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LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-28) 3566 3-10=(-343) 114.
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3987) 89 10-11=1 0) 3002 10- 4=1 0) 662
WEBS: 2x4 DF STAND 3- 4=(-3801) 108 11-12=1 0) 2141 4-11=(-839) 116
LOADING 4- 5=(-3008) 135 12-13=( 0) 3002 11- 5=( -12) 1203
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3008) 135 13- 8=(-28) 3566 5-12=( -12) 1204
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3801) 108 12- 6=(-839) 116
TOTAL LOAD = 42.0 PSF 7- 8=(-3988) 89 6-13=1 0) 662
OVERHANGS: 12.0" 12.0" 8- 9=( 0) 43 13- 7=(-343) 114
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
JT 2, 8: Heel to plate corner = 1.50" 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" -62/ 1964V -129/ 129H 5.50" 3.14 DF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 0.0" -62/ 1964V 0/ OH 5.50" 3.14 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" 9 -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.256" 9 16'- 11.2" Allowed = 2.054"
MAX TL CREEP DEFL = -0.581" 9 16'- 11.2" Allowed = 2.739"
MAX LL DEFL = -0.002" 9 43'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" 9 43'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.091" 0 41'- 6.5"
MAX HORIZ. TL DEFL = 0.149" 0 41'- 6.5"
Wind: 120 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
21-00 21-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
'I 1' f load duration factor=1.6,
11-10-02 9-01-14 9-01-14 11-10-02 Truss designed for wind loads
Tfin the plane of the truss only.
7-05-08 6-09-0�4 6-09-04 6-09-04 09-04 7-05-08
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JOB NAME: DR NORTON PLAN 2500 B - Al Scale: 0.1526 �� ,, pCR O✓9
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WARNiNGS: GhRAe NOTES,unlessupon otherwise noted:
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Truss:
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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 / /!/
T ru s S: Al and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 40011W ,
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `�I►
DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -0
is the responsibility of the erector.Additional permanent bracing ofQ
continuous sheathingngr such as l pywgoesheathing(TC)were or drywall(BC). 7/- 4,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++ N
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 'Q y 1 4' 2°N A`f.
SEQ. : 6184973 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• 417373 design loads be applied to any component. and are for"dry condition"of use.
S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedged /9 11_\-
fabrication,handling,shipment and installation of components. necessary. R
7.Designlaesassumes adequateatedondrainage iso truss,d.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
111111 IIIA 1111 IIIA IIIA IIIA 1111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'19l:ii I�n1.�1
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LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" Wind: 120 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6,
Truss designed for wind loads
TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only.
BC LATERAL SUPPORT <= 12"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.
21-00 21-00
T T '1
11-10-02 9-01-14 9-01-14 11-10-02
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JOB NAME: DR HORTON PLAN 2500 B - A2 Scale: 0.2021 GtJ�\�� � 10PE O2-r�
1. B WARNINGS: G. hRAe NOTES,unless onlyupon otherwisehnotepara /7 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4611111".incorporation of component is the responsibility of the building designer.
• 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to insure stability during construction
DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by St
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 74- 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++
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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 '9]/ 1 4 V A'��
SEQ. : 6184974 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, c -
design loads be applied to any component. and are for"dry condition"of use. 44i R R I�-�'
TRANS I D 417373 5.CompuTrus has no control over and assumes no responsibility for the 6. necessary.aassumes full bearing at all supports shown.Shim or wedge f
• fabrication,handling,shipment and installation of components.
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
1111111011 11111 11111111111111111111111 1111 TPIIVVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'1 2/:�1/7n1.r1
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LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(0) 3446 3-10=(-369) 119 5-17=( 0) 1069.
