Plans 12W 19'-1" 14'-11'
m
:12
:1 :12
'4
N
M
:1
OQ
N
8:12 DJ3
B2(3) b
DJ1
4
8' 1 15:1
A FK
q 4
i 22'-30 i
r
12W 10'-31/2' 1 11'-111/7 t
'4r
®Copyright CompuTrus Inc.2006
ILDER: ISSUEDATE., ABOVE PLAN PROVIDED FOR TRUSS
PLACEMENT ONLY REFER TO
JT SMITH 06/29/15 TRUSS CALCULATIONS AND
ENGINEERED STRUCTURAL
OJECTTITLE: REVISION 1: DRAWINGS FOR ALL FURTHER NdfiALumber
INFORMATION.BUILDING
1752
17529-JT SMITH-PLAN 2545-ELEV A DESIGNER/ENGINEER OF RECORD
;N: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS
C,� TO TRUSS CONNECTIONS.BUILDING
OF RECORD
2545 / A CHECKED BY. DE__, RIEVIEW AND APPROVE OF ALL TO C O M P A N Y
LIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TRUSS
0.11 - 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss.
Re: 17529- JT SMITH- PLAN 2545- ELEV A
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: K1314987 thru KI315009
My license renewal date for the state of Oregon is December 31,2016.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
oEp P R 0FFSS
�NGINE
F'9
89782PE 9r
9,L OREGON
RY
UlCliL R�
31/2016
July 21,2015
Rivera,Mark
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -
TC: 2.4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273
BC: 2x4 KDDF #I&BTR SPACED 29.0" O.C. 2-3=(-515) 107 6-4=(-17) 331
WEBS: 2x4 KDDF STAND 3-4=(-515) 107
LOADING 4-5=( 0) 63
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) 01- 0.0" -104/ 616V -98/ 98H 5.50" 0.99 KDDF ( 625) -
111- 11.5" -104/ 616V 0/ OH 5.50" 0.99 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133"
MAX LL DEFL = -0.002" @ 12- 11.5" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 12- 11.5" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.040" @ 3'- 2.6" Allowed = 0.434"
5-11-12 5-11-12 MAX TC PANEL TL DEFL = 0.165" @ 3'- 5.1" Allowed = 0.652"
12 12 MAX HORIZ. LL DEFL = 0.003 @ 11'- 6.0"
IIM-9x9 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0"
8.00 Q 8.00
9.0" Design conforms to main windforce-resisting
3 system and components and cladding criteria.
Wind: 190 mph, h=21.2ft, 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
1 in the plane of the truss only.
m
0 0
I 1 6 to
O
M-3x9 M-1,5x3 M-3x9
I L L
5-11-12 5-11-12
I I L L
1-00 11-11-08 1-00 NG N F�sib
Qz 89782PE r
JOB NAME : PLAN 2545 ELEV A - A2
Scale: 0.4572
WARNINGS: GENERAL NOTES, uaso odharww road, f,/ ^_J
1.Suede,and erecoo.contractor should be adva.d of all General Nolas 1.The design a waw only.pan the paremalars strewn and a for an Inerdaal yti OREGON Q'
Truss: A2 and Warnings wan construction commence. building component.Applicability o/assign parameters and proper
2.914 compression web bracing must be Installed where shown.. Design Insubcorporalson olcompop anffl Is to m chords
of Me baakp eastgnar. .OJ� �/I^
3.Additional temporary bracing re Insure stability during construction 2.Design
c and
19 the rep end bosom unless
braced
re dt literally brand en 7 'l(�( J laths,nspomibiky of fta erector.Addiwnal partarom bhang of 2 continuous
end at ea o.c.such as ply wood s 6rawa troupaa ilei,length), v -
DAT E: 7/21/2015 IM overall struaan a the respornibiwy,of the building designer. 3 r.IonactdVng or Mia as plywood shred where s so shown
diywstkBC). PA
L �\ _
coped brMping or Wahl bedng required where.hewn..
SEQ.: K 131 4 9 8 7 a.No oast should w applad to any component unto after as boi and 5.Installation
ti lla ion imeasiMer.hhe responsibility
wty i.rano spire ovaaN.a nrcto, M.
adenen are complete and at ro done should any wads greater Man gin
design loads ba applied to any componsln. and are for*dry condNon'of use.
TRANS I D: LINK 51 comparras has ro control oyer and assumes no responsibility for the 8.Design ewames illi bearing at all wppo s shown Shim m wogs If EXPIRES: 12/31/2016
fabrication,handling,shipment and installation of comporlana. 7,pest a�gn;,ernes adequate drainage or pro area. July 21,2015 -.
8.This design is fumsted wbfea to the amlatlona set Orel by 8.Pates area W located on both aces of trues,and placed co their writer
TPINNfCA in SCSI,copes of which will be fumunand upon request. ones coincide with joint center lines.
9.Digits Indicate size of pate In inches.
MiTek USA,Inc./CompuTms Software 7.6.7-SP2(1 LYE 10.For basic onwaor plate design values sae ESR-1311,ESR-1988(MIT.k)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g.
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. LION. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD = 42.0 PSF load duration factor=1.6,
Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL able end truss on continuous bearing wall UO .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1x2 or equal typical at stud verticals.
lifer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ono Tete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
5-11-12 5-11-12
12 12
IM-4x4
9.00 Q 8.00
3
I I
2
r r
c
0
p 1 0
M-3x4 M-3x4
L L ,L j
1-00 11-11-08 1-00
G NF.q s/O
QZ 9782PE r
JOB NAME : PLAN 2545 ELEV A - Al
Scale: 0.5072
WARNINGS: GENERAL NOTES, union otherwise noted: (/
I.Buaa.r arse endbn mntrsctor st dd M advsed of ail Genmi Nolen t.Tbk design w based only upon the parameters slwwn and is for an lnavlaual y O REGION
Truss: Al and Warnings More mnaru tion commences, building component.Applicability otdaspn parameters and proper /y 0 IT
z.1A compression web bractl must M missed where shorn m.. D.- aatbn of compononl h raw r.spantldety of ne aaldeg a.:gri.r. Lq R Y 1 GJ
3.Additional temporary bracing to imrse stability dasg o matrucMn z.Design assumes the by end Mtiom chords to M bterally braced st
s the responsibility of the enactor.Additional permanent bracing of 7co^.c.end at 10'o.c.respectively unless braced throughout 6leir length by
DATE: 7/21/2015 ma overse aruaum s the responsibility of the building designer m act sheathing or aria,die acplyv me aMemng(m s ansa diywan(Bc). pA U L �\ _
3.?x Impact bridging or lateral bracing required where shown,.
SEQ.: K 1314 9 8 8 4.No bad Mould M applied to any component write after all bracing and 4 Installation of muss Is the responsibility of the respective contractor.
fasteners an compete and at no time should any bads greater man 5.Drelgn mmes trusses are to M ussd in a noncorrosive environme nl,
TRANS I D• LINK design bads M applied to any component and are for-dry condition'of use
5.CompuTnus has no control over and assumes no responsibility for the 8.�ugn aeeumes full bearing at all supports shown.Shim or wedge If
fabiicetbn,handing,shipment dna mateltetim ormmponenfa.
ry. EXPIRES: 12/31/2016
7.Design aa.wmes aced ne oth face lof Wma.a. July 21,2015 _
B.ms eeslgri is rumsnea subject m the timeaMna at norm by e.plata.strati M tented on ban races or tram,dna paced o their muter
TpWdTCA In BC SI,copies of which will M furnished upon request lines coincide with Mint center Imes.
9.Digo hams size of pate in incise.
MiTek USA,IncJCompuTms Software 7.6.7-SP2(1 L}E 10.For basic connector plate design vakxs ase ESRA 311.ESR-7988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS 22-03-00 GIRDER SUPPORTING 39-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13040) 2914 1- 8=(-2326) 10546 8- 2=( -588) 2748 11- 6=(-2080) 520
BC: 2x8 KDDF #16BTR 2- 3=(-10779) 2462 8- 9=(-2312) 10482 2- 9=(-2080) 520 6-12=( -586) 2748
WEBS: 2x9 KDDF STAND; LOADING 3- 9=( -8356) 1960 9-10=(-1889) 8759 9- 3=( -689) 3932
2x4 KDDF #16BTR A LL = 25 PS
F Ground Snow (Pg) 4- 5=( -8358) 1960 10-11=(-1884) 8754 3-10=(-3364) 822
TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0 TO 22'- 3.0" V 5- 6=(-10774) 2462 11-12=(-2312) 10482 10- 4=(-2100) 8996
TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 465.6)+DL( 336.6)= 802.2 PLF 0'- 0.0" TO 22'- 3.0" V 6- 7=(-13040) 2914 12- 7=(-2326) 10546 10- 5=(-3364) 822
BC LATERAL SUPPORT <= 12 OC. UON. 5-11=( -884) 3932
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA
Attach 2 ply with 3^x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
nails staggered: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -2158/ 9637V -162/ 162H 5.50" 15.42 KDDF ( 625)
9" oc in 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 3.0" -2158/ 9637V 0/ OH 5.50" 15.42 KDDF ( 625)
6" oc in 2 row(s) throughout 2x8 bottom chords,
9" oc in 1 row(s) throughout 2x9 webs.
g•
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.144" @ 7'- 6.9" Allowed = 1.067"
MAX TL CREEP DEFL = -0.291" @ 7'- 6.9" Allowed = 1.422"
MAX HORIZ. LL DEFL = 0.039" @ 21'- 9.5"
MAX HORIZ. TL DEFL = 0.065" @ 21'- 9.5"
Design conforms to main
windforce-resisting
system and components and cladding criteria.
