Plans (425) MiTeke
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: 20818 SAGEBUILT 2098 ASHCREEK
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: K4499594 thru K4499621
My license renewal date for the state of Oregon is December 31,2019.
vo PR
7frGINE4\
9
89200PE
A OREGON�� 4/
'O -9y 14 2-C),,_0'
�FRR v
-"• •
0 -.
April 16,2018
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS 12-02-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF AIEBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 6=(-394) 1974 6- 3=( -20) 199
BC: 2x6 DF SS 2- 3=(-2125) 451 6- 7=(-402) 1969 6- 4=(-100) 130
WEBS: 2x4 DF STAND LOADING 3- 4=(-1974) 446 7- 5=(-394) 1978 4- 7=( 0) 185
LL = 25 PSF Ground Snow (Pg) 4- 5=(-2128) 449
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0"V
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 6'- 2.5"V I
TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 6'- 2.5" TO 12'- 2.5"V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
- - -- BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 12'- 2.5"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
NOTE: 2x4 BRACING AT 24"01 VON. FOR 0'- 0.0" -193/ 1086V -18/ 25H 5.50" 1.74 DF ( 625)
ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 12'- 2.5" -147/ 960V 0/ OH 5.50" 1.54 DF ( 625)
-- TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 2.5"
OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
.0 For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX LL DEFL = -0.052" @ 6'- 0.0" Allowed = 0.565"
MAX TL CREEP DEFL = -0.114" @ 6'- 0.0" Allowed = 0.753"
MAX HORIZ. LL DEFL = 0.010" @ 11'- 9.0"
MAX HORIZ. TL DEFL = 0.017" @ 11'- 9.0"
Design conforms to main windforce-resisting
system and components and cladding criteria.
5-11-11 0-03-02 5-11-11 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
T 4310# 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 +3208 12 load duration factor=l.6,
D d
4.00 4.00 Truss designed for wind loads
in the plane of the truss only.
M-5x6 =.1-1,4-6x6
3 4
2 I
, I 111 ti
- �Ir
(l 1 _ rn
o 0 / 6 7 0
0
M-3x8 M-3x4 M-1.5x3 M-3x8
1 1 1 1
5-06-12 1-02-12 5-05
1 1-00 1 12-02-08 1
�,� O PROpk.
�,.� �cNGINEFR /6.�
89200PE T
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - AH1 Air, 1'Scale: 0.4631
wuawas: OENERILL NOISE, 0.1....h...
rdess ottenew no%tl:
1.6dMrend erection cnntrwiorNa/dbe Mtlwtic/.1 G.n.r.l Nobs
I.580 designkMastl only upon tlN p.nmehn.hoWn sodkbrm mdNidwl -yG , OREGON �, �ttrQ
Truss: AH1 and Wanting.before con.buclon commmo.s. 7oe.abuilding wmpenem.AppwbEty of design penmNon.ed proper
2 2r4 eompr0Wn mit bruins must be rodded wed.shown..
Incorporation of component is int nsperWfNty of the building desgner. (�
S.Addlbntlbmper.nybnctrhg%antes.Wbarydumpcomtrudlon 2.Ds.iphs sone.Ee%poedOetlem�hordstshala%rolYbncodm i0 9Y 14 2a
is tits ro.pen.lbitY of de erector.Additional p.111uMM meting or S e.c.aced N lB e.s.ouch as
unless s breed I(7C)an/thee%rytl,by f �P
DATE: 4/16/2018 the ev.rll Ouch.b ree n.p.n.8My or me leading designer. 3.Sr Impact brdging�or l.hm bn�req red where.ho)and/or
��N(�)
SEQ.: K4499594 4.No Wed should be applied to any o.e.e.M udl eur.Ibr.tlng and 4.Irn%Imlon of truss Is the neponsibsly or the respective contractor.
RRiL�
amens are tempo%coo at no Wm Maid any%ads greeter than 5.Design..rimes euwm ere to be used In.nonconoMs.nWnmment,
deep Wads b.applied to any component.
end are%r'dry condition'dm.
EXPIRES: 12-31-2019
TRANS I D: LINK 5.CampuTnn has no contra over and assumes no re.pnedly form, 6.Design assumes N bearing m d support ahovm.SNm or wedge I
mammary.
%ertndon.hand.shipment and10th.NYkon of components. 7.D..qn assumes.Luce dn`"g.%provided. April 16,2018
5.This design Is NmIshed.W)eG%the Inlatbm.et ort by IL Metes sal be located on both faces of truss,ed placed ss their center >
TPUwTCA In 6CSI,copies of MOO e•be runNh.d upon request. ices coined,with joint center des.
MTek USA,InoJCo Trus SeR .7.6. 1 L9.PenDigb indicate ect of plate m Inches.
mpir 6( }E 10..PorWodcateedorptsts kiInc vahessss SSR-7377,ESR-19135(Wok)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF i1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x4 DF 711&BTR SPACED 24.0" O.C. 2-3=(-69) 34
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 403V 0/ 65H 5.50^ 0.65 DF ( 625)
5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625)
LL- 25 PSF Ground Snow (Pg) 6'- 0.0" -67/ 162V 0/ OH 1.50" 0.26 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3
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 = 0.002^ @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133^
MAX LL DEFL = 0.000^ @ 0'- 0.0" Allowed = 0.002^
12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002"
4.0017 MAX TC PANEL LL DEFL = 0.061" @ 3'- 7.4" Allowed = 0.356^
MAX TC PANEL TL DEFL = -0.100" @ 3'- 4.9" Allowed = 0.533"
MAX HORIZ. LL DEFL = -0.000" @ 5'- 11.2"
MAX HORIZ. TL DEFL = -0.000" @ 5'- 11.2^
3
Design conforms to main windforce-resisting
system and components and cladding criteria.
/' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
d, in the plane of the truss only.
0
N
N
i Ell0
O 1 2 �� 41111.---
o
M-3x4
J• l 1
1-00 6-00 0-00-03
`cos taGPNEt, ,irO
��c� 9 29
• =9200PE r
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - AJ3 � •
Scale: 0.6643
WMIIRgA: GENERAL NOSE=, elessothmwlee note:
Truss: AJ3 1.B'"aerend eredbAcontractor.t,nd "dbea".edofelGeneral Net` 1.This MNpnle baud Myupon th. ramstnthownand kbrenindNldual ` OREGON to
erne Pbnenga before comtrudo,commences. sang int.Applicability of desge ppremeten end poop., �i . OI
2.2,11 compression web beery mud be'mead when siawn.. Incorporation of component is the re amniote y of the binding designer. lb
ILII 2ek
I Addnbne temporary beery t Mee MIAOW during canbuetn 2 Design num.the top end bottom dards to be thrall breed at '.11
k the repenebWy o1iM erects.Additional permanent bracing of S OA.and M iQ ow.nepecbveN mesa braced throughout their length by
DATE: 4/16/2018 the ewnlamaeetthe of continuous e^"gn'tthing 'd'aspywoodar..maq(rc)'rwwdyva,g(ec). ``_
reapanebep hiding designer. 3.Po impact bridging or Meth bradry required when crown.. ���'L
SEQ.• K4499595 4.Ne bad should be applied t any copenart eel alter A bra ant and ♦Mirwtn of bBe one respective the respective contractor.
fa.tnera m cemptt end N no time Nand my beds gramumster then 5.Design mums
hums t nn to ums abe used in a noneonosies environment, -
TRANS ID: LINK design bade be applied to my component. ell an SWIM condition"Mum.
5.Ce,Apure.has necor�olover end mow anen.ppnab.yfor the d.D..�.sates.air.n..dpN.l.�etNawn.glamerw.dg.n EXPIRES: 12-31-2019
nedmry.
rabrkanen,herding, t and imbibition of component.. 7.Design assumes adequate*renege N provided. April 16,2018
6.This design is ambled subject ane tensions est bbl by A Poles NM be boated on both Mess of trues,end pieced so their center
TPUWTCA in SCSI,copies of which roll M funnelled upon request. Ines collide MIT NW center Ines.
g.yiTek USA,IneiCompuTnta Software 7.6.6(1 L)-E o. bask connendicate skii ctor
Mete b coda
plots design values ase ESR-1X71,ESR-15541 QARak)
This design prepared from computer input by
Pacific Lumber and Truss—BC
LUMBER SPECIFICATIONS HIP CORNER RAFTER
LOAD DURATION INCREASE = 1.15
CHORDS:
LOADING
TC 2X9-2 DF$l&BTR TOP CHORD LL + DL = 32.0 PSF
12
2.83 v
M-5x8
M-3x6 111011°I,
M-3x6 1111111
M-3x6 111111
M-3x8 1111111
N
N
I —
0
�<NO PR°Fess
�� NGINEF19 /92
1-05-12 8-06-13
17,
r
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - AR1 �.
Scale: 0.9060
WARNINGS: GENERAL NOTES. unless otherwise noted: ''tel
Truss: AR1 1.SuMarand erWbn contractor should in*WNW of al General Notes I.This Weis,M bawd only upon Ms p.nmalera shown and M br an Individual yG A OREGON �4(/
and W.mings Were cambuetlon eemmags. building component.Applicability of design parameters and proper 4 �[.� bo
2.204 cempes.Mn web bracing mud be'WNW when.horn a.
incorporation of eampenenl MIM nwpen.Mlly of tlno building design*,
3.AdGIMn l temporary bracing to Mein d bay Airing Eonebud 00 2.w.pn.alsn..ar lop and bottom ands b M Wein/braced at �O 4//' 14 �O ��
MIM n.pmdbMy el the wooer.Additional perm.nenl bracing o/ 7 BA..rad al 10 8.o.n.peabely unless braced throughout ark MEM by `'F
DATE: 4/16/2018 the werN.bucturehmen.poa0Myofm. co24 ntinuous bpdwoedo84do eresowmmaywal(Bc).
baling designer. 3.0808. ad bridging Mat or8w ralbradngramr a wandrwnaactor. p'{
SEQ.: K4499596 d.Pie load .8.0baap.MnrotnoRoosho ly oilylear worm than
and 4.Design nofduesMme re to beusesibilny of.smooch. environ !�fl
hdanenaro conpNteSed HneGm should arty baa gnalxIan a.and am tor
boxes of use.be used M.rrneeneWaemironmad,
design baa be spilled to erg componenl.
and am br•ary condaon•ofua. EXPIRES: 12-31-2019
TRANS ID: LINK 5.CanrywTns hoe no control over.rail.Soma nen.pon.bMy anon 9.D..1pn..wmes kA besting al al supports shown.SNm or wedges
fabrication,handling.shipment and InddMibn of components. Design
&
r.wtesshaa.s.adon othase is esofb provided. April 16,2018
s.This a.pnMrumtehedagealothe Mnlhaoneset Almby 8.PMtesdrlbaboaledonbamtee.sofhua..ed
TPOWTCA M BCSI,copies of which MI be furnished upon mow*. Mrs coincide with joint center lines. PtecadssMeir canero
9.Digits indicate she of plats in motes.
MiTek USA,krolConpuTfus Software 6.2.3(1L)-2 to.For bask censor plate design velars see ESR-1711,ESR-1989(MRsk)
This design prepared from computer input by
•
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-21) 10 1-3=10) 0
BC: 2x9 DF (11&BTR SPACED 24.0" O.C.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V 0/ 15H 5.50" 0.16 DF ( 625)
TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 22V 0/ OH 5.50" 0.04 DF ( 625)
1'- 11.7" -20/ 46V 0/ OH 1.50" 0.07 DF ( 625)
LL= 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:1,3,2
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. - - --
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1
1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
f ,BOTTOM
BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.2" Allowed = 0.072"
MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.109"
12
4.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=19.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All 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.
