Plans (62) 4 5/4 4714 RECEIVEn
lr)._ `4 -GG`.
r FEB032016
CITY OF 11aI
BUILDING DIVISrhl
Re: 7-A GE AT GARAGE NH-KD
ROOF DESIGN INFO
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Pacific Lumber&Truss Co..
Pages or sheets covered by this seal: K1345829 thru K1345848
My license renewal date for the state of Oregon is December 31,2016.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
PROFF6,
NGINEcR 6.>
44,
89782PE �r
V OREGON oxh
9,9 �qRY 15•Z�QQ
jrPAUL
i�RFI 16
August 10,2015
Rivera,Mark
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
This design prepared from computer input by
PACIFIC LUMBER-BC
OND. 2: Desi•n checked for net -5 •sf u•lift at 24 "oc a•aci g.
•
• TRUSS SPAN 16'- 6.5" Design cdnforms to main wiu-lift at 24 ting
LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 system and components and cladding crexiteria.
sting
TC: 2x4 KDDF RISBTR
• SPACED 24.0" O.C.
TC: 2x4 KSUF SUPPORT (= LOADING Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-(0,
(All Heights), Enclosed, Cat.2, Exp.0,LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF load duration fEncoo=e.6,
TC LATERAL <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF Truss designed for wind loads
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD 42.0 PSF
in the plane of the truss only.
LL= 25 PSF Ground Snow (Pg) able end truss on continuous bearing wall 00 .
-1x2 or equal typical at stud verticals.
�--lx2 to equalT tyg gable end detail for
LIMITEDQUISTORAGENTDOES 012 APPLY DUE TO THE SPATIALIof•r to CoepuTrustabs.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
8
8-03-09 —03-09
12
12 IIM-4x9
3 N 14.00
14.007 NN
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M-3xo
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M-3x9 ` 0
1-00 :97 •82PE 9r
16-06-08
1-00
;.:7,„...,-/.Scale: 0.2641 A� v / _JOB NAME : POLYGON NW PLAN 7—A NH — Al ,am.rcdaneW. y REGON
•
GENERAL NOTES, unless Q
WARNINGS:Builder
1.This designlsonssd only upon the premiers n: hnd�ten Individual A.
1.Bulonr rM erection contractor on commence..
a nce.. of ail Oenenl Nola bidding component.APWb.NmY �1 V R Y �`' „I.-
and Wanting.onion construction eommenee+. incorporation of component Is the responsibility of the bolding designer, r F
Trues: Al 2.244 comProabn web o.d gmusion Installed where Mown 2Design.demes the top
reand b+Aomdmntatod latentlysmugly bnadet PAUL.
3.Additional temporary eating to insure N•dllty during consimetbn ?o e.aM el 17 a.o.M1speeti+.N uN.ss braced throughout their length by
I.the responsibility of the endo.Additional permanentbndng of continuous sheathing or such
spplywo ds radvng(T)endf•.ryvnitBc)
DATE: 8/10/2015 the oven.Wuolura la the mponconty of the building designer, 3.M Impact
Nn Is Oyraa bracing
ftM napedhoe untndor.
4.Nto lona aare
should m appliedleand
b tnocomponent co ray eller al erasing and 5.Design..some,busses era to be used In a non-corrosive environment. EXPIRES.- 12/31/2016
.
REQ.: K1345829 fatlanensncamplal.and+tnotinw.hould•myb•dagnaterUan .garabr"dry andNon of use.
desip badTne no applied tradcomponent. S.oee..,y. MI bearing anti supports Mown.SMm or wedge if August 10,2015
TRANS ID: LINK 6.CompuTM Msnocontrol hIpmentndaaama no responsbilitycamponente.for the 7.nesign
hd,deNS be Neet.eldsubje to the
ens amorthbya B.Plates shag be located onabath Is provided.end plead w their anter s
9.TPWITE rats C51.cdwbo.dnUwImedbnshe upon. Anes aindde with Joint centerlines.
TPWVECAh SCSI,copies olwNN MIon furnished upon request. a.Digits indult airs of plats In Inches.
Mliek USA Inc./CompuTtu3 S0Rware 7.6.6(1L).E 10.For basic connector plata design values nee ESR•1311.ES11•1058(MUTek) `
This design prepared from computer input by
LUMBER SPECIFICATIONS PACIFIC LUMBER-BC
TC: 2x4 KDDF k1TBTR TRUSS SPAN 16'- 6.5" ^
BC: 2x4 KDDF 81ABTA LOAD DURATION INCREASE. 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/-270) 0
WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1- 3 ( 0) 86 2- Ba
2- 2. ( 84) 485 3- 8.(-270) 278
TC LATERAL SUPPORT C. 3- 3.(-704) 207 8- 6.(-70) 383 8- q-(-269) 530
12"OC. UON. LOADING (-546) 278 8- 5.
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD. 32.0 PSF 4- 5.(-546) 278 ( 270) 278
DL ON BOTTOM CHORD. 10.0 PSF 5- 6.(-704) 207
OVERHANGS: 12.0" 12.0. TOTAL LOAD m 42.0 PSF 6- 7.( 0) 86
LL . 25 PSF Ground Snow (Pg)
BEARING MAX VERT MAX HORZ BRG
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SEQINPEC
RED BRG AREA
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -149/ 809V -292/ 292H 5.50" 129 KDDF625)
16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _
g,
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
8-03-04
8-03-04
4-03 4-00-04 4-00-04 MAX TLbCREEP DEFL a -0.002"LL DEFL . 0 -1'- 0.0" Allowed 0.100"
+� ,� 9-03 MAX LL DEFL o _0.003" 0 -1'- 0.0" Allowed . 0.133"
'� 0.002" 8 17'- 6.5" Allowed a 0.100"
12 MAX TL CREEP DEFL . -0.003" 0 17'- 6.5" Allowed . 0.133"
M-4x6 12 MAX TC PANEL LL DEFL -0.019" 9 10'-
14.00MAX BC PANEL TL DEFL 0.2" Allowed- 0.387"
49.0"
(27
14.00 -0.097" (+ 3'- 9.1" Allowed 0.498"
MAX HORIZ. LL DEFL - 0.006" 0 16'- 1.0"
MAX HORIZ. TL DEFL a 0.009" 9 16'- 1.0"
Ai
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, he24.lft, 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.
M-1.5x3
A&,.M-3x9 M-3x8o
M-3x4 I
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y8-03-09 8-03-04
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16-06-08 J.
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JOB NAME : POLYGON NW PLAN 7-A NH - A2 89782PE 9r'
Scale: 0.2614 ......-0-!=------
^^••�•�% ��
WARNINGS: ^ !!
Truss: A2
1.Buldat,ne erodbn contractor should be advised of al General Nolaa GENERAL NOTES, urian olherwlw noted: _'
and er and,baron anebuctbn uld eadvis 1.TMs design Is based only upon he parameters shorn end le for an Individual .ef
2.g„c, inoago aompor component
Nlityis the
eldesign pay ortenandpropai /f J q ,, . y
mpreubnxsbbndnpmn nomhenna when,sown s, bimrybuldlngcore oferLapardbmaro `J
3.Atltlebnitemponry bn.eirp to Maws etabley during oen,lmdlon pre .10 mato ,es.bra responsibility the building designer.
2/. 22. �}.
2 Design top bottom ehoNsteb Worldly trend,l v�y
DATE: 8/10/2015
Is the responsibility OM..racier.Additional permanent awing or 7o.G end a1 ee e.e.rsash..p unless brendlhrouphoul MO length by 17 G `,
IM orera0 structure is the responsibility Grine balding designer.
continuous Maalhing such es plywood required he,.)and/or erywee(eC). /� 5 �`,v
•
•
SEQ.: KI345830 4.No toad shouldire applied Is any component anti an.,an brad and 4.2c impact bridging or lateral bracing of er.epe,hown..
PA
UL
fastener.are complete and et no lima should any bads greater than 5.DeMgn as4. sumeof ess Iron..,arhe e 6.used bre non•ccene he environment,
onment, /•
•
TRANS I D: LINK design beds be applied to any component.
•
5.CompuTme hes no control over and.numn no res end are for'dry condition'of use.
penal611 for the
B.Dealgn assumes Ml beating et.8 supped.drown.Shim or wedge If
hbs d en,handling.shipment end le limiteen of components. Den.nry. EXPIRES: 12/31/2016
8.Ibis design Is Nnddr.d subject to the Ilmnalrom.et forth by 7.Design assumes adequate drainage Is provided.
TPWOTCA In BID),copies ofwhbh nIB b.furnished upon request. B.Malin.s sdugbebaled on both fans of trues,and placed mtheir anter August 10,2015
inn coincide with John center 8nea
MfTek USA,InalCompuTrus Software 7.6.6(1L)-E s.DV.Indicate sue of plate In Inches.
ID For bade connector pleb design nine see ESR-4311,ESR-1989(Welt)
This FdICLesignUMBER-BC prepared from computer input by
CI
16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6=(-864) 3722 2- 6-( -630) 2990
TC: 2x6 KDDF 916010 2- 3-(-4064) 1042 6- 7a(-868) 3740 2- 7-(-1886) 570
WE: 2x4 KDDF STANDLOADING 3- 4=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772
WEBS: 2x4 KDDF STAND; 4- 5-(-6136) 1370 8- 5-(-774) 3722 7- 4=(-1886) 570
LL 25 PSF Ground Snow (Pg) e- 4-( -630) 2990
2x4 OF F STAND A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5" V
2x6 KDDF 92 B BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA
TC LATERAL SUPPORT <= 12"OC. CON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT <= 12"OC. CON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625)
16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
-1r- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
Join together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
7" oc in 2 row(s) throughout 2x6 bottom chords,
nails staggered at:
/1) 9" oc in 2 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/100
XX,
MAX LL DEFL - -0.039" 9 4'- 5.2" Allowed - 0.781"
9" oc in 1 row(s) throughout 2x6 webs, CREEP DEFL - -0.079" 0 4'- 5.2" Allowed - 1.042"
9" oc in 2 row(s) throughout 2x6 webs. MAX TL
MAX HOAIZ. LL DEFL 0.014" 0 16'- 1.0"
MAX HORIZ. TL DEFL - 0.024" 0 16'- 1.0"
8-03-09 8-03-04
T Design conforms to main windfozee-resisting
9-06-15 3-08-05 3-08-05 9-06-15
system and components and cladding criteria.
10 12 Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
12 M-9X10 (All Heights), Enclosed, Cai.2, Exp.B, MWFRS(Dir),
14.00 load duration factor-1.6,
14.00 4 0.. Truss designed for wind loads
3 in the plane of the truss only.
ii
M-3x6 4111111111 M-3x6
0
o
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'n
11111111...1011V.1.111111111
6 i 5
0 1 `' M-7x10 M-3x8 M-5x10
0 M-5x10 M-3x8
1 y
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VD PROF^
� NN S ,s,9-OS-03 3-10-01 3-10-01 9-05-03 y
l 16-06-081-ti . -S7
CC. 8j78
JOB NAME : POLYGON NW PLAN 7-A NH - A3 w h
Scale: 0.2332 p6 y^�''
OENERALNOTES. unless o/Mmbe noted: A '9 ORE�OIV 0�. �jr
WARNINGS: 1.This deal n Is based ony upon IM parameters sham end Is for an Individual .4 .1
1.Binder and erection condor should be ncesed dell General Notes building car panel Applbab811y of design parameters and proper (-r.
Truss: A3 2t4 comprssionfebrndeg roust be
Incorporation of component Is ha responsibility of the bolding dediner. �(� ��RY Aa , �/'
Z.2x4 compression web bracing mud b Inddbd schen storm•. 2.Design assumes me lop and bottom chards to be ladle%baud at r T4 `
3.Additional temporary bracing to Inure stabil%dudngandnedbn Tex.and at Ing c.o.respectively unless brand throughout their langur by 'l PAUL �`
W me responsibility of the ender.Additional permanent bredng of continuous Meaning such es plywood sheemblg(TC)and/or drywal(8C).
DATE: 8/10/2015 tit metal structure is the responsibility of the bolding designer. 3.4.Installation
mpactUlatbn of ging or Wss la On rel Owing
re of me where
he a she wmndoc
4.No bad should be applied le any component until after al bracing end B.Design assumes busses ree b be used ft.mn<mraene environment.r.
SEQ.: K1345831 fedeneraenampleteand etoeupwppwldanybade gnelerman cedenfordrymnsson-efue..
TRANS ID: LINK design loads beapWladtowwStimponent. 5.DedeneewmesSdbeo'ofu eAwppodashown.BMmorwedge)) E�CPIRES: 12/31/20
16
5.CompuTna hes no control our and assumes no responeBl for tit ne.a.ary. qugust 10,2015
febdatbn,h.MAng,shipment and)ns/a8at/on of componentx 7.Design assumes adequate drainage k prodded.
5.This design is furnished subject to the limitations set forth by 8.P/s)ee shall InCMbelooted on with d center bh feces of bas,and placed so their center }
TPSWIGA M SCSI,copies of whkh will u Nmlshed upon request. Ines ir Digits Indicate due of plate In inches.
MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(MITeh)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacirlq. ..
TC: 2x4 KDDF NSSBTR LOAD DURATION INCREASE = 1.15
BC: 2X4 KDDF g1SBTR
SPACED 24.0" O.C. Design conforms to main windforce—resisting
TC LATERAL SUPPORT <= 12"OC. VON, system and components and cladding criteria,
BC LATERAL SUPPORT <- 12"OC. SON. LOADING
LL( 25.0)IDL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21,3ft, .2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosedosed,, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD= 42.0 PSF load duration factor-1.6,
Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable and truss on continuous bearing wall UO 4.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref
Rx2 or equal typical at scud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
3-06 3-06
I T 4
12 12
14.00 [77IIM-2x9
2 19.00
A,
RR
V1
0
, 4141114k 0
0
ul
r iel jrn
O . 1
M-3x4 0
M-3x4
l l
7-00
c' 89782P 9r
JOB NAME : POLYGON NW PLAN 7-A NH - B1 `/
Scale: 0.5570 4�:.
WARNINGS: GENERAL NOTES, unless otherwise noted: .v•� 40
Truss: B1 I.Bulierand eredbnnntndorehoddbe*Wised efagGeneral Notes 1.ThiedeelgnlaWsedonly upon the parameters shown and),branIndividual l7 'OREGON '‘
and Naming,baron construction commence°, bolding component.Applicability of design parameters and proper 2 n
2.2.4 compression web bradng mud be lnelalld where shorn.,
Incorporation of component is me rsaponamllty of IM building designer. I �/. VO.
2.Additional temporary bracing to insure stabiityduring...Wed n 2.Gasignassume,InalopandBogentlwntse dIlalagheOnceden 9.Q/j" RY 15 Q'
Is the reeponelbgny et the @redo,Additional permanent badng of 7o.G eu..ID a.c.n olt a.ply Bad unlessWendnegro
DATE: 8/10/2015 the ovenl,lrudurelemen continued.dnamingsucheaplywoodaheambhere and%ordrywanBG).
apeneaep ohne bolding designer. 3.20 Impact otln erlateralbndrprequitedwwereMown.. �'A UL 'y
.
SEQ.: K1345832 4.Na bad should be applied to any component unitIdler al bracing and 4.Installation of buss 1,me reagenabsed Incthe respective contractor,
fasteners are complete end et no lima should any beds greater than 5.Design assumes misses m to be used Inoncorrosive environment
tlgnbadsMappgedlamycomponanl, and are for•drycondl0on'ofuse.
TRANS ID: LINK de
5.CempuTms be no control over and assumes no responsibility forme B.Design assumes MI bearing al all suppoN shown.Sldm or wedge If
fabrkallon,handling.shipment and installation of components. °Po°°cry. EXPIRES: 12/31/2016
B.Thl,design Is furnished subject to the limitation,est forth by T,Design hallassbeoated on
balk 1..lWhis an d.
August 10,2015
TPVWFCA In BIB),copea of*rich wig be furnished upon B.Plates shat be located lie lerl fans Whisk and gland cotMkeeMer
request. Ines coincide wtth joint center line
MRek USA,lite./CompuTrus Software 7.6.6(1L}E o.Digits indicate she of plate In Inches.
10.For bade connector plata design values lie ES114311,ESR•Iaea(Wield
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" ICOND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing.
TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting
BC: 2x4 RF 41#BTR; SPACED 29.0" O.C. system and components and cladding criteria.
2x4 KDDF #1dBTR B2 LOADING
Wind: 140 mph, h=22.Bft, TCDLe4.2,BCDL-6.0, ASCE 7-10,
TC LATERAL SUPPORT <a 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF load duration factor=1.6,
TOTAL LOAD a 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL 25 PSF Ground Snaw (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4-102 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications.
12-04-04 12-04-04
T 1
12 ))M-4x4 lz
2 7.00
7.00 2
1 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP
OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING
PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION
POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY
FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE •
CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE
MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL
BRACING TO THE HINGE CONNECTION SITUATION.
u' 1 -1e
o
V iii I
oi M-3x5(5)
M-3x4
M-3x4
y 10-00 l 14-08-08 y �Ep PROFF
l
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4GINE
24-08-08OL
:9782PE r
JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3040 `---"--'� f
WARNINGS: GENERAL NOTES, unless otherwise noted: • V OREGON �4
1,Bolder and erodion contractor should be advised of d General Note, 1.Thb design b based only upon the parameters shown and Is for en individual l e. �Q. �lT-
Truss: Cl and Wambs before construction commences. balding component.Applicably ofde,gn panm°tw°nd proper 1g.e
2.SO4 compression web bracing must be installed when shown•.
Incorporation of component Is the responsibly of the bolding designer,
yC.. 'i 1 R Y A5 .. l ;
3.Additional temporary bracing to Moire taNllydudng construction t Design meats the top and bolom ecochoBr Mlalanly bnca,t ,T `lV
le the responsibly of the erector.Add"brul permanent bracing of c o.a.,Mt100.0.such es
aadlhnuphd/theylargthby /g
continuous aM 0 co.such ti plywood sheathing(TC)sadthrou hoot t drywsl(th b P�"i U �`
DATE: 8/10/2015 the oven)texture lathe responsibly of the bolding designer. 3,h Impact bntdgtng or lateral bndng required ton shown••
SEQ.: K1345833 4.No s.d sIotaId be apptod is coy o.nnpstant anti after e5 bt.dng end 4.mangotbnoftruss Isthe responsibly ofthe respective conlnd°r.
intoner,are complete and al no time should any toads greeter than S.Design assumes inrss.ere to be used m,non-conoetre environment.
design bade M applied t°any component. and are for'dry condition'al vas,
TRANS ID LINK e. etg^°.ions°rag°.aring°'°Iwppari.ahewn5hin°'wag°" EXPIRES: 12/31/2016
S.CompuTw leas no control aver and coon,s no for me necessary.
fabrication,hendling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August
I 10,2015
H.This design la furnished subject to the Ombtions sot forth by a.Plates shall be bated on both faces of truss,and placed so thek center
TIN N/ICA In SCSI,copies of wMch vol B.furnished upon request. In,�p„ jointwith
center lines.
0 Digits� sa plebe ~
MITek USA,Inc./Compares Software 7.6.6(1L)-E 1g.For basic connector plate deign values eve 555.1311.ESR-1008(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS
TC: 2x4 KDDF CAiBTR TRUSS SPAN 24'- 8.5"
BC: 284 KDDF 916815 LOAD DURATION INCREASE a 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq1
WEBS: .00
2x4 KDDF STAND SPACED 24.0" O.C. 8 1- 2-(-2855) 608 1- 7m(_q73) 2459 7- 195)5)
1460
2- 3=(-1140) 335 7- 8=(-466) 2401 2- 8.(( ---1691) 453
LOADING 3- 4-( -987) 311 8- 9=(-199) 1225 8- 9-) -172) 678
TC LATERAL SUPPORT <e 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 4- 5=(-1544) 313 9- 5-1-198) 1227 8- 4a( -556) 202
BC LATERAL SUPPORT <= 12"OC. UON. 32.0 PSF 5- 6=( 0) 57
DL ON BOTTOM CHORD 10.0 PSF 4- 9-( 0) 326
OVERHANGS: 0.0" 12.0" TOTAL LOAD 42.0 PSF
plansLL >= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
For hanger specs. - See approved LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 160/1/ 60H 5.50" 1.85 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
!COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg,
BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL - -0.125" 9 5'- 9.0" Allowed a 1.190"
MAX TL CREEP DEFL v -0.248" B 5'- 9.0" Allowed - 1.586"
MAX LL DEFL -0.002" 0 25'- 8.5" Allowed a 0.100"
MAX TL CREEP DEFL m -0.003" 9 25'- 8.5" Allowed- 0.133"
MAX HORIZ. TL DEFL = 0.128" 0 24'- 3.0"
12-09-04
12-04-04
f Design conforms to main windforce-resisting
5-10-12 6-05-08 5-03-07
T T f7-00-13 system and components and cladding criteria.
