Plans (33) /145 ri---o/1-r RECEIVED
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APR 2 3 2014
HESS RESIDENCE CITY OF TIGARD
ADDITION BUILDING DIVISION
TIGARD, OR
6/12 PITCH
1-10-0 0/H
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25# SNOW � � � 1IIIII
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25-00-00 Copyright (c) CompuTrus Inc.
U
N0181I1 This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 25'- 5.5' IBC 2909 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -106) 142 8-10=(-450) 416 1- 9=( -182) 115 11- 5=(-537) 102
BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2- 3=( -152) 187 10-11=(-524) 1146 8- 9=(-1064) 242 5-12=( 0) 268
WEBS: 2x4 DF STAND 3- 4=( -805) 507 11-12=(-612) 1618 9- 3=( -724) 352
LOADING 4- 5=(-1391) 629 12- 6=(-610) 1621 9-10=( -217) 867
TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1919) 776 3-10=( -42) 276
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 93 10- 4=( -722) 149
TOTAL LOAD = 42.0 PSF 4-11=( 0) 442
OVERHANGS: 0.0" 22.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA
Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE S0,IN. (SPECIES)
considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -143/ 1194V -417/ 273H 5.50" 1.91 DF ( 625)
LIVConnector plate prefix designators: THE EBOTTOM LOAD ACHO DT ADEAD(LOADPISIAIMINIMUMBOFEY IC21109PSF. 25'- 5.5' 195/ 1349V 417/ 273H 5.50" 2.16 DF ( 625)
C,CN,C18 CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,�118HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.085' @ 0'- 11.5" Allowed = 1.227"
MAX TL CREEP DEFL = -0.138' @ 0'- 11.5" Allowed = 1.636°
MAX LL DEFL = -0.025° @ 27'- 3.5° Allowed = 0.183°
MAX TL CREEP DEFL = -0.032" @ 27'- 3.5' Allowed = 0.244'
0-11-08
1 -8 224-06 MAX HORIZ. LL DEFL = -0.025" @ 25'- 0.0°
0-1 1 08 10-08-i`1 3 13-09i'-03ff MAX HORIZ. TL DEFL = 0.033° @ 25'- 0.0"
0-f 1-f
8 5-11-05 5-11-05 5-11-05 6-08 Design conforms to main dicladdingrcriteria
system and components and cladding criteria.
12
6.00 2 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Q 6.00 Enclosed, Cat.2 Exp.B, MWFRS,
interior zone, load duration factor=l.6„
IIM-4x4 Truss designed for wind loads
M 1.5x4 2 in the plane of the truss only.
1 iF
M-4x6
M-3x6(5)
1.--. o dti M-2.5x4
0
N94
N M-3x4
M-2.5x4
+; 5
/- 8¢ 0 l= 11 12 �'
M-1.5x4 I M-3x8 M-3x6(S) M-2.5x4 M-1.5x4 M-2.5x6
), y y ,1 y
7-00-09 6-01-01 5-09-10 6-06-04 y
y 10-00 15-05-08 , ,
25-05-08 1-10
JOB NAME: HESS RES-ADDITION-CODY - Al Scale: 0.1793
RO
WARNINGS: GENERAL NOTES, unless otherwise noted: -. id
•
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 loi kot ' ,
Truss: A 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper +e
2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding 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: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4 11' 14.
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a,
DATE: 3/31/2014 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.
SEQ. : 5873469 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-corrosive environment,
d
design loads applied to any component.
TRANS I D: 3947765. CompuTrus hasas and are for"dry condition"of use.