I
,
,
I
/r
- -/ o
M
0
I 1 /-
\ 3 /
0 /\ �\\
M-3x4
1 1
2-00
g
��Ep PROp
�NGINEF9 /O�9
89200PE C--
JOB
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - ASJ1 �
Scale: 0.7695 L _
idIPP
VIANNINGf: GENERAL NOTES, unless othernse need:
1.Bidder and medico contractor Mould be advised of.I General Notes 1.This design a Med only upon the gametal*thew and a M en individual OREGON 4/
Truss: ASJ1 end laming.bean comminution commences. wilding componen,9p4enb.y or d..1g.pmmelm end paper 5G /r_ �. �`/
2 D/ampeabn web brining must be huddled when Mews.. incorporation dampened a the responsibility etA.bolting designer. !7
3.Additional empemy bracing to insure daily dollop can rudbn 2.Design assumes A.top and bottom chords to be laterally braced et /O �9 y 1 4 2O
h tl1e npon.ka y nm.erNer.AddlbnW p.muxrnl bradng of I e,c.and at lB e.0.repectiey unless braced throughout their length by d P
DATE: 4/16/2018 the ovenlMnMuenmenegon.wtyohm. carper. NimpcontinueubMgAgseeathing latrch lbeangrduiredwherMownCi •drynwl(ec). Qj
building 4.InwpMbalbum mthempndngngnlnawinMeow.. MFRRILA-
SEQ. K4499597 •Neaw.howwppwn atny compened until otimeMeddensnnsgr el eeterh.na 4.DthIgn um.tram.neto responsibility in n.oseseaM.dm.
fasteners m complete and N N tlnnr.Medd any Inds greeter man 5.end C,e..ums trusses m e be seed a•noncorrosive environment,
TRANS ID: LINK design leeawepgwnany componen. end anfor'dry condition.ause.
5.Cempolru.hsenocontroloverendMMYTNnempene6Myforae 8.w.pole.waresrurNerlegnelMpporleMown.SNmorwedge M EXPIRES: 12-31-2019
y.
fabrication.fundshipmentkrsttl
ng,shipment end .Ser
on components. Designmamassumes
x
wens .
7.Design bled onte botheac.a"°ss,an April 16,2018
e.TN.aMlgnaruman.d.ubjealomelmlendmMlalmey e.IMmaMelNloafNNsemaa.ereuN,andpthadNmiraner
TPOWTCA in 6551,copies of aria wR be amahed upon request. lines coincide weh Wird Center Ines.
MiTek USA,InefCo Trus Software 7.6.61L 9.FaNskbth dorize platf e
elignval
mW1 ( }� 10.Fm bask connector ptha Negn wekee see ESR-1311,ESR-1988(MRek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-413) 2013 3- 8=(-384) 228
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2194) 493 8- 9=(-214) 1343 8- 4=1 -98) 611
WEBS: 2x4 DF STAND 3- 4=(-1922) 421 9- 6=(-432) 2013 4- 9=( -98) 611
LOADING 4- 5=(-1922) 421 9- 5=(-384) 228
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2194) 493
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 36
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" -123/ 1101V -52/ 52H 5.50" 1.76 DF ( 625)
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 23'- 6.0" -123/ 1101V 0/ OH 5.50" 1.76 DF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.096" @ 15'- 4.7" Allowed = 1.129"
MAX TL CREEP DEFL = -0.227" @ 15'- 4.7" Allowed = 1.506"
MAX LL DEFL = 0.002" @ 24'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 24'- 6.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.031" @ 23'- 0.5"
MAX HORIZ. TL DEFL = 0.052" @ 23'- 0.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
11-09 11-09 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
' 4' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
6-03-06 5-05-10 5-05-10 6-03-06 load duration factor=l.6,
4' 4' 4' ' 4' Truss designed for wind loads
12 12 in the plane of the truss only.
4.00 = M-4x6 a 4.00
4.0"
4 •f-4
M-1.5x3 M-1.5x3
3
u: N
n 1 _°/ tray4111111b111111111111111...- +_ 7
2 8 9 • o
I M-4x4 M-3x4 M-3x6(5) M-3x4 =M-4x4 t
0 0
1, 1 1 b
8-01-04 7-03-08 8-01-04
), 10=00 y 13-06 y 4t PROP
i-toy 23-06 bl-oo 1,oNA F9 s/(24.
:9200PE 1
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - B4 �*` •
Scale: 0.2595
WARNINGS: GENERAL NOTES, unless otherwise noted:
1.Builder Nod emotion contractor should be asn.ed of r(Wend Notes 1.TN.design is based*Cy upon the Aerometers Yawn and is for an indbidusi 17 4,OREGON 4/
Truss: B4 end warninp before somhuchon commences. building component.AppkJblity of design parameters proper
2.ata compnssbn was bowing must be installed Wan shown�. ImorWnBon of component Nthe nepon.Nlky of the building designer.
J.Additional temporary bracing to Mum stability during construction
2.Design ass ma.the top.nd bottom chords to be Weeny braced Y 2 �P.�
is the responsibility tint erector.A.Nt.b 1permanent N. e/ 75.0.and at 10 no.respect's*unless braced throughout their length by /Q ..1)* 1 .
continuoussheathing.tr**plywood.heYhNip m shown•tbywN(BC). �`R R 1 L`-
DATE: 4/16/2018 ti,.overt.mature Nte npon.WNly of the building deYper. 3.5,Impact bridging or lateral bracing required when Mown..
SEQ.: K4499598 4.No Nod should beapplied to any component seal after al bracing and 4.Mlal.tbnefbum 14 the r..pomWwy of the n.pNNve contractor.
feet.n.rs ore complete end.t no time.Mule my loads treater than 5.Design assures buses..re to be used in.non-corrosive environment,
TRANS ID: LINK design bads be applied to em component. 8.•Dehatipn es�mm.sNlheeringi/ore of etl supports Yawn.ante or wedge
5.CompeTnaha.nocoMrolev.,end..aaasnoraponn�INybr1M EXPIRES: 12-31-2019
fabrication,handing,shipment and installation of components. 7,Design.mess adequate drainage is provided. April 16 2018
6.This design k ah
hrm .d subpdte M BYMforth e.
nn.eat foby PNM siag located ated on both noes of truss,and placed eo their corder ,er r
TPWWICA In SCSI,copes of which will be furnished upon request. Ines collide with pint centerlines.
9.Digits indicate sire of plan In Inches.
Melt USA,InciCompuTfuo Software 7.6.8(1 L)-E 10.For bask connector pleb design values see ESR.1 311,ESR-1964(MITek)
This design prepared from computer input by ,
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 - MAX MEMBER FORCES 9WR/GDF/Cq=1.00
TC: 2x9 DF A16BTR LOAD DURATION INCREASE = 1.15 1-2=(-96) 21 1-3=(0) 0
BC: 2x9 DF A16BTR SPACED 29.0" O.C.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -28/ 132V -1/ 35H 5.50" 0.21 DF ( 625)
TOTAL LOAD= 92.0 PSF 1'- 9.2" -10/ 66V 0/ OH 5.50" 0.11 DF ( 625)
3'- 11.7" -95/ 96V 0/ OH 1.50" 0.15 DF ( 625)
LL = 25 PSF Ground Snow (Pg)
12
4.00 ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:1,3,2
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.093"
MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.057"
MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
2 -/ Wind: 190 mph, h=19.8ft, TCDL=9.2,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
,-i
r
0
4i
N f
/
7
M
0
O
O 171- <:_l 3
// ��I M-3x9
1 J' b
2-00 1-11-11 ..7`ED PR 0 -6°6
t`.+c`c, ANG'NEF9 ,029
. 89200PE I
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - ASJ2 ,'/
Scale: 0.9276 ...
ll�L ''
WARNINGS: GENERAL NOTES, unless otherwise noted: O Q"
TrussASJ2 1.Builder and erection contractor shoudbeadvised ofNOmni Notes 7.TN.design is based enlyupon the penmetersshown and tefor anIndi ,
Individual -7G " OREGON Co
and:Naming*bean contraction commons. building component.Applicability of design paramdan and proper
2.2s1 compression web bracing meet be Metaled when shawl•. incorporation of oomponad a tlw responsible.,of Ne buildingdsslgner.
3.Additional temporary braceq a Mum debility during consuuUbn 2
7 Desgn assumes Ns bp and bottom m ehos be atmN braced d i4)eed Y 1420� ��
a Na responsibility of the erector.Additional permanent bracMrg of 50.and d n
NY o.c, gefbaWeisnWeisNINA throughoutinaM length by s G+
bridging*ochre the reponaaNry of the biding dsagwr. continuous aMetiwp such as plywood ahesNilp(TC)ander arywatpec).
DATE: 4/16/2018 Ctrs ot
S.2s Impactbridging or Mord bracing required when shown.. M`R R 1 L.v.
SEQ.• K4499599 1.No bed should ba spelled to any tamponed rna arm ail bracing and 4.Instellationofhuw tithe reeponeawy of the respedset caNador.
%sown an complete and d no time shoal any bads greater than 5.Design em'd.ys busses an a be used In a noncorrosive environment,
TRANS ID: LINK deeign bads be applied a wry tomporwnt and an for'dry condition•of use.
5.ConpuTrus has no control ever and assumes no respooMity for the
G.Design num.n.bowing at al support Chown.SMm or wedge If EXPIRES: 12-$1-2019
newawry.
abriwtlon,handling,shipment and installation ofcomponents.
8.Tits design Is furnished to hire IlnribM wt forth 7.Design tt mums adequate drainage is provided.
s.Sts by 9.Plebs shag be b.(s on both aces efuuw,and paced w their center April 16,2018
TPVWTCA M SCSI,codes of which will be furnished upon request. lines coincide wit joint center Nle.
Wee USA,McJC Trus SpRware 7.8.8 1L 9.Digits Indicate dee of pate In Neves.
70.For seek connector plate design values sea ESR-7377,ESR•1 BSS(Musk)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-80) 61 1-4=(-30) 41 2-4=1-216) 156
BC: 2x6 DF SS SPACED 24.0" O.C. 2-3=(-21) 9 4-5=( 0) 0
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 401V -21/ 61H 5.50" 0.64 DF ( 625)
6'- 0.0" -218/ 1063V 0/ OH 5.50" 1.70 DF ( 625)
** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Full height blocking is required at right bearing
ADDL: BC CONC LL+DL= 960.0 LBS @ 5'- 0.0"
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.024" @ 4'- 11.4" Allowed = 0.254"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.103" @ 5'- 0.0" Allowed = 0.339"
MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.2"
MAX HORIZ. TL DEFL = 0.000" @ 5'- 9.2"
5-00 1-00
T 1' 1'
12 Design conforms to main windforce-resisting
system and components and cladding criteria.
4.00
, 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 factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
3 in the plane of the truss only.
M-1.5x3
It
w,
.,....diiiiiial
1
M
O
1
�®�=1 N
O ZigilliMIIIIIIIi -y
.-
1
1 110=551 4 5
o
M-3x8 M-3x8
.61r960# y
5-00 7 1-00
y b
6-00
=9200PE C
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - BG Scale: 0.5700 i �
WM6611OS: GENERAL NOTES, unless°t ermos noted:
1.Buyer and erection contraoNr should be advised of all General Notes 1.Thal design is hesed only upon Oro parameters shown and N for an individual OREGON to
Truss: BG and Warnings before conatrmEOon ammeneas, bolding component.Applkablty of design parameters and proper
2.24 oompr.Won web bracing mlaa be installed where s=ewn.. Moryorstlon of component NEM responsibility of ae building designer. GHQ ' s 9_0\ ii..1i
3.Additional temporary twang N Mon stability during conebudbn 2.Design assumes the lee and bottom chords to be Wooly braced at 7 V �'�'_
N a.wsponaal y SIM.orator.Additional permanent brackg 51 7 oo.and N 10'*A.reapadNaly udess braced throughout their angel by //�. f1
continuous sheathing such ae pdwpd qd.akq(70)and/or drywal(BC). `R R 1 L� `J
DATE: 4/16/2018 the overall aware N the nepenaaBq of tis building designer. 3.Ze knead bridging or alarm bradng required where shown..
SEQ.: K4499600 4.N.bad should beappledle any oor"po"nd until arm al bating and 4.Imtelalan of truss N the reponsyNy alas respective cont.dor.
fasteners are complete aha at no time should hely loads greater than 5.Design mums trusses are to be used in a nor orroNv.environment.
TRANS ID: LINK design bade be spare to erg component 8.Mspn N.srudn:s baring we.
sepperisehewn.Beim or
5.CempuTnrshasnocontroloverandassumesnorepondNNyforthe r�„,ary. EXPIRES: 12-31-2019
fabrication,handling,shipment and eradiation of components. 7.Design assume adequate*Huge N provided.
6.This design N Unkind subject to the Warman.set font by g.pates shall be Nested on boa aces 0(60...and paced so their anter April 16,2018 ,
TPVW7CA in SCSI,copies of shah will be kaelbd upon request. coos coincide with frim center lines.
9.Diggs kalkate We of pate N aches.
