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ZBy Alexiaexia Fukui Date 9/22/14
N By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS
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CD5 By: Todd R. Eaton Date: September 19, 2014 PRIORITY OVER THIS SHOP DRAWING.
-4 g CT ENGINEERING INC By AlexiaFukui Date 9/22/14
MILBRANDT ARCHITECTS
MiTek USA, Inc. / CompuTrus Software
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector.Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. Compulrus has no control over and assumes no responsibility for the
fabrication,handling,shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIM/TCA in BCSI,copies of which will be furnished upon request.
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2, Design assumes the top and bottom chords to be laterally braced at
2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown++.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-corrosive environment,
and are for"dry condition"of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss,and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate in inches.
10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek).
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This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.
DL ON BOTTOM CHORD = 10.0 PSF
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, MWFRS,
M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6„
Truss designed for wind loads
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only.
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
Gable end truss on continuous bearing wall UON.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for
complete specifications.
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JOB NAME : 2610-A NH POLYGON - Al \�� IN s%
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Scale: 0.2680
WARNINGS: GENERAL NOTES,unless otherwise noted: ��OPE I
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: 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.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ‘'
DES. BY: MJ is the responsibilityof the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .-
continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). C
DATE: ' 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONlij
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.
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: 407735 S°
A1
S E Q. : 6054120
design loads be applied to any component.
5.CompuTrus has no control over and assumes no responsibility for and are for"dry condition"of use.
6.Design assumes full bearing at all supports shown.Shim or wedge if `/0 lt y 14, �p A.
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necessary. MFR A O-
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.
6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
IIIIII EMI
1110
VIII VIII VIII 1111
IIII TPIANTCA in BCSI copies of which will be furnished upon request. git coincidewith joint ain ches
9. Digitssindicate size of plate to inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37-06-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1 00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 1- 6=(-660) 4010 6- 2=( -372) 3060
BC: 2x8 KDDF k1&BTR 2- 3=(-4470) 640 6- 7=(-656) 3990 2- 7=(-1914) 270
WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4470) 640 7- 8=(-656) 3990 7- 3=( -834) 6404
2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5=(-660) 4010 7- 4=(-1914) 270
2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 17'- 0.0" V 4- 8=( -372) 3060
BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 17'- 0.0" V
TC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = Com uTrus, Inc 17'- 0.0" -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625)
P ) p BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
'COND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.'
( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
J'--- Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.054" @ 8'- 6.0" Allowed = 0.804"
nails staggered at: MAX TL CREEP DEFL = -0.109" @ 8'- 6.0" Allowed = 1.072"
9" oc in 1 row(s) throughout 2x4 top chords,
6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5"
9" oc in 1 row(s) throughout 2x4 webs,
9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. TL DEFL = 0.020" @ 16'- 6.5"
8-06 8-06 NOTE: Design assumes moisture content does
'( "I' not to exceed 19% at time of manufacture.
4-07-14 3-10-02 3-10-02 4-07-14 Design conforms to main windforce-resisting
T system and components and cladding criteria.
12
M-5x6 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
14.00I/ 5.0„ a 14.00 Enclosed, Cat.2, Exp.6, MWFRS,
3 interior zone, load duration factor=1.6„
Truss designed for wind loads
VV i in the plane of the truss only.
M-3x6 M-3x6
M-7x16M-7x16
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EO PROF
JOB NAME : 2610-A NH POLYGON - A2 �' 0/0
Scale: 0.2151 CJ 7
WARNINGS: GENERAL NOTES,unless otherwise noted: �4 92 7.le P E •37
r-
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` AO"'
the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '-- It
DATE: 9/9/2014 P Y 93.2x Impact bridging or lateral bracing required where shown++
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 9 OREGON 4,
SEQ. : 6054121 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 �A y 20����
design loads be applied to any component. and are for"dry condition"of use. , -7
TRANS I D: 407735 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 Q 4 0.'
fabrication,handling,shipment and installation of components. necessary. MFA R Ilk-
7.Designassumes atedadequate hdrainage is o 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 placetl so their center
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request, lines coincideidiawith joint center lines.
9. Digits indicate size of plate in inches. t
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 X2015
MEW
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc saacing.1
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does
not to exceed at time of manufacture.
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.