no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedgeif
- fabrication,handling,shipmentcomponents. necessary. ,py�r gdfb
and installation of corn vents. 7. Design assumes adequate drainage is provided. , N
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
I11 I
IID VIII liii1111 VIII 111II III) TPI/WfCA in BCSI,copies of which will furnished upon request. lines coincide with joint center lines. vti j% ,Y
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) & A ANG
EXPIRES: 12/31/2014
OOU
II111I'i� This design prepared from computer input by
'I ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 25'- 5.5' IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -106) 142 8-10=(-450) 416 1- 9=( -182) 115 11- 5=(-537) 102
BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2- 3=( -152) 187 10-11=1-524) 1146 8- 9=(-1064) 242 5-12=( 0) 268
WEBS: 2x4 DF STAND 3- 4=( -805) 507 11-12=(-612) 1618 9- 3=( -724) 352
LOADING 4- 5=(-1391) 629 12- 6=(-610) 1621 9-10=( -217) 867
TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1919) 776 3-10=( -42) 276
BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 93 10- 4=( -722) 149
TOTAL LOAD = 42.0 PSF 4-11=( 0) 442
OVERHANGS: 0.0' 22.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 1194V -417/ 273H 5.50" 1.91 DF ( 625)
Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009. 25'- 5.5° -195/ 1349V -417/ 273H 5.50' 2.16 DF ( 625)
considered for this design. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
oet (or no prefix) = orspuTrus, Inc Refer to CompuTrus standard MAX LL DEFL = -0.085" @ 0'- 11.5" Allowed = 1.227°
C,CN,C18,CN18M, N (or = MiTek MT series gable end detail for complete MAX TL CREEP DEFL = -0.138" @ 0'- 11.5" Allowed = 1.636"
specifications. MAX LL DEFL = -0.025' @ 27'- 3.5" Allowed = 0.163"
MAX TL CREEP DEFL = -0.032' @ 27'- 3.5" Allowed = 0.244'
10-08-13 15-07-03 MAX HORIZ. LL DEFL = -0.025' @ 25'- 0.0'
T '( MAX HORIZ. TL DEFL = 0.033° @ 25'- 0.0"
0-11- 8 5-11-05 5-11-05 5-11-05 6-08
-' T T T T 1 Design conforms to main windforce-resisting
12 12 system and components and cladding criteria.
6.00 D J 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
M 5X6 interior zone, load duration factor=1.6„
M-1.5x4 2M-5x6
Truss designed for wind loads
1 in the plane of the truss only.
M-2.5x4 or equal at non-structural diagonal inlets.
M-4x6
a,
M-3x6(S)
r--
o .4; M-2.5x4
0 4 v
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M-3x4
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8 10 11 12 p
M-1.5x4 1 M-3x8 M-3x6(S) M-2.5x4 M-1.5x4 M-2.5x61 -
.1 J, .1 ). y
y 7-00-09 6-01-01 5-09-10 6-06-04 y
y 10-00 15-05-08 ),
y
25-05-08 1-10
JOB NAME: HESS RES-ADDITION-CODY - A2 Scale: 0.1879
E' '
WARNINGS: GENERAL NOTES, unless otherwise noted:
•
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parametersshown and is for an individualm;
Truss: A2 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 budding designer. liplk ":
111 4 - A
3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at f
DES. BY: BS 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 tlrywall(BC). t
DATE: 3/31/2014 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. ...0"SEQ. : 5873470 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.
TRANS I D: 394776 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
- fabrication,handling,shipment and installation of components. necessary' 't* OREGON
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 '
111111111111111111111111111111101111TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t_
EXPIRES: 12n112014
flllu
1IIIIII This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
.. LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0' IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2-10=(-181) 594 10- 3=( 0) 366
BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-772) 306 10-11=(-183) 591 3-11=( -787) 193
WEBS: 2x4 DF STAND 3- 4=(-101) 221 11-12=(-200) 63 11- 4=( -9) 529
LOADING 4- 5=(-298) 936 12-13=(-168) 93 4-12=( -990) 325
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-263) 861 13-14=(-235) 747 12- 5=(-1128) 531
BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-202) 126 14- 8=(-233) 750 12- 6=(-1035) 321
TOTAL LOAD = 42.0 PSF 7- 8= -949 365 6-13=( 0) 569
OVERHANGS: 22.0" 22.0' 8- 9=( -67) 93 13- 7=( -775) 195
LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 353
M-1.5x4 or equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
M-2.5x4 where shown; Jts:2-4,6-8,11,13 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0° -143/ 866V -273/ 273H 5.50' 1.39 DF ( 625
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 23'- 9.2" -358/ 2769V 0/ OH 5.50° 4.15 OF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 49'- 0.0' -154/ 948V -273/ 273H 5.50' 1.52 DF ( 625)
U M2OHS,M18HS, 16 = MiTek MT series + Laterally brace to roof diaphragm.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.025' @ -1'- 10.0" Allowed = 0.183"
Refer to CompuTrus standard MAX TL CREEP DEFL = -0.032' @ -1'- 10.0° Allowed = 0.244'
gable end detail for complete MAX LL DEFL = -0.029' @ 8'- 7.6' Allowed = 1.154"
specifications. MAX TL CREEP DEFL = -0.070' @ 8'- 6.6' Allowed = 1.539"
MAX LL DEFL = -0.035° @ 40'- 4.4" Allowed = 1.227"
WEB BRACE MAY BE INSTALLED MAX TL CREEP DEFL = -0.085" @ 40'- 5.4' Allowed = 1.636"
ON OPPOSITE SIDE OF WEB SHOWN MAX LL DEFL = -0.025° @ 50'- 10.0' Allowed = 0.183'
WITH (+) TO GAIN MORE MAX TL CREEP DEFL = -0.032° @ 50'- 10.0' Allowed = 0.244'
CLEARANCE. MAX HORIZ. LL DEFL = 0.017' @ 48'- 6.5"
24-06 24-06
MAX HORIZ. TL DEFL = 0.027' @ 48'- 6.5°
'( Design conforms to main windforce-resisting
13-09-03 10-08-13 10-08-13 13-09-03 system and components and cladding criteria.
