Plans (216) R
1� U � 54� Lr 0eu,
MiTek
MiTek USA, Inc.
250 Klug Circle
Corona,CA 92880
951-245-9525
Re: J-1858 STONE BRIDGE
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: K1292038 thru KI292058
My license renewal date for the state of Oregon is December 31,2015.
Lumber design values are in accordance with ANSI/TPI l section 6.3
These truss designs rely on lumber values established by others.
D P R OFFS
GIN Si02�
8920OPE f
,-OREGON
i0 -9 y 14,
EXljgS 1,2/3V201'5.,.
July 6,2015
Baxter, David
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.
MiTek
MiTek USA, Inc.
250 Klug Circle
Corona,CA 92880
951-245-9525
Re: J-1858 STONE BRIDGE
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: K1292038 thru K1292058
My license renewal date for the state of Washington is May 16,2017.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
.10 "at
IN WA
`O+ p 51398
July 6,2015
Baxter,David
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
JP
LUMBER SPECIFICATIONSTRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TO: 2x4 KDDF aI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(-48) 47 5-3=(-308) 162
BC: 2:t4 KDDF #16 BTR SPACED 24.0" O.C. 2-3=(-83) 74 5-6=(-61) 56 3-6=( -41) 37
WEBS: 2H4 KDDF STAND 3-4=(-53) 54 6-4=(-1Ofi) 65
LOADING •
LATERAL SUPPORT - 12"3C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
PC LATERAL SUPPORT - 12"UC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
G':EPHACi�S: 0.0" 0'- 4.0" -lOD/ 469V -27/ 84H 3.50" 0.68 KDDF ( 625)
Unbalanced live loafs have been LL = 25 PSF Ground Snow (Pg) 5'- 2.8 -41/ 111V 0/ 11 5.50 0.61 KDDF ( 6251 -
cnnsiclered for this design. 9'- 0.0" -28/ 144V 0/ UH 5.50" 0.23 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
For hancler - _ a REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. spacing.
specs. Se= approved plans �CONU. 2: Design hocked_for net( 5 osf) uplift at 24 "so
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TCP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.016" @ -1'- 7,1" Allowed = 0.159"
MAX TL CREEP DE FL = -0.017" @ -I'- 7.1" Allowed = 0.212"
MAX LL DEFL = -0.016" J.0" .Allowed = 0.033"
MAX TL CREEP DEFL = -0.019" @ 0'- 0.U" Allowed = 0.044"
4-09 3-07-08 MAX TO PANEL LL DEFL = 0.022" @ _ - 3.3" Allowed = 0.275"
-- --- - --- - - MAX TO PANEL TL DEFL = -0.025" @ 2'- 9.7" Allowed = 0.412"
12 MAX TO PANEL LL DEFL = 0.008" @ 7'- 5.4" Allowed = 0.211"
MAX TO PANEL TL DEFL = -U.OUS" @ 7'- 2.4" Allowed = 0.316"
3.00
MAX HORIZ. LL DEFL = -0.001"
M-1.5x3 MAX HORIZ. TL DEFL = -0.001" @ 81- 8.5"
Design "I farms to m rn Ind for--a-ting4 system and components and cladd ine criteria.
Wind: 140 mph, h=15ft, TC DL=4.'-,BCDL=6.0, ASCE 7-1D,
M-3X4 i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS'Dirj,
load duration facto-l.6,
End 1 rtical(sl exposed to wind,
c
Truss. e
designed for wind loads
-';- i '�" in the plane of the truss only.
1 �
_. _.. - _5 c
P1-3x.4 M-1.5X3 M-3x4 1,�ERRu-L
f
5-02-12 3-09-04
0-09 4-10-12 3-09-09
1-07-01 PROVIDE FULL BEARING;Jts 2,5,6
__ 9-00, Ar1RiYl1
8920OPE r
JOB NAME : J-1858 STONE BRIDGE - A4 '
Scale: 0.5359 ' _---
WARNINGS: GENERAL i his,.b uMese oM -led, Tf OREGON
1.BU Mer arM eretsk t b Mould bM'
e setl*fall General Notec 1 TN tl gasetl only ups Me parametersq k laslgwn ar , ndivitlual ' 1
Truss: A4 and Warnegs before m-o m wrnmenias. boding dnnipona,t.AppbcabJAy of design para-fins ro
grope
2.2v4 compressor, b b irg ucl be' laktl where Mown.. - p Ib f po M k me sponsal ky of the builtling to sgner. �+
3.Adria I temporary b -g 1.......balle dwher cshownornifctwn 2.Oe p seume the top and botlo dotes to be laterally bra«d at �O • '� 1
Is IM leo Slily I M ts Atldil' I permeront braung of 2 d at 1 V pediv b 1 b d th-gtow their kngM by ds
C.,yT E: 1/E/2 j 1 5 th oral slrucWre s the reepanmrity of Me builtlinp tleegner t ehe It,ng h asptyas ae she tNmar,s anNor drywall(BC). V
3 x.Impats oth searM,ralb n,ib realthowhere.hewn.. "�RR L�
SEQ. K IL 9 2 O 3 H <.No bad Gwultl be.pplietl to any component until alter al branng and 4.Inlatlatbn o1 Voss ie Me reeponalbllly of IM respective wntrectar.
fasteners ere wmpkk and at ro lime Mould any bade greater than 5.Design assumes trusses are to be used in a nonwrrosne emironmenl,
tleci Wada be a lith to a and are ford y c,ntltlmn'of use.
TRANS ID: LINK gm DD nor and
6.Design as esfulbearing aIall supports shown.Shan orwedgeil EXPIRES: 12J31/2015
5.Comp Trus has no control over and aseumec no neponaibilay for Me seryaum
fabreatkn.h,NAA.shipmentandinatalalianafwmwnento z oevgn&mumeaadequate dremageiawvidad, July 6,2015
6.This design n finmahed sublets to the Imibtione set form by 8.Plates.hal be I-rand on both fa...f t-and placed w their center
TPN CAIn SCSI,copks e l which will be furnkhad uloo-q-1. hnes annode wan joint center lines.
9.Digit.M-t.-al plate in Inches.
MiTek USA,InC/COmpUTrU650Rv2re 7.6.7SP2(1L)-E fO.For back wnnector plate de.ig-Imssee ESR-1311.ESR-19M(OTek)
This design prepared from computer input by
JP
i,(RIBER SPECI FICATIUNS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE-/Cq=1.00
2x4 KDDF 411BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(-48) 47 5-3=(-308) 162
P( 2:.:4 KDDF 410TR SPACED 24.0" O.C. 2-3=(-83) 74 5-6=(-61) 56 3-6=( -41) 37
1:E?S:
==:4 KDDF STAND 3-4=(-53) 54 6-4=(-106) 69
LOADING
LATERAL SUPPORT <_ :"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE
LATERAL SUFPCP7 <_ -2"7C. UON. DL ON BOTTOM CHCRD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA E
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
HA.tI-,S: i9.1" 0.0" 0'- 4.0" -99/ 471V -27/ 84H 3.50" 0.68 KDDF ( 6251
M-1.5,A or equal at no -structural LL = 25 PSF Ground Snow (Pg) 5'- 2.8" -47/ 403V 0/ OH 4P.00" 0.65 KDDF ( E25)
✓eeticel members luon)r 9'- 0.0" -26/ 148V 0/ OH 48.00" 0.24 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - -- _ - - p _ 'oc _-paci
Unbalanced live loads have been rCOND. 2: Desi checked f r net(-5 psf) u lrft at 29 pg.
..onsidered for this design. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159"
4-09 3-07-08 MAX TL CREEP DEFL = -0.017" @ -1'- 7.1" Allowed = 0.212"
MAX LL DEFL = -0.016 @ 0'- 0.0" Allowed = 0.033"
MAX TL CREEP DEFL = -0.019" @ 0'- 0.0" Allowed = 0.044"
12 MAX TO PANEL LL DEFL = 0.022" @ 2'- 3.3" Allowed = 0.275"
3.00 o MAX TO PANEL TL DEFL = -0.025" @ - 9.7" Allowed = 0.412"
MAX HORIZ. LL DEFL = -0.001"
MAX HORIZ. TL DEFL = -0.001" @
M-1.5x3 Design conforms to main windforce-resisting
system and components and cladding criteria.
M-3x5 q,. _ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir;,
M-3x4 M-1.5x4 �- load duration factor-1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
M-3X5 3 �_ in the plane of the truss only.
_ Truss designed for 4x2 outlookers. 2x4 let-ins
M-1.5x4 of the same size and grade as structural top
o chord. Insure tight fit at each end of let-in.
M-3x5 - 'w outlookers must be rut with care and are
----_. permissible at inlet board areas only.
c 5
M-3x4 M_3x4 ,rRTs• �,q,
a� Of WAS�i 71
M-1.5x3co
- - 5-02-12 - - -- 3-09-04
0-04 4-08 4-00 'PQ ,per is w
8920OPE
JOB NAME : J-1858 STONE BRIDGE - A5 f"
Scale: 0.5.09
_-- WARNINGS - - _ GENERAL NOTES, use. M '
roledi
Truss: A5
1.Budtl rM iiection-factorshould -had.1.11-ha of II 4 1 Note. 1 This tl spn mead M'ups the p awn parameters dand.for individual � OREGON
d Wiunh,,beb.c.,mmuctsu,cortes. b ddirg-N-1.Applkabaty ofdesign parameters and proper a.
2.21mp web bradxp must be laled share shown poratk o/compo rent is the W adi of Ire building designer. ��7}L �s `
3.Additional temporary bra..g to ire a bitty during construction 2 Deign assume.the top and bob Gad to W latenly braced at O -• 'r 4
is Ih sp 'bitty of the erecter Additional permanent bracing of 2 o c and all V a c respecd N unb braced INoughoul ln'r I Wth by
-- on,us analnl.g such-a
pN od sh thW(TC)and/or drywall(SC).
the"area
abuclu"e is to roapons Fry of the buiMNp designer 3 h Impact bridging or lateral bracing required wines shown•• (� Y
SEQ. : K 12 9 2 0 3 9 4.No bad should n applied W any component unit eller 11 bracing and 4.Insta4etpn of truss is the responalbtty of the hespective contractor.
...ners.re comp../.ane el he time shpuk env batle..at.,Ina. 5.Design assumes buses are to be mad in a mntorroaNe environment,
TRANS I D: LINK design load.be apWietl to any component and ere Ior"dry condtkn"of use.
S.Cam Trus has no control over and aerates no re fir neessassumesfulbearingalaYwpparurown.shimorwedgei1 EXPIRES: 12!31/2015
pu sponsibilAy for the resign ry
as
labrkationhandlog..Npmentand lnalablbnofcomponents. ],resign aa.umeeatl.,uatedrainage isprovided. July 6,2015
6.This deign rc furnished subpd to the Amilatkns set form by B.Plates antl n located an both faces of buss,and pieced si Their center
TPWVTCA in SCSI,copies of studs wil los furnished upon m West. lines coincide stn pint anter Anes.
9.Daaa
Mi7ek USA,Inc./CgmpuTrus Software 7.6.7SP2(1L)-Z 1D.For or bank coiMkaIs rneae,of plate in irons.Tate dee
p qn values wa ESR•1711,ESR-1988(Mi7ek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2:<4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 43 2-4=(-33) 45 3-4=(-211) 142
BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-69) 56
WEBti: 2:,l KDDF STAND
LOADING a
TC LATERAL SUPPORT 1= 12"DC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA
B-_ :,ATERAL SUPPORT - 12",)C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 01- 0.0" -113/ 526V -21/ 66H 5.50" 0.84 KDDF ( 625)
^�:'EP.HAJ.-;S: 19,1" 0.0" , - 0.0" -32/ 279V 0/ OH 5.50" 0.45 KDDF ( 625)
For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) _
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ;CO D.. L-.Design checke-d-1-gi,nge.C(-5 Oafl uplift-at 2A_'(c spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = O.016" @ -1'- 7.1" Aowed = 0.159"
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.017" @ -1'- 7.1" Allllowed = 0.212"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO PANEL LL DEFL = -0.150" @ 3'- 7,7" Allowed = 0.386"
MAX TO PANEL TL DEFL = -0.206" @ 3'- 7,7" Allowed = 0.580"
MAX HORIZ. LL DEFL = 0.000" @ 6'- 10.3"
MAX FOR Z. TL DEFL = 0.000" @ 6'- 10.3"
12 Design conforms to main windforce-resisting
3.00 system and components and cladding criteria.
Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 1-10,
IAll Heights), Enclosed, Ca1.1, Exp.1, MWFRS I)irl,
J..'
duration factor=l.6,
End vertical(s) are
exposed to wind,
M-1.5x3 Truss designed far wind loads
in the plane of the truss only.
3
I
2
M-3x4 M-1.5x3 fWASjf�yB'`7�
51398
1-07-01 7-00 0�6' is1ER
't"71
8920OPE <'
JOB NAME : J-1858 STONE BRIDGE - A3
Scale: 0.6477 -j /^��
WA and Warnag,Wfo ircludon co -_ e. __- -_. - - GENERAL rannpone l.A p ab M of design
a -1 b Mpoper tlwlOREGON
��w
Truss: A3
1.Suld,r antl e,ectn t e an-ld be d d or II Ge I Notes f TN d Y E Vs ,�
2.11 cempresawn web bracing mual be,111 wha a mown.. p Pon. apo gk1' ng de
0.Adof..net larn,-,bracing to insure st.h&y during wircl sm �.Deep assumes the tap and bottom d-dis to be laterally brand at O 14,4,
e the respon Wety of the erector.AdWWr el permanent braung of Z o.c.and at 10....respacWaly.1k.braced thruugh.W their length by
D'.,T E- 7/6/201j the overall structure I.the raspansmiwN of the building designer, 21 III e,t ahealhirp such as n.n coned who,.s angor tlrvwanleCl. Lj^'�� v
3.2r Impad brtlpiiq or lateral bradng required where mown.. C�l H
SEQ. : K 12 9 2 0 4 0 4.No bad".1d W applied W any sornpone l until after al b,aung and 4.InstaNnon of buss is the reaponslb ty of the respeonve-1 actor.
fasteners are tomplete and at no time mould any load,great@,than 5.Design assumes busses are b M tread In a non<000srve environment,
tleai n Ipads be a lietl to a rwnl.
and are to,"dry com1f.W of use.
TRANS ID: LINK P pp ,.amps
S.CompuTrus has no control over and assumes no responslbilily for the fi.Design as ea Nl bearing al all wppods.Mwn.Shim o, edge II
fab,batbn,handkrp. h,pnnentantnstalatbnofc,,p,mni,, eaarysum EXPIRES: 12/31/2D15
7.Deuan assumesaded ate on
f-of Initis,d.
an July 6,2015
6.1nrc tlavgn a brnimetl w6jed b the lmitalens set forth by 8.Plates mal be 1-ted on beN taus of buss,and placetl ao their center
TPVWrCA in SCSI.cope,of which wit be N-shad upon request. lines.-de wnh pmt caller Ms..
9.Dlgda md-re sue of plate mimhea.
MiTek UBA,Inc./CompuTrUb Software 76.7SP2(1L)-E 1O.For baab conn.cto,plate tleslgn value....ESR-1011,ESR-1988(WTak)
This design prepared from computer input by
JP
-_.-_.. __.. --_
_, SPECIFIICAT Io!JS TRUSS SPAN 91- O.J" COND. 2. Design checked fox_net(-5 psf) uplift at 29 c spacing.
2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15
RC: =x4 KDDF 411RTR SPACED 29.0" O.C. Des'gm conforms to main windforce-resisting
WFBS: 3;:9 KDD= STAND system and components and cladding criteria.
LOADING
A
TERAL SUPPCPT — 1""'CC. UCN. LL( 25.0).DL( 10.J1 ON TOP CHORD = 35.D PSF Wind: 140 mph, h=15ft, TCDL=6.D,BCDL=6.0, ASCE -10,
LATERAL SUP PCR"' �= 12"7C. DON. DL ON 60TTOM CHORD = 10.0 PSF (.A1: Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir),
..-. _ equal a_ -structural TOTAL LOAD = 45.0 PSF Load duration facto-1.6,
End vertical(s) are exposed to wind,
,'mica l�memters luen�h 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 Note: Outlooker truss. Upper top chords require same material
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon).
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NoteTruss design requires cont inuou
bearing wall for entire span DON.
B-10-04 0-01-12
12
3.00
M-1.5x3
2 .
I t
M-4x4 1
M-3x4
2 a9 0�wAsrrr
`4-1 x3
51398
8920OPE C'
JOB NAME : J-1858 STONE BRIDGE - Al - '
Scale: D.6424 '—
WARNINGS - - - -- -- --- GENERAL NOTES kotherwise ted'.
1.Build,,and d contractor ah uld be M tl/II General Notes 1 Thd ign b M'd upon fere
thep sho nd' foran ird,itlual 1 �ey-� OREGON
Truss Al ' LO�j► rn � ��
dwa ntlbefore construct— wore mpu I Appkcabldy desip 1 and Flops,
Z.ga p b tome pthe f the building esgner. OA`4
J.AEdd l tempo any bra i ng to mule gelidity during construct— i.Oe ugh auumea Ina top and bottom chords to W laterally brand M / (.
is the mstoonsb4of the erector.Addit I permanent bracing of Z o.,.and at 19 o c respectively unless braced throughout Ineu kngM by
'.'�T[_: 7/6/2�1)1'- fine ove,an abaci,,,Is the respotutblityof Me buiding aesanev co Imps ua aneatbof such as,,i g reood aired Ills s o n-drywall(BC). MER R IA- ••
3.Dr Impact bridging m lateral ponsib required wMra Nown•.
SEQ. : K 12 9 Z 0 4 I 4.No batl mould be applied m airy component until eller all breclnp and! 4.I�latlatron of Iruu is the responsibility,of the respective contractor.
fasteners are comph,te and at no time should any loads greater than 5.Design swum,,trusses arc m be used in a no—orro,Ne smironment
design bads be applied to a 1 and are mr"dry condition"of use.
TRANS ID: LINK g^ no control over
and eas^ 6.0eeignauumesfulbearing atall supports shown.Shim orwedge if EXPIRES: 12131/2015
5.Com,t n,h,dhM, Nm ent,nndauumeantcompount,.for the Bury. I
tabncalan,nantling,aNpmenl mtlinualation of componenla' 7.0eugn aasum•s ad.,ust•kainag.is provided. July 6,2015
6.This design is lumbshad subpct to the inelabons eel/aM by S,Plates Nall be looted on both faces of buas,and placed ab their tender
TPWVICA in BCS I,cepks of whim ml be fit nished upon request, roes coincide on poll tamer lines.
MiTek USA,Inc.iCompuTrus Soft—a 7.6.7SP2(11_FZ 1
b.For baaic canne..o blate in dea.1him
p ign values sea ESR-1711,ESR-1996(k9Tek)
This design prepared from computer input by
SP
)UMBER "PE2IFICATIONS TRUSS SPAN 9'- 0.D" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
2x1 KDDF #IFBTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 46 2-5=(-293) 573 3-5=(-609) 260
::4 KDDF 415RTR SPACED 24.0" D.C. -
3=(-631) 270 5-4=(-134) 77
KDDF STAND 3-4=( -60) 58
LOADING a'
'-A-E?.' <_ UCN. LL( 25.0)+DL( 10.01 ON TOP CHORD = 35.0 PSF
_."
LATE:.,' SUPPOPT - 12":1C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
EP HP.:I:: _"._ 0.0" 0'- 0.0" -96/ 634V -27/ 84H 5.50" 1.01 KDDF ( E25)
For pars. See approved plans
hang- s LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 396V 0/ PH 5.50" 0.63 KDDF ( E25)
7_ -
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND._2:_Desitin checked for net-L-5 Qsf) uplift at.__2.4_oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL 0.016" @ -1'- 7.1" Allowed = 0.159"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.019" @ -1'- 7,1" Allowed = 0.212"
MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.351"
MAX BC PANEL TL DEFL = -0.103" @ 4- 7.0" Allowed = 0.468"
MAX HOP.IZ. LL DEFL = 0.004'• @ 8'- 8.5"
MAX NOR IZ. TL DEFL = 0.006" 6.5"
4-10-12 4-01-04 Design conforms to main windforce-resisting
-- --._.... _-.__-. _. -__i_ __.._-..__.__ system and components and cladding criteria.
12 Wind: 14U mph, h=15ft, TCDL=6.0,6CDL=6.0, ASCE 1-10,
3.00 - (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir),
load duration factor=l.6,
End vertical(s) are exposed to wind,
M-1.5x3 Truss designed for wind loads
4 in the plane of the truss only.
H-1 50 _
0
N
- �,RRILL B
M-3x4 M-3x4 �4 WAS.
C-1) ( r
a-oe-oa 0-o3-os ��Q R�51398 w
GisTEg I � k;
8920OPE 9r
JOB NAME : J-1858 STONE BRIDGE - A2
Scale: 0.5359 '- --
WARNING6 - - - _-- I.ThsdLNOTEb unless upon
noted: OREGON
Truss: A2 1.aBudderM aeion wntra-mshould be dos d of all General Notes Th d 9 based My pc y p nates tie n u lar an indNNwl y` 1
• d Wa aq Debre mrrclrudbn w e mrq mpo t Appliubdry 1 des!pn para 1 antl Proper a^
2.11 compression web bracing mull ee incbkd where ahown• g:.,po`It.n of oomnY
poM Ma nIsponetbity of me building tle uVe,
3.Addo-I temporary bracorg to itis..dab6ty dunN ConQ,-iDh 2.0a IV assumes the top and bottom chords to be bteraay eraoad al /O �• �(�1 4
is the reaponaibiliry a1tM erector.Additbnal permanent bracing of 2'o.c.and at 10'o.c.respactivell unlew brand Mroughoi/)Mir laWth by
continuous sheathng such as plywood shaaMing(TC)aMor MymWBC).
n.-SEiT E: 7/E/2 C 1? the overal slructura is IM responsibiYN of the busking designer. 3.2.Impact bridging or lateral bradip requeed wMr.an.-
SEQ. :
Q. : K 12 9 2 O 4 2 4.No b.e aMuk be.ppued m am campaneM eine soar an erasing.M 4.Inst.Nation of truss is me rasponsibilty of IN nspsdive contractor
fasteners are co mpbte and It no tone should any bads greater than S.Design assumes trusses era to be used m a ne-h-e-sonment.
TRANS ID• LINK dadgn bads be.pphed to any wmponent. and are for condtron"of use.
5.CompuTrua has no control over and assumes no-ponsieilily for Me 6.Deagn assumes fug Maring at all supporta shown.Shim or wedge it EXPIRES: 12/31/2015 '
fabrication,haunting shipment and instalation of comp mnt,, awry.
6.This deli lumishedsue dlaMeImiletunaeelforme 7.Date, 1beaadequ.bothfagebgrossed. ,July 6,2015
g^• le r e.Platen Made focala t on boll laces of frau,and pbmtl so Meir cantor
TPVJJfLA in SCSI..pies of.still vol MlwnisMd upon request ends coincide with joint cellar lime.
