Plans (65) - 0,063e-
ig s, i ,s Se/ i
4, (A
• /1.
4.....,
4 k 0 .,?
I I=wane i
FEB 1 8 2016
111-5 lir 1:1106NNIWISTURIN I .
IIMPACEMISMX=Pit
C.P.L.31':":;!:''k DiViSi. TO DESIGN cones yard TASMIC2XE2=0111e
Mr,k,ra,NIE
REVEIOSS AS SHOWN k aim; ht WA
1 I I II 11 II A 0 HOW-031RIVING-REVISE AND REsivirt
THIF SWF MWIE MEW TsEtteMED Fa rant CAMMa 111111911111111flf
* "T- 6 . ...,m ILIN 14=Si=MOMS OP Mt ILI MUM V A f
CT ENGINEERING INC
k \\\\\\\\ S
,,,\ , s."\\\\ k I I 1 1 I II 1 1 11 I 0:12 .., COMMIWITION CO gmPal-qtlfr PM CVMPSCI V41,Trt
W.al KW.=Ila PELIFItintra RI ge SOW W.YE MOT?
SYR Tas CA2P RAM
ft: jellaatism
I fire pmeber k IOU I?
TO
411111101
I
it?
4 ,
L._ 1....
a....
as
/ a
0 „ / /..-—. /A\\\3
1 r.3 F ,. .6/ ..
/
/1\\13€
ik
/11:
11:12, I VMS
i' 14-12
--- a
14 12 r.— _.. e .
I 417. / .
4--- /
....
.
N.-- - • iiiiii"..14:.Il,
- . C .. Mr
11*
ti tit
ert / /
a
EV a
Ir.
i ..*
t.4r I MB
1 .
27-5 Ile
i )" I
I I 17-
11 ItZ
50 1- 7-7 1-47 I
r 17-3 3141
I
0>Copyright CompuTrus km 2006
BUILDER: ISSUE DATE: ABOVE PLAN FRONADEO FOR TRUSS
POLYGON NIN 11/25/14 PLACEMENT ONLY.REPER TO
TRUSS CALCULATIONS AND ..
ENGINEERIED STRUCTURAL . .
PROJECT TITLE. REVISION-I: DRSMNGSPCRALLFURTPER -- -- ..
50 A 19- POLYGON INFORMATION.BUILDING
OESIGNER/F-NGINEER Of RECORD ..PLAN
RESPONMBLE FOR AU.NON-TUTRUSS
5DRAW2'N BY: REV/SION- TO TRUSS CONNECTIONS.BIMING
_019 i A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO
RENABN AND APPROVE OF ALL .
& TRSS ' co At P'A N Y
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION, U
0.115"-1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific.Lumber and Truss.
. ,
A
®CONFORMS TO DESIGN CONCERT
CONFORMS TO DESIGN CONCEPT WIN
r► I�REVISIONS NOTED
❑NON-CONFORMING-REVISE R.RESUBMIT
RIR MP DRIMID 10.5 NEN 000090 FOR GEIEA4 COMFQ1N.x£
C q
WIN 0E9. OWL MO DOS IW 10.'^10 WE '
riMAGOCA/42001,1 CI,RIISPCASIMIT PC*COWCAWACE VI.MGM
11°4 FIi , / X090. 0IPS.MS ANUCA94400(1 NL OF 1941 MK
I - i ...• By Akxia Fl/mi Dale 12/22/04
® COIBrtNSTODESIGN CONCERTLD MILBRANDT ARCHITECTS
❑ COWO as IO DEM CORCEYT WITH
REVISIONS AS SHOWN
0 IOWCOWO)OHRG-REVISE MIO5R505141T I
RDF 190 0110 IN 1 FE DO IN 0 lOUO WOVNIQ _ - / 5
NM RE NUN 190 REY IN IRI ax REELER TR `.\\`\\111
\\\\:%:\NN\s.
PMUNTI ITEM CF LSC Rit2x fN WN[M T4
'iSlaS NIC.IN PUITOCIPA NL'V INV IRR aINUn
IP MS MU RCP SINN.
CD kr% MMM a.W M9 ALC }Lpr!_alt
CT ENGIkEEHING INC
e:12
%\\\*\\*\- \\\ e." .
•
■
ei
8 b g E 8
n // 8/ 8 to
�� � � , y ��fi
/ •
/ . \
e its— 1412 WU
14,12 �.....