8-08-05 7-11-1'11 7-09-15 7-09-15 7-11-11 8-08-05 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
'1 T T T T -' T Enclosed, Cat.2, Exp.B, MWFRS,
12 12 interior zone, load duration factor=1.6„
6.00 M-4x6 \16.00 Truss designed for wind loads
in the plane of the truss only.
4.0"
5 ,h( M-2.5x4 or equal at non-structural diagonal inlets.
3.1
4
M-3x6(S) M-3x6(S)
0
N
3 +
+ 44444441111
o 1 10 11 m 12-1 13 14 D
M-1.5x4 M-3x8 M-1.5x4
M-3x6(S) M-3x6(S)
), y / y y )- /-
y 8-06-09 7-09-15 , 7-04-11 8-10-03 y 7-09-15 8-06-09 y
y y 17-06 14-00 17-06 y y
1-10IPROVIDE FULL BEARING;Jts:2,12,81 49-00 1-10
JOB NAME: HESS RES-ADDITION-CODY - A3 Scale: 0.1260 p R o +
WARNINGS: GENERAL NOTES, unless otherwise noted: {;
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon thearameters shown and is for an individual Rt
Truss: A3 and Warnings before construction commences. budding component Applicability of design parameters and proper ,!tl ' 011 e4)} '
2. 2x4 compression web bracing must be installed where shown+, iy
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
DES. 8 Y' BS 3. Additional temporary bracing to insure stability during construction 2 o.c.and at 10 o.c.respectively unless braced throughout their length by r' a '
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t:
DATE: 3/31/2014 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 "
shouldSEQ. : 5873471fasteners are complete and at no time any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, "
design bads be applied to any component and are for"dry condition"of use.
TRANS I D: 394776 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
fabrication,handling,shipment and installation of components. necessary. 1� � g t
7. Design assumes adequate drainage is provided. - + fY
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 1,0
111111111111111111111111111111 TPIIWTCA in SCSI,copues of which will be famished upon requestgcoincide with jof p centn inche. ,9. Digitssndof joint
in lines. /,
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) V QA i G
EX l : wino
II
��II���IL This design prepared from computer input by
'I ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2-10=(-181) 597 10- 3=( 0) 366
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-776) 306 10-11=(-183) 594 3-11=( -787) 193
WEBS: 2x4 DF STAND 3- 4=(-101) 221 11-12=(-200) 63 11- 4=( -9) 621
LOADING 4- 5=(-298) 990 12-13=(-168) 111 4-12=(-1079) 325
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-263) 912 13-14=(-235) 774 12- 5=(-1176) 531
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-254) 126 14- 8=(-233) 777 12- 6=(-1158) 321
TOTAL LOAD = 42.0 PSF 7- 8=(-980) 365 6-13=( 0) 673
OVERHANGS: 22.0" 22.0° 8- 9=( -67) 93 13- 7=( -775) 195
LL = 25 PSF Ground Snow (Pg) 7-14=( 353
M-2.5x4 where shown; Jts:2-4,7-8,11,13 0)
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M,M20HS,M18HS,M16or = Mprek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -143/ 869V -273/ 273H 5.50° 1.39 DF ( 625)
23'- 9.2° -358/ 3080V 0/ OH 5.50" 4.61 OF ( 625)
49'- 0.0' -154/ 966V -273/ 273H 5.50" 1.55 OF ( 625)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.025" @ -1'- 10.0" Allowed = 0.183"
MAX TL CREEP DEFL = -0.032° @ -1'- 10.0" Allowed = 0.244"
MAX LL DEFL = -0.030" @ 8'- 7.6" Allowed = 1.154°
MAX TL CREEP DEFL = -0.071' @ 8'- 6.6" Allowed = 1.539" 1
MAX LL DEFL = -0.038° @ 40'- 4.4" Allowed = 1.227"
MAX TL CREEP DEFL = -0.088" @ 40'- 5.4" Allowed = 1.636°
MAX LL DEFL = -0.025" @ 50'- 10.0" Allowed = 0.183"
MAX TL CREEP DEFL = -0.032" @ 50'- 10.0" Allowed = 0.244"
MAX HORIZ. LL DEFL = 0.018" @ 48'- 6.5'
24-06 24-06 MAX HORIZ. TL DEFL = 0.028" @ 48'- 6.5'
13-09-03 10-08-13 10-08-13 13-09-03 T Design conforms to main windforce-resisting
system and components and cladding criteria.
