Plans (94) his lcp , 00/6v
` RE ,c1VED
1 3 770 S w l7,z
MAR 1 6 2016
BUILDING D1 &SI N
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.
,,W PR()Fess
2 .
4 89782PE 9r
yileOREGON 4°
-7 -'9RY 15,,�!`Q�
PAUL Rs
/E;(1‹.-eR : '`.--.1''C:21-3-1, -12t1_1_6
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
LUMBER SPECIFICATIONS • TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF M1&BTRLOAD DURATION INCREASE = 1.15• Design conforms to main windfozce—resisting
BC: 2x4 KDDF M1BBTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h-24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+131( 7.0) ON TOP CHORD= 32.0 PSF All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
DL ON BOTTOM CHORD- 10.0 PSF load duration factor=1.6,
TOTAL LOAD = 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall U04.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-102 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
8-03-04 8-03-04
T 0' T
12 IIM-4x4 12
3 7,114.00
14.00 17
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JOB NAME: POLYGON NW PLAN 7-A NH - Al m .''7/
Scale: 0.2641
v ��_
WARNINGS:Bald65: O.ThedLNOTsb, uniauponteMsenoted: .OREGON I.and Grand erection contractorshould
commences.
of all General Notes 1. stepc myonbased.Arnalcablay the parameter.parameter*
me shown and proopenlndMdual ..�f �j}_/. f 1 l� 1.V�Q..�T.
Truss: Al and Warnings before condnMbn commences. builincorporation of component Is the reapondblay or the bidding designer. 7' V�[�v ��
2 2r4 compression web bracing mud be InsteMd where Moven•. 2.Design assumes he top and bottom chords to be latently bread at a l I .:1 /
•
3.Additional temporary tinning to Neuro stability during condruclbn 7 0.0.end at I V 0.0.napectNey unites bread throughout their length by � PAUL
}�.+� 1
M he responsibility attn.erector.Addganal permanent bndng of continuous MaetNng such a.plywood Meehag(TC)and/or drywal(BC). A U L-
DATE: 8/10/2015 he oven!stndue is the reapansibiny ohne balding designer. 3.24 taped bridging or lateral bracing required where Mown••
SE K1345829 4.No load should be applied to coy component until Mer al bndng and 4.Installation Wilms le he napondbtly slue respecHNe contractor.
Q• nehmen ere complete and d no line should eny bade greater then S.Badge assumes busses Sr.to be used In a non-conceive endmmm.nt,
design bads be applied to any component. and are for-dry condition'of use.
TRANS ID: LINK S.D•dgn assumes nil baring at el supports shown.Shim or wedge If EXPIRES: 12/31/2016
S.CompuTns has no control oder end mum**no nspondb08y br he neueury.
tebricatbn,handling.shipment end bd.iteiion orcomponents. 7.Design assumes adequate drams=•Is podded. August 10,2015
S.Ills design I.furnished subject to he gm5ations eel forth by B.Plates shag be baIn
ted on both facet of es,and pissed se their center
TPI, TCA In BCSI,copies of Mich will be furnished upon request. Ines colndde with joint anter tine.
0.Digits instate eke of plate In inches.
MITek USA 1nc/CompuTruB Software 7.6.6(1L)-E 10.Forbade connector plate design values see ESR-1311,ESR-1085(MITek)
s-
This design prepared from computer input by
PACIFIC LUMBER-BC '
LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278
BC: 2x4 KDDF 11148TR SPACED 24.0" O.C. 2- 3=1-704) 207 8- 6=(-70) 383 8- 4-(_269) 530
WEBS: 2x4 KDDF STAND 3- 4=(-546) 278
LOADING 8_ 5=(-270) 278
TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-546) 278
LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207
BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 86
OVERHANGS: 12.0" 12.0"
TOTAL LOAD= 42.0 PSF
LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 HOOF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 30 PSF LIVE LOAD. TOP
'COND. 2: Design checked for nett-5 ant) uplift at 24 "nc sone'I
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. l�tg,
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
8-03-04 8-03-04
1 .� MAX LL DEFL - -0.002" 9 -1'- 0.0" Allowed= 0.100"
MAX TL CREEP DEFL= -0.003" a -1'- 0.0" Allowed - 0.133"
4-03 4-00-04 4-00-04 4-03 MAX LL DEFL - -0.002" 9 17'- 6.5" Allowed = 0.100"
1' '1 1 f . MAX TL CREEP DEFL = -0.003" 9 17'- 6.5" Allowed- 0.133"
MAX TC PANEL LL DEFL - -0.019" 9 10'- 0.2" Allowed - 0.387"
12 12
14.00 M-9X6 MAX BC PANEL TL DEFL -
1-77
0.047" 0 3'- 9.1" Allowed 0.498"
N14.00
4
4.0" MAX HORIZ. LL DEFL - 0.006" 8 16'- 1.0"
MAX HORIZ. TL DEFL - 0.009" 9 16'- 1.0"
ail 1 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-24.1ft, 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 M-1.5x3
3
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89782PE ter'
JOB NAME : POLYGON NW PLAN 7-A NH - A2 ,__..,,---:........,-g„..:„ss_____.
Scale: 0.2614 -
WARNINOS: GENERAL NOTES, uNeas othendes noted: C '^
Truss: A2 1.BuWerand erection contndorMould beadvleedofalGeneral Notes L TNsdesign Is based only upon the parameters shown end IsloranIndividual 9 OREGON '•
and Warnings baron construction commences, building component.Appllcabfl/Iy of design parameters and proper '.1 /L& ^Q. tr
2.gag compression web bracing must be Installed where shown., Incerpanibn of eon,ponaM Is me responsibility etcd bolding designer. V
3.Additional temporary bracing to Men stability during construction
2.Design assumes ms by and bottom chords to be laterally bond at 9�, q RY 1`� �,Q'
Is the responsibility Ogle erector.Additional permanent bredng of 2•c•and et l0 o.a nspadN.ly unless braced throughout mak length by ``
DATE: 8/10/2015 Ina overal structure L me respem@/Ihy Orme bidding designer.
continuous doodling such es plywood deemmgRc).ndbr aryw.e(ec). p^U L .
SEQ.: KI345830 4.No badshould b.appdedmany compomntuntlaperadWadngend 3.tooai oonbothn.:0th.re pandellrpfthereutred .r.anown.. i L.
responsibility of the respective contractor. •
•
/wieners are complete and at no time should any bads greater than 5.Design names busses are toe.used m a noncorrodd environment,
TRANS ID: LINK design loads be applied to any component. endmror dry condition'ofuas.forns hes no control over and assumes no ravened* e•Design sssumea full al all down.Sohn or wedge 11
5.CompaTEXPIRES: 12/31/20161
/2O1f7
fabrication,handling,shipment end Instatlellon of components, nenssery,
prodded.
8.This destgnI,farMedsubject tom•Bmiationsset fonhby S.pbtendulbelocatedudes donboth fauate ceselo150..,and placed adthelrcenter August 10,2015
7P WWICA In BCSI,cople•of wfikh wit be furnished upon request. Inas coindde with)oIM center Ones.
MRek 1150.Ine.lCompuTrua Software 7.6,6(1L}E 5.DIgtia indicate axe of plata In Inches.
10.For basic oornedor plate design value•sea ESR-1311,88124988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x6 KDDF 91iBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6=(-864) 3722 2- 6-( -630) 2990
2- 3=(-4064) 1042 6- 7-(-868) 3740 2- 7-(-1886) 570
WE: 2x4 KDDF STANDR
WEBS: 2x4 ROOF STAND; LOGrIuG 3- 4=(-4064) 1042 7- 8-(-778) 3740 7- 3=(-1494) 5772 2x4 DF STAND A; LL- 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5-(-774) 3722 7- 4-(-1886) 570
2x6 KDDF 02 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4-( -630) 2990
BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V
BEARING MAX VERT MAX HORZ SRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. VON.
BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
)
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
-',"- ( 2 ) complete trusses required.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
Join together 2 ply with 3"x.131 DIA GUN
nails staggered at:
/A)()/ 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
A 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180
9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.039" 8 4'- 5.2" Allowed - 0.781"
9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL - -0.079" 8 4'- 5.2" Allowed - 1.042"
MAX HORIZ. LL DEFL - 0.014" 0 16'- 1.0"
8-03-09 8-03-09 MAX HORIZ. TL DEFL - 0.024" 9 16'- 1.0"
9-06-15 3-08-05 3-08-05 9-06-15 Design conforms to main windforce-resisting
1' ' f 1 '1' system and components and cladding criteria.
12 12
M-4x10Wind: 140 mph, h-24.lft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
14.00 7 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
3 4'D„ load Trussduration designedfforo6
wind loads
.i in the plane of the truss only.
01-
M-3x6 M-3x6
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E : POLYGON NW PLAN 7-A NH - A3 / � "
JOB NAM Seale: 0.2332
WARNINGS: GENERAL NOTES, unless omsndse noted: U OREGON
1.Binder and erection contractor Would be advised of al General Notes 1.The design h based only upon the parameters shown and is for an individual '.OREGOIV
Truss: A3 and Warnings before conshuction commences. binding component Applicability of design parameters and proper 2� �Q
2.244 compression web bracing mud be Installed where shown.. kroorpanhbn of component is the responsibility of 1M Wilding designer. "!1 Gig p v 4 y_.
3.Additional temporary bracing to hose stability during sondnx0on 2.Design uwmes ms lop and bottom chords to be laterally braced at rl ! 1 `4.
Is the napentlbillty aflM sndor.MdBbnd permanent bracing of Ze.a and.1 I a.c.rsp.etivaty wises brandthrougheN Nsk lenpm by -`1
continuous Nestling such as plywood aheethbg(TC)andlor dryvnd(BC). Pig��. [s`....
DATE: 8/10/2015 the even)structure Is the responsibility of the bolding designer. 3.2s Impact bddgIng or lateral brsdng required Were shown c c
4.Na load should be applied n any component untl ager al bracing and 4.IndaIatlan of buss Is the respondbgty of the nspedNe contractor.
SEQ.: K 13 4 5 8 31 wieners are complete and at ne Bee ah°u'd any beds greater than 5.Da0gn assumes trues.ere to bs used Ina noncorrosive.n*onmsnt,
design beds be applied to any component. and ars for"dry condition'of use.
TRANS ID: LINK 5.Cemparushesnocontroloverendassumssnoresponsib@lyforms
8.°'ase" ^'""°°'^"°"'°'°ppon'NaWn.°Nm°`wedge" EXPIRES: 12/31/2016.
ry•
fabriation,hendng,shipment end Installation ofcnits. 7.Design assumes adequate drainage Is prodded. August 10,2015
8.TN.design Is furnished sub)ed to me Imitations setalforth
forth by 8.Plates shall be bated on both faces of WNse
,and placed their center
TPIMTCA In SCSI,coplea of oddch we be furnished upon request. Ines coincide with Joint center Ones.
9.Digits 000.1.aloe of plate In inches
Wok USA.Inc.ICorrnpuTNa Software 7.6.6(1L}E 10.For baste connector plate deign vanes see ESR-1311.ESN-1888(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC •
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacitg.
TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 ROOF N14BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting
system and components and cladding criteria.
TC LATERAL SUPPORT C. 12"OC. LION. LOADING
BC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)*DL( 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.
Gable end truss on continuous bearing wall U04.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTtus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
3-06 3-06
4 4 q
12 12
IIM-9x9
14.00 [27 a 14.00
2
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JOB NAME : POLYGON NW PLAN 7-A NH - B1s, --'.1
Scale: 0.5570 -✓ �� --
WARNINGS:
WARNINGS: GENERAL NOTES, anteee othsnWs noted: 40
Truss• B1 1.Bulderand erection conlndorMedd beadawdofalGeneral Notes 1.This design Isasedonyupon the parameter.shown end lsfar mmdividual 7 OREGON N,
• and Warnings before construction commences, bullring component.Appdabllly of deslpn parameter.end proper n°
2.2e4 compression web bracing must M installed when Mown.,
incorporation olamponeM Is responsibility of butane designer, �•��^`y A (i �C}..
3.Addebnet temporary bracing to Insure stew1M during naneWclbn 2.De nen eswmes IM lop and bosom chords to a laterally braced al 'l/•� J
Iethe t.npenaboey of the erasion.Additional permanent easing of 7o.o.and el IS a.a.respectiely unless braced throughout their length by
DATE: 8/10/2015 the overall structure la Nero ebl continuous sheathing or WenesacngedaMethhere soMbrdrywal(BC). p/(�t �\
aper. Iryonalp esti anent bracing
3.2x impact waren or schesend ndneedeg reemprio)own.. 'l 1�
SEQ.: K1345832 4.No bad Mould be applied to tiny compnentWIalter oad.lants,H and 4.mammon orisons the reepome and CIe respective contractor.
fontanels are complete and at no lime should any bads greater then 5.Design assumes!nines ere to be used In a non-concave environment,
TRANS ID: LINK design bads be appPed to any component. and ars lor'dry conditionof use.
S.eompuTns hes no control over end assumes no responsibility ler the d.De e�yrysum..nalbeanngaal.,tppan.Moww.sMmorwedg.H EXPIRES: 12/31/2016
fsbrlaooe,handling.shipment and matelggon of components. 7.Design assumes adequate drainage Is provided. August 10,2015
6.This design Is furnished eub(ad to the Ilmeauons eel forth by e.Plates shalt be bated as both faces of truss,end placed co their center
TPYWICA In SCSI.copies or which all be tumlMad upon request. Ines coincide with(oint anter line.
a.MITek USA,Inc./Com Trus Software 7.6.6(11 E o FgMlnabaheuar plate designnal
W )• tee Dorbaaeale etre alltdIn design values eas ESR•1311,ESR•tgse(heTek)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF 8188113 LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting
BC: 2x4 DF FI SBTR; SPACED 29.0" O.C. system and components and cladding criteria.
2x4 HOOF 1116BTR B2
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, 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
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON.
N-1x2 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications.
12-09-09 12-09-09
f I T
12 IIM-4x412
7.00 p 2 Q 7.00
11 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.
ut 1 ul
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M-3x4 M-3x4
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k 24-08-08 �� . NEIN e:9%'
:9782PE r"-
JOB NAME : POLYGON NW PLAN 7-A NH - Cl f'''! -./ -- •
Scale: 0.3040 /"/ --
WARNINGS: GENERAL NOTES, unless otherwise noted: v pC �4
1.Balder and erection contractor Mould be advised of a1 General Note• 1.The design I.based only upon A.parameters shown and Is for an Individual -7 _:OREGON •�.
Truss: Cl end Wam a before construction commences. balding component.Appllab88y of design parameters and proper �///' ,72.T
2.2a4 compression web bradng mad be installed where Moen+.
Incorporation of component lame nepondblly of the bolding designer. 11,.• "'U3v. A(,
3.Additional temporary bracing to Insure stability during construction
Z Design aseumea the top and bottom chords to W NUnM braced sl sl I _1
IS the respond of erector.Addlbnel pennenaM bradng of 7 o.a.and at 7G me.eapecleely urges•bused throughout UM length by �� `�1 '
rimy a continuous shrieking at eah ee plywood aheetheg(ID)o n er drywal(BC). /D
DATE: 8/10/2015 the over.'structure a the responsibnly of the balding designer. 3,2s Impact bridging or lateral bradng rewired where Mown••
SEQ.: K 13 4 5 8 3 3 4.Ne load should be applied to any component until lifter al bradng and 4.Indelatkn of truss Is the reepondbllty of the respective contractor.
fasteners are complete and at no tone should any beds greater than 5.Design seams trusses m to be used In e nonconoshe environment,
and are far'dry condition'of sem
desyn keds be applied to any component
TRANS ID: LINK ° Design••su^e'MI beefing itilsupports shown.
5.CompuTrus ha.nocontrol over and assumes noresponsibiliyfor ts SMmarvedp°" EXPIRES: 12/31/2016
dded.
a.TIM eloneNlMMedlpment and instellation subjecttotellm°stio sfseitforthbys 8.Pltesnassumes MM°beloatedanedrainage Is boteaaof�ea,and dead sotheir center August 10,2015
TPWJICA In SCSI,copies of xlrkh cit be fumehed upon regard. Ines alndde with kW center fines.
9.Digits Indicate sic.of plate h IneM•.
MItek USA,Inc./CompuTton Software 7.6.6(1L)-E 10.For beds connector plate design value•see ESR-1711,ESR•1989(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC ,
LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1- 2-(-2855) 608 1- 7-(-973) 2459 7- 2-( -195) 1460
BC: 2x4 KDDF O16BTR SPACED 24.0" O.C.
2- 3-
(-1140) 335 7- 8-)-466) 2401 2- 8-(-1691) 453
WEBS: 2x4 KDDF STAND
3- 4-( -987) 311 8- 9-(-199) 1225 8- 3-( -172) 678
LOADING 4- 5-1-1544) 313 9- 5-(-198) 1227 8- 4-( -556) 202
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( 0) 57 4- 9-( 0) 326
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF
OVERHANGS: 0.0" 12.0"
TOTAL LOAD- 42.0 PSF
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
"• For hanger specs. -See approved plans LL " 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
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 " 1.190"
MAX TL CREEP DEFL - -0.248" 8 5'- 9.0" Allowed - 1.586"
MAX LL DEFL - -0.002'• 8 25'- 8.5" Allowed - 0.100"
MAX TL CREEP DEFL - -0.003" 8 25'- 8.5" Allowed - 0.133"
MAX HORIZ. LL DEFL - 0.077^ @ 24'- 3.0"
MAX HORIZ. TL DEFL - 0.128" 9 24'- 3.0"
12-04-04 12-04-04
5-10-12 T f Design conforms to main windforce-resisting
6-05-08 5-03-07 7-00-13 system and components and cladding criteria.
Wind: 140 mph, h"22.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
12 12
7.00 p IIM-9X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diz),
Q 7.00 load duration factor-1.6,
4.0" Truss designed for wind loads
3 'y-'y in the plane of the truss only.
ace,
M-3x4
M-3x6
11 .