11-01-08 11-01-08 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(Al1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
4-05-08 3-04-14 3-03-02 3-03-02 3-04-14 4-05-08 load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
12 12
M-7x8 10.6"
8.00 9.00
4
M-3x6 6.8 M-3x6
M-3x6 A M-3x6
2
M-6x16 M-6x16
r � \
1 8 910 11 12 7 0
o M-3x10 M-7x10 M-7x10 M-7x10 M-3x10 oI
M-7x8(S)
4-03-12 3-03-02 3-06-10 3-06-10 3-03-02 4-03-12
'4 I -,D PR
10-00 12-03 OFFS
L � � G1 N EF,4 `r/p2.9
22-03
9782PE
JOB NAME : PLAN 2545 ELEV A - B3
Scale: 0.2309
WARNINGS: GENERAL NOTES, uN. mar,"wad:
1.Buer ateradb
sn ommador aholdadvisedne
advised of all Geral Notes 1.Thai deep lete basonly upon live parameters shown le and for an ndvbual `
ildy OREGON �
Truss: B3 and Warnings heforo conatructisn commences building oomponent.Appk b ty of design parameters and proper
2.2,4 wrnpnrion web bac'rg roup be nehMd where shown.. Dee po a-of msporom la tiro r..ponsidtity ollar biibnp detlplar.
3.Additional temporary lo-g b irwre stabety dukg mnsimxbon 2.ILsipn mawmn til lop and bottom Choms b he Istemly bawd at '9 q Ry Ab
a the respomioiMy,of the emi Additional parmanaM baling of 2 o.c.ate at tO o.c.respectively urian bawd thmugholA their length by A
DATE: 7/21/2015 the overall structure a the responsibility or me busting designer. con mold sheatbnr swh as plywwd i.nd wh.a anNor drywall(BC). " A U L �\
3.2a Irtp.d bntlping or lateral tiradng rsquisd where shown.. _
SEQ.: K 1 31 4 9 8 9 4.No bad shook he applied to any component uMil altx.II breeing and 4.Installation of buss is the responsibility of the respective wntrador.
faperrors are compete and at no tome shoub any bads greater man 5.Design assaimeas humus arc b be laud In a noncormalve environmem.
TRANS I D• LINK design bads be applied to any component. and aro lor'dry ndkbn^of use.
5.CompuTros has no control over and aseumes no responsibility for the 8 wis funeuneaswmes full peering at all supports shown.Shim or wedge If
ry. EXPIRES: 12/31/2016
bbkalbn,hendinp,shipment and nstallatlw olwmponeMs. 7.Design a-mes adequate drainage 1.provided. July 21,2015 _'a
This deep gfurnishedwbjed b the limitation.set norm by S.plates pars be located on bah feces or wee.and placed so their center
TPVWTCA In SCSI,copies of which will be furnished upon regwst. Ones winpde with Ont venter Ines.
9.Dips tm I size of plow n inches.
NFTlk USA,IRCJCgmpuTNs SORWare 7.6.7-$P2(1 LYE 70.Forbnb wrovi plata design valves na ESR-1311.ESRA 988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-145) 1021 3- 8=(-296) 251
BC: 2.4 KDDF #ISBTR SPACED 24.0" O.C. 2- 3=(-1273) 289 8- 9=( -78) 662 8- 4=(-146) 530
WEBS: 2x4 KDDF STAND 3- 4=(-1122) 349 9- 6=(-171) 964 4- 9=(-146) 531
LOADING 4- 5=(-1122) 349 9- 5=(-296) 251
TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1273) 289
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0" -166/ 1049V -178/ 178H 5.50" 1.68 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 3.0" -166/ 1048V 0/ OH 5.50" 1.68 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
g. _
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 = -0.030" @ 141- 8.4" Allowed = 1.067"
MAX TL CREEP DEFL = -0.062" @ 14'- 8.4 Allowed = 1.422"
MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.014" @ 21'- 9.5"
MAX HORIZ. TL DEFL = 0.023" @ 21'- 9.5"
11-01-08 11-01-08 Design conforms to main windforce-resisting
5-09-03 5-04-05 5-04-05 5-09-03 system and components and cladding criteria.
Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 12 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-4x6 load duration factor=l.6,
8.00 F Q 8.00 Truss designed for wind loads
4.0" in the plane of the truss only.
4 Fy
M-1.5x3 M-1.5x3
3
r
o 18 9
o M-3x40.25" M-3x4 M-3x4 0
M-5x6(5) C" C
L 7-06-10 L 7-01-12 ,4 7-06-10 L `A`0 PROFFS
11-00� 22-03 '1-00� �� �CNGINEF9
89782PE r
JOB NAME : PLAN 2545 ELEV A - B2
Scale: 0.2396
WARNINGS: GENERAL NOTES, union oeerwsa notal (/
1.Buidar and.raction contractor stwaE be aMnsed of all General Notes 1.This design is bend only upon Me parameters show,h aM is br an i otnW..l �^-OREGON
O�
Truss: B2 eM W,mky bebre conrtmction commence. Wading mnporea.Applicability of design parameters end pmpsr ✓ (�
2.2x4 compressionweb bracb bracing mW be owan sinab Md when shown.. i oorporatiun of componoa te gw re•ponYWiy o(Ow budding deWgmr. V A
3.Addffi-1 temporary bracingrebstry during comtruction 2.Z o c anumn iM top and bosom nerds b be laterally Waved at '9 q R y AF)
s the responsibility of m.erector,Addalonal pemoner t bracing of z o.c.em at 1 O o.c.ra•pecMmy uraen Wacea througnoU their length by J _
DATE: 7/21/2015 the overall sh a na s the responsibility of me buaarp aergnar. 3 2,Irvin u•Maatlaor utas as pywooe sieatlwhom s acarian drywell(BC). p AUL 1 �\ -
mpaa bridging or lateral bnoap required wbero stews.. �1 l_
S EQ.: K 1314 9 9 0 4.No bad should be applied to any component un"after all bracing and 4 Installation of bun Is the respon•baay of that ra"clive contractor
hYeners aro complete and at no time should any bads greater men S.Design anumn[mans ars te be used Ina noncorrosive environment,
Mspn loads be applied to any componea.
TRANS I D: LINK Band are for"dry condition"of use
.Design.nomas hal bearing at all sappom shown.Shim or wedge If
S.CompuTru•nn no control over and aseuma.no responsibility north. no
casnry. EXPIRES: 12/31/2016
fabrication.handling.shipment and instillation of components 7.Design,ewmas.ted on both
faces
1.Ins",a. JUIY 21,2015
8.This design I.bnitled wbaa to tie timitelbn•MI bate M S.Ass•abeN be located on both tan•of Ins",aM plana so their Anter
TPIAVTCA In BCSI.copies of which will be luft"d upon mquest, Mhos coincide with joint center Inco.
9.Digas Indicate we of plate in inches.
MiTek USA,IDCICompUTr-Software 7.6.7-SP2(1L)-E 10.For beak connector plate design values na ESR-1311,ESR-1988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -
TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 6=(-96) 143 3- 8=(-364) 268
BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-198) 94 8- 9=(-37) 180 8- 4=(-560) 130
WEBS: 2x4 KDDF STAND 3- 4=( -65) 173 9-10=(-37) 180 4-10=(-155) 476
LOADING 4- 5=(-556) 225 10- 6=(-97) 505 10- 5=(-324) 257
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-703) 164
BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63
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
M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 407V -179/ 179H 129.00 0.65 KDDF ( 625)
Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 6.6" -170/ 933V 0/ OH 129.00" 1.49 KDDF ( 625)
considered for this design. 10'- 9.0" 0/ 101V 0/ OH 129.00" 0.16 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ OH 5.50" 1.16 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
OND. 2: Desi n checked for net -5 sf u lift at 24 "oc s aci g.
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 = -0.013"" @ 16'- 6.8 Allowed = 0.552"
11-01-08 11-01-08 MAX LL DEFL -0.002 @ 23'- 3.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 23'- 3.0 Allowed = 0.133"
MAX BC PANEL TL DEFL = -0.028" @ 18'- 6.2" Allowed = 0.462"
5-09-03 5-04-05 5-04-05 5-09-03
MAX HORIZ. LL DEFL = 0.004" @ 21'- 9.5"
12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5"
M-4x6
6.00 C7Q 8.00 Design conforms to main windforce-resisting
4.0" system and components and cladding criteria.
M-3x5 M-3X5 Wind: 140 mph, h=22.9ft, 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
M-1 5x4 M-1.5x4 in the plane of the truss only.
M-3x5 M-3x5 M-2.5x4 or equal at non-structural diagonal inlets.
M-1.5X3 M-1.5x3 Truss designed for 4x2 outlookers. 2x4 let-ins
of the same size and grade as structural top
M-3x5 3 + chord. Insure tight fit at each end of let-in.
Outlookers must be cut with care and are
permissible at inlet board areas only.
M-1.5x4
M-3x5
r 2 r
o 1 0
o M-9x6 s M-3x5(S) M-4x6 M-3x4 0
M-3x4
L L �L 6
7-06-10 2-04-05 4-09-07 7-06-10
LL 12-03 10-00 D PROFe
1-ooL 22-03 o'� � �NGINEFR
9782PE r
JOB NAME : PLAN 2545 ELEV A - B1
Scale: 0.2396
WARNWOS: GENERAL NOTES, unless oft--.noted'
1.Budder and emollon comm or should W advesd of all General Notes 1.ThM design M once onlyupon the p.mmasm Mown aM M for an ndividusl A OREGON .
Truss: B 1 and Warnings before construction commends bolding componam.AppOdb lay of design parameters and proper !i O P
2.bra compression vibe bracing in ho mteled whore shown.. incorporation of component M thomapunalbiny of the building deeper.
3.Additional temporary brit fo adore mobility during construction 2.Destgn.runes the top and boft-chords fo a laterally braced at n �q Ry 15 2
M the responsibility of the
reclor.Additional pemsnant braang of Z o.c.and
at 1O o.c.reNric lmly unless braced throughout Noir length by T n .
DATE: 7/21/2015 1n.damn MNc.n M the responsibility f me wxdi dmnd"s sheatNng such as plywood shsahig(TC)aro«drywail(BC). Py"1 U L
MY o rt designer. 3.2a Impact bridging or basest bmckt required whom storm•.