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3855) 44 10-11=(0) 2851 10- 4=( 0) 694 15-17=( -52) 93
WEBS: 2x4 DF STAND; 3- 4=(-3668) 63 11-14=(0) 2132 4-11=(-779) 103 17-18=( -12) 1068
2x4 DF #1&BTR A LOADING 4- 5=(-2848) 86 14-16=(0) 2207 11-12=( -12) 1068 18- 6=(-779) 103
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2848) 86 16-18=(0) 2132 12-13=1 -52) 93 6-19=( 0) 694
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3668) 63 18-19=(0) 2851 12- 5=( 0) 1069 19- 7=(-369) 119 -
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3855) 44 19- 8=(0) 3446 14-13=( 0) 64
8- 9=( 0) 43 13-15=(-162) 2
OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 16-15=( 0) 64
Cs=1, Ce=1, Ct=1.1, I=1
M-2.5x4 where shown; Jts:10,12-13,15,17,19 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Unbalanced live loads have been ADDL: BC CONC LL+DL= 62.5 LBS @ 21'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
considered for this design. 0'- 0.0" -43/ 1909V -129/ 129H 5.50" 3.05 DF ( 625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 42'- 0.0" -43/ 1909V 0/ OH 5.50" 3.05 DF ( 625)
JT 2, 8: Heel to plate corner = 1.50" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.246" @ 22'- 4.7" Allowed = 2.054"
MAX TL CREEP DEFL = -0.649" @ 22'- 4.7" Allowed = 2.739"
MAX LL DEFL = -0.002" @ 43'- 0.0" Allowed = 0.100"
21-00 21-00 MAX TL CREEP DEFL = -0.003" @ 43'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.088" @ 41'- 6.5"
11-10-02 9-01-14 9-01-14 11-10-02 MAX HORIZ. TL DEFL = 0.151" @ 41'- 6.5"
7-05-08 6-09-04f 6-09-04 T 6-09-04 6-09-04 7-05-08 T
Wind: 120 mph, h=20.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
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(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 12
M-5X10 load duration factor=l.6,
5.00 D a 5.00 Truss designed for wind loads
10.0" in the plane of the truss only.
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JOB NAME: DR HORTON PLAN 2500 B - A3 Scale: 0.1393 �� 'T`/ 9 02
WARNINGS: GENERAL NOTES,unless otherwise noted: •�v P✓✓� 9�
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: 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. A'
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.e.respectively unless braced throughout their length by fill OREGON ,cr
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 �. 1pe
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. : 6184975 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O 1 4 r 2� �"�'
design loads be applied to any component. and are for"dry condition"of use. 41 .I'? 0
TRANS I D: 417373 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 I I_"-
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate one dth faceage sof 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
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with center lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 41'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-45) 3527 3-10=( -344) 114
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3945) 90 10-11=( -5) 2960 10- 4=( 0) 663
WEBS: 2x4 DF STAND 3- 4=(-3758) 110 11-12=( 0) 2119 4-11=( -829) 116
LOADING 4- 5=(-2962) 136 12-13=( -6) 2967 11- 5=( -12) 1193
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2981) 137 13- 9=(-51) 3385 5-12=( -13) 1190
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3640) 115 12- 6=( -823) 119
TOTAL LOAD = 42.0 PSF 7- 8=(-3747) 97 6-13=( 0) 513
LETINS: 0-00-00 2-11-00 8- 9=(-3827) 83 13- 7=( -226) 116
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-3827) 83
OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
JT 2: Heel to plate corner = 1.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
JT 9: Heel to plate corner = 2.75" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -62/ 1946V -123/ 127H 5.50" 3.11 DF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 41'- 9.0" -36/ 1888V 0/ OH 5.50" 3.02 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 = -0.256" @ 16'- 11.2" Allowed = 2.042"
MAX TL CREEP DEFL = -0.583" @ 16'- 11.2" Allowed = 2.722"
MAX HORIZ. LL DEFL = 0.088" @ 41'- 3.5"
MAX HORIZ. TL DEFL = 0.145" @ 41'- 3.5"
Wind: 120 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
21-00 20-09 load duration factor=1.6,
Truss designed for wind loads
11-10-02 9-01-14 9-01-14 11-07-02 in the plane of the truss only.
7-05-08 6-09-0�4 6-09-04 6-09-04 -09-04 4-00-04 3-02-04f
T 1' f T T 1' T T
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JOB NAME: DR HORTON PLAN 2500 B - A4 Scale: 0.1587 'V 2.17
CC 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: 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. `_ 0'
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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
P dy continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -f7 OREGON i(!
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 2j \� i�
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /Q q y y 4 20 -T••
SEQ. : 6184976 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, t2P
T RAIU S ID: 417 3 7 3 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 .Desi
6Design assumes full bearing at all supports shown.Shim or wedge if �: V
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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
111111 11111 11111 11111 11111 11111 11111 liii liii TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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LUMBER SPECIFICATIONS TRUSS SPAN 41'- 9.0"
7-10,
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Wind: 12l mph, hts ,5En, osed, Cat.2, Exp.B,
ASCE RS(D
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),-
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
Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. _
TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals.
considered for this design. Refer to CompuTrus gable end detail for
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications.