12
12 Wind: 140 mph, h-22.8f t, TCDL-4.2,BC DL=6.0, ASCE 7-10,
7.00 p IIM-4X9 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
4,0"
3 Truss designed for wind loads
01
in the plane of the truss only.
A1000.,M-3x4
M-3x6
ee
M-3x5 7
4.
in
M-5x6
a, h-. ac. v1
o
i B eV
o a 3.50 M-5x10 M-10 1-
95x3 M-3x4 5 0
3.50 Co..
12 12
y y
5-09 5-03-08 y 6-07-03 y y
y 7-00-13
y y
y 5-09 5-03-08 13-08 1-00 K5.. PRQ�CV.
24-08-08 y , G1NcR '�'%
782PE 4Z-
-17:...JOB NAME : POLYGON NW PLAN 7-A NH - C2
Scale: 0.2375 ii''�
WARNINGS: GENERAL NOTES, unlessothemise noted: -vim
Truss: C2 1.Milder and erection contractor dwuld be advised oral General Notes This dsdpnd based only upon the parameter.warm andI.tor mindIeldual
and Warnings before construction commence•, Witting component Apgbadlly of design Panmeten and proper ,.� OREGON O�.
2.2r4 compression web Wadng mud be hatalbd where shown.. Ineerpenlbn of component lath respandpllry of IM bolding tladpner,
3.Addbonal temporary braeirp to Insure stability during construction
2 Design assumes he top and bottom dards to be bleraly Prosed al 9R, �'9 R Y 15 2 �.
DATE: 8/10/2015 tr
bine responsibility of the souls,.Additional permanent bracing ofcontinu7o.o.aMallG co.sasheNey unless braced throughout hep length by
the overall tincture la he responsibility of the pulling dedgner. 24Impa t sheathing lb adng re sheathing(10)shownand/or drywaA(BC). \�
SEQ.: K1345834 4.No load anyshould be applied to4.3lmpadpoftruslethridging or erepratingtyoftherespetk.eo..
r'''-'14 UL r
component anti eller•1 pndnp and 4.IndeAetbn of truss Is ms ronpo be used
fine napedNe annals,
fasteners are complete and at no the should any beds greater than 5.Design swum,tenses ere to be used h a^on•conodve environment
TRANS ID: LINK design loads be applied to any component and.n ra dry conditionof use.
5.Companls has no control over and wanes no responsibility forms 8.DesignassumesAAI bearing al el supports shown.Shim or wedge If
y.
fahkatIon,handing.shipment and lndaMan of components. Desinecegn se EXPIRES: 12/3112016.
8.711b design Is cedeMd subject to the AmWlbm set forth by 7.Design assumes adequate bothfans is pro n..an
TPVWrCA h 8051,copies of*Soh MI be furnished8.In..Plat0 ind a baled on terlanaofWaa,and plead so their center August 10,2015
upon request Anes alndds with joint center ranee.
MRek USA Inc.yCompuTws Software 7.6.6(114•E9.Digits Indicate aW of plate h Inchon.
10.For bash connector plate design values see ESR-1311,ESR-1/ee(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1- 2-(-2890) 810 1-7=(-543) 2485 7- 2=( -234) 1475
TC: 2x4 KDDF 816BTR; SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445
2x6 KDDF p1&BTR T2 3- 4-( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641
BC: 2x4 ROOF STNDR LOADING 3- 5=(-1025) 424 9-10-(-386) 1245 8- 5=( -547) 364
WEBS: 2x4 ROOF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1540) 527 10- 6-(-427) 1224 5- 9=( 0) 232
TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PST
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BAG AREA
LL- 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
NOTE=N===-B_ACING_ATI2==IO=GUON. F__= 0'- 0.0" -241/ 1057V -126/ 1280 5.50" 1.69 KDDF ( 625)
NOTE: 2x4 BRACING AT OT" OC FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625)
ALL TOP CHORD AREAS NOT SHEATTHHE.ED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ ON 131.00" 1.74 HOOF ( 625)
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP
Ig,9 2. O,>:.,�.,.4,t.'_..._.-4........-r..'J__..1.:::-...-.-.sad,we.c.+1 g.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
ver.ica or equal at non-structural MAX LL DEFL--0.125" 8 5'-
MAX TL CREEP DEFL- -0.248" 8 5'-
9.0" Allowed= 1.187"
vertical members (uon).
Unbalanced live loads have been MAX HORIZ. LL DEFL -- 0.079" 0 24'- 8.4"
MAX HORIZ. TL DEFL 0.130" 0 24'- 8.4"
considered for this design.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
17-06-12 � T
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
17-06-12 load duration factor=1.6,
Truss designed for wind loads
5-10-12 6-05-08 5-02-09 0-00-15 17-05-13 f in the plane of the truss only.
T IIM-4x4+� 12 12
12 Gable end truss on continuous bearing wall.
7.00 q M-5x6 Q 7 OO Q 7'00 M-103 or equal typical at stud verticals.
Refer to MiTek gable end detail for
complete specifications.
M-4x6�' sY► I M-4x4
M-5x6+(S)
11111 ,ith
O
M-3x6 I
04
2 0
4,`Wt
M-3x5 7
M-Sx
k. e =�IIIIIIIIIIIIIIIIIIIIIbl\
o
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o o
a 3.50 3.50 o M-3x4+
12 12
PR OFFl
J• l y 1 y ��;Ep
5-09 5-03-08 6-07-03 6-06-13 10-11 ,' GNGINEFR (_
9
y l l l
5-09 5-03-08 24-01 1-00
y � 2PE
r
35-01-08
1-00 /
r
JOB NAME: POLYGON NW PLAN 7-A NH - Dl ../..74,7f
Scale: 0.1790
y,L.OREGON oN Q=
WARNINGS: GENERAL NOTES, unities Mambo noted:
1.Binder and erection contractor should be edvlsed oral General Notes 1.This dae70"Is based only upon the Admetus shown and is for en Individual -9R,.��RY- �j., ��'.'. .
Truss: D1 and Warnings beton construction commences. building component.Applicability of design parameters and proper `
Incorporation of component Is Be responsibilityof the balding designer. 'l PAUL.
2.a4 compression web bracing must be Wailed where shown�. 2.Design assumes the top bottom dards to be laterally al
3.Additional temporary bracing to Insure stability during construction e e.and at ID o.c.rospadNay odeso braced throughout their Nrplh by
lathe responsibility of the erector.Additional permanent bracing of codmuous sheathing such es plywood ah..thing(TC)and/or drywal(BC).
DATE: 8/10/2015 the overall structure is the responsibility of the binding designer. 3.20 Impact bridging or Went bmdng required when shown
4.No buA
ed should b.applied to any component after el bredng end 4.Instillation album Is me responsibly of the respective contractor.
SEQ.: K1345835fasteners are complete and dmtime should any beds greater than 5.Design mum.trusses are tebeused inanon-corrosive environment. EXPIRES: 12/31/2016and are for'dry condition"of of u .
TRANS ID: LINK design bed.be applied to any component. 6.Design domesA11bearingelelsupportsshown.Shimorweds.if August 10,2015
S.CampuTmhum a hcontrol over and assumes no responsibility lar the necessary.
febrkamn,handling,ahipmed and installation of component.. 7.Design mums adequate drainage is prodded. '
s.This desige is Nrdshed abject to the limitations set forth by d Plates shel be loadedith n both
enter aua of Ws.,and placed m their center
TPVWTCAb SCSI.copies of which ell be furnished upon request. Inn
Digits Indicate alae of plate In inches.
MiTek USA,Inc.ICompuTrua Software 7.6.6(1L}Z to.For beds connector pleb design Oe)aa we ES11-1311,ESR-191/(Wok) y
This design prepared from computer input by
LUMBER SPECIFICATIONS PACIFIC LUMBER-BC
TC: 2x9 KDDF CATION TRUSS SPAN 35'- 1.5"
BC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE - 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF2203 00 ,
WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1- 3-)-4268) 483889 1- 8=(-669) 3798 8- 2-( -30322S2) 2203 11- 6-
2- J-(-1985) 489 8- 9-(-657) 3711 2- 9-(-2202) 480 ( 251) 211
TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3- 4-(-1516) 448 9-10.(-234) 1697 9- J-( -21) 320
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 5-(-1505) 452 10-11-(-216) 1597 3-10-) -671) 259
DL ON BOTTOM CHORD . 10.0 PSF 5- 6'(-2124) 509 11- 7-(-359) 1912 10- 4-( -275) 1096
6- 7
•• For hanger specs. - See approved plans TOTAL LOAD -)-2348) 510 10- 5-) -657) 256
42.0 PSF
LL a 25 PSF Ground Snow (Pg) 5-11-( -51) 494
BEARING MAX VERT MAX 0092 BRG REQUIRED BRG AREA
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES)
0'- 0.0" -215/ 1475V -232/ 2J
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5.50" 2.36 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 1.5" -215/ 1475V 0/ 08 OH 5.50" 2.36 KDDF ( 625)
• 2: ❑ -i h d fo t! 5 f) I f 2e
•
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9
MAX LL DEFL - -0,206" 8 5'- 9.0" Allowed - 1.710"
MAX TL CREEP DEFL - -0.412" 8 5'- 9.0" Allowed - 2.281"
MAX HORIZ. LL DEFL - 0.127" 9 34'- 8.0"
MAX HORIZ. TL DEFL - 0.211" 0 34'- 8.0"
Design conforms to main windforce-resisting
f17-06-12 system and components and cladding criteria.
17-06-12
5-10-12 5-05-04 6-02-12 5-08-06 fWind: 140 mph, h-24.3ft, TC DL-4.2,BCDL-6.0r ASCE 7-10,
f f5-08-06 6-01-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 T f fload duration factor-1.6,
12 Truss designed for wind loads
7.00 M-9X6 in the plane of the truss only.
4.0" Q 7.00
4 ,ryy
-1\
sib
M-5x6(S) M-5x6(S)
0.25" 0.25"
3
4.
M-3x8 ______LI .hk /1\0000„
M
2 -1.5x3
ul
M-3x8_8"'i
0 M-5x8 \"
0
9 = :7o
,M-6x6 10.25" 11
.. 3.50 3.50 I , M-5x8(5) M-3x4 M-3x5 0I
12 12
.V Jr
5-09 5-03-08 y y l
.1•
5-09 y 5-03-08 y 6-06-04 8-07-07 8-11-05 y ��p PROOF
35-01-08 29-01 1 � N�IN�F�s/2
JOB NAME : POLYGON NW PLAN 7-A NH - D2 /�� ) 782PE
WARMNOS:
Scale: 0.1739 . :..
Truss: D2 I.Bolder end engbn Wnnpor should be edvheO of aA Cemral Notes GENERALNOTES, udesso ha MM noted: /ir/ ,^
sunt Yer and rMton censtrvaiknoommeMes. 1,Tld design h based only upon m,parametan Yawn and le kr an lndhdual E 'J
2.2,4 compression web bracing must be invalad Mur,shown.. �dlnp eompoMM.An.nt laAlry of daslpn penmstan ant proper ,./f 9 _.ORISG ON O�.
3.Additional temporary bra Incorporation or component me respondbety or me building dastgner, -Y (}.
Is the ry a4p to insure W betty During censtruclbn 2.Design assume,the tap and bottom chords to be balmily braced at G
DATE: 8/10/2015 apo^stbAeyallMarogor.Addelonalpamunambracmpot 2o.s.end stIDo.o.respegbelyuNnsbraced throughodmeiringthby 9/Q '9RY 15 �l;S,-
Ihe wend structure is the responsibility a o,s building dasipner. continuous M,sWng such es sting phrwood uMa wl,s,.)ander dryweA(BC), • V
SEQ. K],345836 4.No land Moulds applied to any component adOa alter el bracing and 3.2x Impact bridging or latent bracing reqof uired where Mown.. !1A U \
fasteners en complete and at no time should any keds greater man S.Design sumo,l4.Instagagon of amas..ais the rs 0.used N a no snpcorrosl,environment.d !"
TRANS ID: LINK design buds be applied to any component. and are for-dry condelon'oluse.
5.CompuTrus hes no control over and assumes no responsibility kr the
B.Design assumes Tel beadnp at all supped Mown.Shim or wedps It
hbrbalkn,handling,shipment and assumes
of components. necessary,
e.This design is handling,
furnished subpdto the tataoo of
fodhen 7,Design assumes adequate drainage Is prodded, EXPIRES: 12/31/2016
TPIWTCA k SCSI,copies of which Webs furnished upon raquep, 8.Plabc insidehag with
te located on telh faces of truss and placed so their center August 10,2015
MIMI(USA,Inc./CompuTrus Software 7.6,6(114.E lines cokdda w10)old center Anes.
g,Digits Indicate We of phis In Inches.
10.For basic connector plots design values see ESR•1311,EMI We(Wish)
This design prepared from computer input by
PACIFIC LUMBER-BC
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TRUSS SPAN 35'- 1.5" Design conforms to main w) uplift at 24 ting
LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 system and components and cladding criteria.
TC: 2x4 KDDF #15BTR SPACED 24.0" O.C.
0C: 2x4 KDDF #1aBTR Wind: 140 mph, ha24.3fe, TCDL=9.2,8CDL.6.0, ASCE 7-10,
LOADING (40l ph, h.24. Enclosed, .2,BC Exp.B, CEFR-(Dir),
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF load duration fEnclose.6,
BC LATERAL SUPPORT <n 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF Truss designed for wind loads
TOTAL LOAD = 42.0 PSF
in the plane of the truss only.
Unbalanced live loads have been
considered for this design. LL - 25 PSF Ground Snow (Pg) able end truss on continuous bearing wall UO .
1x2 or equal typical at stud vert
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL efer to CoupuTrua gable end detail fes
icals.
REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. omplete specifications.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
17-06-12
17-06-12 5-10-03 11-08-09 T
11-06-09 5-10-03 T
12
IIM-4x9 �7.00
12 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP
7.00 p OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING
M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION
M-3x5(S) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY
FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE
+� CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE
MRACING�O THE HINGE CONNECTION T�ATION.TERAL
In
O
4.I
O
N2 U-1 I
O O
e i - M-3x5(S) M-3x9
0
o
o
M-3x4 Pia'PRQp .
17-06-12 17-06-12 ��� INE ., d,
;____1, 35-01-08 89782PE �`
1-00
JOB NAME: POLYGON NW PLAN 7—A NH — D3Scale: 0.2314
all
GENERAL NOTES, unless omerahae add: t% C?REGON p`� ,T,
I.
BuldOS: 1.This dellen is baud only upon me parameters sham and h for an Individual �//�O
1.Bolster and median coMndorMouldaadvhetlof a0 General Nota balding corrnonent.pnent Is the
of design parameter and proper 7� l/41�y 15 :`�4,.:
Zs
Truss• D3 end Warnings berm construction commences. hcopoetionefcompenentls me edesign 00 Ithebaldllp designer.
2.Ire compression web badrtg must be Installed where"norm.. 2.Design assumes the top and bottom duds to be laically braced at
3.Additional temporary bracing to Insure stability during construction ge.e.aM el lCa.0.nepectMly�deabeadmeugnoulmatrMnpin by PA„11_I^, ``.,.
is me responsibility of the erector.Additional Mumma boring of continuous sheetNng such a plywood mm.thing(TC)andbr dryrnl)aC). v
DATE: 8/10/2015 the ooeralstructure lathe reaponsibgly ofthe bulding designer. 3.2r Impact d ngor m.ra.bracing ryofmd where
contractor.
K1345837 4.No badMead bapplled toatycompomMUMl agerAbradnp and 5.Design assumes trusses m to be used In a noncorrosive environment
TRANS (Menem arecompleteandalnoteashouldambedsgeaterthan and.emra"andnblrotua. EXPIRES: 12/31/2016
design bade a embed to any component. e.Design asumea MI bearing M a1 supports sham.Shim or wedge II
ID: LINK 5.Compulan.artily,hi ant andassumesnlcompndb@c.for me Design
August 10,2015
hbdatiog,is hunis,edenbMant the
of components.by B.Plaes�l be Wited ane bath faces of truss,and placed so theb anter
e.Thies ICA Is furnished as sublet b the tl be furnished
Lupo by Ines coincide ebh)ebd anter lines.
TPLWfCA b BC51,copies of*Mil WI a NrMshed upon request. g.Digits Indkate ate of phL In Index.
MITek USA lnc.icompuTrus Software 7.6.6(1L}E to.For basic connector plata design values see ESR-1311,E5R•tB913(MiTek)
This design prepared from computer input by
LUMBER SPECIFICATIONS PACIFIC LUMBER-BC
TC: 2x4 KDDF TRUSS SPAN 75'- 0.0"
TC: 2x4 KDDF H1LBTR LOAD DURATION INCREASE - 1.15 INC )2012 MAX MEMBER) 971 2-R8-(-225) 20
WEBS:, 2x4 KDDF STAND SPACED 24.0" O.C. 1- 3=(-2089) 503 1- 9=
2- 4_ - 8.(-348) 1971 2- 9=(-645) 205
TC LATERAL SUPPORT <_ 3- q=l-2088) 501 8- 9=(-216) 1658 B- J=( -45) 460
12"OC. UON. (
LOAD/NG 4.(-1496) 451 9-10=(-234) 1589 9- 5- )
BC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5-(-1495) 450 10- 7.(-359) 1902 9- 4=(-280 253
DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2336) 505 )'280) 1122
" For hanger specs. - See approved plans TOTAL LOAD= 6- 7=(-23J 61 509 9- 5=(-65]) 255
42.0 PSF 0-36=( 251) 483
LL = 25 PSF Ground Snow (pg) 10- 6=(_251) 211
BEARING MAX VERT MAX HORZ BRG
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONSS REQUIRED SPG AREA)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -216/ 1470V -231/REACT2310 5IONS .50" 2.35ZE N KDDFP C 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 0.0" -215/ 1470V
0/ OH 5.50" 2.35 KDDF ( 625)
kOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.098" B 17'- 5.2" Allowed = 1.704"
MAX TL CREEP DEFL = -0.199" 8 17'- 5.2" Allowed - 2.272"
MAX HORIZ. LL DEFL= 0.045" B 34'- 6.5"
MAX HORIZ. TL DEFL - 0.075" 0 34'- 6.5"
17_05-04 Design conforms to main windforce-resisting
17-06-12 system and components and cladding criteria.
6-00-07 5-08-06 5-08-06 5-08-06 Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
12 5-08-06 6-01-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
fffff
'� ,� load duration factor-I.6,
7.00
M-4x6 12 Truss designed for wind loads
in the plane of the truss only.
4.0" Q7.00
M-5x6(5) 1114111
3.1 M-Sx6(S)
0.25"
,111111.11.111111.1.11.1
0.25"
M-1.5x3 +1
+ M-1.5x3
\\\.
M
0
0 1 w
M-3x5 a • g ¢ " o
M-3x4 0.25" 1D .,T 4o
M-3x4 M-3x5 0
y M-5x8(5)
8-10-11 8-06-09 y 8-06-09 l 9-00-03 yco P R Op,
35-00 'I" .S\ 'N'' INF9 sf0
2
JOB NAME : POLYGON NW PLAN 7-A NH - D4 897$2PE fir
WARNINGS: Scale: 0.1922 ', ` �
Truss: D4
I.Butder+M aroabn contractor Moine be advised oral General Notes GENERAL NOTES, unless omentbe noted;
and WamFpa before ontractor M uld b.0d a, 0.TNe Mage to based only upon the parameters Mown and is for en Individual - _
Vr
2 0e4 n,pranto nab bracing Wising component.Applicability of design lfty sitars and proper ,e "�7�.O RE GODS O,..
3,2 Ae4 coral le np nova be Calorie where mown e. In,mtion of component Is Me responsibility f the building designer. !i /� tV
mpenry bn<bp Io Mwra asgll(y during construction
2 Design assumes tM lop and bottom Moms to be laterally brand et U 2
DATE: 8/10/2015 thNereyonructuroeteanaor.AddoMMlpemenembacbpef 2o.0.and atlCo.Graepea.pyunless bnadthroughout mel nd(oc)ength y �'1 PA 1�j ``Q`
the event structure Is the responsibility MINI building dealgneL continuous eheathhr such as ptywooe emaNCg(.C)an,Mr erywal(BC). -T V
SEQ.: K13458' 0 4.NOM.eaewdM applied roany oomponenlOmtan.r.tbna D.�tmpactbddolnoorWenlbnangrequiredvinshown•• ..,‘,..4
fasteners are complete and at no lbw,Mould any beds greater thand 5.Ygn4. teswmuIon of sslwsassraIs the lbrim odof the respectheIn.nsvcolroN:nWprtm,nt UL
TRANS I D: LINK desgn bad.M applied to any component. end are for.My condition of use.