141 ..._ 7r,c, ELI ii
' 7 *12
.., k
al
g
..... :v Ki
Cr. 1.M ,
fir
GI k
a r i.• a
T W
it GARAGE 1
•
• 2f1.5 114' .
I1S3 13'4 11R" ') I
Copyright CompuTrrus Inc.2006
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRuss
POLYGON NW 11/25/14
PLACEMENT ONLYREFER TO
T STRUCTURAL �...
PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER
5019-A POLYGON DESIG ER/Er n L°RECORn
RESPONSIBLE FOR All F RECORD
SS
1 - um er•
PLAN: DRAWN BY. REVISION-2: TO TRUSS CONNECTIONS.ANG
5019 / A CHECKED BY: °REV NA APPROVE oFEER OF pALL
RD TO
DELIVERY LOCA TION: SCALE: REVISIONS: DESIGNS PRIOR To CONSTRUCTION. ..
0.115° 1' .
All designs are property of-Pacific Lumber and Truss. AU designs are null and void if not fabricated by-Pacific Lumber and Truss.
. , :- t : ,,', ..........„...... ,
, .
.,.. ,
. .
_ ._.:.
. .
.. :,,. .._. :„........_. ......_ .... ..„.....„.........___...,....... ._„.........._..... . .. „.._. _ - . ... . ..... ... ... _._ „ .. „
. . .
AlliTek USX [rico. i CHonlptiTrus:;.SoftWan*
.. . .
,. ,.
Warnings .1k-:Geller41 tit0t0*.
. _
• ,.
WARNINGS:
.1. „Boikjet:aho ditiptio,itriti*OrhoulAbp:adyiSe0.0:41etwee41:14iite .:
.. ,. .....,,,.. ••,•• - .. • --,...-.--..--.-,,..--...•..-.: .
004Warpip50:110fOte construction commences.
Z '7.14..oiitiltOosiiii).!Web'.6001000**f be 0:#01100)Aitiproi(*ktf, .
3. Additional.*kt0.**.k.**009:1rii0t-04*abjritY.:during constriction
Aii--015.t*i_40. 00110017ttOiOte**,•-.4101001:*P0000001.1#**##.
:•tf.io.**00*f=00**i*tf.j#::::*iO4O#4v*Of.'oo,O4440t 4.0000#4]
it. 1ii. iii 00 0iiiold,be:*.itirii4 to**component ono oit***40-10.*10
to*eilior**040.0.044004:*:npliii0:00uld ankroatiAgreater than
, ,..• • :•, • •ti.•... ... •. .• .....•
491#041,Padkb#';:0,00h0d;IOvnYgOmpOnv#,, .. 1,... ,. :',..1•1, ,
.. . ._. „
• .., • • . ,. .__ „. .
•., 4, .P0ipuTru4::.i11000:.C.99!OtWerVc!:f**Prime0;r0Twmpflyif.pt 418i:
...fj§Wootico,h0Y15100x4t0i4p961:*00140001146 Of components.
61 This design is furnished 00:OiehinitahOPSAOLf***
TPUWTCA in Etcsie.;oziplos,ioNvhitkvallixtAirniStted upon request.
GOSIERAL)4.1410*.to****!foo.shoo* iii.i .:::.. :..
,.: *.: mii.40i4**;0444-pojii:44f**:j),I.***40**00040-.**40000if
*ith.rig- • tompompt,A6plic.00W0.9ttiOgiVgicaP*104,. ,_T ,.19*,
iffic9tpoi-alio0400:mpOent•#400.ppsoonsthmtyAit the ivrog400lwt::
ig:-... peognApstiposlogfriogand,S900.Y0000Sibl*:Piti#W#001_!*
2!,4,0:*Af...gt..$10 •9•-940SPOOtIYOtkOnlesS brapeOtt.m*0)#0t!'*ikifTeroh0*!
poptiim***4o0thing*iiitA*01YWOod sheathingff•C)04kr:**,0140.0;:,':
l.. a Impact htidigOki**eral.•bra0104.1eqvifett vittOia0*..._ ts1-;':
4•„ iosisoationoto**Jsitio-o§sppo:sibilitytOtthe•V8000**911110q1Pr,.
,...-:• :,.......21aT6, ,„.,.
5: DeittOasSiittiettOggitt.:40r8tti:bt tited-iha,.riowtortotwor.enyv:pqmoof
atid*re'li*-drytoadirion!,...tit use.
