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❑ NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE
n 9 3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE
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DRAWINGSSPECIFICATIONS,AND APPLICABDESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY
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y: gP PRIORITY OVER THIS SHOP DRAWING,
Z CID By Alexia Fukui Date 11/20/14 By: Todd R. Eatoq Date: November 20. 2014
MILBRANDT ARCHITECTS CT ENGINEERING INC
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3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE
WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE
nFABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE
Q. DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVEar -1 PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY
-o. 1_ By Alexia Fukul Date 11/20/14
OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS.
zMILBRANDT ARCHITECTS By: Todd R. Eaton Date: November 20, 2014
- 1 CT ENGINEERING INC
11111111111
LUMBER SPECIFICATIONS
TRUSS SPAN 18'• 6.5"
TC: 2x4 KDOF M1&BTR LOAD DURATION INCREASE = "15 ICOND 2: Design checked for n t( paf)uolift at 24 oc specte I
BC: 2x4 KDDF k1&BTflSPACED 24,0. O.C.
DESIGN ASSUMES MOISTURE CONTENT DOES
TC LATERAL SUPPORT <= 12'OC. UON. LOADING NOT EXCEED 194 AT TIME OF MANUFACTURE,
sting
BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main andwcladding criteria
Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components cladding criteria.
Connect8,CN18 ((or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF
M,M20HS,M18HS,1(or = Mek MT series Wind: 140 mph, h=21,2ft, TCDL=4,2,BCDL=6,0, ASCE 7.10
LL =25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(D{r),
ads
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
olid duration factoring
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss dpleneeofd ftheor wtrusioonl .
in the y
BAND OTTOM CHORDTOM CHECKEDORD FOR 1DPSF DS ACTLIVE
NONLOAD. TOP
CONCURRENTLY. Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
complete specifications.
12 8-03-04 8-03-04
I
6.00 17 HM-4x4 12
Q 6,00
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A 1 I
BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A
HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE
OF THE BEARING WALL AND THE BOTTOM CHORD OF THE
GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING
PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION
POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE
M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
r. SITUATION, COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN t
Li) RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
Q BRACING TO THE HINGE TYPE CONNECTION.
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1-00 16-06-08 J, i'
1-00
JOB NAME: POLYGON NW PLAN 7-B NH - Al ��a�° PRO��s
Scale: 0.4872 ir
��c`5 °�7/Z/R s/c)
WARNINGS: OENERAL NOTES,unless otherwise noted: !92 P E -'
Af
Truss: A 1 1.Builder end erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual �/
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.
DES. BY: BS 3.Additional temporary bracing to Insure stabilityduty g construction 2•Design assumes the top and bottom chords to be laterally braced at // '
Is the responsibility of the erector.Additional permanent bracing of 2'o.abraced and at 10•o.o,respectively unless throughout their length by ��
DATE: 9/12/2014 the overall structure is the responsibility of the building designer. Impact
sheathingnor such as cingoehead where shownwdrywap(BC), yL OREGON� �
4.No bed should be applied to any3.2x
continuous
of truss or lateral bracing required where ++
SEQ. : 605 9056 PW component unlit after as bracing and 4.Installation of is the responsibility of the respective contractor. L4.
fasteners are complete and at no are should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, ��. i" 14. 2� IP.
TRANS 'ID: 408071 design leads be applied to any component and are for"dry condition"of use. ii
5.CompuTrus has no control over and assumes no reaponaibialy for the 0,Desigassumes
s umes full bearing at as suppIs orts shown.Shim or wedge If dI R n I O- V
n of
S.This
fabrication,
is furnished subject to the limitations set forthorbyle 5.Design
hal be locatedcedon both drainage
of truss,end pieced so their center r'1 r1
I IIIIII 11111111111111111 lines joint center Ones.
0111 111 IIII IIII MiTTek USA,Inc./CompuTrus s Softw re 7.6.6(1 L)-E request 1g.0.Fo bcoincodewitprpialedesign values see ESR-1311,ESR-1555(MINS)
EXPIRES:12/31/2015
This design prepared from computer input by
Ell PACIFIC LUMBER-BC
TRUSS SPAN 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBERSPECIFICATIONSKDD1613TRLOAD DURATION INCREASE = 1.15 1. 2 0)
8- 8='-378) 1540 3-1540 8- Bo(.326) 934
TC: 309
2x4 KDDF 1/16BTR SPACED 24.0' 0.C. 2- 3 -1751` 8- 4= -121 934
BE: 2x4 KDDF S1ANDfl 3- 4= -1351 288
WEBS: 2x4 KDDF STAND LOADING 4- 5= •135 256
5. 8= -1751 502
IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6= 0 50
L ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12'OC. UON. 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
LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
Connector plate prefix efixgnators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 82H 5.50' 1.29 KDDF ( 625)
M M2OHS,MIB 8 (or no priTefiM) = riepuTrus, Inc 16'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625)
M,g20HS,M13HS,N18 =MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP huh ' r 'h ,' '` ..
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100'
MAX TL
MAX ELL DEFL = •0.075 ' @ 8'• 3.2' Allowed = 0.781'
MAX TLMAXELL DEFL = 0.002' @ 17'- 6.5' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ 17'- 8.5' Allowed = 0.133'
MAX HORIZ. LL DEFL = 0.059' @ 16'. 1.0'
8-03-04 8-03-04 T MAX HORIZ. TL DEFL = 0.091' @ 16'- 1.0'
T DESIGN ASSUMES MOISTURE CONTENT DOES
4-04-11 3-10-09 3-10-09 4-04 11 T NOT EXCEED 19'1 AT TIME OF MANUFACTURE.
T 12 Design conforms to main windforce•resisting
12 M-4X6 Q 6.00 system and components and cladding criteria.
6.00 4 4.0" Wind: 140 mph, hn21.2ft,.TCDL=4.2,BCDL=8.0, ASCE 7-10
All Heghts), Enclosed Cat.2, Exp.B, MWFRS(Dir),
f load duration factor=1 �
Trues designed for wind loads
in the plane of the truss only.
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Scale: 0.3206 �+ fizf/ ��#
JOB NAME: POLYGON NW PLAN 7-B NH - A2111i�],111
WARPING!): GENERAL NOTES,unless of henvise noted: ,7 0 P E
1.Builder and erection contractor should be advised of al General Notes 1.This
s��gun ibased°mponent�uuppon of e parameters
a paran metersand orr an Individual
and Warnings before bride construction be installed
axle. Incorporation of component Is the responsibility of the building designer.
Truss: A2 2.2x4 compression web bracing must be instaMd where shown+, 2.Design assumes the top end hues xn chords b be lebre1N braced at
3.Addllonat temporary bracing to Insure stability during construction 2'o.c.end at 10'0.0.respedWely untees Meced lhrou0hoot tMlr len�th by ,;."•�"
DES. BY: BS lathe responsidwy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaI(SC). +►
tr
the overall structure is the responsidlty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ •y OREGON A.