5.CompuTnn has no control over end mums.no responsibility forme 6.Design assumes bat bsedng at al wppons Mown,ShM or wedge It
fabdatton,handh,g,shipment and Installation of components. . ,,ass �v
: 12/31L2018
B.TNsdesign laAaMMadwDpdtomettmgatlomsallnhby 7.Dsignawmesadequatedrainagelaprovided. EXPIRES
TPt/TCA In SCSI,copies of Width MI be lmtMed upon request. 8.In tes s wind be billed on both fans Ohms,and place w lheb anter August 10,2015
Digs aldcat Mm)ofpanIn innee.
MITek USA.Inc./CompuTws Software 7,6.6(1L}E 9.o Digits lnmcon she rpiste Inignnes.
f0,For belle connector plate design velum,roe ESR•1711,ESR-1988(MITek)
This design prepared from computer input by
Pacific Lumber & Truss (DM)
IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TRUSS SPAN 7'- 5.0" BC2201296) 62 1-4-(-100) 137 WR/DDF/Cq 161
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 2-3"( -26) 12 4-4-( 0) 0
TC: 2x4 KDDF N16BTR SPACED 24.0" O.C.
BC: 2x4 KDDF N16HTR LOADING
WEBS: 2x4 DF STAND; BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.0.53 (SPECIES)
DL ON BOTTOM CHORD = 10.0 PSF 1'A 0.0" -42/ IONS -33/ 89S 5.50" KDDF ( 625)
TCBC
LATERAL SUPPORT <- 12"OC. UGH. DE
TOTAL LOAD 42.0 PSF 7,- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625)
vertical
LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) .-+-u.....,..:1_..1:.1�_./a'_"-••.r.if
M-1.5x4 or equal at non-structural
vertical members (tion)• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
LIMITED ENTSAOF IBC
012 ANDLY CU2 TO THE SPATIAL
REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL= -0.015" 0 0'- 0.0" Allowed= 0.100"
Unbalanced live loads have been MAX TL CREEP DEFL= -0.009" 9 0'- 0.0" Allowed= 0.133"
considered for this design. MAX EP DEFL 0.023" 9 0'- 2.6" Allowed = 0.133"
BOTTOM CHORD CHECKED FOR lSPSC LIOE CONC. TEP
JT 1: Heel to plate corner = 4.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.044" 9 6'- 2.6" Allowed = 0.367"
MAX HORIZ. LL DEFL = -0.001" 0 7'- 2.2"
6-03-04 1-01-12 MAX HORIZ. TL DEFL= 0.001" 0 7'- 2.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
12
4.50 D Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp•B, (*MRS(Dir),
3 load duration factor=1.6,
M-3x4 End vertical(s) are exposed to wind,
egr400.00000.0000000
Truss designed for wind loads
2 in the plane of the truss only.
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JOB NAME : POLYGON NW PLAN 7-A NH - E1 Scale: 0.5166 U /±
GENERAL NOTES, unless otherwise noted: -v, OREGON�(��to l�
WARNINGS: 1.The design Is based only upon the parameters shown end h for en individual 7 ... �S
I.Binder.I erection contractorenrst shed.be advised of el General Noted W''drag amponed.AppaaMlay of design pa"""ten and pope" �,(� C1q R Y �5-- {�
Truss: E Z �pdyyamega berora cone rvcwn am in ors• Into ration of nom mint Is the responabOH of the butdinp designer. •
] ` C/.
2.2r4 compression web enanp must a Installed where shown•. 2.Design assumes we top end bottom dans b •be Wendy y braced at 4
3.Addaanel temporary bhang to insure stability during conarualon z o.n.and et ttr me.reepsa9ery unless mead throughout mer length by 'l PA U 1...
/r-
igen.,reepsndbilM of me erecter.Additional permanent bradng of a.c�'�bridging or suablaters.naynood d.he when Mown.andior drywea(BC). -
lM ovens structure Is the responsibility of the Gilding designer. 4.2r Wiped
dg an late naponabBry of and nepa shown•"dor.
SDATE: K 13 4 5 8 3 4.Na teed should be lipped to am component will ever el bracing end 5.Design assumes trines m to sIGRY at a non-corrosive a enadur. t
REQ.: K1345639 naenanare oomgenunetmnm.annaany b.asgneter thanend eta fm•drycondition of use. EXPIRES: 12/31/2016.
design toads be applied to any component. e.Design assumes full bearing at supports damn.Shim or wedge II
TRANS ID: LINK 5.Campuffushas noanbeleverand assumes nonepaoneMs.brNs naasnry. August
rybrke sig Is lurnq,adpment end a limited.,
mitten of components. 7.Design assumes adequate dntnac a Is prodded, 1 0,2015
6.71dsdesign b lumIMnd site)sdolhe amMlions set forth by S.Pttea.M9be boated en both faaeaernes,end pised.IMe anter
ares coincide nth Iced ceder Ones.
TPrWfCAMSCSI.copies darted,ell b•furnished upon mood. 9.Digits Wale Ore of pine In Inches.
MrFek USA.)nc.lCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values..ESR•1311.ESR-113115(MITelg `
LUMBER SPECIFICATIONS This design prepared from computer input by
Pacific Lumber 6 Truss (DM)
TC: 2x4 N16BTR TRUSS SPAN 7'-
BC: 2x4 KDDF CATION 5.0"
WEBS:: 2x4 KDDF STAND; LOAD DURATION INCREASE = 1.15 I1- 2012 MAX MEMBER FORCES 92-4DD-SOB) 161
2x4 KDDF STUD A SPACED 24.0" O,C. 1-2=(-126) 62 1-4.(-100) _
TC LATERAL SUPPORT <= LOADING
2-3=( -26) 12 4-5=( 0 137 2 4=(-206) 161
12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT C. 12"OC. DON.
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT
Unbalanced live loads 12. been TOTAL LOAD = 42.0 PSF L1.-TIONS MAX HORS 5.5 REQUIRED BRG AREA2 )
REACTIONS REACTIONS SIZE SQ.IN.
considered for this design. 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 (SPECIES)
LL = 25 PSF Ground Snow (pg) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625)
JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
•
L/290, TL=L/180
VERTICAL DEFLECTION LIMITS: LL= " g
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed - 0.100"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
MAX TL CREEP DEFL- --0.023" @ 6'- 2.6" Allowed 0.275"
MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed 0.275"
6-03-09 1-01-12 MAX TL CREEP DEFL = -0.044•• 0 6._
2.6" Allowed 0.367"
12 MAX HORIZ. LL DEFL = -0,001" @ 7'_ 2.2"
4.50 v MAX HORIZ. TL DEFL = 0.001" @ 7m_ 2.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
3 Wind: 140 mph, h=20,6ft, TCOL=4,2,BCDL=6.0, ASCE 7-10,
M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Z End vertical(s) aro exposed to wind,
�i Truss designed fox wind loads
Mil
in the plane of the truss only.
0
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I
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14-3x8 M-3x8 4 1.27-.--4115
M-3x5
6-03-09 1-01-12
1-00
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7-05
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���5 .�NGINFR t9
JOB NAME : POLYGON NW PLAN 7-A NH - E2 2
4 89782PE ter•
WARNINGS' Scala: 0.5166 --�••.� 1
Truss: E2 ARNINarand aredbn contractor No ld Da advindafal General Notes GENERAL NOTES, unless othamaa noted: `
and Wrerbaion conWUNbh should.
commences. I.Thisdesign Is based only upon the parameter.shown and is for an Individual
N.
2 2r4eomprenbn rob bndng must be In.taBsd wlwn shown.. building<amponant.Poner Is the
of design parameters and proper �� C '^ "'
3.Additional temporary bracing to Home ataN d
Incorporation ofcompon•N tithe rasp•nammry tint bolding designer. 2 OREGON h
DATE: 8/10/2015 brae responsibility 1p during 20•stpnnwrnsa Ih•.top and bottom unless to arlatengy band al I �O�
agora IY)eme moor,AddNonal penneneM Ontlnp of Dasa endat lb ume.th rh.pel b:.Arequired
laterally
ebraceut length by /h1
the overall structure la the respond 111y of the building designer, 3.�MInact Ngingogn<hu plynged eMaming(TChown•Orywel(BC). �� •� �'� ��
SEQ.: K1345840 4.No load shouldbespelled to any component ural after al bhang end 4. eSeSse tone 5th.lateral wily of the repr•siwbn.. ^ \
TRANS ID LINK tedenem are immolate and al noUme should any beds greeter than Design
ee me,aslaes are tobsieedI.respective contractor.
�� ~AUL ��
design bade be a 5.ender mum.trconussesareto e.used In a MnCoirosiva ernkoMnsnl,
5.CompuTnn has no control overcoats names no responalbllly br the and gr.uwme�NI bearing a9 w
G Desip pports shorn,Shim or badge If
hbrIcaWn,handling,*dement end Installation of components.
necessary.TNsdesign bNmlNadeubJ•Nlothe BeNelbn.eel faRAby 7.Design...NsadeatedranageIs prodded.
EXPIRES: 12/31/2016
Plates
TPDN7CAhr BCNI,copies of which MI be Nmlehed upon nquasi, g.lye.C
)rad be locatedhIM center both faeaa Nimes,and placed so their centerM(Tek USA,Ise,/CompuTrus Software 7.6.7(IL}E e.Digits Indicate sage of pNte Inbxh lines.. August 10,2015
1G For basic connector plate design values see ESR-1311,ESR•Igae(MITek)
_ This design prepared from computer input by
Pacific Lumber 6 Truss (DM)
INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TRUSS SPAN 4'- 6.8" 1-2.(-79) 23 BER=(-68) 60 /DDF/C4. 2) 12.00
LUMBER SPECIFICATIONS 1-2=(-76) 12 1-4=( 0) 0
LOAD DURATION INCREASE = 1.15
TC; 2x4 KDDF N16BTR SPACED 24.0" O.C.
BC: 2x4 KDDF N16BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
WEBS: 2x4 DF STAND; LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
204 KDDF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF
DI. ON BOTTOM CHORD = 10.0 PSI' 1'- O.Oft -28/ 233V -18/ ONS S.ZE" 0.24 KDDF ( ES)
TOTAL LOAD = 42.0 PSF 1'- 0.B" -24/ 233V 0/
TC LATERAL SUPPORT <= 12^OC. UON.
BC LATERAL SUPPORT « 12"OC. UON. LL a 25 PSF Ground Snow (Pg) g
•
Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFY. - -0.005" 0 0'- 0.0" Allowed - 0.100"
JT 1: Heel to plate corner 4.25" REQUIREMENTSOF INC 2012AND IRC LIVE2012 NOT TOING MET.
MAX TL CREEP DEFY. . -0.003" 0 0,_ 4;4e Allowed = 0.132"
BOTTOM CHORD CHECKED FOR DSP5C LOAD. TOP
MAX LL DEFY. = 0.010" a 3'-
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFY. - -0.014" 0 3'- 4.4" Allowed • 0.17
MAX HERR. LL DEFY. - -0.000" a 4'- 4.0"
MAX HERR. TL DEFY. = -0.000" 0 4'- 4.0"
3-05 1-01-12
Design conforms to main windforce-resisting
system and components and cladding criteria.
127-10,
4.50 D Wind: (140 mph, hts), closed.2Cat.2,6.0, ASCE WFRS
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diz),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
3
M-1.5x3
Z o
0
oi
CV
p YYY--- 34 4 5
M-3x8 M-3x8 M-3x4
3-05 1-01-12
1-00 3-06-12 Ep PR OFF
4-o6-1z � � NC,INEe•`n'/0
4. 89782PE • pr
NW PLAN 7-A NH - E3 Scale: 0.5632 1. ��� --
JOB NAME : POLYGON �9�pPEGOAl
GENERAL NOTES, udeae othenlse noted: �"
WARNINGS: I.Thla design Is based only upon the parameters shorn end h br an YMWldual /, rt.'', /]�
1.end
end ere before
contractor once be commence..
of a0 Gemini Nota buldNg seMPoned.APNWAWOty of design parameters and propar "74)
V p .a �j`C-
andWamYgsbabroconaouclbncomneneaS. Incorporation of component laths raspensiatlN of the building detpner. - �al.Y `� \`,�
Truss: E3 2 2.4 compression web bracing must be Monad when show 20etc.assumesthelop and beaomesschords breed troughoMcedal ���� n v
7.Additional temporary tradM to Mute Stability during construction ?a.c.ahs N iP a.a rupadMty uNSu bead throughout Met length by 1"
d sheathe s(yC)endbr dryrng(BC).
IathersapotwWlaye1meeroaer.Addmenelpermanederawwet 3 "aWy9�orSten)SWpa requiredvewrestorme
DATE: 8/10/2015 lhs areal structure Is me responsibility of the budding designer. 4.Inrspayon of Wu lathe raapondSl0 of me respective contractor.
•
4.No load should be epplled to any component udl eller al erodng end 5.Ddsign osumee tnnass are to bd used m e nonsarroec ntactor. rat.
SEQ.: K1345841 fasteners are complete and at noUm.should any Wads greater tMn endaabrrsiri men-ala... EXPIRES: 12/31120.16
design bads be applied to any component. e.Design aswmes MI bearing at al supports Show.Shim or wedge n
TRANS ID: LINK 5,fabrication,
n8. menteand eseumeeno fcomposIMISTneMs.for the ne7. signe la August 10,2015
hack+sig handling.element end Oefl Inn of cal onh by B.Matesshallbe located oneboth faces a lssd and placed co theb ceder
B.TN.d designIsfurnished subject which
NI fan ad oar Ines celndde with)eld ceder Ones.
TPNMCA In BCSI,copies olwhkh vAd be tumhhad upon request. g.Oglts Indicate aka of pieta In Inches.
Wel(USA Ino.ICompuTrus Software 7.6.7(1L)-E 10.For bete connector plata designralues me ESR-t311,ESR-7985(Wel()
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS
TC: 2x4 KDDF H16BTR TRUSS SPAN 22'- 0.0"
BC: 2x4 KDDF ft168TR LOAD DURATION INCREASE = 1.15 ICONS. 2: Design checked for net 5
(— psf) uplift at 24 "oc spacifig.
TC LATERAL SUPPORT <= SPACED 24.0" O.C. Design conforms ntoil main wd claddingreelser ng
12"OC. EON. 140 system and components and cladding criteria.
BC LATERAL SUPPORT <e 12"OC. UON, LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), En osed,TCDL.4.2,BCDL.6.0, ASCE 7-10,
DL ON BOTTOM CHORD= 10.0 PSF
TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Diz),
load duration factor-1.6,
LL 25 PSF Ground Snow )Pg) Truss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UO�J,
M-1x2 or equal typical at stud verticals,
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTtus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications.
11-00
1z T 11-00
7.00 2 IIM-4x4 12
Q 7,00
NN
wl
O 2. ''
o1 �'' ��
r ! y;
M-3x5(S) o
M-3x4 0
M-3x4
l
10-00
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1-00 D PROF S
22-00 P F
�,�, e�,�NGINErR vs,
JOB NAME: POLYGON NW PLAN 7—A NH — Fl 89782PE r
WARNINGS:
Scale: 0.3307 i� v
Truss: El 1.Buller and erodbna NadordouM beedrlwdolal General Notes GENERAL NOTES, union otherwisepse.l,:
and er ander baba construction trader should
uld b eadvis 1.Tile design Is based only upon the parameters shown end Is for an Individual '—'
2.Got compression web bred building component.AppkaNlly of design parameters lint,popes A' "J/j_OREGON O�-J
3.Additional temporary bracinge Imes medley Metalled More clown�, Incorporation of component Is the responsibaily of IM building designer. •lam/ P
IS lna rs NmY ouMp construction
2.Oesign warms me top and bosom Modelo be latently braced at C/ 2 !3,`
DATE: 8/10/2015 tetC.re an,buleys ane.reaer.Addosc.1p•rm.nedbr.dngorcontmandet10. resp•ctivelyunlessbracedmrovpne ttheelengthby �/Q/r—
'sine
A4 U �5
DATE: /10/20 92 a.osaaedromaa. the ependbuyOdd demaea.den.,.
3.2ahep.aenaen9eus g such ieratl°o"ng.sub.aws,eshone.,,* e1(B0)' '1 � �
applied to any component until alter al bracing end 4.Installation dimes Is the ra /�'�1 Il
TRANS fasteners are complete and et no Me sioua any keds greeter than 5.Design assumes trusses are to b auused In the
environment lJ L
ID: LINK sign debads be applied to any component, and ere for'dry condl0on•of use.
5.C5lgntous has no control over end assumes no responsibility for the O.Design!Gurnee reel bearing at al supports Mom.Shim or wedge 11
febsalkn,handling,Mimed end Installation of componeds. neasrary.
O.tsbdesipnhfumlMadsub)adlplhaamlatknaeatconnby 7.Design.sumeeadequatedr.IageIsprovided. EXPIRES: 12/3112016.
TPYWrCA in SCSI,copies of Mich oil be furnished upon
B.In.Plates lndd.eSh lent on bothceded tape of truss,and plead so their anter August 10,2015
request. prase coincide reticent anter Mss.
MfTek USA.Inc.ICompuTrus Software 7.6.6(1L}E B.Digit.Indicate dee orplate In inches.
10.For basic annector plate design values see ESR•1011,ESR.10ea(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TRUSS SPAN 22'- 0.0" 1_ I=( 0) 57 2- ER(F1RC) 1109 3- 8=(-l.S 232
LUMBER: SPECIFICATIONSTRLOAD DURATION INCREASE= 1.15 2- 3-,(-1360) 305 8- 9=( 181) 718 8- 8-(-299) 521
TC: 2x4 ROOF STABLE SPACED 24.0" O.C. 3- 4=(-1195) 337 9- 6=(-207) 1085 9- 5=(-126) 232
BC: 2x4 ROOF g16BTR 4- 5-(-1195) 337
WEBS: 2x4 ROOF STAND LOADING 5- 6=(-1360) 305
LL( 25.0)*DL( 7.0) ON TOP CHORD- 32.0 PSF 6- 7=( 0) 57
BC LATERAL SUPPORT <= 12"OC. UON. DL 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 HORS BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 1530 5.50" 1.66 KDDF ( 625)
22'- 0.0" -159/ 1038V 0/
OH 5.50" 1.66 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: IN,-:..-+_-++-4 1•1'll '-:..-"'- ""1 •1:"s " jig.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL - -0.002" 9 -1'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL- -0.003" 9 -1'- 0.0" Allowed - 0.133"
MAX LL DEFL- -0.035" 8 14'- 6.1" Allowed = 1.054"
MAX TL CREEP DEFL- -0.071" 8 14'- 6.1" Allowed- 1.406"
MAX LL DEFL- -0.002" 9 23'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL= -0.003" 9 23'- 0.0" Allowed - 0.133"
MAX HORIE. LL DEFL - 0.016" 0 21'- 6.5"
11-00 MAX HORIZ. TL DEFL= 0.026" 0 21'- 6.5"
11-00 T '' Design conforms to main windforce-resisting
5-08-13
5-03-03 5-03-03 S-OB-13 system and components and cladding criteria.
'( f Wind: 140 mph, h-22.4f t, TCDL=4.2,BCDL=6.0, ASCE 7-10,
f f12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 M-4x6 Q 7.00 load duration factor=1.6,
7 00 Truss designed for wind loads
4.0" in the plane of the truss only.
M-1.5x3
M-1.5x3
3
AillIlk\
0
in
L.0
O '^ NM yy Ar 0
Z. .= 0
g 9 I
O 1 M-3x4 M-3x4 0
0
M-3x4 M-3x9 M-3x5(S)
y y 7-00-05 y 7-05-14 y
-os-14 . E) PRQ,
l 10-00 1 12-00
y y Y
y 5NGINE
�� /9.0
1-00 1-00 � :9782PE r
JOB NAME: POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 y v
WARNINGS: GENERAL NOTES, unless atMmise noted: A `�.e R�GON �
1.Bolder and erection contractor should be advised oral General Notes I.This design Is bawd only upon the parameters
ssha n and
Isofor
a Individual 1F �Y [y�`
buIding component.Applicability b paGgR.Y
Truss: F2 endseem las before bra udbn commences. Incorporation assumes
of component Is therasponaslly of the balding designer. ,[�` A5 ti
2.2s4 compression web bredeg must Ni installed where shown e. 2 Design assumesom top and bottom re dards to be Wanly it braced at ,
3.Additional lempomy btSchq to Insure stability during meseudion 2 o.e.and et IV es.respectively unless braced throughout tine length by PA, +L P .
lath responsibility of Ow erector.Additional permanent paring of continuous dwelling ord.as plywood Nnathing(TC)and/or drywag(8D). lJ i.
