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PLAN 2500 "A"
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6/12 PITCH (HOUSE)
4/12 PITCH (GARAGE AND PORCH)
6/12 —
25# SNOW LOAD
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ARIEL TRUSS
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LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-12) 2218 3-10=1-259) 98
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2606) 76 10-11=( 0) 1875 10- 4=( 0) 450
WEBS: 2x4 DF STAND 3- 4=1-2378) 70 11-12=1 0) 1875 4-11=1-750) 80
LOADING 4- 5=1-1645) 103 12- 8=1-12) 2218 11- 5=1 -24) 1072
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1645) 103 11- 6=1-750) 50
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2378) 70 6-12=1 0) 450
TOTAL LOAD = 42.0 PSF 7- 8=(-2606) 76 12- 7=(-259) 98
OVERHANGS: 12.0" 12.0" 8- 9=) 0) 50
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
Cs=1, Ce=1, Ct=1.1, I=1
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" -55/ 1542V -137/ 137H 5.50" 2.47 DF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -55/ 1542V 0/ OH 5.50" 2.47 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 = -0.115" @ 17'- 0.0" Allowed = 1.654"
MAX TL CREEP DEFL = -0.273" @ 17'- 0.0" Allowed = 2.206"
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5"
MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5"
17-00 17-00 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
8-01-09 8-10-07 8-10 07 8-01-09 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
6-00-09 5-05-11 5-05-11 1 5-05-11 5-05- 1� 6-00-09 Truss designed for wind loads
f f f f f f f in the plane of the truss only.
12 12
6.00 M-4x6
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4.0"
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11114140004s
M-2.5x4 M-2.5x4
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M-1.5x4 H' M-1.5x437
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-1M-3x8 M-2.5x4 10.25" M-2.5x4 M-3x8
M-5x8(S)
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8-09-07 8-02-09 8-02-09 8-09-07
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1-00 34-00 1- 00 ���0,0 PROFA.1IN FS,,
JOB NAME: DR HORTON PLAN 2500 A - Al Scale: 0.1856 ��\ oR /02
WARNINGS: GENERAL NOTES,unless otherwise noted: ��VV 1P✓✓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: A 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. 4/ ,
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �•�, -
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of c'ntin and at 1a'h no.crespectively as plywoody dss braced(TC)throughout their length by yL ,OREGON �4(/�
continuous sheathing such as in ere and/or drywall($C).
DATE: 2/16/2015 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. /
6184960 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, ZO i;.:1-
SEQ. :
TRANS I D: 417372 design loads be applied to any component. and are for"dry condition"of use. c
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 1 O,
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate one ds no
d.faces of truss,and placed so their center
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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 2-10=(0) 2232 3-10=(-274) 102 5-17=( 0) 817
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2613) 18 10-11=(0) 1856 10- 4=( -19) 511 15-17=(-107) 0
WEBS: 2x4 DF STAND 3- 4=(-2504) 62 11-14=(0) 1474 4-11=(-582) 102 17-18=1 -34) 752
LOADING 4- 5=(-2009) 87 14-16=(0) 1545 11-12=1 -34) 752 18- 6=(-582) 102
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2009) 87 16-18=(0) 1474 12-13=(-107) 0 6-19=( -19) 511
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2504) 62 18-19=(0) 1856 12- 5=( 0) 817 19- 7=(-274) 102
TOTAL LOAD = 42.0 PSF 7- 8=(-2613) 18 19- 8=(0) 2232 14-13=( 0) 62
OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13-15=(-218) 0
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 16-15=1 0) 62
M-2.5n4 where shown; Jts:10,12-13,15,17,19 Cs=1, Ce=1, Ct=1.1, I=1
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Unbalanced live loads have been ADDL: BC CONC LL+DL= 62.5 LBS @ 17'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
considered for this design. 0'- 0.0" -37/ 1573V -137/ 137H 5.50" 2.52 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 34'- 0.0" -37/ 1573V 0/ OH 5.50" 2.52 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 = -0.118" @ 16'- 1.3" Allowed = 1.654"
MAX TL CREEP DEFL = -0.364" @ 17'- 10.7" Allowed = 2.206"
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
17-00 17-00
T '1 1' MAX HORIZ. LL DEFL = 0.046" @ 33'- 6.5"
8-01-09 8-10-07 8-10-07 ( 8-01-09 MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5"
6-00-09 5-X05-11 5-05-11 5-05-11 5-05-11 6-00-09 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T 1' '' 1' T ' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 12 load duration factor=l.6,
6.00P M-5x6 Q 6.00 Truss designed for wind loads
in the plane of the truss only.
