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1 SPAN NOV 1 7 2016
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D.R. HORTON
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PLAN A110 "B"
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6/12 PITCH
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25# SNOW
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ARIEL TRUSS CO INC.
il (360) 574-7333
1
DRAWN BY:
KEVIN LENDE
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L_. .......4_ -, ....., 23 JACKS 1,
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4-.3 JACKS
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13-08-00
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7-08-12 j.
GABLE
20-00-00
SPAN
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D.R. HORTON
, PLAN A110 "B"
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PORCH RIGHT
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I
6/12 PITCH
F . I 25# SNOW
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1-1 1
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ARIEL TRUSS CO INC.
, 1 (360) 574-7333
_
i , DRAWN BY;
1
1 ' ' KEVIN LENDE
1, kl Li
,
0 t.4tH 3 t 1 1 or 1 G A : E_
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4-3 JACKS i 2-3 JACKS AA .• ADD STR ' '
13-06-00
UPP-E-k—SPAN I
7-08-12 1
GABLE
MIPMM l,t'.C.l+ P.K.L'L INUJJ
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 1133 3- 8=(-294) 91 I
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1354) 36 8- 9=(0) 753 8- 4=( 0) 456
WEBS: 2x4 DF STAND 3- 4=(-1186) 48 9- 6=(0) 1133 4- 9=( 0) 456
LOADING 4- 5=(-1186) 48 9- 5=(-294) 91
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1354) 36
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" -39/ 954V -71/ 71H 5.50" 1.53 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -39/ 954V 0/ OH 5.50" 1.53 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 = -0.035" @ 13'- 1.7" Allowed = 0.954"
MAX TL CREEP DEFL = -0.083" @ 13'- 1.7" Allowed = 1.272"
MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.015" @ 19'- 6.5"
MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5"
10-00 10-00 Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
5-03-07 4-08-09 4-08-09 5-03-07 load duration factor=1.6,
T T T T T End vertical(s) are exposed to wind,
12 Truss designed for wind loads
6.00 p IIM-4x4 Q 6.00 in the plane of the truss only.
4 4.0"
M-1.5x9 M-1.5x4
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M-3x4 M-2"5x4 M-2.5x4 M-3x4
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6-10-05 6-03-07 6-10-05
y b y y
1-00 20-00 1-00
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JOB NAME: DR HORTON PLAN A110 B - Al Scale: 0.2994 �� /jj
WARNINGS: GENERAL NOTES,unless otherwise noted: 782 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: Al and Warnings before construction commences. building component.Applicability of design parameters and proper id
_2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _
3.Additional temporary b2cirg o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywatl(BC). '9 ''�
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON
S E 6296459 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.
4• fasteners am complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1) �4 R 15 2„,,
TRANS I D• 429603 design loads be applied to any component. and are for"dry condition"of use. NI
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 PPA PAUL
0
ry.
fabrication,handling, neces�
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
111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016
bKGI., AK1L'L 1KUJJ
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LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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- 8=(-1081) 1995 8- 3=( 0) 211
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1608) 286 8- 9=(-1083) 1992 3- 9=(-621) 213
WEBS: 2x4 DF STAND 3- 4=(-1010) 81 9-10=(-1083) 1992 9- 4=( 0) 538
LOADING 4- 5=(-1010) 81 10- 6=(-1081) 1995 9- 5=(-621) 213
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1608) 286 5-10=( 0) 211
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" -79/ 954V -2200/ 2200H 5.50" 1.53 DF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -79/ 954V -2200/ 2200H 5.50" 1.53 DF ( 625)
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 = -0.045" @ 10'- 0.0" Allowed = 0.954"
MAX TL CREEP DEFL = -0.085" @ 10'- 0.0" Allowed = 1.272"
MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.032" @ 0'- 5.5"
MAX HORIZ. TL DEFL = -0.043" @ 0'- 5.5"
10-00 10-00 'COND. 2: 2200.00 LBS SEISMIC LOAD.
T T T Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
5-05-03 4-06-13 4-06-13 5-05-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
T T T 'I T load duration factor=l.6,
12 12 Truss designed for wind loads
6.00 p IIM-4X4 Q 6.00 in the plane of the truss only.