DATE: 9/12/2014 4.No bad should be applied to any component anal after al bracing and s:Installation°`nom laathe responsibility tned ill: morespectivWw�ntractnm.nt. '/O �l 14 2.C1 tt�4,�
SEQ. : 6059057 fasteners ere applied
and at°°Imo�OUb any bads greater than and aro br'dry condition"of use. i5
design loads be appled to any component. 6.Design assumes full bearing at at supports shown.Shim o r wedge if I'rJ •� ti��
TRANS I D: 408071 5.C loads
hes no control over and component
assumes no responsibility the necessary.
6.This design furnished subject tfabrication,handing,shipment o the Imitation set installation of fourth by O.ponents. 7.Plates shalln assumes
be located adequa
te
h s of trusprovids, placed an their center
11E1 111111111111111111111111111111111 MITcIPI Slnlnc.CompuTtwiSvAllbe furnished
10.Digits ForbealepnnectorplebAaig ~es see ESR-1311,ESR-1956Wei) EXPIRES:12/31/2015
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2.10= -251 92 10- 3= -12) 169
BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3= 69 347 10.11= -255 90 3.11= -470 164
WEBS: 2x4 KDDF STAND 3- 4= -146) 779 11.12= -682 251 4.11= -1145) 248
LOADING 4- 5=( -74) 220 12.13= -48 472 4.12= 95 806
TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8= -241 848 5.12= -361 143
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7.(-566) 90 12- 6= -765) 194
TOTAL LOAD = 42.0 PSF 7. 8='-980) 274 6.13= 0 450
OVERHANGS: 12.0' 12.0' 8. 9=( 0) 50 13- 7= -346 219
LL = 25 PSF Ground Snow (Pg)
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
plate desi nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES
C Connector8,CN18 (or prefixno pdesi9) = ConpuTrus, Inc 0'- 0,0" -61/ 213V -135/ 135H 119.00' 0.34 KDDF 625
C,CN,C18,C18,(or n MiTek xT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00' 0.17 KDDF 625
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0' -231/ 1605V 0/ OH 119.00' 2.57 KDDF 625
26'- 0.0' -109/ 613V 0/ OH 5,50' 0.98 KDDF 625
Refer to ConpuTrus standard
gable end detail for complete ICOND. 2: Design checked for net(-5 psfl uplift at 24 "cc spacing.'
specifications. 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 = -0.036' @ 21'- 8.1' Allowed = 0.781•
MAX TL CREEP DEFL = -0.065' @ 17'- 8.8' Allowed = 1.042'
13-00 13-00 MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100"
5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133'
MAX HORIZ. LL DEFL = 0.021' @ 25'- 8.5'
MAX HORIZ. TL DEFL = 0,034' @ 25'- 6.5'
IIM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES
M-3x5 NOT EXCEED 196 AT TIME OF MANUFACTURE.
12 M-1.5x4 5 4, sM-3x5
6.00 M-3X5 'S16.00
12 Design conforms to main windforce-resisting
M-3x4 M-1.5x4 Q 6.00 system and components and cladding criteria.
M-3-3x5x4 Wind: 140 mphh=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7-10
yr M (A11 Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),
load duration factor=l.6
co Truss designed for wind loads
0
M-3x6 in the plane of the truss only.
3441111111
M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets.
11
1111111111111111k4Truss designed for 4x2 outlookers. 2x4 let-ins
�� a� of the same size and rade as structural top
0 3
chord. Insure tight fit at each end of let-in,
r c M-5x6 M-3X4 c permissiblemust
inletcut
boardwith
areas only.
•-T/- 3 I -- B M-3x8 3
C M-1105x3 11 o
M-3x4 M-5x10 -.33.00 3.00 -
12 12
J• l y )' 1,
9-11 3-01 4-08-12 8-03-04
J. /. ), 1. y 1,
1-00 9-11 7-09-12 8-03-04 1-00
J. y
1-00 26-00 1-00
0.0 PR Dicer,
'X
JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2140 �5G(Niu, s,
WARNINGS: GENERAL NOTES,unless otherwise noted: kr /Zit "f1,�;
B1 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 4t' 7,7G•'P E
Truss: B 1 and Warnings before construction commence. building component.Applicability of design parameters end proper �//
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ''
3.Additional temporary bracing to inure stability during construction2.Design assumes the top end bottom chords to be laterally braced at
DES. BY: B$ Is ere responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by �,,1111.4.
DATE: 9/12/2014 the overall structure is the rasponeibimy of the building designer. continuous sheathing such as plywood sheatwng(TC)and/or drywaNSC). /�`a '
3.2x Impact bridging or Mend bradng required where shown++ Q
4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility
�
of the respective contractor. OREGON ti
bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4".
design loads beSEQ. : 6059058 fasteners are complete and at no time should any applied to any component
5.ConpuTrus has no control over and assume no responsibility for the and are for"dry condition"of use. 4.,
8.Design assumes full bearing at ail supports shown.Shim or wedge If V '�J� 1 4 2,0� K��
TRANS I D: 408071
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R �.
IIIIII)IIII)IIII VIII VIIIIII)NII III IIII �'
8.This design is furnished subject to the Imitaaora set forth by 8.Plates shall be located on both faces of truss,and placed so their center
TPIM/TCA In BCS),copies of which will be furnished upon request tinea coincide with joint center lines.
8,Digits indicate size of plate In Inches.
MITek USA,Ina/Com uTrua Software 7.8.8(1 L}E 10.For basic connector pate design values sea ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2-10= •247 1594 10- 3= 0 228
BC: 2x4 KDDF ®16BTR SPACED 24.0' O.C. 2- 3= •1886 361 10-11.(-249) 1591 3.11= -378 107
WEBS: 2x4 KDDF STAND 3- 4= -1479 959 11.12= -171) 1308 4-11= -85 78
LOADING 4- 5= -1343 362 12.13= -436 2628 4.12= -183 151
TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1388 348 13- 8= -618) 2784 5.12e -207 953
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 7= -2948 590 12- 8= -1728 395
TOTAL LOAD = 42.0 PSF 7- 8= -3145 715 6-13=) •191) 1428
:
OVERHANGS12.0' 12.0' B- 9= 0) 50 13- 7=( •104) 165
LL = 25 PSF Ground Snow (Pg)
Connector plate prefix desi nators:
C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA
M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
0'- 0.0' -179/ 1208V -134/ 134H 5.50' 1.93 KDDF 625
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF 825
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICOND 2' Design checked for net(-F oaf) 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 = -0.170" @ 17'- 8.8' Allowed = 1.254'
MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' Allowed = 1.872'
MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ 27'• 0.0' Allowed = 0.133'
13-00 13-00 ,' MAX HORIZ. LL DEFL = 0.098' @ 25'• 6.5'
5-02-12 4-08-04 3 01 4.07 4.00-05 4-04-11
MAX HORIZ. TL DEFL = 0.162' @ 25'- 8.5'
T T f '1 T '( '( DESIGN ASSUMES MOISTURE CONTENT DOES
12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE.