SEQ. : K 1314 9 91 4.No Md should a applied to any component until after all bracing and 4 nsalMtlon of suss M the responsibility of She respscuve contractor.
Mseners are complete and at no time Mould any bads greater man 5.Design aewmes Inures.m te ho umOln a rontomoaive envbonme m,
TRANS ID: LINK design bads a applied to any component andarelo*drycoMabn'ofuss.
5.CompuTrus has no control over and assumes m
m responsibility for the B.Design assues full bearing at all support Mown.Shim or smogs If
ry EXPIRES: 12/31/2016
fabrication.hand .shipment.net natelMtlon otcomponams. 7.Ddµmign.rumea.degdte drainage M pmvlded. July 21,2015
8.This deep is furnished su
subject to the limitations set form by 9.plates area be located on Doth lads of Nur,and placed m tisk carder
TPWyTCA In SCSI,copews of ii:h will be furnished upon request. Ones coincide with john center Ines.
MTek USA,IncdColnpuTnm Software 7.6.7-SP2(1 L}E 10.ig 6 and mnda«pte ace of ons a ow in I�
tlgn valus me ESR-1311,ESR-1944(MTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 65 2-11=(-926) 2638 3-11=( -299) 201
BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2- 3=(-2977) 580 11-12=(-293) 2193 11- 4=( -77) 553
WEBS: 2x9 KDDF STAND; 3- 4=(-2774) 598 12-13=(-192) 1609 4-12=( -670) 284
2x9 KDDF STUD A LOADING 4- 5=(-2095) 548 13-14=(-527) 3165 12- 5=( -143) 972
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2375) 673 14- 9=(-922) 4739 5-13=( -305) 972
TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2333) 551 6-13=( -380) 239
BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-5157) 973 13- 7=(-1483) 318
8- 9=(-5315) 1059 7-14=( -400) 2548
OVERHANGS: 15.5" 15.5" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 65 14- 8=( -22) 158
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
01- 0.0" -291/ 1806V -228/ 228H 5.50" 2.89 KDDF ( 625)
39'- 6.0" -291/ 1806V O/ OH 5.50" 2.89 KDDF ( 625)
GOND. 2: Design checked for net(-5 sf uplift at 24 "oc s aci g.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.007" @ -1'- 3.5" Allowed = 0.129"
MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172"
MAX LL DEFL = -0.308" @ 29'- 11.1" Allowed = 1.929"
MAX TL CREEP DEFL = -0.615" @ 29'- 11.1" Allowed = 2.572"
MAX LL DEFL = 0.007" @ 40'- 9.5" Allowed = 0.129"
MAX TL CREEP DEFL = -0.008" @ 90'- 9.5" Allowed = 0.172"
MAX HORIZ. LL DEFL = 0.162 @ 39'- 0.5"
19-09 19-09 MAX HORIZ. TL DEFL = 0.269" @ 39'- 0.5"
Ir
10-09-11 8-11-05 10-02-15 9-06-01 Design conforms to main windforce-resisting
system and components and cladding criteria.
6-11-05 6-04-T3 6-1 11 5-05-12 9-07-10 4-05-19 5-01-13
Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-30,
12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-9x6 load duration facto-1.6,6.00 Q 6.00 Truss designed for wind loads
4 Orr in the plane of the truss only.
5 f
1 rr
M-1.5x3
M-3x4 M-6x8(S)
4
M-3x5(5)
0.25"
+ 7
M-1.5x3
3
A M-1.5x3
14 M-3x10 M
o M-6x8
12 13
M-3x8 .25" M-3x4 M_5x10 0o
M-5x6(5) a 3.00 3.00 o
12 12
L L rL \C -D P
L 8-09-13 8-03-05 8-03-05 6-10 L 7-03-08 L y �` ('„INE s/
1-03-08 25-04-08 6-10 7-03-08 1-03-08
L 39-06 L 89782PE r
JOB NAME : PLAN 2545 ELEV A - C4
Scale: 0.1491
WARNINGS: GENERAL NOTES, uaess otherwise noted V _J
1.Busier and enaction contractor wad be advNed or all General Notes 1.This deep is waw only upon me param.she shown antl is for an Individual OREGON '-
T ru s s: C4 and Warnings ware construction commences. building component.Applicability or design parameters and proper �/ (TOincorpo Q'
2.2x4 compression web bracing must w Installed where shown.. Design r o s the topa n le IM m cho ds tN or me aworrall b braced
at r. y
3.Addnlonal temporary bracing to Insure wb11Ny during construction 2.Z oc assumes the top and bottom chortle to dt roughly bncod et 'l
is the responsibility or tw erecbr.Additional panoment bracing or coni.and at rO o.c.respectively ursw braced glmuplea Msir drywall(SC)) J V e
DATE: 7/21/2015 me overall structure a the responaialiry,or the building continuous Impact
wsiNng liter as plywood wamIng(rc)owtann.eryw,lNec,. pA U L �\ -
rp a.tynsr. 3.zx Impact bMparp or menet bnotpp required were shown..
S EQ.: K 1 31 4 9 9 2 4.No bad strould be applied to any component lies diner al brnctng and 4.Installation or trues Is me reapom»Ilh orme raapealye contractor.
hatanan are complete and at no time should any bads greater than 5.Design assumss trusses era W w used In a mn msive envim me M,
TRANS I D. LINK design bade ba applled to any component, and are rot•drycfMeari or ata.
5.CompuTma has no control over and assumes no responsibility ler the B.Da�ssn assumaa(al baadrp sl all supports Mown Snim or watlq It
rye EXPIRES: 12/31/2016 _
sin doo handling.shipmentsmaa to the Ialletionorcom birth by 7,Design Gated on both face.provided. July 21,2015
e.m.ae.pn le nrnaanea.ubpct b me lmilatlons set rortn by e.plate.wl be locates on ban reoea or buss,am la+ged ss tea comer
TPIM/rCA in SCSI,copies of which will ba lumlwd upon request fires coincide with(ant center linea.
9.Digits indicate We of plata In Inches.
MITek USA,In C./CompuTlus Software 7.6.7-SP2(1 L)-E 10.For basic connector plata design values we ESR-1311,ESR-1988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1 BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting
system and components and cladding criteria.
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 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD = 42.0 PSF load duration factor=l.6,
Unbalanced live loads have been Truss designed for wind loads
considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 3able endtruss on continuous bearing wall UON.
-1x2 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP efer to CompuTrus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. omplete specifications.
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A
HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE
GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION
POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
BRACING TO THE HINGE TYPE CONNECTION.
19-09 19-09
10-09-11 8-11-05 8-11-05 10-09-11
12 IIM-4x4 12
6.00 [�7-- 3 Q 6.00
M-3x5(5) M-3x5(5)
M 2 M
1
� 7 O
' M-3x5(S) o
0
M-3x4 M-3x4
D PR FFs
19-09 19-09 \�� GINE `r/O
1-00 39-06 1-03-08 2-9
e 89782PE
JOB NAME : PLAN 2545 ELEV A - C5
Scale: 0.2131 �C
WARNINGS: GENERAL NOTES, timely Whemiea cored' V ��
I.Buddr a
eid erecmmn Mador should a am.ed of all General Notes ,.TNdesign's design is owed only upon the p arnist.ra.howo end br
I. an Individual OREGON
Truss: C 5 ane Ah mhg.before mneuon
ruc .—an... building component.Applicability of design parameters and proper ��//- n0
2.era compression web bracing must be mstasad where shown.. Incorporation of componsnt Is the responsibility of the bwldbg designer. C! V
3.Additional temporary bracing b insure stability during construction 2.Dinagn aromas the top and bottom chords to be literally braced at q/�y 15
.m.raspunsibifily of the erector.Additional permanent brecklg of 7 o.c.and at t0 o.c.nape YNalyuNew braced throughout Moir length by n
DATE: 7/21/2015 the overall structure i.ma ra.ponstlbiry of fte bullei
continuous siestNnr such a PMgod sie.th horn ardor dryw.I#Bc>. � PA U L
N de.ipler. 3.2s Impact bridpng or coin!bracing required wMra shown s.
S E K 1314 9 9 3 a.No bad should w.ppl.d to any componsm until after as bracing eco e.Installation of buss is the rampnmm.sy of the raagabs contractor.
Q'' Nwahera ere mmplaa and at m lime should any bads greater roan s.Design. estrua.es en b be used m a con-oommh a environment,
a.ign bade w applied b.ny component
and are fm-dry condition"of use.
TRANS ID: LINK 6.Design wan es full bearing at all supports mown,Shim or wedge If
5.CompuTrus has no wntrol over and a..rsnes no responsibility for the «.eery_m EXPIRES: 12/31/2016 _
abNcatbn, furnished haming.mipment and naalNdonofmmpon.m.. 7.Designs.umesadaqu.tedrainageisprovided July 21,2015
C no.de.lon is imed subject the wmr bons set form by S.Pl tis mea be=a Id w ban taws of w...aid pamd m tleb mnt.r
TPVWrCA in BCSI.copies of which will be furnished upon request. Nes wmclds cern joint center Inas.
9.DfgM mdlaasts¢e of platy in Inches.