It 019ts--Is at.of plata in'.-
MiTek USA,Inc./CompuTrua Solb-7.6.7SP2(1L}E 10.For bask connector plate daaign valuva sea ESR-1311,ESR-19W(MiTak)
This design prepared from computer input by
JP
1.'.;'!BER SPECIFICAI'lut12 TRUSS SPAN 7'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 e
TC: 2m4 KDDF it1FBTR LOAD DURATION INCREASE = 1.15 1-2=(-315) 77 1-4=1-11) 190 4-2=(0) 171
..C: 4 KDDF 41nBTF SPACED 24.0" O.C. 2-3=(-315) 77 4-3=1-11) 190
WE, 1 DF SI'A1J C:
:_..4 KDDF SAND A LOADING
LL( 25.0).DLr 7.0) ON TCP CHORD = 32.0 PSF BEARING MAX VERT MAX HOP.Z BP.G REQUIRED BRG AREA
I A.:ER;,'., SUPPOP.T - 2"DC. UON. GL DN BOTTCM CHORD = 10.0 PSF LOCATIONS REA-TIONS REACTIONS SIZE SQ.IN. (SPECIES) s
TA.TEPAL 2=1PPOR" <_ 1' OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -4D/ 332V -50/ 50H 5.50" 0.53 KDDF ( E25)
71- 11.0" -40/ 333V D/ OH 5.50" 0.53 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg)
;CSD._2: De Sign.checked f r net(-5 psf) uPlift-at 2-4_"pc spacing.
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 TO PANEL LL DEFT = O.D18" @ 2'- 2.5" Allowed = 0.253"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = D.045" @ 5'- 7.0" Allowed = 0.380"
AND BOTTOM CHORD LIVE LOAL'S ACT NON-CONCURRENTLY.
MAX HOP.IZ. LL DEFL = 0.001" @ ' - 5.5"
3-11-Q8 3-.1- 9 MAX HORIZ. TL DEFL = 0.002" @ - 5.5"
12 12 Design conforms to main windforce-resisting
- system and components and cladding criteria.
8.00 118.00
IIM-4x4 Wind: 140mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 1-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
24 On Ioad duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
1.1„
A
O
O I
O ppDr'
4 _3
M-3x4 M-1.5x3 M-3x9
- 3-11-08 _- - 3-11-09 - _ �"� ,P 51398
cis1 R
7-11 S CS
8920OPE r
JOB NAME : J-1858 STONE BRIDGE - B3
Scale: 0.5614 _, _
WARNINGS
Truss B 3 .. -... _.- GENERAL NOTE6 nose thd /�
1 _-
,.B m ho decontractorMould be advised or all General Notes 1 Tm d qn-based only upon mew ra
teaho and foranimNwal -yG OREGON
: d Ws -n9 befo construction m nces build-lig component.Applicability ordeaipn parameters and
2.h4wm kg most proper A
pression web brat t be insts/ed where shown e.
incorporation f component s the apanilblity or de Nettling Oesi,ar. O
3.Additional temporary bracing to insure stability Bring coretructpn 2.IN,
ass-the top and bedlam chords to be laterally braced at /O e 14
Is me responsibility Wthe erector.Addi final permanent bracing or 2'a.c.and at 1O'os.respectively uAess braced througleul mel,length by r
7/E/Z 1�', the overal clructure is IM rag bit mint-ilia ahealhkg such as plywood Neammg(TC)andor drywal(BC).
wrvi ly of the balding designer. 3.7r Impact bridging or lateral bracing required where Mown
SEQ. K 12 9 2 0 4 3 4,No bad Mould be applied Is any component until after all bracing and 4.Installation or buss Is the responsibility of retroactive contractor.
Fasteners are complete and at no time Mould any bads greater than 5.Design assumes busses are to be used in a nonworrosNe emiranment
TRANS ID: LINK deagnload,beapplied toany component. and ares"udrysonanoWofter.
.
5.CompuTru,he,nocontrol over and assumesnoresponsibility for me S.Design at eafulbearingatallsuppri.M.-Shim or wad,If EXPIRES: 12!3112015
fabrication,handling,shipment and Installation of components. neces,aryaum
7.Design assumes adequate both
fdrainage letus,aprovided. July 6,2015
6.
The tlesign Fa Nmisled wD)ed to be ImiFatbna tet bM by B,Plates Mal be bcelaa on both faces of buss.and placed se IMIr center
TPLWTCA in BCSI,copies of,Mlch will as fumfehad upon request. Ines coincide wit joint timer lines.
MiTek USA,Inc./CompuTrus Software 7.6.7.SP2(1L)-E .Dogittdcal,sueO plate`inches.
10 pnvaluessee ESR-1311,ESR-19M(MiTek)
I
This design prepared from computer input by
JP
:.UMBER SPECIFICATIONS TRUSS SPAN 7'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.J0
'I":: 7�4 HUUF cel&ETR LOAD DURATION INCREASE = 1.15 1-2=( -15) 44 I-5=(-1D1 164 1-2=(-305) 57
Rc': 1 KDDF 41&BTP SPACED 24.0" O.C. 2-3=(-239) 90 5-4=(-10) 164 5-3=( 0) 157
4:E:E E: :.'��:�1 OF STAf:D;
3-4=(-281) 72
2x1 KUDF STANA. LOADING f.
>:F. KDCF 41_ B LL( 25.D),DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BPG REQUIRED BRG AREA
LA.T.ERAL ''UFPCPT <= - 5` 1110N.1110N. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
'.,ATE?.=.L SUP FGP.T <= 12"DC. UON. O'- 0.0" -38/ 314V -48/ 48H 5.50" 0.50 KDDF ( 6251
LL = 25 PSF Ground Snow (Pg) 7•- 5.5" -37/ 312V 0/ ON 5.50" 0.50 KDDF ( E251
=ETIN. : 2-lI0-0:, 0-00-00
For h,in g'er - LIMITED STCRAGE DCES NOT APPLY DUE TO THE SPATIAL "_- - --- - - -- - - - ---
sped. See appy ovzd plans �_: Des
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _. ign checked_for net(-5 ps f). uplift at 24 oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DE
FL = 0.012" @ 1'- 6.0" Allowed = 0.327"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DE FL = 0.014" @ 1'- 6.0" Allowed = 0.436"
3-06 3-11-08 MAX HORIZ. LL DEFL = 0.001" @ 7'- 0.0"
-_--- -- -- -' --- --� - - -_--- - ----- MAX HOP Z. TL DEFL = 0.001" @ 7'- 0.0"
1-08-09 1-09-07 3-11-08 Design conforms to main windforce-resisting
- - --- --�- ------ - - - - system and components and cladding criteria.
12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
8.00 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
I M-4x9 Truss designed for Wind loads
in the plane of the truss only.
3 4.0"
L�
1,1-3x4 1.1"
z
A
r.
B
5j � �,R1tiij �
o was�I
M-3x10 - M-1 _.. '�
5x3 M-3x4 4
' 51398
4
3-06 3-11-OP �Q � ' ISTTI
7-OS-08
89200PE 9r
JOB NAME : J-1858 STONE BRIDGE - B4
Scale: 0.5075 _.
WARNINGS: GENERAL NOTES less th led'. �p
I.Bu W,,and erecta t 1 ,ho Id b dviwd of all General Notes 1 Th design,-b d my uponIM W ten sM nd roan indWolual J OREGON
Truss: B4 and M bet stmot n Po nese b m A liceb f a ten and G/ �� 13 A,
rips ,q mpo pp ley sign par proper
2.2e4 compresawn web bracing must bo mstaled where onown mcorporalan of component le me nsonetbilly,of me building designer, �/ a�
3.AdddionaI temporary bracing to insure stability during ocnal-ion 2.Design asumes the top and Whom chords to be tateafy bracad at O • '4 I F ^ a
is me responsibility of IM erector.Addaional permanent bracing of 2's.c.and at 1Vol.nspe-ly unless braced thaughout Ilii,length by yh�
_ .TE: 7/6/2 iJ 2 S the overallslrwho is IM responsibility ofthe building designer. 3.2s Impact bcontinuous sid nhl,rhte al loacsuch as �otl lined,ere s anNor drywaWBCI.
pec I is loading ty of IN F,sNd,hown..
S EQ. : K 12 9 2 0 9 9 4.No b.d,Mmd be applied to am component arum oft, 11 bracing and 4.Installation o/truss is me responsibility of IN respeGivecontractor. i
fasteners are complete and at no time should any bads greater than 5.Design asaumes busses an b be used In a non-rosNe environment
TRANS ID: LINK design load,b,apph,dbany compo^em. and are for cry condtion"ofuse.
S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports IN-Shim or wedge if
Iab,batbn,handing,hipment,ndinat,bk,,Iwmpanent,, awry. EXPIRES: 12/31/2015
7.Oe�egn aasumes adequate dam.g.r P-s ed. July 6,2015
6.This design a furnished subpd to tM limitations set farm by 8.Plates shall be located on both faces of truss,and placed w their center
TPVWfCA in SCSI,copies of which irl be furnished upon request. Imes coincide cath joint center lines.
MiTek USA,Inc lCgmpUTrDS Software 7.6.75P2(1L)-E 9Digits. cotdese sue of platem ign 10For basic nnet.,plat. AMT.k)b qn vabes sea ESR-1311,ESR-
I988l
This design prepared from computer input by
JP
LUMBER SPEC b CAT!,,[S TRUSS SPAN 81- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
'"f'. 2x4 KDDF 411HTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 42 2-6=(-12) 232 C-3=(0) 190
N:: -:._I KDDF 01a PTF SPACED 24.0" O.C. 2-3=(-361) 83 C-4=(-12) 232
KDDF �FAND 3-4=(-361) 83
LOADING 4-5=1 0) 9�
:.A;R 1L SJPPOP'; <- 1'::3C. UON. LLI 25.0)+DL; 0) ON TOP CHORD = 32.0 PSF e
.. :.AT7R',_ _.,....r. .- 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TCTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
..-:.5x4 - at n -structural LL = 25 PSF Gr-d Snow (Pg) 0'- 0.0" -57/ 926V -62/ 62H 3.50" 0.68 KDDF ( 625)
egta 8'- 4.0" -57/ 426V 0/ OH 3.50" 0.60 KDDF ( 625)
coil membe ca fnon)r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "----- - ---- ---- --- - - -
CONU. Design ch .ked far netj-5 psf) uplift 29_at _' spacipg.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON_CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.06"'
MAX TL CREEP DEFL = -0.001 @ 0'- -9.0 At = 0.009"
9-0 9-02 MAX LL DEFL = -0.000" @ 9'- 0.0" Allowed = 0.06�"
MAX TL CREEP DEFL = -0.001" @ 9'- 0.0" Allowed = 0.089"
9_02 9_10 MAX TC PANEL LL DEFL = 0.019 @ 2•- 4.5" Allowed = 0.289"
MAX TO PANEL TL DEFL = 0.050" @ 5 - 11.5" Allowed = 0.434"
12 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 0.5"
8.00 1 M-4x9 MAX HORIZ. TL DEED = 0.002" @ 0•- 0.5"
3 4.0" Design conforms to main windforce-resisting
system and components and cladding criteria.
11-3x5 M-3x5
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration facto,
=l.6,
Tru;s designed for wind loads
in the plane of the truss only.
M-1.5x9 1 1 M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins
of the
same sr>_e and qra de as structural top
chord. Insure tight fit at each end of let-in.
outlookers must he cut with care and are
permissible at inlet board areas only.
M-3x5 M-3x,5
2 --
M-3x4 M-1'5x" M-3x9 r �.� �� �wA$kj�
4 ")
x
_. .--4-02 -_. 4-02 ?� ,P 51398 'Rye
Q�L� �Gis
o-oe B-04
89200PE
JOB NAME : J-1858 STONE BRIDGE - B1
_ Scale: 0.5483
WARNINGS _ - _ -- _ - GENERAL NOTES, unksainhanivae,noted.