6.0017 M-4x6 Q 6.00 Design conforms to main windforce•reaiating
4.0" system and components and cladding criteria.
5 Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
(All Heights), Enclosed Cat.2, Exp.B, MWFRS(D�r),
M-3X4 load duration factor=1.�
M-3x6 Truss designed for wind loads
440.1%
in the plane of the truss only.
M ''
0 ,
-- M-3x 3 M•1.5x3
ro441
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M1- x6 =M-4x4 c�
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o M-3x4 M-1.5x3 M-5x10 c
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12 12
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1-00 9-11 7-09-12 8-03-04 1-00
/' y
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1-00 26-00 1-00
JOB NAME: POLYGON NW PLAN 7-B NH - 62 Scale: 0,2,49 `.��� 4 P" ���`g/oA_
WARNINGS: GENERAL NOTES,unless otherwise noted: nn rrr111/Z/T 44 y�
1.Bidder end erection contrador should be advised of d General Notes 1.Ns design Is based only upon the parameters shown and Is for en Indlvlduo 4' •P E fy
B2 end Wemings before construction commences. building component.Applicability of design parameters and proper J,.,.
Truss: incorporation of component is the neponsldlty of the building designer.2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et
3.Addmlonei temporary bradng to Insure ei dmy during construction 2 o.c.and at 10'o.o.respectively unless braced throughout their ler qgthtln by ,/:� �'
DES. BY: BS isms responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr
DATE: 9/12/2014 the overall sbudure Is the respanolbilty elle building designer. 3.2x Impact bridging or lateral bradng required where shown*« OREGON b
S E 0. : 6059059 4.No bad should be tippled to any component until after d bradng and 4.!natation of truss Is the responslttty of the respective connector. yj
Isetenen an conglste and et no gine should any bads greeter than 5.Design assumes trusses en to be used In a non-corrosive emiranmem, ,IF _Z��
design bads be applied to erry component. and aro for"dry condition•of use.
TRANS I D: 408071 5.Com uTrus hes no control over and assumes no responeibNBy for the 6.Design assumes full bearing d supports shown.Shim or wedge If �vh1 4 tiQt
fabrication,herding,shipment and Installation of components. necessary. c+l I 11�`- v
7.Design assumes adequate drainage is ed.
II 6.The design Is furnished sub)ect to the Imitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center
IIIIII VIII IIII VIII VIII VIII IIII IIII IIII MIT USA,lnc.CompuTltla SoftwareTPVWTCA in BCS4,copies of which will be .furnished(1 L)E 1oint center Ines.
0.For basic connectorInes colndde Diglts Indicateof plate design values see ESR-1311,ESR-1958(MITeq
aEXPIRE8:12/31/2015
I
IIIIIIIIIIIIII This design prepared from computer input by'
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF)Cq=1.00
TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2- 8= •270111 1528 3. 8= -383 258
BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2- 3= -1813) 396 8- 9=(-124) 1001 8- 4=(.128` 638
WEBS: 2x4 KDDF STAND 3- 4= •1590) 399 9. 8=(•298) 1528 4. 9= -128) 638
LOADING 4- 5= -1590) 399 9- 5=(•383) 258
TC LATERAL SUPPORT<= 12'OC. UON.
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1813 396
DL ON BOTTOM CHORD = 10.0 PSF 8. 7= 0 50
OVERHANGS: 12.0' 12,0' TOTAL LOAD = 42.0 PSF
Connector plate prefix desi nators: LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BR0 AREA
C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SG.IN, (SPECIES
M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIIED BY IBC 2012. 28'- 0,0' -179/ 1206V 130/ 13 OH 55.50' 1.93 KDOF.50' 1.93 KDDF 4H ( 625
625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
(00110. 2: Design checked for net( psf) uplift at 24 'oc spacing I
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 = -0.083' @ 17'- 1.8' Allowed = 1.254"
MAX TL CREEP DEFL = •0.127" @ 17'- 1.8" Allowed = 1.672"
MAX LL DEFL = 0.002" @ 27'- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = •0.003" @ 27'- 0.0' Allowed = 0.133'
MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5'
MAX HORIZ. TL DEFL = 0.043" @ 25'• 6.5'
13-00 13-00
6-09 04 '' DESIGN ASSUMES MOISTURE CONTENT DOES
6-02-12 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE.
to man wndforce- esistin
12 12 system fponentsiandicladdin rcriteria.
s,00 M-4x6 a 6.00 Y andcomP e
Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7-10
f 4 4 "
(A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dlr),
1° Trussduration designedfacforwind6load loads
in the plane of the truss only.
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JOB NAME : POLYGON NW PLAN 7-B NH - 63 Scale: 0.2199 '•(.. JSP" Afi6:0.
WARNINGS: GENERAL NOTES,unless otherwise noted: �tLI 1 I L.!! /
1.Builder and erection contractor should be advised of al General Notes 1.Na design Is based only upon the parameters shown and Is for an Individual 9`2..P E q{
T r u s s B3 and Warnings before construction commences. buildingcomponent //f
Incorporationf component is th of spogn pay of
en and proper /
2.2x4 compression web bradng must be Installed where shown+, asuofthe topds the responsibility toy the ally braced designer. _ ,✓' ✓
DES" BY: BS 3.Additional temporary bradng to Insure stability during construction 2.Design at 1'the and bottom chords be throughout
et
is the respons istity of the erector.Additional permanent bradng of 7 sc,and at 10'do respectively unless braced throughout their le ptit by ,/, /r"
DATE: 9/12/2014 the overall structure is the responsibility continuous sheathing such as plywood heaths g(TC)and%ordryvnA(BC), !a" •
non ,p of the building designer. 3.2xIn impactofbridgingtruss
ors laterel leering required the where shown+a r , ` OREGON ,t(/
4.No load should c ba lateappledn any component should
ld until afteral bracing and 4.Design ass of es trusses
Is the responsibility obs sof the respective contractor. ^7 Z,
SEQ. : 605 9060 fasteners are complete and at no time should any loads greater than 5.Design assumes busses ars to be used In a non-corrosive environment, G" �
design loads be applied to any component •and aro for"dry condition*of use.