8.-.. DOSOft-astititiet full bearing at all-toppcnu:giciv-iit:Shiiffil.fir w000*.if
6660004i. • :,,4' ;
7.... poisgo.guriv*pslocio..!ff--dY,011)A(1,is provided. . . A..-: •i•;i:•:.::...,, .
8.: eotes*riagtoOott0olooOpOt,fitkekOttN*00001**:,00.44)i0004t*10.,
444004:iiii*:400c.4iiii4e.liiiitioL ::!-...• ,1.-. •-
9: Oiijiiii*rkidiAiiititOibi in inches.
•,.....,, ,„ .„ ,•.:,• ••.., ,-:-.-
10; basicFot;: . xij!iii0ohit.piateffie$iitin,vattie .f*e.E$151111':,f41119.08(10!feg):•:
. • D P-ROp• *-•
• :*t-- .: e4i. .„ •• .„..„
...4,...-.:mmNi -•&,.
, -...- ...,. .- -"P....:').(0•••• •':-.' .• •-•*:••'•'-'7--'-c' ',--,:::1:'** ,
,•'.'Q'' --,;-. •,-.:•-- .1!,-:.•',. II,''••,, . sir..4.16,..,0-'.''':-.*;:,;••..
- iiii1OV:•..100:-!!! • . •'-: .: •-• :::::--• .- ...--(A'--04' xv.16-''''',`. -. .
„,.....e- - ---- • •*: • .-::-,:- - •::.44- .,.,,- ,,v,-: ,..6...!:.,i,..:4,- -.-,:,
. ' *r.$. -. • ••• 'Ir* :::::',.:...:7!',4,,,::.2•-.;': •::,-,.:,
-y:4•..,:ti3OREOON. ,,. ,t ,.. ,:.±. „..,, .,:o.„. ..... , .....
, 1k 1.4., 1.P''..i.1L-- ,... -,4 i.,..,..„i.,:.Ei,'.$17.ri ..,.z:,....,:,
,-7.'. o,.,....:,,edis-rt0- :.:1‘;.+••- - ..
gri
-Pi.ii NA
• EXPIRES':)Z-/Z /; ..-. :,- ---.:.•
I.
111 111111111 This design prepared from computer input'by
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4wR/DDF/Cq-1:00
TC: 2x4 (ODE N1aBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-5=(-37) 41 3-5-(-120) 127
BC: 2x9 KDDF NISBTR SPACED 24.0" O.C. 2-3=(-85) 59
WEBS: 2x4 EDUF STAND 3-4=(-10) 5
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LI( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSI"
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = I0.0 ?SF BEARING MAX VERT MAX NORZ BRG REQUIRED BAG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIIIS)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 3251/ -29/ 7811 5.50" 0.52 ROOF ( 625)
LL = 25 POE Ground Snow (Pg) 4'- 0.0" -22/ 1591/ 0/ 00 5.50" 0.25 ((DDT ( 615)
i
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked fox net(-5 psi) uplift at 24 "oc spacicg�.
REQUIREMENTS OF IBC 2012 AND IRC 2012 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 = 0.110"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.123"
MAX TC PANEL LL DEFL = 0.018" 0 2'- 1.8" Allowed = 0.223"
3-08-09 0-03-12 MAX TC PANEL TL DEFL = 0.018" 8 2'- 1.8" Allowed - 0.315"
f T f
12 MAX NORIZ. LI. DEFL - 0.000" @ 3'- 8.2"
6.00 p MAX HORIZ. TL DEFL - 0.000" @ 3'- 8.2"
•
Design conforms to main windfoxce-resisting
system and components and cladding criteria.
M-1.5x3
,,,. 4 -s( Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,'
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dif),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
M •
0
t t
,-1 0
t o
m '
0 t1/
N
••••,
.
o I
vT
o 11.-=.1 5 •
M-3x4 M-1.5x3 •
r
•
•
. 1 1 1
3-08-04 0-03-12
1 ). 1
1-00 4-00 .. .
JOB NAME : 5019-A POLYGON -- Al Scale: 0.5769 .
• ;PR Opo
WARNINGS: GENERAL NOTES,miles*,thenvdae noted: e .
1.Sulkier and election dol'should be advised of ad/General Note. s.This design is loused only upon the parameters shown and le reran Inesiduel A� ,- ,k41.:31'`r
Truss: Al end Warnings before construction commences. bulldog component ApplicabSty of design parameters end proper L
2.241 compression web bracing must be Installed where shown n. Incorporation of componentle tha responsibility of the building designer. fAS
3.Additional temporary bracing to tenure stebIRy during construction 2.Design mom ns,the rep end honour shards taloa laterally braced at
!' 0 i • a _ .