MiTek USA,klcJConquTnn Software 7.6.6(1 L)-E 10.For bask connector pate design values see ESR-1311.ESR-1966(fMITek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #l&BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 36 2-11=(-1141) 6611 11- 3=( -235) 1523
2x4 DF 2400F Ti; SPACED 24.0" O.C. 2- 3=(-6993) 1247 11-12=(-1615) 8998 11- 4= 2740
2x6 DF SS T2 (- ) 543
3- 9=(-6611) 1200 12-13=(-1778) 9912 4-12-) -93) 688
BC: 2x6 DF 2900E LOADING 4- 5=(-9125) 1691 13-14=(-1778) 9912 12- 5=( -893) 164
WEBS: 2x4 DF STAND LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7889) 1396 14-15=(-1302) 7685 13- 5=( -195) 1114
DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-5018) 836 15- 9=( -777) 5018 5-14=(-2229) 485
TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 6=( -187) 1126
BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(=5320) 864 6-15=(-2963) 583
____ LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 36 15- 8=( -183) 1315
ADDL: TC UNIF LL+DL= 128.0 PLF 6'- 0.0" TO 11'- 0.0" V
NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 11'- 0.0" V
ALL FLAT=TOP CHORD-AREAS_NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
___ ____________ ADDL: TC CONC LL+DL= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ADDL: BC CONC LL+DL= 1063.0 LBS @ 11'- 3.5" 0'- 0.0" -483/ 2649V -25/ 25H 5.50" 3.95 DF ( 670)
OVERHANGS: 12.0" 12.0" 23'- 6.0" -338/ 2016V 0/ OH 5.50" 3.01 DF ( 670)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
JT 2: Heel to plate corner = 4.00" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.284" @ 11'- 3.5" Allowed = 1.129"
MAX TL CREEP DEFL = -1.210" @ 11'- 3.5" Allowed = 1.506"
MAX LL DEFL = 0.002" @ 24'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 24'- 6.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.052" @ 23'- 0.5"
MAX HORIZ. TL DEFL = 0.126" @ 23'- 0.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
0-10-07
5-11-11 11-09-02 T f Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
T 1 . f load duration factor=1.6,
5-11-11 2-01-05 3-02-08 3-08 2-04-05 5-03-12 Truss designed for wind loads
f f f f f 1 f f in the plane of the truss only.
6-00
12 +320# T T
4.00 17 12
d 4.00
M-5x16 M-4x8 M-5x12 M-4x8 7 M-5x12
t� 4 5 6 8
T2�
, 2 -miliglillaillill I liMil- ' ..._ -
0
of 11 12 13 14 15 0
o M-5x12 M-4x8 M-3x9 M-3x8 0.25" M-4x8 M-3x12 I
0
M16HS-8x12(5)
l b y 1063# y y y '�CkEO P OOp6-
5-03-12 3-00-12 2-11 3-09-08 3-06-04 5-03-12
i-00), 23=06 fol-0o Cis �NGINEF9 ,0
89200PE 9r
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - BH1 /
e.....
Scale: 0.2595
WARNING6: GEMMAL NOSES, u lessothe via noted: v
rit
Truss BH1 1.Builder and endnm contractor should be.deeed of al General Notes 1.This de.Ip,Ibased wily is b
y upon the p. meters shown andran individual 9 OREGON [v
• and Wining.before combustion commences. building component Appecablety of design paremeten.pp fir. 4. �/
2.gal compression web bndng must be instant stone show.. Incorporation of compaem k tie nspon.bMy of the bWFX �07` b.A%
3.Astibnel tamponry Wang toFier.stagily crag construction
2.Design assures the rep and bottom chords to be Merely bread d /z e.and at 10'0.0 respectively unless veagbread throughout length their by
i the respen.6atlY Ortho meow Additional Penned bncag sirQ '7 4.
DATE: 4/16/2018 an mous sMamkg sura,as plywood she.thbg(IC)and/or dyeeg(BC).
CM ovenl endue N tie npon.WRty of the building dasigar. n
3.In loped meow or nen bracing required where Wn so.. R n'
SEQ.: K4 4 9 9 6 01 4.No bad show be applied to my ampem.re will Mer a inning end 4.Indention of truss 1s the responsibility Ortho n.p.aa.contractor.
(Z Fl 1►
fasteners Cr.complete and et no time should my Ions greeter then 5.Design moments..n to be used In a noncorrosive.nvboement.
TRANS ID: LINK aedgm beds be applied to ow component end.re Ior•dry condsn•of use.
5.C,,,qu„who,moa,Ibe,,ver,ntl,Num„ne„p„Nbily,prt.
5.Design.sauneSNbe.AgeNapposshown.3NmOrWedgeif EXPIRES: 12-31-2019
fabrication,handing,shipment and Ine.Mibn of components. necessary.
7.Design drainage Is provided.
R This designis finished Wind bnd to tate id.tbns set ford by 5.Pierce sing be located ouitn both faces of truss,and
pined so F
th.amer April 16,2018
Tp1M?CA in SCSI,copies of whish rid be furnished upon request. lines anode with joint anter lines.
Wee U McJ 9.Digits inflate she of piste in tees.
SA, Con,p11TN.Software 7.6.6(IL)E 10.For basic comestor Mite design vales*.ESR-1311,ESR-19813(Milek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-507) 2053 3-10=1 -87) 153
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2237) 586 10-11=(-517) 2236 10- 4=( -26) 362
WEBS: 2x4 DF STAND 3- 4=(-2089) 484 11- 8=(-528) 2053 10- 5=(-327) 198
LOADING 4- 5=(-1950) 480 5-11=(-327) 198
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1950) 480 6-11=( -26) 362
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2089) 484 11- 7=( -87) 152
TOTAL LOAD = 42.0 PSF 7- 8=(-2237) 586
8- 9=( 0) 36
NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg)
ALL FLAT TOP CHORD AREAS NOT SHEATHED
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 12.0" 0'- 0.0" -121/ 1101V -34/ 34H 5.50" 1.76 DF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 23'- 6.0" -121/ 1101V 0/ OH 5.50" 1.76 DF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.121" @ 11'- 9.0" Allowed = 1.129"
MAX TL CREEP DEFL = -0.281" @ 11'- 9.0" Allowed = 1.506"
MAX LL DEFL = 0.002" @ 24'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 24'- 6.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.037" @ 23'- 0.5"
MAX HORIZ. TL DEFL = 0.061" @ 23'- 0.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
7-06-10 7-11-11 load duration factor=l.6,
1 7-11-11 1 1 Truss designed for wind loads
fin the plane of the truss only.
9-00-08 3-11-03 3-09-05 4-02-04 3-06-04 4-00-08
4 T 4 1' 1 4 4
12 12
4.00 1 ' M-4x6 M-4x6 a 4.00
M-3x4 6
9 5
t�
M-1.5x3 M-1.5x3
7
t 1 / MM e.,_ e m
M 10 it O
0 2�_ M-3x8 =M-4x9 ii
o =M-9x9 M-3x8 M-3x6(5)
l l 1 b
7-05 8-08 7-05
; y y �Ep P R pFF
14-00 C
* * 9-06 y * �_ �NGINEF9 sio�
23-06 1-00
1 �� �� :9200PE T
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - BH2 _..1111P45----e-----
Scale: 0.2595
WARNINGS: OENERALNOISS, unless otherwise noted: C3 CC
1.S.dderand erection contractor should be•Mhedof.1General Notes 1.This design kCrdonly upon the parameters shown and kfor anhWNkknl OREGON to
Truss: BH2 and w.rtarqs bot«e combustion commences. bidding component Applicability of design penmst•n.a proper �I � /`
2.b4 compression wM bracing must be Instated Mitre drown.,
incorporation of component la an responsibility of the building d.Npner. v '')Q
��
3.Additional temporary bracing Mom slabMy during c.n.tructlan 2.O.sipn mums Me top and bottom dards a be laterally lanai at ,O Al)7 1 4, •GO
Nth.responsibility of the*rector.Additional permanent bracing of s7 0.0.and x o.c.NMI as ply vier.lanced(TC)nd/or their dq bnpth). V
aam,eus...thingor ble n b acing required where
own..wall(BC). 11,/ ,
R R I��
DATE: 4/16/2018 tn..wrM.bedw.n an npombity of the bulling deeyar. 3.Z.krp.a bridging«roam bracing mamplroe wan shown..
4.Ne bad should be appled to my sompe tont until Mer M budeg.nd 4.Inst./Mon of truss la Re nspemlily of to respect.contractor.
SEQ.: K44996025.D•ignmimesbud.•.anrobeused inan«Kottow.environment.
hdean•n complete mist no Na.MW any Inds .a Sr.for"dry caution•of u..
TRANS ID: LINK d•dgnloads be.Nladb.rd sampoa•nt• G.Design.evno full bearing atalsupports ehown.Shin«midge i EXPIRES: 12-31-2019
5.CompoTrah.no cerbd ow and.same.ne nsponebiay for the , ruby.
nett.ten,handling,shim.and installation of component.. 7.D•sqn assumes.d.qu.t.drainage is prosw.d. April 16,2018
6.This M•
Maim b .
MN.. 81to R
.81st to nlsteM n.set by a.Nabs*NM be located ted on beth laof hum and placed so lair liner
TPVWTCA in SCSI,apes of which Al be furnished upon request. lines cokidde 54),old anter Ines.
N Gigli.indicate size of plate In bells.
IMTek USA,kmcJConpuTnn Software 7.6.8(114-E 10.For basic anadsr pleb design values...ESR-1311,ESR4968 NMflOk)
•
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1IBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-666) 2053 3-12=1 -87) 149
BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2237) 767 12-13=(-809) 2236 12- 4=) -51) 362
WEBS: 2x9 DF STAND 3- 4=(-2089) 706 13-10=(-697) 2053 12- 6=(-327) 275
LOADING 4- 5=( 0) 0 6-13=(-327) 276
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1950) 688 8-13") -52) 362
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1950) 688 13- 9=1 -87) 149
TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0
8- 9=(-2089) 706
NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2237) 767
ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 36
---- -______----_________---___ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -176/ 1101V -34/ 34H 5.50" 1.76 OF ( 625)
23'- 6.0^ -176/ 1101V 0/ OH 5.50" 1.76 DF ( 625)
'COND. 2: Design checked for net(-5 psf) uplift at 24 ^or spacing.
VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.121^ @ 11'- 9.0" Allowed = 1.129"
MAX TL CREEP DEFL = -0.281" @ 11'- 9.0" Allowed = 1.506"
MAX LL DEFL = 0.002" @ 24'- 6.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 24'- 6.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.037" @ 23'- 0.5"
MAX HORIZ. TL DEFL = 0.061" @ 23'- 0.5"
9-11-11 3-06-10 9-11-11
T 1' 1 f Design conforms to main windforce-resisting
4-00-08 3-06-04 2-04-15 1-09-05 1-09-05 2-04-15 3-06-04 4-00-08 system and components and cladding criteria.
Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
8-00 8-00 load duration factor=l.6,
T 1 T T Truss designed for wind loads
12 12 in the plane of the truss only.
4.00 l7 5 7 ."',179.00
M-4x6 M-4x6
M-3x4
4 6 8
M-1.5x3 "" �°
M-1.5x3
3 •
Lo in
rot 1 OMNI WWI 1
= 12 F1
2 12 133 d0
,11
o =M-4x4 M-3x8 M-3x6(5) M-3x8 =M-4x4 b
0
l l y y
7-05 8-08 7-05 t-
y 9-06 3. 14-00 y �•`�(,��G�N�r�0.0
1-00 23-06 y1-00 ,��` `;9200PE o29r
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - BH3 �'' / •
Scale: 0.2595
WARNING: GENERAL NOTES, wNss otherwtee noted:
Truss: BH3 1.Bw.rma.motencontractor shewWe?ANdMMNGenrnNotes 1.IN.dMpnisbased onyupon the peamste,shovel and le for anlndNaual OREGON ��(/�
and Warnings before eanWuetlen commences. briding component.Applicability of design parameters and proper '�
2.h4 comgeselen web bradng must be Metaled when shown.. incorporation of component k td/sapombYly of R.building designer.
3.AAMbmb ampoa7 brazing to kern gabFy during censUGbn
7 o 2.Design enemas Me top and bobottomMord.aMord.m be Weedy Hued at /O 4)' 14 'L� Q�-
k the raepensteMy oohs erector.Additional permanent bracing of n.end at 10.o.c.respectively unless baud throughout their length by
s
DATE: 4/16/2018 gut coag denturedentureIAs Is the rwpor. dy of the building designer. continuous sheet hq such as plywood snemMg(TC)and/or drywal(8C).