TRANS I D: 408071 e.CompuTn,s he.no control over and assumes no responsibilityresponsibilityfor the 6Denean assumes full bearing at all supports shown.Shim or wedge If V 14 20n Q`}
fabrication,handling,shipment and Installation of components. 7.Design assures adequate drainage Is provided. /� '�R V�y V
6.This design Is furnished subject to the Imitations set forth by It Plates shall be located on both faces of truss,and placed so their center
1111111 VIII VIII VIII VIII VIII IIID IIII IIIIch will be furnished
MTe USA,Inc./CompuTrusIANTCA in BCSI,copies of tSoftware 7 8 L En request. th Joint center Ines.
lines Da of
design iBlF � plaro inches.
see ESR-1311,ESR-1968(g9Tek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
IC: 2x4 KDDF Y16BTR; LOAD DURATION INCREASE = 1.151- 2= 0 50 2- 8= -251 1275 8- 3= 0) 232
SPACED 24.0' O.C. 2. 3= -1524 377 8- 9= -253 1272 3- 9= -448 135
206 KDDF N18BTR T2 9. 4= -1084 960 9.10= -282 1212 9. 4= -87) 535
BC: 2x4 KDDF 411NDfl LOADING 4- 5= 0) 0 10-11= -261 1213 9- 8= -391) 167
WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= -1043) 332 6.10= 0) 201
TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11= -1450 362
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13- 7= -846 181
LL = 25 PSF Ground Snow (Pp)
NOTE: 2T4 OPACIOR AT E'SC UON. FOR BEARINGLMAX VERT MAX HOAZ BRG REQUIRED BAG AREAOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES
ALL FLAT TOP CHORD AREAS NOT SHEATHED RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL 0'- 0.0" -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 825
_, = AEOUIREYENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.5" -92/ 683V 0/ OH 53.50' 1.09 KDDF ( 625
OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF ( 625
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
verica or equal non-structural
verticalICOND 2• Design checked for net(_5,nsfl uplift at 24 'oc soacina.)
members (uon).
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100'
C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
M,M2OHS,1118HS,M18 = MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0.0' Allowed = 1.054'
specifications. MAX IL CREEP DEFL = -0.083' @ 11'• 0.0' Allowed = 1.406"
MAX HORIZ. LL DEFL = 0.020' @ 21'- 11.5'
MAX HORIZ. TL DEFL a 0.034' @ 21'- 11.5'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19's AT TIME OF MANUFACTURE.
13-00 13-00 Design conforms to main windforce-resisting
f system and components and cladding criteria.
5-11 5-01 2-00 3-01 9-11 (Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
T T T A11 Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 5 =M-4x4+ 12 load duration factor=l.6
? M-4X6 *- 16.00 Truss designed for wind loads
8.00 in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - 64 Scale: 0.2436 „c� I,7iz /0
.WARNINGS: GENERAL NOTES,unless otherwise noted: - ' ,�P E f'
B4 ir
1.Builder end erection c ntrador should be advised of al Gener&Notes 1.This design Is based only upon the parameters shown end Is for an Individual
i .Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stadmy during construction 2.Design assumes the top and velybosu chords to be laterally braced a[
DES. BY: BS is the responsibility or the erector.Additional permanent bradng of c o.c,and a<ta'4nc.cre h as
p y unless braced(TC)and/o dry lerpth). /,-d d' �,
continuous sheathing such a pywood ehaathing(TC)and/or drywnl(BC).
DATE: 9/12/2014 the eyeful structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 37L y .( RE�ION�a �C
4.No load should be rippled to any component until after al bracing and 4.m otellatlon of truss Is the responsldly of the respective contractor. . '��' E N
SEQ. : 60590 61 fasteners ere complete and at no time should any beds greater len 5.Design eesumss tomes eret sbe used In a noncorrosive environment. V
design loads be applied to any component end are for"dry condition"of as.
TRANS I D: 408071 5.CompuTnrs has no control over and assumes no responsibility for the 8.Design aasumes full beading at el supports shown.Shim or wedge H A.
fabdcation,handling,shipment and Installation of components. necessary.ass --/`R R V t-k-
7.Design assumes adequate drainage Is provided.
8.This design Is furnished sr�ect to the imitations set forth.by 8.Plates shell be located
of pooneboth faces of Nes,end placed so their center
11111111111111111111111111111111111
Welt SATPIANTCA'nln CompuTrrta Software 7 es of which v4I be furnished
8(1 L)�m in inches.
0. Joint center Ines.
9.Fla basic ts connInes coindde eector plate design values see ESR-1311,ESR-1988(MITeq
EXpIRE5:12/3112015
IIIIIIIIIIIIi This design prepared from computer input by—
PACIFIC
yPACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0"
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 sit)
uplift at 24 'oc spacing,'
BC: 2x4 OF #16BTR; SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES
2x4 KDDF #16BTR 51
NOT EXCEED 19%AT TIME OF MANUFACTURE.
LOADING
TC LATERAL SUPPORT<= 12'OC. UON.
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 desi nators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7.10,
C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL= 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M,M2OHS,M18HS,M16 = MiTek MT series coed duration factor=l.6
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
REQUIREMENTS OF IBC 2012 AND IRC 2012 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.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer
or equal typical at stud verticals.
to CompuTrus gable end detail for
complete specifications.
11-00 11-00
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JOB NAME: POLYGON NW PLAN 7-B NH - Cl 9, pR4Ft
Scale: 0.3691 \���1 IN ss
WARNINGS: GENERAL NOTES,unless otherwise noted: if? /rt,,, t
1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -4t' T 921 4 P E r
Truss: 01 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. �.% /.../
DES. BY: BS 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 permanent bracing of 2'c.c.and at 10'o.c.respectivelyunless braced throughout their length by ,�r,�►
DATE: 9/12/2014 the wares structure Is the responsibility of the build designer. continuous sheathing such as (g
^5 5^ 3.2s Impact bridging or lateral bracing�shred wheres oven drywaA C). /^�'Aa�
�f 4.No load should be applied to anycomponentrt�prequired shown++ ea
SEQ. : 60590 62 fasteners are co p� until alter all bracing and 4.Desalt tion of trues is the responelday of the respective contractor. n4 7 OREGON
complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environMe ts J.0
TRANS I D: 408071 Cornpudesign Trus be applied to any component. and are for"dry condition*of use. / Q
S.CompuTrus has no control over and assumes no responslbmy for the O.Designnecessassumes full bearing at ail supports shown.Shim or wedge if 114 1 2. p,
n
6.This design is furnished subject to the fabrication,handing,shipment andmryations tet forthn B.Design
h s shall beytoceteduata drainage Is provided.and placed so their center 4ferir1`uv. 5
I IIIIII 11111 11111 VIII 11111 11111 11111 IIIb IIIb TPIANTCA in SCSI copies of which will be furnished upon request apes coincide with)Dint on
faces Ness.o
MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 190.For bDigitsasicconesize of neector plate desigte in n values see E8R-1 311,E8R-1588(MiTek)
EXPIRES:12/31/2015
This design prepared from computer input by
IIIIIIIIIIIIII PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8= •224 1281 3. 8= -311 220
SPACED 24.0' O.C. 2- 3= -1504 335 8- 9= -103 834 8- 4= -111` 492
BC: 2x4 KDDF S1ANDfl 3. 4= -1318 338 9. 6=1.2531 1281 4- 9= -111) 492
WEBS: 2x4 KDDF STAND LOADING 4- 5= -1318) 338 9- 5= -311) 220
LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1504`) 335
TC LATERAL SUPPORT <= 12'OC. UON. ( UL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 50
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF
OVERHANGS: 12,0' 12.0' LL = 25 PSF Ground Snow (Pp) 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' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF 825
M,M2OHS,M18HS,M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGOhD 2 Des gra checked for net( 5 asfl uslift at 24 'oc soac ng
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX LL DEFL = -0.043' @ 14'- 5,8' 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'
MAX HORIZ. LL DEFL = 0.018' @ 21'- 8.5'
11-00 MAX HORIZ. TL DEFL = 0.030' @ 21'- 8.5'
11-00 1' 1' DESIGN ASSUMES MOISTURE CONTENT DOES
5-09-04
5-02-12 5-02-12 5-09-04 NOT EXCEED 19's AT TIME OF MANUFACTURE.