DES. BY: LA2'o.c.end at 10'o.o.respectively unless braced tluoughout0ieklengpttltt by . e
Isms,.ependbSty of Ire creator.Additionel permanent breelnp of eongnuous sheathing such es plywood sheathing(TC)and/or dryweg(BC). r.. . e
DATE: 11/25/2014 the overall Ouch/.Is the osponendity of the buedng desshlnar. 5.se Impact bridging or lateral bracing required where shown o• ( 7_
4.No bed shouidb,'applied to sly component until after NI bracing and 4.installation of truss le the responsibility of the respective contractor, S ) /. ,,,.., /�, (,.,
SEQ. : 6125129 fasteners ore complete and et no am.should any loads greeter than 5.Design assumes busses ere to be used in a noncorrosive environment, t l! I
design bads be applied to any component arld ere
fun'dry Cendtian'of use.
TRANS I 41315 7 5.CompuTnro has ns control ever end resumes no responsibility for the g'Osman
er efu assumes full bearing at all supped.shown,Shim or wedge It
fabrication,handing,eldpment and instetallon of components. T.Design assumes adequate drainage is provided.
Q OREGON �
1 1 QpI ( 6.This design le furnished subject to the limitations;Worth by a.Plotes shell be located on both faces of buss,and placed so their center ' 1.1.C3'.
I�III�III�I(I II ql�u l ILII 111�I I II�) TPNIM'CA in SCSI,copies Ovoidal wad/be furnished upon request. Was coincideIniatwith pre canter Ones.s �t 7 'I 1`..
11'11 NNB 111N�I I I g Diggs e size erdats In Inches./ 4`v
MITNX USA,ICG/(..WIIpu7N8 Software 7.8.6(IL)-E 10,For basic connector plate design values ESR-138,ESR-1988(Wok) � G
A:11'
EXPIRES;,12/31/2014
ii
(1n11llll11 This design prepared from computer inputrby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1,00
TC: 2x4 KDDF 11148TR LOAD DURATION INCREASE = 1,15 1-2•(-84) 61 1-4"(-37) 39 2-4"(-120) 126
.BC: 2x4 SERF /168TR SPACED 24,0" 0.0, 2-3•(-10) 5
WEBS: 2x4 KDDF STAND
LOADING
TC LATERAL SUPPORT <• 12"0C. UON. LL( 25,0)+DL( 7.0) 001 TOP CHORD • 32.0 PSF BEARING MAX VERT MAX BORE BRG 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" -20/ 168V -27/ 69H 5.50" 0.27 KDDF ( 645)
3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625)
LL - 25 PSP Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1CORD. 2: Design checked for net(-5 psi) uplift at 24 'oc spacipgj
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MST. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 i
MAX TC PANEL LL DEFL • 0.018" 8 2'- 1.0" Allowed = 0.2113"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL • 0,016" 8 2'- 1.0" Allowed .' 0.334"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX NORIE. IL DEFL = 0.000" 0 3'- 6,8"
3-06-12 0-03-12 MAX RORIE. TL DEFL - 0.000" 0 3'- 6.8"
f f 1
12 Design conforms to main windforce-resisting•
6.00(-' system and components and cladding criteria. .
•
Wind: 140 mph, h•20.2ft, TCDL=4,2,BCDL-6.0, ASCE 7-I0,:
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dit),
load duration factor•1,6,
M-1,5x3 3 Truss designed for wind loads
in the plane of the truss only. t
rn
O ,"
410. 111 .
O • i
C I
Ca O
I I
CJ N
u7 ,
f
Ca
I
1Im 16,-...`:-L-414
M-3x4 M-1.5x3
•i
,
J. y ).
3-06-12 0-03-12
k Y
3-10-08
f
JOB NAME : 5019-A POLYGON - A2
Scale: 0.5471 y�1+lr�p
WARNINGS: GENERAL NOTES,unless otherwise noted: '4 "Gu PR F�r�
1.Butdsr and erscNoo contractor should be Weed of all General Notes 1.This design is bused**upon the parameters shown and Is for an individual ` I r•?
