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Plans (30) A/57;46)/6 131G0 54) 4r,k_ wa/iiii,7 , , /i i J . . i v 1 / 1 1 ' 1 D.R. HORTON ! , I 1 11 I PLAN 2345 "A" 1 ' 1 I 1 GARAGE LEFT 1 1 li 1 , , 0 5/12 PITCH ACILL... . .< 1 > < ' 6/12 PITCH 17- 1 I 1 25# SNOW i 1 1r 2 4 5i 1-0 0.H. 1 1 - 2 1 • 1 ' ik.i J i 1 L, i ui 1 Fi L., 1 1 2 4 5 c-.6 L_ i = i g if- I 1.5_/112 1 I Cr) ARIEL TRUSS co 1 574-7333 I DRAWN BY: KEVIN LENDE 1 , 6 P/V I I S 1 0-1-8 ),-- \ \ 1 _______----_;---- .• .. I , 4 \ I i i 1 TUB 0-5a-8 =3" ' 6/12 0,\ ..._ / ,,,,, JACKS c, fl/5 1 '------ ---- 6/12 .3:::•1 3 ..t_ .e.• ____,. co g G.E. 22-00-00 SPAN .„. .." / 12-00-00 ri r, SPAN n V v _, C n , . I I 1 I 1 I I , D.R. HORTON . 1. r PLAN 2345 "As' , 1 , 1 ' GARAGE RIGHT 0 I ' 69 wir 1 A i 1 i 1 1 1 ,1 1 5/12 PITCH I 6/12 PITCH, 1 '1 '14 11111, 11 ' 5 1 13 5 LE41 215-110 C1. S14(11111. , uj . 511 = ..tc 5/1 2 CD CL 1 C] 01 n1 ARIEL TRUSS I I I 574-7333 ; 1 1I 1111111 DRAWN BY: KEVIN LENDE 1 1111 1 ,1 a 4 0418 1 1 I , bib- I o.. A I 1- sign "Ikh' 1 1 , m'' ' 1 . .1'13 1,—S11113 1-5-17'4"__ 1'1 it i . L' '' i 1 8 _0.—.................„....... 11111111111111111111 6/12 II.' I 1 1 41§111111 RiS litiVR3 JACKS Ji:6/12 _ Nir I G.E. el? ,0, 22-00-00 , . SPAN p , , 1 :8 .. 12-00-00 / ,., F SPAN . . . . .I . . — A IIIIIIIIIIIIII 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 #16BTR SPACED 24.0" O.C. 2- 3=(-4111) 113 12-13=( 0) 3038 4-12=(-339) 90 3- 4=(-3938) 74 13-14=( 0) 2227 12- 5=( -12) 792 WEBS: 2x4 OF STAND 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 8- 9=(-3939) 74 7-15=( -12) 792 OVERHANGS: 12.0" 12.0" 113 15- 8=(-339) 904111) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(- 15- 9=(-129) 80 JT 2, 10: Heel to plate corner = 0.50" Cs=1, Ce=1, Ct=l.1, I=1 10-11=( 0) 43 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) 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" -63/ 2025V -133/ 1338 5.50" 3.24 GF ( 625) 43'- 0.0" -63/ 2025V 0/ OH 5.50" 3.24 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 = -0.273" 8 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 1' T Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 12-04-02 9-01-14 9-01-14 12-04-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 6 4-09-05 4-02-13 -03-13 6-02-01 6-02-01 6-0�3-13 4-02-13 4-09-05 Truss designed for wind loads f ' ,0' 1' f '1 1' '( '' in the plane of the truss only. 12 12 5.00 M-5x6 a 5.00 5.0" 6 '+f 'v M-2.5x45 �� M-2.5x4 M-3x6(S) M-3x6(S) M-1.5x9 . '� M-1.5x4 4 8 M 1.5x9 M-1.5x49 3 ,\ d 2 y_ 1 - 13 14 L 15 +Vvl 2 ofcp M-3x10 M-3x8 M-9x6 M-4x6 M-3x8 M-3x10 0 MSHS-3x10(S) MSHS-3x10(S) 1, ), b )' 1, ,1 9-00-02 8-03-14 l 8-03-14 1 8-03-14 9-00-02 J, 15-11 15-11 11-02 y y CEO PROFes 1-00 s 43 00 1-00 rINC,. JOB NAME: DR HORTON PLAN 2345-A - Al Scale: 0.1480 II / 11✓ 9 921OPE WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor shoold be advised of all General Notes 1.This design S based only upon the parameters shown and is for an individual 4110,/r Truss• Al 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. 'i 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ell tr //�"� DES. BY: EE is the res nsibN of the erector.Addtionaermanent bracin of c'n c.and ait oirespectively dss braced(TC)throughout/o their len by OREGON �` r po ity p 9 continuous sheathing such as plywood sheathing(TC)and/or drywallC). DATE: 1/9/2015 the overall structure is the responsibtty of the building designer. 3.2x Impact bridging or lateral bracing required where shown«+ A� 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. L/Q qY 4 �� SEQ. : 6156997 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, design loads be applied to any component. and are for"drycondition" full b on'of use. 444i.R A �-k' T RAN S I D• 415377 6.Design assumes full bearing at all 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 sumes 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 I 111111 11113 1101 11111 VIII 11 Ill IIII TPINVECA in BCSI,copies of which wit be furnished upon request. Digitsgit coincideiicatwith joint tecenter lnche. EXPIRES:12/31/2015 9.linesindicate size of in inches. MiTek USA,Inc./CompuTrus of s Software rnishe1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads 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. considered for this design. 