DATE: 8/10/2015 the avant structure lathe responsibility of the balding desyner. 4.3.7sslalsadbdWsair HWent
bredngPre oilerequired
wwhere
clamsa
K1345843 4.Nobad should be epplied to any component untl after al bradng and 4.Osmanas d.ettlsums ate the are to responsibility
dt anespedhe contractor.errvkon
SEQ-: hdenenera cemplsluMatnoUmeahoWdany badapssterthan end erebr•dycondNon-of use. EXPIRES: 12/31/2016
TRANS ID: LINK design louts be applied to tiny component. B.Designaewmes Ml bearing el el supports shown.Shan or wedge It
s.CdgeleieNenocentrolover and assumssnonsponeiblaybrthe neo slay. August 10,2015
NN
fabrication.handling,shipment and InetaMtbn of components. 7.Design assumes adequate drainage Is provided.
8.Thh design Sher*Md subject toga fennel/ens eel forth by 8.plateso dd�wolocated
h holdc bethfaces oof truss,end pieced so their center
TPfCAH SCSI,cegae of which WI be furnished upon request. IneD.Digits Indicate stilt of plate in hells.
MIT&USA,Inc.ICompuTfus Software 7.6.6(1L}E I0.For bade connector plate design values see ESR-1311.ESR-lane(MITek)
This design prepared from computer input by
LUMBER SPECIFICATIONS PACIFIC LUMBER-BC
LU: 2x9 KDDF C1TIOR 22-00-00 GIRDER SUPPORTING 35-01-08
TC: 2x6 KDDF SS LOAD DURATION INCREASE. 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4W-536E/C
WEBS: 2x4 KDDF STAND; 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2- q 1.00
2x6 OF STAND A; LOADING 2- 3'(-10490) 2372 8- 9-)-2318) 10550 2- 9=(-1926) 2470 11- 2•(-1536) 470
2x6 KDDF AN2 B LL = 25 PSF Ground Snow (Pg) 3- 5•) -8090) 1872 9-10.(-1904) ( 3170) 470 6-12=( -536) 2544
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- _ 4- 6=( -8090) 1872 11-12. 8850 9- 4.( -776)4 3504
TC LATERAL SUPPORT <4, 12.0C. DON. BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6' (-1904) 8850 5-11-)-3176) 760
BC LATERAL SUPPORT <_ )-12798) 2372 12-17.)-2334) 10550 10- 5-)-3l70) 7896
12"0C. UON. 6- 7-(-12708) 2820 12- 7=(_2334) 10626 10- 5.)-3170) 760
-/�. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11.
( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( -776) 3504
Join 2 ply with 3"x.131 DIA GUN BEARING
���,� nails together BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX VERT MAX HORZ 5.50"BRG REQUIRED BRC AREA
\/\/ 9" oc in91 row(s) 2x9 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1908/ 8576V -139/ 13 OH 13.72N KDDFp(C 625)
7" oc in 2 row(s) throughout 2x6 bottom chords, 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 ROOF ( 625)
9" oc in 1 row(s) throughout 2x4 webs,
9" oc in 2 row(s) throughout 2x6 webs. Ef-O_ND_
DM�2• De.i h Y d f r I f 1 f
VERTICAL DEFLECTION LIMITS: rig
LL-L/240, TL=L/180
MAX LL DEFL . -0.144" 9 14'- 6.8" Allowed - 1.054"
MAX TL CREEP DEFL - -0.291" 8 14'- 6.8" Allowed - 1.406"
MAX HORIZ, LL DEFL - 0.048" B 21'- 6.5"
11-00 MAX HORIZ, TL DEFL - 0.081" 9 21'- 6.5"
11-00 Design conforms to main wi ndfozce_resisting
9-03-12 3-05 3-03-04 3-03-09 ,�3-05 system and components and cladding criteria,
f9-03-12 Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL.6.0, ASCE 7-10,
12 Q
'( (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir),
IIM-6x6 12 load duration factor-1.6,
Q 7.00 Truss designed for wind loads
7.00 6.0"
4 in the plane of the truss only.
21\
M-3x6
,M-3x6
�r
M-3x6
2 ,.6M-3x6
I 66
M-6x10 All 166
"1 d, i nn, M-6x10
IL
10 1 1 C
M-3x8 M-6x8 0.25" 11 3 ='7 `0
M-6x8
17M-8x8(S)
M-3x8 0
; i l
y 9-02 3-03-04 3-06-12 y 3-06-12 l 3-03-04 y 1
4-02 ,` . , pROF S
22-00 l - �4GIN ., cS�j
��� R 'Q2
JOB NAME: POLYGON NW PLAN 7-A NH - F3 89782PE 9r
-:
WARNINGS: Scale: 0.2911 • .-------2....---;;:3 ---_________
^--••�^��✓
Truss: F3
I.Bald.,and erection contractor Medd be added of ell General NsIne GENERAL NOTES, unless otherwise noted: ..
•M Wr a beforo con.uuer should
b eadv, 1.This design I.based any upon the parameten,hosn and le for n Individual v
3.2Nnmp,enanw.b btedngmua be CaWNd,A,en ahwn.. buildingcompor nement.Applleabiliry or dean parameters and proper e. �i}_OI,EG OI:V .,-/
3.Addabneltempenrybr.ebpleInnr.steNlltydedngconlrydien 2.0.dpnre.ssum..gH p1 PnlidboSontn,dd.ebelel nrybn0e a.iaec +' �Ii .Q..
DATE: 8/10/2015 I•m•responddrdy at the erector.Additional permanent bracing of 7a.o.and,..eaO,In respectively unless bncodthreuphout r eircity brain by G /`�y'
the overall structure h the responsibility ell,.bueding de.finer, co loped ddging or such a plywoodre Meelh �(,� Y J ( '
SEQ.: K1345844 <.Nob,edpuabeappgmmmm 3.a,ta ctesh In mq(TC)endrordyw,q(ea). t �\V
any component until eller ell brad and p' q q e,lateralIs bracingof the where drown.. Jti���
e respective contractor.
fasteners are complete and et no tone should any loads greeter than 5.Design lassumeesssemases responsibility
to beusedIn a nnntio0odvs environment,
/"
TRANS ID: LINK 4.1gebedabea
pp8ed to ray component, end are foeery condition'Cl us.,
5.CompdedBn Trusbed beas rm control over and assumes no responsibility for ms 8.Dedgn assumes M bearing at eq suppod.shown.Swim or wedge If
febdcatbn,handling.shipment andindeibtbn of components. necossery,
6.Tile dedpn Is WNW shipment
to the llmeatbna sal forth by 7.Dedgn assumes adequate drainage is madded.
EXPIRES: 12/31/2016
TPIWTCA N SCSI.copes of whin Mt be furnished upon request. 8.Pescoin gbebcoted on erl feat of truss,and plead so lheN Banta' August 10,2015
MRek USA.Ine./CompuTrue Software 7.6.6(1L}E Ines coIndde with joint stpta center cinch.
B.Digits Indicate lige or
10.For bade connector plata design values se,ESR•1311,ESR•tgSe(MITe19 '
This design prepared from computer input by
Pacific Lumber and Truss-BC
IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TRUSS SPAN 22'- 0.0" 1_ IB( 0) 50O 2- ER(FOR4) 1261 DD /Cq"1.1) 220
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 2- 2=)-1500) 335 8- 9.(-103) 834 8- 8=(-311) 492
WC: 2x4 KDDF STABTR SPACED 24.0" O.C. 3- 4=(-1318) 338 9- 6=(-253) 1261 9- 9-(-311) 220
BC: 2x4 KDDF #16BTR 4- 5=(-1318) 338
WEBS: 2x4 KDDF STAND LOADING 5- 6=(-1504) 335
LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6- 6.( 0) 50
TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD= 10.0 NSF
BC LATERAL SUPPORT <= 12"0C. ION. TOTAL LOAD = 42.0 PIF
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
0'- 0.0" -119/ 1038V -109/ 1096 5.50" 1.66 KDDF ( 625)
22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1
BOTTOM CHORD CHECKED FOR DOPBF LIVE LOAD. TOP
nun. : D,".:..-c+........L fa ._s--o•�e_e--.1-::J. -.mr..11 a _a an g.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=0/240, TL.L/180
MAX LL DEFL- 0.002" 0 -1'- 0.0" Allllowedwed 0.100"
MAX TL CREEP DEFL= -0.003" 0 -1'- 0.0" Allowed - 0.133"
MAX LL DEFL- -0.043" 0 14'- 5.8" Allowed = 1.054"
MAX TL CREEP DEFL- -0.088" 0 14'- 5.8" Allowed - 1.406"
MAX LL DEFL= 0.002" 8 23'- 0.0" Allowed- 0.100"
MAX TL CREEP DEFL- -0.003" 8 23'- 0.0" Allowed- 0.133"
MAX HORIZ. LL DEFL- 0.018" 0 21'- 6.5"
MAX HORIE. TL DEFL - 0.030" 0 21'- 6.5"
Design conforms to main windforce-resisting
11-00 system and components and cladding criteria.
11-00
5-09-09 5-02-12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
1' 5-02-12 5-09-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
,� '( load duration factor=1.6,
End vertical(s) are exposed to wind,
� '� .'1Truss designed for wind loads
4.0" Q
12 M-9x6 6.00 in the plane of the truss only.
6.00 C7'
4 A•'vf
IL '
M-1.5x3
M-1.5x3
'411111111
3
r+l
0
r•-: \ /
o '� ® R'- e
0
1 1 �, B 9 I
o M-3x9 M-3x4 0
I M-3x9 M-3x9 M-3x5(S)
y y
y 7-06-03 y 6-11-11 7-06-03 y ��op PR OFFS
y y 12-00 I. y S�. NGi►NEF'' IS'ip
10-002
1-00
y y 22-00 c 89782PE 9r`
1-00
JOB
NAME : POLYGON NW PLAN 7-A NH - G1 Scale: 0.2557 �,� � �1 --�,
GENERAL NOTES, .Ne.som.rwlaented: y,LCO.R.�GON�rt.'•�....
WARNINGS: I,TATs design h bawd ony upon O n paramelen sipwn and le br an IrldhMual
1.and W aM anabn constnoron co bences. of aA Genera)Nolas building component.AppPeaMBy of design perimenn and proper
Truss• G l and Warnings beton bonstrngon commences. mcorygnnon of amponent la me raspenda0ry a the bend nn dadon,m �� q Ry A$ :�4,
2.2,14 compre..bn web mans mud be Installed w1wr..hown.. 2.Design assumes the top and bottom chords to be Wordy braced at
3.Addolonal tempanry racing to Insure enblllty during conwuabn z o.a.rad.t 1Ir e.a mveaM.N urns mad Imwhom their length by "e �7A U`. ��
is the rowondemty ovine erector.Adaalof tn.ee designer of 3.iii p.sb sheathing
og uu.ieretlrap requr.etlan°,re s0)(e s•r drye+l(BOI.
DATE: 8/10/2015 (MoveralWuavelathe responsibRtya balding signer• 4.Installation .the late 1b ndNlNar idoh shoardndor.
•
4.No bad should be applied to any component untl after al hosing and 4.Instals assumes trusthe are to si uasd t a nespaotha a environment.
1.
SEQ.: K1345845 adenenerocempietaend dnolbneshould any bedsgroaterm°n and webrdrycondelen'Buse.
6.CeEXPIRES: 12/31/2016
TRANS I D: LINK design bade be spelled toany component. O.Dedgn assume. d bearing at el supports shown.SNm or wedge If
nage
p
mpurru.neenocontrolovenendaseums.nonspene9enteete neaee..n. August 10,2015
lab.design
MMl lthed menalo e8 OsUoefwmprth by 8.Pla7. tes shall be boiled onn assumes e both facet of Was,,and placed so thee center
8.Tho design Is Nml.bodofd e h v 8 be erns eel forth by Ines coincide with Join center lines.
VW/MA In SCSI,copies of wtdM via a Nrnsilad upon request. 9.Digits indicate side of plate in Indus.
MiTek USA.Inc./CompUTlus Software 7.6.7(11)-E IS.For basic connector plata design value.see ESR•1311.ESR•1988(MITek)
LUMBER SPEciFICATIONs This design prepared from computer input by
Pacific Lumber and Truss-BC
TC: •
2x4 KDDF N16BTR TRUSS SPAN 22'-
BC: 2x4 KDDF k1OBTR 0.0"
LOAD DURATION INCREASE = 1.15 17srrW
MDe MV=OMeao main29
TC LATERAL SUPPORT C. SPACED 24.0" O.C. g
BC LATERAL SUPPORT T 12 OC. SON. Design conforms ne main windforcecladding
12"OC. SON. LOADING system and components and cladding criteria.
LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h.15ft, TCDL-4.2,BCDL.6.0,
TOTAL LOAD a 42.0 PSF (All duration Enclosed, Cat.2, Ex ASCE 7-30,
load duration factere1.6, d, MWFRsfDiz7,
LL 25 PSF Ground Snow (Pg)
End vertical(s) are exposed to wind,
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 lOPSF LIVE LOAD. TOP able end truss on continuous bearing wall UO .
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -1x2 toor equal typical at stud verticals.
�•efer to CompuTrus gable end detail for
om.lete s.ecifications.
11-00
12
11-00
6.00
177'
IIM-4x4
12
3 "S16.00
p..
M
ro
In
o i
R
M-3x5(S) O
M-3x4
0
M-3x4
10-00
1-00 12-00
22-00 _. D P'Q
4.5'? ,'NGS N 9 siC2
JOB NAME : POLYGON NW PLAN 7—A NH — GGE 89782PE 9'
WARNINGS: Scale: 0.3682 //,-;;":,57.73.7--7
Truss: GGE
1.guider and ereabnconn,aor Snead be robbed of al General Notes GENERAL NOTES, untaas otlwmdaa noted:
.
and Warningsdsrheron construction commences, 1.This design b basad only upon the paramalan Yawnand Is for an mdlvldual fi
2.2r4 compression anti bracing coup W Installed whore shown�,
Incbolorporation cwrripamM.Applicability of design parameters and proper 7,,OREGON
C]�/�O n' O�4
J.Additional temporary bracing to ensure stability duan of component la the responsibility or the bold) designer. II fl 1.1 I.V
DATE: 8/10/2015 nmero.pentlalryorm.enaor,Aadebne vconaruabn z G.sign.awme.mer•sped top end baS...Mstowrter.rybn wG R
the ovenl structure lathe responsibility permanent of 2.Ac.and elle o.e.respeas ply unless braced throughoulmelr length by Y Ay QQ`:
SEQ.: K 10 9 tJ 8 4 6 4,Na bad should a. aPonsiblly en the bolding designer,
continuous sheathing such as plywood eheammgfrc)aedror drywel Be.
applied batty component WI eller al hosing and a•2s Impact bridging or lateral bracing required where shown.. ( ) �� \�
TRANS ID: LINK
/When are complete and at no thne should any bed.greater than 4.Design Inatahlion
t,trt.usses
to
o be used In a non-corrosive
coMviron
PA UL
design bads bit applied to any component. 5.Design eswmealnnsesere lobe used menori•eorroelve anvbonmanl.
5.CompuTrus Ms m control over and assumes no responsibility for he end yn�wmes fure for"dry ll I Isu ns Moven,Shim of wedgelf
s.Design oro poo
febrkalbn,handling,shipment end mslellation of components. neaaury,
6.TnladWpnla furnished cabled to the Rotations set forth by 7.Design assumes adequate dnbuge is prodded. EXPIRED. 1`2/3 1/2016
TPVWICAhSCSI,copas of which rAlM furnished upon request. B.Plates in..Sa ni be bated on bath faces ofWsa,and plead cotheh corner
Wick USA,lnc.yCom(wTrua Software 7,6.7(1L}E B.Digits buka.iaeoJfpla el Is innoha.. August 10,2015
10.For bate connector plate design values see ESR•1 dt 1,ESR40e5(MITek)
This designCLUMB
preparedER-SC from computer input by
rr
9•
TRUSS SPAN 2'- 11.0" Design conforms to main windforce-resisting
LUMBER SPECIFICATIONS LOAD DURATION INCREASE- 1.15 system end components and cladding e- criteria.
TC: 2x4 ROOF g1SBTR SPACED 24.0" O.C.
Wind: 110 mph, h-15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05,
BC: 2x4 ROOF g16BTR LOADING Enclosed, Cat.2, Exp.e, MWFRS,
WEBS: 2x4 ROOF STAND load duration factoz=1.6
LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF interior zone,
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON.
TOTAL LOAD- 42.0 PSF cote:Truss design requires continuous
bearin• wall for entire s.an UON.
LL 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
2-09-04 0-01-12
12
4.00
M-1.5x3
3
O
I
r+1
N W
Mal 1 1 /J
M-2.5x4 M-145x3
1-00
2-11 PED PROFS
C'cc,'�� GINE - .�'/0'
89782PE 9r
PLAN 7—A NH — H1 Sale: D.710D , , /;;--;:-,,,;;'; —
'f
JOB NAME : POLYGON NW 9 .OREGON GENERAL NOTES, udeu otherrda noted: _ 41'/Ar
i� �Q �Q'
I.Bulkier
1.TMsd.signlo booed only upon the parameters silovn end to for en lndMduel �(�
1,rindWaMP Wrote
contractor commences.
cera General Notes building component.APMc•WM of&nun ponmeten end pnpr e4.109 �L]V \9 *.
area.,,p..a Mf oro mnemMb.,b.in nee.. IneorponWnof component I.me nopondbBry d bl.Wrdlnp designer. Fi I V
Trues: Hl 2.2.4 cempnubn wnbb.dng mud MeulaMd weenaeme c. 2.DWgn eesum..M.top.n0 bottom chords to be[Gerdy Girded at ����
3.Addybnal temporary bracing to enure NOGG during censinrctbn T o.o.and.1 IO o.o.respectively unless�nethroughout
t a shout MN IN BC)y
lathe responsibility of the erector.Additional permanent Madrg of 3.ceMh d bridging orb Waal brsuch as p M�d.h..rnenl
coed..
DATE: 8/10/2015 t ce.me.wd.r•I°the r.spondbntyofthe bmmnga..lgnsr. mwe.gobridgingorW albradbBry.fmdnerashoamndor.
4.No baa sorsa M oat.el to any tie..O n)antiany Nola
ae bradnh and 4.5.Dosign mums tmn•e.r.to be used Ino nonconosid.sneorun.nt. EXPIRES: 12/31/2016.
SEQ.: K13458N hsi.Mn•ncemp.b.Md aUmsoMukmyb•d.gnaterthan maenkr'drycandmo1W9ci0
design bade M."""any component. 5.;net nsumeoMMadng et•y supports shown Shin or wedge 11 August 10,2015
TRANS ID: LINK S.Obgatiou.Memo c.mipment and Ingsumu no components.
Mgr. necessary.
r.b.0.0 Is handling.ed smnl and n.bn50on of campoherds. 8.Plates Mi be located on bothfau Is
prodded.
and placed n their ceder ,
e.This dad A In
mmlaaw subject b h vOl las bm.si roperh r Ines coladas with joint ceder Ones.
TPNNfCA b BCSI,spin of wnkh MIM mrdsilad upon mired. 9.Digits Indicate she of plots In Inches.
MIT ek USA lnc.1CompUTrus Software 7.6.4(11)-E 10.For bask connector plate design values see nne.io11.ESR•1000 q.9Tek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS ,
TC: 2x4 KDDF 61613TR
LOAD DURATION INCREASE = 1.15
TRUSS SPAN 4'- 0.0"
TC: 2x4 KDDF 8168TR IBC 2012 MAX MEMBER FORCES 1-3-(0F/Cq=1.00
WEBS: 2x4 DF STAND SPACED 24,0" O.C. 1-2=(-29) 14 1-3=(0) 0
BTC LATERAL SUPPORT C. 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
BC LATERAL SUPPORT <= LL( 25.0)+Did 7.0) ON TOP CHORD = 32.0 PSF
12^OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
JT 1: Heel to plate corner = 5.25" TOTAL LOAD= 42.0 PSF NO 1'- 0.0" -27/ 215V 0/ 2 5.50" 0.32 KDDF ( 625)
12 3.- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625)
4.00 LL - 25 PSF Ground Snow (Pg)
4'. 0'0^ -J6/ 84V 0/ ON 1.50" 0.13 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 oefl uplift at 74 "oc soacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180
MAX LL DEFL - -0.004" 0 0'- 0.0" Allowed - 0.100"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 0'- 0.0" Allowed 0.133"
MAX TC PANEL LL DEFL = 0.008" 0 2'- 5.6" Allowed = 0.183"
MAX TC PANEL TL DEFL - -0.010" 9 2'- 7.0" Allowed a 0.274"
MAX HORIZ. LL DEFL a -0.003" 0 3'- 11.2"
MAX HORIZ. TL DEFL = 0.003" 0 3'- 11.2"
Design conforms to main windforco-resisting
system and components and cladding criteria.
2 -A
Wind: 140 mph, h-19.eft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
lrTruss designed for wind loads
in the plane of the truss only.
Li.)