MITek USA,IncJCompuTrus Soft Were 7.6.7-SP2(1L)-E 10.For basic connector plata deign values we ESR-1311,ESR-1986(MITek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2891) 602 1-10=(-454) 2552 2-10=( -248) 209
BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2693) 622 10-11=(-302) 2157 10- 3=( -89) 502
WEBS: 2x4 KDDF STAND; 3- 4=(-2067) 555 11-12=(-190) 1591 3-11=( -645) 279
2x4 KDDF STUD A LOADING 4- 5=(-2353) 678 12-13=(-533) 3139 11- 4=( -138) 950
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2311) 547 13- 8=(-930) 4706 4-12=( -305) 972
TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5118) 982 5-12=( -380) 239
SC LATERAL SUPPORT <= 12 OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-5278) 1068 12- 6=(-1475) 320
8- 9=( 0) 65 6-13=( -404) 2531
OVERHANGS: 0.0" 15.5" LL = 25 PSF Ground Snow (Pg) 13- 7=( -25) 157
JT 1: Heel to plate corner = 2.00" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
•' For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -236/ 1648V -224/ 216H 5.50" 2.64 KDDF ( 625)
39'- 3.0" -291/ 1800V 0/ OH 5.50" 2.88 KDDF ( 625)
GOND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s aci g.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.304 @ 29'- 8.1 Allowed = 1.917"
MAX TL CREEP DEFL = -0.606" @ 29'- 8.1" Allowed = 2.556"
MAX LL DEFL = 0.007 @ 40'- 6.5" Allowed = 0.129"
MAX TL CREEP DEFL = -0.008" @ 40'- 6.5Allowed = 0.172"
MAX HORIZ. LL DEFL = 0.160" @ 38'- 9.5"
MAX HORIZ. TL DEFL = 0.266" @ 38'- 9.5"
19-06 19-09 Design conforms to main windforce-resisting
system and components and cladding criteria.
10-06-11 8-11-05 10-02-15 9-06-01
Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6-08-05 6-04- 3 6-09-13 S-OS-12 9-07-10 9-OS-19 5-01-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
12 12 Truss designed for wind loads
6.00 M-4x6 Q 6.00 in the plane of the truss only.
4.0"
4 f(
1'•
M-1.5x3
M-3x4 5 M-6x8(S)
3
M-3x5(5)
0.25"
M-1.5x3
z
M-1.5x3
+ 7
13 M-3x10
N M-6x8
0 1 10 11 12 8 0
o M-3x8 0.25" M-3x4 M-5x10 to
M-5x6(S) a 3.00 3.00 0
12 12
L 8-06-13 8-03-05 8-03-05 L 6-10 7-03-08 L �,`�Q;EG'NPROFFss/
25 -01-08 L 6-10 7-03-08 1-03-08 �\ �N E�CR 0.
39-03 �
8978 PE 9r
JOB NAME : PLAN 2545 ELEV A - C3
Scale: 0.1573
WARNINGS: GENERAL NOTES, anter marwM noted:
1.Bustler and•radion cormador should oe advatsd of all General Notes 1.That design W Gare only upon the panmeters shown and is for an kWhiaul y OREGON
Truss: C 3 ant Warnings Ware cohathwbon corneum Waiting component Appkcsbft of design parameters and proper
2.gra comprerlan web brariq rued be cosi Ud whsra show•. Incorporation of component Is the responsidWy,of fid bulling designer. V
3.Additional temporary bracing to insure stability during mnsbudbn 2.Deep ammo the by and Whom cards b be laterally braced at � �R Y ��
at tW ngporlbrary of the arador.Additional permanent Indrp of 7 o.c.and at 10 o.c.respectively unless band througnou their length by J V
re
DATE: 7/21/2015 tiro overall wuduro is IN responsibility of me Wilding d 2,Imoonerp o"a'h°sihn°Morar acngre siwsihkp(7G)whom
-aywsihBC). /M
ro rpnar. 3 2a Impar bridging or Moral a.okag r.4uk.a war.tlldVm•. Ar"1 U L �\
SEQ. : K 13 14 9 9 4 4.No bad.rub oe applied to any corponenl unit after all bracing and 4.InsielteWn of huge at tW reeporMlWlly of this respective contraMr,
aidanars ars nmplem and at no time should any bads greater loan S.Design arras trusses era to beused in a nntonosive environsM,
TRANS I D• LINK design bads be applied to any component and aro for'dry wndNon'of use.
5.Compurrus has no control over and aggeres no responsibility for IW 6.Design asnecessary."nae full betel at all wppons shown.shim or wedge i' EXPIRES: 12/31/2016
abri tbn,handling,shipment and installation ofcomponente. 7.Design ammasade4nte damage isprovided. July 21,2015
6.This design is Arrested wbjed to the Mriaans rshelft form by S.Plates shelf be loealed on both ens of Was,and placed so talk center J
TPVWTCA n SCSI,copatg of Whish Me be famished upon n4nsi. Moes conob.wllh jdM near Icor.
Ill USA,IncJCompuTm Software 7.6.7-SP2(1 L}E to Diggsof plow
naope e gn
va4as re ESR-1311,ESR-1988(MITak)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 3.0" FoND,-2.- Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2.4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. DON. LOADING
BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "
TOTAL LOAD = 42.0 PSF load duration factor=1.6,
Unbalanced live loads have been Truss designed fox wind loads
considered fox this design. LL = 25 PSF Ground Snow (Pg) len the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss o continuous bearing wall DON.
M-1x2 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications.
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A
HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE
GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION
POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
BRACING TO THE HINGE TYPE CONNECTION. 19-06 19-09
10-06-11 8-11-05 B-11-05 10-09-11
12 IIM-4x4 12
6.00 2 Q 6.00
M-3x5(5) M-3x5(5)
o J� 4 ym
6
0
M-3x5(S) Io
=M-6x6
P R OFFS
19-06 19-09
39-03 8979-2F 77�
JOB NAME : PLAN 2545 ELEV A — C1
Scale: 0.2178
1 gull 08: GENERAL NOTES, ursese otlrw
rolee nelad:
,�9,L OREGON
1.guilder and erecron commdlor should be.avle.d or all General Nota. 1.This deep a based only upon ft Parameters amen and is for an eMhaduel Y
Truss: C 1 and wamkps bean comtnrction comenenps. bedding component.Applicability of design perame ns and Proper
2.era compression web bracing must be installed wnen shown.. incorporation of component a the raaPneie
olkas ly or building designer. J
3.Additional temporary bracing to ineurs stability during construction 2.Do"assumes the WP and bottan chords to be literally braced H \ is
a the rasporaltiNly of ffte aroctor.Additional pamnnsM bracing of 2 o.c.and at 1st o.c.respectively unless band throughout their length by pA U L R
contindou.siwatbirg.ueI1 as Plywood sh mMIng(TC)anaror drywalkBC).
DATE: 7/21/2015 Me overall structure a the responsibility of Me building designer. 3.2a Impact badging or lateral bracing required whore shown..
SEQ.: K 1314 9 9 5 4.No bad should be applied to any component until offer all bracing and t.Installation of buss is the responsibility of the reapetdve contractor
arenen aro complete and at no time should any bade greater than 5.Design assumes trustees aro to be used In a non cornaNe environment
TRANS ID: LINK pagnaedsbe applied
to any
colnponers and arefor'dry condition"ofuse. EXPIRES: 12/31/2016
5.CompuTrus has no control over and sseumes no responslbilry for the 6.Design assumes full bearing at all supports shown.Shim or wedge if
s
fabrication.handling.shipment and installation of components 7.Dne.�gn name,adequate drainage is bmiwd. July Z 1,2015 _
6.The deep le furnished subject to tine limitations set ane by S.Pates sial ba epted on ban sips of Wse,antl paced se seek center
TPNNTCA In SCSI,plies of which will be fumia
isd upon request. knee colnclp wah joint samin laws.
9.Diggs indicate size Opiate a inches.
MiTek USA,IriclCompuTrus Software 7.6.7-SP2(1 L}E 10.For bask connector plate assign velure see ESR-f 3f f,ESR-1%8(MITak)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2874) 614 1- 9=(-464) 2508 2- 9=(-260) 218
BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2- 3=(-2613) 581 9-10=(-301) 2118 9- 3=( -30) 512
WEBS: 2x4 KDDF STAND; 3- 4=(-1865) 506 10-11=(-316) 2089 3-10=(-746) 266
2x4 DF STAND A LOADING 4- 5=(-1865) 496 11- 7=(-469) 2512 10- 4=(-268) 1255
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2658) 564 10- 5=(-772) 271
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2939) 597 5-11=( -21) 553
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 11- 6=(-314) 209
OVERHANGS: 0.0" 15.5" LL = 25 PSF Ground Snow (Pg)
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
JT 1: Heel to plate corner = 2.00" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 0.0" -236/ 1648V -224/ 216H 5.50" 2.64 KDDF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 3.0" -291/ 1800V 0/ OH 5.50" 2.88 KDDF ( 625)
g•
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.153" @ 19'- 6.0" Allowed = 1.917"
MAX TL CREEP DEFL = -0.310" @ 191- 6.0" Allowed = 2.556"
MAX LL DEFL = 0.007" @ 401- 6.5" Allowed = 0.129"
MAX TL CREEP DEFL = -0.008" @ 401- 6.5" Allowed = 0.172"
MAX HORIZ. LL DEFL = 0.067" @ 38'- 9.5"
MAX HORIZ. TL DEFL = 0.111" @ 38'- 9.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
19-06 19-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
10-06-11 8-11-05 8-11-05 10-09-11 Truss dplane oo for wind lons
in the plane f the truss only.
6-08-05 6-04- 3 6-04-13 6-04-13 6-04-13 6-11-05
12 12
6.00 M-4x6 Q6.00
4.0"
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39-03 1-03-08 9782PE r
JOB NAME : PLAN 2545 ELEV A - C2
Scale: 0.1573
WARNINGS: GENERAL NOTES, anises olwrwlN noted:
1.BuiderarderaQbn mnwctur al,cM wadNmadofall Ganeral Notes 1.This design M weed only upon thep-am,skown and is for an Indvaual OREGON
Truss: C2 and Warnings Mfora mnstrucEm commences. Goading component.Appkbabilly of design psm"Ws and propx
2.2k4 conpwssion wee backq mol w inabNd wwro shown.. incorporation of component M bo responsibility of the bilk i g atlgner. ` V
3.Additional temporary bracelg to must
inaorwky Owkp construction on 2.Design assumes the top and Whom chords to w literally traced at �A A R Y Ab
by
M the responsibility of site erector.Adetional permanent breckp of 2 nfin u at 10 o.n reepeaweN unite braced(TC)anu1 r dry length),
DATE: 7/21/2015 me ov.ret Murton M the reng aeigner, co"Mcous awing or emn as acplywme airedsheatwhom
s anon«drywall(Bc). PA
aponaibiMy of aro bawd 3.2x Impact bridging or IHMI bracing required vklwro shown**
SEQ.: K 1314 9 9 6 4.No load Mould The applied to any component unit after at bracing and 4.IrMsllafbn of boa M the responsibility of the,respective contractor
asianere ere complete ate at no hone should any loads greater man 8.Design•Womac tronas aro to be used In a.--We environment,
design beds w applied to any componerd and aro for"dry condition'of use.