Truss: sl 1.Snider andeaio should be acivread,fah General Not,, Tl a ign,baseEoNyupo thew ter,h4 Mi.for ..ndivdual yL OREGON �Cv
and Wam,N,before construction commence, binhan component.Appkrab liry f de'p par 1 d proper �} ♦�c
2.2a4 corrin ion web bmctrg mual be trattsled when,drown a. ncorpora,gn of component klha apo sib kll fth b lding designer, •a7 O`
3.Atldilional temporary bracing to n,.we stability during ocnan.da n 2.Castgn assume'the lop and bottom chords to be maraM braced at O • i 4
n the responstbil4y of the erector.Additional permanent lacing of 2'4.c.and et 10'1.1.respecliveN unless braced throughout their length by r
' T L:; 7/E/201'. the overall ebuctura is IM respoinlbiley of the building desgner. continuous ahealhirg each as plywood aheathinp(TC)an&,r drywall(SC). e.v
3.2a Impact bridging or late rat bracing reg d wham Mown•• n R V{Y
SEQ. : K 12 9 2 0 4 5 4.No bad s ould be app ietl to a ry compo ronl until a er al bracing and 4.Icereamion of on.i,the re,ponelbtlity of I-m6pedive contractor.
la.,enem are complete and at no gree should any load,greater than s.Deagh asaume,busses are W be used tha n-orreswe environment
TRANS I D: LINK ! da,ign load*be applied to any component and am kr dry condalon•of use.
S.CompuTru,has no control over and assume,no responsibility for the 6.Naignass
umes full bearing at all wppoits shown,Shim or wedgeife6iary. EXPIRES: 12J3112015
labrkalkn.nandk�g..hipmem tal
and in. atkwm
hio
n orponems. 7.Design.awm...d olu,l.m.inag.is pmvitled. July 6,2015
6.Ttleeign la furnishetl wbjIm
ed to the ilatibin
ons til by S.Flat.,shall be located on both facer:of truss,and placed w tin it center
TP W✓TCA In BCSI,copies of which mal be furnished upon mWest. line,.,noi&wish join,timer fes.
9.Dgit.intlicak.¢e of obtain inches.
MIT ek USA,Int./CompUTfu650Rware 7.6.75P2(1L}E 10.For basic connector plate da.ign vakam we ESRA 311,ESR-19M(MiTek)
This design prepared from computer input by
11
;.(1I1BER -PECIFICATIl7N` TRUSS SPAN 8'- 1.5" IBC 2012 MAX MEMBER FOP.CES 4WR/DD F/Cq=1.00
2%4 KDDF #I&ETR LOAD DURATION INCREASE = 1.15 1-2=(-342) 63 1-4=1-12) 211 4-2=(0) 181
BC: 4 KDDF #16 PTP SPACED 24.0" O.C. 2-3=(-334) BO 4-3=(-12) 211
4 STAN,
%1 !CLUE STAND A LOADING f-
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT M HORZ BP.G REQUIRED BP.G AREA '
:.p?;;RAI, SUPPC PT ',r, UON. DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
:.ATFUA:. =UpPORT <_ "Cr. UON. TOTAL LOAD= 42.0 PSF 0'- 0.0 -41/ 345V -52/ 52H 5.50" 0.56 KDDF ( 625)
8'- 1.5" -40/ 334V 0/ JH 3.50" 0.53 KDDF ( 6251
LL= 25 PSF Ground Snow (Pg)
LIMITEDSTCRAGE DOES NOT APPLY DUE TO THE SPATIAL CON-D.--_2__.Des ion checked_f r nett-psf), uplift at--24 c-spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX TC PANEL LL DEFL = 0.017 @ 5'- 10.8 Allowed = 0.269"
BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = O.D49" @ 5'- 9.0" Allowed = 0.434"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HOP.IZ. LL DEFL = 0.001 @ 10.0"
3_11_08 9_02 MAX HORIZ. TL DEFL = 0.002" @ ?'- 10.0"
Design conforms to main windforce-resisting
12 12 system and components and cladding criteria.
8.00 8.00
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
IIM-4X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di L),
load duration factor=l.6,
Z 4.0" Truss designed for wind loads
fiin the plane of the truss only.
A
7
M-3X4 M-1.5X.3 M-3x4 ,,,1y �F WAST 7),
-- 3-11-08 4-02 10, ,� 51398 w4
4fids
s o 09
41-7 8920OPE
JOB NAME : J-1858 STONE BRIDGE - B2
Scale: 0.5533 �- --
WARNINGS GENERAL NOTES bit th -led
Truss: B2 1.Buldar nd-oto t 1 ,MUM be ad ad.tall General Note. , Tri tl ign based only,'n IM pa lore sho rM for -idwl ,a OREGON
and Warring,Won,co,Q,W,,-mances, Wilding,bnant.Applicab ily of de gn and
2.11 compression web 1111,must be rulaled whit,shown. incorporatbn of wmpa here is the hit"r sdiddy of me building d<u9n.,
3.
AWN-.1 temporary bracing to insure st ibi4ly Curug cunalrucliun Z.Design assumes the top and bofam chorda to be laterally braced sl
is the reV-0,11,of In..ract.,.Addane
ional permant bracing of 7,.c.and at
10'o.c.reape,W.ly ade.braced lluo ughow their length by
onfinwus sheathing such as ptywootl ahealhing(TC)anNor drywal(BC).
E; 7/E/L�'.'1 the overall structure is the responsibility W the b,,W,ng designer. 3.2.Impact bridging or lateral bracing regWred where shown �-1 l.•
SEQ. : K 1 2 9 2 Q 4 6 4.No bad shouts be applied to any component unlit alley all bracmg ant 4.installs-of truss is the responsibility of the aripecoN,contractor. li
listener,are complete and at no time should any bads greater than 5.Design a .a busaee are to be used in a no-orrosiv,.wino nm.nl,
deli balls be a y cempone and are forudry condition"of use.
TRANS ID: LINK 5.CompuTrushas nopcontrol over and aw me.noni bilit for the 6.Designaasumesfutlbearnpatallwpponaahown.Shimarwedgei/ EXPIRES: 12/31/2015
aponsi y necessary.
tabri tl n,handbN,.Mpm,nt,ndlnstaUtlo,olcomponents. 7.Devgnassumesad,gwtedrainage kprovided. Jury 6,2015
6,Th.design s furnished subject to lin Imitalan,set fats by 6.Plates Mneslin
Mal be located on both faces of tress,and placed w k center
TPWvTCA in BCSL copies of which ml be furnahed ulbn request. site,coinchle vrilh pint career Wes.
Welk USA,Inc/CompuTrus Software 7.6.7SP2(1 L)-E tD.Do��wsic nnneao�lma aa.Mii.
p pit vaWe,we ESR-1311,ESR-1968(M9Tek)
This design prepared from computer input by
JP
:IRIBER SPECIFIC.;TIONS 13-06-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -
Tc;: 214 KDDF 411 BT11 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6654) 1482 1- E=(-1114) 5100 6- 2=( -514) 2398
R::: "::8 KDDF H.RPTP 2- 3=(-4702) 1094 6- 7=(-1102) 5042 2- 7=(-15421 398
:BS: ::.a KDDF TIND; LOACING 3- 4=(-47021 1(194 7- 6=(-1102) 51142 7- 3=(-1152) 4458
2�4 KDLF ST':L A LL = 5 FSF Ground Snow (Pg) 4- 5=(-EE 54) 1482 8- 5=(-1114) 5100 7- 4=(-1542) 398
TC UNIF LL( SJ.D)+DL( 19.0;= E4.O PLF 0'- O.0" TO 13'- 6.0 V 4- 8=( -512) 2398
..A':ERAL SUPFORT DON. BC ON LL( 4'5.0)+DL( 343.11)= 818.0- PLF 0'- 0.0" TO 13'- 6.0" V a
"OC
LP RAC SU PF,P. <_ "Or. UON. BEARING MAX VERT MAX HORZ PRO REQUIRED BRG ARE.;
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIESI
ee required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0" -1336/ 5954V -97/ 97H 5.50" 9.53 KDLF ( E251
3";1.131 DIA GUN 13'- 6.0" -1336/ 5953V 0/ DH 5.50" 9.53 KDDF ( 625)
.ails eta gq,eecl: BOTTOM CHORD 1;HECKED FOR 10PSF LIVE LOAD. TOP
r
in 'nes(•.1 throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
6" e� i, 2 rnw Ls1 throughout 2x8 bottom chords, CONU. _ Design checked f r net_(-5 psf) pplrft t 29 "oc spacing.
throughout 2x4 webs. VERTICALDEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.043" @ 6- 9.0 Allowed = O.E29"
6-09 6-09 MAX TL CREEP DEFL = -D.D88" @ E'- 9.0" Allowed = O.B39"
3-09 3-00 3-00 3-09 MAX HORIZ. LL DEFL = 0.012" @ 13'- 0.5"
MAX HORIZ. TL DEFL = 0.02 C" @ 13'- 0.5"
12 12 Design conformsto main windforce-resisting
8.00
8.00 - M-4x6 - system and components and cladding criteria.
3 4.0" Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 1-10,
(A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
-j load duration factor=1.6,
Truss designed for wind loads
-- in the plane of the truss only.
3.11
M-3x5 M-3x5
2, A
A
1-8x14
M-8x14
--_- --T
1 � RRtLL
VJASg �t1,
10 10 10 B o
M-3x10 M.-rr.10 M-3x10
51398 ,E
atI
3-07-04 3-01-12 3-01-12 -- 3-07-04
13-06 ----- - - --- - -
-s
19200PE 9f
JOB NAME : J-1858 STONE BRIDGE - C2
Sale: 0_.4257
WARNINGS GENERAL NOTES, unless M letl. dz
I.Bib nd erect l t sl,d.ld be ad"sed of all General Notes t Tub dlllgl,s based only upon the theannesens Wwn and n for ahmo,nosad ORE ON t�x
Truss: C 2 d Winnings bet --lion w l n nws. b wm
ng-phem,Appli eb lddesign f depa.metem and prop N t
�L/ N
2.2,4 wwmas dh web b,ac.g must b,Installed whore an-. inwrporalt f mwnen is the w naibilky of the building designs,.
3.Addl ionel temporary b,ackp to intoe stability dwtg construction 2.Design assumes Ire top and boom words m be l,terary bracea.t Q '(}
ie the.spon noddy of the..do,.Additional permanent bracing of 2'o.c.and al 10'o.c.map ommly unless braced ft-gnow thai,length by r
me ove,aY structure is Iha rasponslbilly of IM boldin designs,. ontin a ua shaalninp such as plynwoNaalng(TC)anNor tl IBD. R R 1 LL
..,;iE: 7/6/2015 9 psf. a ,w'JN ) a
3,2,Imp tbrbg ng let,ral bracingrequired"wMre Mown..
SEQ.: K 12 9 2 Q 9 7 0.No bed should be applied to my component until ager OR bracing and 4.Installation of truss is the responsibility of the m.p and cgnbact.r.
fasteners are complete and at w time should any tad,greeter than 5.Design assumes trusses are to be used Ins non-nmh a environment,
loads applied to any ..are tr'd ondihon'of use.
TRANS ID: LINK tlesgnThushsnoconmi-andassnt. nc
5.DomPpT,ashes.ewnlnalp...nd.esameanene,panaibiltyt,the 6.Deugnaas es NYDeartpatallsuPPodasnown.Shlmo,wedpeY EXPIRES: 12131/2015
fabrication,handl N t andinstallabon sitcom DmugnI-saa a.um
es a Amen panenta. 7.Plates aaeumes,dequsted.inegekphaut.a. July 6,2015
6.
This
tleupn¢Nrnished wbpd to the lmiblions set tnh by e.Plates Nal be bcalad on bath hese of Iruu.and placed sa thek ca Mer
TPLWFCA m SCSI,wpus of wh'I wit be furnuhed upon,equest. Ines wincide wdh joist u.er lines.
MiTek USA,Inc/Com Trus Software 7.6.7SP2(1L E 9.Digits indrate size otplal.in inches.
Pu I- 10.For bases connector plate desgn values see ESR•1311,ESR-1998(MiTel)
This design prepared from computer input by
JR
—
LUMBER :'FEDI FIf'A'II UN r: TRUSS SPAN 13'- 6.0" ',COND. 2: Design checked for net(-5 psf) uplift at 29_- spacing.