"
I
N0
0
I
ti
1
I
01#11
i [
O 4
x 3`.<
M-3x8 M-3x6
l l
3-00
y y ���Ep PR OFFS
9-00
!PROVIDE FULL BEARING;Jts:4,3,2 ! f_,S 1GINE "9.'q
JOB NAME: POLYGON NW PLAN 7-A NH - H2 �9782PE f
Scale; 0,9459 . j __
WARNINGS: GENERAL NOTES, uNea.omamise holed: `�
Truss: H2
I.Binder and erecters contractor Mudd be ativlwdofel General Coles 1.ThlSdNgnI.based only ([)
and Warnings before nnwuwon commences. buildingMyuponlne parsmeprmeter and le individual TJ OREGON y�
2.2t4 compression web bracing componnl.Applkablllly of design parameters and proper / fl+y IV e�
ng moat be Installed where shown.. Incorporation of component N the responWllty of the building designer. `�-
3.Additions/temporary badn0 b Incur*atsdmy during construction
2 S o.,.eswmse the lop and bottom chords to w laterally braced at O
le Me responsibility of ms ender.Additional permanent bracing of lex.and el 10 e.o.such
unless band throughout their length by �R 1
DATE: 8/10/2015 the prem atwawala the r.
continuous Mealing weir as plywooegaeaming(aC)andfor drywel(BC). _��' Y 5 -5!`-
apondbllly of 1ha until
designer. 3.24 Impact bridging or lateral bracing required where drown.• PA U L..�
SEQ.: K1345848 4.Noload ehouabeappladtoany component untlellerall bracing and 4.InetalatbnofImes lethe re
fasteners are complete and at no the should any loads great.,than 5.Design assume.busses orelobe IusedGIta nonnnoyva environment,
TRANS ID: LINK desIgn loads be applied to any component. and aro for"dry condition-ofuse.
5.CampuTrua Ms no control over end mums no responsibility for the
8.Design assumes lull bearing at al supports Moven.SNm or wedge If
fabdcotfon,handling,ddpmanl and Installation of components.
necessary.
EXPIRES: 12/31/2016.
8.7Ats design b fuMMed subject to the limitations set forth by 7.Oedgn becomes tequsle drainage Is provided.
an
TPWYTCA In SCSI,copies ofWIWI will be furnished uponB.Pb:..e MageeNntent oebom/anaofirusa,and plead so their center August 10,2015
request. knee coincide wMJolM center linea
M+Tek USA,lng./COmpUTru9 Software 7.6,6(1L}E 9.Digits Indira:.etre of plate In cMa
10.For bade connector plate design values see 08.1311,ESR•1008(60Tek)
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BUILDER:
ISSIJE DATE AGOVEPLAN PROVIOE0 FOR TRUSS
POLYGON NW 09/12/14 PLACEMENT ONLY.REFF-R TO
TRUSS CALCULATIONS AND -, .-
ENGINEERED S7RUCIURAL
PROJECT TITLE*
REVISIO*1; - . :C.V.. ,
7-B NH KD INFORMATION.SURJANG
DESIGNER/ENGINEER OF RECORD .••
RESPONSIME FOR AU.NONTRUSS .
PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS.BUILDING „
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7-B NH / B-NH I oieovE a ev: CESIGNEROENGINEER.,„.„. OF RECORO TO
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BUILDER ISSUE DATE: ABOVE PIM PROVIDED FOR'MUSS .
POLYGON NW 09/12/14 ptAceasorr ONLY.RECERTO
TRUSS CP.I.CMATIONS AND :.. ..• . :
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PROJECT TITLEREVISION-1: OWINGS FORAM FURTNEFt 0 1.,.. um
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DESIGNERJENGINEER OF RECORD .
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DESIGNER/ENGINEER OF RECORD TO '
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CHECKE"Y: REVIeN"APPRCAIE°F ALL ti TRUSS •', oifwor .
DESIGNS PRIOR TO CONSTRUCTION. • • • v -1„
DELIVERY LOCATION: SCALE: Mit:SION-I •,.., .. ••• --••— • --, •, • •
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LUMBER SPECIFICATIONS TRUSS SPAN 18'• 0.5'
IC: 2x4 KDDF#15BTR LOAD DURATION INCREASE= 1.15 I.O�NO. 2 Oe•inn chacketl far netts .f) �olift at 24 •TE roe ES I
SC: 2x4 KDDF#158TR SPACED 24.0' D.C. DESIGN ASSUMES MOISTURE CONTENT DOES
TC LATERAL SUPPORT<s 12'00. VON. NOT EXCEED 109 AT TIME OF MANUFACTURE.
BC LATERAL SUPPORT<e 12'OC. UON, LOADING Design
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSFem and cons ntoe main and Connector plate prefix designators:
DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria.
C,CN 018 (or no prefix) a ors: rus, Inc TOTAL LOAD= 42.0 PSF Wind' 140 mph ha21,2ft, TCOLa4.2 BCDL=8,0 ASCE 7-10
N,N21tiHS,M18HS,N18 MiTek MT series LL=25 PSF Ground Snow (Pg) Iced duratjs), Enclosed Ce�.2, Exp.8, MWFAS(D�r),
load duration factor=1.� f
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, in the plane of the truss only.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UOS,
AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. Neter or equal typical at stud verticals.
Refer to Compuirus gable end detail for
complete specifications.
8-03-04 I
•
T T 8-03-04
12 12
f 6.00 IIM-4X4 Q 6.00
3
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A
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
DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN :
c RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
BRACING TO THE HINGE TYPE CONNECTION.
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M-3x4
M-3x4
1-00 18-06.08 y 1-00
JOB NAME: POLYGON NW PLAN 7-B NH - Al , �� p.Nps -
Scale: 0.4672 � ``��2lt� ��9'
WARNINGS: :Q !l9h2n
OThiWL fentsb edonlyupon
pss n the parameters
- 11.PE,
1.Builder and erection contractor should be advised of all General Notes 1.This designk basad only uponfhe ahorm and tofor an Individual
Truss: Al and Warnings before the srucdon commences, building componentunl. pm
22a4 svmpresckn web bracing must betnstanedwhare cOnner Incorporation
Pe Pp bii'ty' of design parameters and proper
p of component lathe mresponsiblfly of the buildingced a nor. d ":®,o.•',•...•.; :..;•
DES. BY: BS 3.Adtp°enel lenperary bracing to Insure atablIy during construction 2.Doges end it 10'es the tee and better^sherds le be laturaly bretad
Is the reeponalt lay or N°ereRor,Mdrtlomt perm■anem bmtlng or YnOn500at oa pock ob ply ood a braced athlonthroughout their length by .y
•
DATE: 9/12/2014 the overall structure le the responsibility oftne wnehq deet nal. eominuousshvana or such as pywood uImd,np(TL7 ardor drywan(aL).
4.No load ahoatd be applied to a ° 4.to kneed OtIruI or Wend penbraclb required respective
ahem nl a . �Q EGO•
TI:
II 7
PP try component untll goer an Dradnp and 4.Installation of truss la the rosponslb ey et the raspeeWe eommcbor. � -¢;)y„• : �';.;
SEQ. 6059056 hummersOMrippled
end at no time ent, any bads greater theft 5.Designator/ties trusses are toes uaodIn anon-conosNeomirvnngnt ,(J-�,; li Z T
TRANS I D' 408071 design keds be applod yo any anq»nent and are kr dry condition'elute.
S.Company;has no control over and assumes no responelbEty forme 0.nuceas assumes NO beefing et an supports shown.Shim m wedge if '!'J•tc 1•� „
fabrication,hendeng,shipment and Installation of eo Design 7• Q provided. `P):11A.,' •'
8.This desIgn Is furnished subject to the!irritations set fo^onnt byTPIANTCA In SCSI,copies of whidi voll be furnished upon 7.PekteensitaR Die located adequate
helloes is
bus, d plated so their unlet
Ones solndde with joint center Ones.
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h Ives see ESR•1311,EbR-1989(MfiaW
EXPIRES;12/3112016
This design prepared from computer input by
111111
``1 I I PACIFIC LUMBER-BC
I��II HI1E�l
IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00
TRUSS SPAN 16'• 6.5' 1. 2=( 0) 50 2• B=(•378 1540 3- 8=(-328 309
TO
LOAD DURATION INCREASE a 1.15 1. 2a{1.1750))) 477 2. 6=(.471 1540 3-8 (•3261 308
LUMBERCSPECIFICATIONSTSPACED 24.0' 0.0. 2. 3=.1751 478
RE 2x4 KODF STAND
3. 4•.1351 258
BC: 2%4 WOOF 1138TH LOADING 5. 58..1.1751) 502
WEBS: 2x4 KSUF OTAND 32.0 PSI 6- 7= 10 50
LL(25.0)*DLit TON) BOTTOM CHORD- 10.0 PSI TO LATERAL SUPPORT �= t2'OC. UON. O
TOTALTOLOAD= 40.0 PSF
OV LATERAL SUPPORT c=12'OC. UON. BEARING MAX VERT MAX NORZ BRG REQUIRED BRO AREA
)
LL=25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SI60' 1�29N KDF ( 825)
Connector 1pref.0' 12.0' OC- O,S• 12 R1 SONS 8RDS S.ZE' 1 .I NODE(SPECIES( E5)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'. 0.0' •125/ 809Y 21
Connector plate 6refix ekal motoie: ., ,. .r0♦ .r 29
C,CN,CI8,CN16 {{or no prefixy) =CompuTrus, Ino REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT OEINo M •
N,N20NS,M18HS,N16 =g1Tek NT series
BOTTOM CHORD CHECKED FOR 10PSF AC LISE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL.L/240, TL•L/180
AND BOTTOM CHORD LIVE LOADS ACS)ION•C01(CURAENTLY. MAX LL OEFL= 0.002' @ •1'• 0.0' Allowed• 0.100'
MAX TL CREEP DEFL= •0.003' 0 •1'• 0.0' Allowed = 0.133'
MAX LL DEFL= -0.075' 0 8'• 3.2' Allowed= 0,781'
MAX TLCREEP
MAX DEFL= 0.002' 0 17'- 8.5' Allowed= 0.100'
MAX TL CREEP DEFL= -0.003' 0 17'• 6.6' Allowed= 0,133'
MAX HORIZ, LL DEFL= 0.059' @ 16'• 1.0'
8-03.04 MAX HORIZ. TL DEFL = 0.091' 0 18'. 1.0'
8-03-04
4-04-11 3.10-09 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
12 system and componentoros to s and in icladdingrcriteria.
12 M-4x6 a s.Qo
6.00(7 4� Wind: 140 oh.21.2ft, TCDL=4,2,BCDL=8.0, ASCEF7- 10{r),
`All Heights(, Enclosed Cat.2, Exp.B,load duration factor=l.�,
Truss designed for wind loads
vj�liiiiih...
in the plane of the truss only.
M 1.5x3
„Ailigi
M-1.5x3
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123.00 12
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8.03-04 1.00
1.00 8-03.04
1-00
1-00 16-06-08 • >r0 PFlt#•
'esScale: 0.9208 ,�
JOB NAME: POLYGON NW PLAN 7-B NH - A2 _ ;92,�pE 1-
GENERAL NOTES,unless etharwis,noted: .•
I.Braider
o Mod on upon the anmeten ohm snd Is for an Individual .
p
I.BWlderandgs erection construction
onstr erahwWbeadvised of e0 Ganerel Notes 1•boning componord.AppecoNgly of deign parameters and proper • - ,..,
ognptyofNa bandnp designer.
and Warnings bre n9 muslin Installed
Inwrporaeon of component le the rose :� � • :
•
esslonvnD ruing to In..edea d whore shownsbuce 2.Design assumes the top and bottom chords to be laterally braced e lat !JA.,
DES. B: A2 z 214 it res 2'o.o.and atl0'o.c.reopedlb,Nwins braced throug - d• '
3.Addrtl rewpa'mpora7 bradng 10(noun ataWldy rmss eo oor continuous shesiNnO such as plywood ehestNng(TC)ondlordrywae o)• CSF�EGON; !(;P`
Whit and si rete ie t do erodon pAdraontho but a 74 .., :.
DET. BY: the overall abvdurs u ete to any
of No buldln9 dssyner. 3.2s Impactbridgingor latent ponsIg required where shown+* :
and 4.Installation of true,Is the napemtdmy with,nspecav Noaamlmnmenf, • � r• '• Z' ice
DATE: 9/12/02017 4.No loadereshould complete
antoane Brno should
anytil Greertieeater thgan 5.Dredge assumes trusses in to be wed In a nonewrms .• :Q: iA •A f.
•
dntenara ore compote and at no timenenL any pled,greater Nan and ale for dry eondtMon'01 use. ••- `•
S'EQ, 6059057 morel B.Destpn assumes fulDeadnp at a0 supports sham.Bhlm orwdge if '4'1 '•
doaltp bade toe nopeedto.r7r ands torte L !:�. .
a. •
CompuTNe has control win and assumes no roaporrol06ly nawssary•
TRANS ID: 408071fabrication.handling,shipment and installation of components. 7.owsdgnsssumaoda ledratnegob rodded.
t{ I I I� I'
8, q'In eh y 1, ea ofd,iifchedaimitation ian�mer ro pleat. a,pipits
ip Indicate
d�e a 9.Plates shall be of Da'abiN •
SIS.o�aws,andptawedawtndrdenser E?P:(RES:1213112015
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Wok USA,incJCompuTrus Software 7.6.6(1E}E 10.For bask connector plate dealgn values see ESR•1311,ESR-19,8 QnTelO
•
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS
TC: 2x4 HOOF 8188TH TRUSS SPAN 26'- 0.0' I
BC: 2x4 HOOF M18BTT1 LOAD DURATION INCREASE= 1.15 I") 2012 MAX MEMBER FORCES 4WR/DDF( -1.00
WEBS: 2x4 KDOF STAND SPACED 24.0' O.C. 1- 2={ D 50 2-10=(-251) 92 10-3. 3= 70)12) 189
TO LATERAL SUPPORT<= 2- 3= 88 347 10.11=(•255) 90 3.11= •470) 2164 1
40
12'OC, DON. LOADING 3- 4=(•146 779 11-12= -682) 251 4-11. •1145))) 248 f
BC LATERAL SUPPORT<= 12'OC. DON, LL( 25,0)+DL( 7,0) ON TOP CHORD= 32.0 PSF 4- 5= -74) 220 12.13= -48) 472 4-12= 98))) 806
DL ON 501108 CHORD= 10.0 PSF 5- 7a� •85) 245 13- 8=�-247) 848 5.12=� _981 143
OVERHANGS: 12.0' 12.0' TOTAL LOAD a 42.0 POP 6- 7= •566 90 12. 6= 765 194
11.1,504 or equal at non-structural 7- 8= -980 274 6-13= 0 450
LL=25 PSF Ground Snow (Pg) 8- 9a 0 50 13- 7=( •348) 219
vertical members (von).
LIMITED
IMIIEDMSTORAGE GE IOEDOES
2NNOT T APPAPPLY
RDDUE
E01O THE SPITIAILIEi,Connector plate efix nators: BEARING MAXBA)(VERT MAX REACTIONS BRG 50,16.REQUIRED BOG AREA
626
Conner o Csla ((or no prefix desig=ors: rus, Inc LOCATIONS REACTIONS SIZE SO.IN. (SPECIES)
B,M20H9,�118HS,Mor a Mprek BT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'• 0.0' -61/ 213V -135/
AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. 5'- 1.0' 72/ 805V 0/ 13OH 118,00' 0.17 KKDOF DDF (625
9'• 11.0' •291/ 1005V 0/ OH 119.00' 2.57 HOOF ( 625 t
26'- 0,0' -109! 619V 0/ OH 5,50' 0.98 KODF ( 625 Z
Refer to CompuTrus standard
gable end detail for complete tutiLlatuaruktratukusikuatuins,tnsilj lift t
specifications.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX TLMCREEAX P DEFL=-0,0 3' @ •1'- 0,0' Allowed 0,133'
13-00 MAX LL DEFL= -0.036' @ 21'- 8,1' Allowed= 0,781'
13 00 MAX nMAXCREEP
LL DEFL= 0.002' @ 27' 0.0' Allowed= 0.100'
5-02-12 4-08.04 3-01 4-07 4.04-11
T T MAX TL CREEP DEFL= -0.003' @ 27'• 0,0' Allowed= 0.133'
4-00.05
7' MAX HORIZ. LL DEFL= 0.021' @ 25'• 6.5'
IIM•4x4 MAX HORIZ. TL DEFL a 0.034' @ 25'• 8.5'
M-3X5
�` 12 M-1.5x4 g 4.0'
M-3X5 NOTDESIGN ASSUMES EXCEED 19,4 AT TIME IEOFOMANUFACTURE .
s.Do p M-3xijM15x3 M-3X4a M-1.5x4 12 Design conforms to nein windforce-reelating
VIP
d 6.00 system and components and cladding criteria,
M-3x4Wind: 140 d mph h=22.41Et, TCDL=4.2,BC0L=6,0, ASCE 7.101LAlHeub ta ,fanoo=ed Cat.2, Exp,B, BWFRS(D1r),
cm
Truss designed for wind Moedain the plane of the truss only.
fO11.2.6x4 or equal at nonstructural diagonal inlets.
tS'`-
i Truss designed for 4x2 outlookers. 2x4 let-Ins
co
T c t9 of the same size and grade an structural top
M-5x8 chord, Insure tight fit at each end of let-in,
& t2 M-3x4 m outlookers must be cut with care and are
"-'-x- o r±!, M-3X8 o permissible at inlet board areas only.
o M-1.05x3 IIo
M-3x4 M-5x10 c
0 3,00
12 3.00 to 1
),
J. J. 12
Sett 3-01 4-08-12 )
1, 1' y 8-03-04It
.00 /, )-
1
1 y 9-11 7-09-12 ) 8-03-04
1-00
•
1-00
26-00 1'
1-00
JOB NAME: POLYGON NW PLAN 7-B NH - 61 • ,,.- ..o,
Scale: 0.2140 • �* tS•.
WARMNO0: `5•.. I N
t.9undor and erocdan contractor should be advised oleo General Notes GENERALThlayp^la NOTES,
only upon 11,e noted:
shown and Is for an individual 4 �f /)py7.'p ..
Truss: 61 and Warnings before conffirucrsh commences. ^ ' f'
butidng component.Applicability of design pe : nn OP.
2.2a4 compression web bredng must belnetafod whore shown.. Incorporation of component is the respodiiNtly Vibe uddin designer. >aG�01-.FG • r'
DES. BY: BS 3.Addftiomltomporerybradtgfol^surostatseydudngconsWetion 2.DesignassumothetapandbottamsherdstoMtateraIybraceddetner.
DATE: 9/12 2074 b the rospons(btily of ere etedor.Addiaonal permanent breathe of 2'on and at lC ex.respectively unless braced throughout their length by
the owns etnrdura is the respomt0ay of be batW(ng deetgner, 2x impantbdtinuous 4Wngsusha=ptcweodshe 4where
here andror hewn•dryvran(efy. . .! `' -
•
SEQ. : 6059058 4.Notoad,houWbaeppledtoany component onufMvrart bndryend 4.notofoeonWdsoonto heroebpon,IdryW Nevin/4
epscOnowM•
ndor, - . "17. ;�
fasteners are complete and at no time shoofd any bads greater than 5.Design assumes busses an to bo used In a noncorrosive environment, H `
TRANS ID: 408071 dedanbade beappOedtoany component. and anlor needy condition'of use.
.. OF?EG,2.
S.CompnTna hoe no control over and vssumes no nepomiDmyfor the B.Melon assumes fun bearing et an supports shown.Shim or wedge If '� q . .
falMalbn,hand ^!:j% 0: •
�1 ting.shipment and Installation of components. 7.Design as. adequatees prodded.
,Q: 14.,.Z, , •�.,,
III�IIIIIBIIIIII III VIIIIIIIII�IIII�IIII 9 7PI^NTCA nsBCB'coploehed bject le the Irritation set o(1Mleh will bo fttmishadforth epon�raquesl 0
6mialnadd with joint an err toe�salasand placed so gtettcanter
:' ��'
t I I! IDI plate ,y:�"�^•.
MITek USA IncJCorttpuTrus Software 7.8.8(1l)•E to.For basic coounedor platesign valves see ESR-1311,ESR-1989 OdiTop
EXPIRES:12/31/2015
This design prepared from computer input by :
t I` PACIFIC LUMBER-BC
If��III�I�I��IIBC 2012 MAX MEMBER FORCES 4WR/DOFlC9=1.00
1 I TRUSS SPAN 28'- 0.0' 1- 2IB4 50 2.ISE1i(•FOR 1694 10. 3= 0j) 228
•
LOAD DURATION INCREASE = 1.15 2- 2.(_i4j0 361 50 12 12=(•147' 1398 0' 3 385) 107
LUMBER SPECIFICATIONS SPACED 24,0' O.C.