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. 21-06 21-06 12-04-02 9-01-19 f 9-01-19 12-09-02 � T 1' T T 12 IIM-4x4 12 5.00 p 3 a 5.00 0 M-3x6(S)00 h M-3x6(5) 4 ll 1111114 2I'I a' 1 O ':..1......... R t M-3x6(5) M-3x6(5) o M-2.5x4 M-2.5x9 y 15-11 11-02 15-11 1-00 93-00 cWEQ1'�FFS, 4'''? 1(!.1.1,7 r1Nt�,� S'/ JOB NAME: DR HORTON PLAN 2345-A - A2 Scale: 0.1977 �� I 02WARNINGS: 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: 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. 416010W' 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 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. 9G ,�OREGON P itY 5 3.2x Impact bridging or lateral bracing where shown t* / Y 01� S E Q. : 6156998 4.No bad should be appeed 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, O 14, 2 .:1— SEQ. : '}- TRANS I D• 415377 design loads be applied to any component and are for"dry condition"of use. A 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. R R O 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 shad be located on both faces of truss,and placed so their center 111111 IIIII VIII IIIII 11111 IIIA VIII IIII IIIITPINVTCA 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-1988(MiTek) EX P I R ES: 12/31/2015 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 of #1&BTR SPACED 24.0" O.C. 2- 3=(-4069) 114 11-12=( 0) 2996 4-11=(-339) 90 WEBS: 2x4 DF STAND 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"0C. 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 1 T load duration factor=1.6, 12-09-02 9-01-14 9-01-14 11-10-10 Truss designed for wind loads ( in the plane of the truss only. 9-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-013-13 4-02-13 4-03-13 T T T T T 4 f 4 T 12 12 5.00 G'" M-5x6 a 5.00 5.0" 6 n'--.( i#! 14-2.5x95 M-2.5x9 M-3x6(5) M-3x6(S) M-1.5x4 �� M-1.5x4 4 8 M-1.5x4 M-1.5x4 3 9 N O ,-I1 M I '." ri i wr " 71-1 O o � 11 12 13 14 "10 I M-3x10 M-3x8 M-9x6 M-4x6 94-3x8 =M-6x6 0 1 MSHS-3x10(S) MSHS-3x10(S) b ), 3. 3. 3. 3 9-00-02 8-03-14 8-03-14 y 8-03-14 8-06-10 y y b 15-11 11-02 15-05-08 1, /, i RED P R OFF 1-00 42-06-08 WEDGE REQUIRED AT HEEL(S). �" r^INCi. Ss (/7b / JOB NAME: DR HORTON PLAN 2395-A - A3 Scale: 0.1547 [`�? I/ ( / 9 02-9 WARNINGS: GENERAL NOTES,unless otherwise noted: ��P E Ale 2.2x4 compression web bracing must be installed where shown+. 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 Incorporation of component is the responsibility of the building designer. 41401W- 2.Design assumesdthe top and bottom unless chords c be ro gho bt acedtheir at �' IZ- - DE S. BY: EE 3.Additional temporary bracing to insure stability during construction � is the responsibility of the erector.Additionalpermanent bracingof continuous n sheathingt 1 a'hisuchas respectively braced(TC)throughout their al by p itY such as plywood in ere drywall C). 77 4"OREGON DATE: 1/9/2015 lite overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L� 4,OREGON 2O{�`A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibNity of the respective contractor. SEQ. : 6156999 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, 14, �Q TRANS ID: 415 3 7 7 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Deossaassumes fun bearing at all supports shown.Shim or wedge if R RIO- fabrication,handling, ry shipment and installation of components. 7.n Design ss 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 dims,and placed so their center VIII)VIII VIII III VIII 11111 VIII IIII IIII TPuwrcA in Bcsl,copies of which will be furnished upon request lines coincide with jointftecenter e. EXPIRES:12/31/2015 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) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=( -39) 3646 3-11=(-154) 81 7-20=( -23) 775 BC: 2x4 IF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4083) 70 11-12=( 0) 2999 4-11=(-355) 94 20- 8=(-347) 92 WEBS: 2x9 DF STAND 3- 4=(-3915) 30 12-15=( 0) 2236 11- 5=( -18) 825 20- 9=( -75) 127 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=( 0) 2361 12-13=( -9) 1186 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3110) 99 14-16=(-134) 0 13- 6=( 0) 1229 TOTAL LOAD = 42.0 PSF 7- 8=(-3898) 91 16-18=( -36) 35 15-14=( 0) 46 OVERHANGS: 12.0" 0.0" 8- 9=(-3881) 36 17-19=( 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=( 0) 1216 Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 20-10-) -51) 3543 18-19=( -10) 1172 considered for this design. 