Tl:: 2�1 KDDF k16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main winl,
,ce-resisting
KDDF 416BTR SPACED 24.0" O.C, system and components and cladding criteria.EBS: ^.tea KDDF STAND
LOADING
'.T F:a.A:. :"1P PGP7 <_ ="JC. (ION. LL( 25.0),DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.6f t, TC DL=4.2,BCDL=6.0, ASCE 7-1D,
'"F:;-: .;a„aT _ ,-.••„- _ (All Heights), Enclosed, Cat.2, EXP.B, MWFRS(Dir),
<- _� U.:N. GL �N BOTTOM CHORD - 10.0 PSF
TOTAL LOAD = 42.0 PSF load duration factor=1.6,
.-. equa: Truss designed for wind loads
... -,ructural
t.c LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
ooker truss. Upper top chords require same material
LI ITED STORAGE DOES NO� APPLY DUE TO THE SPATS L N'te: O'LlsttoCwith M-3x5
as structural p chord. onnect
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon).
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �Note:Truss design requires continuous
6-09
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 bearing ,all for entire span UON.
M-4x6
2 4.On
�,A
,v
I
a-3:<6t
M-3x6+
W�RR�L 6
WA Sj� `i'hc�
.5x3 �� IJkJ Ox
51398�� �`�
6-09 _. 6-09 .��,� �+I3'TSR
J-U9 13-06 0-09 G
-8920OPE 9`
JOB NAME : J-1858 STONE BRIDGE - C1
Scale: 0.4690
WARNINGS I.TNsdLNOTES,,, nkss th -led
1 0 OREGON
. b rad V t 1 should be dviud of a8 General Notes 1 Tlv d p bbtl My cepa M p ramalan aho rq for 'M dual � 444^^^
Truss: Cl and Wa mg boli nstlion w a. building mpo t Applicabury 1 asps para b and proper
2.]4 cem b bnci t f cem apo Yiy o ngdesigner.
gne. `
pression wa ng must be bbtl where shown• corpora an a poroM k le,ra mib f Me building deu L rY O
7.Additional temporary bracing to mss stability Wrap construction 2,Design auumea e,e lap and bottom cMrtls to be literally braced at /O • 14
,It responubiley of Me erecbr.Addil nal permanent brauip of 2 o c and el 17 o c rcspactnely unbu brand throughout Me'r knpM by
DAT E: 7/6/20!_` the overal shucturc a the responsibility f the buibing designer 3 'ir mpsheathing such as plyvrood Meathi h ret andlor drywall(BC). //��
pact 14 ng or brant bracing ty of
d where slw contractor.
o t• �• R L�
SEQ. K I Z 9 Z O 4 8 4.Na bad slwuk lis applied to any component until alter as bracing and 4.Insb as un buu is the responsibility of le,respective centra ron
'i balenere are wmpbfa siM at rp lime shouk any beds greater than 5.Dasipn auumea truuea are to be used in a nontiorrosrve environment, '
atl cond,tion'of use.
TRANS ID: LINK deagnbadsbeapveetlmany component. 6.Deaignnd are for"esfNbearingatINsupportsshown.Shimorwedgeif EXPIRES: 12/31/2015
' S.CompuTrus has no control ol over and auno responsibility for the naass ry,u ,
labrkatbn.handling.shipment and—aWlbn of compo nems. 7.Design auumea.dequate drainage k pnvklad. ��. July 6,2015
6.
This design k furnished subbe b
ject to the limitations set dh by 8.Plates Mall bcaled on lice,faces of true,and placed u their center
TPOWrCA in SCSI,copies of which mill be furnkMd upon request. lines con cute with joint ceMe,lines.
9.Digits indicate s¢e of piste in inches.
MiTek USA,Inc/CompuTrus Soft—e 7.6.7SP2(11_}Z to.Forbasicconnecbrpbtedaa
ig^values see E6R-13/1,ESR-1908(MiTeY)
This design prepared from o_,mputer input by
JP
L(IFIBER SPEC I Fl(;A'f 1,,I IS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 '
'I'C: 2:<4 KDDF 41&BT11 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-650) 3303 2- 3=(-3223) 6D1 7- 8=(-31011 555
BC: _::4 KDDF 411BTR SPACED 24.0" O.C. 2- 3=( -561) 214 9-10=(-542) 2970 - 9=( -153) 187
4'LBS. _::4 KDDF 5':AN'D 3- 4=(-3413) E71 10-11=(-529) 2940 9- 4=( 0) 452
LOADING 4- 5=(-2477) 5E7 11- 8=f-E39) 3194 4-1D=( -857) 267
TT LATERAL SUPPORT <- 1="CC. CON. LL( 25.0)+DL( -.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2477) 575 10- 5=( -184) 1174
H' LATERAL ST.e_...., - 1;"Or, .:ON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3351) E73 10- E=( -821) 261 a
TOTAL LOAD = 42.0 PSF 7- 8=( -442) 222 6-11=( 01 419
11- 7=( -901 174
, ,s. .,
LL = 25 PSF Ground Snot) (Pg)
" .o. ha r,y e: s . - -e approved plans
BEARING MAX VERT MAX HORS BRG REQUIRES BRG AREA
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" -253/ 1786V -97/ 104H 5.50" 2.86 KDDF E25)
391- 9.0" -212/ IC69V 0/ ON 5.5D" 2.67 KDDF ( E25)
BOTTOM CHORD CHECKED FOR 1CPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _ --- -"--_-24" --
',COND,,,2:__Design checked__for pet(-5 psf) upl i.ft at 24_"oc spa ri ng.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ - - 0.0" Allowed = J.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.254" @ 20- 0.0" Allowed = 1.942"
MAX TL CREEP DEFL = -0.515" @ 2D'- 0.0" Allowed = 2.589"
MAX HORIZ. LL DEFL = 0.092" @ 39- 3.5"
MAX HORIZ. TL DEFL = 0.153" @ 39'- 3.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=E.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.
20-00 19-09
12 M-4x6
12
4.00 4.00
4.0"
M-5x8(S) M-5X8(S)
0.25„ Ii 3.0" 0.25„
waste
M-3x8 3x8
11-1.5x3
51398
�GISTF,
0.25"
.. M-3x9 M-3x9
M-5x8(5)39-09
S�1
8920OPE ter'
JOB NAME : J-1858 STONE BRIDGE - D3
Scale: 0.2160
WARNINGS GENERAL NOTES tee tin ted
I.Bb ntl Gla cont-I.,MouldMoube advised of II Ge tel Notes , Thi tl pn' based Ny po m p Cera"I and s for indivkfual OREGON
Truss: D3 dM -rp tela nslud commences b tdtp ompo t Applicabday fdesiq pan I and prop
3.iv4 compression web Installedown bracing must be Ind where sh .. -toorporatk ,oZponeM s .pon
theresilbby of Ma bolding designer. %Q
3.Add4ionaI temporary bracing to maure stability doing construct- 2.Design assumes IM top and Whom chorea to be lat.raM braced al O • '(}t (. ���
is the re eponsibiky or In.enactor.Addsbnal Parma-I brackp of 2.c.and.110'os.respact-1,undo.brand throughout their Ie nifty,by s
the overall slraature is the mapouibilry,or the Dnec ulbing tlesi9oontinuous sheathing such as plywood sMathirp(TC)a d1,r drywall(SO). �j
3.2.Impact brdging or lateral bracing required where Mown v v i
SEQ. : K 12 9 2 0 4 9 4.No sad should be applied to any comporcnt unlit after al bracing and 4.Instalaw,of time Is the responsibility of the rsspedive contractor.
fasteners are complete and at to Ilma Mould any loads greater than S.Dr-im assumes trusses are to be used in a nonooroalve environment,
TRANS I D: LINK deagn load,be applied to any component. and are ford y condkkn'of me.
S.CompuTrus has no control war and aeumar.no reaponsbdRy for the 6.Design assumes fol bearing at all sucports sown.Shim or wedge If
B50ry EXPIRES: 12131/2015
labrkatbn,handlnp,shipment and Installation olcomponens' 7.Design sauce..adequate driimg.s pmvidad. July 6,2015
6.This d.agn is fish
urned wb).d to the wmiiatkns set forth by S.Plate.Mal be located on both fa...f I-and Placed so their Penta,
TPiNWCA in 8C5l,cock,or which well be furnshed upon request. Gena coincide with joint center faros.
9.Digits kdicate...of plata In inches.
MITek USA,Int./CompuTrus Solt-7.6.7SP2(1L)-E 10.For basic connector plate design values see ES114311.ESR-1956(WTek)
This design prepared from computer input by
JP
`.TUBER PE'_IFICATIuNS TRUSS SPAN 40- 0.0" IBC 2012 MAX MEMBER FORCES 4WP./DDF/Cq=1.00
TC: 2:<I KDDF b1FBTR LOAD DURATION INCREASE = 1.15 1- 2=( 01 36 2-10=(-1290) 3328 2- 3=(-3241) 1163
',:1 KDDF 41FBTP SPACED 24.0" G.C. 2- '
._( -563) 394 10-11=(-1118) 2998 3-10=( -151) 294
KDDF STANC 3- 4=(-3442) 1374 11-12=(-1138) 299E til- 4=( -151 451
LOADING 4- 5=(-2508) 1133 12- 1= 29 3328 4-11=( -851) 484 "
-. 5'�PPORT - =",C. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=(-2508) 1133 11- 5=( -415) 1193
3C LATEPN :. SUPPCPT <_ �_. LON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3442) 1374 11- E_( -856) 493
TOTAL LOAD = 42.0 PSF 7- B=( -563) 344 6-12=! -15) 451
n.... .2.0" 8- 9=f 01 36 12- 7=( -1511 244
LL = 25 PSF Ground Snow (Pg) t- 8=(-3241) 1163
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG AREA
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -253/ 1794V -lD4/ 104H 5.50" 2.87 KDDF ( 625)
BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP 40'- 0.0" -253/ 1794V 0/ UH 5.50" 2.87 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
COND._.2: Desionhacked for -etLS psf) uplift at 24_ c spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
MAX LL DEFL = O.D03" @ -1'- J.0" Allowed = O.lOJ"
MAX TL CREEP DEFL = -0.003" @ -1'- J.0" Allowed = 0.133"
MAX LL DEFL = 0.281" @ 20'- J.0" Allowed = 1.954"
MAX TL CREEP DEFL -0.533" @ 20'- 0.0" Allowed = 2.606"
MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.D03" @ 41'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5"
MAX HOR.IZ. TL DEFL = 0.157" @ 39'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 14D mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
IA11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
20-00 20-00
12 M-4x6 2
M-Sr.B(S) ,��� M-5x8(5) 1�
9.
T '�1 O WASjytj+l ��t
0.25' 3.0" 0.25" '0 j C;O
M-3x6 M-3x8
M-1.5x3 �A 51398 10
cisr�
0
„-SxF M-3x9 0.°5 M-3x4 M 5X.6 �s
M4 Sx 8( /OBJ_
40-00 1-06
8920 PE pr
JOB NAME : J-1858 STONE BRIDGE - D2
Scale: 0.1595 ...
WARNINGS GENERAL NOTES le th noted o
Truss D2 t.a ke,and!Breda -bto should be diced oral1 General Notes I Th' tl g b d Ny Up,to pall;..sho rd' to 'nd Idual "9 OREGON ��
and M-nitc baro na udan c b'kl'ng mpo t APPicsbJAy, f da of component par t lis and pop G ♦N /`
].2v4 ampteasion web bracing mutt be inslafed where Nown.. nco,porstbn ponent s the esponsib
rgiy of the building de gm, /
3.Adddional temporary bracing to Kure staNIi y dufvp construction z.Design assumes the Imp ,el bottom dnrtls to be lataraN bead at Y j 4,
n the reaponabddy of Moved-Adtlnronel pe rmaneN Oracitp o/ 2'o.c.and al 10 o.c.ra spediveN unk.bread deoughout then ktpm by aP
wntinuouc M.INN sta ti as plywood sheatldrp(TC)and'or drywag(BC).
the Quasi 1timil,e ie the responeibiity of the building desigm, 3.2.Impact bridging or Let anl tse-g required where shown--
.SEQSEQ. :
. : K 12 9 2 0 5 0 0.No road anouro be applied to any amwant unit aft,,all bocing.ndl 4.Installation eltiuss is the responsibibly of IM respective contractor.