We
7
n M-5x6
o0
•O 1.. 8 9 _. v
o M-5x10 .5 0
M-1.5x3 M-3x9
..3.50 3.50 Cm...
O
12 12
1 1 1 l y
5-09 5-03-08 6-07-03 7-00-13
u�5 �EGPREcLc
/py y y ),5-09 5-03-08 13-08 1-00 ,`� p `SLs.1, 14 24-08-08 <
8 782PE 9r
JOB NAME : POLYGON NW PLAN 7-A NH - C2
Scale: 0.2375 /4w �''/ �`
WARNINGS: GENERAL NOTES, unless Whored.noted: '^
Truss: C2 1.Bolder and eredlon contractor should bo advlsed of al General Note. 1.ml.design Is based only upon M a parameters shown and Is Nr en Individual
E4,174/00 REGON o>,.
and Warnings before construction commence. buldIng component.Applicabilityof design parameter.and proper
2.244 compression nab bracing must be installed Mere shown., Incorponlhn of component h lin re.poralbllry.f lin bulging dadpner, ///��� A ,{
3.Additional temporary bracing to Insure stability during commotion
2 Design weeny*the top and bosom Mob.to M laterally braced el �� •R Y 1� _\ ��
Is the responsibility of the erector.Addllenet permanent bracing of 7v.e.and al l0 no.nap.cllwlyunless bracodtMouphoN their length by V
DATE: 8/10/2015 the overall structure is the re.pondbey of the buldng designee connpaol'heangoreuena.pynooduiredhere shown rdrywel(BC>. �� \
4.No load should be implied is e m anda�Impact bridging or blerel bndrp required where Mown..
'''''A CA
SEQ.: K1345839m component until after al brad 4.Installation dimeslatherespondMyyoflherespedNaWMrador-
fasteners are complete nd at no llme should any roads greater than 5.Design assumes trusses ere to be used Ina nonconosiva.envlranment.
TRANS ID: LINK design Node be spoiled to any component. and an lordly conaluon•of use.
5.CompuTmshas nocontrol over and assamesnorsepnnslblley for the
8.DesignesaumesMbeadngatalsuppoMMavm.SNmorwadpall EXPIRES: 12/31120.16.
fabrlcetbn,Wang, necessary- .I
r.^9 shipment to Instone.onofcomponents. 7.Design assumes adequatedrainageI.provided. August 10,2015
B.This designis BCSI,ed subject to gra limitations set forth by B.Plates shag be located on both faces of truss,and placed so lhetr center
TP6WTCA In BCSI,copies of M ANI MI be furnished upon request. Ines coincide with joint center line.
MRek USA.Ina./CompuTrus Software 7.6.fi(1L}E 9.Nits Indicate she or plate In Inches.
10.For basic connecter plata design value.me ESR-1311,ESR-1991(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF (41&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1-2890) 810 1- 7=(-543) 2485 7- 2=) -234) 1475
SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8-(-534) 2426 2- 8-(-1650) 445
2x6 KDDF B16BTR T2 3- 4=( 0) 0 8- 9-(-387) 1244 8- 3-) -217) 641
BC: 2x4 KDDF STANDR LOADING 3- 5.1-1025) 424 9-10=1-386) 1245 8- 5=( -547) 364
LL( 25.0)r-DL) 7.0) ON TOP CHORD = 32.0 PSF
WEBS: 2x4 KDDF STAND 5- 6=1-1540) 527 10- 6=1-427) 1224 5- 9=) 0) 232
TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD= 42.0 PSF
BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
LL- 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
NOTE: 2x4 OR
-T _-2.____AC___. ____=CIRG AT 24" HC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625)
ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625)
____________________________________= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I DC ND. .ea_....-:.,a+..,+c.LT,.._.. w..._+- 1.;_7_4m-a-wee&,....r..:l g.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIHITS: LL=L/240, TL-L/180
vertica or equal at non-structural
vertical members (uon). MCX EP DEFL- -0.125" 9 5'- 9.0" Allowed- 1.187"
MAX TL CREEP DEFL= -0.248" 9 5'- 9.0" Allowed= 1.583"
Unbalanced live loads have been MAX HORIZ. LL DEFL= 0.079" 0 24'- 8.4"
considered for this design. MAX HORIZ. TL DEFL - 0,130" 8 24'- 8.4"
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 17-06-12 (All All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir),
fTruss designed for wind loads
5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 in the plane of the truss only.
TIM-4x4+
12 � 12 12
M-5X6 .. ...]7.007.00 Gable end truss on continuous bearing wall.
7.00 < Q M-1x3 or equal typical at stud verticals.
Refer to MiTek gable end detail for
1,4
complete specifications.
711.°1
M-9x6 3 y M-9x9
II
M-5x6+(S)
0
M-3x6 1 ;�
2 0
o.
M-3x5 7\� t` o,
cr:o M-5x6 - e 4o
9 0
0 1iir 7- " M-5x10 M-3x5 1g M-3x6+(S) M-3x9+ o
123.50 3.50 ,VD PR OFF
12 12
y y y y j .1. NGINF,4`r<0
5-09 5-03-08 6-07-03 6-06-13 10-11 l l �GJ
1 l l 29-01 1-00 44." 7
5-09 5-03-08 l l 89782PE <'
� 35-01-08 1-00 �//
JOB NAME: POLYGON NW PLAN 7-A NH - Dl ,,, szi42f
Seale: 0.1790 -y/(�OREGON 'N
WARNINGS: GENERALNOTES, unless otherwise noted: 'y �O.�`
1.Balder and eredlon esnirador should be sdvl.ed of e1 General Notes 1.TNs deeyn N based only upon the permutes shown and Is for an Individual -9 �'4RY A5 G-
Truss: D1 andW.mkps before construdbn commences. balding component.Applicability ofdesign parameters and proper V;
• 2.Zr4 compression web bracing must be Metalled where shown•. 2.
Incorporation
sign mume.laplop component
sbmottom chorrddstn be Clomp!braclding ed finer. L
3.Addeonel temporary toMaury ting to Mau *teddy during conslrvdbn Po.e.and et1G o.0.respectiely uNess braced throughout thele Nogg,ty ir PA U �`
Isle responsibl=y 0415 erector.Additional permanent bedng of continuous sheathing such es plywood Mealhdp(TC)andbr drywal(BC).
DATE: 8/10/2015 t e morel structure Is the responsibility of the balding designer. 3.2s hoped badging or Morel br.dng required wave dorm••
SEQ.: K1345835 4.Noload should be applied NamcemponeMunit eller albedngand 4.Installation
si=n onbtrussIsgnomes the
eresponsibility
espioo db yryufl.mspedhreeco raw mment.
fattener*are complete and at no time should any tea peeler than and.r.for-dry condition'ofs are use. EXPIRES: 12/31/2016
TRANS I D: LINK design load.be Addled is any component. 6.Design assumes full bearing el en supports shown.Shbn or wedge If
5.CompuTnaSsnowNrolover and assumes noesponslMliyfrthe necessary.
August 10,2015
fabrication,handling,shipment and MA11100n of components. T.Deer creams.eclogue.dralnege Is prodded.
6.TNs design N furnished subject to the limitations set forth by a.Plates shall be located on both feces at truss,and placed ss their center
TPVWTCA In SCSI,copies of which Ml be furnished upon request B.IInes
coincideoho lodcaerl
ines
Dilate inches.
MITek USA Inc.(CompuTrus Software 7.6.6(1L)-Z 10.For bade anneder plat.design velem me E5R-1311,ESR-1999(551CC)
4
This design prepared from computer input by
PACIFIC LUMBER-BC
l
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
DC: 2x4 KODF H19BTR LOAD DURATION INCREASE = 1.15 1- 2-(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6-(-251) 211
BC: 2x4 KDDF 819BTR SPACED 24.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480
WEBS: 2x4 KDDF STAND 3- 4-(-1516) 448 9-10-(-234) 1697 9- 3=( -21) 320
LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10-( -671) 259
TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF 5- 6-(-2124) 509 11- 7-(-359) 1912 10- 4=( -275) 1096
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2348) 510 10- 5-( -657) 256
•• For hanger specs. - See approved plans TOTAL LOAD 42.0 PSF 5-11=( -51) 494
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
EOND• 2: 0..-_. mer.....a L&.....-a.u._ V..., L_L-.....o L..,..,r.LI 9.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed - 1.710"
MAX TL CREEP DEFL - -0.412" @ 5'- 9.0" Allowed - 2.281"
MAX HORIZ. LL DEFL = 0.127" 9 34'- 8.0"
MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0"
Design conforms to main windforce-resisting
system and components and cladding criteria.
17-06-12 17-06-12 Wind: 140 mph, h-24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
1' 1 f ' 1' 1' 'f Truss designed for wind loads
12 12 in the plane of the truss only.
7.00 M-9x6 Q 7.00
4.0"
M-5x6(S) \1 M-5x6(5)
0.25" 0.25"
7 y
+9
M-3x8
+ /' M15x3
• M-3x8-�e ` N
o M-5x8 \ o
1 lir. Ali lie v
0 1.• 9 10 11 ••7 0
of =M-6x6 0.25" M-3x4 M-3x5 1
o
d 3.50 3.50 Cm. M-5X8(5)
12 12
y y y 5-09 5-03-08 6-06-04 y 8-07-07 y 8-11-05 y c, p PR OFFS
J,
5-09 5-03-08 24-01 y5' 0NGINrFR (9./0.*
35-01-08 9
8 782PE r
JOB NAME : POLYGON NW PLAN 7-A NH - D2 /\\
•
Scale: 0.1739 fr./e.- /r/ i_ .. .,
WARNINI.Oct6R9: O.ThIUILNOTab udaupontheee"atee: -7+OREGON
Truss• D2 1.Bute.rend enabnaw,dorNodabs.mladol.gcearslNotes 1.ThiedestgnlawKeonryrlponmotdam.lereeno..n.wl.ler anlnavbuel O��
and Warnings before construction commence". building component.Applicability o1 design parameters and proper q
2.214 compression web beaded must be Installed sutlers shown..
Incorporation of component la the rasponsmlly OHS,balding designer. (/
2 Design Assumes IM top end bottom Nobs to be laterally braced et ��i..
3.Additional temporary bracing a Insure stability during consumnon gist 4 R y 15 � .
DATE: 8/10/2015 tla the he overall responsibility
of the leme„d°r,Addluoalpermanem bracing of ze.a.ne et la o.G r.ep a.plywely wner.e"atlwugnow their length by /r^
continuous eneawng such as plywood Ne"mIn9(TC)and/or dywel(5c). 1 PA
' f t R�
epentlblly of the bulAng designer. 3.2t Impact bridging or lateral Wades required where ahem•• �'t U 1_
SEQ.: K1345836 4.Noload shouldbeappMdtoany component until anarIngbracing and a.Instal/Won ofhues le the reeolwMlyethe respective contractor.
arefasteners complete and at no lime should any beds greater then 5.Design eswto
mee trusses are be used In a non•cor oslve environment
TRANS ID: LINK de sign bade be applied to any component. and are for-thy condmonbfuss.
5.Compullus hes no control over end assume"no responsibility ler the 5.Design assumes All bearing at el supports shown.Shim or wetlpa If EXPIRES: 12/31/201.6
"eases
fabrication,handling,shipment andft ion of components. 7.Design assumes adequate drainage Is provided. August 10,2015
8.This&sto le furnished subject to mea limitations eel forth by 8.Plates Nal be bated on both faces of truss,and plead to their anter
TPIWTCA In SCSI,copses 01wnkh vel be bmhlled upon regoest. Ince coincide with Joint anter Ikea.
0.Digits Indicate sire o1 plate In inches.
Weft USA.Inc./CompuTrus Software 7.6.6(1L}E 10.For baso connector plate design'slues see ESR•I 311,100.108e(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" !COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing.
TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting
BC: 2x4 KDDF Al/BTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <- 12"OC. UON. LOADING7-10,
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: (Al mph, hts),3 En, osed, .at.2, ASCE RS(D
DL ON BOTTOM CHORD- 10.0 PSF (All Relights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Unbalanced live loads have been TOTAL LOAD ro 42.0 PSF Truss designed for wind loads i
considered for this design. in the plane of the truss only.
LL= 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall U04.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrue gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
17-06-12 17-06-12
f ' 1'
11-08-09 5-10-03 5-10-03 11-08-09
1 T T T 1'
12 IIM-4x4 12
7.00 p N WHEN A FLAT BOITTOM 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
t4-3x5(S) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION
,//7POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY
+* 44 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE
/. 77/o/e
CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE
MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL
:RACING TO THE HINGE CONNECTION SITUATION.
9 'O
u 2 o 0
n
1 o
o M-3x5(5) oi
M
M-3x9 -3x4
J, 17-06-12 17-06-12 co<PE E��0
1-00 L 35-01-08 CI,y`` �9
89782PE r
JOB NAME: POLYGON NW PLAN 7—A NH — D3 ,:. _.�' ;% -_''
Scale: 0.2314 --- _
WARNINGS: GENERAL NOTES, unless othendse noted:
1.Bolder and erection contndor ebadd be edvlead of al General Notes 1.This design N based only upon the parameter.ehovm and is for en lndlddual ^-QREGON^ ,••
Truss D3 and Warnings before aensbudlon commences. bolding compocem.Applcebtiey efdeelgn parameters end proper "✓/� A(� VO R[
2.2e4 compression web bracing mud be metalled where shown+,
Incorporation of component Is the raspondblly of the building designer.
�. "4 1`.
3.AddBbnal temporary bracing to Insure stability during condN-bon 2 yDe s,sawmes me top and bosom shards to be le ogtroeraby bond et R r
7 ex.end et 10 e.a rsepedlwiy unless Cowed(TC).n ut their length by
Is the rsapemlbOly store ender.Additional imminent bracing of continuous etroething such ss pyweod Meethmg(TC)and/or drywell(BC). p
DATE: 8/10/2015 the ewralstmd�neisthe responsibeyofthebulmngdesigner. 3.z<Impedbridging orlateral br.dngnwbedenereshown++ AUL \
SEQ.: K1345837 4.No load dwulMapplied toany component umlafter dhoeing and 4.InataWlbnof Miss Isthe naponelbiyofthe teepeeWecontr.dor.
'wieners are complete and al no time should any beds greater than 5.Sedge assumes trusses ere to be mad Ina non-corrosive environment
end are fordo,condition'Ouse.
Melon bads b applied to any component.TRANS ID: LINK 5.Com a=Ms nocordmloverendswume.noreeponslbmybrtM H.G.Ag�...um.ennbe.nng t l.eppeneshown.smmnrwedge it EXPIRES: 12/31/2016.
ry•
fabrication,handling,shipment and medMlbnefcomponents. 7,Dedgnessumes adequate drainage le prodded. August 10 2015
H.This design Is furnished subject to the Imitations set forth by 9.Plates chal be bestedd so on both faces of truss,and placedtheir center 1 ...
TPIMTCA In SCSI,copies of which vdl be fuMshed upon request. Ines comdde with)amt center Ines.
S.Digits indicate slot of plate In Inche..
MOck USA.lnc.iCompuTrus SoRNsre 7.6.6(1L)•E is.For basic connector Mete design values we ESR.rStt,ESR.Igee(MRab)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 9168TR LOAD DURATION INCREASE - 1.15 1- 2-(-2309) 503 1- 8=(-348) 1971 2- 8-(-225) 205
BC: 2x4 KDDF B160TR SPACED 24.0" O.C. 1658 8- 3-( -45) 460
WEBS: 2x4 KDDF STAND 2- 3-(-2088) 501 B- 9.(-216)
3- 4-(-1496) 451 9-10-(-214) 1589 3- 9-(-640) 253
LOADING 4- 5-(-1495) 450 10- 7-(-359) 1902 9- 4=(-282) 1122
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2109) 505 9- 5-(-653) 255
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 NSF 6- 7-(-2336) 509 5-10=) -50) 483
TOTAL LOAD- 42.0 PSF
•• For hanger specs. - See approved plans 10- 6-(-251) 211
LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 2316 5.50" 2.35 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
(CONS. 2: Design checked for net)-5 nsf) uolift at 24 "oc anarlilg,
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.098" 8 17'- 5.2" Allowed = 1.704"
MAX TL CREEP DEFL - -0.199" 9 17'- 5.2" Allowed - 2.272"
MAX HORIZ. LL DEFL = 0.045" 8 34'- 6.5"
MAX HORIZ. TL DEFL - 0.075" 8 34'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
17-05-04 17-06-12 Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
f f f
f f Truss designed for wind loads
12 12 in the plane of the truss only.
7.00 M-4x6
Q 7,00
4.0"
4 .ys(
M-5x6(S) 3.131.4144,M-5x6(S)
.1 M-5x6(S)
0,25" 0.25"
+E
M-1,5x3 M-1.5x3
101/
\\.•
rn
O
1 -�(O
44
O -1M-3x5 M-3x4 0.25" M-3x4 M-3x5 e•7 1
M-5x8(S)
y 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 y �S...(' a NFF`rcS'��
y R
35-00 ,I.
��
89782PE "7_,..
f
JOB NAME : POLYGON NW PLAN 7-A NH - D4
Scale: 0.1922 ..r •
. c / 'w
WARNINGS: GENERAL NOTES, udessother/henoted: m' OREGON h
Truss: D 9 1.Bider and eredbn codredor should be advised oral General Nola 1.TM.design I.based any upon the parameter.Morn and is tor an individual Da`
end Warnings beforetandnabn commence.. Wading component.
Applicability of design permitter.and prperg 15'
g.2r4 eempnabn wap bretlnp moa MtmHO.dwhen sMvm., ryaro mpenad IsIM nspansibl flM bold dad nor, 1, 2" �j
3.Additional temporary bracing to Insure stability awing construction 2 Design and
.: IM lap end bollen chords to M MNngy braced at
77^� q 5 Q`
I.me responsibility of me erector.Additional permanent easing of 2'Go.and at 10 G.respectively unless braced lixaughaul their lengthby
DATE: 8/10/2015 the over..strucluelaNere 2i.Impcontinuou•.ng•gorlaoohs.pfyngrequired
wereshondn•dyw.e(ec). PAUL �\
aany nanny of bu1011p designer. 3.7x 1.11.bridging or lateral Meting requba.where shown..