T 8-08-05 f f f 7-11-1�1 7-09-15 T 7-09-15 7�- 11 11 T 8-08-05
T Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2 Exp.B, MWFRS,
12 12 interior zone, load duration factor=1.6„
6.00 TRUSS NOT SYMMETRICAL. M-4x6 Q 6.00 Truss designed for wind loads
in the plane of the truss only.
ORIENTATION AS SHOWN. 4.0"
5 ,(-4'
M-3x4
M-3x6(5) M-3x6(5)
rn
rn
0
ci 3
1 0 11 m 12 ® 13 14 'xci
i'
M-1.5x4 'M-3x8 M-1.5x4
M-3x6(S) M-3x6(S)
y y y y y
J' 8-06-09 7-09-15 y 7- 04-11 8-10-03 y 7-09 -15 8-06-09 y
y y 17-06 14-00 17-06
1-10'PROVIDE FULL BEARING;Jts:2,12,81 49-00 1-10 epRop
JOB NAME: HESS RES-ADDITION-CODY - A4
Scale: 0.1270 CO 140114 s 45712°
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual t}i.Y 4+p •,
Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper
- 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector.Additional 7 o.c.and at 10'o.c respectively (-1---
DES. unless braced throughout their length by
DATE: 3/31/2014 responsibilitydesigner.
continuous sheathing such as plywoodaired sheathing(TC)and/or drywall(BC).
the overall structure is there onsibili of the building 3. 2x Impact bridging or lateral bracingrequired where shown++
C/�
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. i ORE
SEQloads greater than 5. Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. 6. Desiand are for n assumes on beano of
all
TRANS I D: 394826 5. CompuTrus has no control over and assumes no responsibility for the 9 9 supports shown.Shim or wedge if
fabrication,handling,shipment and installation of components. necessary. k
7.Design assumes adequate drainage is provided. GANG
s
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 'w3
I11111N1111I1111II Il 1I1N 1111111III) TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
EXPIRES: 1112014
IIIOHIHIII
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0' IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2- 8=(-502) 1536 3- 8=(-349) 200
BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1814) 646 8- 9=(-346) 997 8- 4=( -74) 619
WEBS: 2x4 OF STAND 3- 4=(-1603) 499 9- 6=(-502) 1536 4- 9=( -74) 619
• LOADING 4- 5=(-1603) 499 9- 5=(-349) 200
TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 646
BC LATERAL SUPPORT <= 12'OC. UON, L ON BOTTOM CHORD = 10.0 PSF 6- 7=( -6793
TOTAL LOAD = 42.0 PSF
OVERHANGS: 22.0' 22.0°
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -182/ 1272V -148/ 148H 5.50° 2.03 OF ( 625)
M,M2OHS,M18HS,M16 = MiTek M series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009. 24'- 0.0" -182/ 1272V -148/ 148H 5.50° 2.04 OF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180
• MAX LL DEFL = -0.025' @ -1'- 10.0" Allowed = 0.183°
MAX TL CREEP DEFL = -0.032' @ -1'- 10.0" Allowed = 0.244"
MAX LL DEFL = -0.061" @ 16'- 0.0" Allowed = 1.154'
MAX TL CREEP DEFL = -0.134" @ 16'- 0.0" Allowed = 1.539'
MAX LL DEFL = -0.025" @ 25'- 10.0' Allowed = 0.183'
MAX IL CREEP DEFL = -0.032° @ 25'- 10.0' Allowed = 0.244'
MAX HORIZ. LL DEFL = 0.025" @ 23'- 6.5'
MAX HORIZ. TL DEFL = 0.040" @ 23'- 6.5'
12-00 12-00 Design conforms to main windforce-resisting
T '1 f system and components and cladding criteria.