183 151
TC: 254 KOOF STAND 4- 5.(-1343 362 12-13=1 436 2828 5 12= -207 963
BC: 2x4 KODF 91hBTR LOADING 5. 8=(-1388) 34B 13. 8=(•616 2784 12. 8= -17261) 395
WEBS: 254ERA ROOF STAND32.0 PSF 5. 8= -2948)) 590 t3:12r( ,j 91) 113
LL( 25.0)�DLOL 7.0)0NBOTTOM CHORD= 10.0 PSF 7.7 88= -31450) 715
TC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD= 42.0 PSF 50
428
65
BC LATERAL SUPPORT <=12'41 UON.
OVERHANGS: 12.0' 12'0' LL=25 PSF Ground Snow (Pg) BEARING MAXVERT HOA2 BRG REQUIREDBOGAREA
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING
MX RTMAXMAXC5002H OSRG RZE EQ3I ED6BOGARE
Connector plate prefix ek nsere: CIES
O LOCATIONS 0.0' 1791 REACTIONS1INS 1341
p =Coo uTros, Inc REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT REINS NET. Of OH 5.50' 1.93 KOOF ( 625
C,CN C18,CN18 (or no prefix P 26'- 0.0. -1791 1206V
u,N2aHS,N18HS,M18 =Ni7ek series
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD.TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL°of040,Allawad= O.tOO'
• VAX LL DEFL= 0.002' @ -1''
MAX IL MAX LL OEFL= .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' 0 27'- 0.0' Allowed = 0.100'
MAX TL CREEP OEFL= -0.003' @ 27'- 0.0' Allowed= 0.133'
13-00 MAX HDRIZ. LL DEFL= 0.098' 0 25'- 6.5'
13 00 MAX HORIZ. TL DEFL= 0.162' @ 25'- 6.5'
4.07 4-00 05 4.04 11 DESIGN ASSUMES MOISTURE CONTENT DOES
4-08.04 3-01 HOT EXCEED 19%AT TIME OF MANUFACTURE.
5.02 12 12
Q 6.00 Design conforms to main windforce•resisting
12 4.0* system and components and cladding criteria.
•
6.00 6 qa
Wlnd: 140 mph, h=22.4ft, TCDL=4,2,BCDL=8.0, ASCgWFpS(D�r),
(Ail Heghts), Enclosed Cat.2, Exp.e,
l;` load duration factor=1.�
TP228 designed for wind loads
M 3x a }�-3X6 in the plane of the truss only.
c 1 ti-.1.5x3
M-3x4
0
r s.„i
,p 1
,,...,41
M•5x8 =M-4x4 0
o 2 >\ c
o nA M-3x10 c
' to it
c M-3x4 M-1.5X3 M-5x1 _3.00 3.00 ..
12 •
5-Oi 4-10
3-01 4-08-12 8-03-04
9-11 7-09-12
8.03.04 1.00
1.00 1-00
26-00 �Ep.P-R`Okl ,
1-00 ��'�.� ( N:JEJ(i�(,�7'�`/Q..
Scale: 0.2140 z("! '
JOB NAME: POLYGON NW PLAN 7-B NH - B2 �o.PaO
GENERAL NOTES,volae otherwise noted:
5.Builder
upon the parameter ehovmand hfor en individual
bn9dn9 component component
Is the
of design parameter's and prayer
1,aW and erection econeouct0fl co m advised of General Ndes 1,This design to based App ne is the f e para of rho bandne d°rpner.
and omn,preaeOa we bredng instowe stonedences. Inwrporatlon otcompon -W t `r/►.,.,: .. ...
Truss: B2 3.ffi400mtemporarbbads;tonsurestaafaduringcwhere moxn�. 2'Dadpnaaaamastheloopandbolom ds tonMmnahout iannpplHEy /!-4. '.
consWdion *seed ehedNna(rf.7 andlordMventeO).
3.Additionalhrtempotatoft eewtotmureamNatydumre continuous
aspry o 'OREGON �, rti'
Is the responsibility of the erector.Add'dio„al permanent bracing of cantlnnove sMeiNna ,�utters shovm�� .9 .�• -
DES. 8Y' BS ofthebdlafteaaalgnen 3.2xliaisedhddpingoftrus orlateral heraspredng rood . .,
the overall structure Is the responsibility / •�,y •: 2� .
DATE: 9 4.No load should.c bem fete an to any mmponaM until lafteroad g brdn9 and S.D ale sat„0eles are to used In o nmrwr veomvironment. .•:.,--.4. 1,4.'
•
6sbnere aro complete and etno time should any hada greater than anter lor•a,e condition.of use ons sham Shtm of vrodge IfL. \:-\-••�• '
SEQ. : 6059059 design loads be applied to any component S.and an assumes Nnbeenna utas',mons l•R }.
5.Campania has no.ship ever and mums no responsibility for the neeeuary. ''
TRANS ID: 408071 Ubdoaeon,Mndnn9.atapmverandrtslaaa9onoteompanonls P Oasl9n.meansaadevuamartmweIdao.
rth by U.Plates shall be located on both(Bosse(buss.end placed so their center
�ntn g` n } 6••rtasaedgnis+nmlanea In SCSI, a�which�2befamished tations set�p request. Ines cdnddevdz oInt ofpist Inhale EXPIRES:12/3112015
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I�IIIIIIISI��I���II��II�I��II1 1iI11 MIpUWTSAA,l C sofwOSwillbe7.6.6(1L)-E O. baolodev4thorplate design nterllvemensee ESR-1311.EEti19880+tttaq
1E1111 ThPACIis deFIC LUMBEsign preR•pBared from computer input by
C
LUMBER SPECIFICATIONS
TRUSS SPAN 26'• 0.0' INC 2012 MAX MEMBER FORCES 4WRJDDFIC =1.00
IC: 2x4 KOC1TIOR
IC: 2x4 KOF 915018 LOAD DURATION INCREASE= 1.15 1- 2=( O) 50 2- 8=(-270 1528 3. 8=4.383 258
BC: 2x4 KM STAND SPACED 24.0' O.C. 2- 3a 1(•1813) 396 8- 9=(-1241 1001 8. 4.(•128 638
LOAOINQ 3- 4= .1690) 399 9. 6.(-298 1628 4- 9=f((-128 838
IC LATERAL SUPPORT<=12.0C, 0011. LL( 25.0)40L( 7.0) ON INP CHORD= 32.0 POE 4. 5'(•1590) 399 9. 5=(-383 258
•
DC LATERAL SUPPORT<. 12.0C. VON. DL ON BOTTOM CHORD= 10,0 PSF 5- 7'(•1810) 396
TOTAL LOAD= 42.0 POP
6- 7' 0) 50
OVERHANGS: 12.0' 12.0'
Connector plate prefix designators: LL=25 PSF Ground Snow (Pa) BEARING MAX VERT MAX HORZ 8R0 REQUIRED 8RG AREA
Conner 8,CH18 (or no prefix) CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE 8Q,IN. (SPECIES)
C,M20NS,M18HS,M18=Mitek MT series BOTTOM CHORD CHECKED FO)A) A 20 POP LIMITED STORAGE 0'• 0.0' 1791 1208V 134/ 1340 5.50' 1.99 XDDF 625)
THEEBOTTOMAT CHORDADEAD(LOAD ISI AIED BY MINIMUM0OF2D02POP. 28'• 0.0' 1791 1208V 0/ OH 5.30' 1.93 ROOF 625)
ICCND 2: Design checked for nets 5 poll uplift at 24 oc/mix I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
MAX LL DEFL. 0.002. 0 -1'- 0.0' Allowed. 0.100'
MAX TL CREEP DEFL a-0.003' @ -1'• 0,0' Allowed= 0.133'
MAX LL DEFL a -0.063' @ 17'- 1.8' Allowed a 1.254'
MAX TL CREEP DEFL= -0,127' @ 17'• 1,8' Allowed= 1.672'
MAX LL DEFL= 0.002' 3 27'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL' -0.003' R 27'• 0,0' Allowed= 0.133'
MAX HORIZ. LL DEFL= 0.026' 0 25'. 5.5'
13-00 13.00 MAX HORIZ. IL DEFL= 0.043' 0 25'- 6.5'
1 1 i' NT 00E3
6-09-04 6-02-12 6-02-12 6-09-04 NOTIGN EXCEEDUMES 19%ATIT MEEOFONTMANUFACTURE.
12 12 Design conforms to main windforce-resisting
6.0017.. M-4X6 d 6 00 system and components and cladding criteria.
,� 4 4.•0' Wind: 140 mph ha22.4ft, TCDL24.2,8CDL=6,0, ASCE 7-10
(All Heights), Enclosed Cat.2, Exp.B, MWFRS(Oir),
� Trussad ddesignedon fforowindgloads
in the plane of the truss only.
co NINIIppp
M-1.5x3
C411/ M-1.5x3
0
Co
Cr
V
03
O ..-1, IIJ O
8 9
o M-3x4 M-3x4 M-3x4 e • o
M -3X5(5) M-3X4 0
3,
8-10-03 y • 8-03-11 3, 8-10-03 y
3,
10-00 16-00 y •
3, y
1-00 26-00 1-00
JOB NAME: POLYGON NW PLAN 7-B NH - B3 ;p.•PRO/
1. ass'.
Scale: 0,2199 :. (�l ��
WARNINGS: GENERAL NOTES,unteesodimwit.noted: tjr azl •.
1.Baader end arodio,,contractor should be advised of nn General Notes 1.TNe dad n is bead on
Truss: 63 and Weming,batonopnsWtllenCenaneneas, bulldlnpcomponent.AppMcsbSnyoet op motersendrameters shown and proppoaoslndMWual : ,g2.dplw 1� •
2.2x4 compression web bradng must be installed where Mom+. Incorporation of component is the respontldl of the building designer. r 1.
DES. BY BS 3.Addiaonef temporary bmdng to Insure stadiy during construction 2.Design assumes the top end bottom thefts to Do laterally braced at
' Is the responsibility of the erector.Additional permanent bractrtg of 7 o.c.and at 10'o o.reo ma*
union braced throughout their length by 4 r'_:,
DATE: 9/12/2014 iho..erall structure is the reapondW rc,of the b d dIn designer. taaanuous shouting ma*o plywood sheenerloR andter drywsle3C), ,:„....•lea! ' •
g gn 3.24 Impact briVog or lateral bredng required Munro shown•. ,of., -
SEQ. : 6059060 4.No toad should be rippled to any component until otter all bmdng end 4.Installation of trine le the feet obe nosy of the ropecevs contractor.
fasteners are complete and at no limo ahoutd any toads greater than 5.Design assumes musses are to be used In a noncorrosive environment, '. OEf E. ' �(j"
TRANS I D: 408071 design loads bo spelled to any component end am for Ery conditlon`of use. G 'ZJ . .,
5.compo.hoe no cordrol...rand assumes no mapondWny for the 6.Design assumes fug boating at at supports shown.Shim lir wedge If . �(Jj; ' •y 4 Z. -'�
febdcegon,handling,shipment end Installation of components. nsceesary. le p :1 h P
8.This design to turntshed subject to the Imitations set faith by 8.Ptnttiee shell boo located adequate
bothh(nen of truss,our placed so their center !?rl k�..,S
IIIIII II loll ll mil lllil ll i lel1111 Al Tek USAA InIrIC/CompuT 9 Software 7.8.8(1L)-E request.
1O.Febelslccon a jotplstoQ oInches.
chelueatse E612•1311•ESR-1068(Wok)
EXPIRES:12/31/2015
This design prepared from computer input by
PACIFIC LUMBER-BC
ll[Ililillll�l IBC 2E12 MAX:EMBER FORCES 4WR10DFICget.00
TRUSS SPAN 26'- 0.0' ,. 2B( 2 50 2- ER(FORC 1275 8-DD 3= 0 232
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.16 2- 3•(•1524 377 2- 8'(.253 0272 3- 3= •440) 232
TC: 204 KDDF i13BTR; SPACED 24.0' O.C. 2. 3=(((.1524 360 8.19')-253 022 9. 4= -48) 535
2x4 KDDF 414BTR T2 4. 4=1 0 0 10.10= •262 1212 6.74.-391) 201
167
BC; 2x4 KDDF @15BTfl LONDIOQ 4. 5= -1043 332
WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6.11= •i450 362
L ON BOTTOM CHORD. 10.0 PSF t6-1 .846 181
TC LATERAL SUPPORT<= 12.0C. UON. TOTAL LOAD= 42.0 PSF
nsmssummx
BC LATERAL SUPPORT<• 12'OC. UON. LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
s=0'000ON. FORRaa= LOCATIONS AREACTIONSHORZSIZE $0.1I. A
NOTE: 2T4 BRACING AT E'SC UON. ALIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- O,S' -187/REACTIONS LIONS 9R( IONS SIZE' 1.68 KOOF(SPECIES)ES
ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.0' •821 0883V48V 0/ OH 53.50' 1.09 KODF 625
a:aaeeaan=a .a=....._`_°_."°' 2g'. 0.0' •1481 286V 01 OH 53.50' 0.46 KDDF 625
0.0' BOTTOM CHORD CHECKED FOR ,OPSF LIVE LOAD. TOP
OVERHANGS: 12.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
vertical11-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L01o40, TL.14180 O.t00'
plates (son). MAX LL DEFL= 0.002' @ •1 0.0' Allowed'•
Connector prefixop efiignatore: Refer to CompuTrus standard MAX TLMCCREEP DEFL P DEFL= •0 003' 8 11'• 0.0' Allowed= 0.133'
33'
C,CH,CI8,C18 for no prefix a CompuTrus, Inc gablespecs end detail for complete MAX TL CREEP DEFL• -0.083' @ 11'- 0.0' Allowed. 1.408'
N,N2aHS,Yt8H8, 16 •YiTek NT aeries specifications.
NAX HORIZ. LL DEFL• 0.020' 9 21'- 11.5'
MAX HDAIZ. TL DEFL= 0.034' 9 21'• 11.5'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TINE OF MANUFACTURE.
13-00 Design conforms to main windforce-resisting
13 00 system and components and cladding criteria.
2-00 3-01 9-11 and: 140 mph h=22.4ft, TCDLe4.2,8COL=5.0 ASCE 7-10
5-11 5-01 tAll He�ghtsj, Enclosed Gat.2, Exp.i�, MWFIl8(D�r),
load duration factorel.�
5 =31-4x4+ 12 Truss designed for wind loads
12 M-4x8- w 6.00 in the plane of the truss only.
s.00D
;yam , M-3x4
o M-3x4
o � 4
M-3x
m
M-3x4+
o : i5n
to N o
o 8 g 0.25" M-1.5x3
o M-3x4 M-1.5x3 M-5x8(3)
y 5-03-12 4 05.08
Y 5-09-04 5-02-12 5-02-12 y y
1-00
j 28-00
1-00
I.1 PROF:
JOB NAME: POLYGON NW PLAN 7-B NH - B4 Scale: 0.2436Ch. •
� •`ezl. :'Ly ..
GENERAL NOTES,unloe enamels.noted: ` �pE ..
WARNINGS: :/:;;;"`.- r
1.Builder and erection or eonbedor should be advised of al{General Notes t•6 skiing Oncomponent AppSwobRdy of parameters
rn man pnd Is far
ooper Individual
Truss: B4 end compress en web bradn emn the nota commences. Incorporation of compomntls the responamNNq of me building designer. l ',.'•
2.2x4 compression bredrtg must bo Installed whore shown•. 2.Design assumes the top and bottom chords to laterally braced a1 ` .:..,. •
3.Addlaoml temporary bradng to Insure sladtity during construction T o,a and dui co.respaelNaty vnlssa braced IDroag�rotr E t Cj y �'•'
0 the responsibility of Dredor.Additional prominent bradnp of cooenuo d d uihing such as PlY°Mese aatcd throughout
-� d��GQN: ,.
DES. BY: 1BS2 of the building designer. 3.2a Immo!bridging of latent!bradng expired where shown..• �y�
meownsabude structure's the tany component
4. paa 7. 4/
DATE: 9!05 011 4.Nobadshoetc m et• to Moo
component uny after ataeaterthend 0.D siggn assumes busses are responsibility
used In non-ccorosive emtronment, .' •9 ';
•
design b are complete end etno em's should any loads greater thanand ore for'dry condition"of use. 1 !A
SEQ. : 6059061any 9.Osdgn assumes MI bearing at ell supporta shown.Shim or wedge if ,, . ss v`':
dssttp bads be appliedoto a r and aseuL for the R ��
TRANS I D' 408071 5.CompuTr d has no control over and component.
no reaponeib6dy neeeesary.
' fabdeafen.handling.shipment and lnstogotien of components. 7.Design memos adequate dr lnage is provided.
8.This design Ili furnished subject to the drtltafons sat forth by H.Plates shag be located on both faces of truss.end placid so their center
11111111111111111111111111
Ii1„�II IL�I l il11111 I1 hill{llll WW1=In SCSI.copies of width will be banished upon request One50.FororcoMdoncdo ed connecter plate th Joint ntIn erl Ines.
Inches.
eluasaee ESR-1311.ESR.1en5(WlTeq EXPIRES:1213172015
�I IIH11 II I eek USA,InciCompuTrus Software 7.6.8(1L)•Z
iIIIIIl1111II1
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN I RE'- 0.0' ICOND 2• Design checked for net( ysfly nlitt et 4 0 �fln ,1
TC: 204 KDDF gidBTR LOAD DURATION INCREASE= 1.15
BC: 204 DF A15BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES
204 ROOF B1dBTR 81NOT EXCEED 101,AT TIME OF MANUFACTURE.
TC LATERALSUPPORT<=12.00. UON. 0)+DL1 7.0) OH TOP CHORD 32.0 PSF
LOADING
8C LATEASUPPORT<= 12'0C. UON, LL( 25. = Design conforms to mein windforco-resisting
L ON BOTTOM CHORD= 10,0 PSF system and components and sledding criteria.
Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mph, h=15ft TCOL-4.2 8001-6.0, ASCE 7-10,
C,CN,CIB,CNIn {or no prefix) =ConpuTrus, Inc LL =25 PSF Ground Snow (Pg) (A1l Heights), �nclosed �et.2 Ex B MYIFRS Dlr
M,M2OHS,M18HS, 16=MiTek M series i , , , Exp.B, ),
sad duration factor=1,6,
LIMITED STORAGE DOES HOT 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 ION.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1.1-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for 1
complete specifications. 1
1 1-00
4 11.00
12 12
6.00 17'
11H-4x4
/` 3 6.00it
t7
0
ui
co
4 M
fo 1 Ric
I
oLI:
M-3x5(S)
M-3x4
M-3x4
3, 3,
y 12-00 10-00 y
1-00 3, y
22-001-00
JOB NAME: POLYGON NW PLAN 7-B NH - Cl
Scale: 0.36e, . .
t' o,'
WARNINGS: GENERAL NOTES,unless otherwise noted: � h' l fn 'v•
Cl1.Builder and erection contractor should be edvised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 72 r
Truss: C and Warnings before conabucoon commences, building component Applcebity of design parameters and proper
2.2x4c compression web bmdrg muss let Installed whore shorn+. incorporation of component Is the reoponoldRy of the building designer.
DES. BY: BS 3.Additional temporary bracingto name stabil dud construction 2.Design assumes the lop end bottom chorda to be laterallybraced a
Is the responsibility of the erdor.Additlonal permane,e bracing of T o.o,end at 10'o.o.raspecmvoty unless braced throughut their length by 1 -
DATE: 9/12/2014 the overall structure is the raspons baly ofmo bulMl designer.
minium sheathing such as pywoodahoothIng( shown drywallC. / ' ^
loadre ➢ 4.Instilppadbnd n or the etpracn required reerssvown.+ 1 :: d.. ,"
rr�a 4.No fasteners
should complete o an at no timecomponentuntil fa dr o rebaadnh n 4.InD si gn ion assu es Imesen rep be use ur tan r n-cerr ve sonlrectnr. Q'.
TRANSEQ. : 605906G dsinmadebepplie and comma should any hada greater then 0•and araasumoalnnHuererato y»useddnanon�or osNe environment. OKEGONA ,'((j".'
S ID' 408071 doalgnfood1re$neiodloanywmponmd Dnd rreanury WsOeadrra iso. Zj 7i�, 'C
!'a CompuTres hes no eoMrel waraM anvmss no responsibility for the a.Osslgn sssu„as lull beefing al an evppoda shown*Shim or wedpo if •. �'�'A,,.2� '..•
fabrication,handing,ehlpoent and Installation of components. Decosaary.n assumes
s eq provided.
0.This design's finished subject to the Rmitatlo a set forth by 8.Plotes shall bo fended on both faces of husk ad placed so their center ••
11111111111111111 RRA
7WIPNTCA In SCSI,copies of which will be furnished upon request Roes ednddo with Joint center eves.