SEQ.: K13 4 5 8 3 8 4.Na load.Meld be applied to any component until alter al bracing and 4.Iaaalalion of Inns l°the nsponsibllly of the respective contractor.
roamers are complete end at no time should any bad.greater than 5.Design assumes busses era la be used In a non•sonoave environment,
TRANS ID: LINK design loads be eppit dto any component. end are lor'ery condition.ofuse.
5.CompuTms Me no control over and assumes no responsibility for the °°•sign amines Mb5.dngat°lappane silawm.°him or wedge It EXPIRES: 12/31/2016
fabrlu.tion,handing,shipment and malailason of components.
necessary.nass
6.151s design Is furnished subject to Hl.ambitions sit Podhby H.Plsignusumeloaded on bath ace gal ossa August 10,2015
H.IPlatesn..n Mel M baled on both faces gloss,and plead co thele comer
TP WVTCA M BCSI,coals.of Mach MI be furnished upon request. Inc°coincide with MN center lung
Weft USA,Ina/Com Trus Software 7.6.6 4L E 9.Digits indicate aha of plate m inches.
Pu ( )- 10.For basic connector plate design values see ESR-1311,ESR-1999(MITek)
This design prepared from computer input by
Pacific Lumber 6 Truss (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KOOF A16BTR LOAD DURATION INCREASE= 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-20H) 161
BC: 2x4 KDDF (116BTR SPACED 24.0" O.C. 2-3=) -26) 12 4-5=( 0) 0
WEBS: 2x4 DF STAND;
2x9 KDDF STUD A LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX WORD BRG REQUIRED BRG AREA
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ B9H 5.50" 0.53 KDDF ( 625)
7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625)
M-1.5x4 or equal at non-structural LL - 25 PSF Ground Snow (Pg)
vertical members (uon). {COND. 7: Desion checked for net(-5 oaf) nolift at ?9 "oc coarikg.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed - 0.100"
JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.009" @ 0'- 0.0" Allowed- 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed= 0.275"
MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367"
6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2"
1' 1' 1 MAX HORIE. TL DEFL= 0.001" @ 7'- 2.2"
12 Design conforms to main windforce-resisting
4.50 system and components and cladding criteria.
Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
-v. load duration factor=1.6,
M-3X9 End vertical(s) are exposed to wind,
2 Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : PScale: 0.5166 �..
WARNINGS: GENERAL NOTES, warms om.re,»noted: ` OR GON w��
1.Binder and erection=tudor should be added old General Notes 1.This design Is based onty upon the parameters shown and h for en Indddual �f -174,.0 �Q �lT.:
Truss: El and Warnings before construction commence.. building component.Applicability of deer Ammeters and proper +' /..
2.2n4compression nub bradng mut be buteled she,.shorn.. Incorpentbn ofcomponaM N the responsibility or the bolding designer. ' RV
3.Addtbnal impotent bracing 1e ham siabtRy during construction 2.Design assumes the top and bolo=dwta to M bbnry braced at .�ir I- �' -.`_l�
by
Is the rosponAWmy ells.radar.Additional permanent bracing of 2'nto.nMetlONng such espyutaubraceou(C)andid tivoughout m.w sggle). it, �l
DATE: 8/10/2015 =tm'act ad.Ubg lMa..N�oeaMaNNler. ow••dryvnl(BC). A UL-
the owni Wuaura NUN nspemfoliry of IM Dulling designer. 3.2a Impact bddpmg or lateral bndnp required vfiero Mown�
4.No lead should be applied to any component until after al bradng end 4.Indention of truss lame responsibility of the respedhecontractor.
SEQ.: K1345839 fedenenarecompleteandatnotimeaholdanybadsgreeterman 5.DMdgnassumestriflesmtobeusedbanon-corrodneenvironment,
TRANS ID: LINK design bads be applied to any component. end are leerily condition"or use.
s.Design assumes full bearing at sl support shown.Shim or wads,if EXPIRES: 12731720.1 s
5.CompuTrue MsnocoMol over and aswrms=rasponalNGy forma necessary. .I
nbrkatbn,handling,shipment end metallstbn of components. 7.Design mm
usManage Is provided. August 10,2015
8.Mb design h furnished=bpd to the lmitatione..11 Mby 8.Piatea shall be bated on both faces of truss,and placed so thew center
TPIWTCA Ar SCSI,copies dirndl will be fendehed upon request. B.Inst stnddeberatwith
Joi t etcente
nr lineDig
MITek USA,Inc./CompuTrus Software 7.6.7(1L).E 10.For basic connector pile design vetoes see ESR•1311.ESR-0888(MITsI)
This design prepared from computer input by
Pacific Lumber 6 Truss (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00
TC: 2x4 HOOF 616510 LOAD DURATION INCREASE n 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4w(-208) 161
BC: 2x4 KDDF Ol68TR SPACED 24.0" O.C.
WEBS: 2x4 DF STAND; 2-3=( -26) 12 4-5=( 0) 0
2x4 KDDF STUD A LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 890 5.50" 0.53 KDDF ( 625)
Unbalanced live loads have been 7'- 5.0" -40/ 2700 0/ 06 5.50" 0.43 KDDF ( 625)
considered for this design. LL - 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
1021111,__21_1)....L,......•""""t � "") 1%�--7-+•�• ••.if g.
JT 1: Heel to plate corner- 4.25^ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS:,LL=
L/240, TL=L/180
MAX LL DEFL - -0.015" 0 0'- 0.0" Allowed - 0.100"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" 9 0'- 0.0" Allowed = 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" 8 6'- 2.6" Allowed - 0.275"
MAX TL CREEP DEFL - -0.044" 9 6'- 2.6" Allowed - 0.367"
6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" 0 7'- 2.2"
1' 1 f MAX HORIZ. TL DEFL a 0.001" 0 7'- 2.2"
12
4.50 2 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-3x9 '/ load duration factor=1.6,
jrAg
End vertical(s) are exposed to wind,
2 Truss designed for wind loads
in the plane of the truss only.
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Scale: 0.5166 11111/WARNINGS: GENERAL NOTES, unless oth.rMa noted: /...
Truss: E2 1.8uaderand eredancontractor shoddbeadvised ofalt General Notes 1.This design Is based onyupon the parameters shornand Isfor anindividual i OREGON o�
and Warnings before construction commences. building component.Applicability or design parameters and proper
2.2,4 compreabn web bracing must n installed where therm.. T.
Incoryaratan or component Is the nsponsibnty olihe Wading Mullane,. tee. G� �.(1/ cis
3.Additional temporary bracing to Insure 1.66119 duIng construction
2 Design and
Ic IM lop and bottom...ion to be latentlythroughout
Mand et
rye RY 1 Jt�,`.
DATE: 8/10/2015
Is the responsibility eftha ander.Additional permanent bracing of 70.0 and at lG o.e,rap,.ply unless bnndlhrouphod thublength bYir
the overall structure lame neponsiblly of the bolding designer. 3•continuous
Imp kbridging o,t teerral br.dnn5 requiredplywood
�.shown:
This design prepared from computer input by
Pacific Lumber 6 Truss (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 ROOF 016BTR LOAD DURATION INCREASE= 1.15 1-2-(-79) 23 1-4-(-68) 60 2-4-1-142) 120
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5-( 0) 0
WEBS: 2x4 OF STAND;
2x4 KDDF STAND A LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 1'- 0.0" -28/ 233V -18/ 480 5.50" 0.35 ROOF ( 625) I
4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 1
Unbalanced live loads have been LL - 25 PSF Ground Snow (Pg)
considered for this design. 102ND. 2: D....h.-,e.-.-alp:•._._ ..I.--. ;! L_'--+_w..g. ,o,114•
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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.005" 8 0'- 0.0" Allowed = 0.100"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" 8 0'- 0.0" Allowed - 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.010" 8 3'- 4.4" Allowed - 0.132"
MAX TL CREEP DEFL - -0.014" 8 3'- 4.4" Allowed - 0.176"
3-05 1-01-12 MAX HORIZ. LL DEFL - -0.000" 8 4'- 4.0"
1' 1 1' MAX HORIZ. TL DEFL - -0.000" 8 4'- 4.0"
12 Design conforms to main windforce-resisting
4.50 system and components and cladding criteria.
Wind: 140 mph, h-20ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, E%p.0, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
3 in the plane of the truss only.
IM-1.5x3
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JOB NAME : POLYGON NW PLAN 7-A NH - E3 �r
Scale: 0.5632 p
WARNINGS: GENERAL NOTES, cantata otherwise noted: a '9 OREGON
L Balder and erectkm contractor should be advised of al General Notes 1.TMs design Is weed only upon 0u parameters shoes and Is for en Individual %% ��}}��
Truss: E3 andWamHps before construction commer.cos. bolding componem.Applicablity of design parameters and proper 4, ` 2O' ,,74:-
2.
�
2.DM comment=web bracing must be Installed when shown v. mmrporel.al component la the responsibility dike bolding designer. 17;91
].AddHbNl temporary testing to Insure Wholly dump conelr.Mbn 2 Design assumes 8w top and bottom dprds la be latently braced at4 R Y 1 J.
2 a.e.and et 10 a.a reepedlvely unless broad throughout their length by Q �
Is me raiment/billy of me erector.Additional permanent brac%g of continuous sheelhIng such a plywood sheaNhp(TC)endkr drywaRBC)• � PAULO
`\.
DATE: 8/10/2015 the overall structure Is the raspansibliN orlhe bolding designer. 3.2c Impact bridging or%lent bracing required where shown••
SEQ.: K1345841 4.No load should be rippled to any component Untl alter el bracing and 4.)nsiln�swfn buss
I.the
.slobbuslyiabhresn�me contractor. rat,
fasteners ate omelets and at no time should any loads greeter than
of use.
TRANS ID' LINK deslgnloads beappledtoany componen4 andan ssumesrdry adlb 4 Beta
5.CamWTms hes no control over and assumes no responsibility for the 5. . essumes lull bearing et.I supports shovel.SMm or wedge l' EXPIRES: 12/31/2018.
necessary.
fabrication,handling,shipment end sta8lllen of components. 7.Detgn assumes adequate drakage Is provided. August 1 0,2015
5.TMs design is furnished subject to thesIbnSalkns set rand by e.Plates shall be located on both faces of buss,and placed so their center
TPUWrCA In BCSI.aoplea of Web will be Whited upon request. Inas coincide with join)center Anes
9.Dlplts Indicate sue of plebe In Inches.
MITch USA.lnc.lCompuTnts Software 7.6.7)1L}E 10.For basic connector plel,design values aee ESR•1311,ESR.tB55(MITek)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0"
TC: 2x4 KDDF fl168TR ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacihe•
EIC: 2x4 KDDF g14BTR LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C. Design conforms to main windforce—resisting
TC LATERAL SUPPORT c= 12"OC. UON. system and components and cladding criteria.
BC LATERAL SUPPORT c= 12"OC. UON. LOADING
LL( 25.0)+pet( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-30,
DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD - 42.0 PIE' 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 end truss on continuous bearing wall 104.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref
Rx2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
11-00
11-00
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,e 89782PE 9r-
JOB NAME : POLYGON NW PLAN 7-A NH - Fl ,,/
Scale: 0.3307 .%
WARNINGS: GENERAL NOTES, uN•ssclheroba noted:
Truss: Fl 1.Balder and erection contractor should be advlesd ofel General Notes 1.This design le based only upon the parameters Mown and h for en Individual C/ 40
end WamIngsbefonanstruslbncommences. building '
dingcomponent,Applbeblayofdesignparameter.andproper -9 OREGON off. N}.
2.2z4 wmpranbn web OradrG must be Installed where shown.. Incorporation or component lame responablily of the building designer. ,, ��A �� 2 qt.
3.Additions'fermium bracing to InMiring Lability construction 2 DSYpn mum.me IOP and bottom chords to W Womb/braced al �/<�. �.
letheresponsibility of me ender.Additional permanent bowing of 7e.c.ars'el lG a.respectively unless bncodllxouphed their length by
DATE: 8/10/2015 Inc overall structure to me re continuous sheathing wen as plywood MumingaG)end/or drywel7.10.
sponelblly of building di bred,. 3.In impact bddpinp or th lateral bracing tyrequiredot.where shown.a Pq.UL. R
SEQ.: K1345842 4,No bed should be applied to any component untlegeralluringend 4.Instalationarwssism•responsibiliyof he moult.Centre°,
featenera are complete end et no time should any loads greater then S.Design assumes Misses ere to be used Ins non-corrosive environment,
TRANS ID: LINK design bade be applied to eny compenentand eta tar wry conditionof as..
8.CompuTnnhas acoMralowrand sewma,noraspenamllllybtme H.nDesneewnle.fdlbeeringatelwpperl.eheen.Shimerwedpeir EXPIRES: 12/3112016
uen,handl shipment ecesary.
febrka
op, pmaM end heglbtlon olampenents. T.Design assumes adequate drainage Is provided.
8.This deer IsWished eathe 8.Melee shell belocated anboth Wes oflmse,and placed alnebanter August 10,2015
TPVWrCA in SCSI.copies of which will be furnished upon request. Ines windde*MOM center lies.
MRek USA,Inc./Comp0Tw4 Software 7.6.6(1L}E
N.Digits Indicate she Opiate In inches.
10.For basic connector plate design velum,see ESR•1311,ESR.1088(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1.00
TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE" 1.15 1- 2") 0) 57 2- 8=(-181) 1109 3- 8-(-299) 232
SPACED 24.0" O.C. 2- 3"(-1360) 305 8- 9=( -88) 718 8- 4-(-126) 521
BC: 2x4 ROOF STANDR 3- 4-(-1195) 337 9- 6"(-207) 1085 4- 9-(-126) 521
WEBS: 2x4 KDDF STAND LOADING 4- 5"(-1195) 337 9- 5-(-299) 232
TC LATERAL SUPPORT <" 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF 5- 6"(-1360) 305
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD" 10.0 PSF 6- 7") 0) 57
TOTAL LOAD" 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
ICOND. 2: D,..._.,�-..a-r-.L., •-.....a-_ ,i,1`_AI-_.--sill a .c.LI9.
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" 0 -1'- 0.0" Allowed = 0.133"
MAX LL DEFL- -0.035" 8 14'- 6.1" Allowed = 1.054"
MAX TL CREEP DEFL- -0.071" 0 14'- 6.1" Allowed" 1.406"
MAX LL DEFL " -0.002" 0 23'- 0.0" Allowed " 0.100"
MAX TL CREEP DEFL- -0.003" 8 23'- 0.0" Allowed - 0.133"
MAX HORIZ. LL DEFL = 0.016" 0 21'- 6.5"
11-00 11-00 MAX HORIZ. TL DEFL - 0.026" 0 21'- 6.5"
/ f Design conforms to main windforce-resisting
5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria.
f / T f
12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL6.0, ASCE 7-10,
M-4X6Q 7 DO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
7.00 load duration factor"1.6,
4.0" Truss designed for wind loads
4 ,y-,/ in the plane of the truss only.
11i
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JOB NAME : POLYGON NW PLAN 7-A NH - F2 --'l
Scale: 0.2557
VOr
WARNINGS: GENERAL NOTES, unless otheNhe noted: V � '
I.Budder andered'on controdor should be advieed of ad General Notes 1.This design Is based only upon NO parameters shown and he tor anklmddual .. 7A REGON
Truss: F2 and Nammgsbefore anetrudbncommences. buMngcomponent.Appliabilityofdesign parameters end proper "V/. • ZO IQ"
2.2a4 ampresdbn web bredng mud be installed where shown+.
Incorporation of component is the nspomlbliy Otte building designer. v/
3.Additional temporary bracing a Mur.daddy during construdbn 2 Design assumes me top and bottom chords to be Merely broad et R Y %'
y
la me responsibility of the erector.AddWoal pemunem bred g of 2 o.a and at sheathing
raapadbply unless brad throughout a ad m rywaN C(. /1
comlocoaOhe.UMgauehaplMootlsbrammgRC)hoot tdryw.gir gthb �� P71 U �`
DATE: 8/10/2015 the overall structure I.me r..pendbilly of the budding designs:. 3.20 Imped bddging or lateral br.dng required where shown++
4.No bad should be applied to any component until after ad bradng and 4.Installation albI.me respenddpy of the respective contractor.SEQ.: K 13 4 5 8 4 3 fasteners are complete end.1 no time should any load.greater man 5.Design assumes trussae ars to be used Ina noncorro1He environment,
and areTRANS ID: LINK dol nloads Mensiled eany component. Design ssuor mesonlbarin.tel
5.CompuTranaenocontrol over end.eaumesnoresponsibillryrorme 8.Design swmnIdI6eaMpat.1wppadsdrown.SalmarwadpeII EXPIRES: 12/31/2016
n•
handling.shipment
8Pegea'lbeldooNcelwa
8.n,edNgnNmn. abbot tthe Ilmnbnsset fthby . atnabaenbotfa .ofas. rdplaced stheir center August 10,2015
TPUWTCA M SCSI,copies of which MAI be furnished upon request. Ines colndde WIh john center Ines.
9.Digit.',Idiots sire of plate In Inches.
MITek USA.Ina/ComlwTrus Software 7.6.6(11)-E 70.For basic connecter p'e'e design values sae E8R-1311,ESR-lgae(MITek)
This design prepared from computer input by I
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470
BC: 2x6 KDDF SS 2- 3-(-10490) 2372 8- 9=
(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544
WEBS: 2x4 KDDF STAND; LOADING
3- 4-( -8090) 1872 9-10-(-1904) 8850 9- 3=( -776) 3504
2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11-(-1904) 8850 3-10=(-3170) 760
2x6 KDDF 82 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF O'- 0.0" TO 22'- 0.0" V 5- 6-(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896
BC UNIF LL( 414.1)+01( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=)-12708) 2820 12- 7-(-2334) 10626 10- 5=(-3170) 760
TC LATERAL SUPPORT <= 12"OC. DON.