DL ON BOTTOM CHORD = 10.0 PSF
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
considered for this design.
LL = 25 PSF Ground Snow P Enclosed, Cat.2, Exp.B, MWFRS,
Connector plate prefix designators: ( 9) interior zone, load duration factor=1.6„
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only.
Gable end truss on continuous bearing wall UON.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for
18-09 18-09 complete specifications.
T
12-06-01 6-02-14 6-02-15 12-06-02
12 IIM-4x4 12
7.00 G= NN .7.00
M-3x5(S) M-3x5(S)
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37-06 1-00
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JOB NAME : 2610-A NH POLYGON - B1 Scale 0 2285 �� o
WARNINGS: GENERAL NOTES,unless otherwise noted 92 ODE 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 S
T r u s s: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�
DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,
P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.
DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON ��(/
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7
SEQ. : 6054122 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, '4 1
design loads be applied to any component. and are for"dry condition"of use. /, -T/ 14 Z0 4r
TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge it nQ`
fabrication,handling,shipment and installation of components. necessary. MFAA I�� V
P P 7.Design assumes adequate ne hdrainage is sa
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
1111111111111111111TPINVECA in BCSI copies of which will be furnished upon request. git coincide with jointcenterinches.9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5824) 1802 1-10=(-1553) 5106 10- 2=( -904) 3278
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2500) 750 10-11=(-1511) 4952 2-11=(-3100) 978
WEBS: 2x4 KDDF STAND; 3- 4=(-2499) 736 11-12=) -546) 1802 11- 3=( -315) 139
2x4 KDDF #1&BTR A LOADING 4- 5=(-1842) 564 12-13o( -593) 1977 11- 4=) -149) 698
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1882) 585 13- 8=( -704) 2353 4-12=( -633) 249
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2644) 745 12- 5=( -297) 1506
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2873) 910 12- 6=( -707) 245
8- 9=( -34) 57 6-13=( -18) 550
OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -269) 174
** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -217/ 1738V -270/ 270H 5.50" 2.78 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series 37'- 6.0" -242/ 1871V -270/ 270H 5.50" 2.99 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.317" @ 5'- 6.0" Allowed = 1.829"
MAX TL CREEP DEFL = -0.582" @ 5'- 6.0" Allowed = 2.439"
18-09 18 09 MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133"
5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199" @ 37'- 0.5"
T T T T T T T T MAX HORIZ. TL DEFL = 0.310" @ 37'- 0.5"
12 12
7.00/ M-4x6 7.00 NOTE: Design assumes moisture content does
not to exceed 19% at time of manufacture.
4.0"
5 -(--4' Design conforms to main windforce-resisting
system and components and cladding criteria.
#000
3 1 M-5x6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
M-3x4 Enclosed, Cat.2, Exp.B, MWFRS,
M-5x6(S) interior zone, load duration tactor=1.6„
0.25" Truss designed for wind loads
0.25° c in the plane of the truss only.
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WEDGE REQUIRED AT HEEL(S). 12
k y y y y y
y 5-06 , 5-00-08 y 8- 02-08 9-05-07 9-03-09 y y
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37-06 1-00
p,ED PROpF
JOB NAME : 2610-A NH POLYGON - B2c;\((- IN
Scale 0.1674 -7 7'
/7///,pss
<IP
WARNINGS: GENERAL NOTES,unless otherwise noted: CC 92 PE -.7
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '..
Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1'
is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood ' - �
the overall structure is the responsibility of the buildingdesigner. required sheathing(TC)and/or drywall(BC). Vii Cr
DATE: 9/9/2014 P Y 9 3.2x Impact bridging or lateral bracing 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. L OREGON 4/
SEQ. : 6054123fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
1�1�
design loads be applied to any component. and are for"dry condition"of use. /Q -9 y 1q 2„ AT
TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if
necessary. iii -R A'` �C
fabrication,handling,shipment and installation of components.
7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
(IIII VIII Ill IIII MIN
VIII IIII IIII TPI WfCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.