Cs=1, Ce=1, Ct=1.1, I=1
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
21-00 20-09
I I
11-10-02 9-01-14 9-01-14 11-07-02
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JOB NAME: DR HORTON PLAN 2500 B - A5 -94
( ' J//Tit)
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Scale: 0.2030 G11' f�/ �i9
WARNINGS: G. hRAe NOTES,unlessupon otherwise noted: 2• 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: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2u4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41601111P'" ,
DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „..0°C41/1*, -
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 �Q
continuous Impact
sheathing such asl cingoe sheathing(TC)d where sown 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 �OREGON4,/
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. S
SEQ. : 6184977 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 4 rZ� AT
TRANS I D• 417373 design bads be applied to any component. and are for"dry condition"of use. 443R11..\--
5.
. �`
5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 1 f R �\••
fabrication,handling,shipment and installation of components, necessary.
7.Design assumes atedadequate drainage iso truss, .
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
�pp1�I ppb I�111111��p�app viii�1 TPI/WTCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. FXPI R FS' 12/11/21115
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LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 57 2-6=(0) 304 6-3=(0) 223
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-443) 0 6-4=(0) 304
WEBS: 2x4 DF STAND 3-4=(-443) 0
LOADING 4-5=( 0) 57
TC LATERAL SUPPORT <= 12"OC. 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
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 534V -51/ 51H 5.50" 0.85 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1 10'- 0.0" -31/ 534V 0/ OH 5.50" 0.85 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.029" @ 5'- 0.0" Allowed = 0.606"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.027" @ 2'- 4.6" Allowed = 0.336"
MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5"
5-00 5-00 MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5"
f f T
12 12 wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
7.001/ HM-4x4Q 7.00
load duration factor(All Heights), s1d6 CCat.2, Exp.B, MWFRS(Dir),
3 4.0" Truss designed for wind loads
in the plane of the truss only.
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JOB NO3 :EDR NORTON PLAN 2500 B - B1 Scale: 0.5073 GVH 'V �-9
WARNINGS: GENERAL NOTES,unless otherwise, 1,
5- cr P E
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 410001111Pincorporation of component is the responsibility of the building designer.
2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / '
3.Additional temporary bracing to insure stability during construction
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 sheathing(TC)and/or drywall(BC). y 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++
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 20� �"�bs �
S EQ. : 618 4 9 7 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use. MFR I, L'-
TRANS I D: 417373 5.CompuTrus has no control over and assumes no responsibility for the 6.Designneassumes full bearing at all supports shown.Shim or wedge if n
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
I"II"IIII II"I I'lll'lll'11011110I'll M TPI/WTCA in BCSI,copies of which will be furnished upon request. lines ciniide with jointcenter lines.
0 "nf lclic FXPI RF S• 12/31/N115
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LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6,
Truss designed for wind loads
TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only.
BC LATERAL SUPPORT <= 12"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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12
12
7.00) I I M-4x4 Q 7.00
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JOB NAME: DR NORTON PLAN 2500 B - B2 Scale: 0.5807
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WARNINGS: GENERAL NOTES,unless otherwise noted: ���Pt.- '9f
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4601.1111. ,
3.Additional temporary bracing to insure during construction 2.Design assumes the top and bottom chords to be laterally braced at .../1411111., -
DES. BY: LJ is the responsibility ty of the erector.insure
stabilityonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r! CC
building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -17, A_
-7:41,OREGON ��
DATE: 2/16/2015 the overall structure is the responsibilityof the 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.
S E Q. : 6184979 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �O y L� 2� A�
design loads be applied to any component. and are for"dry condition"of use. �`_
TRANS I D: 417373 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it �ER R�L�-
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate one dthi fac a is provided.
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
111111 VIII VIII IMI 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 10-00-00 GIRDER SUPPORTING 42-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4660) 456 1-4=(-352) 3906 4-2=(-410) 4512
BC: 2x8 DF SS 2-3=(-4660) 456 4-3=(-352) 3906
WEBS: 2x4 DF STAND LOADING
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps)
TC LATERAL SUPPORT <= 12"0C. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -456/ 4620V -41/ 41H 5.50" 7.39 DF ( 625)
( 2 ) complete trusses required. BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -456/ 4620V 0/ OH 5.50" 7.39 DF ( 625)
Join together 2 ply with 3"x.131 DIA GUN BC UNIF LL( 500.0)+DL( 340.0)= 840.0 PLF 0'- 0.0" TO 10'- 0.0" V
nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9" oc in 1 rows) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.029" @ 5'- 0.0" Allowed = 0.454"
5" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.068" @ 5'- 0.0" Allowed = 0.606"
9" oc in 1 row(s) throughout 2x4 webs.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.006" @ 9'- 6.5"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.010" @ 9'- 6.5"
5-00 5-00 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
1' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 12 load duration factor=1.6,
7.00 Q 7.00 Truss designed for wind loads
M-4x6 in the plane of the truss only.