BC TERAL SUPPORT <= 12"0C. VON.
5-11=( -776) 3504
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
-'^ ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Join together 2 ply with 3^X.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625)
nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625)
9" oc in 1 row(s) throughout 2x4 top chords,
7" oc in 2 row(s) throughout 2x6 bottom chords,
9" oc in 1 row(s) throughout 2x4 webs, !COND. 7: D.....-.y LA...Lel. t...-....-..77 '-'d••• m&, „ Lig.
9" oc in 2 row(s) throughout 2x6 webs.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054"
MAX TL CREEP DEFL - -0.291" @ 14'- 6.8" Allowed - 1.406"
MAX HORIZ. LL DEFL = 0.048" 0 21'- 6.5"
MAX HORIZ, TL DEFL - 0.081" @ 21'- 6.5"
11-00 11-00 Design conforms to main windforce-resisting
system and components and cladding criteria.
1 f
4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-30,
f ' ' T T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
12 12
7.00 17. ICM-6x6 Q 7.00 Truss designed for wind loads
in the plane of the truss only.
6.0"
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89782PE 7r
JOB NAME : POLYGON NW PLAN 7-A NH - F3 /--��-
Scale: 0.2911 � --..�_
WARNINGS: GENERAL NOTES, unlessotherMse noted:
Truss: F3 1.Buleranderedanconbador°nouldbeadvisedofa1GeneralNotes 1.This designI.be,edonlyuponthewnmetersM mendlaforanInamdwt `-7OREGON '�
and Warnings before conawdtn commences. binding component.Appllabildy ofdetgn parameters and proper Q. o-
2.Z44 compression web bndno mud be Installed rotten Mom.. Incorporation of component is the respontbllry of baking designer.
2.D,tgn assumes the lop and bottom chords to 5.lelonly band al -7,9 �y. 4-(1.:3.Addalenal lempomry!geeing ng
eeing to Ie stability cluing contraction4 1 `
Is the raapontNNy el m,eredor.AddBsnalpermanent badnp of 22'o.c.and at l0 x.resp•d.p udns brand throughout theb lengh by
DATE: 8/10/2015 ie overall strodure la the respondboly of the building designer.
continuous sheathing r°ueh a pdwo required
aired wrere shun
•aryvnl(BC). �� 'C1`
SEQ.: K1345844 4.No load coma be applied to any component unneferalbraa 3.Zrlmpaonofed ls ors thlatereral pocirgrynsibility nrther spedgevm..
r-'1%.1 ``
nhana 4.DntagnassurwnmtnereetobyutsdIn. omcornlmm�ddc
fasteners are complete and et no lima should any toads greeter than 5.Design assumes Innen ere to b,used h a noncorretw environment,
TRANS ID: LINK assign wads he applied to any component anaanrordlycondition'ofuse.
5.CompuTrus has no control over end nutmeg no responsibility for the ° Design assumes full bearing at.l supports shown.BMm erwedge If EXPIRES: 12/31/2016
tabrloelbn,handling.dtl necessary.
shipment and Inatalleen of components. 7.Deign assumes adequate drainage Is provided. August 10,2015
B.Tia Oe'gra IsNMWed erbjld to the BmMtam set forth by B.Plates shall be baled on both taus of hug,and placed so thee center
7P WyfCA In SCSI.copies of which M/be huddled upon request. Ines coincide with join utter lines.
O.
Mock USA Inc./Compu7rus Software 7.6.6(1L)•E O.Forbasic connectordaedesign values ue E8R•1S11,ESR49B8(MITek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 50 2- 8-(-224) 1261 3- 8-(-311) 220
BC: 2x4 KDDF 6I&BTR SPACED 24.0" O.C. 2- 3-(-1504) 335 8- 9=(-103) 834 8- 4-(-111) 492
WEBS: 2x4 KDDF STAND 3- 4-(-1318) 338 9- 6-(-253) 1261 4- 9-(-111) 492
LOADING 4- 5-(-1318) 338 9- 5-(-311) 220
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-1504) 335
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 50
TOTAL LOAD - 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP , . , - - 9•
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL- 0.002" 0 -1'- 0.0" Allowed - 0.100"
MAX 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" 9 14'- 5.8" 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 HORIZ. LL DEFL - 0.018" 0 21'- 6.5"
MAX HORIZ. TL DEFL - 0.030" 9 21'- 6.5"
Design conforms to main windforce-resisting
11-00 11-00 system and components and cladding criteria.
5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
1' T ( 1' f (All load duration,factor-1d, Cat.2, Exp.e, MWFRS(Dir),
12 12 End vertical(s) are exposed to wind,
6.00 M-4x6 'ZZI 6.00 Truss designed for wind loads
4.0" in the plane of the truss only.
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89782PE r"
JOB NAME : POLYGON NW PLAN 7-A NH - G1
Scale: 0.2557 A!Or -
WARNINGS: GENERAL NOTES, unless otherwise noted: 9 OREGON
1.Binder and endbn contractor should be advised of all General Notes 1.This design is based only upon On p.nmeters shorn and is for an Individual "
Truss: G1 and Warnings before construction commerce.. bolding component.Applicability of design parameters and proper ^� tQ
2.2s4 compression web bracing must be Installed sten shown•. Incorporation of component Is the responsibility of the bolding designer. 17,•(? G'9 RY. .V
3.Additional temporary bracing b insure etabGty during eon.budbn 2 Design assumes the rap and bosom drone to W hien%Mead at '
I.Nara n.bRy of the ender.AdMbal ntbndeO at 2'o and oo,,.11P o.e.respective),unless braced throughout their length byLig
ape perrnn. continuous. atNngsuc *modah•aming(C)erdbrdrysel(Bt). � -AUL. -
DATE: 8/10/2015 the neral structure lathe responsibility eno,e bolding designer. 3.Se Impact bridging or lateral bracing required Mune shown••
SEQ.: K1345845 4.Noload should be ensiled toanycomponent untlafter elbracing and 4.H.thhSonof truss Isthe responsibility ofthe respective contractor.
fasteners an complete end et no Its•should any bads greater than 5.D.sign Islam•s trusses are to be used In a ngn<onosive environment.
TRANS ID: LINK design bee be applied to any component. and are for•dryandoon of we.
5.CompuTn»Manocontrol over end assumes noresponsibdyfor the ° Design
ee tea''°"""°°°"^°''''""'°"'"°""•°Nm°`"°°°"' EXPIRES: 12/31/2016tebrleal .
rye
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T.Peden autumn bested
adequate nage faces
truss,
d.
August 10,2015
e.TN.asign Is furnished object to m•timnsuom wt ronn by B.poles shag be baue on both nes.of,rues,and pleas setheb corner
TPWWFCA in SCSI,copies of Mich MI be furnished upon request. Ins.coincide wim)obd center line.. ,
9.MITek USA,InaA:ompuTrus Software 7.6.7(1L}E O.Forbade connector plate da design Blue.see EBR•1311.ESR•IRSS(MITek)
This design prepared from computer input by
Pacific Lumber and Truss—BC
LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc
TC: 2x4 KDDF N16BTR spaci�g.
LOAD DURATION INCREASE - 1.15
BC: 2x4 KDDF 516 BTR SPACED 24.0" O.C. Design conforms to main wicladding crit ti ng
TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria.
LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
Wind: 140 mph, h=15ft, closed.2,BC DL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MMFRS(Dir),
TOTAL LOAD= 42.0 PSF load duration factor=1.6,
End vertical(3) are exposed to wind,
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 004.
4-1x2 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications.
11-00
11-00
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1-00 22-00
x
C 89782PE 9r
JOB NAME : POLYGON NW PLAN 7-A NH - GGE ,/ �'`_-�
Scale: 0.3682 ! —. G \-
WARNINOS: / ,^
GENERAL NOTES, unless Mend.noted: YJ
Truss GGE 1.Bolder and erection contractorshouldbesd.IsadofalGeneral Notee 1.misdesign labased onyupon tMwrametersshown and lafor anpWhWuat `17 OREGON �
and Warnings before canstnrdlon commences. balding component.Appllcebalty of design parameters and proper
2.2r4 compression web bracing must be installed where shown.. inwrpentlon ofcompenaM is the raspansmlly oflM balding de4pner. ..[)� (y
3.Additional temporary bracing to Insure stability during construction
2.Design and at ID IM IOP oho bosom chords to M latently baps al J 2�q R\� .�5 "� `��
Isms re 2o.catIDDing respectively unlsnbracodtivou and/oralrhnpmby I _(�
DATE: 8/10/2015 apendbwyoflManaonadamondp.munembrIgner. 5,ls,pea.ae.aNngwohupyweoaubadogtrc)enaroraryw.b(Bc). ljgUL fS�V
IM overall structure la Ure responsibility of the bowing designer. 3.24 Impact bridging or lateral bracing raqubed wham shown
SEQ.: K13 4 5 8 4 6 4.No load should be applied to any component untl alter al bradng and 4.Inatalatbn of trues la the responaibliy of the rsapeote contractor.
fasteners an complete end et no time should any bads greeter than 5.Design assumes knees ere to be used In a nen-corrosive en,ronment.
TRANS ID: LINK design bads be append to any component. and an for-dry condltlon'ol use.
e
5.d gn tons Ms no control over end eewmea no respondb1My forme 8.Design assumes Nil bearing al el supports shown.Shim or wetlge If
fabrication.handling,shipment and Installation of components. M`°"'ry. EXPIRES: 12/31/2016
8.TVs dadgnNNrnlahadsubject tothe limitations sal fonhT.Pedpneawmesadedon otoo.to trundad. placed
August 10,2015
by 8.Ps.Oatn d.baled on both taxa outrun,and acod mlhek center
TPWyTCA In SCSI,copies of ankh WI be furnished upon request. Inas coincide with joint renter Innes.
MITek USA Ina./CompuTwa Software 7.6.7(114E 10.
Digits Indians slxa of plate In Inches.
10.For basic connector plata design values sea ESR.1311.ESR•1 Baa(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacitg.
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting
BC: 2x4 HOOF 416BTR SPACED 24.0" O.C. system and components and cladding criteria.
WEBS: 2x4 KDDF STAND
LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS,
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 NSF interior zone, load duration factor=1.6
TOTAL LOAD- 42.0 NSF
Note:Truss design requires continuous
LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON.
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
1 44
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� 89782PE yr
JOB NAME : POLYGON NW PLAN 7—A NH — H1 ',///;,.; ; --;77
cam\�
Scale: 0.7180 r. / \
WARNINGS: GENERAL NOTES, ur/e•sotherwise noted: -74,.OREGON '4'.Q`: .
1.Budder and erection contractor should be edvhed dal General Notes I.TNs design I.bawd only upon the parameteresiwwn and I.for en Individual �O. �
Truss: H1 andwamig.before consuiMbn commences. budding component.Applicability of design parameters and proper
22.4 compression web bong most be installed when shown..
incorporation of component b the responsibility of the bolding designer. 9' ALi V- 45
3.Additional temporary bong b hem stability during construction 2 Design assumes the by and bottom tlwrds to be lat.Ny braced at al F -1 _ �.
Isthe responsibility of the erector.Additional penmmert bracing of ro.aatd.h..Odng such es pH055d.hnpdi(G)andrtWy.I(ruby 'C;1/4\
neo.end sheathing such ti ely MI IbwlMg{rou mor air Nl(Be). ��.-.0 L,
DATE: 8/10/2015 IM nerd structure lathe responsibility of 1M bolding designer. 3.2si Impact bridging or Wesel bong required Wier..sown••
SEQ.: K1345847 4.No load.hsuld be applied to any component NINON all bracing and 4.Installation*Muss is th.nspondblly ofthe reapecbse contrdos.
!edemas are complN*and et no Be..550W any bads greater than 5.Design resumes boxes ere to be used In.noncorrosive environment.
design pore b applied to any comporon6 and m for'dry condition'of use.
TRANS ID: LINK 6.DWgna.wmesAAWeringNelNippon•dwwn.Shim orwedge If EXPIRES: 12/31/2016.
5,i:ompuTrw Marro control over and assumes no responsibility for lh. mcesw7,
labriatbn,hendlig.shipment and lnda8atton of components. T.Design.ssumes adequate drainage Is provided. August 10,2015
6.TN.design I.Nrntsh.d subject to the lmMllons set forth by S.Pletes•Ml be bated on both faces elms.and placed co their center
TP5WTCA In 8051.copies of which oil be hmtehed upon request 9. line
IIn..noH ddddical it)of plate terhmes.
MfTek USA,Inc.ICompuTrus Software 7.6.4(1L)-E 1o.For basic connector plate designvNu.e see ESR-1311,ESR-1005(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00
TC: 2x4 ROOF f1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-29) 14 1-3=(0) 0
BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C.
WEBS: 2x4 DF STAND
LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625)
TOTAL LOAD- 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625)
JT 1: Heel to plate corner - 5.25" 12 4'- 0.0" -36/ B4V 0/ OH 1.50" 0.13 KDDF ( 625)
4.00 (7 LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL- -0.004" 0 0'- 0.0" Allowed = 0.100"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" 0 0'- 0.0" Allowed - 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.008" 0 2'- 5.6" Allowed - 0.183"
MAX TC PANEL TL DEFL- -0.010" 0 2'- 7.0" Allowed - 0.274"
MAX HORIZ. LL DEFL - -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 -/
Wind: 140 mph, h-13.eft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
lir Truss designed for wind loads
in the plane of the truss only.
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C :9782PE 9r
JOB NAME : POLYGON NW PLAN 7-A NH - H2 `„f` „/
Scale: 0.9459 _
1YARuidera O.NERAL This design
udese upon ttherolsehe
mete: •
.. 9 OREGON
Truss: H2 1.en Warnings
sbefo oomragoron uld cont encelwdof al General Notes TNldingcne vont Apyuinply o pedgn praahovwaahfop proper Mwdat G ) •
all Wamlrps before anstmdbnammelK°w buiincorpg am ofcomp nentisM ofastpnpmofte buanedod �//' nQ.
2.214ampreaabn nab bracing must be metalled where shown.,
incorporation of component is me responsibility of the buldlnp dodgier, 1) . (//f r v
3.Additional temporary brsemg le Inaura stability dumg anstruason 2 Oestgn uaumss the tap and Ooaem sella le be ebnly bawd al 7 �l R.Y ',J
Is the rospeneibllily of the erecter.Additional permanent bnehp of 2'on.and a110°.C.sash..ale"Nass broad throughout their length by VSI
DATE: 8/10/2015 the°neralenxtaralathe ra 20mpcontinu.ua.maminreaha.edngreuired here endro•dryw.g(Bc). AUL.
aponstbllry at buldlnp designer. 3.21 Impact Mdpinp Sr elaralbradrq required where Mown.. P
SEQ.: K1345848 4.Reload should be spelled to any component ural ager al bracing and 4.Installation°Mus is the responsibilityof the resecontractor,
fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ars to be be used ed.In a non<urmstve environment
TRANS ID: LINK design loads be applied lo any component end are fordry use.
8.Deign assemee full bearing et el supports shown.Shim or wedge If
5.CompuTrua Ms a control over and eau..no naponstblilly of ma neaaEXPIRES: 12/31/2016
fabrication,handling.shipment and Installation of components. 7.Design5ary.assumes edequale drainage is provided. AU9USl 10,2015
8.This design is banished subject to the limitations set forth by S.Plates shag be located onboth races of buss,and placed a their anter
TPNNTCA In SCSI.copies of which 061 be furnished upon request. Ines coincide who joint canter One,.
Mfiek USA Ino/Com Trus Software 7,6.0 tl E 9,Digits Indkste dee of prole m Inches.
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BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 09/12/14 PLACEI0E42 ONLY.REFER TO
TRUSS CALOULATIONSAND .. -
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PROJECT TITLE' REVISION-1: ENGINEERED STRUCTURAL
DRAWINGS FOR ALL FURTHEFt
7-B NH KD INFORMATION.SUILD1NG
DESIGNERFORGINEER Cf RECORD
PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS •
7-B NH / B-NH CHECKED BY: CES/GAERIENGINEER OF RECORD TO
REVIEW AND APPROVE OF ALLCOliffq14Y'
DESIGNS PRIOR TO CONSTRUCTION. A TRU S -
DELIVERY LOCATION: SCALE: REVISION-3:
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amour ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 09/12/14PLACEMENT ONLY.REFERTO
TRUSSCALCULATONSAND -
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PROJECT 777LE: REM;ON-1: ENGINEERED STRUCTURAL
DRAWINGS FORAM FURTFER . •,.
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DESIGNERIENGINEER OF RECORD pa IA -umber. .
PLAN: DRAWN BY: REVISfON-2: RESPONSIBLE FORAM NON-TRUSS
TO TRUSS CONNECTIONS.BUILDING •
7-B NH / B-NH I CHECKED BY: DESIGNEPJENCIONEER OF RECORDTO ...ii, .r ri trii e. •:•':, :
DESIGNSPINDORTOCONSTIUCTION. :Of I K 4„,44 2•• qr 4r4-1$1.WANY"
DEJVERY LOCATION: I SCALE: REVISION-3: •
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LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.5' ICON. 2i Design checked for netf•5 osfl uplift at 24 'oc ssecino.l
TC: 2x4 KDDF if1&BTR LOAD DURATION INCREASE=1,16 DESIGN ASSURES MOISTURE CONTENT DOES
BC: 2x4 KODF 1188TH SPACED 24.0' O.C. IIOT EXCEED 180a AT TIME OF MANUFACTURE,
TC LATERAL SUPPORT<= 12'0C. UON. LOADING Design conforms to main windforce•resisting
BC LATERAL SUPPORT<= 12'OC. DON. LL( 25.0)+0L( 7.0) ON TOP CHORD= 32,0 PSF system and components and cladding criteria.