19- 7=(-786) 114 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/ 1318 5.50" 3.22 DI ( 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" 21-06 21-00-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ( MAX LL DEFL = -0.279" @ 22'- 5.0" Allowed = 2.094" 12-04-02 9-01-14 9-01-14 11-10-10 T MAX TL CREEP DEFL = -0.725" @ 20'- 7.0" Allowed = 2.792" -r f 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 MAX HORIZ. LL DEFL = 0.091" @ 42'- 4.0" T Q T T f T T T T MAX HORIZ. TL DEFL = 0.154" @ 42'- 4.0" 12 12 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 M-5x8 a 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.0" load duration factor=1.6, 6 ,F Truss designed for wind loads 'mom in the plane of the truss only. M-9x65 -9x6 14_3x6(s)3x6(5) 7M 14_3x6 (S) 1\ M-1.5x44 e14-1.5x4 M-1.5x43 9M-1.5x9 3 14 16 1+ co civ 11 12 15 17 r 20 1044 of M-3x10 M-3x8 M-5x6 M-2.5x6 M-2'�4 M-3x8 :b4-6x6 o M-2.5x4 M-2.5x6 M-5x6 MSHS-3x10(S) M-2.5x6 MSHS-3x10(5) M-2.5x6 r b b r i6�.50# r b y 9-00-02 8-03-14 y 3-031-09-153-03 8-03-14 8-06-10 y y y y 15-11 y 11-02 15-05-08 b 1-00 17-11-04 y y 24-07-04 17-11-04 7-01-07 17-05-12 i 00 42-06-08 54��D PROFFSSi JOB NAME: DR HORTON PLAN 2345-A - A9 Scale: 0.1343 ti,C` ((/��/q//59 O'✓9 1, iN08: G. hRAe NOTES,unlessdupon otherwisehnoted: A��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: 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. 1.11111." 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 j y • (� pbuilding designer. continuous sheathing such as plywoodsheathing(TC)ere and/or drywall(BC. -9G ,�OREGON t. ��(/ DATE: 1/9/2015 the overall structure Is the responsibility of the 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6157000 .No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. /Q '9 fasteners are complete and at no time should any loads greater than 5.Design assumes Musses are to be used in a non-corrosive environment, y 14, Za '! P design loads be applied to any component. and are for"dry condition"of use. T RAN S I 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 FR R I LL 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 shall be located on both faces of truss,and placed so their center 1111111 11 VIII IIIII ILII III III 11111111TPWVECA 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-1988(MiTek) EXPIRES:12/31/2015 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: 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=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 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 1 1 1 1 1 12 ;IM-4x4 12 5.00 3 a 5.00 NA M-3x6(5) M-3x6(5) Myiiiii y N O 2 4 t r!-, 1 1 — 1-I- o o M-3x6(S) M-3x6(S) o M-2.5x4 M-2.5x4 b y ). ), 15-11 11-02 15-05-08 1-00 42-06-08 �_.r`liR/p�/r.w JOB NAME: DR HORTON PLAN 2345-A - A5 Scale: 0.1998 t,V I/7/ r -9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 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• A5 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. ` O/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / M DES. BY: EE is Me responsibilityof the erector.Add tonal brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by CC permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '� OREGON 4/DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G 2/ 1t"' 4SEQ. : 6157001 .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 2° -}• 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, 0 14, ,a TRANS I D•• 415377 design loads be applied to any component andarefor"dry condition"of use.supports wedgetiJFR RIO- V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or if l 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 (IIII VIII VIII VIII VIII VIII olid IIII IIII TPIANfCA in BCSI,copies of which will be furnished upon request. Digs coincidetwith jointacenter lines. EXPIRES:12/31/2015 'I9.