11111 VIII VIII 11111 1111 IIII 8.Plates shall beithjoifaces of truss,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide wiM joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9es. 0.For basicits rcate size coonnectorfate deslate in ign values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 PI 9 (MiTek) IIIIIIIII11 This design prepared from computer input by GREG ARIEL TRUSS r LUMBER SPECIFICATIONS 21-09-00 GIRDER SUPPORTING 42-06-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15828) 1572 1- 6=(-1356) 13926 6- 2=( -417) 4581 2- 3=(-11022) 1128 6- 7=(-1344) 13803 2- 7=(-4740) 507 BC: 2x8 DF SS WEBS: 2x4 DF STAND; LOA5ING 3- 4=(-11022) 1128 7- 8=(-1344) 13803 7- 3=( -954) 9510 2x4 DF #1&BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-15828) 1572 8- 5=(-1356) 13926 7- 9=1-9740) 507 Cs=1, Ce=1, Ct=1.1, I=1 4- 8=( -417) 4581 TC LATERAL SUPPORT <= 12"0C. UON. AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -ter- ( 3 ) complete trusses required. BC UNIF LL( 506.8)+DL( 344.6)= 851.4 PLF 0'- 0.0" TO 21'- 9.0" V 0'- 0.0" -1008/ 10172V -72/ 72H 5.50" 16.28 OF ( 625) Join together 3 ply with 3"x.131 DIA GUN 21'- 9.0" -1008/ 10172V 0/ OH 5.50" 16.28 DF ( 625) nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL XVREQ9" oc in 1 row(s) throughout 2x4 top chords, UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.129" @ 10'- 10.5" Allowed = 1.042" 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.306" @ 10'- 10.5" Allowed = 1.389" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.033" @ 21'- 3.5" MAX HORIZ. TL DEFL = 0.056" @ 21'- 3.5" 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, 10-10-08 10-10-06 Truss designed for wind loads 1' ( 1' in the plane of the truss only. 6-01-07 9-09-01 9-09-01 6-01-07 T q T 12 12 6.00 Q M-7x8 Q 6.00 7.0" 3,< ,( Ill 111 I_I 5.9" M-3x8 M-3x8 2 4 A M-5x16 M-5x16 _ 1 as 6 s- - - ...s5 I 8 M-3x10 M-8x10 MHS-7x10(S) M-3x10 0 1, J. b ), ), 5-11-11 9-10-13 9-10-13 5-11-11 ), 1 ), 13-10-08 7-10-08 b 21-09 CPEO PROfFS JOB NAME: DR HORTON PLAN 2345-A - C3 Scale: 0.2913 G(, I! I I I�9 �-. 92.OPE WARNINGS: GENERAL NOTES,unless otherwise noted: / 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 indNidual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 'S 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 bottomless b to be lateral braced at DES. BY: EE P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON ��� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AS 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. L/6 --9 . 1 q 0� T SEQ. : 6157006 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 design loads be applied to any component. and are for"dry full b on"of use. �`R R 1 L� TRANS 1 D 415377 6.Design assumes fug bearing at at supports shown.Shim or wedge if 5.CompuTrus 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. 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 11101VIII 1111 11111 11111111 111 HI IIII TPIANfCA in BCSI,copies of which will be furnished upon request. y lines coincide indicate size ith lof Plate esri�rnves EXPIRES:12/31/2015 MiTek USA,InciCo pies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IOIIIIIIIIHI This design prepared from computer input by I GREG ARIEL TRUSS - LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 11 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" -30/ 306V -7/ 43H 5.50" 0.49 DF ( 625) 2'- 11.0" -16/ 74V 0/ OH 2.00" 0.12 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.08 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.168" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.252" 3-00 T T MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 p Wind: 120 mph, h=16.9ft, 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. ''3 -, ,, a 0 r M-2.5x9 PROVIDE FULL BEARING;Jts:2,3,41 l' 4 2-11 0-01 J, l 1-00 3-00 ��E0 PROFFss CO r/qlnf/c,. / JOB NAME: DR HORTON PLAN 2345-A - J1 Scale: 0.6327 �� II/!/r °* cr 1.WiN68: G. hRAe NOTES,unlessdotherwise parameters 92� P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parashown and is for an individual / Truss: J1 and Wamings 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 throughout their at `,/i; DES. BY: EE c'ntinantlst1a'hin suchrespeativlyely oodssbathed(TC) /otheirlength�y 4111 ift �G OREGON /�(/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing as ptywooe sheathing(TC)d and/or drywength . DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. / '4/ SEQ. : 6157007fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Q y 14 2° �� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 415377 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug ME bearing at all supports shown.Shim or wedge if R R I L`+� n fabrication,handling,shipment and installation of components. ecessary. 7.Designlaesassumes adequateadondrainage is o twos,d.and This design is furnished subject to the limitations set forth by 8.Plates shaN be located on both faces of truss,and placetl so their center IIIIII VIII 11111 VIII VIII 11111 VIII IIII II II 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-1) 3 3-4=(-80) 28 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 0 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 305V -7/ 428 5.50" 0.49 DF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" -1/ 107V 0/ OH 2.00" 0.17 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.008" @ 1'- 5.1" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.008" @ 1'- 5.1" Allowed = 0.236" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 3-00 . MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" T T Wind: 120 mph, h=16.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 3mm -1 W ww o 1 R�N�N � o W 1 o,,,_ 1 04 M-2.5x4 M-1.5x4 ,6 ), > 1-00 3-00 A:,Eo PRoFssi co,. 1 JOB NAME: DR HORTON PLAN 2345-A - J2 Scale: 0.6591 lV �C+� I/I /159 O2-q WARNINGS: GENERAL NOTES,unless otherwise noted: •92,O r L 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 construction 2.Design assumes the top and bottom chords to be laterally braced at n- DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len�gthtit by `� po dy continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). 17 � OREGON fit(/ DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L , I 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. iQ 4), 1 q 20\SEQ. : 6157008 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#. 0** TRANS I D 415 3 7 7 design loads be applied to any component. and are for"dry condition"of use. \ V • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if rT R L necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'SII 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center 1111VIII 1111 El VIII VIII 11111 kill TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincidenitwith joint in inches. EXPIRES:12/31/2015 9.Digits ndsize ofint center to . MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)