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M-3x8 M-4x6 M-2.5x6 M-3x8
M-2.5x6 M-4x6
M-3x6(5)
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17-00 17-00
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JOB NAME: DR HORTON PLAN 2500 A - A2 Scale: 0.1731 ,_-
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WARNINGS: GENERAL NOTES,unlessupon otherwiseh ��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 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 / '�- ' f
DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.e.respectively unless braced throughout their length by
p fly continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -9 OREGONIx 40
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L%/ 4,,Q N\ �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. O V 4 !�,
SEQ. : 6184961 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,
V�
TRANS ID: 417 3 7 2 design loads be applied to any component. and are for"dry condition"of use.
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design
assumes full bearing at at supports shown.Shim or wedge if `11FR RUA-
fabrication,handling,shipment and installation of components. ry.
P P 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 11111 11111 11111 VIII 11111
VIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI RFS' 12/21/2015
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LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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 2-10=(-12) 2149 3-10=1-259) 98
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-2519) 76 10-11=( 0) 1798 10- 4=( 0) 427
WEBS: 2x4 DF STAND 3- 4=1-2281) 70 11-12=( 0) 1798 4-11=1-711) 80
LOADING 4- 5=1-1613) 103 12- 8=(-12) 2149 11- 5=1 -24) 1072
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1613) 103 11- 6=1-711) 80
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2281) 70 6-12=( 0) 427
TOTAL LOAD = 42.0 PSF 7- 8=(-2519) 76 12- 7=(-259) 98
OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1
vertical members (oon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -55/ 1542V -137/ 137H 5.50" 2.47 DF ( 625)
34'- 0.0" -55/ 1542V 0/ OH 5.50" 2.47 DF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.115" @ 17'- 0.0" Allowed = 1.654"
MAX TL CREEP DEFL = -0.273" @ 17'- 0.0" Allowed = 2.206"
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5"
MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5"
17-00 17-00 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
8-01-09 8-10-07 8-10-07 8-01-09 load duration factor=1.6,
f 6-00-09 5-05-11 5-05-11 5-05-11 5-05-{1 6-00-09 T Truss designed for wind loads
1' T T T T T in the plane of the truss only.
12 12 M-2.5x4 or equal at non-structural diagonal inlets.
6.00p M-4x6 - 1 6.00
4.0"
5 .F,r
M-2.5x4 M-2.5x4
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M-1.5x4 A N M-1.5x4
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M-3x8 M-2.5x4 0.25" M-2.5x4 M-3x8
M-5x8(S)
8-09-07 8-02-09 8-02-09 8-09-07
1-00 34-00 1-00 '<('0_0) PROFA.
s,
JOB NAME: DR HORTON PLAN 2500 A - A3 Scale: 0.1847 45 ,f R O�
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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: A3 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. 41601011P ,
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��.
DE S. BY: LJ continuous n and at 1a'hn.respsuch av ly dss braced t(TC)and/o their length by -yZ.-,6"4-7.11,
OREGON �<(/
is the responsibility of the erector.Additional permanent bracing of 2'o.c. nd 10'o.c.g such as plywood sheathing(TC)thro ghoul hrywength).b
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p
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 y 20� A�
SEQ. : 6184962 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, �`-
design loads be applied to any component. and are for"dry condition"of use. A.�
TRANS I D: 417372 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 ,y/ R R t L
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate one drfulprovided.furnished faces of truss,and placed so their center
I111111 VIII VIII VIII VIII VIII VIII IIII Ift TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6,
Truss designed for wind loads
TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only.