24.0"
1
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M-5x16 M-5x16
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JOB NAME: DR HORTON PLAN 2500 B B3 Scale: 0.5377 G4dJ � �f'V/f✓CR O2-Ss
WARNINGS: GENERAL NOTES,unless otherwise noted:2•, 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• B3 and Warnings before construction commences. building component.Applicability of design parameters and proper '=�
incorporation of component is the responsibility of the building designer.
2.2x4 compression web bracing must be installed where shown+. `,/aP,
DES. BY• LJ 3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector.Additionalpermanent bracingof by
2'n and at 10'on respectivelys dss braced(TC)throuand/orut dri wr allg ).
p ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 'y7 OREGON 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++
41
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. G/Q j' 4 20 A"��
SEQ. : 6184980 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, <2;C'
y f-
design loads be applied to any component. and are for"dry condition"of use. MFR R I0- V
TRANS I D: 417373 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnfor
full bearing at all supports shown.Shim or wedge f
fabrication,handling,shipment and instaltation 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
11111111111 I1111111111111111I1I 1111111111111 TPI/wICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS'12/31/2015
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LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 168 6-3=(0) 133'
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-257) 0 6-4=(0) 168
WEBS: 2x4 DF STAND
3-4=(-257) 0
LOADING 4-5=( 0) 57
TC LATERAL SUPPORT <= 12"OC. 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 -
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -29/ 385V -35/ 35H 5.50" 0.62 DF ( 625)
M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 6'- 5.5" -29/ 385V 0/ OH 5.50" 0.62 DF ( 625)
vertical members (uon).
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.007" @ 3'- 2.8" Allowed = 0.369"
MAX LL DEFL = -0.002" @ 7'- 5.5" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 7'- 5.5" Allowed = 0.133"
3-02-12 3-02-12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.8" Allowed = 0.199"
f T '1
12 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.0"
7.00 \'7.00 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.0"
Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
IIM-4x4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
34.0" Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: DR HORTON PLAN 2500 B - Cl Scale: 0.5982 [s� , 056, _
1.WARNiNGS: G. hRAe NOTES,unlessupon otherwise noted:
r�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: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4610115".
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 OREGON �(/�
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 p' k
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / y �0, A-1.
SEQ. : 6184981 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q 1 4, fl'
design loads be applied to any component. and are for"dry condition"of use. M '�
TRANS I D: 417373 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if •/ rT RIO-
5.
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes atedadequate drainage iso truss, .
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
1111111111111111111111111111111 I'I'I 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS' 1931/9ttl.ri
Q ninite inA,nMa ai7o of MASA in inehae
II 1111111 `'cnL, HKJ5.0 1tcuJJ
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 171 5-3=(0) 133
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-261) 0 5-4=(0) 171
WEBS: 2x4 DF STAND 3-4=(-259) 0
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 407V -28/ 33H 5.50" 0.65 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 5.5" 0/ 269V 0/ OH 5.50" 0.43 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 = 0.009" @ 1'- 7.8" Allowed = 0.199"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.009" @ 1'- 7.8" Allowed = 0.299"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
3-02-12 3-02-12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.0"
MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.0"
1' T 1'
12 12 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
7.00 Q 7.00 (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 B - C2 Scale: 0.5737 ,� 29
WARNINGS: G. hRAe NOTES,unlessupon otherwise A P E
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss• C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper i
• incorporation of component is the responsibility of the building designer. ! 441101..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 y o.c.and at 10'o.c.respectively unless braced throughout their length by • CZ-
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y' A-OREGON Co
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 ", Nb' 4,
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 4 2° i-
S E Q. : 6184982 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, dP
TRANS ID: 417373 design loads be applied to any component. and are for"dry condition"of use. /y� L V
• 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge ifR R 1 L
necessary.