T
6-00-- T 6-00 ,' 6-00 1' 6-00 ' Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.O, ASCE 7-05,
12 Enclosed, Cat.2, Exp.B, MWFRS,
M-4x6 12 interior zone, load duration factor=l.6„
6.00 D ..6.00 Truss designed for wind loads
in the plane of the truss only.
4.0"
,- 4 .rte
M-1.5x4 M-1.5x4
.4-
a 3
i
o ti r'
v v
o
o " gsa " �� o
B 9 - . o
1.0111111111111
M-2.5x6 M-2.5x4 MSHS-3x10(S) M-2.5x4 M-2.5x6
y 1, y ,i-
8-00 8-00 8-00
1, ,1 y
12-00 12-00
3, y ,1 )-
1-10 24-00 1-10
JOB NAME: HESS RES-ADDITION-CODY - B1 Scale: 0.2607 P RO
WARNINGS: GENERAL NOTES, unless otherwise noted: " 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: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper t
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
DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length b •' t' -
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) drywall(BC).y p. 1,�a ►, 1111
DATE: 3/31/2014 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. i
SEQ. : 5873472 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment,
design loads be applied to any component and are for"dry condition"of use.
TRANS I D: 394776 5. CompuTrus has no control over and assumes no responsibility6. Design assumes full bearing at all supports shown.Shim or wedge if
pforthe necessary.
` fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center i/6
• I
111111 11111
(III)11111
Ill 11111 VIII III X11 TPIVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1N9. Digits indicate size of plate in inches. +;
MiTek USA,InC./CompUTiuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4. GA
EXPIRES: 114014
i000III This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0' Design conforms to main windforce-resisting
TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria.
BC: 2x4 DF #16BTR SPACED 24.0' O.C.
Wind: 110 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
TC LATERAL SUPPORT <= 12'OC. UON. LOADING Enclosed, Cat.2, fxp.B, MWFRS,
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6„
DL ON BOTTOM CHORD = 10.0 PSF Truss designed for wind loads
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF in the plane of the truss only.
considered for this design.
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) .Gable end truss on continuous bearing wall UON.
Conti cto CNla no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals.
C,CN C18I,CB18 (orr = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
12-0012-
00
1' 1
T
12 'IM-4x4 12
6.00[7' Q 6.00
3
o
CO
d Oil4
-_ -_ o
p /,/,',//////////z/_/_////, f////////Z/ /////ZZfl/////y/////////fl/////J////////izz //y///J///////// ///// ///, 0
1 S)
M-2.5x4
M-2.5x4
)- y .1-
12-00 12-00
y y 3- y
1-10 24-00 1-10
JOB NAME: HESS RES-ADDITION-CODY - 82 Scale: 0.3219
r D PROFf,
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual rt iG NE.;
Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding 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: BS 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). r ##
DATE: 3/31/2014 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. t i+�
SEQ. : 5873473 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.
TRANS I D: 394776 5. CompuTrus has no control over and assumes no responsibility6. Design assumes full bearing at all supports shown.Shim or wedge if
pponifor the necessary. 9 OREGON
• 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
11011/1/ liiiI VIII III
IIII TPINVECA in BCSI,copies of which will be furnished upon request lines coincide with joint center Tines.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ��
EXPIRES: I2 O
IIThis design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 3.5' IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.O0
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2- 8=(-484) 1478 3- 8=(-336) 192
BC: 2x4 DF #1&BTR SPACED 24.0. O.C. 2- 3= -1747 627 8- 9=(-336) 960 8- 4= -69) 594
WEBS: 2x4 OF STAND 3- 4= -1543) 483 9- 6=(-484) 1478 4- 9=( -69) 594
• LOADING 4- 5= -1543) 483 9- 5=(-336) 192
TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1747) 627
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -67) 93
TOTAL LOAD = 42.0 PSF
OVERHANGS: 22.0° 22.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -178/ 1237V -144/ 144H 5.50' 1.98 DF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series THE LIVE
BOTTOM ATT HO CATIONS)DEAD SPICIFIAEDDNBYUIBCC F2009 .P23'- 3.5' -178/ 1237V -144/ 144H 5.50' 1.98 OF ( 625)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.025' @ -1'- 10.0° Allowed = 0.183'
• MAX TL CREEP DEFL = -0.032" @ -1'- 10.0° Allowed = 0.244"
MAX LL DEFL = -0.056" @ 15'- 6.3' Allowed = 1.119"
MAX TL CREEP DEFL = -0.125° @ 15'- 6.3" Allowed = 1.492'
MAX LL DEFL = -0.025' @ 25'- 1.5° Allowed = 0.183°
MAX TL CREEP DEFL = -0.032° @ 25'- 1.5° Allowed = 0.244' 1
MAX HORIZ. LL DEFL = 0.023° @ 22'- 10.0"
MAX HORIZ. TL DEFL = 0.037' @ 22'- 10.0"
11-07-12 11-07-12 T Design conforms to main windforce-resisting
system and components and cladding criteria.