BC LATERAL SUPPORT <= 12"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 lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
17-00 17-00
T 1'
8-01-09 8-10-07 8-10-07 8-01-09
T T '( T T
12 IM-4x4 12
6.00 p 3 Q 6.00
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M-3x6(5) M 3x6(S)
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M-2.5x6(S)
M-2.5x4 M-2.5x4
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17-00 17-00
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JOB NAME: DR HORTON PLAN 2500 A - A4 Scale: 0.2478 4jc °AMP /Of' 1
WARNINGS: G. hRAe NOTES,unlessupon otherwisehpara 1 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: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `�_ /'
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / .
DES. BY: LJ s the of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'"
responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). OREGON 4/
DATE: 2/16/2015 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. G�/� '9 4 2O� A'��
SEQ. : 6184963 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, V �`_
TRANS ID: 417372 design loads be applied to any component. and are for"dry condition"of use.
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `I� 0,
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
111111III1 u rn I'lll'I111 I'iii'nuu IIIc II" TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX Pi R FS' 191'1 l9(li 5
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LUMBER SPECIFICATIONS TRUSS SPAN 16'- 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) 642 3- 8=1-255) 80
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1017) 41 8- 6=(0) 892 8- 9=( 0) 429
WEBS: 2x4 DF STAND 3- 4=( -762) 11 8- 5=(-255) 80
LOADING 9- 5=( -762) 11
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1017) 41
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
Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -35/ 786V -56/ 56H 5.50" 1.26 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 0.0" -35/ 786V 0/ OH 5.50" 1.26 DF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.021" 8 8'- 0.0" Allowed = 0.754"
MAX LL DEFL = -0.002" @ 17'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" 8 17'- 0.0" Allowed = 0.133"
MAX BC PANEL TL DEFL = -0.058" 0 12'- 4.3" Allowed = 0.469"
MAX HORIZ. LL DEFL = 0.010" 0 15'- 6.5"
8-00 8-00 MAX HORIZ. TL DEFL = 0.016" 0 15'- 6.5"
T T T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4-02-09 3-09-07 3-09-07 4-02-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
- - 1' T 1' load duration factor=1.6,
12 12 Truss designed for wind loads
6.00P M-4x4 Q 6.00 in the plane of the truss only.
94.0"
2,0
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JOB NAME: DR HORTON PLAN 2500 A - Bl Scale: 0.3695 4/4& i p o,
WARNINGS: GENERAL NOTES,unless otherwise noted: ���P�
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
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / dam-
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaf hing(TC)and/or drywall(BC). 'f 7G 4-td OREGON viii
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,`pc
4SEQ. : 6184964 . 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 2tJ A�
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, _
TRANS I D: 417372 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 r'/ R R I L
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes adequateatedon drainage face is f truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center
IMUIMIHNIINIMEUMMIMMINI TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 16'- 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) 842 3- 8=(-255) 80
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1017) 41 B- 6=(0) 842 8- 4=( 0) 424
WEBS: 2x4 DF STAND 3- 4=( -762) 11 8- 5=)-255) 60
LOADING 4- 5=( -762) 11
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1017) 41
BC LATERAL SUPPORT <= 12"00. 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" -35/ 786V -56/ 56H 5.50" 1.26 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 0.0" -35/ 786V 0/ OH 5.50" 1.26 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 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 = -0.021" @ 8'- 0.0" Allowed = 0.754"
MAX LL DEFL = -0.002" @ 17'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 17'- 0.0" Allowed = 0.133"
MAX BC PANEL TL DEFL = -0.058" @ 12'- 4.3" Allowed = 0.464"
MAX HORIZ. LL DEFL = 0.010" @ 15'- 6.5"
8-00 8-00 MAX HORIZ. TL DEFL = 0.016" @ 15'- 6.5"
T T T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4-00-10 3-11-06 3-09-07 4-02-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
,1' f f f f load duration factor=l.6,
12 12 Truss designed for wind loads
6.00 p IIM-4x4 a 6.00 in the plane of the truss only.
4 4.0" M-2.5x4 or equal at non-structural diagonal inlets.
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JOB NAME: DR HORTON PLAN 2500 A B2 Scale: 0.3681 �lV •V �-)e
WARNINGS: GENERAL NOTES,unless otherwise noted: !.921P E
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer. ` 460101'2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / •
DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 Q
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A-
` ",OREGON 44/
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11/ 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. /O '9V 14, 2° �-�-
SEQ. : 6184965 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: 417 3 7 2 design loads be applied to any component. and are for"dry condition"of use.