S.L Impact bridging or lateral bating required when sheen++ ��"R R'U-
SEQ.• K4499603 4.No Ind should
.• .ed telse e,..berd will after al at., and A Msagt.on of trues is to MpenaDie of the respective contractor.
hMenea we aaplete ami et n time show my MN greater tan 5.Design amesn Miens Cr.to be used M•neneonsive erwironmem,
TRANS ID: LINK deign bark be eppled te am component
end a,. 'dry Ng condition'. encs EXPIRES: 12-31-2019
5.CmnpuTns hes ne control over and amens no responatety ter the e.Design dawned Ng bearing at MI supports sheen.Shim or wedge t
mammy.
%Malen,Melding,shipment and Metagatbn of components. 7.Design IMMO,adequate drainage Is provided.
d.TN design Be hedsbjecttothebNMbnmBNnby t.ptewmmheIatedonbmfaaaofm.e,andpNadeemmanter April 16,2018
TPbWTCA M BCSI,copies of which Mil be furnished upon,.quest. lines 05.844.with lekt anter Mees.
Mtlek USA,IneJConpuTws Software 7.6. 1L t.DilleMd/ab501 ofpensdesign
70.For Wok connector Mate values sea ESR•7111,ESR-1858(MITek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-6=(-78) 669 6-3=(0) 279
BC: 2x9 DF #1&BTA SPACED 29.0" O.C. 2-3=1-769) 192 6-9=1-78) 669
WEBS: 2x9 DF STAND 3-9=(-769) 192
LOADING 9-5=( 0) 36
TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0^ 12.0^ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0^ -80/ 622V -23/ 23H 5.50" 0.99 DF ( 625)
12'- 1.0^ -80/ 621V 0/ OH 5.50^ 0.99 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.016" @ 6'- 0.5" Allowed = 0.558"
MAX TL CREEP DEFL = -0.092" @ 6'- 0.5" Allowed = 0.744"
MAX LL DEFL = 0.002" @ 13'- 1.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 13'- 1.0" Allowed = 0.133"
MAX HORIZ. LL DEFL= 0.005" @ 11'- 7.5"
MAX HORIZ. TL DEFL= 0.009" @ 11'- 7.5"
Design conforms to main windforce-resisting
6-00-08 6-00-08 system and components and cladding criteria.
T T T
12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4.00 d 4 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
M-4x6 Truss designed for wind loads
in the plane of the truss only.
4.0"
3 . e'
3.0"
N 'n
jj SII(t
0 yroro
of 20.-=',W 6 ��9 1
0 0
M-3x4 M-1.5x3 M-3x4
> 1 b
6-00-08 6-00-08
y y y y 1 5p PR OFFss
1-00 12-01 1-00
Q,.N.T ,NGINE9 /OV9
89200PE C
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - C2
Scale: 0.9699
WANNINGM tiENlRAL NOTES, unless otherwise noted: ri
1.Snide,Ned.melon contractor shah be advised of al General Nobs 1.This design is based only upon the parameters shown and NW an individual OREGON Oe tv
Truss: C2 and Waminpt before contusion commences. building component.Applicability of design parameters and proper ��
2.2r4 compression web bracing must be Misled Wow*ahem . kworWrslen of component lathe rsaponetRly of the building designer. / 4."OREGON
9ON +'e
3.Addition temporary bracing**inure stability during mmbudbn 2.Design assnmss the top and bottom chords to be laterally braced et O a 14,
A,
by
Nth*responsibility of to seder.Additional permanent bracing of Y continuous
and N ea tot r d as plyly rube braced(TC)ander
stayeir.i(Bength). 1't y
.compact ri gambrlter debacngod,h dwherC) con.drywal(BD). VP
�`RR1 0-
SEQ.:
4/16/2018 tlw ewxN structure b IM responsibility of the building designer. 3.Zs Impact badging or lateral bracing required whin shown..
SEQ.: K4499604 4.No bed Mould beapplied teenvcomponent umlMier albluing end 4.lnNaktbnofbuss lethe reponebNtyMM.respected*contractor.
fasteners are complete and atm One should any baa greater than 5.Deeign asamee hums ere to be need In•noncoa.WO environment,
TRANS I D: LINK design beds be applied to any component. 6.Meign brep.nsadry fu bearing x supports Shiro orw.ag.n
5.CopuTnwiweneeearolon.rand.aanmanoresponsbiityform. mammy.
EXPIRES: 12-31-2019
/ablation,handling,shipment and Imlablbn of components. 7.Deign assumes adequate Wai ege is ptorklw. April16,2018
0.This design is famished subject to the Imitations et form by 0.Rotes sal be located on both ten..of thee.,and placed.a their center ,
TPMMCA in SCSI,copies Meath MN be fwnlehed upon request. Wes coincide with INN center lbws.
g.Diggs Indicate she ornate in smile..
MITek USA,InniCompuTrus Software 7.6.8(1LYE 10.For beets connector phis assign saws see ESR-1311,ESR-1930 parrot)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS HIP CORNER RAFTER
LOAD DURATION INCREASE = 1.15
CHORDS:
LOADING 1
TC 2X9-2 DF ffl&BTR TOP CHORD LL + DL = 32.0 PSF
12
2.83 0
M-5x8
M-3x6 I
_-
M-3x6
01101
PROVIDE SUPPORT @ 98"o.c.
M-3x6
005 /
M-3x8 8-00-13 3,
N , 0014-
.I
O l-
O
y y y kt\Ep pR OF6ss
1-05-12 8-05-13
Os5 04
GINElc,4 /0
2
c" 89200PE 9T
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK — BR1 /fir'
alwScale: 0.5139 i—ont
WARNINGS: GENERAL NOTES, unless other...noted: Q
Cr
Truss BR1 1.e" erection �should 1.TN.d4pnkMaedMay upon tlroprame.nshown and la for anlndNMUN �G A.OREGON /11and Warnings Defoe emaMatlon commences. building component.Applicability of deeps promoters and proper
Z Bet compression web bracing must be metaled ewe sheen.. Incorporatlm of component i the responebMy of the building designer. y
3.Addl.n.temporary bracing to Imre stability during construction 2 Design anon..the.p ane Worn cera.be..ray braced at /O 1 4 24 P+
I the nrspensibally of me.rector.Additional p. Irl Miring of 7.....13 stlQ 6x.ntpectNaly unless brided erolephowdihetrlenpm by f
DATE: 4/16/2018 the ovmg drudue title responsibility olthe bullingaepner. continuos Neighing such n plywood siNaMkg(TC(andror drywa(SCt.
3.Z.impel bridging or Went Inadng requiredMi
guired me shown.. -% rl1Ap�'L�
SEQ.• K4499605 a.No bad should be applied lo any component unci eller al Inning and 4.Is.gationMaws letle responsibilitresponsibility of the respective contractor.
• fasteners one complete and at no Gne should arty bads greeter than 5.Design emirate buses are to be used m a nonconosiw environment,
TRANS ID: LINK 5. a�control to coy nn no responsibility for the
6.•�„„;M;, ,Aber „asupp01tsohowh.SNmerwed„g EXPIRES: 12-31-2019
fabrication,hendlIng,shipment and installation of components. n..i.,names
a.7006 design IsMm.hedrepeltome50450....eibrihby 7.Plebs located „o .;b pieced so their enter April 16,2018
TPNMCA In SCSI,copies of whbh Mil be fwnhhed upon request bees coincide nth pint anter lines.
MITA USA,IneJCompuTrua Software 8.2.3(1L}Z 1U c
sib' �cppmtdm inches.pistedeelpn values es ESR-1311,ESR-igaS(.Rei)
This design prepared from computer input by
I Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS 12-01-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 36 2-6=(-293) 1736 6-3=(0) 391
BC: 2x6 DF SS 2-3=(-1900) 362 6-4=(-293) 1736
WEBS: 2x6 DF 92 LOADING 3-4=(-1900) 362
LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 36
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 69.0 PLF 0'- 0.0" TO 6'- 0.0"V
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 6'- 1.0"V
TC UNIF LL( 50.01+DL( 14.01= 64.0 PLF 6'- 1.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.01+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -163/ 1060V -23/ 23H 5.50" 1.70 DF ( 625)
TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 12'- 1.0" -163/ 1060V 0/ OH 5.50" 1.70 DF ( 625)
TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 1.0"
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.038" @ 6'- 0.5" Allowed = 0.558"
MAX TL CREEP DEFL= -0.088" @ 6'- 0.5" Allowed = 0.744"
MAX LL DEFL = 0.002" @ 13'- 1.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 13'- 1.0" Allowed = 0.133"
MAX HORIZ. LL DEFL= 0.009" @ 11'- 7.5"
MAX HORIZ. TL DEFL= 0.015" @ 11'- 7.5"
6-01 6-00
f f f Design conforms to main windforce-resisting
6-00-08 6-00-08 system and components and cladding criteria.
432o# Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 12
4.00 ' $320# ',714.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
I I 111-.4664
in the plane of the truss only.
3 ,fes(
RI
2 4
LI)
= co
MPerii '1
O = O
6 I
oo
M-3x8 M-1.5x3 M-3x8
.1 l y
6-00-08 6-00-08
y 1-00 y 12-01 y 1-00 y ��ED PROp .9
�t`�� ANG I NEF9 sjO29
Q :9200PE T
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - CH1 .,
Scale: 0.9644
NAININGs: GENERAL NOTE* unless oglerwtee noted: 13 Cr
1.Builder and erection oentr.*.Mouldbead isedofelGeneralNot. I.This design l6nedonly upon the Ammeters shewn and kfor anindividual 4 OREGON ty
Truss: CHI and Wan lis before oonw.pnon commences. building component.Applicability of design parameters and proper
2..4 cempreselen we brachg nest be Metalled where shown e. Incorporation of component is the responsibility of me butldng designer. A ��
3.Additional temporary bracing to insure abbe*dmkg cembudron 2.Design assumes me top and baron chorda to be lateral*braced at 'O 9Y y
4,
k me responsibility of the erector.Additional pemraneM bracing of Z o.c.and a IB c.c.ro.pedlveN ledees braced throughout their length by
continuousmeammg such es plywood msaming(TC)and/or drywsll(BC). MFR R I LL'
DATE: 4/16/2018 the owratl awdaIs the responsibility of the bidingdesign.n. 3.21,impad bridging or lateral bracing requiredn where ahem+.
SEQ.: K4499606 4.No bad should beapplied roanycomponent uhGder albradngend 4.Il tsnnrrInn Design assumes hums.newre rol�ntee �o. .m .nem.
fasteners era complete end at 5e time Mood any Toads greater then
design leads M tippled b any component and are for'dry condition.of use.
TRANS ID: LINK B.d,m,leadsbetpeoroaorycomponentd .ene.wowfotltlyfoe» B.MNpnaseumsNbeaMgatalsupports shown.Shim orwedge if EXPIRES: 12-31-2019
nwmmty.
fabrication,handling.shipment end intention of components. 7.Design aew.nes eclogue*drainage*provided. April 16,2018
B.This design lennleh.d
h .ugec to the Imitations set form map by E.Metes be booted on both feces 5(.64 and placed so their tie*. •
TPINVTCA In SCSI,seples of which well be furnished upon request. Mea coincide.116.1 center linea.
0.Dgb.Indicate sin of plate In mews.
MITek USA,Inc/CompuTms Sofiwe 7.6.801.)-E 10.For bade connector plate design values see ESR-I 311,ESR-f 088(MRek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS 12-01-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 36 2-6=(-293) 1736 6-3=(0) 391
BC: 2x6 DF SS 2-3=(-1900) 362 6-9=(-293) 1736
WEBS: 2x6 DF #2 LOADING 3-9=(-1900) 362
LL = 25 PSF Ground Snow (Pg) 9-5=( 0) 36
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 1.0" V
TC UNIF LL( 50.0)+DL( 19.01= 69.0 PLF 6'- 1.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.0)+DL( 90.01= 40.0 PLF 0'- 0.0" TO 12'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -163/ 1060V -23/ 23H 5.50" 1.70 DF ( 625)
TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 12'- 1.0" -163/ 1060V 0/ OH 5.50" 1.70 DF ( 625)
TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 1.0"
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.038" @ 6'- 0.5" Allowed = 0.558"
MAX TL CREEP DEFL = -0.088" @ 6'- 0.5" Allowed = 0.749"
MAX LL DEFL = 0.002" @ 13'- 1.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 13'- 1.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.009" @ 11'- 7.5"
MAX HORIZ. TL DEFL = 0.015" @ 11'- 7.5"
6-01 6-00
Design conforms to main windforce-resisting
6-00-08 6-00-08 system and components and cladding criteria.
320# Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
12 12
9.00 +3208 d 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
11111-.13V in the plane of the truss only.
3 4'--,(
la
Li-, 2a
IIII
'O
o o
iI
0 0
M-3x8 M-1.5x3 M-3x8
1. l 1.
6-00-08 6-00-08
y 1-00 y 12-01 y 1-00 y ���EO PROFEss
�t��5 �NGINE9 /O�9
89200PE r
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - CH3
�J
Scale: 0.4694 . _ .
WARNINGS: GSNERA1.NOlEi, arises omerwee notsd:
Truss• CH3 1.BuWerand ereeeon coMder should be advised Mall General Notes 1.TWsdesign i based 17 ",OREGON ���
only upon ms prometsn mewn end h for m individual
• .M Warnings won ConMmcWn commarwe., building component.anent Applicability d designsports parameters and proper
2 204 compression web bracing much be Metaled when shown.. hoorpontlon of component k one rospne4Wy of ms building deMpner.
3.Addlonel temporary bracing to Dm*stonily dump mnWudbn 2 Design ammo.the top and bottom dards to be starchy braced at �O y 2,0 ��
kms roWsn.eR1y of the erector.Addllbnsl prrMrnera bracing of continuous 7 eA.and at f.thing such as o.e.respectively plywood.braced throughout they length by !•
DATE: 4/16/2018 the everts.mw.u.1.10.r eponSDNty of the building designer. 3.So impact bridging or NNW b rmeed Imre s oeeand/a d0y w1(ec). /�1(/��j p
deny et the reMroMwwn.. -I`n fl'�•�
SEQ. K4499607 1.No load should
complete
ed and the time shoal untg lar.lencing mthan 4.InDesign ion of neons s is Does m.to
send eersepds.coen.ctor.
eMssenmcompets.M at no time should any bast greater man 5.Design asearllel9lneees an obs used m.ren<onosiw environment.
TRANS ID: LINK della,teas be applied to wry component
.negro forassumes
hi
use. EXPIRES: 12-31-2019
6.CompuTne lns no camel over and assumes no ro.peseedy term. d.Msgn asaanesN MadrpMNapports shovel.Shim or wed9src
Masury.
fabrication,handbq,shipment and hmuMon of components.
'.Maes ail be badequate,both t,.""e"scan April 16,2018
8.T711tdesign tsNmtslneaeneledtomelmltbn.aMteMby 3.teen.MelbeteeMedonbomeona/buss,and placed eoDeg center
TDWVTCA in SCSI,copes of which WI bo furnished upon request. lines coincide with pmt center Ines.
0.Digits Indicate sire of pets in Bob..
MRek 11SA,lncfcowpuTrus Software 7.13.S(1L)-E 10.For bWc eorcnd°r pete design v.kre.see ESR-1311,ESR•1958(MRek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0^ IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=10) 0
BC: 2x9 DF 614BTR SPACED 29.0" O.C. 2-3=(-69) 33
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 902V 0/ 65H 5.50" 0.64 DF ( 625)
5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.4" -66/ 160V 0/ OH 1.50" 0.26 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I
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"
5-11-07 MAX TC PANEL LL DEFL = 0.059^ @ 3'- 7.0" Allowed = 0.352"
T f MAX TC PANEL TL DEFL = -0.097^ @ 3'- 4.6" Allowed = 0.528"
MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.7^
12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.7"
9.00
Design conforms to main windforce-resisting
system and components and cladding criteria.
3 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir),
load duration factor=l.6,
'' Truss designed for wind loads
in the plane of the truss only.
cc
1
0
occ
N /-
I
m 1 Ira IIIIIIIIIIIIIIIIIIIII -/
0
M-3x4
b b l
1-00 6-00
��vv) PROpe.
�,:�5 NGINEFR /qv_
92lOP
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - CJ3 �: • . �
Scale: 0.6287
WASI*IN6: GENERAL.NOTES, unless.nwnht noted: ri Cr'
I.BsId.e enderection mem.should be advised ofag General Notes 1.Thddesign ibased enyupon a.parameters Mwwnand isbranIndividual -� OREGON 4,
Truss: CJ3 and wammg*before sse. nenoommence& b�+akrocomponent.MWr+bNyofdwgnparameters end proper
2.254 Compression web bracing mut be MM.where shown e. Nworporotlon of....nerd is the naporMWy tun building dasipar. G� � ���
3.AddllbnN temporary bracing to insure stably during coesirscilon i Design assumes the top and bottom surras to be Wanly beced.t Al)_7 V
N r.wMebBn orthe.r erector.Aedmtw wmunwt eraang Si z o.s..ed t 1a OArespectivelycod..braced throughout their length by 4+ �y
conllmrouetnanhg lteh.s Waning daheem.Wen shwa..syweg(BD). MFR RI1.\- V
DATE: 4/16/2018 the overall...re Is the responsibility sties budding designer. 3.h Invent bndgmp or lelerN Waning WWI.]when shown e e
SEQ.: K4499608 4.Neload should Mwalled b...n componentINN eller abeaky end 4.bwlwtbmresponsibility ofthe napeab.contractor.
I.tessn sre complete end t no i.should any bads greeter then S.Design assumes tuxes an to be wed In a nonwrroslw environment.
TRANS ID: LINK desigleads beeRnedtomq'componML
O.
and
mum.are/or .d�n.iwppodsmown.stemorw.egen
8.CompuTrush.noconneles.rand..amesnoresponsibityfam. ,,,w„,a,,. EXPIRES: 12-31-2019
bbrw.non,handling,Wpm.tand installation ofcomponents. 7.Design..nn..adequate drainage isprovided. April 16,2018
8.This design is tun ah.d subject to the imitations set loft by 8.Plebs Mall M Mated on both hees of sinus,.rte placed so their center
TPLWTCA in Mei,ooplw of which WI be funleh.d upon request. Ines coincide with pht center.nes.
9.Diggs Mende stn of plat.In inches.
Pluck USA,kroJConlpuTrus Software 7.6.8(1 L)-E 10.For bask connector pleb design values see ESR-1311,ESR-1988(Wok)
This design prepared from computer input by
•
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS 7-03-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #l&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 36 2-5=(-94) 454 5-3=(-287) 207
BC: 2x9 OF #16BTR 2-3=(-533) 59 5-6=(-32) 60 5-9=) -99) 627
WEBS: 2x9 DF STAND LOADING 3-4=(-454) 67 4-6=(-717) 178
LL = 25 PSF Ground Snow (Pg)
TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0"V
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 7'- 3.0"V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 7'- 3.0"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
--- 0'- 0.0^ -55/ 584V -21/ 65H 5.50" 0.94 DF ( 625)
NOTE: 2x9 BRACING AT 24"OC VON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 7'- 3.0^ -194/ 700V 0/ OH 5.50" 1.12 DF ( 625)
ALL FLAT TOP CHORD AREAS NOT SHEATHED
--- -- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
OVERHANGS: 12.0" 0.0"
BOTTOM CHORD CHECKED FOR lOPSF 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'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.023" @ 3'- 0.1" Allowed = 0.313"
MAX TC PANEL TL DEFL = 0.066" @ 3'- 0.1" Allowed = 0.970"
5-11-11 1-03-05
T *320# f MAX HORIZ. LL DEFL = 0.002" @ 7'- 1.3"
12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 1.3"
9.00 17
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-4x6 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
3 M-3x6 load duration factor=1.6,
-9_ End vertical(s) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
0
0
0
I
N
•-1 A-
I1
rn
Allijr7
of 1/2 5 -..-:---"<6
0
M-3x4 M-3x4 M-1.5x3
)' b b
5-06-12 1-08-04
1 l b
1-00 7-03
t On
�,��5 �NG,INE9 /�29
9210P T
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - D1 �: . .�1
Scale: 0.5933 +
WARNINGS: GENERAL NOTES, unless omersin noted: tn
1Builder and election contractor meld be advised of M General Notes 1.This design is based only upon me parameters shown and is bran indNlduel "yL 41,OREGON ��Q
Truss: D l and. wmm
angs before n.hudlen eemnee
mes. boAdhg component.A661670654of design p.remaln eand proper
D 244 compnxbn web blaming mut he In ied whew shown•. Incorporation a/comp=ash i.e..ran xs.BlWy of ms building assigner.
3.Addllasel temporary bracing to insure debility Ming construction 2.Design assumes the top and bottom Words to be Rotors/1y bawd a 'lb9Y� 1 �O �
*be roapo osAlSy old,.erector.Additional gm.seM6ndng of Ton.and al td o.c.respectively unless braced throughoutihek length by f l
DATE: 4/16/2018 the ownl abuaue ism.n.pemerry of the building d.algner.
continuous sheathing later s plywoodrequired
amvor drywa(Bcl. M
3.k telatb badging or leer.pso.tbean,ng fthe Mitre hewn+N • R R �,L
SEQ.: K4499609 A Noknd.6eeN6.applied bN.thity .NMuny.k ragbndnh n 4.Dahinassumn of uss assumes hums
msantobNaNedilty anon-cahea.niron e l
hstesen an complete and H=dm.should any bads greater men 5.Design are
aorunysousees els 0 he used in.non-corrosive environment,
design weed m component. and m br'dry wndtlen'oiuse.
TRANS ID: LINK 5.� � sNha Is=gormand .=nRees�Rly�m. d.Designaesem.shAhearingalalsupports shown.SNmerwedge i EXPIRES: 12-31-2019
fabrication,handling,shipment and lselaMlan of components. Deas,...
7.Psepea..um.l.dedon ontawsof hues,end
April 16,2018
s.Thtea.algrnisfumhMdstq.atotinRnlatioesset bM6y B.Platesawl hekextMmbomlaeesofhues,aridphcedsetheir center
TPIMRCA in SCSI,copies of which will b.Mnhhed upon request. ales=inside with pica sealer Ansa
9.Dip5e indicate aha of piste in inches.
MITek USA,IncJCompuTnts Software 7.6.6(IL)-E 10.For basic=meaor plate design wanes se.ESR-1311.ESR-19e4(Mink)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00
TC: 2x9 DF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-95) 60 3-5=(-225) 163
BC: 2x4 DF k1&BTR SPACED 24.0" O.C. 2-3=(-94) 79
WEBS: 2x4 DF STAND 3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD= 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -79/ 993V -30/ 93H 5.50" 0.71 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -35/ 297V 0/ OH 5.50" 0.97 DF ( 625)
** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160
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'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.167" @ 3'- 8.0" Allowed = 0.420"
MAX TC PANEL TL DEFL = -0.249" @ 3'- 8.2" Allowed = 0.630"
MAX HORIZ. LL DEFL = 0.000" @ 6'- 11.2"
MAX HORIZ. TL DEFL = 0.000" @ 6'- 11.2"
12
4.0017
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-1.5x3
Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
/- -midllIllIllIllIllIllIllddl
in the plane of the truss only.
oN
oo
N
N
Cu
-� IIIIIII. 14
I ►�
0
M-3x9 M-1.5x3
l l l
1-00 7-03
RD POFFs���E /� �NGINEFsO
2_,..
9r
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - D2
Scale: 0.6308 .4111.,010S.,
440 •
WARNINGS: GENERAL Nom, mew oM,wtee noted:
1.!Milder and erection contractor Mould be edvbed dell General Nobs 1.This design la based only upon the winners sham end b for en individualOREGON t
Truss: D2 and o
%.minas belle em.0uden commences. Inning component.Applk.NRy of Mein peramete,s end proper Q.
Z.ha compression we brausng mull M Metalled where*Mune.. kwwFo'atlen of componeW k theresponsldRy of Oro bugtlhg designer. -7, 4"
�Lf \ �`
Additional bracing Mme Manly censb,Wbn 2.Design mourns*M top and bottom dards b be Many braced et
3.Add .1)'7 y V
Is Me of .,odor.Additional pem,enerat gang of 7Mees end M17 e.c.mono*Iy mien Erased throughout mot,length by O 14, ,,,i..respeniO 'o eonmaus Meeting such as plywood sheathing(TC)and/or dryw,MBC). V'9'
DATE: 4/16/2018 the oven*endure is M re.psn iblly nth.boidrg designer. 3.Du Inroad bridging or labral baring required where Mown"a
SEQ.: K4 4 9 9 610 4.No load Ma,a be.ppw Ie on,oemponei urn.Mr el b,adng end 4.Intention of trues is M reepon.elty sine repadive contractor.
and e no are complete etime should any beds greater than 5.Design momentums are b used s be d N.noneonowe environment
�R R'LX-
ate
TRANS ID: LINK design bidibialpMdtomycomponent.