TRANS I D: LINK 8.Design assumss full bearing at at supporta Mown.Shim or wedge if
5.ComWTrushasneconlroloverantlaesumasnoraeponsiblilybrtw ne
dgs.ry. EXPIRES: 12/31/2016
abkelbn.handing,shipment and installation of components. 7.Desi adequate drainage bad.
6.The design is amlM.d subject 0 the limitations set form by e.pates wk w located on bdh faces of Mdse,and placed ss than center July 21,2015 _
TPNNfCA in BC SI,copies of which will be furnisirtl upon request lines coincide with pint center line.
MTek USA,IncJCompuTms Software 7.6.7-SP2(1 L}E 190
.Di basic connector lire of plans
i inches
plate sign vakree are ESR-1311.ESR-1 988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0
BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-98) 77
TC LATERAL SUPPORT G= 12"OC. DON. LOADING
BC LATERAL SUPPORT G= 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 01- 0.0" -28/ 361V -36/ 116H 3.50" 0.58 KDDF ( 625)
4'- 10.7" -89/ 145V 0/ OH 1.50" 0.23 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _
COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.000" @ 01- 0.0" Allowed = 0.029"
4-11-08 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039"
MAX TC PANEL LL DEFL = 0.050" @ 2'- 9.2" Allowed = 0.354"
MAX TC PANEL TL DEFL = -0.058" @ 2'- 7.2" Allowed = 0.532"
12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.7"
8.00 MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.7"
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),
load duration factor=l.6,
N Truss designed for wind loads
o in the plane of the truss only.
0
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89782PE
JOB NAME : PLAN 2545 ELEV A - DJ4
Scale: 0.5692
WARNSM: GENERAL NOTES, unkar otherwise noted
1.Buses,and erection contractor should ba advieed of all General Notes 1.Thla~is band only upon me paramstars.nowm and is Por sn kMivkual y OREGON
Truss: DJ4 and were gib ba breconstrrctioncommenosa Wldngwnp mM.Appknbwyofd*Wrpamm tmanapmpar /li 2Q)
2.2x4 comproasion weD bradng mus he bsisketl whore shown.. IncaNoraBon of comporont IS the reeponYakty of ma bdlding designer.
3.Additional temporary bracNrg to insure staDNMy during corrotructlon 2.Design swumes the top and bottom chorda to be laterally brand at 'l Y 1 J
M the rssporsibildy or me amd-Additional permanent braang of 2coo.c.and at 10 o.c.raapeca plymly uood a brand mmupwa r dryeir lengm), J s
DATE: 7/21/2015 the overall strucium m the raglorsibiny,of IM bukding designer. 3_�ntlnww skq$ng r Mora as ac ng re aired where
a and/or drywall(BC). PA
rrwa laldpng or latanl bracing required whew siwwn..
SEQ.: K 131 4 9 9 8 4.No bad should be appkad to any component unit after ail bracing and 4.Installation awes is ma responsibility of the respective contractor.
humnom ars complete and at no lima should any bads greater than 5.Design assumes trusses era b be wed in a ron-corme s snvimnmaM,
design bads be applied to any component. and w ror'dny corMNn'of use
TRANS ID: LINK 6.Design aswmesfull bearing atall supports shown.Shim orwedgelr EXPIRES: 12/31/2016
5.Doriclut has no control over and aswmes no raeponsiallly ter the -0, -
bbbslbn,hendag.si11pm.M aM irlWllatlon of conponente. 7.Design a-.-adequate drainage h pmvieed.
6.This J U Iy 21,2015 a
depl h fumiallsd subject to the kmttatiune rt kxm 8.Plates sha
by t be tented on bah fans of Mss,and placed so their anter
TPlA4TCA b SCSI,copies of which will be furnished upon request fnaa coklcbs with joint center Ibex.
9.Digits bdkateme of plata ie inches.
MITlk USA,InC./CgmpuTru6$OftWBr!7.6.7-$P2(1 L)-E 10.For bealc connector plats design values we ESR-1311,ESR-1988(MRek)
This design prepared from computer input by
JP
LUMBERSPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2 x 4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 70 2-4=(0) 0
BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-97) 99
TC LATERAL SUPPORT <= 12"OC. DON. 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -85/ 415V -7/ 99H 3.50" 0.66 KDDF ( 625)
1'- 9.2" -52/ 170V 0/ OH 5.50" 0.27 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -74/ 159V 0/ OH 1.50" 0.25 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2--pesicun checked for net -5 sf) uplift at 24 "oc s aci g.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" _
MAX BC PANEL LL DEFL = 0.005" @ 01- 10.9" Allowed = 0.049"
MAX BC PANEL TL DEFL = -0.007" @ 01- 10.9" Allowed = 0.065"
12
5.00 C;- MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8"
MAX HORIZ. TL DEFL = -0.000" It 6'- 3.8"
3
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),
load durationfactor=l.6,
Truss designed for wind loads
in the plane of the truss only.
i
o
m - -
o - -
0
2 4
M-3x4
1-07-03 2-00 4-04-09
PROVIDE FULL BEARING;Jts:2,4,3 0 PRO,cFss
�NGINEFR /�29
8 78 PE r
JOB NAME : PLAN 2545 ELEV A - DSJL2
Scale: 0.6676
WARNPIGS: GENERAL NOTES, uhesolMrame roled. G,
1.Bullar and erection commdo,should be.wised of an General Notes t.This door is based only anon the paremeten,ahown and is for ind,ia,al y OREGON
Truss: DSJL2 and Warnings before mhshtucionwmmanram. buldlrgcon"nentApplicability ofdespnparameters,and Probe,
z.2a4 compression web bracing must he nwlisd where shown Incorpor.bon of compoent is me reapensiblNty ore,e building designer. .f1� C/,q GP
3.Addalonal tempowry bracing to insure stabYNy,during wrstruction 2_Design asuma the top and bottom ehordt cr dt isbrelo bread at
R Y V
Is the responsibility of the arecbr.Additional pemunant bracing or 7 race and et ea o.c.suchm"ras god s bnoad frC)an
W their length), v e
DATE: 7/21/2015 ele overall structure is the responsibility of the buildingco"br'cou`"""'""°`""""""°°°elwethng(TC)°"d'"°"""°'kB" PA U L R�
designer 3.9r Irrgct badging or Miami bracing required when.shown v e
S E K 1314 9 9 9 4 No load should be applied W any component until after as bracing and 4.Installs n of truss is the msponWA*y or the reap.fte wntraaor.
4' ' fameners ere complete and at no time should any baa greater Man 5.Design salines trustees are b be used In a nonamroa va environment,
design beds b applied to any component. and aro for'dry condNon'or use.
TRANS I D: LINK 6.Design assumes full bearing at ash supports shown.Shim or wedge if
S.CompuTrum has a control over and assumes no reaponsibli ty for the -ry EXPIRES: 12/31/2016
flbne.tk,n,har,ubg.snipe.ntand.amlatbnofcorrnonenh, 7 Design inanmemaagnatedrainage I.pnwided July 21,2015 _•
6.This design is furnished subject to bre imibbons bit B.set by Plata mhehe s located on both laces of placeduss,and placed deo their center
TP WJrCA in SCSI,copist of which will be fumished upon requesi. Nes coincide win joint canter linos.
9.MightIndicate able of plate in Inches
In .
Walk USA,IncXompuTrus Software 7.6.7-SP2(1 LYE 10.For basic connector plate design values sea ESR-1311,ESR-1966(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0
BC: 2x4 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-56) 21
TC LATERAL SUPPORT <= 12"OC. DON. 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -101/ 415V -2/ 62H 3.50" 0.66 KDDF ( 625)
1'- 9.2" -95/ 43V 0/ OH 5.50" 0.07 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -37/ 80V 0/ OH 1.50" 0.13 KDDF ( 625)
12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net(-5 sf) uplift at 24 "oc sr>aci1g.
5.00 FREQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. _
VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" -
MAX TC PANEL LL DEFL = 0.002" @ 11- 2.5" Allowed = 0.179"
MAX TC PANEL TL DEFL = 0.002" @ 1'- 1.3" Allowed = 0.269"
MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.9"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.9"
Design conforms to main windforce-resisting
3 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),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
i
r
0
0
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1-07-03 2-00 1-02-03
PROVIDE FULL BEARING;Jts:2,9,3 R pFFs
ANG I N EF9 `r/O�9
9782PE r
JOB NAME : PLAN 2545 ELEV A - DSJL1
Scale: 0.9213
WARNNIOS: GENERAL NOTES, uraess otMrwwa rood V
1.BuMeer and erosion contractor Mould a advisee of all General Notes 1.This MMpi le basad onfy upon Me p-,notm shown and is for an bdivldual yti O R E G O N o
Truss: DS JL 1 and Warnings before conaruceon commarays. buadrlg component.Applianluty of dasign paramatere and proper (t
2.2x4 comprcssbn sent bissMg must a instslletl wnare Mown.. Incorporation or comporoM Is Me responsibility or Me building assigner. V P
3.Additional temporary bracing to Insure stability during construction 2.Design assumes tM fop and bottom chords W a Ytaraly braced at
is to rosponir b sty of the mdor.Additional parmard braWp of z min and at 1 Cr o.c.respectivay unless broad mroughoul their largth by n\J DATE: 7/21/2015 the overall structure le to responsibility of the beading designer. 3 2x linpued bridging orlateral such
i o ore airedareadng(rc>.nwor dryw.n(Bcl PA
coq required ware snows•.