MITek USA,incJCompuTrus Software 7.6.6(tl)•E 10.Por balssiccconnector of
design values see ESR-1311.ESR-Ings(A4Teld
EXPIRES:12/31/2015
This design prepared from computer input by
PACIFIC LUMBER-BC
1E111IBC 2012 IIAX MEMBER FORCES 4W1110DFlCq=1.0)0
TRUSS SPAN INCREASER0.0' 1- 2= •15000 335 2. 9=(-224) 1281 3-234 8- 4= -111) 492
LUMBERO2x4 KODFI M&BTRS LOAD DURATIONA0=1.15
WEBS: 220
2x4 KDDF STAND SPACED 24,0' O.C. 3- 4= -1318 338 9. 6=(•253) 1261 4. 9= 111) 492
BC: KDDF 91SBTR 4- 5= •1318) 338
2x4 KOOF STAND LOADING 5- 8= -15044 335
LL( 25.0)40L( 7.0) OH TOP CHORD= 32.0 PSF 6- 6= 0 35
IC LATERAL SUPPORT<= 12'OC. UON. OL ON BOTOTNALC`ORD= 42.0 PSf
BC LATERAL SUPPORT<=12'OC. UON.
LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SRO REQUIRED ORO AREA
OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector, , 1late prefix prefix
nstCes: LIMITED STORAGE DDES NOT APPLY OUE TO THE SPATIAL 0'. 0.0' -1191 1038V •109( 109H 5.50' 1,66 KDDF 9H 5.50' 1.66 KDDF ( 625)
pp B 22'• 0.0' -1191 1038V O1
0
M,M2068,M1BNS(or no ITek 1 =riesuirus, Inc REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET.
M,M20H8,N16NS, 16=MiTek N series • , • ,
BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=01040,All wed8= 0.100'
MAX LL DEFL= 0.002' @ -1'-
MAX TL ,133'
CREEP
ELL DEFL= -0,043' 0 14'- 5.8' Allowed= 1.054'
MAX TL 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'• 6.5'
MAX HORIZ. TL DEFL= 0.030' @ 21'- 6.5'
11 OO 11-00 '( DESIGN ASSUMES MOISTURE CONTENT DOES
5-09-04 NOT EXCEED 19%Al TIME OF MANUFACTURE.
5 09-04 5-02 12 5'02-121 Design oonferSS to eats windforce-resisting
( 12 system and components and cladding criteria.
12 M-4x6 Q 6.00 Wind: 140 mph h=15ft, TCDL=4.2,BCOL=8.0, ASCE 7.10,
6.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
4 4 load duration factor=1.6
Truss designed for wind loads
ai� M-1. 5x3 in tthe plane of the truss only.
M•1.5x3
0
c
ca
0
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o e e 9 M-3x4 0
o M-3x4 M-3x4 M-3x5(S) M-3x4
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3, 3,
3, 10-00 12-00 y y
y y 22.00 1.00
1-00 •_••• P80. .
_'�s�� •INS.�S�,/
Scale: 0.2566 y .<G O2
JOB NAME: POLYGON NW PLAN 7-B NH - C21rzr ' < :.
. OPE fi..
GENERAL NOTES,unless othenvice noted:
1.anddNrand emadon constr ctionceir ances.advised ef a00omrsWARNINGS: l Notes i•TM building Component Applin is based only ability ofon ihe dedge parameters rameters shown andd ps roppaer individual
•
and INarnIngscompress before construction mpvns aged Incorporation of component to the responstblNfY of the bulldog deshmer. ,.y
Truss: C 2 2.Zrrt mOnuI adrnvrabwodrp S math;Ste rod corms shown*. 2.Deaton assumes the top end bottom chards ro be laterally braced Cf
3.Additional temporary bradrq le insure etebi0ry during consbuction 2'o.o.and at im o.¢respectively unless braced throughout their length by �� .( '•,
continuous sheathing such es plywood she ng(TC)andlordrywae(SC). /I�'''�
DES. BY• BS G ere responsibility of five erector.Additional permanent bracing of OREGpN�.D, W•
the overall structure Is the responsibility Who betiding designer. 3.2x Impadbddgino or lateralebpradng required where shown+t 'y •'.A.•;. :O� :ji\.
DATE: 9/12/2014 4.No toad should m Bete an to any component until after ell Mdng end 4.SInstallationumes truss
arre is ba sueyd Inof faran•ppec e•contractor.
'.(4).�v!!'9'Y'',' x P ' •
SEQ. : 6059063 doo fasteners are applied
and y component time should any foods 9reatw Uen end are for"dry condition'ct use, ML hr�
dodge loads ire no costo anyue,Designassumesrug bearing e1e0 support ahovm•Shlm of wedge •' " r1.flt� .
TRANS ID: 408071 S.CompnTnrs hos no war and asa ationo rasporotbmty for the neass rl
IliaIabddesign
handling,armsshipment and the iafatkn of mmpenonta. 7.Design assumes adequate drainage is ptrussrosdad. .
1111111111111111111111111
I 'I, f I f g 8.Ilia desige is tumlehod aubfoctio the lMletiene sat forth by 5. i oshell b io tad a centerbot fares
of ,and plated so their center
I�1 ��I 1�I�I�Ip'1�I���I11�I�II�II�11�I MTeWk USA,InciCompuTrue Softwa7.6.6(114-E request
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n e�uoa see ESR-1311,ESR 1989(MITep EX P:(RES:1.2131/2015
1lllll1111 I
This design prepared from computer input by
PACIFIC LUMBER-BC r
i .
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IGOOD. 0 si n checked far sot(•S '
TC: 2x4 WOOF P18BTR LOAD DURATION INCREASE= 1.15 -� g p tt p MOISTURE
at 24 'TE TDOESc I
BC: 2x4 KODF Ni&BTA SPACED 24,0` O.C. DESIGN ASSUMES OISCONTENT DOES
TC LATERAL SUPPORT<. 12.00. UON. NOT EXCEED 10At AT TIME OF MANUFACTURE. i
80 LATERAL SUPPORT<. 12'OC. UON. LOADING Desi
LL( 25.0){DL( 7.0) ON TOP CHORD = 52.0 PSF Design conforms to main and cladding criteria.isiing {
Connector plate prefix designators: DL ON BOTTOM CHORD= 10.0 PSF system and components cladding
C,CN,CIB,CNUI ((or no prefix) =CanpuTrusr Inc TOTAL LOAD= 42.0 PSF
Wind: 140 mph, h=18ft TCDL=4.2 BCOl=8.0, ASCE 7.10,
M,020H8,M1RH8,1118 =MiTek MT series LL=25 PSF Ground Snow (Pg) (All Heghts), actoroed t`at.2, Exp.B, MYiFA6(Dir), i
load duration factor=l,bt
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truce designed for wind coeds
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. i
BOTTOM CHOt10 CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
11-00 11.00 complete specifications. i i
12 }
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JOB NAME: POLYGON NW PLAN 7-B NH - C3 Scale: 0.3875 :5 ` FN• �ssi
Z 1P
WARNINGS: GENERAL NOTES,unless Mendsenoted: . ` '•, }� . .y.
1.Builder and erection contractor should be advised el as General Notes 1.Tits design la based only upon the parameters shown and h for an individual �'' -'o92 OP ..
Truss: C3 end Warnings before construction commences, building component.Apptcablltp of design parameters and proper
2.2x4 compresMon web bredna must be Installed where shown 4.
Incerponaon ofcomponent is the responclbllly afire building designer. ;�
DES. BY: BS a.Additional temporary bracing to Insure slahilydudng eonaWetlon 22.Melon assumes the top end bottom chords to bo throughout
bheed al �'
Is the responsibility of ala erector.Additional permanent bracing of continuous nand at ea10,l such ativ s lywooly dsbraved(TC)and/o thyr ie by
• 2cimpac sheen or Mor l bracing
dgheetw where
s o war dryvrall Ct.
DATE: 9/12/2014 Me overall aWeluro h the naponeidly alum building designer. 3.2t impact bridging or lateral brad roQukedvfisre shown++ - •'• a•• �'
4.No load should be spelled to any component until after all bracing and 4.InstelleiNe of trusts the responsi�sly of the respective contractor. .....0-,'•_ QREGK7IJ: tx ,44' '
SEQ. : 6059064 fasteners ere complete end at no time should any loads greater then 5.Declare assumes trusses are to be used in a nonaorrostve environment
design loads be applied to any component and ase fortify condition"of use. ;� �!Q; 9 p
TRANS ID: 408071 5.Campdrres has en control over and assumes no reeponslhDty for the 0.Gedgn assumes full beating at an supports shown.Shim or wedges % r9,.r�Q. . .�•'r
faMicoUon,handling.shipment and installation of components. necessary. • S' • tt '0 F•'
0.This desIgn is furnished subject to the awitaaonu set forth7.Design assumes tided one both
tutsdrainagIs lbws,a R}�:•
1III11IIhillerIl111111111�11IIII ) by 8,Onetesshallbmillsjodoenter facetalWu,andplecsdsolhelrcenter
III II TflM/i'CAInBCSl,copfuo(wNohwinbofumUhodupontequoet AnesddnddewiNlolnteenterlose.
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MITek USA,Inc/CompuTrus Software 7.6.0(1L)E 10.Digits
ibasicconnecctorple s design values Seo ESR-1311,ERR-saes Gdffeq
EXPIRES:12/31/2016
This design prepared from computer input by a
i�fli�lll@li
PACIFIC LUMBER-BC 1
IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 S
TRUSS SPAN 22'- 0.0' 1- 2= 0) 50 2- ER(FORC 1261 D3.D /C •1.00 220
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1,15 2. 2=((((-1500 335 2. 9a(•103 834 3. 4= -311) 492
IC: 2x4 NODE M1&BTR SPACED 24:0' 0,C. 3- 4=(-1804) 338 9• g=(•253 1834 8-5= •311) 92 (tf
492 i
BC: 2x4 NODE STAND 4. 5=((•1318) 338
WEBS: 2x4 KDDF STAND LOADING 5. 6=�-1504) 335 t
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 7= 0) b5 1
IC LATERAL SUPPORT< 12'OC. UON, L ON BOTTOM CHORD = 10.0 PSF t
BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD= 42.0 PSF
BEARING MAX VERT MAX HORZ 986 REQUIRED 800 AREA
OVERHANGS: 12.0* 12.0' LL=25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE $0.38. (SPECIES i
gt_ 0,0' •1191 1038V -1Qa� 10980SZE 1.66 KD(S ( 625
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL 22'- 0,0' •119/ 1038V
C,8208S,MIO S ((16 no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
M,M20HS,N16NS,M16=MiTek MT series
BOTTOM CHORD CHECKED FOR 10P9F LIVE LOAD. TOP ,
AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY, YERTICAL OEFLECTIOH LIMITS: LL=L/240, TL=1/180 ,
MAX LL DEFL= 0,002' @ -1'• 0.0' Allowed a 0.100' )
MAX TL CREEP DEFL= -0.003' @ •1'- 0.0' Allowed= 0.133' 1
MAX LL DEFL= -0.043' @ 14'• 5.8' Allowed= 1.054' 1
MAX IL CREEP DEFL= -0.088' @ 14'- 5,8' Allowed= 1.408'
MAX LL DEFL= 0.002' @ 23'- 0.0' Allowed= 0.100' 1
MAX TL CREEP DEFL= -0.003' 8 23'• 0.0' Allowed = 0.133'
MAX HORIZ. LL DEFL= 0.018' @ 21'- 6.5' 3
MAX HORIZ. TL DEFL= 0.030' @ 21'• 6.5' i
11-00 DESIGN ASSUMES MOISTURE CONTENT 00ES 1
1 1.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. {
5-02-12 5.09-04 Design conforms to main windforce-resIstIng
5-09-04 5'02'12 system and components and oladding criteria. 1
0 Q 6.00 Wind: 140 mph h=15ft, TCDL=4.2 BCOL=6.0, ASCE 7.10,
12 4. ' 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1
6.00 4 0t load duration factor=1.g )
44'444.1. Truss designed for wind loads
in the plane of the truss only. I
M-1.5x3 f
I
M 1.5x3 i
m
0
11-L0 ii,
til
O
m
0
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0 ° M-3x4 0
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6-11-11 7-06-03
7-06.03 b ),
y 12-00 10-00 y l
1•oo
i•oo 22-00 , Op.PR**
Scale: 0.2498 iC • ' 1
JOB NAME: POLYGON NW PLAN 7-B NH - C4 1 'l l : v: .
OENERALNOTES,unleuotheraeonoted: • �': ...;02.QP� ..
t BsOder a on the parameters shown endo for an Individual / /�'
bending component.Applicability of design Patamlan and proper
1° _
1.Budder end osteon 03,11 or should be advised of all Gomrai Notes r'bending coo o}}component Is the responsibility p ry r the bendhp dollen*.
T)"USS �+4 end ee tresbaton consbucaort oo„ener,ees. ofy._,.... •' _
2,2x4 ooropresdonrrobbredng crest be Installed where shown+. 2,Design wanes the tap ane bonomehonis en be leanly brined / : '`. .
3.Addltlonal temporary brecMp to insure efabtiSy during construction 2'o.c.and at tg'as rsspecdrely unless braced throughout(hlflone /-:.•yt (fi.
DES. BY: BS Is the respondhlay of to erector.Addlton%permanent bracing of continuousaheathln9 such ea plywood aheath=ng(TC) Mraln@@ �� � �(v•.
the overall structure Is the nspondb9 y of the I dl3ing designer. 3.2a Impactlabridging erlateral bracing n ulred ratan shown+* �/. Aller.. -bt. •
•
DATE. J/12 2014 4,No load should be append bony vrnponont vrM erten aO brdng and S.ocean spumes tun it.sre rupo nbde uiod In a nenwr miro^manr •.. QS 1 4„2 �}t��
SEQ. : 6059065 fastener are compote and ono&ne sheutd any toads greeter then and Design assumes fellbo ting eta. •
,1' �i t y.S;,
dedgn loads be applied to any component. 6-Design assumes lura booting of all mopeds shown.Skim ar stodge It t�,rl t 4,"
TRANS ID: 408071 s.ComprtfrwhasMcmhip ereradasalltioes n of no,omponentsesponsiblity forlho ^e sty, adequate �ovid
6.•11s design Is furnished subject to the Wagoent and ns set M by 8.Plao&shall be loaded both teeeees of buss,aid placed so Park center
111111 illi 11311 1111 TAOSCSI,
copies
ofwhichwill ad upon mount
Wok USA, nc/ ompuTrusSoftware7.8.8(1L)-E coincide with
t center Ines.
i Ines
� L =dnu6telpcoasee ESR-1311,RSR-1958(MITeW EXPIRES:12/31/2015
•
I1IIIOIIIIOI This design prepared from computer input by
PACIFIC LUMBER-BC
LUMDER SPECIFICATIONS TRUSS SPAS 4'• 0.0' I80 2012 MAX RENDER FORCES 4WRIDOFICq=1.00
TC: 254 KODF N16BTR LOAD DURATION INCREASE= 1,15
BC: 2x4 KDDF M16BTR SPACED 24.0' 0,C. 2 3n(•-7) 23 1-4=(-3S) 32 2.4=(•89) 81
WEBS: 2x4 KDOF STAND ))
ING
TC LATERAL SUPPORT<=12'0C. VON, LL( 25.0)+OL( 7.0)LONDTOP C110R0= 82,0 PSF
BC LATERAL SUPPORT c= 12'OC. VON. BEARING MAX VERT MAX TIOZ SIG REQUIRED SPE AREA
DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS 312E SQ,IM, SPECIES
•Connector plate prefix designators: 38
TOTAL LOAD= 42.0 PSF
C,CH,C18,CN18 no(orrefix)=CompuTrus, Inc 4'• 0.0' 181 1314 0/ 40H 5,50` 0.21 KOOF 625
1 f
M,M2oHS,M18HS,M16=MITek VT aeries LL= 25 PSF Ground Snow (Pg)
JT 1: Heel to plate corner= 5,25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GONG 2• Deign checked for nett s oaf)JIR1Lft at 2a oc sggq(gQ„
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET,
VERTICAL DEFLECTION LIMITS: LL=Ll290, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TLCREEP DEFL= -0.002' @ 00'• 0.0' Allowed= 0.133'
3-00 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' 0 2'• 4.0' Allowed n 0.159'
1' { MAX TO PANEL TL DEFL= -0.005' 9 2'- 5.2' Allowed. 0.239'
12 MAX HORIZ. LL DEFL= -0.000' @ 3'- 8.2'
4.00 P MAX HORIZ. TL DEFL=-0.000' @ 3'- 8.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
Design oonforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, he1B.8ft, TCOL=4.2,BCOL=8.0, ASCE 7.10 )
M-1.5x3 3 y (All eghts), Enclosed Cat.2, Ezp,B, NWFRS(O�r),
load duration tactor=l.�
Truss designed for wind loads
1)1
in the plane of the truss only.
to
0
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•
JOB NAME: POLYGON NW PLAN 7-B NH - Dl EDPR° '
Scale: 0.8324 -..:. .‘-3'.)701..E..'. 6'0'/3�(Y '.
WARNINGS: GENERAL NOTES,unless otherotse noted: Z•.•'• v �7,1 !
1.Builder end erasion contractor should be advised of e9 General Notes 1,This design's based only upon the rametero shown and Is for en In?nldual OE
Truss: Di and Warnings before construction commences. building oomportent. =gi Or?.�.1_
Applicability of I
Apps H8y ea lin pay°into and proper
2.251 compression web hredng must be Installed where shown+. Incorporation of component Is the roeponsibiih of Tho building dielpmar. .�
DES. BY: BS 3.Addleoneltemporary bracing to Insure stedity during con row:Von 2.Design assumes the top and bottom chords to be laterally bree=d at
Is the mponalhely of the erector.Addiaond pormenent bracing of 2'o o,and at 10'o,o,respectively unless brcced throughout Ihoblength by '
DATE: 9/12/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)ondlor drywag C).
4.No bed should be applied to anymi 8 8 3.to Impact bridging or laborer bracing required where shorn+.
Pp component unlit=nor an bracing and 4.Insleln8on of truss b the mponsiltasly of ono mpod ve eonlnclor. �'.
SEQ. : 6059066 fmlenelaaro Immpileand atnoMoo should any loads greater than S.endanaseumosewseseretobewedinanoncomsNeonvtronmant 'A.:" OR G.".b
TRANS ID: 408071 design loads be applied to Nrran cote and are for"dry lullbon'•of we. �. '�": '
S.CompuTrus Hae no control over and assumes no rapansiblhh fa Ni. b.Decign aaaU"4 fust beadng at ail supports shown.Shim or wedge N :d: .. t4....2Q ,
fabrication.handling.shipment and installation of components, 0a sl -'• p • ,1- ,-, ''
6,Thin design fs furnished subject to the rnitations set forth by 8,Platers sgn hall l beeloctlBed onabotthretloccos of tens,and pieced so their minter y, n.) ,'' .
1 111111111111111 ILII 1111111 11 1111(ILII IPWftCA IT USA,Inc C puTrSCSI,°epics ofus Software ch rtill be 7.8,6(1L)-E ished upon rogae� lines coincide oith joint center One&
10.Digits
siic connecoof
plplate
te design Inches.
see ESR-1311,ESR-1888(Wein
EXPIRES:12/31/2015
This design prepared from computer input by
•
PACIFIC LUMBER-8C
1111111MEMBER FORCES 4y81/DOFfCOq=1.00
0
TRUSS SPAN 4'• 0.0' IBC 2012 MAX M.ER( OR) 14 1.3=(0)
LUMBER SPECIFICATIONS1LOAD DURATION INCREASE a 1.15
TC: 204 KDDF TSPACED 24.0' O.C.
BC: 204 KDDF @IOABTA BEARING MAX VERT MAX HORZ BRO REQUIRED SRO AREA
WEBS: 204 KDDF STAND LOADING LOCATIONS REACTIONS REACTIONS SIZE S0.32G.iN. (SPECIES)
LL( 25,0)OOL( 7.0) OH TOP CHORD= 32.0 PSF OC. O,S 271 215V Rl ONS 5.50'I80.I KODF 625
TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTOTALCLOAD= 42,0 PSF 3'• 9.2' 01 38V 01 OH 5.50' 0.06 KDDF 625
BC LATERAL SUPPORT<= 12'OC. UON. 4'• 0.0' -961 84V O! OH 1.50' 0.13 KDDF 825
Connector plate prefix designators:
ConpuTrua Inc LL a 25 PSF Ground Snow (P9)
C,CN Ct8,CN18 (or no prefix) = P r
M,M2OHS,M18HS,M18 =MITeK MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION0.00 LIMITS: LL=01040 Allowed8c 0.100'
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL LEDLL • @ 0'•
JT 1: Heel to plate corner=5.25' MAX TL CREEP DEFL' •0,003' @ 0'- 0.0' Allowed = 0,133'
ANDTBN CHORD CHECKED FOR DSPAC LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.008' @ 2'• 5.6' Allowed= 0.183'
AND BOTTOM CHORD LIVE LOADS ACT NON.CORCURRENTLY. MAX TC PANEL TL DEFL' .0.010' @ 2'- 7.0' Allowed= 0.274'
MAX HORIZ. TL DEFL= 0.003' @ 3'• 11.2'
12 DESIOH ASSUMES MOISTURE CONTENT DOES
4.00 HOT EXCEED 19ts AT TIME OF MANUFACTURE.
Design oonforma to main windforce•resisting
system and oomponents and cladding criteria.