5.aDe�.pn b mums* daiiapps,t. n n.nNesrweagen
5.CempuTnwhasnocontrolove,nndmNumpsnore.pone0MyforM , ,„,ryeEXPIRES: 12-31-2019
M,kation,handling,Mepmen end MWHien of components. 7.Design assumes adequate ou,en h provided.
N This design le furnished mind to ore .tions set Mn by S.Plebs Mn be bated on both faces of truss,and placed so their center April 16,2018
TPVNRCA In SCSI,copies of which MI be funned upon rented. tines collide glib phi center Anes.
MITek USA,InelCo Trus Software 7.6. 1L a.Fortis innate noofpet. b betas.
Inpll 6( }'E 10.For Mak connector plea deelgn vairas mo ESR-1311,ESR-1955(MRak)
This design prepared from computer input by .
Pacific Lumber and Truss—BC
LUMBER SPECIFICATIONS HIP CORNER RAFTER
LOAD DURATION INCREASE= 1.15
CHORDS:
LOADING
TC 2X4-2 DF #16BTR TOP CHORD LL + DL = 32.0 PSF
12
2.83 v
M-5x8
M-3x6 110111,1
'
M-3x6 111111
M-3x6gill / )'
1-07-11
M-3x8 Silk ,
u f
1
rnO
I f
O
l i' b
1-05-12 8-05-13
�,� �NGINE9 /�29
92IOP C'
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK — DRilf . qii i...,--"
Scale: 0.7937
MAPPINGS: GENERAL NOTES, urns.•otherwise nota:
1.Bulkier and erection cemredor should be advised of ail General Nota t.This astgn t based only upon the promoters shown and t for an individual
Truss: DR aMMhnwgsb.trocongluaencommences. bulking component.AppbabMtyofdespnpenmetnand proper
yG 4,OREGON alt/
2 TN ampr..aon web brachia must b.PIMP when Mown..
incorporation of component t the responsibility nm.bolding designer.
1'2)
24\-
3.AddtlerW temporary keels t Imus Play dump censmmltn 2.Design a..wa.s me top and boom acme t be wanly braced at
O r 4 V
tem.nspnWMy One ender.Additional psmPn•ra bnchg of continuous 7Osco.and et10eF.r•y...plywood unless braced throughout Mwtrtem by s P
V
DATE: 4/16/2018 t•evens structure ismen.p.. y of the building designer. 3. Impact bridging or lateral required when Nwwwnn•• L
SEQ.• K4499611 4.N•Ind should be applied t any component until Para Pacing and 4.Imtatbn of Inns is the r..penecRy ern*respected contractor. ��••1 ,RR��-"
t0en.ra on.complete and x no eme should any Pts gnnthen 5.0.19.assure.Mans an to be used m•nanconwhv environment.
TRANS ID: LINK design tads be applied to any compemM. and are tr'nry cannon'of use.
5.CempuTruahasnocnkeloverendamum•snenpenefoMyforme 8.Destpnassum.allb..ragnd.gipoa..nown.SNmerwedge g EXPIRES: 12-31-2019
fabrication,handling,shipment end in tt.n of components.
fabrication, q...
S.This d•apnisMnhh•dsubject totMbma6ons set forth by e.PwtMdubb.batedonbothteasofttniss,a pieced soteganter April 16,2U18
TPIANTCA in SCSI,copies of which PI be crashed upon request. Ines coincide Ph joint cones lines.
9.MRek USA,Inc/CO Trus Software 62.�(IL)-Z S For
skate ease dente t inches.
mW 10.For este connector pct design values W E55•1311,ESR•1966(MRep
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=1-142) 161 3-5=1 -53) 154
BC: 2x9 DF #14BTR SPACED 29.0" O.C. 2-3=1-219) 66 5-6=1 -31) 36 5-9=1-137) 190
WEBS: 2x4 DF STAND 3-4=1-177) 113 9-6=1-293) 170
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 902V -13/ 97H 5.50" 0.69 DF ( 625)
LL= 25 PSF Ground Snow (Pg) 6'- 0.0" -27/ 236V 0/ OH 5.50" 0.38 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF 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'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.017" @ 2'- 5.8" Allowed = 0.249"
MAX TC PANEL TL DEFL = 0.024" @ 2'- 5.7" Allowed = 0.373"
4-06 1-06
T f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3"
12 12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3"
4.00 "=:14.00
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
M-4x6 Truss designed for wind loads
in the plane of the truss only.
4.0"
3.(----,(
iiiM-
3
OAlx9�l
N
"
i !
m 1
of
2► 5 pu�.
0
M-3x4 M-3x9
M-1.5x3
1 ). J'
9-07-12 1-04-04
), b b
1-00 6-00
A.V' PROFFscos GINEp, s
:9200PE T'
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - CJ4 4
Scale: 0.5591
WA1NS*O$: GENERAL NOTES. unless othe,Me noted:
1.Sodden end erection wrangler should In advised of N General Notes 1.This design is based only upon the perimeters shown end Is for en Individual -y /�-
OREGONt. toTruss: CJ4 end Warnings before eenemwgon demm.nas. bidding component ApplicabilityApplicabilityor deign penmetem and proper
L
R gid compression web bracing mast be Instead were.ten..,
L Design sauna Ms fop and bottom demes to be lardy breed at Y
krcompera6on OreompaeN lathe responsibility of the building designer. -✓J,9,I 20'` ��
3.Additional temporary brazing to insure stability Ming wnWud14,
bn 7cc.end N10'OA respectively mese braced throughout their length by
NIM re/remota),oflhe wears Additional pemmansdbncb0 of O
amw
timus sheathing moll as plywood Nieethbg(TC)and/or drywaa(BC). � ,1 R l L_-
DATE: 9/16/2018 the Overall sbuMae is the nponebtly of the Nadia designer. 3.a Impact Mdpbp or Mal acing required were skim.+
SEQ.: K4499612 4.Neload should bebibbed to my comp.nsm mil ager ea erns end 4.beadier,of Buse age reparability of the respective contracton
atenere are complete and et no time Neuse my lads greeter then 5.Design"wanes busses are to be used Sr.non•conosise environment,
TRANS ID: LINK design keds be applied to anycOmponeM' 6.aD.seNpn brwan.. rka condition.q et ell supports sewn.stem orwsage6
5.CompuTnw hes no control over end etyma no r.spombiSly for M. EXPIRES: 12-31-2019
feMatlon,hendbng,shipment and'neaation of components. 7.Demon assumes tagsate drainage is provided. April A C,of O b O
6.Ibis design is furnished submit*the limitations set forth by 6.Pette MM be bated on both taps oftNea,and placed se thar anter /1y" IV2 1v
•
TPIWTCA in SCSI,copes of which Midi be Mailed upon request. Ines coincide with joint anter lines.
9.Digits indieae ea Of plats In Inches.
Wok USA,InciCompuTnm Software 7.6.6(IL).E 10.For bask connecter plate design values see ESR-1311,ESR-1066 IMITek)
This design prepared from computer input by •
Pacific Lumber and Truss—BC
LUMBER SPECIFICATIONS HIP CORNER RAFTER
LOAD DURATION INCREASE = 1.15
CHORDS:
LOADING
TC 2X9-2 DF p16BTR TOP CHORD LL + DL = 32.0 PSF
12
2.83 • M-5x8
M-3x 6 11111111Ift
M-3x6 1111111
M-3x6 111111
M-3x8
a /-
,
N
1
m
O
I
0
L
1-05-12 8-05-12
<N.7" .It
1/
kc 89200PE
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - CR1
��
Scale: 0.9139 �
WARNINGS: GENERAL NOTES. unless otherwise noted:
Truss• CR1 1.B'Ad'r•nd•r"Sonoon orshouldb..dNssdofNO'n°rdNot.. 1.IN.d••4pnktWNdonlywontlropr•m•t•ntlawnandkbrenindMlu0 OREGON LQ'
and Wy kV before oombuetbn commences. hiding component.Appkc.bMy or dot.panni ten NM proper V
r gra conpr•0on web booing must be b teesd where shown.. Ndorpoutlon of component kthe respond/Araof the building designer.
3.AMgbnst temporary booing to stun gabby during am6uctlen 2 D assumes the top and bottom chords to be laterally braced et � �Y () �
e the responsibility of the erector.AddOoN.permanent bracing or z o.0.c.ane at rG..a respectively unities bread throughout 5ren length by . L•
DATE: 4/16/2018 1st overall Moshe is be .pombry ofthe biding designer,
continuos Nesthbp bid.es grog re quina where own•dryw•g(Bc). ivi12
9.No bed should be 3.tnhn.tlobot bun
olden'bndrgngdred repedrown•• -IL`1 ��
SEQ. K9999613 pvSes.4,5 amvd0. uy edsgr 005 men 4.Desi'Wegn n.n..On ..n040 uselity d
in
n..oeeo amnaor. /�
memn m ampler end at m lime should any beds tinder Men 5.Design or dry enr ...en to be used b.rraconowa environment,
end an assume condition"Ouse.
EXPIRES: 12-31-2019
TRANS I D: LINK design bads b•mobbed to am component. 6.Design assumes con bearing u e.supports ehovn.sNm Or wedge W
5.cwnpuTres Ms no control over end mum.no npnnebgq for the
neasesry.
fabrication,'candling,shipment end befallen=of components.
6.This design leerlened•ublOetrothe lenbdbmestfodh T.MteNolltoign "°"'"on1ugek�uss,a April 16,2018
M 6.IntssdegesbhNed oenerlteas ortrw,'ne placed sstMkanter
TPWJfcA in seal,copies of MOO will be furnished pre request. Yrs coincide with Jolla Amer gm..
9.
Wee USA,IncdCompuTruo SOMvse 62.3(1 LK 0.F afk connector Mee design oboes see ESR-1311,ESR-7965(NR•k)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=10) 0
BC: 2x9 DF #laBTR SPACED 29.0" O.C. 2-3=(-31) 30
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.97 DF ( 625)
1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
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"
1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
T f MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072"
MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.109"
MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236"
12 MAX BC PANEL TL DEFL = -0.027" @ 3'- 3.8" Allowed = 0.315"
4.00
MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9"
MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 190 mph, h-15ft, TCDL=9.2,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
3 -/ in the plane of the truss only.
ti
N ,_ '
O
I
12 x4
o M-3x4
1 b b
1-00 6-00
�`<5`V 0 PRQp
�,N,7 OINF�c9 v0,
:9200PE
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - J1 dlillIPP�y�.,
Scale: 0.7162
WARNINGS: GENERAL NOTES, odea otherwise noted:
1.Budder and emotion contractor show be advised of all General Note. 1.TN.design le Mad only upon 1M parameters shown end is for en Individual OREGON to
Truss: Jl and%MigoMore consmKnencommences. bodldigcomponentApplicabwyofdwenparemeters and proper y 4 �c
2.2M9 compression web bracing mule be installed Mere shown+. hworpanan of component k the responsibility of the building designer. / tFP.
�O�
3.Addllbnd temporary bracing to Mute stability Awing construction 2.Design assumes the tap ale bottom chord.b be Merely brace el _7
is the roapeMNXly alto erecter.Additional parmaneM bracing of
7 o.c.and at 10 o.o.respectively arses.braced throughout heir length by 14,
ode toddgthgnpe ,al tl». )aserdryw�(8C). MFRRILL
DATE: 9/16/2018 the owMamMuro is the responsibility of the buldbg designer. S.2M Impact bndgig or lateral bracing NOM where sown++
SEQ.: K4499614 w No load should be applied bany comment untl&Mralbracingane 4.Designa..lbtion urrorbus isthebHonsibility Muawitnespective iveo- environment,
fasteners aro complete end el n time soup any baa greater Ilion
TRANS ID: LINK design loads be applied le'ny component. e.Desiand gn b...rm es ber'dry condition.aring use.
shown.SNm or wedge g
5.C.mpuTex8..nocor olover end assumes noro.pond,tyterlit , .aary. EXPIRES: 12-31-2019
f.bnaan,handling,shMentand Mabsonofcomponents. 7.Design assumes MGM drainage lsprovided. April 16,2018
6.TNsdssignis furnished.e).dtothe lenllebnsset forth by 6.Pl.newlMwcatedonbomImes offew.,and pradso their center
TPIM?CA in SCSI.copies of which will be furnished upon request. Knee e.Bdde with paid anter Nos.