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) NMI 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: 2x4 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/16O REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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: 12D mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 11M-4X4 12 load duration factor=l.6, 6.00 p Q 6.00 Truss designed for wind loads 34.0" in the plane of the truss only. 2.0' 0 t o% 1 6 5o M-2.5x4 M-1.5x4 M-2.5x4 1. )' 6-00 6-00 b ). ,1 1, 1-00 12-00 1-00 ��EO PROressi JOB NAME: DR HORTON PLAN 2395-A - B1 4. ilia C^ "9 Scale: 0.4686 �\ f q�159 O 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 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. //r' • 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 length by Q Po dY continuous sheathing such as plywood here)and/or drywaB(BC). OREGON DATE: 1/9/2015 the overall structure is the responsibaity of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ 1L 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. , A/y rL(}� h�., 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, y Q, [- tlesign 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 full bearing at all supports shown.Shim or wedge if `R R I L y fabrication,handling, nesessary. 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 111111 II II 11111 I III VIII VIII VIII IIII IIII TPI 1IV1 cA in BCSI,copies of which will be furnished upon request. git coincide withjointaInrnche. EXPIRES:12/31/2015 9. Digits indicate size of plate tIno Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector ate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIII 1 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: 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=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. 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 TRUSSIES), 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 T T T 12 12 6.00 p iIM-4x4 ' 6.00 3 2 4 ,r/- ted' CD 0 I o 1 / ///////////////////////////////////////////////////////////////////////////////////////// // 5 o M-2.5x4 M-2.5x4 1-00 y 12-00 y 1-0• �.EO PROFFssi JOB NAME: DR HORTON PLAN 2345-A - 62 Scale: 0.5603 �� )/7/j59 °.-� 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•• B2 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 DES. B Y: EE la the res onsial'of the erctor.Add tlonal brat of 2'o.c.and at 10'o.c.respectively unless braced throughout their k by Q responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -9 OREGON �(/ DATE: 1/9/2015 the overall structure is the responsibtiy of the building designer. 3.2x Impact bridging or lateral bracing required where shown•1 v G. 4y dc.` 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. / -I)- 20 -k- S EQ. : 6157003 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, P TRANS I D: 415 3 7 7 design loads be applied to any component. and are for dry condition" use. Pp wedge /(•IFR R L� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if 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 IIIIII 11111 11111 VIII 11111 VIII VIII IIII IIII TPI wrcA in Besl,copies of which will be furnished upon request. lines trod cat withjointcenter lines. EXPI RES: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=(0) 836 8- 4=( 0) 516 WEBS: 2x4 OF 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"0C. 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 BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 1038V -80/ 800 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/18O BOTTOM CHORD CHECKED FOR 1OPSF 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" @ 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), f f f f "( load duration factor=1.6, 12 M-4x6 12 Truss designed for wind loads 6.00 p Q 6.00 in the plane of the truss only. 4.0" 4 ,ter M-1.5x4 M-1.5x4 3 5 ♦ AIIIIIIIIIIklhb../ a o 1 g8 7 o 8 9 = o M-3x4 M-2,5x4 M-2.5x4 M-3x4 M-3x6(S) 1 3 1 1 7-06-05 6-11-07 7-06-05 1 3, 1 13-00 9-00 3 3 1 1 1-00 22-00 1-00 �0.ED PR OFFS tNc.. c/ cs JOB NAME: DR HORTON PLAN 2345-A - Cl ql f ' Scale: 0.2676 17 �\ �ll l 15R D WARNINGS: GENERAL NOTES,unless otherwise noted: 9 j11 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 Aller 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. eallOPPP 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 length by �' , Po dY continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). OREGON DATE: 1/9/2015 the overall structure is the responsibiity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9L 4, � �� 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. / ''Q - 2.0.