L ON BOTTON CHORD= 10.0 PSF
Connector plate prefix designators: TOTAL LUAU= 42.0 PSF Wind; 140 mph, h=21.2ft, TCOL=4,2 SCOL=8,0 ASCE 7-10
C,CN C18,CN18 ( r no prefix) =CompuTrus, Inc (All Heights), Enclosed Ce�,2, Exp.6, MWFRS(D�r),
N,M2�HS,MIBHS,N16 =Runt 11T series LL=26 PSF Ground Snow (Pg) load duration factor=l.6
LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL Truss designed for wind sponl
in the plane of the truss only.
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. {
Gable end truss on continuous bearing wall UON.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NOH-CONCURRENTLY, Refer to CompuTrus gable end detail for
complete specifications.
•
8-03-04 8-03-04
1212
6.00 IIM-4x4 Q 6.00
3
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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 THt TOP PLATE
OF THE BEARING WALL AND THE BOTTOM CHORD OF THE
GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING
PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION
POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE
m DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN
4) RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL •
BRACING TO THE HINGE TYPE CONNECTION.
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•JOB NAME: POLYGON NW PLAN 7-B NH - Al Scale: 8.4672 ` :21, '.
';92.*P.E • :
WARNINGS: GENERAL NOTES,unless otherwise noted: .
1.guilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .,/�
Melding eompononLA Dm of n aro p �'' ,
and Warnings before construction commences ng pp Ei4W p parameters and proper
��,.,;: ..
Truss: Al Incorporetlonofcomponent lathe responslbt8tyoflhobuildinged pmar.
2.Dr4 compression web bmdnp muct be cMrm+. 2.Domgn assumes the top and bottom chords to be laterally braced a( `
3.Additionalhreltemporary bracing to inure stability p during constructionT en.and •
at 1 V o.a.respectively unless braced throughout thelr lenth by
DES. BY: BS isms reepenslany alms erector.Adareonst .mwnmdamdnp of ; ;
P cofAnuovsshaaNingsuehosprywoodshealMnp(TC).ndrordrywat �. .� 'QREGQN: �
DATE: 9/12/2014 the overall structure Is the responelWly of the building designer. 3.2r Impactbddging or lateral bradng required Whitt*shown++ ' '' '
4.No load should be applied to any component snot after an hissing and 4.Instelleeon of truss Is the rosponatbllry of the respesWe contractor. /r� i`j''" '20 . ••;.
SEQ. : 6059056 fasteners are complete end at no time shouldarryloads greater then 8.DesignassumestrussesaretobeusedInanon•corroslveonvironmont `�'A'. 1' P
design bads be rippled to any component. end aro for'dry condition"ofvice. '✓l Lcb �• .:
TRANS T D: 408071 5.Compdrrus has no control suer end assumes no responelbigy for the 8.Design
no ears assumes fug bearing at all supports shown Shim or wedge If 4'1 1 `: 1''
fabdm8on,hondenu,shipment and installation of compononls. T.Design sumes adequate drainage is provided.
s.This design Is furnished subject to the!Wagons set forth by 5.Plates shag be located on both tacos of truss,and placed so their uolet
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This design prepared from computer input by
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LUMBER-BC
INTI IBC 2012 MAX MEMBER FORCES 4WR/OOF/Cq=1.00 !!!
LUMBER4PFICATITRS TRUSS SPAN E'- 6.1' 1. 2=( 0] 50 2- 8=(•3781 1540 3- 8=((-328 309
BC:: 2x4 KDDF B15BTR LOAD DUSPAIED I24R0ASE=1.15 2- 3= •1761 477 8- 6= -431 1540 8- 4=(-121 934
BC: 2x4 WOOF S1ANTR SPACED 24.0' O.C, 3. 4= -1351 268 8- 5=(-326 306
WEBS: 2x4 WOOF STAND LOADING 4. 5= -1351 258
LL( 25,0)+DL(( 7.0) OH TOP CHORD = 32.0 PSF 5. 8=I.1751) 502
BC LATERAL SUPPORT ==
12'0C. URN. OL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0) 50
BC LATERAL SUPPORT<=-12'OC. llON. TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0' 12,0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT VAX HORZ BRG REQUIRED BRO AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
Connector plate prefix efixyn=Cos: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -821 820 5.50' 1.29 KODF 825
1
C,U2085, 1885 (16 no prefix) riesuTrua, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'• 6.5' -125/ 809V 0/ OH 5.50' 1.29 WOOF ( 825
N,V20HS,M18HS, 16=N Tek N series
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I OND 2 Design checked far nett 6 oafs uplift at 24 •ac soacina.l
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL'L/240, TL=L/180
MAX LL DEFL= 0.002' @ •1'• 0.0' Allowed= 0.100'
MAX TL CREEP DEFL= •0.003' @ •1'• 0.0' Allowed= 0.133'
SAX LL DEFL= -0.075' 6 8'' 3.2' Allowed= 0,781'
MAX TLCREEP
LL DEFL= 0.002' 17'- 6,5' Allowed=owed=
42'
MX@ 0.100'
VAX TL CREEP DEFL a -0.003' @ 17'- 6.6' Allowed= 0.133'
MAX HORIZ. LL DEFL= 0.059' @ 16'- 1.0'
8-03-04 8-03.04 MAX HORIZ. TL DEFL= 0.091' @ la'- 1.0'
•
DESIGN ASSUMES MOISTURE CONTENT DOES
4-04-11 3-10-09 3-10-09 4-04-11 I NOT EXCEED 19's AT TIME OF MANUFACTURE.
12 Design conforms to Rein windforce•resisting
12 M-4X6 'n 6,00 system and components and cladding criteria,
6.00
■ Wind: 140 mphA=21.2ft, TCDL=4.2,BCDL=8.0 ASCE MO,
a (All Heights), Enclosed Cat.2, Exp.B, NYFRS(Dxr),
0t load duration factor=1.8,
A Truss designed for wind loads
in the plane of the truss only.
M-1.5x3 M-1.5x3
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JOB NAME: POLYGON NW PLAN 7-6 NN - A2 3gale: D.32G6 .'Clic 'y.
WARNINGS! GENERAL NOTES,unless omenNesnoted: �' �.•2� E. '
1.Guilder and erection contredorshoutd be advised of an General Notes 1.This design b based only Upon theparameter,
er mese rc shown
ids tor an IndNldusI g
bonding component APPg t i9 M W '
Truss: A2 end Warningsmpress before b edng mu commences.steleincorporation of component Is the rosponstbmty of the building designer. �.I ?
2 254 compression web bredng nwatbelrobaed where shown 4.. 2.Deign assumes the by and bosom chords to be laterally braced at
1.Additional temporary brachia to insure s1aW6ty dudrrg construction 2'o.o.end at 1V o.c.reepsccvely unless braced throughout their length M r�r.;:: ', '•
DES. BY: BS d the mepmntbiity at the erector.Ad016onel permanent bracing or continuous aheetNng such as plywood sheetbng(rC)endrordrywaa(60). s0: ,,I�''
DATE: 9/12/2014 the overall structure Is the responsibility of the Meknes designer. 3.2r Impact bddOln0 or latero*btedn6gl_required whore shown++ 77' (}��CTON:a • �s y`.
4.No load should be tippled to any eornponentuntllswot as bracing and 5.Owltins on ettiune 10 th.ten,o be used ly Inca nrsson•mmosNcilve oem,1or. .. .
SEQ.: 6059057 fasteners aro complete and no time should any toads greater g • 4 . �'
endgre ssumecandbon'of use. : .0. 14 2' ',
deign bads be nopcon ctoontrol
any cend sten g.Deign assumes ora besting at e0 supports shown.Shim or wedge If l
TRANS ID: 408071 6.CompuTwehas eontrd over and assumes no reaper idiH forth* naesese • `•
•
fobdce5on,handing,shipment and installation et components. 7,Oodgnamumes adequate*singe Is prodded. � }`�'_ •.•
e.Thb design Is furnished sub)odto the Imitations set forth by e.Plates shell be located on both facet of buss,and placed so their center
ished upon
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PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1
TC: 2x4 KDDF B1&BTR LOAD DURATION INCREASE= 1.16 1. 2=( 0 50 2.10=(-251 92 10. 3=( -12) 169 j
BC: 2x4 KDDF @13BTR SPACED 24.0' 0,0. 2- 3=( -69) 347 10-11=(-255) 90 S-11=( -470 184 i
WEBS: 2X4 KDDF STAND 9- 4=(-146) 779 11-12=(.882 251 4-11=1.1145 248 '
LOADING 4. 5= -74) 220 12-133 -48 472 4-12= -98 806 i
TO LATERAL SUPPORT<= 12'0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6=( .85) 246 I3. 8=(-241) 848 5-12= -381 143
BC LATERAL SUPPORT<o 12'0C. UON, 6L ON BOTTOM CHORD= 10.0 PSF 6- 7=1.568) 90 12- 6=) -765 194 I
TOTAL LOAD= 42.0 PSF 7. 8= -980}1 274 6.13= 0 450 '
OVERHANGS: 12.0' 12.0' 8- 9= 0 50 13-7=( -348) 219 f
M-1,5x4 or equal at non-structural ll=25 PSF Ground Snow (Pg}
vertical members (con). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA 1
Conneotor plate prefix deal nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) I
C,CN,CI8,CN18 ((or no prefix =ConpuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDOF ( 825)
C,CN,018,C818,t(or n Mprek xT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 5'- 1.0' •72/ 109V 0/ OH 119,00' 0.17 KOOF 625
1 t
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11,0' -291/ 1605V 0/ OH 119,00' 2,67 KDDF ( 625
26'- 0.0' -109! 813V 0/ OH 5,50' 0.98 WOOF ( 625 I
Refer to ConpuTrus standard
gable end detail for complete (GOND. 2: Design checked for net(-s )Jlslift at 24 '00ypacina I
Specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 )
MAX LL DEFL= 0.002' @ -1'- 0,0' Allowed= 0,100'
MAX TL CREEP DEFL=-0.003' @ .1'- 0.0' Allowed= 0,133'
MAX LL DEFL= -0.036' @ 21'- 8.1' Allowed= 0.781'
13-00 13 00 MAX TL CREEP DEFL= -0.065' @ 17'• 8,8' Allowed= 1.042'
MAX LL DEFL= 0.002. 0 27'. 0.0' Allowed= 0.100•
5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 ' MAX TL CREEP DEFL= -0.003. 9 27'- 0,0' Allowed= 0.139' 1
1' T T { T - 1 MAX HOAR. LL DEFL= 0.021' @ 25'- 6.5'
MAX HORIZ. TL DEFL= 0.034' 0 25'. 8.5'
M-3X5 IM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES
4.0' NOT EXCEED 19%AT TIME OF MANUFACTURE.
12 M-1.5x4 5 prM 3X5
/-
6.0007- M-3x5 12 Design conforms to nein windforce-resisting
M-3X4 c M'1.SX4 Q 6.00 system end components and cladding oriterie,
M- x5 '
e' Wind: 140 mph h=22.4it, TCDL=4,2,BCDL=6,0, ASCE 7.10 t
M 34 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.8
o Truss designed for wind loads
c M-3x6 in the plane of the truss only.
7
h1-1,5x3 11.2.614 or equal at non-structural diagonal inlets.
Truss designed for 4x2 outlookers. 2x4 let-ins
��
,.�== of the same size and grade as structural top
0 13 chord, Insure tight fit at each end of let-in,
M-5X8 M-3x4 Outlookers must be cut with care and era
w permissible at inlet board areas only.
12co
f-'-, 7;3, e ro- M-3x8 o
c M-1145x3 It c
M-3x4 M-5x10 -=23,00 3.0013
12 12
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JOB NAME: POLYGON NW PLAN 7-B NH - Bi Scale: 4,2144 �EbN '"�ss�o.
WARNINGS: GENERAL NOTES,unless ottromtse noted: )7.
• r•Z„„/
1,Bulkier and erection contractor should bo ed;Ised of el General Notes 1.This design la basad only upon The parameter:therm and la for an individual
: ^g'rZ'.�VpE • Cr
Truss: 81 and Warnings before conerrudon commences. building component Appeootrfmy of design parmelers and propel
2.2c4 compression web bracing must be Installed whore shown.. Incorporation ofoomponentla the rasponsidf of building dad nor.
tTyy g .
3.Addaloml temporary bracing to Inure atoblly during construction 2.Design assumes the top and bottom chortle to De laterally braced et _•; '
DES. BY: BS Is the raspomlbiliy of the elector,Additional pomwnent bracing of 2'ex.and at 10'on,respectively unless braced throughout their length by .� " ;SWOP''; •'; '
continuous sheathing such as plywood sheeWno(TC)and/or drywaa(BC),
DATE: 9/12/2014 the overall structure is the rwpomlbmy of the button;deagnu, 3.25 WPM bridging or lateral bracing regutred where shown t r•
4.No load should be rippled to any component until after afbndngand 4.InoteaadonofWas isthe res omlbmtyortheroapesemecontractor, �I'OREGON: •
.SEQ, : 6059058 fasteners ate complete and al no time shook any badagroaGrthan 5.Design Gnomes ITutsw are to be used Ina non•wnulveemlronmanl, , ' . �} b` 2411
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design bads be applied to any component. ami ore!Wrist onditi ti of use. �% ry�)i. i�Q:
TRANS ID: 408071 5.ConpuTrus has nocarbolover end assumes norespomiblayfor the 0.Design assumesNnsewingatansupporta•hewn.Shimorwedgell Q:A • 14.
fabdaUon,handling,shipment and installation of c neeesaery. '/r.. b
components.by. 7 Design assumes adequate oOr toga Is provided. 4J n.`.��.••.
8.This design fa furnished subject to the attilations sot forth by B.Plates shall be located on both rases elms.end pissed so Melt center
I lines
Il {VIII VIII I IIS VIII VIII II Ell I MIITT011N TDA inlSCSI,
nc,/CompuT s Soh ftware 7.8.6(1L)-E be furnished Upon request. 14.For bask code ugh joint nnedor plata design values see ESR-1311,ESR-1968 0,OTeig • - / •.
ter Imo.
9.Digits indicate alto of plate In Inches.
EXPIRES;12/3112015
This design prepared from computer input by
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PACIFICLUMBER-BC ,
II TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR(DOF/Cea1.00
IC: SPECIFICATIONSKDO #1&BIRLOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2-102i-247) 1594 10. 3= O) 228
BC: 224 ROOF O158TR SPACED 24,0' Q.C. 2. 3a(-1888)1) 381 10-11= •249) 1591 3.11=i -378)) 107
BG: 224 ROOF S1ANDR 3- 4=1-1479 369 11.12=(-171 1308 4-11a -85 76
WEBS: 224 KDDF STAND LOADING 4- 5=( 1343 362 12-13=( 435 2828 4.12= -183 161
LL( 25.0)401( 7.0) ON TOP CHORD= 32.0 PSF 5. 8=(-1388 346 13. 8=(•616 2784 5.12= -207 963
IC LATERAL SUPPORT<a 12'0C. UON. 6. 7a -2946 590 12. 8a •1726 395
BC LATERAL SUPPORT <=12'OC. UON. DL ON BOTTOM CHORD= 42.0 PSF 7. Oa.3145 715 6-13= -191) 1428
TOTAL LOAD= 42.0 PSF g. g= 0) 50 13- 7=( •104) 165
OVERHANGS: 12,0' 12.0' LL=25 PSF Ground Snow (Pg)
Connector plate prefix deal gators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CH HS, 19HS (or no iTefixDl=riesuTros, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 8E190 NET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
M,M2�HS,MIBHS,M16=NS7ek MT series 0'. 0.0' .179/ 1206V -134/ 134H 5.50' 1,93 ROOF ( 825
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP 26'- 0.0' .179/ 1206V 0/ OH 5.50' 1.93 KOOF ( 625
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
IGONO 2 DesiOn checked for nett 5 o•fl uollft at 24 'oc soaciaOJ
VERTICAL DEFLECTION LIMITS: LLaL/240, TLaL/180
• MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed a 0.100'
MAX TL CREEP DEFL= -0.003' 9 -1'- 0.0' Allowed= 0.133'
MAX LL DEFL= •0.170' @ 17'• 8.8' Allowed a 1,254'
MAX TL CREEP DEFL a -0.335' @ 17'- 8,8' Allowed= 1.672'
MAX IL DEFL= 0,002• @ 27'- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL a -0,003. 9 27'- 0.0' Allowed= 0.133'
13-00 19-00 f MAX HORIZ. LL DEFL= 0.098' @ 25'- 6.5'MAX HORIZ. TL DEFL= 0.162' @ 25'- 6.5'
{
5-02-12 4-08-04 3-01 1 4-07 T 4-00 05 1 4-04.11 1' DESIGN ASSUMES MOISTURE CONTENT DOES
12
12 NOT EXCEED 19%AT TIME OF MANUFACTURE.
M•4x6 Q 8,00 Design conforms to gain windforce•resisting
6.00 system and components and cladding criteria. •
64a
Wind: 140 oph h=22.4ft, TCOL=4.2,BCOL=6.0, ASCE 7.10
.4- ` (All Heights), Enclosed Cat.2, Exp.s, MWFRS(Oir),
M-3x44 `r load duration factor=1.�
Truce designed for wind loads
M-3x6 in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - B2 Scale: 0.2140 • �:% 1) .
WARNINGS: GENERAL NOTES,unless otherwise noted: +h2�� E.
1.Budder and soconstruction
co be advised def ell GenereiNotec I.This design
Apd paupon
lity of desigthe n parameters
IstorIndividual D��,.
Truss: B2 end compress beforewe bmdog on commsnce. incorporation of component to the respomidety of the building designer.