0.Diggs indicate We of pbte in Inches.
MRek USA,l.slCotnpuTrus Software 7.6.8(1 L)-E to.For basic connector pleb design values see ESR-1311,ESR-7966(Wink)
This design prepared from computer input by ,
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-97) 32
TC LATERAL SUPPORT <= 12"OC. VON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -47/ 396V 0/ 97H 5.50" 0.55 DF ( 625)
3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Jt s:2,3,9
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I
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"
3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078"
T . MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105"
MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213"
12 MAX BC PANEL TL DEFL = -0.091" @ 3'- 1.9" Allowed = 0.315"
4.00
MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3 -f (All 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.
N f-
'-n
M
O 1
0 2 14
M-3x9
1-00 6-00
K(tEO PROFFss
4s5 GINEF,9 /0
:9200PE -9r
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - J2
Scale: 0.6662 _
WARNING& Ow4ORALNOTES. unless oOwwNenoted: a Cr
1.Builder rection contractor.hsuld be advised of al General Notes 1.This design i bawd only upon the parameters shown end i for an individual -y OREGON t. to
Truss: J2 .ne wa before wMtructlon commences. building wmpoeerd.Mp100MNy or asign panmeten and Proper
2.2cd compression web bracing meal a installed when shown.. Design
assumes
a componentand k the m o.d.to of len elading ed t°er. 14 20 ��•\
3.Addkbml temporary bowing to Moura*Wilily Ming conWnctbn 2.Dsalpn asalwrss fhe top bottom droNsto be Merely at / A/y
Is UM IeepamEMy Mille erector.AdAtlomlpam.mnlbnlcknp of Ton.ndN1t,'o.e.n.pesgvep urges*braced throughout their length by
DATE: 4/16/2018 to overall structure Is the mpenaelNy of the beading d.0g..,. 3.2x Impact bridginuous ng or Mend emir basisn re un.dsheaa p(e s ow ger drywMtBc).
required of
wora shown•t e FR R 10_
SEQ. K4499615 N°load should a+vveea to component umlaMrN enctr pend a.lmt.l ellen ertruss teto responsibility girth.mpadw.wMcter.
Integers me complete and N no time soup my lotla greater than 5.DSMgn spumes busses Cr.le be used In a non.consoM environment,
TRANS ID: LINK deign bads be applied to any component. end are for'dry condition'or use.
5.OMnnuTnw hn m Control over end assumes no reepoml y for m. 8.Design a.ernNru bowing alNeuppoM shown.Shim or wedge if EXPIRES: 12-31-2019
fabrication,h.Mmg,shipment and imbibition of components, neceMrry.
'.Design assumes atedon o5, is provided. April 16,2018
8.TMseeek°teIKcopsubject w to the emomhe ben r 3.PIMc 1,4 be located center
ter Ices Minors,end placed Me their center
TP1NVECR In Be51,wpbs of which ON be barrlpin.d upon request. panes coincide with joint dnterpm0.
Wee USA,IncJCo Tran Software 7.6. iL
B.Diggs indicate.me or plate In bows.
i )-E to.For bask connector plate design values no.ESR-1311,ESR-1986(MiTek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00
TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x9 DF ffl&BTR SPACED 24.0" O.C. 2-3=(-69) 34
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -57/ 903V 0/ 65H 5.50" 0.69 DF ( 625)
5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,9,3
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 = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX Ti CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
5-11-11 MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354"
T f MAX TC PANEL Ti DEFL = -0.098" @ 3'- 9.7^ Allowed = 0.531"
MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9"
12 MAX HORIZ. TL DEFL= -0.000^ @ 5'- 10.9"
4.00 G,"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=l5ft, 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.
ri
I
0
N
04 l�
tit
MIMIIMIIIMIMIMIIIM -/
I 1 2 9
0
M-3x4
b 1 l
1-00 6-00
.<C,�ED PRQFFss
��� �NGiNEF9 /(/*
:9200PE
JOB NAME : 20818 SAGEBU I LT 2098 ASHCREEK - J3Scale: 0.6287
-41,41104•• '
EMMOlS*: GENERAL NOTES, unless ether.lae noted:
1.Sulkier and enaction ase actor should be added of el General Notes 1.TNs design A based orty upon the parameters dawn end Is for en'MOWN OREGON Oe tv�
Truss: J3 all Warnings belle consbudbn commences. building component.Applicability or design persmd«send proper
• 2.2e4 compression web bndn q mud be inwfaled when shown T.
Incorporation of component k the nspensloMy of the building designer. Z. 4/OREGON
►I O\
3.AddNbn l temporary bracing to Mum stabMy MOM eendnrtbn 2.Design assumes the rep end bottom drones to be laterally braced at / 14,
s 2 t�`
by
Is the responsibility Witte erector.Additional pemlansm bradng of Y continuous
st ea1 Cf o.c.such es
ply plywood
s wauA throughtihey NIBength t Y 2
ceNmwss edging g se nlb wing re deal where
awn••rywa6(BC). 11/ -HMO-
SEQ.:
ER R 1�` jJ
DATE: 4/16/2018 ihe overall aburolun is the rnponebNtY dme building deegmr. 3.3 Impact bridging«labnd braelrG required w91ero shown•• 1/
SEQ.: K4499616 4.Nobdshould bapplied toany component utgafter dbracing and 4. n Design three bes are to usedof nomcommive environment,
tea.n.rs m complete end d no Erne Mould arty bade greater then all ant bray condition.of use.
TRANS ID: LINK de gn loads be appliedt.5n O"p0"'"t 6.aagnaal.n.efall bowing daleuppensMom.SNmorwedge i EXPIRES: 12-31-2019
5.CempuTrus has no cordial over end assumes no nepoMFMy for the nscesssry.
tebtogen,handling,slpm.m end InetWetion of caponems. 7.Design sewn adequate drainage I.provided. April 16,2018
6.This design Is lonnidnd sullied to the*Mations set forth by N.Metes Nal be located on beth Ganun
s of s,and placed so then center
TPINyTCA hi SCSI,Copies of which MI be Nnlehed upon request. Ines coincide with)airs centerlines.
9.Digits Indicate Me of glide in Itches.
Weft USA,Ino/Compulrus Software 7.6.6(1 L)-E to.For bade Com ter plate design values see ESR.13f t,ESN.t956(MRek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 OF 411&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0
BC: 2x4 DF R1&BTR SPACED 24.0^ O.C. 2-3=(-78) 66
3-4=(-45) 18
TC LATERAL SUPPORT <= 12"0C. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -43/ 378V 0/ 84H 5.50" 0.60 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625)
5'- 11.2" -136/ 338V 0/ OH 1.50" 0.43 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 DF ( 625)
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.4" Allowed = 0.356"
MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.533"
12
MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2"
4.00 D MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
3 '' 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 factor=l.6,
Truss designed for wind loads
/' in the plane of the truss only.
0 do
1
.-I
Cu
0
ci
1 fl
M 1
O -/
I 2 5��
0
M-3x4
Y l y y
1-00 6-00 1-11-11
�C; G'P F �Ss>O
92 0
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - J4
Scale: 0.5791
WARNINGS: GENERAL NOTES, unless otherwise notal Q fr
Truss: J4 1.Sulenanderection.e*ad84orshouldb. ..dofalGeneralNotes 1.This designibasedonlyuponm.parametareshown and leSranindlvleuel -y OREGON A.
to
and Minims baron conauann commences. building component Applicability of design parameters and proper
L 2x4 companion web brewing must be Instilled when �
shown . eeorpore6on of component k n
the epcn NWkddi
y of the bung designer. L
41' P+�
3.Additional temporary bracing to hese stably ening eenpludbn 2.Design assumes me by and bottom donde b b.Mara!/braved M /O 14
Is the reaponlly of the erode,Additions!permanent tinning of 7e.c.eMstfa e.c.respectively Wen brined throughout tick length by
I Z�\
ominous
od
DATE: 4/16/2018 the went thea,.eIathe nth* 25impctrgingor"mIbacing,.uiredpmsorow°yw°I(e°). � 'RRIL\-
raspaneblNy e S designer. 3.lnd impact bridging or hien!bracing ly 01(8d when Mown i•
SEQ.' K4 4 9 9 617 4.No bad should be applied tel.Iompinel ung alar al bradng ens 4.ImbYtbn of truce let..responsibility o/ins respective uonbador.
Nehmen an cern**aro M no Oma should my bade greeter than 5.Design names hums are to be used In a nasonon.environment,
TRANS ID: LINK design loads bebond bany dwmponen. and are for'dry condition'ofuse.
S.Combine hes necontrol ever and mums seeresponsibility for the 6.Design assumes Mbesting stelsupports shown.Shim orwedge a EXPIRES: 12-31-2019
nsasesry.
fabrication,landing.Mlpmont and ImHMbn N components.
6.This design is hanishdsubject to the limitations set fob by 6.Pbbte shell.Design be snuffle
s
n beth Ines is provided.
placed so 5sh center April 16,2018
TPbWTCA in SCSI.copies of witch will be furnished upon request. Ines coincide whh Ids ante,Ines.
9.MITA USA,IneJCompuTru.Software 7.5.8(1 LK 10. bark con p
connector
in wows.
pies
Msipn values ase ESR-1311,ESR-1966(MRek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0^ IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2-10=(-1018) 4980 10- 3=( -222) 1288 14- 9=(-104) 48
2x6 DF SS T2 SPACED 24.0" O.C. 2- 3=(-5296) 1098 10-11=(-1548) 6936 10- 4=(-2282) 616
BC: 2x6 DF SS 3- 4=(-4980) 1062 11-12=(-1578) 7540 4-11=( -388) 2104
WEBS: 2x4 DF STAND LOADING 3- 5=( 0) 0 12-13=(-1578) 7540 11- 6=(-1506) 382
LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-8742) 1902 13-14=( -740) 3700 11- 7=( -310) 1338
TC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-8742) 1902 12- 7=( 0) 68
BC LATERAL SUPPORT 4= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4060) 856 7-13=(-4194) 922
8- 9=( -30) 36 13- 8=( -486) 2454
LL= 25 PSF Ground Snow (Pg) 8-14=(-4546) 938
NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 1060.0 LBS @ 13'- 6.0"
ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 621.0 LBS @ 15'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
ADDL: IC CONC LL+DL= 1060.0 LBS @ 17'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -416/ 2043V -24/ 75H 5.50" 3.27 DF ( 625)
OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 6.0" -559/ 2791V 0/ OH 5.50" 4.47 DF ( 625)
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
q AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
vertical members (tion).
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160
MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100"
( 2 ) complete trusses required. MAX TL CREEP DEFL = =0.001" @ =1'- 0.0" Allowed = 0.133^
Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.116" @ 13'- 3.0" Allowed = 1.129^
-'r- nails staggered: MAX TL CREEP DEFL = -0.457" @ 13'- 3.0^ Allowed = 1.506"
9^ oc in 1 row(s) throughout 2x4 top chords,
9^ oc in 2 row(s) throughout 2x6 top chords,
MAX HORIZ. LL DEFL = =0.024" @ 23'- 2.5"
9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.054" @ 23'- 2.5"
9" oc in 1 row(s) throughout 2x9 webs.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
11-09 11-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
1' 1' 'f load duration factor=l.6,
6-06 3-03-10 1-11-06 1-06 4-00 3-02-06 3-00-10 End vertical(s) are exposed to wind,
T f f 1 ' ' f f Truss designed for wind loads
in the plane of the truss only.
7-02-04
T T +1060# +621# +1060#
12 5
4.00 C,.- M-3x6
M-5x6
M-1.5x3 M-6x10 M-3x8 M-1.5x3
3 4 6 7 8 9
5i11... M111111 O T2 - - a
0
07 N
- - -
t
o 10 l' 11 12 13 2x19
o M-3x8 =M-4x4 0.25" M-1.5x3 M-3x8 M-3x8
M-7x8(S)
1 y y y y y �(�0) PROpk-e,'
6-06 6-09 4-00 2-10-14 3-04-02
. y y �c?�S �cNGINE-9 io�9
1-00 23-06
:9200PE T
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - G1 .0 •
Scale: 0.2681
WARNINGS: GENERAL NOTES, unless otherwise noted: C3 CC
1.guilder and erection contractor should be advised el al General Note. 1.This design Co based only upon the parameters Chown and is ter an individual OREGON d <C/
Truss: Gl and win nxq.before an.th ctien commences. buildingcomponent.Apptiabgly stdesign persmetarscoed proper 44.