Wind: 140 mph h=19.8ft, TCOL=4.2,BCOL=6.0, ASCEF7-10�r),
tA11 Helgtta), Enclosed Cat.2, Exp.B,
load duration factor=1.�
M-3x6 iTn thsse planesd offor thewind trussoonly.
0 3
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10:4
o 4 3
M-3x8
y l i
3-00 y
4-00
IPRQ••2f F- r azaimib 15:4.3,2)
•
•
JOB NAME: POLYGON NW PLAN 7-B NH - 02Bt ale: 0.9224 7iN 6t.,-��..
GENERAL NOTES,unkaaathamise noted: • ..��
WARNINGS: the parameters shown and Is for en Individual02 OP E
_ •
1.Builder and eredtlon connector should be advised of NI General Notes 1.building design based onlyouupp arame ers owrs and proton -'�•• .. .
and Wamhga before constmo0on 0000000001. buIncoq,g comofent.Apsntisthe t design
Yof mlire bend p9deal7ner. , „.
Truss: D2 22x4 sornpreawon web bracing must be Metaled where shown 2.Incdpoaion ofoomnononIboaomehmdatobalamboning 'sit
bra to insure akbtily during construction2'o o.and al id'o c.ea onerespeolb anew,breeed laterehautaulrlemth by ./ ':... .. .
3.le nt,real temporary Use erector.
conOnuoua sheathing such as plywood aheetNng(rC)andtordrywatl C).
DE$. BY: BS le theresponsibmtyofo»erector.Addidonalpemmnentbredrwrof rap en • ' '•,,y_ Eta l lU
the load
b ro applied
are too any c rap M�until abdidiniter a0 Dreaane and 4.Installation6of Miss is thermapo00Mity of the respective contractor. +' "�1,�.. 0'`� '
DATE: 9 f 1212014 4.No toed s areic b.fete an to any compo 5.1)0131011 assumes trusses are to housed in a nmcemoslvo embonment, '' . ' '
and are for'dry condition" use. to. ' 14
•
SEQ." 6059067 fasteners ars be applied
aloe tlmenenLa any loads greater then k• .
ded0n toads oa no cop to any rondo 8.DeulOn esaunwz NO baedup at as supped/shown.Ehim"edge If p p yf •:.
TRANS ID: 408071 S.CompuTrus Dano shipmentcontrol and instalfallon of assume no responsibility forth. nedeasory, p !ln lr..
B.Thisesl91 N famished vub)edtto the Irritations set fon by 8.Plates stall be loccatedf pon botch leces of podded.
endeplaced so their center
Iil�lll lllllillililillll���l>Ilillilll MATeRUsA,,Inc/ompuTrusSottwaren7.8.8(1L)-Erequest. 10.FFmbaconnectorpietad%ro^va0esec ESR-1311,ESR-1958(Mn'et0 EXP.IRES:12/2112015
•
1111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN B'• 2.0'
YC: 2x4 KDDF 11&RTR. LOAD DURATION INCREASE= 1,15 ICOND. 2: Desivn checked for netts Oaf{ rget 2a • s eC I
BC: 2x4 HOOF Bt68TR SPACED 24,0. O.C, DESIGN ASSUMES MOISOIS TURE CONTETE NT DOES
TC LATERAL SUPPORT<= 12'OC. USN. LOADING NOT EXCEED 19k AT TIME OF MANUFACTURE,
sting
BC LATERAL SUPPORT<= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32,0 PSF sOona to Hain and claddingi
Connector plate prefix des' Haters:
DI. ON BOTTOM CHORD= 10.0 PSF system and components cladding criteria.
Cnnector plate
((or no Aprefix}0=ors: rus, Inc TOTAL LOAD= 42.0 PSF
N,M20HS,M18NS,(or o MSTek MT series Wind: 140 mph, ht15ft TCDL=4,2 SCOL=6,0, ASCE 7.10,
LL=25 PSF Ground Snow (PR) (Ail Heghts), Enclosed 41at,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 truss only.
BOTTOM CHORD CHECKED FOR 10P8F LIVE LOAD, TOP Gable end truss on Continuous Dearing wall VON.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer
or equal typical at stud verticals.
to ConpuTrus gable end detail for
complete specifications.
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JOB NAME: POLYGON NW PLAN 7-B NH - El Scale: 0.8585 `� 0a,r�R Foss,.
WARNINGS: � •
y712/119'
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GENERAL lge lcb based
upon
holed: /// lw+f 1/ '•
Truss: E 1 1.and Wo nd erection cSnslr contractor should be advised of on Gems'Notes 1.This design's based only upon the parameters shown and Is for an Individual : ; 'ly
end Warnings before onstmcdon ommenus. building component •'^ 2
2.2x4 compression web bracing must be Installed where shown+, IncorporationAppint Is th r sponsI parameters and proper
�,PE • C•''
3.Addtionatto 8 gnauofob. alIslhsreapotdeto of et bNhanpdesigner. r
DES. BY: BSmporsry brad to Insure sled dodo onslrucaon 2.Cosign assumes 1M tap and bosom chords to be laterally braced et .+ ''-•
Is the responsibility of gra erector.Additional pomranenlbndnp of coni-and at 10'o.s.such 8vety unless braced threvphdte!drys/ U by
DATE: 9/12/2014 the overall structure fa the responsibility orthe bunds d
continuous iId fn In rt tocol Meting
tired Where
shown P n bracing
3.tr im��ppaYitnn of pin,Orth lateral by of Tod verers shown a• �•
SEQ. : 6059068 4'No
nersero complete and at noUmeohouldany loads ell
greatertlanp 4.Deagnassumiai,uee saretoeussedhianon-sono lecoenvirroonment
TRANS I d• 408071 CempdesigTricia ae appliedconSu any anent and are for dry condition-ofuse. :� 214; h ' .
` 5,CompuTrue has no control over and assumes no responsibility for the O.Design assumes fog bearing of all supports shown.Shim or wedge If r :N.This design in fumlahed subjectto the irritations seshipment and installation of tforth byb 7.Design ohal�b,located drainage is provided.and
' .•)2,re,
III I II II IIRI III IIID IIIA���[II I IIII TPINVICA In SCSI,copies of wldeh rem be furnished upon request Ones coincide wiut joint centerOnes.of truss,sod placed so their center `l R�. ..• :,••
111 14, I I MITek USA,Inc JCompuTrus Software 7.6.6(1L)•E 10.For baleecoiuwRor plateof design values see ESR.1311,ESR-1888(M1Tap
EXPIRES:12/31/2016
This design prepared from computer input by
PACIFIC LUMBER-BC
111111111This
2012 MAX MEMBER FORCES 4WRIDOF1Cq=1,00
TRUSS SPAN 8'- 2,0' i20= 38 2-5=5ORCE 67 9.!DDFIc5) .O0
LOAD DURATION INCREASE a 1,15 012-2=1.10088
LUMBER SPECIFICATIONS SPACED 24.0' 0.0. 2-4= 7 8
IC: 179
204 HOOF g186Tfl
BC: 2x4 KOOF S1ANDR LOADINQ
WEBS: 2x4 KDDF STAND BEARING MAX VERT MAX HORZ BRQ REQUIRED BflG AREA
LLS 25.0)40LI ON TOP CHORD= 32.0 PSF
TC LATERAL SUPPORT<= 12'0C. CON. UL 7.0)ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.1N, SSPE
BC LATERAL SUPPORT2 <= 12'OC. UON. TOTAL LOAD= 42.0 PSF O'. 0.0' -881 479V .33/ 97H 5.60' 0.77 HOOF 625)
B'- 2.0' -391 335V 0/ OH 5.60' 0.54 HOOF ! 625)
OVERHANGS: 12.0' 0,0' LL= 25 PSF Ground Snow SPg) )
)
Connector plate prefix deli natora:CLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=1/240, TL=Ll180
M,M2OHS,1111S ((or= prefix =riesuTrua, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL OEFL= 0,002' 8 -1'- 0.0' Allowed= 0.100'
M,M20HS,M18HS,t)18=M1Tek series
BOTTOM CHORD CHECKEDIFOR tSPAC LIVE LOAD, TOP MAX TL CREEP DEFL= •0,009' @ -1'- 0.0' Allowed= 0.133'
AND BOTTOM CHORD LIVE LOADS ACT HON•CONCURREHTLY. MAX TC PANEL LL OEFL=-0.294' @ 4'• 1.7' Allowed= 0.484'
0-03-12 MAX TO PANEL TL OEFL= •0.399' 8 4'- 1.7' Allowed s 0.727'
7-10-04 MAX HORIZ. LL DEFL= 0.001' @ 7'. 10.3'
MAX HORIZ. TL DEFL= 0.001' @ 7'. 10.9'
12 DESIGN ASSUMES MOISTURE CONTENT DOES
4.00�" NOT EXCEED 19%AT TIME OF MANUFACTURE.
M-1.5x3 4
Design conforms to main xindtorce-resisting
system and components and cladding criteria,
i Wind: 140 mph, h=15ft TCOL=4.2 BOOL=8.0, ASCEM7-10,
0SOir)
(All Heghts), inclosed lat.2, Exp.B, ,
load duration factor=1 �
to
Truss designed for wind loads
c"::::
in the plane of the truss only.
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o M-3x4
7-10-04 0.03-12
8
1-00 -02
Scale: 0,6571
JOB NAME: POLYGON NW PLAN 7-B NH - E2 � . 121'''fit?-. 'a.' f.
GENERAL NOTES,unless*Mamas noted:
¢ 32�O.P:E
WARNINGS:.Builder
e
1,anddad Warnings be or a should be advised°!ell Genera!Nolsc 1.bolding co Imps Wont•Ap bSty of design parametam and sham and prop of Indhidual
•
and press before construction acng ammenas. Incorporation of the tap of Is the m chords
to of the building designee. .. .•:'
Truss: E 2 2.2 4 compression web bracing must be Installed where shorn+, 2,Incsl9n assumes on lap and botl re to be teleralN braced as �v '
3.Additional temporary bracing to Insure sled6ty dude cotlebuedon 2'e.e.and a110'o.a.respectively unless braced throughout their length by
Ie eta responsibility of the erector.Additional permsnent bracing of continuous at 10'o.,p such as plywood sbaatmndRC)ughoutr dryrae ge). .•,. �(�EG!QN: �,
DES. BY BS the overallstructure le the responaibtfdyofthe building design er. 3.2sImpaclbddgirgorl°lerslbracingrequired where shown+• .• • .
DATE: 9(12(2014 and t.Irotall°Uon oltnes is the resporoldnry of the reupaeave contractor. ', VY C•A"'4.No teed should c m lepean to any time should
until loads greater
erednp E.Design assumes trusses aro to be and In a noncorrosive emironmem. N '1:'A., �, .
S�tx, ; 6059069 6stenereareaomMet°aidalnotlmasloutdanYloadsgrealerufora andere fortify dryeonditlon oluae, .:ki • v.'_
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TRANS ID' 408071 S.faricuTnnbee lin.sh4mvorandnsa,aruanorcapanlenlsfor the 7 Designaassumoeed ueledrelna9ois rodded. 'f'314)0'.
This design's
had9ns,ed seem andInstallations components le
i
O.This design is furnished subJsdto the Irritations set IoM by 9.Plates shell be located on both feces o Wes,and placed so their center
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This design prepared from computer input by
PACIFIC LUMBER-BC
CUMBER SPECIFICATIONS
LU: 2X4 HOOF CiTIOR TRUSS SPAN 5'- 3.0'
BC: 2x4 HOOF M1&BTR LOAD DURATION INCREASE = 1,15 IBC 20122MAX MEMBER 2.5 FORCES 431'5s(-l81) 127
WEBS: 2x4 ROOF STAND SPACED 24.0' 0.C. 1-2°C 0) 36 2.5=(-33) 38 3.5=(-181) 127
2.3=�•89) 49
IC LATERAL SUPPORT<= 12.0C. UON. LONDIOP 3.44 •7 3
BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
DL ON BOTTOM CHORD= 10.0 PSF SEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
OYERHANOS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES 1111
Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 0'. 0.0' 81! 367V 20/ 83H 5.50' 0.59 ROOF 825 625
C,CN,C18 CN18 (or no prefix) =ColtpuTrus, Inc 5'- 3,0' •24f 212V 0/ OH 5.50' 0,34 HOOF (
C,M20N9,M118HS,M18=MSTek MT series
LIMITEDREQUIREMENTS STORAGE DOES
SBC 2NOT2 ANOLIRC U2012TO THE NOT BEING SPATIApET,
(CONS. p• Oeaign checknd gc nal 5 Ost7 L011tt at 24 oe s0a
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CRE P DEFL= •0.00LL DEFL= 3'@ -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'
12 T T MAX IC PANEL TL DEFL= -0.043' @ 2'- 8,1' Allowed= 0.419'
4.00l 2 MAX HORIZ. LL DEFL= 0,000' @ 4'. 11,2'
MAX HORIZ. TL DEFL= 0.000' 0 4'- 11.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TINE OF MANUFACTURE.
hi-1.5x3Design conforms to main windforce•resisting
q -,r system and components and cladding criteria,
Wind: 140 mphh=15ft, TCDL=4,2 BCOL=8.0, ASCE 7.10,
(All Heights), Enclosed t�at.2, Exp.B, MWFRS(Dir),
load duration factor=1.6
Truss designed for wind loads
11
to in the plane of the truss only,
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) 4-11-04 0-03-12
1-00 5-03 J.
JOB NAME: POLYGON NW PLAN 7-B NH - E3 �oP ok
Scale: 0.6129 •Gj.r IN..E sfO.
WARNINGS: GENERAL NOTES,unless olherwho noted: -srv• . -.7•112/
1,Builder and erection contractor should be advised dell General Notes 1,This design Is based only � •
Truss: E3 and Wonting*before construction commancsa g upon lea parameters meter and h for Individual Q
building :o
Qcmnpalcom onent;Ut of parameters end proper 92�O.PE • �` •.
2,24 compression web brednp must be Indelledwhoro shown*. Incorporation of eornponentls Liss ro.ponddly of the building dsslonor.
DES. BY: BS 3.Additional temporary bracing to Mauro stodgy during eonswaeon •
2.Design assumes the tap and bottom chords to be laterally braced at
b the rospormlbmy of mo.rector.Addition.,
immanent bracing of Y ox.and at 10'o.c,respectively unlash braced throughout their length by
DATE: 9/12/2014 the ay.rellaWctere is the maDonWdiry of the Duliding designer. cormnuo ssheaWng ouch as plywood sheatNng(TC)and/ord pp � :;':
S T . 6059070 4.No bad should be a ted to a 3.2c 1 ctbridging or Lateral bracing rogdrhdwhere ..con sutnc. )' ',.
DD ss component unlit after en bradnh and 4.Installation of bass Is the restonsidty of the respective eonbador.
TRA1.1 fasteners ere eomploto and at no dme should any loads greater than 5.Design assumes burns aro to be used In a non-corrodve environment,
NS ID: 408071 design loads be no000ttoanycompanent and fordiy ndldon'ofuse. � �• '�1Q 14..Y.: b
5.Co 0.put"assumes tea baa" at aA"PP"'
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mpuTrua hog no oonuol over and assumes no roaponsl6118y for the g ftp Dfons shown,Shim or wedge It }x �' ;
fabrication,handling.shtpmenl end lnsteue5on of components, Deensary. •ac .` 1 •$
Illlll lllilllllllllllllllllllllll llil llll S sdoelgnisfumkhedsub)acttothe initaaoneset forth 0.Dehyn hiOhol located
onte aoprovided. }�
TP1MTCA in SCSI,copies of which win be furnished 4 0.Ossa Ghali a roasted both faces of inns,and placed so their center �tl t•1{•5..,%•'�•••
Upon regent, IMoscolnddawith)olntanteranes. '
MITok USA,Inc/GompuTrus Software 7,8.8 1L•E 9.Digin tomcat.sirs of plate In Woes.( ) 10.For bode connector pinto design values too ESR-1311,ESR-1900(Weld
EXPIRES:12/31/2015
•
This design prepared front computer input by
PACIFIC LUMBER-BC
III(l`9
11111II IIIyI��
TRUSS SPAN 5'• 3.0' DESIGN ASSUMES MOISTURE CONTENT DOES
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 NOT EXCEED lES AT TIME OF MANUFACTURE.
SPACED 24,0. O.C.
TO: 2x4 KODF g166TR Design conforms to main windtorce-resisting
IC: 2X4 KODF ORT ' LOADING Design and componentsconforms andw cladding criteria.
ICB
LATERAL SUPPORT <= 12'0C. MON. LL( 26.0)*OL( TON) ON TOP CHORD a 32.0 PSF MYIFRS Dir
DL .0 BOTTOM CHORD = 42.0 PSF Wind: 1s mph, h=i , ntclad=6.0, itE i..0,
ConnectorC LATERAL SUPPORTae fi 1doni. ato TOTAL LOAD= (40l ob -l5f Enclosed. �aCOL=t.2, .O,ExpA, , )'
load Heights),eghsn fEnclosed,
plate prefix designators: LL a 25 PSF Ground Snov (Pg) Truss designed for wind loads
C,M2OHS, 1SHS ((or no prefix) s CimpuTrua, Inc in the plane of the truss only.
M,M20HS,M18NS,M16 =MiTek MT seriesvol MON.
LIMITED ENTS STORAGEF DOES HOT APPLY DUE TO THE SPATIAL Gable end trues on continuous bear ng
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET.
M•tx2 or equal typical at stud verticals.
Refer to equalTtye gablea end detail for
BOTTOMBOTTOM CHORD CHECKEDV FOR tSPAC NON-CONCURRENTLY.LOAD. TOP Ref•reto CompuTicat abs.
AND CHORD LIVE LOADS ACT tiON-CONCURRENTLY.
12
4.00 f7" 3
.
u*, . 4 141 gill II
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•
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E: POLYGON NW PLAN 7-6 NH - E4 Scale: 0.7737 ' 'I N1 5 ':- •
•
JOB NAM .. e2Zow.�
GENERAL NOTES,unless otherwise noted: _ {
1.Builder
n the tamotere shown and b for an Individual .
building component.Appliabiab of design ammeters and proper
1.eatider and erectlon°onbeaorahould be advised of Nolaa 1.TNadedgnl°boaad only upon p p ,• •..
and c compression
biter'°ens." commences. incorporation of component la the reapondb161v of the building designer. :,0160 . ••.'; .
E4 2.2x t corp pression webbradng must be Installed where shown*• 2.Design assumes the top and bottom chortle to laterally braced Cl j`rola•;: rS
Truss to Inane afabittt during eoragurAon 2'o e.ora at l7 0.0.12$pedkeyunleu bteeed lhMeghoulfhdrle0by s `4'
3.6therespo00lorarofthecodsheething5PC)andlordrywatt c). "OREG!G3N:A _
h Ice era�tn ctur elite erector.Addy oft permanent endng of 2x I mow sidgingo or
es -7.7r.,...*. •.O .
DES. BY: BSresponsibility the bul alter
designer. 3.2s tmoVece hoping or klraf bracing required re ora shown nt4,
the evaded etdd be h the reap neat unit sago elf erasing end 4.Installation of Was to It,.teapomilOy of the r,apedNo contractor. ��.. •1..:.•- rZ •v..-'3"•..�-:.
DATE' g/605 071 4.No feed shoulc m cele an to ono tempo S.Design assumes trusses arab be used In a noncorrosive e,Mronment, i 4. �'.
dfeetooleners an se spoilecoodot component- arty 6oeds greater Nan and aro for'dry condition'of use. �Atr�.•r
TRANSA, : ID: 4080711 design ms as control
my rand'smar 0.WA",aseem"fullb°°sing at at suppode shown.Shimotvmdge if C'RRI:�`! ,
Cc, tion,has no bundling.shipment
mor and assumes no rocomponents.
for the ery• •
TID: tees design Is
sd,Mwneaanofelforthy 7.Design eavmeacatedadequate bothn°gel°f tram
e.This d'atgn fe foreh ad euaect to the Irritations/el beth W e•��° edhitsi bee located
ith n both
of truce.and placed so thelrosnlor
TppYYICAmSCSI,copinofwhlohwafbefvmisAepupon request. 0.DIpts indicate slat ofpiateInInches. EXP:IRES:127$1/2015
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