Z.Deo compression web bredrp must be Instilled where ehovm+. 2.Design aesumes the top end bottom chords to be laterallybraced ai '-� '', -. +, .• -`
3.Addllonal temporary bracing to insure stablaly during consbudion
DES. BY: BS is 2'co.and at lO'o.a rospedNay unless braced throughout lhdrNnnggl�h tr/ �! '
Um rosporwlblay of the erector.Add tlonal permanent bracing of canemroussheathing such as plywoodahoatlartg(TC)and/ordtyWen(eC). •..a• '
DATE: 9/12/2014 the averse structure le the responsibility of the building designer. 3.2x Imbridging or lateral bbiasingfre rly equired where shown++ ",9 OF3E•G'OIV: a A.
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4.No low should W ennead to any comPaneM tmtli after a9 brednp and 5.Desratgnaeo el bals Is l as awlo baIDIDlluesd in a non•ar a contractor.
'
SEQ. : 6059059 fastener=are complete and at no time should any bade greater then d. 4'Y' ` 2.• t :
and an tor'dry eordmon'ofuse. '- 1• '.•' (7q`'
design loads be applied to any component 6.Design assumes toll beading el allo.supports sham.Shim of wedge if p t y�
TRANS ID: 408071 5.CompfRushn no coMrel over and asaamas no rosponveslty for the neaesary. 1`�V.•,
febdaeon,handling,shipment and Installation of components. 7.Osten assumes adequate drainage is provided.
6.This design Is furnished subject to the Irritations set forth by e.Pietas shag be loafed on both feces of truss,end placed soeralr anter
1111111 111111111111111111111 WIkAInSCSI,
c *Ibernishetermed.
MITeUSA,ICJCompuTN9 h1L)E into coincide with joint center Ines.
Indicate sire
Digits nnciopll design sae ESR1311.ESR-1966(Weld
EXPIRES:12/31/2015
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This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00
IC: 2x4 KDOF 81513TR LOAD DURATION INCREASE= 1.15 1. 2=(( 0 50 2- 8=(-270i 1528 3. 8= -383 258
BC: 2x4 HOOF#158111 SPACED 24.0' 0.C. 2- 3=(-1813) 398 8- 9.1-124 1001 8. 4= •128 838
WEBS: 2x4 ROOF STAND 3- 4=((-1690) 399 9- 6=(-298 1528 4- 9= -128 838
LOADING 4. 5=(•1590 399 9- Se(-383 258
TO LATERAL SUPPORT<= 12'0C. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1813) 398
BC LATERAL SUPPORT 4= 12'0C. UON. DLON BOTTOM CHORD= 10,0 PSF 6- 7=( 0) 50 rr
TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0' 12.0'
LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX H0R2 8R0 REQUIRED BAG AREA
Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE 8Q,IN. (SPECIES)
C,CN,C18,CH18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF ( 62$
M,M20H5,M18NS,R18=MiTek MT series LIVE LOAD AT LOCATIONS SPECIFIED BY IOC 2012. 28'• 0.0' -179/ 1206V 0/ OH 5.50' 1.93 HOOF ( 6253
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
KONG. 2: Design checked for nett•5 psf) umlttt at 24 'oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
MAX LL DEFL= 0.002' 0 -1'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL=4,003' @ -1'- 0.0' Allowed= 0.133'
MAX LL DEFL--0.063' @ 17'- 1.8' Allowed= 1.254'
MAX TL CREEP DEFL= -0,127' @ 17'- 1.8' Allowed= 1.672'
MAX LL OEFL= 0.002' 3 27'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL=-0.003' @ 27'- 0.0' Allowed= 0.139'
MAX HORIZ. LL DEFL= 0.026' @ 25'- 6.5'
MAX HORIZ. TL DEFL= 0.043' 0 25'- 6.5'
13-00 13-00
1' 1' 1 DESIGN ASSUMES MOISTURE CONTENT 00E8
6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 19'e AT TIRE OF MANUFACTURE.
Design conforms to vain windforce-resisting
12 12 system and components and cladding criteria.
6.00 M-4x6 X16.00
4 Wind: 140 mph h=22.4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10
(All Heights), Enclosed Cat.2, Exp.B, MWFRS(Ol
4 e r),
,n- load duration feotor=1.6
is Truss designed for wind loads
in the plane of the truss only,
m M-1.5x3 M-1.5x3
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JOB NAME: POLYGON NW PLAN 7-B NH - B3 Scole: D.2199 4P'..°11!"` !2
WARNINGS: GENERAL NOTES,unless noted: 'CC0I
1,Solder end erection contractor should be advised a1 en General Notes 1,Thla design!:beow
ad only upon the parameters sham and la for en Individual = 2 G 0P.E`
�G
Truss: B3 and Warnings before combustion commences. building component Applicability of design parameters end Moor r
' 2.204 comprasston web bradng must be Installed where shown 4.. Incorporation of component Is the responsibility of the Mdldtng designer.
2.Design assumes the top end bottom sherds to be laterally braced at
DES. BY: BS 3.Additionet temporary bracing to Immo atebtity during construction 2'o rs.and at 10'as too ctive unless braced throw hoot theirlenyyth ` 0 •
Is the reaponetblaty oldie erector.Additional permoneM Ixedrg of continuous sheathing such es piywod sheethin RC throughout
drywex`BC)). •J';r ;'• .
DATE: 9/12/2014 tiro overall structure is the responelbmy of the budding designer. 3.2<Impact bddplrp or lateral bradng remdrad whore shown+• ,.
4.Na load should be rippled to any component unlit atter all bradog and 4.Installation at buss N the responsltltly arias tespecWs contractor. .. ,.. :gHEOON ,,, <('y'
SEQ. : 6059060 tauten0rs aro complete and at no 5mo ehouk any loads greater then 5.Design assumes mosses are lobe used in a nonoonoske environment . • •.' .
408071design loads be eppied to any component and an lordly sondiao ri of one. ,C7 'Y'14, '20 .tom '• ,
TRANS I D: S.CompuTrus t m no control over and assumes no napondWety for the 6-Design assumes lug bussing at ea supports shown.Shim erwodge if �P
fabrication,handling,shipment nsca n ens hy�h ..
pment and installation of components. 7,Design assumes adequate drsinepa Is prodded. !)n,k�:-,"
S.This design le furnished subject to the Irritations set fodh by 8.Platers shall be located on both fano of trues,end placed so their center ' .. . ..
SCSI,caplet of whIch we be furnished upon
Meg colndd
j,1`` iul 1II1I llf1"I11 l,ll` III`1f(I(IMIT- Uk SAI*Inc/COmpuTrlts Software 7.8 8{1L)-E request. 10.For basic conrsmdot plate design values see ESR•/311,ESR-1088 Odn'ek)
Nigh joint canter Ines.
9.Nile Indicateelxeof ate In Inches.
EXPIRES:12/31/2015
1E1111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4111/DDFICq=7.00
TC: 2x4 KDDF 915BTR) LOAD DURATION INCREASE= 1.15 1- 2=` 0 50 2- 8= •251 1275 8- 3= 0) 232
SPACED 24.0' 0.0. 2-3• .1524 377 8- 9.1-253 1272 3- 9= •448) 135
2x0 KDDF 011BTR T2 t 3. 4= -1064 380 9.10=(•282 1212 9. 4= -87) 535
WEBS: 2x4 KDDF STAND LOADING SC: 2x4 KODF S1ANTR4. 5 0� 0 10.11=(•261 1213 9. 6= -391) 167
LL( 25.0)4DL 7.0) ON TOP CHORD= 32.0 PSF 6.11= •7450
TO LATERAL SUPPORT<= 12'OC. UGN. t� 4. 6= •1043 332 6.10= 0) 201
L ON BOTTOM CHORD• 10.0 PSF 15.11 1450 382181
BC LATERAL SUPPORT<= 12'0C. UGH. TOTAL LOAD= 42.0 PSF
_________________= LL• 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HDAZ BRG REQUIRED MIG AREA
NOTE: AT4 BRACING AT E'SC OTA. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ALL FLAT TOP CHORD AREAS HOT SHEATHED 0'- 0.0' -187/ 1048V -97/ 102H 5.60' 1.68 ROOF 625
,,,,,,:„_, a,,,,aaaaaaaaaaaa AEQUIREMENT9 OF INC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.6' -92/ 683V 0/ OH 53.50' 1.09 KODF 825
OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28'- 0.0' •149/ 286V 0/ OH 53,50' 0.46 KDDF 625
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY-
N.1.504 or equal at non-structural (CORD 2• Desitin checked for net(•5 pall uplift at 24 'oc soacind.l
Vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180
Connector plate prefix designatnre: MAX LL DEFL= 0.002' @ -1'• 0.0' Allowed= 0.100'
C,CN,CTB,CN18 (or no prefix l •CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL= -0.003. 9 •1'• 0.0' Allowed= 0.133'
M,u2OHS,M18HS,M16 •MiTek M series gable end detail for complete MAX LL DEFL= -0.041' 9 11'• 0.0' Allowed= 1.054'
specifications. MAX TL CREEP DEFL = •0.083' 9 11'- 0.0' Allowed= 1.408'
MAX HORIZ. LL DEFL= 0.020' @ 21'- 11.5'
MAX HORIZ. TL DEFL= 0.034' @ 21'- 11.6'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
13-00 13-00Design conforms to main windforce-resisting
f 'f 1' system and components and cladding criteria.
5-11 5-01 2-00 3-01 9-11 (Wind: 140 mph h=22.4ft, TCOL=4.2,000L=6.0 ASCE 7-10
( ( _ T (All Heights), Enclosed Cat.2, Exp.B, MWFRB(Dir),
12 5 -M-4x4+ 12 load duration factor•1.�
~ 6.00 M-4X6- Q 6'00 in the pane offttiewtrussoonly.
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Scale: •
0.2438 ,�*.gy p.RNE fi isli
JOB NAME: POLYGON NW PLAN 7-B NH - B4 • :`7i./zly�
WARNINGS: GENERAL NOTES,unless otherwise noted: '�. Op E • r
1.Builder end erection conceder Mould be advised of ell General Wee 1.This design is bated only upon the perametera ahovm and le furan Individual
Truss: B4 end Warnings before oonstrualon commences. building compononL Aeolwbliily of design parameters end proper
Incorperatlon of component Is the reaponsmtlty of the building deeper. _•_.
2.2k oompreston web bracing must be Installed where shown•. 2.Deign assumes the top and bottom chords to be laterally braced at
3.Additional temporary bradng to Insure nobility during consbuceon 7 u s.and el 10'o.o. •respectively vnlse breeed 1Nougbout Marr Ionaa h Try :`r/eter,.: ',• ."e�. . ' .'
DES. BY: BS Is the responsibility of9.eroder AddPoonel permanent bracing or continuous sheathing such as plywood eheathing(TC)andierdrywail(BC). r )C'��' .
DATE: 9/12/2014 the overall structure is the respondblety of the building designer. 3.2e Impact bridging or lateral bradng regdred where shown+• OREGON: W'
SEQ. : 4.No load should bo eppeed to any component until otter all bradng and 4.Init,Oation of buss Is Iho responsibility of the respective contractor. • �.'•4 : ,�
6059061 fasteners are candela end sine time should any locos greater than U.Design awumea trances era to be used In a noncorrosive environment, • J. 1 j? t. ,r}-.
design b aria be applied to any component. and or.::dry condition"of use. :�:'•.. 14•
TRANS I D; 408071 E.CompuTrus has no control over end eevme no reapondbWRy for the 9.[Mtn ome on bearing at all supporta shown.Shim or wedge if A P
neeeas 'V/
fabrication.handling.shipment and Installation of components. 7.Deign assumes adequate dryings Is provided .R(`.
8.ThiTPs design
In SCSI,nished copies of which wig 0.Ict to the wntahed upon roqueri H.ns set forth by Inns caohrddb lMth)ohdconted on�tn es of Wes,end placed so their cantor
11111111111111111111011111111 MTek USA,IncJComptlf rus Software 7.6.6{1L)•Z 10.Forrbaslolconnecsctor Pale ot design witness.ESR•1311.ESR•190 Wes
EXRIRES:1213172015
11111111111111 This design prepared from computer input by
If I f PACIFIC LUMBER-BC
I
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked far net(-5 osff uplift et 24 '00 s ac8 ino.l I
TC: 224 KDDF #130TR LOAD DURATION INCREASE= 1.15 I
BC: 224 DF R1&0TR• SPACED 24.0. 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES S
2x4 KDDF Y13BTR 81 NOT EXCEED 19%AT TIME OF MANUFACTURE.
LOADING to main windtorco-resisting '
TC LATERAL SUPPORT<- 12'OC. UON. LL( 25.0)+DLI( 7.0) ON TOP CHORD= 32.0 PSF Designstea and conformscompto and oladding criteria.
0C LATERAL SUPPORT<= 12'OC. UGH. OL ON BOTTOM CHORD= 10,0 PSF
TOTAL LOAD= 42,0 PSF Wind: Lao a h h=151t TCDLa4,2 BCDL=6.0, ASCE 7.10,
Connector plate prefix desi nators:
C,CN,C18,CM18 ((or no prefix
y) =CompuTrus, inc LL=25 PS?Ground Snow (Pg) (All eights), Enclosed, Est.2, Exp.B, UYIFRS(Dir),
N,M20HS,M18N8,H16=Mitek MT series load duration factor=1.6,
Truss designed for wind loads •
LIMITED STORAGE DOE8 NOT APPLY DUE TO THE SPATIAL • in the plane of the truss only. I
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEIHQ MET. ,
Gable end truss on oontinuous bearing wall CON.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals.
Refer to ConpuTrus gable end detail for I
complete specifications. t
11-00 11-00 1
. 12 T l
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6.00 3 d 6,00
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1-00 22-00 1-00
JOB NAME: POLYGON NW PLAN 7-B NH - Cl �• P�� Pss/ '
Scale: 0,5891 • •�. / t7
WARNINGS: GENERAL NOTES.unleuolhtrnls.noted: '44 _ '•r �I 'vim'
Ct.:' : rah r. .
S.Bender and erection contractor should be advised of oh General Notes 1.TNa design Is based only upon the paromatero shown end Is loran IndivMual '" - .Z•C I�E •
Truss: C1 and Warnings before condtvc8en commences. building component.Appacath'sty of design nominators and proper _
2.2x4 compression nyIncorporation of a onus the re ndd of the butgin dos nor. -
mpression web bred must be Installed whore shown•. Design report aPo M� M e
3.Additional tempolay blades to lawn stet MY during conttrudbn 2.Desttt assumes the top end bosom chord,to Latera braced a ...,• ..
DES. BY' BS In theroaporddll of the permanent bra of Tntinuod sheataa roapecdvoy entries shootsedlfuouptro°tthetrlane_th by •' .�• :'
H P dna continuous sidgingror evohasptTMeoqui a:Nllen shown
dr/waggle).
C).
DATE: 9/12/2014 the ovorohould be s is are to any c bony orae until
anbuilding designer. 3.2sIm ad bridging or tetanal brodna rago tiro re pe shorn n e 4"
4.No load abouts be appeal to any component coal once all bradng and 4.Installation of truss is the raspoaldery of mo reapocOve eontredor. .''7 •,r_'OF{,EG N:A '�(%"
SEQ. : 6059062 fasteners aro complete end el no ems should any loads greater than 5.Do/sign assumes busses are to be used In a non-commis*environment.
design loads be applied to any componentvnerauo lor'dy eondtion'of uu. ,'i�'.': 43-14 '•2�" ••.4.,'
TRANS ID: 408071 S Cqr putrua hes no control over assumes no ne.ponaidety for the 6.Design assume,full boating al all supports shown.Shlm or wedge tf
•
fabdceeon,hendlNg shipment and Installation of components. Design .. .M ••• -
T.Pedgn auunns adequate drainage la prpvldad, . `. R`..k;-.
O.-this deafen Is(slabbed subject to the fodtaeons tot forth by 8.Moles shall bo locatedonboth faces of Lona,and placed so Moir center '•
CA In
SI,coplea of
lines coinddo with folnt center Ones.
111111111111311111 MTekUSA,Inc.ICompuTfusiah Will bo furnished SoRe2re 66(11)-Cn request. 10.F rbbaelscoc000 dorplatedesgnvelite see EBR-1311.ESR-fase(Wep
EXP.IRES:12/3112015
.... . ............
II
1111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRlDDFICq=1,00
LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1,15 1- 2= 0 50 2- a=(-224) 1261 3- 8=-311) 220
BC: 2x4 HOOF
618BTR SPACED 24.0. 0.0. 2- 3= -1504 335 8. 9.(-103) 834 8. 4= •111) 492
BC: 2x4 KODF SiANDR 3- 4= -1318 338 9- 6=(-253) 1261 4- 9= .111) 492
WEBS: 2%4 KODf STAND LOADING 4. 5= .1398) 330 9- 5= -311) 220
LL( 25.0+OL( 7.0) OH TOP CHORD= 32.0 PIF 5-6= -150411 335
BC LATERAL SUPPORT<= 12'OC. UON. ) L ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 60
BC LATERAL SUPPORT<=12'OC. UON. TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0' 12.0' LL= 25 PSF Ground Snow (PD) BEARING MAX VERT MAX HO0Z BRO REQUIRED BAG AREA
Connectorplate prefix desi nators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
90'- 0.0' -1191 1038V -1091 109H 5.50' 1.66 KDDF 626
C
M,620CS,U1RH8 (or no prefix) =roapuTrus, Inc LIMITEDQSTORAGENDOES NOT APPLY CUE 20122 NOT BEING
22'- 0.0' .1191 1038V 0I OH 5.50' 1.66 KODF ( 825
M,N20H8,N18N3, 16=NiTek MT series REQUIREMENTS OF IBC 2012 AND IAC NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (�h^ a Design checked far nem o tl ro1 tLt a 'oc aoacinc i
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=11180
MAX LL REEL= 0.002' @ -1'- 0.0' Allowed= 0,100'
MAX TL CREEP DEFL= •0,003' @ -1'- 0.0' Allowed= 0.133'
MAX LL DEFL= -0.043' 5 14'- 5,8' Allowed= 1.054'
MAX TIPAXCREEP
LL DEFL= 0.02' @ 23'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL= -0.003' 0 23'- 0.0' Allowed= 0.13$'
MAX HORIZ. LL DEFL= 0.018' @ 21'• 6.5'
MAX H0RI2. TL DEFL= 0.030' 6 21'• 6.5'
11-00 11-00
4' f '( DESIGN ASSUMES MOISTURE CONTENT DOES
5-09-04 5-02-12 5-02-12 5-09.04NOT EXCEED 19%AT TIME OF MANUFACTURE.