IeYenars are ampbte and at no lime al-W any toads greater than 5.Design assumes nusas are to be used In a no-orms-environment,
TRANS I D: LINK design road,be applied to any component. and are for'dry cond4ioh'of Pa..
fi.Design assumes fulbeaNngatall uppom ho-Shim orwedgeg EXPIRES: 12J31/2D15
S.CompuTrua has no control over and assumes no responsibilXy for the n fin, a
labrkatgn.nandgng.ahipmentandln,t,4,1ionolcompooenlc. ].Daugn.....aadequats dr.s.ga I.p-Id d. .� July 6,2015
6.Thu design Ie furnahed.ub(ed to the imitalfons set rodh by 6.Plates shat be located on both face,of truss,and plead so their,N,,
TPL+WrCA in SC51,copies or whirls witl be furnished upon request Ines oo-do wish pint anter lines.
MiTek USA,Inc./CompuTrtu So/lwere 7.6.7SP2(1L}E 9.Diode ind- see F,,base, aMs
10 ,,base,adorplat19M(UlTek)
p des imnluas ase ESR-1
This design prepared from computer input by
JP
!,UMBER PEC IFI:ATI AIS TRUSS SPAN 40- 0.0" LOND. 2: Design checked for net(-5 psf) uplift at_24_'oc spacing.
KDDF ftlh H7'r LOAD DURATION INCREASE = 1.15
P.tD
4 KDDF qln P.'TP SPACED 24.0" O.C. esign conforms to main wi ndf Dice-resisting
': _:.
.system and components and cladding criteria.
EP z:. S PI—I LION. LOADING
.,
.,,..-, -_..__. 2P-1CP.: "DC. UCN. LLN 'T
( 25.0;+DL( -.D) OOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-1(,,
DL ::N BOTTOM CHORD = 10.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), '
�lar,c=_d .. ..�.e Dee.. TOTAL LOAD = 42.0 PSF load duration factor=l.6,
3 n ,
,_..siuered for rh:n„:�ea.gn. Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAi;E DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper topct chord=_
wtMrequire same material
structural top chord. Conneih -3x6+
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, min typical 36"oc (uon).
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wail LION.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
complete specifications.
20-00 20-00
13-04-05 6-07-11 6-07-11 13-04-05
12 12
2M-4x8+ - :4.00
M-3x5(S)
M-3x5(S)
�j".
RRILL
l r,
I
�pFJA,
i
� p
i I �
- r - �y
-- �; 313
M-3x'5(s)
zo-oo zo-oo
40-00 tL 1-06
8920OPE r
JOB NAME : J-1858 STONE BRIDGE - D1
Scale: 0.2069 — -
WARNINGS GENERAL NOTES, ku Id Itl Q
Truss DI I 6 b ntl 1 to shceld be d al Vail General Notes t.Th tl gn b tl Ny po thep rsehown ant,for divitlual p OREGON its,
ow ng bet tR ctn b ldng mpo t Applcab ley Ida g parameters and prop N
2.2.4cempresaon web braurg must be metaled where shown.. ncorpmal ah of component r the teeponabllsy of the buldtng designer. O�
].Adtlsional ampeeary bracing to insure stability dvirg conslructbn 2.Ceagn assumes the lop and Wince chords to be laterally braced at O i 4 r
A the reeponstbilily of the erector....sta al permanent bracing n 2'o.c.and al ID'o.c.respectively unkss brewd throng..mem krgth by
conlinuous sheathing such as plywood eheatNN(TC)anNor drywall(RC). �/.`[7 R 1�\
the averal snucluro is the responaibilty of the building designer. 3.2.Impact bndgmg or lata ral bracing required wham shown.. ` Y
SEQ. : K I2 9 2 0 5 I 4.No bad should ba applied to any component unll after all bracing and 4.Instal lien of truss I.the respo nubility of the respective contractor.
intimate gra cohi and at no time should any batls greater the, 5.Design assumes buses are to be used In a inn—hosrve environment,
TRANS ID: LINK 9 applied m any component. and are lar-d onddbn'ef nee.
design be ec
5.CompuTrus has no control over and assumes no responsibility,for the 6.Desi roanelulbearingat.0supports.Iwwn.Shimorwedgeil EXPIRES: 12!31/2015
fabrication,handling,shipmentandlnstalatbn otcomponents. ecessery.
T.Design aaaumasadequate drainagereprorided. July 6,2015
6.Thu design is furnished subject to the limitations set forth by 6.plates slid th
be located on both faces of truss,and placed so eir center
TPWgrCA in SCSI,copra of which ml be furnished upon request. Ines coincide wdh joint center linea.
MiTek USA,Inc./Com uTrus Software 7.6.7SP2(1LHE .Digits indicate eine of pieta in inches.
P 9 For basic cele... 1plate phrdesgnvalues we ESR-131 t,ESR-1966IMiTek)
This design prepared from computer input by
JP
i.UIIHER SPEC IFIC.ATTONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: [C.4 KDDF W_6BTR LOAD DURATION INCREASE = 1.15 1-2=( 01 27 2-5=(-32) 35 2-3=(-252) 133
F.C: 2.1 KDDF dl&PTR SPACED 24.0" O.C. 2-3=(-109) 221 4-5=(-148) 111.8
parr:_;: _��I KDCF STAND 3-4=( -50) 39
LOADING
".'EN,. SL'FPCRT �_ __":)C. JON. LL( 25.0)+DL( 7,0' ON TOP CHORD = 32.0 PSF
..." ..n._...... S FP::PT .= 12"'._. :-N. C�L ON BOTTOM CHORD = 10.0 PSF BEARING MAX ':'ERTMAX HORZ ERG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
..,."...:. _-Ci -JO-CO 01- 0.0" -73/ 364, -14/ 56H 5.50" 0.58 KDDF ( 6251
LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -23/ 195V 0/ OH 5.50" 0.31 KDDF ( (125)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �iOND. 2:_-Desi n checked-for-net -5 Sf) uplift at 24_"cc_spacing.
.'.,x Fanger spa - 5_e apps owed plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -� �� -p.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
60TTOM CHORD CHEC KEG FOR lOPSF LIVE LOAD. TCP MAX LL DEFL = U.002" @ -1'- 0.U" Allowed = O.lOU"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed 0.133"
MAX LL DEFL = 0.045" @ 1'- 10.6" Allowed = 0.204"
1-11-08 3-00-08 MAX TL CREEP DEFL = -0.058" @ 1'- 10.6" Allowed = 0.272"
MAX HOP.IZ. LL DEFL = 0.000" @ 4'- 10.3"
12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3"
3.00 Designconforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15f t, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.O, MWFR6(Dir),
load duration fac
t
or-1.6,
End verticals) are exposed to wind,
M-1 5x3 Truss designed for wind loads
in the plane of the truss only.
4
M-3x4
3
i
o
M-3x6 M-1.5x3 �tiWASjtl
ti o
� x
51398k4
8920OPE yr
JOB NAME : J-1858 STONE BRIDGE - E2 %
Scale: 0.6460 .
I BulclO6 O.TE AL dr,NOTEB nkat the
led OREGON w
I
Builder and area on coniraclor ahoukl be ativ setl or all General Notes 1 Tn a deagn b d ^hY upo Ih p t rs ono M I „Wrvtlual f..
Truss: E 2 and Wamirps baro,,construction commences. buikkq wm,haht.Appkcabddy of derugh parm.t.s and prop G A V I`
2.N,i compression web bracing must th,rclaled-T Now..
3 . ncorporatan orcomporent s the reeponwbiBy orine buiMing de goer.
Additional /O "Q Y i 4 2�` P}
.Adnal torary empbracing to insure shQuity during construction 2.Deeign ase....the top and bottom chords to be literally braced at 1 s
is the rownw uley ohne,,,clot Addd,nal permanent bracing or 2o.c.and at ig o.c+respecfrval,sI braced throughout their length by 0.
..ti.... 7/6/L i_ the-all st c,e Is the reapomibikry of the builoing designer. continuous sheathing Such a plywood aheathl.g(TC)an&.,drywall(BC). f R R 10-
( -
ng sv
J.2a Impact b,dg,N or lateral b-iquired-.,.shown.. l..
SEQ.: K 12 9 2 0 5 2 4.No bad",to be applied to any component until aIle,al bracing and a.Irish".of truss is the responsibility of the r.upeNve contractor.
taste....are compkle and!at no lime Mould any bads greater the, 5.Dow,a es trusses are to be dead In a hon<onoawa environment.
TRANS ID: LINK dough load,be applied to anycomponent and or,ro ze,ndlk�ora..
• 5.Comp,Truahe,no,cuntrolw and asumesnonsponubidyfor the 6.Designassumii.WObearing atall adppodaaMwn.Shin,orwedge if EXPIRES: 12/31/2015
tab-hon,tundkn shipment andinstalabon or com ecathass
g.e pmen pohby 2.Plot,, eau adequate an July 6,2015
' 6.Th dewgn is mmianed wbka k tn.Immilona set ronn by e.prole,aha,x located on both rocas or vuea,and placed eo their c,nt.r
TZzA in SCSI,copes or which coil be haniahed upon request. lines co-de weh pint center loos.
9.Digits Intl-).sae or plot.in Inches,
MiTek USA,Int./CompuTfus Software 7.6.75 P2(1 L}E 10.For basic conn oki,plate deign values sea ESR-1311,ESR-1988(WTek)
This design prepared from computer input by
JP
ELRIBER SPEC I FI CA F T,.-,fls TRUSS SPAN 5'- 0.0" COND. 2: Design checked for net(-5 psf( uplift at 24 "oc spacing.
2x4 KDDF 011HTI,; LOAD DURATION INCREASE = 1.15
+.4 EDD`' ^NAND T" SPACED 29.0" O.C. Des-9n conforms to main windfor—resisting
I—: ":a NDCF 0_1HTR .system and components and cladding criteria.
" LOADING
LATFP.LT SUPPCP- 1.-"3C. UON. LL! 25.0(+DLA 7,0) ON TOP CHORD = 32.0 PSF Wind: 14D mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
:�. i.AT'r.RAL SUPPCPT 12"l7. UON. 11 ON BOTTOM CHORD = 10.0 PSF (Al. Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirI,
TOTAL LOAD = 42.0 PSF load duration .`actor=l.6,
Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
Gable end truss continuous bearing wall UON.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for
60ITCH
CHORD CHECKED FOR 10PSF LIVE LOAD. TOP com p __Tete specifications.
-- -
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Truss designed for 4x2 cutlookers. 2x4 let-ins
of the same size and grade as structural top
12 chord. Insure tight fit at each end of let-in.
3.00 Out lookers must be cut with care and are
permissible at be
board areas only.
M-1.5x3 2
M-3x5
M-3x6+
WAshr ?
-oc s-oo 51398
ops Fcis R �
8920OPE
JOB NAME : J-1858 STONE BRIDGE - E1
Scale: 0.7901 -
WARNINGS GENERAL NOTES leu noted'.
1.B 6 and Ginn—ba—eho kl b d dof II Ge al Nolee t Th e g Weed my po thep t rs shown and le for hd'ldual OREGON
1.
Truss: E I d Wa rN before<ansbuuun< nus leu Id Ig oomobnonl.ApphraIbhly of d-gh parameters and proper
2,h4compression web brae ng must be-,utalee are shown.. ncorp,ralro f mpenantis the W ns ,Ifth o(the bwld ng de,gne
3.Adddional temporary bracing to Insure slab,h),during c.n.huclion 2.._Igassumes the top and bottom chords to Dc IalaraN b,aud.1 Q / 7 4.