TDesign conforms to main windforce-resisting
12 "'" :16.00
12 system and components and cladding criteria.
6.00 M-4x6 Q 6.00 Wind: 140 mphh=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10,
4.0' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
4 hf oad duration factor=1.6
/- /1\1"
Truss designed for wind loads
in the plane of the truss only.
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WARNINGS:
GENERAL NOTES,unless otherwise noted: cc "92.'P E r
1.and
end erectionrconstrcontractoruction
onshouldcon nr advised of al General Notes 1.This deNgnmb�bnand onApplicabilityuddesignthe ters shown and perameten ands for en individual
Truss: C2 and Wamroa on bredng commences. properf
Incorporation component
of component Is the of design
pa r of the bend designer.
2.2tr4 compression web bndrg must be Instilled where shown+. 2.Design assumes the top and bottom chords to be laterally braced at . �, `
3.Additional temporary bracing to Insure stability during construction 2'a.o.and at 10'o.e.respedNely unless braced throughout their NnnQtpthh by ,r.:'P
DE$• BY: BS b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywal(SC).
CC
DATE: 9/12/2014 the overall structure la the responsibility of the building designer. 3.24 Immppaect bridging or lateral bracing required where shown++ OREGON [/
4.No bed should be applied to any component until alter elracing band 4.Inion of truss Is the responsibility of the respective contractor. 1,, r�'
SEQ. : 6059063 fasteners are complete and at no urns should any beds greater then 5.Design assumes trusses are to be used in a noncorrosive environment, ��/ 14 011P-
TRANS I D: 408071
design loads be tippled to any component
5.CompuTrus has no control over and assumes no responsibility for the end are for"dry on full n'of use. n V
6.Design assumes bearing at al supporta shown.Shim or wedge k �r 1�'
necesesry. 74
fabdcetion,handling,shipment and instals/on of components. 7.Design assumes adequate drainage Is provided. ..
6.TTPVU eCA In B copes subject tote l banished forth
trupon y 8.
8.ins csndde with joint located on
Anes.faces of •,end pieced so their center
1111111 IN
/1111/1111 II 11111 VIII IIII II MiTek USA,Inc./CompuTrus which
Software furnished
l)-E ,o.For basiindicate
conMaor plate plate
value,see ESR-1311,ESR 1985(Wet) EXPIRES;12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by—
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0'
IC: 2x4 KDDF CATION LOAD DURATION INC221.15 ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.)
BC: 2x4 KDDF A1SBTflSPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES
IC LATERAL SUPPORT <= 12'OC. UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE,
BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main andwcladdingresisting
Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components criteria.
Connect6,CN16 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF
M,M20HS,M16HS,Mor = MiTek MT series Wind: 140 mph h=15ft,Enclosed,
ASCE 7-10,
LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
pad duration factor=1.8
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind toads
REQUIREMENTS OF IBC 2012 AND IRC 2012 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.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals.
11-00 Refer to CompuTrus gable end detail for
f11-00 complete specifications.
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1-00
JOB NAME : POLYGON NW PLAN 7-6 NH - C3 <(,,1vO PRO4
GENERAL NOTES,unless otherwise noted: Scale: 0.3675 �<j l7`7y(`/CJI NJ /�+yfp, V'/
WARNINGS: f4,1 /1 I fwl/ I O
Truss C3 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4• !9 2� ,P E �f
and Warnings before construction commences. building component Appaabltity of design parameters and proper
2.2x4 compressional web bracinmust be startled where shown t. Incorporation of component s the responsibility of the building designer.
DES. BY: BS 3.Additional temporary bracing to Insure sedgy dosing construction
2.Design assumes the top and bottom chords to be latently braced at
s the responsibility of the erector.Additional permanent bracing of 2'oto.and at 10'o.c,respectively unless braced throughout their length by
DATE: 9/12/2014 the went structure Is the responsibility of the building designer. continuous sheathing such as plywood ng(TC)andlor drywall(BC). �''ew
/� 4.No lad should be tippled te 3.Installation2x Impact bridging or lateral bracing required ofthe where shown++ RI
SEQ. : 6059064any componentuntilafterallbracingand 4. ofburseIstheres responsibility of the
fasteners are complete and at no time should anybadsDesignto used respective contractor.
74*
j7 OREGON
TRANS ID: 408 071 design sect'be alrWed to any component. greater than 5.and are assumes dotrusses of to In anon non-corrosive environment,
S.CompuTrus has no control over and assumes no responsibility for We S.necessary.
Ds Design assumes Na bearing at all supportspshown.Shim or wedge If L'6 4 14 V �4
ents.
6.Thfais design is furnished subject to thecation,handling,shipment and eInd Installation
setco Mn by 5.Design
sshall assumes
both drainage
is of buss,and placed so their center [� 1 (i
III
VIII 11111 II
11111 IIID VIII IIII 1111 TPI/WTCA In BCSI copies of which will be furnished upon request Ines ecindde with Joint center Anes. r7 R 11�.�' V
MITek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 10.For connate ector ze plate deste Inign values see ESR-1311,E8R-1g66(MITeir)
EXPIRES:12/31/2015
This design prepared from computer input by
IIIII III IIIIu PACIFIC LUMBER-BC
TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2= 0 50 2- 8= •224 1281 3- 8= -311 220
TC: 2x4 KDDF t18BTR SPACED 24.0' O.C. 2- 3= -15041 335 8- 9=I-103I 834 8- 4= -111) 492
WE: 2x4 KDDF S1ANDA 3- 4= -1318) 338 9- 8= -253))))) 1261 4- 9= -111) 492
LOADING
WEBS: 2x4 KDDF STAND 4- 5= -131 5- B= -1504 8) 338 9- 5= -311 335
220
TC LATERAL SUPPORT <= 12OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7= 0 50
BC LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pp) BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
Connector plate prefix efixpnet ora: T 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF ( 825
C
M,M2OHS,MI8HS (or no MiTekprefix) = riesuTrus, Inc REQUIREMENTSIMITED AOF IBC GE S2012 AND LIRC U2012 NOT BEING MET. 22'- 0.0• -119/ 1038V 0/ OH 5.50' 1.68 KDDF ( 625
M,g20HS,M18HS,M16 = MTT series
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGONO 2 Design checked for nett 5 osfi uplift at 24 'ox soacino.l
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002' 0 -1'- 0.0' Allowed = 0.100'
MAX TLCREEP
MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1. 054'
MAX TLMAXELL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100•
MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133'
MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5'
MAX HORIZ. TL DEFL = 0.030' @ 21'- 8.5'
11-00 11'00 DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to Bain windtorce•resisting
12 system and components and cladding criteria.