4 .( T l' 1. Design conforms to Rain windforce-resisting
12 system and ooaponents and cladding criteria.
12 M-4x6 'Q 6.Do
6.00 Wind: 140 mph h=15tt, TCDL=4.2,BCOL=6.0, ASCE 7-10,
4 0° All Heights), Encloeed Cat.2, E%p.B, MWFRS(Dir),
A- 4 9 load duration factor=1.69
n Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - C2 Kala: 0,2568 :'��'6. • ( �•
WARNINGS: GENERAL NOTES,unless otands°noted: .w E
1.Budder end emotion oontrador should be advised of ed General Notes 1./tie design is based only upon the parameters abeam end Is for an individual
Truss: 02 and WemInga before construction commences. building compofcempaptabMty of design pennatand proper
• 2.2r4 compression web bracing must be installed whore shown s. inoorporetion of componentlethe respoaiNety of the
building designer.
3.Additional temporary bracing to insure etebitay during construction 2.Design assume the top and bottom choles tuba laterally braced as r •'••aQ, '. •,
20.0.aMat1Go.c.respectiveyunlessbracedthroughouttheirknp�thtry /� f,r>
DES. BY: BS Is Ile responsibility or the aredor.AddRonat permanent bracing of continuous theathing such es plywood ahestNng(IC)andlordrywan(BC). I�,�
DATE: 9/12/2014 to overall structure is the responsibility of the bdlding designer. 3.2x Impact bddgtng or lateral bredng regdred where shown+v. 0���� 1. �!'
4.No load should be applied to any component until altar all bracing end 4.btslellalan of loos Is the responsidlny of the respecOve contractor. •p "4'.x.. D` %r•
S E Q, : 6059063 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are o be used N a mn•conoelve environment, /� '4:y.:;•• •i Q .
doslgn loads be applied to any component and are for"dry condition'of use, • ' � •. •1:4•
DPg 9.Desiaassumes fug baadng it ed auppods shorn.SNm of wedge h
TRANS ID: 408071 S.compuTruc has no control over and assumesno responsibility forma necessary, .'' . b t��
fabrication.handling,shipment and Installation of compo sante. 7.Design assures adequate drainage is prodded. • f�.1��`
1111111111111111111111111111111111 B.Ills design Is famished subject to the 1Mtadons set forth by 5.Pates shell be located on both fans of tom,and plead so tab center
olnc./CompuTsuslSottware 7r 8.6(1 LEE ished upon request V Forpjplbc� tempt t GaiB values see ESR-1377,SBR-1888 OvIRe1Q
ply EXP:fRE5:12131r:E015
11111111111 This design prepared from computer input by E
PACIFIC LUMBER-BC ?
i •
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICONS.m eslgn checked for net(-5 pall upllft_at 24 'oc spasms.) 1
TC: 2x4 KDDF R18BTR LOAD DURATION INCREASE= 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES
BC: 2x4 KODF Ai&BTR SPACED 24,0. O.C. NOT EXCEED 19'e AT TIME OF MANUFACTURE. f
TC LATERAL SUPPORT<a 12.00. VON. LOADINGDesign conforms to main windtorce-resisting
8C LATERAL SUPPORT<e 12'O0. USN. ll( 25.0)+DL{ 7.0) ON TOP CHORD = 02.0 PSF system and components and cladding criteria.
DL ON BOTTOM CHORD= 10.0 PSF
Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Hind: 140 nob hslStt TCDL=4.2 SCOLa8.0, ASCE 7-10,
C,CN,C18,CN18 (or no prefix) =CoapuTrus, Inc (All Heights), �nclosed Dat.2, Exp.B, Ny7FR0{Dir),
N,M20H3,M18HS,t118 =MiTek MT series LL=25 PSF Ground Snow (Pp) load duration factor=l.bt
Truss designed for wind loads
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALin the plane of the truss only. 1
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ;
cable end truss on continuous bearing wall VON.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP U•1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for
11-00 11-00 complete apeoificatione.
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JOB NAME: POLYGON NW PLAN 7-B NH - C3 Scale: 0.3875 " ` T ' 0,.'
•
WARNINGS: GENERAL NOTES,unless othemke noted; • t• ''.71.4/111;‘•
90 nI r(
1.Sunder and erection conbaclor should be adNsed of ort General Notes 1.This deign le based only upon the paremetere shown and Is for an Individual � '^uGOI/ E
C3 end Warnings before construction commences. bulking component.Applicability of design parameters and proper Truss: 2.2x4 compression web bradng mutt be Installed where shown 4. Incorporationorcomponent Is Or responsibility of lhe bulking designer.
2.Design assumes the top end bosom chords to be laterally braced at
3.Additional temporary bmdng to Insure stabliyduring construction _' �, ;-•.,'
DES. BY: BS In the res nslbG of lho erector.Additional permanent bradn of 2'ca and at10'o.a oucholvey unless braced throughout their length by
tib N P 0 condnuous sheathing as;Armond sheething(re las for drywaiI(BC). '
DATE: 9/12/2014 Ne overall structure Is the osponelhlay of Ne Melding designer. 3.2x impact bridging or latero:brad required where shorm++ ...:0-...//,1.000000, .
4.No load should De applied to any component until after ell bredng and 4.Installation dims Is lho neepons: try of the respective contractor. "' '. '000000: !!,/`
S E Q. : 6059064 faetonere aro complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a nun-corroslye omrironment. G
design bads be awned to any component. S.Oes:d pn assumes fulllboating t0 all supports sham.Shim or wedge if ... : i•4.2D *I:`
TRANS ID: 408071 S.cempJTrus hseeoconlrol overandasnemea no reeponslhtyfertha
febtication.handling.shipment and Installation of components. 7.Dasign ssfumas adequate drainage Is provided. FiFO.�\''''
S.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both tacos°limes,and placed so Moir center -• "'
Ines
dde Alh Joint center Ines.
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EXP.(RES:1213 / 015
This design prepared from computer input by
��tIIH�i���� PACIFIC LUMBER-BC
4
TRUSS SPAN 22'- 0.0' I8C 2012 MAX MEMBER FORCES 41YR!DOFICq=1,00
LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1. 2= 0) 50 2- 8= •224 1261 3. 8= -311220
IC: 2x4 NODE i1&BTR SPACED 24.0' O.C. 2. 3' -1504) 335 8. 9=(•103 834 8. 4'((-111) 492
BC:E2x4 NODE S1ANDR 3- 4={((-1818) 338 9- 8o(-253; 1261 4. 9'(•111) 492
4. 5=(-1318) 338 9- 5=l•311) 220 1(
WEBS: 2x4 KDDF STAND LON OG 5. 6=f-1504) 335
TC LATERAL SUPPORT co 12'0C. URN. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 7a 4)0) 50
L ON BOTTOM CHORD= 10,0 PSF
BC LATERAL SUPPORT‹' 12'OC. 008. TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX H08Z BOG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES
Connector plate prefix designators:x) =CoaLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0,0' •1191 1038V -109! 1090 5,50' 1.86 KODF ( 625
C,CN,CS,01808 (or no prefix)) riepuTrus, Inc22'• 0.0' •719! 1038V 0/ OH 5,50' 1.56 KODF ( 625
N,N2QHS,NIBNS,l116=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NDN•COHCURREHTLY, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=U180
MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100'
MAX TL CREEP DEFL= -0.003' @ •1'- 0.0' Allowed= 0.133`
RAX LL DEFL a -0.043' @ 14'• 5.6' Allowed= 1.054'
MAX IL CREEP DEFL= -0.086' @ 14'- 5,8' Allowed= 1.408'
MAX LL DEFL a 0.002' @ 23'- 0.0' Allowed a 0.100'
MAX TL CREEP DEFL a-0.003' @ 23'- 0,0' Allowed ' 0.133'
MAX HDRIZ. LL DEFL= 0.018' @ 21'- 6.5'
MAX HOR1Z. TL DEFL= 0.090' @ 21'• 6.5'
11-00 DESIGN ASSUMES MOISTURE CONTENT DOES
11.00 ( NOT EXCEED 19'e AT TINE OF MANUFACTURE.
5-02.12 5-02-12 5.09.04 Design oonforms to main windforce•resisting
5-09-0412 ( 12 system and components and cladding criteria.
12 M-4x6 '<16.00 Wind: 140 mph, hal5ft, TCDL'4.2 BCOL=6.0, ASCE 7.10,
6.00 4.0' S(All Heghts), Enclosed Cat.2, Exp.B, MWFRS(Dir),
4 Trussoad ddesignedon fforo wind,- i%` in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - 04 Sala: D.2496 c *�' .:
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WARNINGS: GENERAL NOTES,unless othendeenoted: '� 0G3QPE
1.Builder end erection contractor should be advised of e9 General Notes I.10'0d sign basing ed only
upanthe M of parameters
ehovm and Is for�r Individual •
/441".
�,.
Truss: C4 end compress before construction mil wnaneness• Incorporation of componortl N me respo,sdblity of the Wilding designer. .�e
2.7x4 compression web bracing must he Installed where shown�. 2.Design assumes the top and bottom chords to be Iatersly braced at � ..: :
3.Addlaonal temporary bredng to insure atab6Ay during wnsbucdon 2`o.c.and at 1g'tie,respectively unless braced throughout their length by /..'
DES. BY: BS Is the responatbiaty of the erector.Additional permanent brsdtg of conenuoua sheathing such es plywood.MothMd(TC)andfor ghout tdtywan(tth). y I'
the overall ebudure Is the rospendbmly of the building designer. 3.Zr impectbrtdalrq or lateral bracing tequlredwMl shown** `l �ECi� _�Clj'.
DATE: 9/12/2014 4.No load should be spelled to any componentunet alter ell bradng end 4.Installation of tons Is the retrpennbRH ornn respective contractor. ;7 'el/ " • O>tR'
SEQ. : 6059065 fastener=aro complete and at no time should any toads greater than 5.Galen aaumes trusser,are to be used In a non-oorroaNe environment, /� "
nand aro lor'dry eondltlen'of use. • ..0 ') 1.4• ••i o A-'
•
dedenInds be Tmshosnopconro*or verandasenl0.Dalenaeumestndld°dngalansupponsshown.SNmOrwedge H /,1t•• '..
TRANS ID' 408071 S.CompuTres has in,ship war endeaumesno rasponnHeh for Oto Gaston ary. "`R) )(.`^ ..
ITNdeort,Isndtng•s)dpmonlend tnslallaaonOfwmpth by 7.Plates assumes shall be catedadequate dtalnath stsge ed. '
9.TTMpsj.e design
In SCSI,copiesf which 5,411 be furnIshedfuponbrequeat 8 snap coincide sub joint cen nter Puns,o truss,and placed no their center
I111111111111111111111111E1111111111111 WokVTCAInnoiCoof Schvatbte furnished
19.Fo hmlocwnnedorpleetd�lpoveldOsseeESR.131l,ESR-laoaOdtratO EXPIRES:12131/ 015
IIIIIIIIIIII( This design prepared from computer input by
PACIFIC LUMBER-8C
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 411A/O0F/Cq=1.00
TO: 2x4 KODF NI&BTR LOAD DURATION INCREASE=1.15 1-2=(•51) 28 1.4=(-35) 32 2.4=(•89) 81
BC: 2x4/CODE 6168TR SPACED 24.9' 0.C. 2.3=( •7) 3
WEBS: 2X4 KDDF STAND
LOADING
TO LATERAL SUPPORT 4= 12'00. VON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
BC LATERAL SUPPORT<= 12'00. UGH. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.I9. (SPECIES
Connectorplateprefix designators: TOTAL LOAD= 42.0 POE 1'- 0.0' -24/ 205V •16/ 43H 5.50' 0.31 ROOF ( 6251
9 4'- 0.0' -18/ 131V 0/ OH 5,50' 0.21 KODF ( 625 I
C,CN,C18,C1418 (or no prefix) =CompuTrus, Inc LL= 25 POE Ground Snow (Pg)
M,M20HS,MIBHS,M16=MSTek MT series (GOND. 2: Design checked for not(•5 9sf) uplift at 24 'oc s acing.!
JT 1: Heel toplate corner= 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL= -0.002' 0 0'- 0.0' Allowed= 0.100'
uc
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.002' @ 0'• 0.0' Allowed= 0.133'
3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL = 0.004' 0 2'• 4.0' Allowed= 0.159'
,( 1' MAX TO PANEL TL DEFL=-0.005' @ 2'• 5.2' Allowed= 0.239'
12 MAX HOAIZ. LL DEFL= •0.000` @ 3'- 8.2'
4.00 MAX HORIZ. TL DEFL= -0.000' 0 3'• 8.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph h=19.8ft, TCDL=4.2,8CDL=8.0, ASCE 7-10 '
M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, IWFR$(Dir),
load duration factor=1.6
'd111111111111111111111111111111111111111111111111111111111111111111111111 -/
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - D1 5 ./ lNE. 0/
Scale: 0.8324 t (G. '7
WARNINGS: GENERAL NOTES,unless oNorwho noted: 9.'
1.Builder and erection contractor should be advised of e9 General Notes 1.this design Is based only upon the paremetero shown end Is for m Individual ICC .1.9 • EE ' r
Truss: 01 and Wamings before construction commences. building component Applicatitity of design paremetore and proper .
' 2.2nd compression web bracing must be Installed where shown+. IncorpotaHon of component Is the responoiidty of the building designer. ,
3.Additlond temporary bredngto Insure Nattily dudrW conahuctlon 2.Design assumes the top and bottom chords to bo laterally braced st '• ,•'
DES. BY: BSy n of by .› r .
7 o.o,and at l0'o.o.respective unless braced throughout Nob length s� .e/ 5 •.
N the responsibility of the erector.Additional pofmanenl6nrh+p of / .�-.
Um overall structure Is the res nsi of the building designer.
continuous sheathing or such l plywood were sown++vng �.
DATE: 9/12/2014 Po 1n,p ro bne 3.hr Impactbridgingor totereltracingyityofthewheretihewn++
4.No bed should bem late en to any Iffno m component any
ands g eeter N asci 4.Design ionass of bass Is theera l obeuse of the respective eonlroronme rt. REG6gN:t.....:-.
SEG. . 6059066fasteners aro complete end et no Wrro should airy loads Brasier than S.Design assumes boa ng to be wodlna non• Shim environment
tent C' •r'!'..
design loads applied to any component end are for Ary eorrditlon-•oLuse. %;."1)!" 14...2a •
TRANS IQ: 408071 6.computers bee no control over end--sums-no rospoasibity for the 8.end are
MI boedng otos supports shown.Shim or wedpeIt • 4,
fabrication,handling.shipment and Installation of components. Outgoe bp thi�r 1
P7.
110016311q.
empty MUMS adequate drolnepe Is provided. - L'�rl l�`'•
6.This design Is furnished eubies to the Irritations set forth by 8,Plates shall be located on both faces of truss,and placed so their center
11III II I 11Ill�I II f�l� III!IIID III I��I 7P1AAfTCA In SCSI,copies of which vee be Nmished upon request. 9.Digits Indicate AN MN
of plata In inches.
II) I` I MITOIcUSA,lncJCOfnpuTrusSoftNare7.6.6(1I.)•E 10.For basic cennedorplate design velvet See ESR-1311•ESR-1088tMITolQ EXPIRES;12/31/2015
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This design prepared from computer input by
111111111This
LUMBER-BC
TRUSS SPAN 4'• 0.0' IBC 2012 MAX MEMBER(FORRCES4 4WR/D00F/a4=1.00
LUMBER 4PECIFICATIONS LOAD DURATION INCREASE= 1.15
BC; 2x4 KDDF 11EBTR SPACED 24.0' 0.C.
BC; 2x4 KDDF
WEBS: 2x4 KDDF STAND STAND LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
VLL( 25,0)+DL( 7,0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.TN. (SPECIES)
TO LATERAL SUPPORT <= 12'0C. ON. DL ON BOTTOM CHORD= 10.0 POE 1'' 0.0' -27/ 2150 0/ 27H 5.50' 0.32 KDDF 6251
BC LATERAL SUPPORT<= 12'OC. UGH. TOTAL LOAD= 42,0 PSF 3'• 9.2' 01 380 01 OH 5.50' 0.06 KOOF 625
4'- 0.0' -361 840 0/ OH 1.50' 0,13 KDDF 625
Connector plate prefix designators: LL =25 POE Ground Snow (Pg)
C,CH CtB,CNtB (or no prefix =ConpuTrus, Inc ,,, ,, ., ,: ,., ,: , ': ��
M,M2�HS,MIBHS,M18 =MLTek NT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
JT 1: Heel to plate corner = 5.25' REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180MAX LL DEFL= .0.004' 9 0'- 0,0' Allowed= 0,100'
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003' 9 0'- 0.0' Allowed = 0.133'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC NEL TL DEFL= •0,010
MAXP' 8 2'- 7.0' Allowed= 0.274'
MAX HORIZ. LL OEFL= -0.003' 9 3'• 11.2'
• MAX HORIZ. TL DEFL a 0.003' 9 3'- 11.2'
12 PISION ASSURES MOISTURE CONTENT DOES
q,pp D NOT EXCEED 19%AT TIME OF MANUFACTURE.
-1
Design conforms to main windforce•resisting
system and components and cladding criteria.