‘ -}„ SEQ. : 6157004 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 1 4, 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 fait bearing at all supports shown.Shim or wedge if `R R O` fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumesadequateone drainage is us,provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111.1111 IIII VIII IIII 11111 VIII IIII IIII TPINVECA in BCSI,copies of which wit be furnished upon request. git coincideiindicate with jointf center lines. EXPIRES:12/31/2015 9.Digits indicate size ofplate 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 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=(0) 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"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 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 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" -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. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" @ 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 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-14 5-04-02 5-02-09 5-09-07 T T T T T load duration factor=1.6,Cat.2, Exp.B, MWFRS(Dir), .6 12 12 Truss designed for wind loads 6.00 p M-9x6 "" 6.00 in the plane of the truss only. 4.0" M-2.5x4 or equal at non-structural diagonal inlets. 4 ,/� A M-1.5X4M-1.5x4 3 5 1111\1110 \ 0.01; c , o 1 0 - I:I:1 '" �. 7 o 6 9 - . o M-3x9 M-2.5x4 M-2.5x4 M-3x4 M-3x6(S) ), 1, > /' 7-06-05 6-11-07 7-06-05 .1 ). /, 13-00 9-00 .1 1, 3. 1 1-00 22-00 1-00 � PROFFSs/ co, r-Intl:,. JOB NAME: DR HORTON PLAN 2345-A - C2 Scale: 0.2664 ("V' //?//5 ' o2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��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: 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 _. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywad(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++ 9L '1 ,XD AL 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. /O '9 k7 Q' rLQ •.�- SEQ. : 6157005 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, lyQ. TRANS I D: 415 3 7 7 design loads be applied to any component. and aare for"dry condition"of use. pPo g �! • 5.CompuTms has no control over and assumes no responsibility for the 6.Desi n assumes full bearin at all su its shown.Shim or wed a if 4C R R 1 L� 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 shad be located on both faces of truss,and placed so their center (VIII VIII VIII 11111 VIII 11111 VIII 1111101 TPI/WTCA in BCSI,copies of which wit be furnished upon request. lines coincideinwith jointcenter lines. EXPIRES:12/31/2015 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) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS 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 BC: 2x8 DF SS 2- 3=(-11022) 1128 6- 7=(-1344) 13803 2- 7=(-4740) 507 WEBS: 2x4 DF STAND; LOADING 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- 4=(-4740) 507 Cs=1, Ce=1, Ct=1.1, I=1 4- 8=( -417) 4581 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. CON. 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 AREA 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) -'1,- ( 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 DF ( 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 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS 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 1OPSF 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 = D.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), 10-10-08 10-10-08 load duration factor=1.6, Truss designed for wind loads '( ( T in the plane of the truss only. 6-01-07 4-09-01 4-09-01 6-01-07 T T T 1' 1' 12 12 6.00 p M-7x8 Q 6.00 7.0" 3 5.9" M-3x8 M-3x8 2 4 1 A 41,04* M-5x16 M-5x16 N II II N Cr io� I S I to _ _ Qo� _ --, I 1, 6 7 8 5 I o M-3x10 M-8x10 MHS-7x10(S) M-3x10 0 1• 1, 1, 1' 5-11-11 4-10-13 4-10-13 5-11-11 13-10-08 7-10-08 /- 21-09 ��Eo PROFFSs 4'� rINCf,. / JOB NAME: DR HORTON PLAN 2345-A - C3 Scale: 0.2913 6V °41/7//51) 02 WARNINGS: GENERAL NOTES,unless otherwise noted: •��P "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: C3 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. 