S E K 1315 0 0 0 4 No load Mould a applied to any component units after as bracaq and 4.Installation of truest Ina rawoaibaay of Me respective contractor.
4' ' famlenara m complete and at no time should any bads greater Man 5 Design s.wmss tnwes aro to a used In a an a mWe envimnmaM,
TRANS ID: LINK asps bads be applied to any component and m for"dry condition'of use.
5.Design a.�n»afull b.Mngatall supports^rwwn3nimorwedge if EXPIRES: 12/31/2016
5.Comm
purrus has no control over and assumes no responsibility forthe ns�n, -
hbrlalion.handling.shipment and installation of ampoants. 7.Design aMumas aagaee drainage is provided. July 21,2015 _
S.This damign ie fuMehaa mubtea to to smampons set forts by S.Plates sirs be loafed on ban race.of"..and dead se Intl anter
TPVWrCA in SCSI,copies of which will a furrksisd upon request. lines coincide wM pantanter lines.
9.Digits indicate Wire of plate In inches.
MiTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 10.For lemic connector plate design values sea ESR-1311,ESR-19H(Mitek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0
BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-72) 63
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 = 42.0 PSF 01- 0.0" -28/ 324V -27/ 93H 3.50" 0.52 KDDF ( 625)
3'- 7.8" -103/ 126V 0/ OH 1.50" 0.20 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Desian checked for net(-5 sf c uplift at 24 "os aci g.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -l'- 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 = 0.000" @ 0'- 0.0 Allowed = 0.091"
3-08-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.122"
MAX TC PANEL LL DEFL = 0.016" @ l'- 10-2" Allowed = 0.255"
MAX BC PANEL TL DEFL = -0.039" @ 3'- 0.3" Allowed = 0.342"
12
MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.8"
8.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.8"
3 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),
load duration factor-1.61
Truss designed for wind loads
in the plane of the truss only.
i
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1-00 5-11-15
PROVIDE FULL BEARING;Jts:2,3,4
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JOB NAME : PLAN 2545 ELEV A - DJ3
Scale: 0.6401
WARNINGS: GENERAL NOTES, tidier olh•rwb•nebd:
1.Builds,and•roction contractor Mould be&abed of an G•n•r.I Notes 1.This deviin b baesd onlyupon the yOREGONTruss: DJ3 and Ware".before coneruction commence, Wilding component.Applicability ofrs
parameters and proper O
2.2k4..p Won web bm ing mud be insbMd where shown.. ir-pori of component is the r•sponYdWy of the bWldWg d•Npror.
3.Adafional bmporory bracing to ineva gctbNNy dump corbtrucnon 2.aatgn tern•&[ne top and bosom charas W be laterally braced at ��Ry 1 '�
isIM rospors"Ry of Vie aedor.AdliEwul permanent Ma ng of 7 nice ane.1 a thin.ro..1lspeas sly unt•n baud th C)wnd dry.IKB) J `
DATE: 7/21/2015 the...It Muauro is the responsibilityf the hula co"n"nate rMatNry srch e• cwV ra tired here s ands dywatgec).
o ng designer 3 zz impact bridging or Iatarol b.ckq rsquwd where shown.. PA U L R\
SEQ. : K 131 5 0 01 4.No baa Moth be applied to any component until attar at bracing and 4.InrallaWn of three is the rospormbllay of the resp.Mve contractor,
fasteners are compote and at no fire Mould any bads greater than 5.Design assumes trusses aro to be u d In a mil mwe environ.t,
TRANS I D• LINK design bads be applied to any component, and aro for*dry condition'or use.
5.CompuTrus half no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mown.Shim or wedge if
u...ry. EXPIRES: 12/31/2016
abkMbn.nerWing,shipment and installation otwmponenb. 7,Design&ssumes adnquat.drainage 1.provbed.
6.This design July 21,2015
b NRsatbd subject to the limitations set forth by 8.pre•Mau be located on both nus of truss,ane paced m their timer
TPIMRCA b SCSI.copies of which will be fumishea upon request. linem
coincide wall joint untef Imes.
9.Dlgas manta size of plate b inah•s.
MiTek USA,IRC1COn1puTN6 SORM2le 7.6.7-SP2(1 LYE 10.For basic connects plata uaign values me ESR-1311,ESRA988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 7=(-345) 536 3- 7=( -388) 351
BC: 2x4 KDDF #16BTR 2- 3=(-637) 171 7- 8=( -49) 133 7- 4=( 0) 973
WEBS: 2x4 KDDF STAND LOADING 3- 4=(-264) 11 4- 8=(-1136) 3
LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 8- 6=( -274) 148
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 4- 6=( -72) 87
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 7.2" TO 10- 0.0" V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 10'- 0.0" V
--------------------- BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 400.0)+DL( 112.0)= 511.9 LBS @ 9'- 7.2" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -50/ 734V -45/ 141H 3.50" 1.17 KDDF ( 625)
_____________________________________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 101- 0.0" -251/ 1041V 0/ OH 5.50" 1.67 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
OVERHANGS: 19.2" 0.01, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160"
0-03-14 MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213"
MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.463"
9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" @ 4'- 10.2" Allowed = 0.617"
MAX HORIZ. LL DEFL = -0.005 @ 9'- 8.5"
"
4-10-14 4-04-01 0-05-03 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5
Design conforms to main windforce-resisting
9-06-09 system and components and cladding criteria.
511.90# Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
5.00 C:--- M-1fr5x3 load duration facto-1.6,5 End vertical(s) are exposed to wind,
4 Truss designed for wind loads
in the plane of the truss only.
LI
M-1.5x3
3
0
0
O
r
c
I 1
27 8
M-3x4 M_3x4
M-3x5
8-11-07 1-00-09
1-07-03 i to-ooNGI EFS
89782PE r
JOB NAME : PLAN 2545 ELEV A - DHl
Scale: 0.4084
WARNINGS: GENERAL NOTES, unless oMerwlw noted
1.Builder dna ersotbn contractor al a advised of ell General Notes 1.This design is based only upon Me paramaters shown and is for an inGvkun yy OREGON Q,
Truss: DH 1 and Warnings wbre wnrnwtion commences. wilding component.Applicability of design parameters and proper Q
2.2x4 compression web bracing mud 6e Mtawd where shown.. noo poralkn of compon"nl I.the rasponrbiRy of 5m bnlbkV designer.
3.Additional temporary lrariy to immae stabiXy dwing construction 2.Design assumes the top and bosom choice,to be laterally braced at 7� '1 Ry 1 5is the responaidWy or the erector.Additional permaaM bracing of 7Z ntinaa U and al 1 G o.d,mopectively, mup
unless braced thlad their length by /N U
DATE: 7/21/2015 the ovmll Wildon la[M responsibility of ala wlldrp tlassheathing such as plywood sheaMing(TC)and/or dryWell(6C)
lgnar. 3.2a Impact badging or lateral bracing saare si
required wavvn•. Ar'1
S EQ.: K 1315 0 0 2 4.No bad shwm be applied to any component until arta,an bracing and 4 translation of wa is the responsibility of the respective contractor.
adenem are comped and at re,bras Moub any bads greater man 5.Design a es bs am to be,-d In a conc'omosive envlmnme m,
TRANS I D• LINK design loads be applied b any component and ane bwr"Eryowcondition•of use
8.Compuhus has no control over and.comes no responsibility for the 6.Design assumes,NII bearing at all supports Shown.Shim or wedge it EXPIRES: 12/31/2016 _
.awry.
labkalbn,handling.shipment and Installation of components, 7.Design awmesaaywte drainage a provid.d. JUIY 2,2015
6.Thin design is brmmha
shad wbject to the utlons set bell by 8.paes plate.Wbe located on both faces of bila.and placed ss than center
TPVWrC,A in BCSI.copies of which win be rumisisd upon reyued. Nrr..coincide,with joint anter l4ros.
9.Digits Indicate a of plate In Inches.
MiTek USA,IDCICOfrpuTrus SoRWSfe 7.6.7-$P2(1L}E 10.For Gait connector pate design values we ESR-1311,ESR-1958(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 10- 0.0" IHC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-214) 508 5-3=( 0) 231
BC: 2x4 KDDF #liBTR SPACED 24.0" O.C. 2-3=(-609) 113 5-1 503 3-6=(-566) 185 as
WEBS: 2x4 KDDF STAND 3-4=(-107) 104 6-4=(-134) 115
LOADING
TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 19.2" 0.0" 0'- 0.0" -96/ 624V -51/ 154H 3.50" 1.00 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 101- 0.0" -50/ 420V 0/ OH 5.50" 0.67 KDDF ( 625)
** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _
GOND. 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 = 0.016" @ -1'- 7.2" Allowed = 0.160"
MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213"
MAX LL DEFL = -0.010" @ 51- 2.8" Allowed = 0.463"
MAX TL CREEP DEFL = -0.020" @ 51- 1.7" Allowed = 0.617"
5-03-07 4-08-09 MAX HORIZ. LL DEFL = -0.004" @ 91- 8.5"
MAX HORIZ. TL DEFL = 0.006" @ 91- 8.5"
12
5.00 F1_ M-1.5x3
4 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,
(A11 He,,,
Enclosed, Cat.2, Ex B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
M-3x4 in the plane of the truss only.
3
O
I
UJ
O
I
O 2 5 6
1
� M-3x9 M-1.5x3 M-3x9
L
5-01-11 4-10-05
1-07-03 L 10-00 ,Ep PROFFS,cS'
�cNGINEF9 X029
89782PE r
JOB NAME : PLAN 2545 ELEV A - D1
Scale: 0.4531
WARNINGS: GENERAL NOTES, anter otter viaa rota: V
1.Bawer and erection contnaor should h advisee of at Denenl Notes 1.This design is based only upon the parameters shown and is or an individual y OREGON �
Truss: D1 and warnings bore construction commences p^building component.Appombllay of deeparameters rtwters and proper �I� 2 �Q
2.2.a compression web bracing musi he installed where Mown.. inc«p«aBon of oornponent Is me responsibility of me building designer.