Wind: 140 mph h=19.8ft, TCDL=4,2,BCDL=6,0, ASCE 7-10
(A11 Heights), Enclosed Cat.2, Exp.B, UWFRS(DIr) ,
M-3x6 47 load duration faOtOral,6
r- Truss designed for wind loads
r in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 .•: •
. •1NE �`�/o,.
WARNINGS: GENERAL NOTES,anlwaotherwise noted: �i • '•''9 0XPi:,
1.Builder and ereoSon contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for en individual
and Wemings before contraction commences. building cemponenL Apoldahirty of design parameters end proper .. ••
Truss: D2Incorporation of component ls the respom ty of the bulldog designer. :'/'
3.2l4 eamproaWon web bracing must be fostered where shown+. 2 Desin assumes the top and bottom chords tole laterally braced at i,�I •• •• ''.
3.Additional temporary bradng to Insure alabilty during comtrucdon 2`c.o.and at td o c,respectively unless braced throughout their length by
DES. BY: BS Is the responaldny of the erector.Pdd tlonaf permanent bredng of continuous'bottling such as plywood sheathing(Tc)adyordrywsa C). - .4• G
DATE: 9/12/2014 the overall structure Is gra responsliety of the baling designer. 3.2xl act bridging or lateral bradng required where shown++ ,'.A,ORE �/
4.No load should be applied to any component until after ell breath;and 4.Intel soon of truss Is the reopen llty of the respective contractor. , "y• "-' : .e` ,
SED. : 6059067 fasteners are complete and at noBee should any loads greater than 5.Design assumes busses are to be used In a non-eowoshreenvironment. • / 41--: - �-.
Oaf5o loads be applied to any**meaning. and are For'dry Putt bearing
of use, •
1 Q P
8.Design assumes ondldmdng at all supports shown.Shim or wedge if • f �•�:'•
TRANS T D: 408071 3.CompvTrus h n no.ship ova arid
mum,no rcomponens.for the Napo ay, R R 1 t '
tebdoeHon,hendrng,shipment end Insmlfe1on of components. 7.Napo assumes adequate drainage Is provided.
•
8.This dugs N furnished subject to the idtaaons set NM by 8.Plates shall be toasted en both Canes elms,and planed so their center
M
Ones coindde with Ida center Mee.
IILII lIlli)IIIIIILIIIIIAII IIIIIIII •
MTITekUSAtn SCSI,copies of winch%WI be,IncJCompuTfusSoftware76.6(1L)-E request.
0.a9rD cin star Olednro�uessee ESR-1311,ESR-1808 Windt)
P.MES:1 VS1NM 5
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IIfII0IIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'• 2.0' ',' • t . . • . • . • . . int gt 24 'go sgacing.{
TC: 2x4 HOOF AISBTR LOAD DURATION INCREASE= 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES
BC: 2x4 HOOF AS68TR SPACED 24,0. O.C. NOT EXCEED 19k AT TIME OF MANUFACTURE,
TC LATERAL SUPPORT<=12'0C. UON. LOADING Design conforms to main windforce•resisting
8C LATERAL SUPPORT<� 12'OC. UGH, LL( 25.0)+DL 7.0) ON TOP CHORD= 32,0 PSF system and components and cladding criteria,
Connector prefix deli meters: DL ON BOTTOM CHORD= 10.0 PSF
plate9 TOTAL LOAD= 42.0 PSF
C,CN,C18,CN18 (or no prefix) =ConpuTrus, Inc Wind: 140 mph, h=15tt Enclosed,
BCOL=8.0, ASCE 7.10,
M M20NS,M18HS 16 MiTek Mt series (All Heghts), Enclosed Cat,2, Exp.B, My1FAS(Dir),
r LL 25 PSF Ground Snow (Pg) load duration tactor=t.tti
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind ioade
in the plane of the truss only.
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET.
Gable end truss on continuous bearing wall UON.
BOTTOM CHORD CHECKED FOR 10P8F LIVE LOAD. TOP 8.1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for
complete specifications,
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JOB NAME: POLYGON NW PLAN 7-B NH - El •
..1..W3.11711.(.43!'0.(1
.
Scale: 0.6585 lG. �O.
WARNINGS: GENERAL NOTES,unless otherwise noted: •""e s • 7 •
1.Builder end erection contractor should be advised of en General Notes 1,This dodge is basad only upon the parameters ehown and is for en Individual ;C •2•*PE ' 1---
TrussTruss:
: E l and Warnings before construction commences. building component.Applicability of design parameters end proper
2.214 compression web bracing must ba Installed where shown.. Incorporation of component b the r.apomibltty of the building designer. "�-• ..
3.Additional temporary bradng to Insure stately during conetntceon
2•Design assumes IM lap and bottommteuschord.braced to be laterally braced et .
DES. BY: BS 2'o.c.and al10'oc,respectively unless throughout theirleDn11gpthM • !dA .' , ;'
Is the rospomronly of erector.Additional permanent of continuous sheaNing such es plywood sheathing(TC)andror drywaa(BC). �'•m--
DATE: 9/12/2014 the overall elmctare I.the respondbirty of the building designer. 3.2r Impact bridging or lateral bradnq required where shown.. •'�" '•�•�.
4.No Wad should be appted to any component until after al bracing and 4.Installation of tuns Is the responsibly of the respective contender. `fp OREOPN b, .,
SEQ. : 6059068 fast•nareare complete and etnotime shouldany toadsgreater than b.Design assumes ltussooaro tobeused Inanon.corroetvoomlronment, ' '7 .. N• �'
design loads be applied to a component and aro for Ary condition'of use. 41.,. ' p
TRANS ID: 408071 5.Compulruehas nocontrolovverend assumesnoresponsibtilyfor the e•Oedgnsesamesfull bowingElall supportsshown,ShImorwedge11 fa. • 14v 2 V.
fabrication,handling,shipment end Installation of components.
necessary. V
7.Design assumes adequate both faros opo�s an `v/ rT �:,.,• •••
e.This design d furnished subject to the Orrita6ons set forth by e.Plates shalt be loeatadp{oan both faces of truss,and placed so chair rentor "'
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EXPIRES:12/3112015
This design prepared from computer input by
111111111This
LIMBER-BC
TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cg=1.00
LUMBERSPECIFICATIONSHIV5I&BTRLOAD DURATION INCREASE =1.15 1-2=` 0 38 2-5+(.51) 67 3.5=(-255) 179
TO: 2x4 KDDF S1&BTR SPACED 24.0' 0.C. 2-3=1.105) 88
BC: 2x4 KDDF STANDR 3-4s •7 3
WEBS: 2x4 NDOF STAND LOADING
TC LATERAL SUPPORT<= 12'OC, UON. LL( 25,0)40L( 7.0) ON TOP CHORD= 32.0 PSF
BC LATERAL SUPPORT<= 12'OC. UON. 0L ON BOTTOM CHORD= BEAAINO MAX VERT MAX HORZ BAD REQUIRED BAG AREA
42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S0.1N. (SPECIES)
TOTAL LOAD= 42.0 PSF 0'. 0.0' -68! 479V •331 97H 5.50' 0.77 KOOF ( 625)
OVERHANGS: 12.0' 0,0' LL= 26 PSF Ground Snow (Pg) 8'- 2.0' •39/ 335V 0l ON 5.60' 0.54 KDDF ( 625)
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Connector plate prefix desi nators: )
C,CN,CI8,CN18 ((or no prefix = riepuTrua, Inc REQUIREMENTSLIMITED OFIBC52012 AND LIRC U2012 NOT BEINGAMET.
M,M20HS,M18HS,810=MiTek series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=Ll180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL'OEFL= 0.002. 0 -1'• 0.0• Allowed= 0.100'
AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURREHTLY. MAX TL CREEP DEFL= •0.003' B -1'- 0.0' Allowed= 0.133'
MAX IC PANEL LL DEFL=-0.294. 0 4'• 1.7' Allowed= 0.484'
7-10-04 0-03-12 MAX TO PANEL TL DEFL= •0.393' 0 4'• 1.7' Allowed= 0.727'
f '' MAX NORIZ. LL DEFL= 0.001' 0 7'- 10.3'
12 MAX HORIZ. TL DEFL= 0.001' 0 7'• 10.8'
4.001 DESIGN ASSUMES MOISTURE CONTENT DOES
M-1.5X3 NOT EXCEED 191s AT TIME OF MANUFACTURE.
4 Oeaign conforms to main windforce-resisting
ll 111 111 system and oonponents and cladding criteria,
1111-3x4
Wind: 140 mph h=15ft TCOL*4.2 SCOL=8.0, ASCE 7-10,
(All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration faotor=l.e
Truss designed for wind loads
cm in'the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale: 0,6571 1 . -'. r 2
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WARNINGS: GENERAL NOTES.unitise otherwise noted: _C. : .. OPE r..
1.Sunder end erection contractor should be advised of all General Notes 1.This design Is based only upon the pyrometers shorn end Is for an Individual , .
•
end Warnings before constrdton commences. banding component.AppllcabMly of design parameters and proper
Truss: 2 2.ls4 compression web bracing mmtbelnstened when ahem h Incorporation of component Is the responslNiryry of the building desIgner.
3.Additional temporary bracing to InuitatebatydudngoonWWNon 2.2'e.cnn ;t1 the tapand veg unties braced
cad laterally et ..
2'o.esand s um e.apandb005m0hsds oebtlate9hy braced length by
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DES. BY: BS responsibility n➢ ft :..
N the roe N of 0e trader.Additional permanent boning or continuous sheathing such as plywood sheatNng(iC)soarer dtyw•atlrmecy. ..
DATE: 9/12/2014 the overall structure le the respooslbldy of the building designer. 3.2s Impact bridging orlaterol bracing required where shown+• a '
4.No load should be applied to any component until Anal bracing and 4.Inten=tion of tilos Is the responsibility of the respective contractor. `,. 4;014g09$1.>\•. '4
SEQ. : 6059069 fasreeonan,eomplekand atnegem aheutdany leodagroat&than 5.Design assumes trusses ere tobeused nanoraconoaiveendronment Jam4'k. 1,424' ,.
0,5190 bods be applied to any component. enderefor'drycendition-of Use. • . t y
S.Designassuumesfulbeefing ataltsuppodsshown.SNmorwedge O ., •
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TRANS ID: 408071 5.CompuTno hes no,skip over and Installation
no nee domain .fw9e Design me " L�rS
fabrication,handling,aNpment unci Irorollaaoh of components. 7.Design memos adequate drainage 1s rodded. `�.n�+"'
6.This design's furnished subject to the Imitations set forth by 9.Plates shall be located on both fens of buss,and placed so their center •
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QCF.iRES:12/3172015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC I .
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00
IC: 2x4 HOOF 9168TR LOAD DURATION INCREASE = 1.15 1.2= 0 36 2.5=(-33) 38 3.5=(-161) 127
BC: 2x4 HOOF 916BTR SPACED 24.0' 0.0. 2.3=(-89) 49
WEBS: 2x4 KOOF STAND 3.4=1 -7) 3
LOADING
TC LATERAL SUPPORT<= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT<= 12'OC. MON. DL OH BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX NORZ BOO REQUIRED BRG AREA
TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES)
OVERHANGS: 12.0' 0,0' 0'. 0.0' .81/ 3G7V -20/ 63H 5.60' 0.59 KDDF ( 6254
Connector Plate prefix designators: LL=25 PSF Ground Snow (Pg) 5'- 3.0' •24f 212V 0/ OH 5.50' 0.34 HOOF ( 625
C,CN,C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1
M,M20HS,A118HS,M16=MSTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. ' j)aalan check8d for net(_§0.1:1.) ugyift at 24sgacino.j
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX U.DEFL= 0.002' p •1'- 0.0' Allowed= 0.100'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= •0.003' @ •1'- 0.0' Allowed= 0.133'
4-11-04 0-03-12 MAX TC PANEL LL DEFL= 0.038' @ 2'- 10.1' Allowed= 0.279'
MAX TO PANEL IL DEFL= -0.043' @ 2'- 8,1' Allowed= 0.419'
12
MAX HORIZ. LL DEFL■ 0.000' @ 4'• 11.2'
4.00f7"' MAX HORIZ. TL DEFL a 0.000' @ 4'• 11.2'
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 198 AT TIME OF MANUFACTURE.
Design conforms to main windforce•resisting
M-1.5x3 4 system and components and cladding criteria.
3 Wind: 140 mpph h=15tt, TOOL=4.2 BCDL=8.0, ASCE 7-10,
lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(010,
i Solid duration factor=1.5
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME: POLYGON NW PLAN 7-B NH - E3 .4.,y •.PN Q. $8,
Scale: 0.6126 :"•�(i'NI Q
WARNINGS: GENERAL NOTES,unlace otherwise noted: /92,Oc c
1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shorn end Is for an Indlvldual ' ;92101 E
Truss: E3 and Wandngs before construction commences. building component.Appncabilly of design parameters end proper
2.244 compression web bracing must be lnelened where shown e. Incorporation of component Is the reeponsidily of the building designer.
3.Additional temporary bracing(*Insure:I:Wilyduring eonsbucdon 2.Design assumes the top end bottom chords to be ieterelly braced of '•-
DES. BY: BS la the mepom@Itly of mo erector.Additional permanent bradng of O net all'ex.ing r uc as eelply messood braced throughout rheir length try
. `'�•" "� " �5
DATE: 9/12/2014 the ovomtl abucture la the responsibility of the butldlr 0 designer. 3.2s Impact Wldging or lateral bracing required where shorn
4.No load should be stapled to arty mnponord until after an bredng and 4.Installation Ohm la the responsibility of the respective contractor. '',7),„'A''�6,EGON:
SEQ. : 6059070 fasteners ore complete and at no rime should any toads greater than S.0511511aaumee tresses ate to be vied In 5 neneormstve environment, • J''1 b ^'
and am for'Idly condition"of use. • ,t '7.°
dedOn bade be applied to any component a.Design assumes Nm bearing at e3 supports shown.Shim or wedge If •''.v; y 1:4 2�.• ` i�"
TRANS TD: 408071 5.CompuTmshasnocontroloverandassumesnoresponsibeityforthe end
fabrication,handling.shipment and Installation of components. 7.Dedgn necessssumes odegbelo drainage Is provided, R�}�:.'v r' `
1 I 0.TMs design Is furnished subject to the Irritations aet forth by O.Plates shall be locatedonboth faces of truss,and placed so their corder
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9.Digits Indicate size of late In inches.
EXPIRES:1'2/3172015
This design prepared from computer input by
I�lIII�IIIIIiI PACIFIC LUMBER-BC
TRUSS SPAN 5'• 9.0' )nun e n alnn checked for netts oaf) uplift at 24 'De s0acino.l
LUMBERO: SPECIFICATIONS St&BTHS LOAD DURATION INCREASE= 1,15 DESIGN ASSUMES MOISTURE CONTENT DOES
TO: 224 KIDF 1l&STR SPACED 24,0' 0.C. NOT EXCEED T9%AT TIME OF MANUFACTURE.
BC: 224 KODF 11trBTR
IC LATERAL SUPPORT u= 12.0C. UGH. LOADING Design conforms to main windforce•resisting
BC LATERAL SUPPORT c= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD a 92.0 P$F system and components and cladding criteria.
DL ON BOTTOM CHORD = 10.0 PSF
Connectorplate prefix designators: TOTAL LOAD= 42.0 P8F Wind: 140 mph h=SSft, TCDL=4.2 BCDL=6.0, ASCE 7-10,
g (All Heights), Enclosed, Cat.2, Exp.O, UWFRS(Dir),
C,M2OCS,1118 S (or no iTefixT=riesuTrus, Ino LL.Y5 POE Ground Snow (Pg) load duration tactor=1.8,
M,M20HS,M18HS, 18 =MiTek MT series Truss designed lop wind loads
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only.
AEGUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. Gable end truss on continuous bearing wall UON.I
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M•1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer
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JOB NAME: POLYGON NW PLAN 7-B NH - E4 9r ale: 0.7737 ..•,;0..• ':•. :
WARNINGS: GENERAL NOTES,unhesolhemiss noted: .:Q''•' ' :.G
1.Builder and eredton contractor should be advised dell General Notes 1.TNs design is bated oat upon fie ppaarametem shown and h for en lndiividud _ .•
end Warnings before consWcaon commences. building 0 r0onent.Applk5Naty DIdesipn enmetem"'Irv.?
Truss: E4esdonvrebbradng must he Installed where shown+. InnrporeSon o1 componom Is the responst of the butkxafner.
2.2+14 comer 2.Design assumes the top and bottom chords tobo shrilly brand a : :.,�, ',•.
I.Additional temporary bracing to Insure staid*during condrucaon Y e.c.std et 10'o a rnpecuvey union bmeed throughout theme lh by frtip!,.. .._
•
DES. BY: BS utile responsibility one,.erector.AddlOond permanent hmd g of continuous sheathing such as plywood sheathln0(TL7 endlordrywaii C). ,el
DATE: 9/12/2014 the overall structure le Pro responsibility of the bdNing designer. 3.gs Impad bddyytng or lateral tracing regdred where allover • •••!•7':•, 'DREG N:a
4.No load should be applad to any component anal altar as bredng and 4.lusts coon of Wss Is the nayomiNay of the respective conceder.
assumes busses are to be used In a noncorrosive erMronmm A -
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SEQ. : 6059071 designfastoners are complete and at no8meshould any bade greater Than / 'S �'
design loads be applied to any component end am for'tlry condroen'otute. •:�;d= ���•�� t�,���
8.Design assumes full heaving at all supports shown.Shim or vroda0 R b ��
TRANS ID: 408071 S.Comcuon.ha�no cahipmeMtrol end
Inctumesro rosmpe000ls for the 7.Deessg fumes ed uda drainage leqroNdori. RRi'.�.
fabdteaon,Mits is furnished f eNpmeM sodect to he sndleeo of eompohns set forth byo1 bite,and placed so their center
I1,111 IIt1 n 8.TPINVTC,A m SCSI,WI plasof whtsb will be fu niched apo WNW.
aL pias cdnddtewlfolh located
Opiate M Inas
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