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
1111111 1111 11M 11111
11111 VIII MI III 1111 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI RFS' 12/3101115
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LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 158 6-3=( 0) 126•
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 0 6-5=(0) 158 4-5=(-238) 0
WEBS: 2x4 DF STAND 3-4=(-220) 0
LOADING 4-5=( -23) 2
TC LATERAL SUPPORT <= 12"OC. 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
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LETINS: 0-00-00 0-11-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -35/ 399V -27/ 32H 5.50" 0.64 DF ( 625)
OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 5'- 11.5" 0/ 236V 0/ OH 2.00" 0.38 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.8" Allowed = 0.199"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.009" @ 1'- 7.8" Allowed = 0.299"
3-02-12 2-08-12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 9.5"
T f 1' MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.5"
3-02-12 1-10-07 0-10-05 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 12 load duration factor=1.6,
7.00 i7. Q 7.00 Truss designed for wind loads
in the plane of the truss only.
I I M-4x4
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JOB NAME: DR HORTON PLAN 2500 B - C3 Scale: 0.5202 CV ' 'V/,✓ 2-9
WARNINGS: GENERAL NOTES,unless otherwise noted: 7.92OO 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: C 3 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. �"
2.Design assumes the top and bottom chords to be laterally braced at .„..,t1111114., -
3.
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DES. BY• LJ 3.Additional temporary bracing to insure stability during construction40 Cr
is the of the erector.Additional ermanent bracin of o.c.and at 10'hn.such a dss braced(TC)throughout wlength byZti
responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'f7 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++
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. k A'��
SEQ. : 6184983 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/Q 14, 2 i`_
T RAN S I D• 417373 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.necessary.
nDesigna assumes full bearing at all supports shown.Shim or wedge if r�R �.
fabrication,handling,shipment and installation of components. ry
D D 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 IIIA IIIA IIIA IIT IIIA IIIA IIfl IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI RFS'17/.1/7n1.r1
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111111111 L,rcnL, HK1L'L 1KVJJ
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 0 1-5=(0) 161 5-2=( 0) 126
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 6 5-4=(0) 161 3-4=(-242) 0
WEBS: 2x4 DF STAND 3-4=( -24) 3
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)
LETINS: 0-00-00 0-11-00 0'- 0.0" -5/ 262V -25/ 25H 5.50" 0.42 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 11.5" -2/ 238V 0/ OH 2.00" 0.38 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.006" @ 3'- 2.8" Allowed = 0.356"
MAX TC PANEL LL DEFL = -0.005" @ 1'- 11.3" Allowed = 0.199"
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.001" @ 5'- 9.5"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.5"
3-02-12 2-08-12 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T T •( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
3 02-12 1-10-07 0-10-05 Truss designed for wind loads
in the plane of the truss only.
12 12
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JOB NAME: DR HORTON PLAN 2500 B - C4 Scale: 0.5188 �C 9 02
WARNINGS: GENERAL NOTES,unless otherwise noted: N9`Z P E 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: C4 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 `4! _
DES. BY: LJ building g 2'continuouso.c.and at 10'o.c.respectively unless braced throughout their length by -I ORECr
GON ��(/
is the responsibility of the erector.Additional permanent bracing of sheathing such as plywood sheathing(TC)and/or dein len BC).
DATE: 2/16/2015 the overall structure is the responsibilityof the designer. 3.2x Impact bridging or lateral bracing required where shown++ if \''r S
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 '9 y y 4 2P AT
loadsSEQ. : 6184984fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
TRANS I D: 417373 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 wedged " �R RIO-
RP •
fabrication,handling,shipment and installation of components. necessary.
7.Designlaesassumes adequate one dth faceage iso 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
11101 VIII VIII VIII 111 11111 11111 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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11101111 UKC.I, HK1C.L 1KVJJ
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) 57 2-4=(0) 0
BC: 2x4 GF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 21
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" -21/ 333V -19/ 63H 5.50" 0.53 DF ( 625)
3'- 11.0" -28/ 103V 0/ OH 2.00" 0.17 DF ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" 0/ 68V 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"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.257"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.015" @ 2'- 3.8" Allowed = 0.386"
4-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0"
12
7.00 7' Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
3 -1 in the plane of the truss only.
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JOB NAME: DR HORTON PLAN 2500 B - Jl Scale: 0.5960 t� ni rp 75'4?[ r 2.9
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1. B WARNINGS: GhRAe NOTES,unlessupon otherwise noted: 92 •r G
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. i 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y OREGON k.,/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 1D
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 '9 y 14,
�4' rLQ -�
SEQ. : 6184985fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A t7.