Is the responsibility al the arecbr.Adddgnal permanent to Nor 7 o.c.and at 10'o.c.respectively unless brand lnroughow their length by �1
T E I 6/2''.r the overaN atruclwe Is the rosponsibikry of the bolding tlecigner. <ononusua ahaalhirg such as DM'mod sheathm,hTC)an&or
].b ImDacl bridging ar bbral brsutq required where Mown..
SEQ. : K1292053 4.Nobadsnowsxappradbanywmpon.munbl.tt.r.lbmdngand 4.mstauatanofIn,eelsther....n.,bu,ofthe resp-W.wmraaor.
fastenea are wmpletr:and at no time an-W any loads greater than S.Design assumes bows.are to be used In a noncorrosive environment,
and are,, ondniomm�ae.
TRANS ID: LINK dwgnload,beappnedbany DomDonem, rv<
5.CompuTrus has no controlov.rand—reesnoresponsibadymrthe 6.Design a_ane.ful bearing at.11mppodsshown.Shim o, edge If EXPIRES: 12/31/2015
Iabricatbn.handynshipmentend-tambon ofccm Do,gn ry. L
g pth by. 7.Katisaasumeudequatedthtage iofthm ed. July 6,2015
s.mie design le wrmanea wbpa to the lmirafions set forth by a.Plats coal be Iootea on born faces onruw,and plena w tneir center
TPINVrCA in BCSI,copies W which cola W fwnbheC upon request. lines coincide an pinl center taros.
9.Oigita indicate.ae.I plate in inches.
MITek USA,InG/CompuTrus Software 7.B.7SP2(1L�-Z 10.For basic connector pw.design values see ESR4311.ESR.1989(WTek)
This design prepared from computer input by
JP
LUIIHER SPECIFICATION.`; TRUSS .SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: i:<I KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-6=(-290) 416 2-3=(-631) 249
BC: >:4 KDDF H16BTR. SPACED 24.0" O.C. - =(-103) 207 4-6={-947) 265
'WE-S: _-.: KDDF STAND 3-4=(-445) 208 6-5=(-139) 96
LOADING 4-5=( -67) E5
:.A.`cP.AL SUFFCPT <= 1�"J�. UON. LL( 25.0)+DL! 7.0) ON TOP CHORD = 32.0 PSF
3_ :,A.TERA:. SUPP:P"' �_ 12 UON. DL ON BOTTOM CH'RU
= 10.0 PSF '
TOTAL LOAD = 42.0 PSF BEARING MAX -:'ERT MAX HORZ BRG REQUIRED ERG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIESI
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -B 9/ 513V -32/ 91H 5.50" 0.82 KDDF ( E251
9'- 0.0" -51/ 370V 0/ DH 5.50" 0.59 KDDF ( E25)
LIMITED STORAGE DOES NOT APPLYDUE TO THE SPATIAL
S- appx -i plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [CONE). 2: Design checked for net.(-5-psf) uplift at 24 "oe s_ pati pg.
BOTTOM CHORD CHECKED FCR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- O.0'• Allowed = 0.133"
1-11-08 2-06-08 9-06 M.4X TL CREEP DEFL = 0.080" @ 9'- S.E" Allowed = 0.539"
MAX BC PANEL LL DEFL = -0.172 @ 4'- 7.0" Allowed = 0.364"
12 MAX HORIZ. LL DEFL = -0.003"
3.00 MAX HORIZ. TL DEFL = 0.009" @ 8'-
Design conforms to main wi ndf once-
resisting
system and components and cladding criteria.
M-1.5x3
wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(A11 Heights), Enclosed, Ca t.2, Exp.B, MWFRS(Dir),
- load duration factor=1.6,
_ End vertical(s) are exposed to wind,
Truss designed for wind loads
h1-1.5x3 ----__ "---�-""" - I
in the plane of the truss only.
r+
M-3x9
I
3 N
2_ •• 6
M-3x6 M-3x4 a,19 �-EWASsj� `7l,
C-11� �x
s-Os-os 0-03-08 �� ,� 51398
Q�fi �CISTFR
1-00 9-00
89200PE
JOB NAME : J-1858 STONE BRIDGE - F3
Scale: 0.5621
WA RNINGB GENERAL NOTES uM m Wad
I.B.Ide,an .- 1-I.,sh o be d of of.11 General Nates I.Th, tl gn b d * po they pa-mm shown aM is N,an-W,ml OREGON
Truss: F3 antl M-N,bel rrs1.don--s. b Idrp mpa 1 Appy abdly 1 oerog --m-nd proper G 2-
2
2.zea campm on b N.aW must be' Wled-.m shown. p folia 1 po M a,the ep eA,fty of the bulling tleWg.r, ��t
0.Atldaianal temporary bracing 10 i.-Wab44,dump conahudwn 2.Design assumes me top and trodom chord.to be Wmmly braced al I a
is the msponrobdi of the erector.Add9onW Germane nl bracing of 2 o.c.and at 1V"
res.ctively Iagese bmoed IMouglwN their kngth by
continuo..sheath"'ouch as Grywod 0.NN(TC)anNor dryw![(BC),
[:-.T E: ?/6/Gi 1 tnc avmal str.t.,.1.the r..p..6*ty of the biking deagner. 3,2v pad brogmg or Wtami bracing required-am h-..
SEQ. : K 12 9 2 0 5 4 a.No betl elauW be applied to any component until Aker aq bracing aiM a.InsWlaton of truss fame responWWty of ft respective-tractor.
lasle.rs ere cnmpkte ane at Iw time-1d eny Wada greater man S.Design-.m..buaaes am to be used m a non..rraaNe environment,
TRANS ID: LINK de Wgn load,be appbod m any comp,mm, and a,.mr"dry.nd9on'til.
5.LampuTmshasn.contralavmandaaa.m..nousponWbdity for the fi.n.. ss.m.a Ara bearing at all wpporla.hewn.SMm ase-dg.,f EXPIRES: 12J31/2015
fabroaton,handing,.Np-t,nd-Waton of components. scary.
Y.Dee..MAbeesadequon othiia ..IImear r, July 6,2015
6.This design k IurnnMtl wbjed to the kmitatbns sal krth by B.PWIes shat be bcaletl on bath taus of!ruse,and .d w their center
TP IMRCA In SC 51,cop,,of wnkn wit be fwmshad upon request. ��es.inude wah j-.Mer In...
l
MITek USA.Inc/CompuTrus SoT+are 7.6.7SP2(1LRE 10.I.rrb...co,ecto,plate do MMe
p gn values ua ESR-1711,ESR-1989(Wk)
This design prepared from computer input by
OR
1,11118ER SPEC!F!C.4Td Ot is TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
"1 2:.4 KDDF 4168Tk LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-41) 54 2-3=(-265) 141
_:+.9 KDDF p;aHTk SPACED 24.0" O.C. 2-3=(-109) 219 4-5=(-212) 198
I KDDF ST=.ND 3-4=( -69) 63
LOADING
LATERAL SUPPO R': != 1--"C0. UON. LL( 25.0)+DL( 7.0? ON TOP CHORD = 32-0 PSF
12"JC. UCN. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
,F
' '"I N!-: OG ;-00-00 0'- 0.0 -81/ 139V -26/ 74H 5.50 0.70 KDDF ( 6251
LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -37/ 280V 0/ JH 5.50" 0.45 KDDF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -- ------- -
',GOND._ checked for pet(-5 psf) uplift a t_2.4 "oc. space P9.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . Design ch --- -
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- (1.0 Allowed = U.10U"
AND BOTTOM CHORD LIVE LCA DS ACT NON CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133"
MAX LL DEFL = 0.137" @ 1'- 10.6" Allowed = 0.309"
1-11-OB 5-00-08 MAX TL CREEP DEFL = -0.191" @ . - 1J.c" Allowed = 0.406"
2 A:(
MHCRIZ. LL DEFL = 0.000" @ 6'- 10.3"
3.00 j - MATS HORIZ. TL DEFL = 0.000" @ 6'- 10.3"
Designconforms to main windforoe-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15f t, TCDL=9.2,EC JL=6.0, ASCE 7-10,
'Al' Heights), Enclosed, Ca1.2, 2x 11, MWEISfDl r),
H-1.5x3 load duration factor=l.6,
4 End vert ica1(s) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
J�
i
M-3x4
3,
it
r 5RRIj
M-3x6 M-1.5x3 ,V' O�WASj#I
51398 �4
8920
JOB NAME : J-1858 STONE BRIDGE - F2
Scale: 0.6281
WARNINGS. GENERAL NOTES fads m led '
1.Bdlenanderedb 1 n an Idb d dor all GeneralNotes 1 Tn 0 gn' b d rJy w Ila p I ra.hawn>Mefar rMNitlual OREGON �<VQ
Truss F2 and Warnngs bel enact es. b W g co,niohimt,Applicatifty of design parameters and properx
2.2.4 p web tchill must be lalled share shown.. p anon of component u the w b Illy of the bu d'rp 4apner, f\
3.Adde I t p ary bracing to"a.'.
a stb bly during oro
g co-ion 2 De g .a.m..Inti lop aN boll h.d.to oe laterally braced at 14, �-
In, pi bdo,of the erector Addrional permanent b,,,,ng of 2end at 10',c.raspectn ty wless braced tmowhoul than kngth by [/'w� `
^
E: /E 1�-;.- the overall structure s the responsibility or the buiding designer. 1 us sho,th,ng sato as plyse d sheathng(TC)anoVor tlrywall(BC). �"R R 10-
SEQ.
1��
3.2,Impact brdgmg or lateral bracing required where shown..
4.No bad mould be appled!to any component untilaeer all bracing and 0,Installation of hum is the responsibility Ithe res 1 rector,
S EQ. : K 12 9 2 0 5 5 bitt"mrs are complete and at ho time ahoule an hada was ed pec iae eeem,,on
p v greater men S.Design oosomes trusses area be used m a narkdrmawe erwnonment.
TRANS ID: LINK desipnbaesbeappliedtoanyomwnent. and-ritr"erycondtlbn"oluse.
5.CompuTrus has no control over and.%=as no responeibdey for the 6.Design as es lull bearing at all wppitne ah-Shim or wedge if EXPIRES: 12/31/2015
fabrication.handlingshipment inpallation olcom nece'aary_um a
s omen poroma 7.Design assumes adequate drainage is pmvldee. July 6,2015
6.This h.gn is fin-lied wbMd to the limitations set forth by 8.Plate.shall be I..led on both fa...f truss,and placed w than center
TPVWTCA In BCSI,copies of which wee be furnisMtl awn request. lines coincide with joint center lines.
MiTsk USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For base connector
nectorr parts ses
pn vaWes see ESR-1311,ESR-1988(NBTek)
This design prepared from computer input by
JP
.,:;",BER .PEGS FI CATI ONS TRUSS SPAN 91- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
�f:': l:<1 I<UDF p1A BTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=!-287) 442 2-3=(-548) 245
";:4 I(DGF STAND T2 SPACED 24.0" O.C. -
3=(-100) 151 3-5=(-474) 2'2
3-4=( -66) E4 5-4=(-126) 94
I(DDF STAN:J LOADING e
LL! 25.0)+DL( 7,01 JN TOP CHORD = 32.0 PSE
- .'CN. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERTMAX HORZ ERG REQUIRED BRG AREA
LATERA:. SUPPCR- �= 1-"7C. DON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES;
0'- 0.0" -99/ 513V -32/ 91H 5.50" 0.82 KDDF ( 6251
LL = 25 PSE Ground Snow (Pg) 9'- 0.0" -51/ 370V 0/ OH 5.50" 0.59 KDDF ( E25)
1 1 ...4 7 :n-�[ru.'tux al LIMITED STORAGE DOES NCI APPLY DUE TO THE SPATIAL GOND. Desi at 24_"oc acing.