4.0"
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M-2.5x9 M-2.5x4
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M-2.5x6 M-1.5x4 M-3x8 M-1.5x4 M-2"5x6
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5-03-07 4-08-09 4-08-09 5-03-07
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1-00 20-00 1-00
okEo PROFS
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JOB NAME: DR HORTON PLAN A110 B - AIDRAG Scale: 0.2994 �� o cR 29
WARNMWS: GENERAL NOTES,unless otherwise noted: $8782 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: Al DRAG 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 -=1---
3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V
po ty continuous sheathing such as plywood sheathing(TC)andlordrywall�BC>. yy OREGON 0'N
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'I 2
4No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. v �44q'SEQ. : 6296460 fasteners are complete and at no time should any. btresses are to be used in a non-corrosive environment, 9 4 A Y A S _r
design loads be applied to any component. and are for"dry condition'of use. f�V
TRANS I D• 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnecesign assumes full bearing at all supports shown.Shim or wedge d Aja UL C`\
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 �c
31111
11 1
�I TPIM?CA in BCSI-copies of which will be furnished upon request. Digit coincideitwith joint ate in inches.
EXPIRES: 12/31/ 016
I,n 9. Digits indicate size of plate in inches.
IIIIIIIIIII ONCA.a HKILL 1Kl1JJ
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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) 1133 3- 8=(-294) 91
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1359) 36 8- 9=(0) 753 8- 4=( 0) 456
WEBS: 2x4 DF STAND 3- 4=(-1186) 48 9- 6=(0) 1133 4- 9=( 0) 456
LOADING 4- 5=(-1186) 48 9- 5=(-294) 91
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1354) 36
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
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" -39/ 954V -71/ 71H 5.50" 1.53 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -39/ 954V 0/ OH 5.50" 1.53 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 = -0.035" @ 13'- 1.7" Allowed = 0.954"
MAX TL CREEP DEFL = -0.083" @ 13'- 1.7" Allowed = 1.272"
MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.015" @ 19'- 6.5"
MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5"
10-00 10-00 Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
1' j f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
5-03-07 4-08-09 4-08-09 5-03-07 load duration factor=l.6,
4' f T 4 f End vertical(s) are exposed to wind,
Truss designed for wind loads
12 12
6.00 p IIM-4x4 Q 6.00 in the plane of the truss only.
44.0" M-2.5x4 or equal at non-structural diagonal inlets.
M-1.5x4 . ,M-1.5x4
3 5
4t t
1 ut 8 97 p
M-3x4 M-2.5x4 M-2.5x4 M-3x4
1 b y 1,
6-10-05 6-03-07 6-10-05
1-00 20-00 1-00
.f(..P PROFFiaGINIEL. u-
JOB NAME: DR HORTON PLAN A110 B - A2 ,.. �-• ,:9 /0
Scale: 0.2991 ,C? -i9
WARN8iG8: GENERALNOTES,unless otherwise notetl:
�" :•782 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: 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. ..e....-......116•••.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: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
is the responsibility of the erector.Additional pennanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v ��
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 92 O R EG ON O
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. ,r1 4/ Z
SEQ. : 6 2 9 6 4 61 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, ,9 /1/4). 15 (j
design loads be applied to any component and are for"dry condition"of use. /r �\J"
TRANS I D: 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d /JA L
fabrication,handling,shipment and installation of components. necessary. �'1 U
sp Po 7.Designlaesassumes adequate odrainage isprovided.
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
11111111111111111111111111111111111
I',II' 111 111111 1/1II�)I'll TPIONTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines.
Aq _ . .._. 9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016
11111111 l ALla H1t1LL lnu�o
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6,
End vertical(s) are exposed to wind,
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Truss designed for wind loads
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only.
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for
Cs=1, Ce=1, Ct=1.1, I=1 complete specifications.
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.
10-00 10-00
T 1' T
12 p M-4x4
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M-2.5x4 M-2.5x4
1-00 20-00 1-00
cc-Is O PROFFS
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JOB NAME: DR HORTON PLAN A110 B - A3 Scale: 0.3990 ��?194745
9 29Ct.