T RAN S I D: 417 3 7 3ili
design loads be applied to any component. and are for"dry condition"of use. ppo gv
5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearin at all supports shown.Shim or wed e if C R Rik-V.
fabrication,handling,shipment and installation of components. necessary.
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
111111 11111 11111 111111111111 11111 IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R F S' 19�;i1/9t11.r1
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p UME I,KL'U AK1L'L 1KUJJ
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) 57 2-4=(0) 3 3-4=(-113) 29
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 18
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 332V -18/ 62H 5.50" 0.53 DF ( 625)
OVERHANGS: 12.0" 0.0" 4'- 0.0" -8/ 151V 0/ OH 2.00" 0.24 DF ( 625)
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 DEFLECTION LIMITS: LL=L/240, TL=L/180
vertical members (uon). MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
CV
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.014" @ 1'- 10.5" Allowed = 0.248"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.016" @ 2'- 1.4" Allowed = 0.372"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3"
4-00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3"
1 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12
7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
M-1.5x4 in the plane of the truss only.
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JOB NAME: DR HORTON PLAN 2500 B - J2 Scale: 0.6244 i,� r Onfip i ,
1. ildeS: G. hRAe NOTES,unless
upon otherwisehnoted: 2j�P E S'
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / /
Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` ��
3.Additional temporary bracing to during 2.Design assumes the top and bottom chords to be laterally braced at / '� - -
DES. BY- LJ is the responsibility l' of the erector.insure stabilityonalpermanent constructionof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 ft
D dY bracing continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -yG 4,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++ t.
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. : 6184986 /O 'Q y 14,
�4 1 eZQ� ..��
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, nP
design loads be applied to any component. and are for"dry condition"of use. � 'V
TRANS I D: 417373 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if �`R R I L`_.
necessary.
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
111111 11111 HE VIII VIII VIII VIII NI IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12/1101115
o nines,ndienhs ei,A nr nmr.in inehnn
111111111 I,KL'l, HK1L'L Imuo
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) 57 2-4=(0) 0
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 14
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 306V -14/ 51H 5.50" 0.49 DF ( 625)
2'- 11.0" -18/ 74V 0/ OH 2.00" 0.12 of ( 625)
Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.08 DF ( 625)
Cs=1, Ce=1, Ct=1.1, I=1
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MCX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100"
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.004" 9 1'- 5.8" Allowed = 0.117"
3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.005" 0 1'- 8.3" Allowed = 0.156"
T 1' MAX HORIZ. LL DEFL = -0.000" 0 2'- 11.0"
12 MAX HORIZ. TL DEFL = -0.000" 0 2'- 11.0"
7.00
Wind: 120 mph, h=l7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
3 -/
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JOB NAME: DR HORTON PLAN 2500 B J3 Scale: 0.6388 4 ttt ,
1. iNGS: G. hRAe NOTES,unlessupon otherwise para �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 411,007
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/ .
2.Design assumes the top and bottom chords to be laterally braced at �.
3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their length
DES. BY: LJ p N s ( by
CC
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y A_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++ G 4t �� 1�
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /O ]/ 1 4 rLQ -T..
S EQ. : 6184987 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..
T RAN S I D• 417373 design loads be applied to any component. and areafor"dry condition"of use. pp g
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if FiliAR 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
111111 VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center in .
o li liesFXPI R FS' 12/31/2f115
111111111 L,KL'l, k,K15'L 1Kl1JJ
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) 57 2-4=(-1) 3 3-4=(-80) 28
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 10
WEBS: 2x4 OF 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 305V -13/ 49H 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)
cA
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 = 0.009" @ 1'- 5.1" Allowed = 0.170"
MAX TC PANEL TL DEFL = 0.009" @ 1'- 5.1" Allowed = 0.256"
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3"
3-00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3"
1' T
12 Wind: 120 mph, h=17ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
M-1.5x4
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M-2.5x4 M-1.5x4
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1-00 3-00
c, ' Oni75,9 JOB NAME: DR HORTON PLAN 2500 B - J4 Scale: 0.6653 t^1 2.9
WARNINGS: G. hRAe NOTES,unless
upon 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: 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. ` 441011W.
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 Q
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ '9G � �� ��
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. / '91' 2� A•�.•
SEQ. : 6184988 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, O 14, f_
design loads be applied to any component. and are for"dry condition"of use. /�
TRANS I D: 417373 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'``
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
111111111111111111111111111 VIII 11111 I'll IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
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