I' 9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
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IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2608) 761 9-10=(-604) 1967 9- 3=( -23) 541
WEBS: 2x4 KDDF STAND 3- 4=(-1864) 598 10-11=(-602) 1967 3-10=(-717) 245
LOADING 4- 5=(-1864) 598 11- 7=(-716) 2331 10- 4=(-272) 1440
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 749 10- 5=(-716) 240
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5-11=( -10) 539
TOTAL LOAD = 42.0 PSF 7- 8=) -34) 57 11- 6=(-271) 175
OVERHANGS: 0.0" 12.0"
LL = 25 PSF Ground Snow (Pg)
** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -217/ 1744V -270/ 270H 5.50" 2.79 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -242/ 1861V -270/ 270H 5.50" 2.98 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.145" @ 18'- 9.0" Allowed = 1.829"
MAX TL CREEP DEFL = -0.263" @ 18'- 9.0" Allowed = 2.439"
MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5"
MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5"
18-09 18-09 NOTE: Design assumes moisture content does
'1 T T not to exceed 19% at time of manufacture.
6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11
T 'f . -r ' - 'I Design conforms to main windforce-resisting
system and components and cladding criteria.
12 12
7.00'/ M-4x6 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
4.0" Enclosed, Cat.2, Exp.B, MWFRS,
4 ,(,r interior zone, load duration factor=1.6„
,u Truss designed for wind loads
M-5x6(S) \1 M-5x6(S) in the plane of the truss only.
0.25" 0.25"
3
70= QQ
M-1.5x3 All\ :M-1.5x3
1/411
0 0
0 1`* 9 1 11 0
o M-3x6 M-3x4 8 25 M-3x4 M-3x6 0
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9-07-05 9-01-11 9-01-11 9-07-05
y y y
37-06 1-00
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JOB NAME : 2610-A NH POLYGON 63 5< (9/,%
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Scale: D ,6742
WARNINGS: GENERAL NOTES,unless otherwise noted tt 7�,PE '9r
0 0 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 f
Truss: B3 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.
Alle3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��
is the responsibility of the erector.Additional permanent bracing of -
a
DATE: 9/9/2014 responsibilitybuilding designer. continuousxIactsheathing such asb bracing
where s and/or drywall(BC).
the overall structure is the res onsibilit of the untila 3. Installation Impact bridging or lateral bracing required where shown++ OREGON
4.No load should be applied to any component after all bracing and 4. of truss is the responsibility of the respective contractor. AA__
SEQ. : 6054124 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, 4. -7� 20�t��
design loads be applied to any component. and are for"dry condbion"of use. O y 4 AA
TRANS I D: 407735 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 V
M
7.
necessary. � t'_ V
fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. CC v
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
III II IN
VIII VIII I III VIII VIII IIII IIITPI/WfCA in BCSI,copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
1111111111
IIIIIIH III This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 8) 2331 0-14= -
57 2-10= ( ) 175
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2847 920 10-11=( 59 ( -10)
539
WEBS: 2x4 KDDF STAND 3- 4=(-2605) 746 11-12 =(-598) 10-1966
1966 4-11= (-716) 240
LOADING 4- 5=(-1863) 594 12- 8=(-713) 2331 11- 5=(-268) 1439
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1863) 594 11- 6=(-716) 240
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6-12=( -10) 539
TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175
OVERHANGS: 12.0" 12.0" 8- 9=( -34) 57
LL = 25 PSF Ground Snow (Pg)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625)
37'- 6.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
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 = -0.144" @ 18'- 9.0" Allowed = 1.829"
MAX TL CREEP DEFL = -0.263" @ 18'- 9.0" Allowed = 2.439"
MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133"
18-09 18-09 MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5"
T f 1' MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5"
6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 NOTE: Design assumes moisture content does
not to exceed 19% at time of manufacture.
12 12
7.00/ M-4x6 7.00 Design conforms to main windforce-resisting
system and components and cladding criteria.
4.0"
5 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
M-5x6(S) Enclosed, Cat.2, Exp.B, MWFRS,
( ) 3 1 M-5x6(S) interior zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
0.25" 0.25"
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M-1.5x3 M-1.5x3
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JOB NAME : 2610-A NH POLYGON - B4 <'''' IN u4.
Scale: 0.1625 ��%q� s�o2
r// yT
WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92 P E IP
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 individualr.
Truss: 64 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_�
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. Cr
DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( )
4.Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON to
SEQ. : 6054125 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.°N -A-•design loads be applied to any component. and are for"dry condition"of use. / A//'
n
TRANS I D: 407735 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 Q 74, `O�A�
fabrication,handling,shipment and installation of components. necessary. A "�A'1 '0
-
7.Design assumes adequate both
drainagecis provided. ice/
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
11111 EMI
11111
VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 doff uplift at 24 "oc spacing.'
IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does
not to exceed 19% at time of manufacture.
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12"OC. BOB. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.
DL ON BOTTOM CHORD = 10.0 PSF
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF
considered for this design. Wind: 110 mph, h=25ft, Exp.B,.2,BCDL=6.0, ASCE 7-05,
LL = 25 PSF Ground Snow P Enclosed, Cat.2, Exp.6MWFRS,
Connector plate prefix designators: ( 9) interior zone, load duration factor=1.6„
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON.
Lo
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Rfer or equal typical at stud verticals.
Reefer to CompuTrus gable end detail for
18-09 18-09 complete specifications.
T 1' T
12-06-01 6-02-15 6-02-15 12-06-01
12 HM-4x4 12
7.00> N. \7.00
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M-3x5(S) M-3x5(S)
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JOB NAME : 2610-A NH POLYGON - B5 scale Q 2247 \�< so
�� X7/7/( w2
WARNINGS: GENERAL is unless otherwise noted: •�1 P E 9c
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters strewn and is for an individual
Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,'
DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;_.
P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 40 - h.
DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` OREGON �,'`l
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. tx `.1
SEQ. : 6054126 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, , .4 i O
design loads be applied to any component.
5. and are for"dry condition"of use.
6. O _7 1 4 2 A�
TRANS I D: 407735 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if A es
necessary. M �A%LE' SJ
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.
8.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
11E11111111111111111111111110.TPINVECA 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 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
1111111111 This design prepared from computer input by
PACIFIC LUMBER-BC i
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does
not to exceed 19% at time of manufacture.
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 Design conforms to main windforce-resisting
DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria.
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
Wind: 110 mph, h=15ft, .2,BCDL=6.0, ASCE 7-05,
M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=l.6„
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for
11-00 11-00 complete specifications.
12 M-4x4 12
6.00 V
6.00
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JOB NAME : 2610-A NH POLYGON - Cl ' '�E� PROFFS
Scale: 0.3653 �` %q/11 s/Oy9
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WARNINGS: GENERAL NOTES,unless otherwise noted: r.'L/ PE
Cl1.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 c 92 t'
Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper ,Ad /
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -- 1_
the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ,_
DATE: 9/9/2014 P Y 9 3.2x Impact bridging or lateral bracing where shown++ Iftl rt-
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. 'j7 OREGON 4,
E Q. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, \�
design loads be applied to any component. and are far"dry condition"of use.
'.:011 q�. 14' ZQQ Al
TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifV
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 8.Plates shall be located on both faces of truss,and placed so their center
I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/VrCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIII1111i This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207
BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1504) 634 8- 9=(-339) 834 8- 4=( -98) 492
WEBS: 2x4 KDDF STAND 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=) -98) 492
LOADING 4- 5=(-1318) 499 9- 5=(-311) 207
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 12.0" 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.045" @ 7'- 6.2" Allowed = 1.054"
MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406"
MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133"
11-00 11-00 MAX HORIZ. LL DEFL = -0.019" @ 21'- 6.5"
T '1 - MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5"
5-09-04 5-02-12 5-02-12 5-09-04 NOTE: Design assumes moisture content does
T T T T T not to exceed 19% at time of manufacture.
12 12
6.00 / M-4x6 X16.00 Design conforms to main windforce-resisting
system and components and cladding criteria.
4.0"
4 ,(--,' Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
-, Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
M-1.5x3 M-1.5x3
3
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12-00 10-00
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JOB NAME : 2610-A NH POLYGON - C2 Scale: 0.2653 ���vstD PN �F�ss%�
WARNINGS: GENERAL NOTES,unless otherwise noted: �C •�11PE 9n
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/
DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;_�
P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .
-411
DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON
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. : 6054128 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, 4; -'7A o1�S�
design loads be applied to any component. and are for"dry condition"of use. O -7 y 1 4 2 AT
TRANS I D: 407735 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 ty
fabrication,handling,shipment and installation of components. necessary. ' MFR RIO-
6.
Il.�^ V
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
111111111111111111110.TPINVTCA 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 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015