12 M-4x6 Q 6.00 Wind: 140 mphh=15ft, TCDL=4.2 BCDL=6.0, ASCE 7.10,
6.00 (All Heights), Enclosed, t;at.2, Exp.B, MWFRS(Dir),
4.0' load duration factor=1.6
4 .1-.,/ Truss designed for wind loads
ii in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 [�]y ixi �q
GENERAL NOTES,unless otherwise noted: 4' 7 r"E 7
WARNINGS: "00
/
1.Builder and erection contractor should be advised old General Notes 1.Ibis design is bassi only upn the
deslSnurepar shown
and is of individual� _aidf
and Warnings before construction commences. building componentApplicability pe
Truss• C4 on web bredng must be installed where shown+. Incorporation of component is the responsldety of the building designer.
• 2.2x4 compression 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to Insure stsdlty during construction T o.a ad at 1O'o.e.mpedMey unless breed throughout their lerr��ptly,h by ./
DES. BY: BS Is the responsibility of the erector.Addtaonel pwmaned bracing of continuous t 10'cling such as plywood s brae ndt rc)and/or drywength b *7/61471.;t25..°1:1
OREGON �fJ
DATE: 9/12/2014 the overall sWdhn is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bredng required where shown++
mpe a
4.No bad should be applied to any component until titer d bracing and 4.Installation of truss is the responsibility of the respective codredor. , '.� "� 1 Z��Q,SEQ. : 6059065 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used in a non-corrosive environment,
IC
design bads be applied to any componentend are br-dry condbon'of use.
TRANS I D: 408071 5.Compares hes no contrd over end assumes no responsibility for the 5.Design ea bearing etas supporta shown.Shim or wedge t J� b ,��
fabrication,herding,shipment and installation of components. 7.Design assumes ed ctuate drainage Is provided.
e.This design is furnished subject to the Imitations set forth by 5.Plates
n wind&with ted on
both lace.�'and plead so their center
I IIIIII IIII11111111111111111111INII III 1111 MITekIS,lac.Comps of wS Software furnished
1L)-E request. Digits qainubpa «ow es see ESR-1 31 1,ESR-teas(htTeb) EXPIRES:12/31/2015
1E111111 Th
PACIs iFIC LdesiUMgn BER-BC prepared from computer input by
LUMBER SPECIFICATIONS
LU: 2x4 KDDF #1&BTR TRUSS SPAN 4'- 0.0'
BC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAXM2MBEfl 4O(C3S 2WR2-4u(-99).8
WEBS: 2x4 KDDF STAND SPACED 24,0' O.C. 1.2=(-511) 28 1.4=(•35) 32 2.4=(•99) B11
2-3=( 7 3
TC LATERAL SUPPORT <= 12.00. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 0.0" -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 4'• 0.0' 18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series
JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Desicn the s d for net( osf)yplift at 24 oc soacinc I
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VEflTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX ILMAX CREEP DEFL = -0.002' @ 0'- 0.0" Allowed = 0.133'
3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159'
T T MAX TC PANEL TL DEFL = -0.005' @ 2'• 5.2' Allowed = 0.239'
12
4.00 D MAX HORIZ. LL DEFL = -0.000' @ 3'• 8.2'
MAX HORIZ. TL DEFL = •0.000' @ 3'- 8.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19h AT TIME OF MANUFACTURE.
Design conforms to main windforce•resisting
system and components and cladding criteria.
M-1.5x3 3 Wind: 140 mphh=19.8ft, 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.
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M-3x8 M-3x6 M-1.5x3
3-00
1, /,
4-00
JOB NAME : POLYGON NW PLAN 7-B NH - D1 vt,0 PR Opt
Scale: 0.6324 \ , IN/ �`r/Q
WARNINGS: GENERAL NOTES,unless otherwise noted: t,V� �(nA(���rrr���iz,
Truss: I]1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t" = f P E r"
and Warnings before construction commences. building component.Applicability
2.2s4 compression web bredng must be Installed where shown+, Incorporationsh of design aerometers and proper
cuuof component Is the responsibility to of ate building designer. - /,.' e.�•'
DES. BY: B S 3.Additional temporary bracing to insure atabimy during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓
Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby rd's►
DATE: 9/12/2014 the overall structure Is the responsibility of the building d 2s Impact
bridging
sheathing such as plywood sheathing(TC)iceshown and/or d A(B
4.No load should tbeo applied to any0 esigner' 3.2x Impact bridgi g or lateral bracing required where ++ C) ...
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SEQ. : '605 9066 pw component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '�� ,� �EGO 0� t(/
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment,
TRANS I D: 408071 5.design bads be applied to ant'component. 8 and re for"dry condition"of use.
CompuTrus has no control over and assumes no responsibility for the necessary.assumes NI bearing at al supports shown.Shim or wedge If Q. 4 Z "�••
8.Thfais design Is furnishedion, lsu�bject to themltatlo set components.t and Installation of by0.Plates shall be locaated ens othfdrainage ce Is proviso nd placed so their center
1111111111111U1111111111111111111111111111 TPI, CAinBCSI.agesofwhichwilbefurisheduponrequest. evescdnddew,M>ointcenterle:,pf RL��
MiTek USA,Ina/CompuTrus Software 7.6.8 1t.-E 5.Digits Indicate size of plata In inches.
( ) 10.For basic connector piste design values see EOR-1311,ESR-1985(MITeW
EXPIRES:12/31/2015
This design prepared from computer input by
IIIIIIIIII�III PACIFIC LUMBER-BC
TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER(FORCES) 4 4WR!DDF/Cq=1.00
TC4PKDDFI#16BTRS LOAD DURATION INCREASE = 1.15
TC: 2x4 KDDF M16BTR SPACED 24.0' O.C.
BC: 2x4 KDDF S168TR AREA
WEBS: 2x4 KDDF STAND LOADINGBEARING MAX VERT MAX HORZ BRG REQUIRED BAG
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES
TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF 625
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD =01)42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50" 0.08 KDDF 825
4'• 0.0' 36/ 84V 0/ OH 1.50' 0.13 KDDF 825
Connector plate prefix designators:) .CoLL = 25 PSF Ground Snow (Pg)
C,CN,CI8,CN18 (or no prefix) = ries True, Inc ICOND 2 Design checked for net/ pal) uplift at 24 "Sc eoacine.l
g,Y20HS,Y18HS, 18 =MiTek MTseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
JT 1: Heel to plate corner = 5.25' flEOUIREMENTB OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180MAX LL DEFL = -0.004' @ 0'• 0.0' Allowed = 0.100•
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183'
MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274'
MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2'
MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2'
12 DESIGN ASSUMES MOISTURE CONTENT DOES
4.00 I7 NOT EXCEED 19+1 AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
system and components and cladding criteria.