, µ
2 244 compression web Mating mud be installed ware shown 5.
Nreorpersden of component l t rsspensibgly of Me betting designer. /O Iq ^•`O� 1
3.Additional temporary Mating b hours Mikity during sonebuctbn 2.Design aromas the top and bottom chords b M lateral/braced at �T
NIM responsibility eltir erecter.Addtlond pemtacenl bracing st 7 0.5.and at NY AG.respectively riles*braced dTeuglw4/their length by
aanuaaddathag such.plywooddeathaq(TC)."deer drywaNgr:). MFR R1U-' `(]J
DATE: 4/16/2018 raw 0.111 structure Nth*reopens/00y of the buMtip designer. 3.214 Impact bddgIng or lateral bracing required where drown••
SEQ.: K4499618 4.No bed Noun he applied to any component until tier al bracing and 4.lrtana ums trusses ireaeporco f s.used In• s,.environment,
adorers ars compMN and d es tWe.tlwJd.ray bade grsatx tlen end ars kr`dry condition'of use.
TRANS ID: LINK dedpubeds Mapplied to any component. 5.adassumes d«
bearing shown.519morbodge if EXPIRES: 12-31-2019
a
5.CampuTlus hascontrolover er and ammo.no respomEgy for the necessary.
abd..ti.n,Iae%ng.shipment end Installation«components. 7•Design.mmesadequate drainage aprovided. April 16,2018
6.This design aamahed subject to the limitations set forth by S.Pates shol ba bated on both Nees sftls s,and placed so dick anter
TPRWTCA in 915t,copies of MOM 01 be furnished upon request. F.coincide with joint amen las.
9.Digits indicate she of pate in aches.
Wee USA,Inc✓CompuTnn Software 7.6.6(1 L)E 10.For bask convector pea design vales see ESR-1311,ESR-1966(Wok)
This design prepared from computer input by e
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0
BC: 2x4 DF R16BTR SPACED 24.0" 0.C. 2-3=(-106) 67
3-9=( -59) 24
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0•- 0.0" -35/ 379V -1/ 102H 5.50" 0.60 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625)
5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 DF ( 625)
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. '
VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356"
MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.533"
MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9"
MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9"
12 Design conforms to main windforce-resisting
9.00 system and components and cladding criteria.
4 -,
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 factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
3
r0
'/ 1
r
0
r",
N
re, 1
I 20.1...M0 51,E=7.40
0
M-3x4
J. b y y ��,Et PROpFss
1-00 6-00 3-11-11
��5 tNG,I NE /�
2
,„_-4.., 89200PE 9r
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - J5 ��
Scale: 0.5011 L0111.4000!,01,-
_
WAMINO$: GENERAL NOTES, mases*thewis.noted: Q A+
Wen Truss J5 I.BNNrand eredbnco.radortnouldbeadvised stepG.mralNotes 1.ThisdesignisbawdOnly open teparametenshownand btor anindidual OREGON t. to
• and Warnings beton eemb0Wen comment., buNmp cempomM.A...M.efdesign paramaers and proper
2.2.pmawebnp
pro n wbradmor be fMNn.d where shown a. M<orponben of component is the rwm
pobRly of Ma building design., G
AO� •\
3.Additional...racy bracing..noun Mobility during contludbn 2 Design mums Me top sad bottom . beb laterally.< om chords y bl n y �44
totted mpnsb.egle•redone Addl..pennons.brechq of 7e .andat0 eo
fn.res...ly braced through.rauiMkisngM by O �4a L
DATE: 4/16/2018 the overall stmcnas bade Mightcontinuouawing or blond
bracing
eduired vnbreshon•dyw.k(ec). ili Ft R't
n.pwloowp Oi1M building.l b,.ol. 3.2.eepad bridging orliteralbradng ty elthdwMn Grown.a -r/ L
SEQ.: K4499619 9.Nelead.teed0bewadtoanycomponentnu•b ralbracing«. 4.mgNetbnofWesbthenpom6RyofiMround.cont. .
festemn ars wmpbte and.t no time Slew.any bads greater Man E.De1gn...ems bows am to be ewd in e no.tenoave environment.
TRANS ID: LINK deb.le.a.beappledbany component. end are foe.condition'9frm.
E.temp„ne has no coral over and MUMS no nspenWMy 10 61 6.Design.esm
es fullbwdg at NI supports shown.Shim or var.if EXPIRES: 12-31-2019
hbriwlbn,handling.ald
Wpm.and Ina...of components. necessary.
7.Nolen 41441.nes lub..I.provided.
6.This design bbm1h.d sbpd to the lmta6ons wt bah by 8.Pbt a shag be local.on Po.faces of tn.,and
piswd no EmircenterApril 16,2018
7PWVECA In BCSI.copNs olwnkh we arenbn.e open request. lines coincide with Mint center lines.
MITek USA,IncfCompuTtus Software 7.8.B(1L)-E to p� connectort. ppatsmge 0.1
pfa design values fee ESR-1317,ESR-1966(.Roto)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x9 DF #1&BTR SPACED 24.0^ O.C. 2-3=(-37) 11
TC LATERAL SUPPORT <= 12"OC. VON. LOADING
BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0^ 0.0^ TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V 0/ 28H 5.50" 0.98 DF ( 625)
1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.003" @ -1'- 0.0^ Allowed = 0.100"
1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133"
'� '� MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043^
MAX TC PANEL TL DEFL = -0.001^ @ 1'- 2.9" Allowed = 0.109^
12
4.00 D MAX HORIZ. LL DEFL= -0.000^ @ 1'- 10.9"
MAX HORIZ. TL DEFL= -0.000" @ 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All 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.
3 -/
rn
'/ .i
N - 1
O
I
rn
0
2 4��
M-3x9
l 1 b
1-00 2-00
'\'�,EO PRQp
,So. ENGINE"9 (0*
89200PE r
JOB NAME: 20818 SAGEBUILT 2098 ASHCREEK - SJ1
Scale: 0.7266
WARNINGS: GENERAL NOTES. unless of erwia noted:
O
1.Milder and erection corb.dor should be advised old General Notes i.Thi.WNW n WSW way upon the p.emalan show and is for an haakkial OREGON to
Truss: SJ1 and Warnings before construction commences. building component Applicability of design parameters and proper �G ,if OREGON
�� /`
L Ltd o.nwn abn web bracing must a installed Were shown.. Irwaryorotbn of component NIM nsponsblfty deo bukdng daagner. •Y 20
S.Additional temporary wacky to Man stability during anatrudbn 2.Design assumes me top and bottom dans to a latently waded at Q 14, Q.
k the responsibility of the erecter.Additional permanent bracing of 7 on.and at/0 o.c.tend,a.plywood a braced throughout ink length by Q�
DATE: 4/16/2018 Na ooerw shudure a the responaRRRly efts wading designer. S.bt impact bridging«lcontinuous sheathing Iter'l eheslhd a,. oanw«sryw.p(6c). �J
drq rewired Were almavm.. FR R I LA-
d.No bad Would to applied to any component until ser d had and 4.Mediation of W.s a me responsibility of the respective anad«.
SEQ.: K4499620 5.Design.estmesan...sare t be ed In.nonwrrealwanwlronnan,
Interiors are complete and at no One shod any iota gaiter
TRANS ID: LINK d"bnloads bsipp1idro""'component. 6.aagn.saes by condition.esting isuppomshown.Shimorwedgerc
5. npoTmahasnoanlroles.,and,esuesnorespemiiyyf«ge mammy.
EXPIRES: 12-31-2019
ewe.Won,handling,shipment and installation of components. 7.Dedgn..ane:adequate drainage*provided. April 16,2018
6.Thladoslgn a furnished subject to to Imitations set forth by 6,Metes shall be bated on both eves of tons.and placed an their center
TPIWTCA In SCSI.apes of WOW Mil be furnished upon request. gas coincide with Join anter linea •
Digits9. of m inches.
MiTek USA,InciCORplTfa Software 7.6.6(1L)E o. a connector plate
design wakes see URA 31 1,ESR-7966(MRek)
This design prepared from computer input by `
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7^ IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 22
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 322V 0/ 47H 5.50" 0.52 DF ( 625)
1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3
4.00 17
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 = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043"
MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.057"
MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9"
3 -,
Design conforms to main windforce-resisting
system and components and cladding criteria.
If 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 factor=l.6,
rn Truss designed for wind loads
in the plane of the truss only.
r
0
I
0 /-
.-o.-I
I
4"
0 1
0 < 2�l
9-
M-3x4
1-00 2-00 1-11-11
��R�� PROFFss
n:5 �1NGINER >�
2
'92 0 I
JOB NAME : 20818 SAGEBUILT 2098 ASHCREEK - SJ2
Scale: 0.8743
WARNINGS: GENERAL NOTES, unless otherwise noted: Q
Truss: SJ2 1.Builder end erection contractor should be advised ea O.n«.I Not.. 1.This design is Weed only upon ms perimeters Mown an is for an edMMuel Q
and w.nteg.wrereeamb Weneemm.ne.a. buWbpconwen.nt.AppleabEyeld..enpnnwt.reandpop.,
"�G ,�OREGON ��
2.27/ampr.rbn nob bracing mud S.SPAM where•Mom.. kcorperalbn of component b the reasonably of the building designer. rf
3.Additional temper•ry Map b Mum debility during comhuWon 2.Design assumes the top and bottom chords to be laterally braced at /O y 14 LO ��
b M restorability of er ..raper.Addlbnd pnmaMnl bradeg of 7 e.c.end at 10 Dace reweave*unless baud throughout their length by
DATE: 4/16/2018 IM overM Mature b M aponsbEy olid dd o0""A101•'^'aE'"'g"'p'••plywood•^'•"d'gRcl and/or dyw.�Ec). F `e
ding Mpner. 3.2k Mad bidpbq«bend lacing required ware drown.. � RRIL\-
SEQ.: K4499621 4.No bed should be applied to any component until Per albrach"end 4.kateg•tion of Inns is M re.Is S.used
of the repep0e contractor.contractor.Mx
!Menem are complete and no tine Maid wg
any bads greeter bassumes we
en 5.Design aastams e be used In•non-corrosive environment
TRANS ID: LINK design beds be applied to any component. and are for ceMNore Pm.
5.CompuTneMelpconbp«xand•MlmMemmsponsbMyl«the d « assumes•• ameba.l•Isupports shown.Shim erwedge g EXPIRES: 12-31-2019
fabrication,ending.shipment and bdobtion of components. nsues•ry.
6.TM•d••gnbnnahed i)waMPmr.dene.promrby e.ped. boateassumes d'b'tm .ainage eue.es,'and d. April 16,2018
TPNNTCA in SCSI.copies of MP WI be famished upon request. bus 006dds with joint center lin... placed so mein center
9.DIgt indicate ON.Opiate M kipws.
MRek USA,IncJComplTrus Software 7.6.8(1 L)-E 10.For bask connector plate design vb»s see ESR-1311,ESR-1988(MiTek)
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property
offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury
MiffDimensions are in ft-in-sixteenths.
11111466, Apply plates to both sides of truss 1 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 BCSI.
2. Truss bracing must be designed by an engineer.For
O-lie' 4 wide truss spacing,individual lateral braces themselves
1111111-0111Emay require bracing,or alternative Tor I
O _ bracing should be considered.
O
loading shown and never
F� 3. stackackr exceedtis the design I g
a U materials on inadequately braced trusses.
ll PrillicP) 0 4. Provide copies of this truss design to the building
For 4 x 2 orientation,locate c - I— designer,erection supervisor,property owner and
plates 0- 'hA'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/LETTERED 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 ANSIITPI 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. use with expressly retdant presse veative treated,n is not oprlgreen lumber.ble for
ICC-ES Reports:
The first dimension is the plate 10.Camber is a non-structural consideration and is the
4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to
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
i� Indicated bysymbol shown and/or SYP represents values as published specified.�� y by AWC in the 2005/2012 NDS
by text in the bracing section of the
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 1,2013 spacing indicated on design.
if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing,
or less,if no ceiling is installed,unless otherwise noted.
BEARING
...0•••-• 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 ®2012 MiTek®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. 18.Use of green or treated lumber may pose unacceptable
environmental,health or performance risks.Consult with
project engineer before use.
Industry Standards:
ANSI/TP11: 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
is not sufficient
DSB-89: Design Standard for Bracing. poA BCSI: Building Component Safety Information, �Te 1<:e
20.Design assumes manufacture in accordance with
Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria.
Installing&Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013