5-09-14 5-09-14 _ 5-09-14 5-09-14
T 1 ( f T Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
12 12 Enclosed, Cat.2 Exp.B, !MFRS,M 4X6 interior zone, load duration factor=1.6„
6.00 D D 6.00 Truss designed for wind loads
4.0" in the plane of the truss only.
4 ,(
c M-1.5x4 M-1.5x4
_
o 1011/1
+t
m
v
8 9 - , o
1 M-2.5x6 M-2.5x4 M-3x6(S) M-2.5x4 M-2.5x6
y y y y
7-09-03 7-09-02 7-09-03
), y .1-
10-00
10-00 13-03-08
,1 y - /- .1-
1-10 23-03-08 1-10
JOB NAME: HESS RES-ADDITION-CODY - Cl Scale: 0.2686
R
i 4#
WARNINGS: GENERAL NOTES, unless otherwise noted: -
it .
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon theparameters shown and is for an individual
,It
Truss: Cl and Warnings before construction commences. building component.Applicability of esign parameters and proper t , !
2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer.
3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at / 3,a
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t^ #
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,
DATE: 3/31/2014 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.SEQ. : 5873474 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,desi n loads be a and are for"d condition"of use.
g pplod ro any card asent6. Design assumes ful bearing at all supports shown.Sh m or wed if
TRANS ID: 394776 5. CompuTrus has no control over and assumes no responsiblity for the 9efabdcetion,handli necessary.ng,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 centerIIIIII VIIIVIII VIIIVIIIVIIIVIII IIII IIII TPIIWrCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines9. Digits indicate size of plate in inches. 1:::ir:Plif''(ltill:1:'ll :;:''(--
.. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) tr
EXPIRES: 12.11/2 4
IlI011IllIlIl This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 3.5° IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2- 7=(-502) 1479 3- 7=(-336) 191
BC: 2x4 OF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1748) 647 7- 8=(-355) 962 7- 4=( -69) 593
WEBS: 2x4 DF STAND 3- 4=(-1544) 503 8- 6=(-559) 1482 4- 8=(-119) 598
• LOADING 4- 5=(-1546) 538 8- 5=(-340) 242
TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 687
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 22.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0' -181/ 1251V -144/ 126H 5.50" 2.00 OF 625)C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 23'- 3.5" -132/ 1028V -144/ 126H 5.50" 1.64 DF ( 625)
M,M2OHS,M18HS, 16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.025° @ -1'- 10.0" Allowed = 0.183"
• MAX TL CREEP DEFL = -0.032" @ -1'- 10.0" Allowed = 0.244"
MAX LL DEFL = -0.057" @ 15'- 6.3" Allowed = 1.119"
MAX TL CREEP DEFL = -0.125" @ 15'- 6.3' Allowed = 1.492"
MAX HORIZ. LL DEFL = 0.023° @ 22'- 10.0"
MAX HORIZ. TL DEFL = 0.037" @ 22'- 10.0"
Design conforms to main windforce-resisting
system and components and cladding criteria.
11-07-12 11-07-12 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
5-09-14 5-09-14 5-09-14 5-09-14 interior, ne,2, Exp.B, MWFRS,
d
zone, load duration actor=1.6„ 1
I Truss designed for wind loads
in the plane of the truss only.