3.Atldm«W temporary firearm to insure natally whenuring shovm ion 2,Design a--the top and bottom chordf to be laterally breoed st q R Y 5
is the n.Missibitily of the erecter.Additional permanent tons"of 7 info arae al lG has rs.h..ey wood s braced throughout r tkyeir length). J -
DAT E: 7/21/2015 the overall stroctun is IN responsibility of the building N Impact
-infamous shin or mora die plywood air a whom s dna«trywslkee). p^11 L
n9 e••p^•r- 3.Dr Irrlpsa brttlpnp or lateral bracing raqukatl when Mown** �'1
S E K 1315 0 0 3 4 No oMo component at should be applied arty unit after all bmang end 4 Installation of vu.s s responsibility of the respective corysmi
4'' fanenen am complete and at duo fire Mould any loads greeter man 5.Design eewmae trues•m o h aN.ee in a rol.mroMe anvlrommen,
as.pn lmd.be.pplied o at
component. and are for"dry condtol;of use.
TRANS I D: LINK 5.Design assume.full bearing at at supports Mow^.Shim or wetlge d
5.CorpaTrus has no control over and assumem no responsibility for the ry_ EXPIRES: 12-/31/2016
Nbritato^.handling.Shipment and Installation of wrparents pet 7.Design mourns.adequan draln.ge is provid.tl. July 21,2015
S.This dee is fumiMeE subject o the lundabons r1 form by S.Plats shallbcat
be tl w both has of truss,and placed so their center
TP WJfCA N BCSI,copies of whi h AlwM I..had upon request Nes•Ggldplde with joint whir Isis.
9.Dpta ktdlnte stia or plate o inches.
MiTek USP.,In C./CompuTrus Soft Ware 7.6.7-SP2(1L)-E 10.For basic conmotor plate design values dee ESR-1311.ESR-1988(MITek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0
BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-49) 51
TC LATERAL SUPPORT <= 12"OC. DON. 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 = 42.0 PSF 01- 0.0" -34/ 286V -19/ 70H 3.50" 0.46 KDDF ( 625)
2'- 4.8" -109/ 110V 0/ OH 1.50" 0.18 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 51- 11.9" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci q.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.004" @ 1'- 4.2" Allowed = 0.154"
2-05-09 MAX TC PANEL TL DEFL = -0.009 @ 1''- 3.1"" Allowed = 0.232"
MAX BC PANEL LL DEFL = 0.005" @ 2 - 7.4Allowed = 0.257Ir "
MAX BC PANEL TL DEFL = -0.028" @ 3'- 2.8" Allowed = 0.342"
12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.8"
8.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8"
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 (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.
l
0
0
o
c
o -
0
1 M-3x4
4 L L
1-00 PROVIDE FULL BEARING;Jts:2,3,4 5-11-15
NG N
Q 'Lv
9782PE
JOB NAME : PLAN 2545 ELEV A - DJ2
Scale: 0.6776
WARNINGS: GENERAL NOTES, urtew oaerwise cotes. V
1.Baine,and erection contr.ctcr ehor+d ba mvised of ell Gi argil Notes t.This design is based only upon the parameters shown em is brim bd,hch,el y OREGON
Truss: DJ2 and Warnings baron ansirwaom commons building component.Applicability ordesgn parameters and proper
z.zea amprawon web tracing mast be Insi.n.d wbare mown.. Inoorpon.6on oroomponent is the responsibility ofthe balding designer. [�Y .
3.Additional temporary bracing W iaurs stability during construction 2.Design sawmn the lop and bottom chorda b dt roughoNiameybracede R 1 JG
is the responsibility of ma erector.Additional permanent bracing of T no am at 7 G O.C.raagedWply woods baud(TC)n And/or Mall length by v -
corHbaou Naathbg Mora as plywood Naa whom s own,-diywall(BC). p/L U L �\
DATE: 7/21/2015 tM amll atruchnn is iba napoaYNNly,of rte bolding designer, 3.3 Impact bmging or islxel Isarig raquksa wban shim•• �1
S E K 1315 0 0 4 4.No bad shwa be applied W any component un l art«al bracing am a.Instelimcm of pm is the raspoaibaky of the respecwe contractor e
Q'' aetenen aro complete and at no rime mould any bads greater roan 5.Design assumes tnesea am b be used in a-mosNe environment,
TRANS ID' LINK design bade be applied to any component, em era br'dry common'ofuse. -
5.CommTms has no control over am aseumes no responsibility for the 6.Design
sµaaw es full bearing st all Mppons shown.Shim or wedge if -
ry.m EXPIRES: 12/31/2016
fabrication,handling.shipment and instelisba of component. 7.Dowgin amamas&,.gate drainage A,pro.ldw. JUIY 2 ,2015 oil
6.This deep a mmehed Milled to the l
tmtaeons set birth by 6.Paas sal be bated on baes
h feof truss,and p
aced so their center
TP WVTCA b 8C SI.copies of which will be fummined upon equate Ines anWs with joint anter lines.
9.DigNs indiate azo of pate in inches.
MiTek USA,Inc./CompuTfus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design vakms see ESR-1311,ESRA988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF til&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0
BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-33) 61
TC LATERAL SUPPORT <= 12"OC. DON. 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 = 42.0 PSF 01- 0.0" -79/ 256V -10/ 47H 3.50" 0.41 KDDF ( 625)
1'- 1.8" -78/ 117V 0/ OR 1.50" 0.19 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Design checked for net(-5 sf uplift at 29 "oc s foci g. ^
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF 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"
1-02-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.054"
MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.2" Allowed = 0.081"
MAX BC PANEL LL DEFL = 0.005" @ 2'- 7.4" Allowed = 0.257"
MAX BC PANEL TL DEFL = -0.022" @ 3'- 5.3" Allowed 0.342"
12
6.00 F'7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8"
MAX HORIZ. TL DEFL 0.000" @ 1'- 1.8"
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),
load duration factor=1.6,
Truss designed for wind loads
3 in the plane of the truss only.
0
I
0
� � I
0
m
o
0 4
'[*M-
1-00 ROVIDE FULL BEARING;Jts:2,3,9 5-11-15
GIN F�
sib
97 PE r
JOB NAME : PLAN 2545 ELEV A - DJl
Scale: 0.7401
WARNINGS: GENEINIL NOTES, unless omenaae noted.
Truss: D Jl
1.ewes,Ina Imcaon contractor should be awsee If III(3enaral Notes 1.This design is based only upon mm
e parameters shown and s for-indiviokmi �yti OREGON '� P
ane wamkgs before con tnlaion commence.. wilding component.Applicability of anion parameters and proper nQ
2.20 compression web bracing musi be inealletl where shown*. acerporebon of component Is Ina responsibility of Me building designer. Y (�
3.Additional temporary bracing to Insure stability during conetrudlon 2.Design assumes the top and bottom dards M be laterally braced at `l
is the responsibility of the erector.Adaihonal permanent bracing of Z o .and at la o.c.respectively unless braced throughout dwir length by s
DATE: V/21/2015 the overall structure s the re wnmww sheathing cont as plywood me.mlog(TC)ancUm drywasiBD). �'A U L FZ\
responsibility of the wwrg de.lgn.r. 3.Z,Impact bridging or Moral bracing required where own..
SEQ.: K 1315 0 0 5 4 No lose mould be applied to any component until arts,all bracing and 1.Installation of Innis is the msponeatity of Introspective convector
aaenere are complete and at no tame should any loads greeter than S.Design ti wines trwasa.re m be wed a a nol.corasly mWrenment,
TRANS I D• LINK design loads be applied a any component and are for dry conation•of use.
5.compuTnm has no control over and aswm.e no maponsibility for the 6.Design assumes full bearing at all rapports mown.Shim or wedge If "
�...ary. EXPIRES: 12/31/2016
felonies hand shipment wa krWlatian of componente. ne7.Design ssramea adegwte drainage s provide.
Th . July 21,2015 _
This s fummea wbp ct to the limitations set forth by 8.Plates anal be located on both oraces of buss.and paced so their center
TPIANICA In SCSI.copies of which will be fumsiwd upon wgwsl. lines coincide with joint center linea.
9.Dpls Indicate she of pate In IncMa.
MiTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values Ns ESR-0311,ESR-1988(MiTek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0
BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-64) 15
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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 456V 0/ 47H 5.50" 0.73 KDDF ( 625)
1'- 9.2" -78/ 40V 0/ ON 5.50" 0.06 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -28/ 43V 0/ OH 1.50" 0.07 KDDF ( 625)
12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
5.00 C7REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _
BOTTOM CHORD CHECKED FOR NOISE LIVE LOAD. TOP GOND. 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 = 0.016" @ -1'- 7.2" Allowed = 0.160"
MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213"
MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.049"
MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.140"
MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2"
S 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),
load duration factor=1.6,
r` Truss designed for wind loads
in the plane of the truss only.
N
I
r
0
0
I
0
2 4
M-3x4
L
1-07-03 2-00 ROVIDE FULL BEA0 PROFESS
RING;JCs:2,4,3
ANG I N EF9 /�2
897 2P 9�
JOB NAME : PLAN 2545 ELEV A - FJl
Scale: 0.9995 ''^^
WARNINGS: GENERAL NOTES, uhiss•otherwise noted: '9 OREGON vJ
1.BuiAM! na
der aenaction contractor should be advalsd of all General Notes 1.This design Nr
bad only upon firm pammeters n showand vkl
is for an Indual
Truss: FJ 1 and wambgs before construction commences, building component.Applicability of design parameters and proper 20 Q
z.N4 corrwresston web er.ck,g mus be installed where shown.. incorporation of component Is the responsibility of me binning designer.
3.Additional temporary bracing to Insure Will during construction z.Ixstgn sewmas the top end boftom chord•m a labalry braved st 9j9 q Ry 5
w iM responsibility of IM rector.Additional permanent bracing of Zoo
aM.I tO o.c.respectively unless brewd throughout their Wngth by
DATE: 7/21/2015 ttw...If sl,ucture A the responsibility f Ne build uonlin Impact
rongsheathor such lb plywood aired harm omenWdl-drywall(Bc).