WARNINGS: GENERAL NOTES,unless otherwise noted: 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: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I^
3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
PD ty continuous sheathing such as plywoodsheathing(TC)and/ordrywall(BC). '9 OREGON �h
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i1 + 20 �Q
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.
SEQ. : 6296462fasteners are complete and at no time should y
bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9Ll xI R y 5 �4
design loads be applied to any component. and are for"dry condition"of use. ,T t1
TRANS I D• 429603 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 PA U L ``N
fabrication,handling,shipment and installation of components. necessary.
P Po 7.Design assumes adequate drainage is provided.
m 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
Ilm III1 ISI 1111 I1n IIIII SII IIp,I TPI/WTCA in BCSI copies of which will be fumished upon request. lines coincide with joint center lines.
III II II 9. Digits indicate size of plate in inches. EXPIRES: 12/31016
in In nn UKGI, AMIE .KUJJ , ,
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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) 1035 3-10=( 0) 309
BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2- 3=(-1280) 0 10-12=(0) 1038 4-11=(-1369) 21
WEBS: 2x4 DF STAND 3- 4=(-1020) 27 12- 8=(0) 1035 10-12=( 0) 1038
LOADING 4- 5=( 0) 229 11- 5=( -3) 269
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 229 11- 6=(-1369) 21
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1020) 27 12- 7=( 0) 309
TOTAL LOAD = 42.0 PSF 7- 8=(-1280) 0
OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1
considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
ADDL: BC CONC LL+DL= 62.5 LBS @ 10'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -20/ 985V -71/ 71H 5.50" 1.58 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -20/ 985V 0/ OH 5.50" 1.58 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 = -0.247" @ 13'- 1.7" Allowed = 0.954"
MAX TL CREEP DEFL = -0.461" @ 13'- 1.7" Allowed = 1.272"
MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.012" @ 19'- 6.5"
10-00 10-00 MAX HORIZ. TL DEFL = 0.021" @ 19'- 6.5"
T T T Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6-10-04 1-08-02 1-05-10 6-10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
kload duration factor=1.6,
12 1-05-10� �1-08-02� 12 End vertical(s) are exposed to wind,
6.00 p 4 6.00 Truss designed for wind loads
HM-4x4 in the plane of the truss only.
4.0"
5 .F,(
M-3x94 .AmorrNI` 6 M-3x4
M-1.5x4 + w 1 1 ++ M-1.5x4
3 11 7
I M-2.5x4
co
0
t
6-00 0
i
T 1 = 10 12 ' • 9 o
M-2.5x4 M-4x6 M-2.5x4+ M-4x6 M-2.5x4
b l
+62.50# l y
7-00 6-00 7-00
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1-00 20-00 1-00
eco NA<eckGI SER s'o
JOB NAME: DR NORTON PLAN A110 B - A4 Scale: 0.2744 �C? ?i
7,-
WARNINGS: GENERAL NOTES,unless otherwise noted: Ct 19,484, r
1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an IndividualTruss: A4 and Warnings before construction commences. building component.Applicability of desgn parameters and proper2.2x4 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 at
DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Co,
h
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •OREGON is,-
<2-
SEQ. :
,
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .1 2Q
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.
S EQ. : 6296463 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, 1,9 AR y 15
TRANS I D: 429603 design loads be applied to any component and areafor"dry condition"of use.supports Th' p ���
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all su rts shown.Shim or wedge if A U L
fabrication,handling,shipment and installation of components. necessary.
9 P Po 7.Design assumes adequate drainage is 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
SII I 1N 11n 11' I'11 TPIM?CA in BCSI-copies of which will be famished upon request. lines coincide with joint center lines.
f„'I "N' I, 9. Digits indicate size of plate in inches. EXPIRES. 12/31/2016
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LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" Wind: 120 mph, h=17.9ft, 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: 2n4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6,
End vertical(s) are exposed to wind,
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Truss designed for wind loads
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only.
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for
Cs=1, Ce=1, Ct=1.1, I=1 complete specifications.
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.