12 12
6.00 M-4x6 --,I 6.00
4.0°
/- 4 .t-,(
-4- M-1.5x4 M-1.5x4
;=-::. Q It
(.D
Cr
C O
f_ o 7 -- 8 6 -4O
1 M-2.5x6 M-2.5x4 M-3x6(S) M-2.5x4 M-2.5x6
y J, J• y
7-09-03 7-09-02 7-09-03
y J, y
10-00 13-03-08
.1' J., -- J-
1-10 23-03-08
JOB NAME: HESS RES-ADDITION-CODY - C2 Scale: 0.2660
WARNINGS: GENERAL NOTES, unless otherwise noted:
- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper " + �
2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stabihty during construction 2. Design assumes the top and bottom chords to be laterally braced at
DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by �'. .41
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f,
DATE: 3/31/2014 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. "`
44-
SEQ. : 5873475 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.
TRANS I D: 394776 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
fabrication,handling,shipmentnecessary.
:114!3:71:171:1k y ,p„
and installation of components. 7. Design assumes adequate drainage is provided. � '++"
6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center
I 111111 11111 IIID 11111 III 11111
VIII liii
liii
TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center tines.
9. Digits indicate sizeo ofp plateein inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
GA NG
EXPIRES: 12/314014
llu111NI1 This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 3.5" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 93 2- 8=(-484) 1373 3- 8=(-336) 192
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1627) 627 8- 9= -69)
WEBS: 2x4 DF STAND (-486 888 8- 4=( 529
- 3- 4=(-1422) 483 9- 6=(-484; 1373 4- 9= -69) 529
LOADING 4- 5=(-1422) 483 9- 5=(-336) 192
TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1627) 627
BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 93
TOTAL LOAD = 42.0 PSF
OVERHANGS: 22.0' 22.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -178/ 1187V -144/ 144H 5.50' 1.90 OF ( 625)
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 23'- 3.5' -178/ 1187V -144/ 144H 5.50' 1.90 OF ( 625)
C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
M,M26HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.025' @ -1'- 10.0' Allowed = 0.183"
MAX TL CREEP DEFL = -0.032" @ -1'- 10.0" Allowed = 0.244°
Refer to CompuTrus standard MAX LL DEFL = -0.049' @ 15'- 6.3" Allowed = 1.119'
gable end detail for complete MAX TL CREEP DEFL = -0.118° @ 15'- 6.3" Allowed = 1.492'
MAX LL DEFL = -0.025" @ 25'- 1.5" Allowed = 0.183'
specifications. MAX TL CREEP DEFL = -0.032° @ 25'- 1.5" Allowed = 0.244"
MAX HORIZ. LL DEFL = 0.021" @ 22'- 10.0'
MAX HORIZ. TL DEFL = 0.034" @ 22'- 10.0'
11-07-12 11-07-12 Design conforms to main windforce-resisting
( T system and components and cladding criteria.
5-08-05 5-11-07 5-09-14 5-09-14 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2 Exp.B, MWFRS,
12 12 interior zone, load duration factor=l.6„
6.00 D M-4x6 . 1 designed for wind loads
Q 6.00 in the plane of the truss only.
4.0"
4 f
Y
M 1.5x4 M-1.5x4
_ 7:; \
4.
. cfl
v v
1 M-2.5x6 M-2.5x4 M-3x6(S) M-2.5x4 M-2.5x6
y y y i
7-09-03 7-09-02 7-09-03 •
y y 1
10-00 13-03-08
y )- y y
1-10 23-03-08 1-10
JOB NAME: HESS RES-ADDITION-CODY - C3 Scale: 0.2648
, ' 6140
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual CD
'
Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper
e.'°'
2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the buiding designer.
3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at /1' Sp,, ,
. .,
DES. BY: BS T o.c.and at 10'o.a respectively unless braced throughout their length by ,°
is the responsibility of the erector.Additional permanent bracing of lb�-iP
DATE: 3/31/2014 responsibilitybuilding sn 2xcoImpact sheathinggsuch as plywooedgheathin where shown
and/or drywall(BC). i
the overall structure is the res onsibilit of the designer. 3. 2x Impact bridging or lateral bracingrequired 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.
SEQ. : 5873476 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.
TRANS I D: 394776 5. CompuTrus has no control over and assumes no responsibility 6. Design assumes full bearing at all supports shown.Shim or wedge if
• p sponsibii for the necessary. 9 ORE a
fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. Irl
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
MI
I
III ILII VIII 01111111111 IIIIIIII TPINVTCA in SCSI,copies of which will be famished upon requestlines coincide w th joint center lines 4.. 1 9. Digits indicate size of plate in inches.
10.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
EXPIRES: 12131401