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if itiE� 10,
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 6. Plates shall be located on both faces of truss,and placed so their center
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LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6,
Truss designed for wind loads
TC LATERAL SUPPORT <= 12"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.
5-00 5-00
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JOB NAME: DR HORTON PLAN 2500 A - Cl
Scale: 0.6073 1 2,9
WARNINGS: GENERAL NOTES,unless otherwise noted: � �PE
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: C1 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. 14/►
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „...#411/se,-
DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON eft
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G 4, t' A
4SEQ. : 6184966 . 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 y 2°� AS
fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O 1 4, ST
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 417372 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 MFR R I O-
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate ne dthi face is provided.,and This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss,and placed so their center
1111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines iicidewitthjoiiteter lines
it coincide Qintex sc FX PI R F S 12/ 1/2(115
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LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 36 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-68) 15
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC 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
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" -25/ 404V 0/ 50H 5.50" 0.65 DF ( 625)
5'- 11.0" -32/ 163V 0/ OH 2.00" 0.26 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 104V 0/ OH 2.00" 0.17 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.054" 8 3'- 4.8" Allowed = 0.349"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.100" 8 3'- 4.8" Allowed = 0.524"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
6-00 MAX HORIZ. LL DEFL = -0.000" 8 5'- 11.0"
T '1 MAX HORIZ. TL DEFL = -0.000" 8 5'- 11.0"
12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4.00 c,- (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.
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JOB NAME: DR HORTON PLAN 2500 A - Jl Scale: 0.5903 CV r-TI/r15,9
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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: 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. �S
3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at .„..00.-01/P,. �,
DES. BY: LJ s the res onsibil' of the erector.Additional bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
responsibility permanent9 continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 'f7 A_OREGON �(J
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` "� N� 1A,
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. /O '41k 1 4 22 AT-
SEQ. : 6184967 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 I D: 417372 !1 f
design loads be applied to any component, and are for"dry condition"of use. /y V
5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge it CC 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
I 111111 11111 MI 11111111111111 11111 1111 1111 TPI WTCA in BCSI,copies of which will be furnished upon request. linestwithjnnn•in lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 36 2-4=(0) 4 3-4=(-179) 38
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 0
WEBS: 2x4 DF STAND
LOADING
TC 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
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" -25/ 402V 0/ 49H 5.50" 0.64 DF ( 625)
OVERHANGS: 12.0" 0.0" 6'- 0.0" -4/ 236V 0/ OH 2.00" 0.38 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
M-1.57.4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1
vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.075" @ 3'- 1.6" Allowed = 0.341"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.111" @ 3'- 1.6" Allowed = 0.511"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.2"
6-00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.2"
T T Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
4.00 load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
M-1.5x4
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JOB NAME: DR HORTON PLAN 2500 A - J2
WARNINGS: GENERAL NOTES,unless otherwisenoted: SCdle: 0.6278 ` O-v
rw 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: 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. 460111.'
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'�.
DES. BY: LJ 2nand at1a'hn respectivelyhas dssbraced(TC)and/otheirlength). 17, OREGON �11 ,(/�
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoode s braced
throughout
and/or dein length
b
DATE: 2/16/2015 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. : 6184968Y 14, 20 P}
design loads be applied to any component. and are for"dry condition"of use. 11/ R
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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 I D: 417372 5.CompuTrus has no control over and assumes no responsibil ty for the 6.Design assumes full bearing at all supports shown.Shim or wedged FR RIO_L_
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes atedadequate drainage is provided.,and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
IIIIII VIII VIII VIII IE VIII VIII IIII III) TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
o FX PI R FS' 12/11/2015
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LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2s4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 10
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 BAG REQUIRED ERG 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" -29/ 333V 0/ 35H 5.50" 0.53 DF ( 625)
3'- 11.0" -19/ 104V 0/ OH 2.00" 0.17 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" 0/ 67V 0/ OH 2.00" 0.11 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.007" @ 2'- 3.7" Allowed = 0.209"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.013" @ 2'- 3.7" Allowed = 0.313"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
9-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0"
l' MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0"
12 Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4.00 (::,-- (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.