/
Wind: 140 mpph h=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10
IAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6
M-3x6 Truss designed for wind loads
in the plane of the truss only.
9
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M-3x8
1, 1,
3-00
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PROVIDE FULL BEARING:Jta:4.3.2I
Ptp PROpe
JOB NAME: POLYGON NW PLAN 7-6 NH - D2 Scale: 0.9224 4`� /Z J f °�
WARMNGS: GENERAL NOTES,unless otherwise noted: ' '92 e e P E f ..
1.Bader and erection contractor should be advised of all General Notes 1.Tu s designlding en sed only uponuphift of e ardeameters ign er shown n andend
isfor
an Individual /�f
Truss• D2 and Warningss before bradng
mu commences. Incorporation of component N the responsibility of the bulking designer.
• 2.2x4 compression web bndrtg mast tis Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et
3.Additional temporary bradng to Insure staday during construction Y o.e,and at 10'o.e.rsspectivsy unties braced throughout their b th by f'�
DES. BY: BS N the rsspossibNxy of the erector.Addmonal permanent„icing of
continuous sheathing such as plywood sheaNng(TC)and/or drywaA cj. F� E...... ON�� ~�4t.
DATE: 9/12/2014 the overal structure to the rsponelbmtY of the building designer. 3.2x Impact bddglre or lateral brining required where shown++
4.No load should be tippled to any component until eller al bredng and 4.Installation of truss Is the responddaty of the respective contractor. ��._L P 14 Q
SEQ. : 6059067 fasteners are complete end at no time should any bads greeter than 5.Design assumes tresses aro b be used In a non-corrosive environment,
design bads be applied to any component. and are for'dry condtion"of use. it
,r I D: 408071 S.CompuTrus has no control over and assumes no responsibility for the 6.necessary. Na bearing at al supports shown.Shim or wedge N /(�� n`��y
fabrication,handing,shipment and Instillation of component•. 7.Design assumes adequate drainage N provided. P
8.The design Is furnished subject to the Irritations set forth by e.Plates shall be located on both faces of truss,end placed so their center
1111111 VIII III1111111(liii III 11111111111111 h c/ upuest. Ines coindde with joint center Ines.
on
Digits ctor plate
e : mo
MTcUA,ln.CompuTrue Software 8 6(1L)-E . r sIc connectorin
gn ues see ESR-1311,ESR-1955(MITek) EXPIRES:12/31/2015 r .
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND. 2: Design checked for ne lift at 24 "oc
TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 S1 gpeti l
BC: 2x4 KDDF 1/1&BTfl SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES
TC LATERAL SUPPORT<= 12'OC, UON. NOT EXCEED 19%AT TIME OF MANUFACTURE,
BC LATERAL SUPPORT <= 12'0C. UON. LOADING Designg
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF conforms to main and cladding criteria.
Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components cladding criteria.
Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir),
load duration factor=1,6
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the trues only.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud
Refer to CompuTrus gable end detailtail for for
complete specifications.
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JOB `NAME : POLYGON NW PLAN 7-B NH - El ., PRpcF
Scale: 0.6585 ,os G(N ' `SQ/0
WARMNOB: GENERAL NOTES,unless otherwise noted: �t, /r� .
1.Builder and erection contractor should be advised of as
General Notes 1.This design is based only upon the parameters shown and is for an Individual '9G 0 P E rTruss: El and Warnings before construction commences. building component.Applicability of design parameter and proper
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsidaly of the building designer. ,r' ,,/
DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bracedat
Is the responsibility of the erector.Additional permanent bracing of Z o.c,and at 10'o.a respectively unless braced throughout their length by - 4610101F
DATE: 9/12/2014 the ovxaa struduro Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywse(eC. „...",4111111. . Q
4.No load should be applied to anym 3.2x Impact bridging or lateral bredng required where shown++
) f
PeM component until after all bracing and 4.InstDesign a s of es trussesr s responsibility be sInhere-corn respective acontractor.erofron "pL/ ,yOREGON� �4(/
SEQ. : 6059068 fasteners are complete and at no time chock any loads greater than 5.Design assumesslat are to be used in a resile tive c eov t 44, t„
design loads be applied to any component, and are for"dry condition'of use.
TRANS I D: 408071 5.CompuTrus8.Design as um es full bearing at all supports shown.Shim or wedge If Q 1 4-.1
P
has no control over and assumes no responsibility for the
fabrication,handling,shipment end Installation of components. T.Design assumes adequate drainage Is provided. ./41411t.\-.necessary. 4
h faces
d so their center
III VIII VIII VIII(IIII VIII VIII IIII IIII BM Te USA,Inc./CompuTrus
I,copies ofCompuTrus Softwa.This design is furnished subject to the h will re 7 8 6(1 L E request upon 9.0 Ines Ines Indicateidsize cons set forth by 8.Plates shall be nnector plate da values truss,
ESR-1711x ESR-1988(MRep
EXPIRES:12/31/2015
11411
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'. 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-51) 67 3-5=(-255) 179
BC: 2x4 KDDF S1ANDR
SPACED 24.0' 0.C. 2.3= -105 3.4= )1 88
3
WEBS: 2x4 KDDF 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 AEOUIRED BRG AREA
4
BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES
TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 479V .33/ 97H 5.50" 0.77 KDDF ( 6251
OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pp) 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF ( 625
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GONG 2 Design checked for net(�psft uplift et 24 'oc soecinc.
M,M2OHS,M18HS,M/8 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
S MAX TC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484'
7-10-04
0-03-12 MAX TO PANEL TL DEFL = -0.393' @ 4'- 1.7" Allowed = 0.727'
T f 'f MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3'
12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3'
4.00 I7 DESIGN ASSUMES MOISTURE CONTENT DOES
M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE.
4 -v
Design conforms to main windforce-resisting
system end components and cladding criteria.
1
Wind: 140 mph h=15it, 7CDL=4.2,BCDL=8.0, ASCE 7-10,
�All Nelghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
oad duration factor=l.8
Truss designed for wind loads
0 in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH E2 Scale: 0.5571 �, ��iZ /9��f-
WARNINGS: GENERAL NOTES,unties otherwise noted: 92 0/P E
1.Builder and erection contractor should be advised of el General Notes 1.Tile design Is based only upon the parameters shown and is for an Individual 40P,007,„
Truss E2 and Warnings before construction commences. budding component.Applcadmy of design parameters end proper
nSs Incorporation of component is the responsibility of the building designer.
2.2x4 compression web bracing must be InsteRed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,/, "
3.Additional temporary bracing to Insure etdHy during construction 2'o.o.end at 10'o.a respectively unless braced throughout their isn�th by �'aes'
DES. BY: BS Is the responNdmy of the erector.Additional permanent bracing of cmtlnuous sheathing such as plywood sheatNng(TC)andlor drywaa(aC). A
CC
DATE: 9/12/2014 the overaA structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON }
4.No load should be rippled to sny component until after al bracing and 4.Iratetatition of toms la the reaponsiblhty piths respective contractor.