2: g-n.checked for n tL-5-.psf) uplift spacing.
Mira ,:nhe.;�, i .,, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - - - - -
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECFED FCR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- O.0" Allowed = 0,100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ - 0.0" Allowed = 0,!33"
MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.364"
MAX BC PANEL TL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.485"
MAX HORIZ. LL DEFL = 0.004" @ 8'- 8.5"
MAX HOPI Z. TL DEFL = 0.005" @ 8- 8.5"
4-06 4-06
Design conforms to main wi ndfoxce-resrsti ng
12 system and components and cladding criteria.
3,00 - M-1.5x3 Wind: 140 mph, h=15ft, TC DL=4.2,BCDL=6.0, ASCE 7-10,
(A11 Heights), Enclosed, cat.2, Exp.B, MWFRS IDiri.
M-3x5 4 load duration fact
or=l.6,
End ver tical(s) are exposed to wind,
_ Truss designed for wind loads
M-1.5x4 - in the plane of the truss only.
_ Truss designed for 4x2 outlookers. 1,1 let-ins
M-3x5 - , of the same size and grade as structural top
M-3x5 3 / -� chord. Insure tight fit at each end of let
,i
outlookers must be cut with care and are
permissible at inlet board areas only.
M-1.5x3
14-3x6
2 _.. . _ --- ------- - ---
M-3x4 .,� O'E W.dls" j �'
fi13
C-1.) � x
8-08-06 0-03-08 51398 cq
1-00 9-00 -CIST'E1Z�
�'S3 G1
L5 z�2
4 8920OPE
JOB NAME : J-1858 STONE BRIDGE - F1
Scale: 0.5477 -
WARNINGS' GENERAL NOTES -la-oth led 10OREGON ��
1B. u lder Inderectwn conbaclor would b<adv sed Fail Ge
oneral Notes I.TM1 a desgn b tl Ny po th p ten a M ndrvqual U 1.
Truss: F 1 and Warn,gs belore conatrudbn commences -ld n9 compo t Appkab lay of tle g par I and prop
2.2x4-P,e...n web bfad,q must be nlak0ed where shown•, ncorporatbn of component k the recponcibddy of the b.,Id,N oeagner. Y n
].Adtl4ional temporary bracing to incurs.Iab4iry dung conabucan 2.Deaipn a.sumea the lop antl bottom dlortl.b be kte,aM braes at
i.the responsibility al the erector.Addle-1 permanent bracing of 2'o.c.and al tg'-.aspectivety unbss broad mrougnout their k,gth M V
onmp,,ta sheathing latch ac ac,N d theatnina,,a andlor tlrywall(BC). '✓�/�[7�'�\ v
�:��;�, 1/F/� i= tits overad.ntau,e is the recponaibiery ohne eu4aing de.ie^e' 3.za Impact brggilq or lateral bracing roquired where Mown•• '. \i"� L
SEQ. : K 12 9 2 0 5 6 4.No load should be apphed to any component until ane,ad bracing and 4.lh.tadatbn of buss is the reapon.1bi11N of the respective contractor.
fasteners ere compkte ant at no time should any bads greater than 5.Deaign a ea trusses are to be uead m a non<o-5-environment,
tleai bads be a lied to an t. and are for tory condition'of tae.
TRANS ID: LINK g^ o any wu 6.De,ignassunne.fukbea,mgata11mppodsshown.Shen orwedg,it EXPIRES: 12!31/2015
5.GompuTrua has no conVol over antl assumes no responsibility for the net asary. e
I.broaten.handwng.mipment and matauatbnp f amps nenta. T.De6hgn assumela adequate drainage isp-ided. July 6,2015
6.Thi,davgh k fpmknad subpd b the imitatkna set bnh by 8.Plate.aha1 be boted on both faces of host,and pkatl so then canter
TPtnA7CA in BG51,copies of which wit be fu-had upon request. lines-node with jobt tamer lines.
9.Digdla motet..¢.of phtl in i....
.
MiTek USA,Inc/CompuTrus Software 7.6.75p2(1 L)-2 IgFor basic annector pkte d..ign v.1w..ee EBR-1311,ESR-1986(fAT.k)
This design prepared from computer input by
JP
LJRIPEP SPECIFIr.:1'I1,-)NS 14-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
lx4 KDLF 01n LTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9806) 2192 1-6=(-19P8) 8928 2-6=(-186) 836
#'.,PTR 2-3=(-9958) 2240 6-7=(-1522) 6968 6-3=(-A 64) 3886
-- LOF.DING 3-4=(-995E) 2240 7-5=1-19 88) 9928 3-7=(-864) 3886
LL = 25 PSF Ground Snow (Pg) 4-5=(-980E) 2192 7-4=(-18E1 836
A. PF:: "'JC 'JON. TC UNIF LL( 50.01+DL! 19.0 = 63.0 PLF 0'- 0.0" TO 14'- 0.0" V
....:..n .,,---.. �,_"7C. UCC. BC UNIF LL( 475.0)+DLi
This design prepared from computer input by
JP
'=�R ,FE�,IF:CA _JNS TRUSS SPAN 14'-
- 0.0" GOND. 2: Design checked for mei!-5
g psfl uplift at 24 "cc spacing.
%4 %UF d16BTR LOAD DURATION INCREASE = 1.15 ___ - ---- - --
1 KI)DF lit s RTP SPACED 24.0" O.C. Design conforms to main wi ndforce-resisting
ER::: ;...1 KDDF STAND system and components and cladding criteria.
LOADING
.. :.AT EP',.1, SUPPCPT <_ 1;01:. LL( 25.0)+DL( 7.0) ON TCP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=E.O, .ASCE 7-10,
i_"JC
-.. L S_e POR"' <= 12"��. U 0 N. DL ON BOTTOM CHORD = 0.0 PSF (All Height ), Enclosed, Cat.2, Epp.B, MWFRS fDix),
' TOTAL LOAD = 42.0 PSF load duration factor=l.6,
Truss designed for wind loads
0. eq�a: a ,... �iruetue al LL = 25 PSF Ground Snow (Pg)
in the plane of the truss only.
_eriiral ;members i.,,.n..
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material
as structural top chord. Connect with M-3x5
BOTTOM CHORD CHECKED FOP 1OPSF LIVE LOAD. TOP min typical 36"on (uonj.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
T1ote:Truss design requires continuous
bearing all for entire span DON.
7-00 7-00
M-9x8
2 4.0"
i
I
M-3x6. ,-. -,^ '. �.__ M-3x6+
1 3
-- - - --- --- ----
—
M-145x3
7-00 -7-00 �, 51398
-
—Isr± '
19-00
CC 8920OPE �r
JOB NAME : J-1858 STONE BRIDGE — G1
Scale: 0.5365
WARNINGS: GENERAL ku - noted �OREGON
I.Bu Wee ant elect I I h Itl b tivisstl of II Ge al Nofes 1.Tf,tl pg,n„b b d my ,ch
thep Jere show, M 1 indwqu.l
Truss: G1 and Wa,,rps before construct-c s bed A kcatil IM prop
g po pp iry p oa l a tl
2.2.1 compeesuon web bracing must be nslalled wru a Nown•. ncorporalwn of comporcN r the rasponsib IRy of the Du ,p deupne,. q Y
3.Addeio^al lemporary bracmg to inure arability dump.....ucllon 2.Geugn assume,the top and bottom chords to be kkrary braced a1 O / 14, —
is me responsiDdey
of the erector.Addeional permenenl bracmg of 2'o.c.a,d el 10'ox.respeclrveN unku brand throughput then length by
onun"ous sheamirp sato as pNwnoa.he.mi,plTel anmor e,ywan(Bc). '✓)e.�j p ��
!”-: -/E/2'-
/F 2' . the ove,ap slruclure is the responcibikry of the buiWinp deapner. 3.2s Impact brdgi^g or kleral brarnrp required where show^•• Il!l
SEQ. : K 12 9 2 0 5 8 a.No load snows be spWkd to any component unto ane,an bracing and
a.mstap,non onmss is me re.ppnsiwiry m the respeame wmeaaor.
fislenees are complete and at no bme should any loads g,eate,man 5.Design assumes!runes are 1a be used in a roncarroeive envlranmenl,
deal h load.be a 1 d 1.an and are kr°dry condom,;of use.
TRANS ID: LINK g o ie any ass
5.CompuTruc M1as no control over and assumes no raaponeibility for the 6.Decipn au es lull bearing a1 all supports shown.Shim or wedged I
labrication.hantl4 ni tans m.tapatkn plwm °°BBary.um EXPIRES: 12/31/2015
pmen ponent. 7.D�gn..a"ma.ad.quatedr.inagei.provided. July F>,2015
6.Thi.deupn is Nnru.hed subject to me un ibM 6.t.n.ssl Ioby Plates Mal their be located on both laces W muss,and placed so thcenter
TP1,WTCA in SCSI.copies of which ml be Nrnished upon request. lines coincide 41,joint center lines.
9.D.t;`in,h o.al plate in Inches.
Wok USA,Inc/CompuTrus Software 7.67 -E 10.For basal connect.,plate design values ue ESR-1311,ESR-19W(WTak)
Symbols Numbering System ® General Safety Notes
PLATE LOCATION AND ORIENTATION
b-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property
�3/a Center plate on joint unless x,y �
offsets are indicated. (Drawings not to scale) Damage or Personal Injury
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss l 2 3 1. Additional stability bracing for truss system,e.g.
and fully embed teeth.
TOP CHORDS diagonal or X-bracing,is always required. See SCSI.
O-f/ r cr-2 c2-3 2. Truss bracing must be designed by an engineer.For
f 6 wide truss spacing,p g,individual lateral braces themselves
C) WEBS c-0 4 may require bracing,or alternative Tor I
T G!f ,p y p bracing should be considered.
b O 3. Never exceed the design loading shown and never
a- s' u U stack materials on inadequately braced trusses.
0 IL
C7-8
4. Provide copies of this truss design to the building
C6-7 CS-6
For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and
plates 0-1n6" from outside BOTTOM CHORDS all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LERERED CLOCKWISE joint and embed fully.Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates. THE LEFT.
7. Design assumes trusses will be suitably protected from
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
Plate location details available in MiTek 20/20 NUMBERS/LETTERS.
software or upon request. 8. Unless otherwise noted,moisture content of lumber
shall not exceed 19%at time of fabrication.
PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for
ICC-ES Reports-. use with fire retardant,preservative treated,or green lumber.
The first dimension is the plate 10.Camber is a non-structural consideration and is the
width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to
4 x 4
to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection.
the length parallel to slots.
11.Plate type,size,orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12.Lumber used shall be of the species and size,and
Southern Pine lumber designations are as follows: in all respects,equal to or better than that
Indicated by symbol Shown and/or SYP represents values as published specified.
b text in the bracing section of the by AwC in the 2005/2012 NDS
Y g SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at
output. Use T or I bracing with effective date of June 1,2D13 spacing indicated on design.
if indicated.
14.Bottom chords require lateral bracing at 10 ft.spacing,
BEARING or less,if no ceiling is installed,unless otherwise noted.
15.Connections not shown are the responsibility of others.
Indicates location where bearings 16.Do not cut or alter truss member or plate without prior
(supports) occur. Icons vary but C 2012 MifekO All Rights Reserved approval of an engineer.
reaction section indicates joint
number where bearings occur. 17.Install and load vertically unless indicated otherwise.
Min size shown is for crushing only.
qr 18.Use of green or treated lumber may pose unacceptable
environmental,health or performance risks.Consult with
Industry Standards: project engineer before use.
ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words
Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing. is not sufficient.
BCSI: BuildingComponent Safety Information, 20.Design assumes manufacture in accordance with
p Y MiTalk'
gGuide to Good Practice for Handling, ANSI/iPl 1 Quality Criteria.
Installing&Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013