6-09 6-09
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JOB NAME: DR HORTON PLAN 11110 B - Bl Scale: 0.5902 �� -f 2S.
WARNINGS: GENERAL NOTES,unless otherwise noted: /82 E 1
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building desgner. /'� - - -
3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bottom chords o be laterally braced at
DES. BY: MJ is the res nsibili of the erector.Additional rmanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v
Po ty Pe n9 continuous sheathing such as plywood sheathing(TC)and/or drywar(BC). A '911.OREGON '`� �,"
DATE: 7/B/2 015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where drown++ %' .I Q
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �/ Q.
SEQ. : 6296464 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, 17) •4 R Y 15 !G
TRANS I D: 429603 design loads be applied to any component. and are for"dry condition"nogf use. 7/r p ���
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bean at all supports shown.Shim or wedge if A U L
nfabrication,handling,shipment and installation of components. Decessary.
P Po 7.Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center
I MIN 011111111111110 111I I'11TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches. EXPIRES: 12/31/k16
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LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" Wind: 120 mph, h=17.lft, 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,
End vertical(s) are exposed to wind,
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Truss designed for wind loads
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only.
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for
Cs=1, Ce=1, Ct=1.1, I=1 complete specifications.
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.
3-10-06 3-10-06
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JOB NAME: DR NORTON PLAN A110 B - Cl Scale: 0.6297 �� ?i9
WARNINGS: GENERAL NOTES,unless otherwise noted: $J782 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 I
Truss: C l 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 at
DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
• is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). "9 OREGON 'may
DATE: 7/8/2015 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti Z( QNr
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 v
SEQ. : 6296465 fasteners am complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9,9 'IR Y -%
design loads be applied to any component. and are for"dry condition"of use. V
TRANS I D: 429603 5.CompuTrus has n o control over and assumes n o responsibility for the 6.Des Design assumes full bearing at all supports shown.Shim or wedge d PA U L (�l�
fabrication,handling,shipment and installation of components. Decessary.
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
1111111111111111111111 Inn 111111 1 III TPI/WTCA in BCSI-copies of which will be furnished upon request. lines coincide with joint center lines.
I' '�I II I,I' II ,I 9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016
1010111 I7KGIa HK1G14 1KUJJ
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 256 5-3=(0) 165
BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-351) 0 5-4=(0) 256
WEBS: 2x4 DF STAND 3-9=(-350) 0
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 457V -23/ 28H 5.50" 0.73 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 8.8" 0/ 323V 0/ OH 5.50" 0.52 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 TL CREEP DEFL = -0.015" @ 3'- 10.4" Allowed = 0.454"
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.013" @ 1'- 11.0" Allowed = 0.234"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
3-10-06 3-10-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.2"
T T 1' MAX HORIZ. TL DEFL = 0.002" @ 7'- 3.2"
12 12 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6.00 p '' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
IIM-4X4 in the plane of the truss only.
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JOB NAME: DR HORTON PLAN A110 B - C2 Scale: 0.5739 �C9 "Se-
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WARNINGS: GENERAL NOTES,unless otherwise noted: C 88'782 E t'
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 J
• 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I^ ������(((III '
3.Additional temporary bracing to insure stability during constructionDesign assumes the top and bottom chords to be laterally braced at
DES. BY: MJ 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 V h
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '9 OREGON
DATE• 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 12'114/4/
f 1 20•��
4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `7ef
SEQ. : 6296466 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, 9,9 '9 R y '1 bJ 'l'&
C`'
I D: 429603 design loads be applied to any component. and are
for"dry condition"of use. 9 /�- p ��J
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if A h t L
fabrication,handling, Dnecessary. �'1 lJ
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
11111101111111111111111111111111111 TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016
11111311 (..,xm., AK1C.L 1KUJJ ,
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 17
TC LATERAL SUPPORT <= 12"OC. 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" -23/ 341V -11/ 57H 5.50" 0.55 DF ( 625)
4'- 2.0" -26/ 111V 0/ OH 2.00" 0.18 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 3.0" 0/ 72V 0/ OH 2.00" 0.12 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 = -0.012" @ 2'- 5.4" Allowed = 0.261"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.020" @ 2'- 5.4" Allowed = 0.392"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEFL = -0.000" @ 4'- 2.0"
4-03 MAX HORIZ. TL DEFL = -0.000" @ 4'- 2.0"
T 1'
12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6.00)7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
3 in the plane of the truss only.