W o re destgner. 3.for Impact bnaglrp or Istaral bracing required wn.re mown.. PA U L R
SEQ.: K 1315 0 0 7 4 No load should be applied to any component unM after all taacig and 4 Installation of Muss is the ra.pons"ity of me respective contractor
bstenem am complete and at no Mme.nous any loads greater roan 5.Design saunas tnrsses am to be used m a mn mostva envimnmeM,
TRANS I D: LINK design loads be applied to any component and am for"dry condition^of us..
5.CompuTrus has no control over and aseumes no responsibility for the 6.Design as•umea full bearing st ell supports Mom.Shim or wedge It
EXPIRES: 12/31/2016
f.bricatwn,MMN,shlpmenl and install.Wn of compomnb 7 Design:a„mea adequate manage is provided. July 21,2015
8.This deegn is furnished subject to me imtabom set forth by S.%b
as Well M located on both faces of trop,AM placed foo then center
TPVyi in BCSI,copies of whim coil be burnished upon requestf nos conaria with Idnl center lines.
9,Digits Indicate We of plata In Inches.
MiTek USA,InG./COmpUT IUS Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values Na ESR-1311.ESR-1998(MITek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4-(-46) 62 3-4=(-163) 140
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 79
WEBS: 2x4 KDDF STAND
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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 01- 0.0" -64/ 383V -27/ 83H 5.50" 0.61 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 51- 6.0" -25/ 215V 0/ OH 5.50" 0.34 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg)
" For hanger specs. - See approved plans
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.064" @ 3'- 0.7" Allowed = 0.329"
MAX TC PANEL TL DEFL = -0.068" @ 2'- 10.6" Allowed = 0.493"
5-06
MAX HORIZ. LL DEFL = 0.000" @ 51- 4.3"
MAX HORIZ. TL DEFL = 0.000" @ 51- 4.3"
12
5.00 D Design conforms to main windforce-resisting
system and components and cladding criteria.
M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
3 load duration factor=1.6,
End vertical(s) ae exposed to wind,
Truss designed forwind loads
Il in the plane of the truss only.
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JOB NAME : PLAN 2545 ELEV A - G2
Scale: 0.6916
INARNNOS: GENERAL NOTES, unless otherwise noted: (/
1.Builder and erection con"clor should be adv Nedesign s d of all General Notes 1.This desibased only upon the parometem shown am I.ler an foddu
nal �,S OREGON
Truss: G2 am Warnings before construction commends. building component.Applicability of design parameters and proper
2.2a1 compramion will,bracnp moat be Installed where Moves. incorporation of component Is the recponaldtlly of ma building designer. �J /� 'P
3.Addmor p temporary,ramp i usura slebMe duringest construction n 2.Design aaeun m the top and boftm chords to be eterolN bread at 7 ;qRy Y A b
by
s the responeibiay of the erector.Additional ptin anard bracing of 7 x110 o.c.respectively as ply untees broad Nroughed r dry length J V -
DAT E: ?/21/2015 the overall structure s the responsibility of the wilding designer. 3 continuousImpct'he ng or nater as plywood s red where
s ownandl-drywall(BC). U 1 �\
Impact brWpirp or Ielarol bncirp required when mown.. �'1 L
SEQ.: K 1315 0 0 8 4.No bad should W eppW to any component until alley as bracing am 4.Installation of truss is me responsibility of the respectve contracwr,
fasteners are complete and at m tine should any bads greater than 5.Design sasumea tmams are W be used in a mn-o mWve environment,
TRANS I D• LINK design wads be applied to any component. and are for"dry condition"of use.
5.ComWTmehas no control over am assumes no responsibility for the 6.Design aswmN full bearing el as supports shown.Shim or wedge if =
ry EXPIRES: 12/31/2016
lebricalwn,handing,ahipmed and smalletion of components. 7.Design assumes adequate drainage Is provided.
6.This deep is furnished subject
w the kneswns set forth by 8.Pastes shell be located on both fads of bum,am placed so their canter July 21,2015
TPINJICA in SCSI.copies of which will be furnished upon request. Mlle.coincide with pnt center,Iles.
9.Digits kWkate i of l ste n inches.
MiTek USP.,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g.
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. DON. LOADING
BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD = 42.0 PSF load duration factor=1.6,
Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall UO -
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1x2 or equal typical at stud verticals. -
12 afar to CompuTrus gable end detail for
5.00 D BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP oro Tete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
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JOB NAME : PLAN 2545 ELEV A - Gl `Jo�
Scale: 0.7916
WARNM OS: GENERAL NOTES, uWer oth—es noted (/
1.Builder and emotion connaaor Mould be advised of all General Notes 1.The design a bard only upram
on Me paeters n
shown end Is for an avldual y OREGON
Truss: G1 and Warnings hetero mnstruchon commands. building comporm.ApplicabiNy of design parameters and proper ti 20 Q
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2.4 corrprarlon wab brecYp moot be imitated where drown.. ncorporabon of compodM is the responsibility of tre MYMig dam",
3.Additional temporary bracing to aware etebe6y dung construction 2.Design assumes the top and bottom chorda b be leterally bmdd Is '1 R y Ab
is the responsibility of Me sector.Additional permanard Mating of 7 o.c.and at IU o.c.respectively unless braced Mmugheul Meir length by J V r
dn6n sous sheathing such as plywood Moss ing(TC)end/or drywa'KBC).
DATE: 7/21/2015 Me overa9 pmdare is the responsibility of Me bead d P
nil designer. 3.2s Inpap Mkglrg or telerel bmcng required when.lawn++ A U L _
SEQ.: K 1 315 0 0 9 4,fa dad YeuM he.posed fo any component until alter all brac.ig and 4.Installation of bur'a the msponalli ly of Me ndpsCdve contactor.
tesisvers am complete aro at no coma than any loads greater Man s.Design aermes freers ere to be urd In a no-merle anvimmem, _
TRANS I D: LINK design loads be applied W any component and am for"dry condition"f ur.
6.Compurnis has no control over and asaumas no responsibility for the 6 Design asrmes full bearing at as suWpods shown,shin or wedge If
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fabrication,henaiq,Miprrnt and!mmse6on of compohents. 7.Design arum s adegdta drainage a provided. J u Iy 21,2015
6.The rm
design is fuhr
ed bpq to Me lim6aforthteshall he ons set forth by 8.Pleslocated on drso faces of miss,and placed their diner _
TPIMrrCA in BCSI,.plea of which will be furnished upon mgwm Ines confide with joint center Ines.
III USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9 Digitstrain ran eon vice f tee design er in inches
pla vases we ESR-7377.ESR-1966(MITA)
J2 UPPER 4r 10-15
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CS Beam 4.12.3.5
ImtBeamEbgiae 4.12.5.1
Materials Database 1518
Member Data
Description: Member Type:Joist Application: Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total
Dead Load: 12 PSF Deck Connection:Glued 8r Nailed
Filename:Beam1
Other Loads
Type Other Dead
(Description) Side Begin End Start End Start End Category
Point(PLF) Top 0' 0.00" 350 0 Wind
Point(PLF) Top 0' 0.00" 50 34 Roof
Point PLF Top 0' 0.00" 0 100 Live
L 300 2000 0,
r
2300
Bearings and Reactions
Input Min Gravity Gravity Wind Wind
Location Type Material Length Required Reaction Uplift Reaction Uplift
1 3' 0.000" Wall DFL Plate(625psi) 5.500" 3.500" 832# — 1048# —
2 23' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 487# — 389# —
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Roof Wind Dead
1 521#(521plf) 58#(58piD 404#(404plD 311#(311plf)
2 392#392 I -7#-7 I -53#-53 I 94#94 I
Design spans
3' 0.000"(left cant) 19' 7.375"
Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2273.# 4315.# 52% 12.81' Even Spans D+L
Negative Moment 1506.# 6904.# 21% 3' Total Load D+W
Shear 5424 14804 36% 3' Total Load D+L
Cant.Shear,Lt 560.# 23681 23% 2.99' Total Load D+0.75(L+Lr+W)
End Reaction 487.# 1480.# 32% 23' Even Spans D+L
Int.Reaction 832.# 23504 35% 3' Total Load D+L
TL Deflection 0.4321" 0.9807" U544 12.81' Even Spans D+L
LL Deflection 0.3732" 0.4904" U630 12.81' Even Spans L
TL Dell.,Lt. -0.1727" 2U416 0' Even Spans D+L
LL Dell.,Lt. -0.1680" 2U428 0' Even Spans L
Control: LL Deflection
DOLS: Live=100% Snow--115% Roof--125% Wind=160%
Left cantilever allowable shear is for joist only
All product names are trademarks of their respective owners KAMI L HENDERSON
® EWP MANAGER
Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
-Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON
must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663
Y
Roseburg J3 UPPER 7:3tamam
-k I rwc,t hodur-t, I of I
CS Beam 4.12.3.5
lumBeamEngine 4.12.5.1
Materials Database 1518
Member Data
Description: Member Type:Joist Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total
Dead Load: 12 PSF Deck Connection: Glued&Nailed
Filename: Beam1
19 0 0
0
19 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Steel N/A 1.750" 498# —
2 19' 0.000" Wall Steel N/A 1.750" 498# —
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 383#(383plf) 115#(115plf)
2 383#383 I 115#(1 15I
Design spans
19' 1.750"
Product: 117/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS
Minimum 1.75"bearing required at bearing#1
Minimum 1.75"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2383.# 4315.# 55% 9.5' Total Load D+L
Shear 4984 1480.# 33% 0' Total Load D+L
TL Deflection 0.4422" 0.9573" U519 9.5' Total Load D+L
LL Deflection 0.3402" 0.4786" U675 9.5' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow--115% Roof--125% Wind=160%
All product names are trademarks of their respective owners KAMI L HENDERSON
® g EWP MANAGER
r r Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS
-Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design viteda for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON
must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-856_9663