4011101P 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 length by P dY continuous sheathing such as plywood sheath here s and/or drywall 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++ 1G ,`� �w 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. / -1 Y VI -}„ 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, 1 4, t�. design loads be applied to any component. and are for"dry condition"of use. /y 9) T RAN S I 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 eR R 11.�- 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 MISS,and placed so their center IIIIII VIII VIII 11111 VIII 11111 VIII IIII(III TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideiditwithzjointf 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 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=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 11 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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, 1=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=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 ,� ti o RI c, 1 �� 04 M-2.5x4 PROVIDE FULL BEARING;Jts:2,3,4I 1 >1 2-11 0-01 ,1 y b 1-00 3-00 Asko P R OFFss JOB NAME: DR HORTON PLAN 2345-A - Jl Scale: 0.6327 CO r"l�dc 9 / �� I/7/i O49 1. iNGS: G. hRAe NOTES,unless onlyupon otherwisehnotepara t�P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown and is for an individual At et: 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. I' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atDES. BY: EE c'ninand st1a'hin,suchrespectively ly oodssbathed(TC)and/otheirlenggtthhby -y OREcr GON �!(/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywooed sheathing(TC)d throughout and/or heir length ).b 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. / q SEQ. : 6157007 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 14, `L° A� design loads be applied to any component. and are for"dry condition"of use. M 0 _ TRANS I 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 R R t 1_\- fabrication,handling,shipment and installation of components. necessary. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate one both drainage iso provided.,a IIIIII 11111 VIII 11111 VIII VIII IIID IIII IIII 5 1 8.tines be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 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 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-1) 3 3-4=(-80) 28 BC: 2x4 OF #1&BTR SPACED 24.0" 0.0. 2-3=(-67) 0 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 12"00. 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/ 42H 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 = 0.238" 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,BCDL=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 3 -/ WW o ..44iiiii a o o,_ 1 ►�9 M-2.5x4 M-1.5x4 .6 1' y 1-00 3-00 ��Ep PR OFFSsi co- r!ntc,. JOB NAME: DR HORTON PLAN 2345-A - J2 Scale: 0.6591 4G 9/7//P 02.9 WARNINGS: GENERAL NOTES,unless otherwise noted: ��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. `� A/ 2.Design assumes the top and bottom chords to be laterally braced at / �- " DES. BY: EE 3.Additional temporary bracing to insure stability during construction ! Cr 2'o.c.and at 10'o.c,respectively unless braced throughout theira length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa(BC). '9 OREGON DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown." L- 2J .\0, A, 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /O '1).' 14 2Q �- 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. �yP TRANS ID: 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 hill �IF bearing at all supports shown.Shim or wedge if R 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 IR VIII 111 VIII VIII VIII 11111 IIII IIII TPUWfCA in SCSI,copies of which will be furnished upon request. lines coincideitwith joint in inches. EXPIRES:1 2/31/2015 9.Digits indicate size of tplate eto . MiTek USA,IrIC./COfrlpuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)