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JOB NAME: DR HORTON PLAN A110 B - Jl el',
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Scale: 0.5770 ��? ?i9
WARNINGS: GENERAL MOTES,unless otherwise noted: I'1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 19,04::.2;y
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. I'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: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v
DATE: 7/8/2015 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IP 174 OREGON '� Q
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. (/ Z���.
SEQ. : 6296467 fasteners are complete and at na time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, q11 q R y 1�J
design loads be applied to any component. and are for"dry conditbn"of use. /r ��
TRANS I D: 429603 5.CompuTrus has n o control over and assumes na responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge if PA U L R
nec
fabrication,handling,shipment and installation of components. 7.Desgnary.asssumes 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
ml�'�OH 11111 11111 111111111111111111 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
I' II, 9. Digits indicate size of plate in inches. EXPIRES! 12/31/2016
Alliin OKr.o HK1L'L '1KUJJ
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6,
WEBS: 2x4 DF STAND End vertical(s) are exposed to wind,
LOADING Truss designed for wind loads
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only.
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous
bearing wall for entire span UON.
M-1.5x4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
4-03
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JOB NAME: DR HORTON PLAN A110 B - J2 Scale: 0.6205 �� 29
WARNINGS: GENERAL NOTES,unless otherwise noted: $53782 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. I'" "ccc(((III .c............4—....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: MJ is the responsibilityof the erector.Add tional brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4J
permanentn9 continuous sheathing such as plywood heat ng(TC)and/or drywall(BC). OREGON
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s_.^74,62". �Q.
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. q RY 15 _
SEQ. : 6296468 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non—corrosive environment, 11!G
TRANS I D: 429603 design loads be applied to any component and are for"dry condition"of use.supports �/�' p ��V
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bean at all su rts shown.Shim or wedge if A U L
fabrication,handling,shipment and installation of components. necessary.
P Po 7.Design assumes adequate drainage is provided.
n m 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 IIII°III' III ILII IIS 111I IISTPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches. EXPIRES: 12/31/1-016
1111111111 L,xmi, HK1C,L 1MUJJ •
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 7
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" -37/ 296V -5/ 35H 5.50" 0.47 DF ( 625)
2'- 2.0" -17/ 51V 0/ OH 2.00" 0.08 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 3.0" -17/ 35V 0/ OH 2.00" 0.06 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 = 0.002" @ 1'- 2.0" Allowed = 0.112"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.002" @ 1'- 4.6" Allowed = 0.168"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
2-02 0-01 MAX HORIZ. LL DEFL = -0.000" @ 2'- 2.0"
T f,- MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.0"
12 Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: DR HORTON PLAN A110 B - J3 � NGtN EFR ��
WARNINGS: GENERAL NOTES,unless otherwise noted: Scale:a l e: 0.67 5 0 �k J 782 E "7
1. ander and ocontractor on co be advised of all General Notes 1.Thisldesign is bnend only pl cabn y the parameters eter 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. - -
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by
is the responsibility of the erector.Additional permanent bracing of V h
continuous sheathinggsuch as cd aueawhere drywall(BC). A '9A'OREGON O� Q,
DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 6I 4,
SE 6296469 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. �/ Z �.
Q• fasteners am complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, lL1L Al R y 1
TRANS Z D: 429603 5 design loads be applied to any component. and am for"dry condition"of use. '1 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 PA UL 0
nfabrication,handling,shipment and installation of components. ecessary.
7.Designlaesassumes adequate othdrainage is oprovided.
min 11111 IN m�n�m n 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
1111 1 �qrl up I'� TPIIWTCA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines.
t����ill1��IN� ��NN�h�I 11111 El III ._._ .___ _ ._ _ _ __ _ ._.._. _ g. Digits indicate size of plate in inches. EXPIRES! 12/31/2016