SEQ. : 605 9069 festenea aro complete end at no time should any beds greater than 5.Design sesame.trusses aro a be used in■noncorrosive environment,
design loads be applied to any component and ere for"dry condition"of use. '�ary. "6 41/ 14 .0�Q`
TRANS I D: 408071 5.designCompTrw has no control over end component
usumno responsibility for the S Design assumes full besting t al support shown.Shim or wedge If jE I �
fabrication,handing,shipment and instdation of components. 7.Design assumes adequate drainage Is provided.
S.This design
a BCnish easubject to the elch nth Wttione set forth by
upon request. a Pneses shall
ddbee bested
blest n bocenter Ines.�of toes,and placed so their center
I 111111 11111
IIIA IIIII 111 /1111/1111 IIII IIII MITek USA,lSCSCompuTrus Software 7.6.6(1 L)-E 0.For basic connector cantle design values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015
11101111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=I0)38 2.5=(-33) 38 3.5=(-161) 127
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3= -89 49
WEBS: 2x4 KDDF STAND 3.4= -7) 3
LOADING
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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' 0'- 0.0' -61/ 367V -20/ 63H 5.50' 0.59 KDDF625
Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0' -24/ 212V 0/ OH 5.50' 0.34 KDDF ( 625)
C,CN, C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M2OHS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(•5 s(Lf) umlift at 24 'oc s acn Snc I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ .1'- 0.0' Allowed = 0.100'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed . 0.133'
4-11-04 0-03-12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 10.1" Allowed = 0.279'
1' .' f MAX TC PANEL TL DEFL = -0.043' 9 2'- 8.1' Allowed = 0.419'
12 MAX HORIZ. LL DEFL = 0.000' @ 4'• 11.2'
4.00 i7 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 194 AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
M-1.5x3 4 system and components and cladding criteria.
3 Wind: 140 mph h=15ft, TCDL=4.2,BCOL=8.0, ASCE 7.10,
All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration IIIfactor=l.l
Truss designed for wind loads
in the plane of the truss only.
0
0
N
in
0 1
M-3x4 M-1.5x3
y ), y
4-11-04 0-03-12
1-00 5-03
Scale: 0.6126 '<(-. m 6'6>
' O
JOB NAME: POLYGON NW PLAN 7-6 NH - E3 � (N� s,*
WARNINGS: GENERAL NOTES,unless otherwise noted: _ /,�� "f�,,
1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon Gia parameters shown end is for an Individual �' 92.0.P E
Truss: E3 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 tire responsidlIryry of the building designer. �,+r'"'
3.Additional temporary bracing to insure wdlty during construction2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: BS is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ` e%IMP'
the overall structure Is the res continuous sheathing such as plywood sheathand/or drywal(BC).
DATE: 9/12/2014 responsibility of the building designer. 3.2x Impact bridging or lateral bndng required where
here shown++ OREGON �Q
4.No load should be applied to any component until alter sl bracing and 4.Installation of truss Is the responsibility of tM respective contractor.
SEQ. : 6059070 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used ina non-corrosive environment, L�1�J 1_ 2 ��4.
design bads be applied to any component. and are for"dry condition"of use. c!. ^'�.r 14 Q �,
TRANS I D: 408 071 5.ConpuTrus has no control over end assumes no responsibility for the S.Design�aassumes N6 bearing at al supports shown.Shim or wedge If1
fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. R I311.•'-�
(IIII VIII VIII VIII VIII VIII VIII III IIII
a.This design is furnished subject to the t be funs set forth by O.Plates shall be located on both faces of truss,ad placed so their center
TPI/WTCA in SCSI,copies of which will be furnished upon request Ines cdndde with joint center Ines.
9.Digits indicate size of plate in Inches.
MiTek USA,Ina/Com uTfus Software 7.6.6(IL)-E 10.For basicconnedor plate design values see ESR-1311,ESR-19e5(Minn() EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND 2' Design checked for net(-5 osfl uplift at 24 'ox apacing.l
TC: 2x4 KDDF N1&BTH LOAD DURATION INCREASE = 1.15 DESIGN MOISTURE CONTENT DOES
BC: 2x4 KDDF 91&BTR SPACED 24.0' D.C.
NOT EXCEED ASSUMES19%AT TIME OF TENTMANUFACTURE.
TC LATERAL SUPPORT<= 12'OC. UON. LOADING Design conforms to lain windforce•resisting
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD a 10.0 PSF system and components and cladding criteria.
Connector plate prefix desipnators: TOTAL LOAD = 42.0 PSF
C,CN,CI8,CN18 (or no prefix) = CampuTrus, Inc Wind: 140 mph Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10,
i
M,M2OHS,M18HS, 18 = MiTek MTT series LL = 25 PSF Ground Snow (Pg) (Alload duration factor=1.8
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -1e2 or equal typical at stud verticals.
x2 end truss on continuous bearing lsUON,
He
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Rf
Refer to CoapuTrue gable end detail for
• complete specifications.
12
4.00 ' 3
0
a
N
in./—
C.
M-3x4 in
y 1, ),
1-00 5-03
I ��t0 PRore
JOB NAME: POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737Ap
�� � �izi /o
WARNINGS: GENERAL NOTES,unless otherwise noted: (,� .9 s _/PrE f
1.Builder end erection contractor should be eddied of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual 92.
E4 and Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: compression Incorporation of component Is the responsibility of the building designer. '
2.7x4 coon web)erasing must be bstaaed where shown+. 2.Design assumes the top end bottom chords to be laterally braced a
3.Additional temporary bracing to inure stabilry during construction ,sfd
iiiiIP
DES. BY: BS Is the res of the erector.Additionalpermanent bracing of 7 0.0.and et 10'o.c.respectively unless braced throughout their length by ,%•esa,n
responsibility continuous sheathing such n plywood aheetNng(TC)and/or drywaA(BC). -_ty tr
DATE: ; 9/12/2014 the overall structure is the responsibility"of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ QRE�I•ON to
4.No load should be rippled to any component until after al bracing end 4.Installation of buss b the responsibility of the respective contractor. t,
SEQ. : 6059071 fasteners are complete and et no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment. Z �~
design bads be applied to any component and aro for"dry condition"of use. V.
TRANS I D: 408071 5.CampuTrus hes no control over and assumes no responsibility for the 5.necessary.edar es.umes on bossing d ell supporta shown.Shim or wedge N '�.A' 4 ��T'
fabrication,handling.shipment end Installation of components. Dsignas "r'I fi`�R`L�„_
7. assumes adequate drainage is provided.
5.The design Is furnished subject to the Irritations set forth by e.Plates shell be located on both faces of trues,end placed so their center
111111111111111111111 M Tek US,lncJCompuTrua In SCSI,copies of )ch will be Software 7.furnished
6(1 L En 1joint canter Ines.
0.ForbIndicate
nic am Ines coincide d000f
plate plate
gn values see ESR-1311.ESR-1958 pNReW
EXPIRES:12/31/2015
1