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JOB NAME: DR HORTON PLAN 2500 A - J3 Scale: 0.6228 �tV rr� '�+ �-9
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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: J3 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. `-' 4/
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /
DES. BY• LJ is the responsibility of the erector.Additionalpermanentbracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 Q
P ity continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7
OREGON
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` 2j Nt
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. /O 4 y 14 2Q A_-�-
SEQ. : 6184969 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, �Vy f
TRANS ID: 417372 design loads be applied to any component. and are for"dry condition"of use.
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if M`�R R 10-
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
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LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 36 2-4=(0) 4 3-4=(-113) 20
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 0
WEBS: 2x4 DF STAND
LOADING
TC 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
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" -29/ 331V 0/ 35H 5.50" 0.53 DF ( 625)
OVERHANGS: 12.0" 0.0" 4'- 0.0" 0/ 151V 0/ OH 2.00" 0.24 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
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.010" @ 1'- 10.7" Allowed = 0.200"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.014" @ 2'- 1.6" Allowed = 0.300"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3"
MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3"
4-00
T T Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
4.001 load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: DR HORTON PLAN 2500 A - J9 c?
Scale: 0.6559 ° On 11151? �-7
WARNINGS: G. hRAe NOTES,unlessonly
upon the noted: • , 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 /
Truss: J4 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. e/
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.DES. BY:BY: LJ 2nand atfa'hn.suchasvly oodssbracedthroughouttheirlengthby 'y4. OREGON ��(//
is the responsibility of the erector.Additional permanent bracing of continuous sheathing as plywood sheathing(TC)braced
throughout
and/or dein length
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DATE: 2/16/2015 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. / '11'
9 y 201 ��-
SEQ. : 6184970 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,
TRANS I D: 417372 design loads be applied to any component. and are for"dry condition"of use.
6. /1^
5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if R R
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate drull provided.locatedon faces of truss,and placed so their center
IMINEMMUIMUUMMIUM TPIIW1CA in BCSI,copies of which will be furnished upon request. Iescoicidewith joint center lines.
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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) 36 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-40) 7
TC LATERAL SUPPORT <= 12"0C. 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" -33/ 306V 0/ 28H 5.50" 0.49 DF ( 625)
2'- 11.0" -11/ 75V 0/ OH 2.00" 0.12 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) 3'- 0.0" 0/ 48V 0/ OH 2.00" 0.08 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.004" @ 1'- 9.5" Allowed = 0.138"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.208"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
2-11 0-01 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0"
T ff MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0"
12 Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,7
4.001 (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.
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JOB NAME: DR HORTON PLAN 2500 A - J5 Scale: 0.7056 !7 'V!'52.�
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: J 55 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. `! IMP"'2.Design assumes the top and bottom chords to be laterally braced at
DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 Q
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'S7 A-OREGON 4(/
DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G ", 1t 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. /O '9Y 1 4, 2° -�-
SEQ. : 6184971 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, P
TRANS I D• 417 3 7 2 design loads be applied to any component. and are for"dry condition"of use.
6. it /y ' '`
• 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge rn h1.-
l 1"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
IIIIII VIII VIII VIII IIT VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.0.0
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-1) 3 3-4=(-80) 28
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 0
WEBS: 2x4 DF STAND
LOADING
TC 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
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" -33/ 305V 0/ 28H 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
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.2" Allowed = 0.130"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.2" Allowed = 0.195"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3"
2-10-04 0-01-12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" j
Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
4.00 load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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WARNINGS: GENERAL NOTES,unless otherwisenoted: S ca l e: 0.7 05 6 ` ft5 9 O_v
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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: J6 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. 4160.111w
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'!, -
DES. BY: LJ c'o.c.and at 10'on respectively as y dss braced(TC)and/or dry length by -9` OREGON Ix �t(/�
is the responsibility of the erector.Additional permanent bracing of continuous 0o.c.g such as plywoodesheathing(TC)throughout
ghoul drywength).b
DATE: 2/16/2015 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. / '9
SEQ. : 6184972fasteners 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, 20 Q+
design loads be applied to any component. and are for"dry condition"of use. /��
TRANS I D: 417372 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 I.
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&truss,and placed so their center
111111 I'I'I VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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