Truss: A2 end Warnings before construction commences. building component Applicability of design parameters and peeps �.',�NQ N� tio
2.2x4 compression web bracing must bsinstalled where shown e. Incorporation of component le the rospons b��v of the buildng designer.
i
DES, BY• LA 3,Additional temporary bracing to hums*stability riming conebuctlon 2.Design assumes the top and bottom chords tobe tefenNh mesad at /
to the responsibility of Vie emotes.Additional permanent breeNg of 2'o.c.end at 10'e.c•twee.plywood
unless braced throughout their length by • /_ • p •E
ctt impact
usahesthIng such as plywood eheaddng(TO)andfor drywatEBC). , • ••s l-
DATE: 11/25/2014 the overall structuela the responsibility ally,building designer. 3.2x Imapqact bridging or lateral bracing required Mere shown 44 • ''
SEQ. : 6125130 4.No bad should be applied to any component until after a0 bradng end 4.InNailabon of miss N the responsibility of the respective contractor,
fasteners are complete end at no teno should any loads greater than 5,Design eeeumss busses aro to be used In a non conosNe environment I 2•-.J/t
TRANS I D• 413157 design leads be applied to any component and O e for'dry condition'A ora auppo te shown.8Nm or
S.CompuTrus acs sea onkel over cod'resumes no respansiblly for the S•Desi n assumes fug bearinat all wedge It '
necessary. �, OR EGO hmfoaton,handing,*Mmant end installation of components. 7.oeoi{t ammo*adequate drainage Is provided. V
111111111111111111111311111111111 6,ThN design ie Nmishad subject to the INMtflons set torsi by b.plates shag be located on both faces of truss,and placed so their center • "91� •
7PIANTCA m SCSI,copies of which Ml be fumished upon request lines coincide With joint oenter three. �'�T Q
MITek U InciCo1.DIgIte indkete sive(Opiate m Inches. 4/6'
.1
SR rnpUTtus Software 7.6.8(1L)•E: 10.For bask connector plate design values see ESE-1311,£SF01980(MRek) VL�• nd A��,` t„)'
EXPIRES:12/ 1/2014
(
111E011 This design prepared from computer inputi•by
PACIFIC LUMBER-BC I
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacipg.1
TC: 2x4 KDDF 8188TR LOAD DURATION INCREASE - 1.15 Design conforms to main vindforce-resisting
BC: 2x4 KDDF MIuBTR SPACED 24.0" O.C. system and components and cladding criteria. 1
TC LATERAL SUPPORT <- 12"0C. UON. LOADING Wind: 140 mph, h-24.lft, TCDL-4.2,BCDLa6.0, ASCE 7-10,,
BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)0DL( 7.0) ON TOP CHORD a 32.0 PST (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
OL ON BOTTOMCHORD " .0 PST load duration factor=1.6,
Unbalanced live loads have been - TOTAL 42
LOAD . 42.0 PSF Truss designed for wind loads 7
considered for this design. in the plane of the truss only. ,
LL . 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall tf9tT
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET. Refer to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING `
TO ONE PACE ONLY t
7-07-147-07-14
f f f
12 IIM-4x412 .
14.00 2 14.00 F Ai •
•k -
irt
r
ft
L
m
4 F.
to
y
c tj
O
i
T
G� �' t' I
r
1 1 l
1-00 15-03-12
•1
JOB NAME : 5019-A POLYGON -- A GABLE Scale: 0.2769
WARNINGS;
L NOS,unless*then**
Bu der rind traction contactor should be advised of all General Notes oENEI.Tis de len Is based only upon thenpoaramelora shover and Is fm so tndailduel J`,, .�GINE!'w♦
Truss: A GABLE and Warnings before construction commences. buOding component.npplabEty of design parameters end proper V
2.2x4 compression web bradng must be branded where Morn!. incorporation of component Is the respondblRf of Me building designer. t�i••�s
3.Additional temporary bracing to insure otehH during construction 2.Design ecsumas Me top and bottom chide Io a I '1 braced et
11, ;i w e s,I—. Aliii
DEB. BY: LA V the responeD,R4y of Ms mentor,Additianal permenanl twaelnB of r o.e.and sl in•ex.respectively unions braced Mronghouttheir siqtln by
conanuous eheaMhgsuch as plywoodeMaWngITC)andlor drywall(RC).
DATE: 11/25/2014 the overd studies Is the reeponsibWry of the building designer, 3.2x Impact bridging or lateral bredng required where shown++ /
4.Ne load ahebld be appasd to sny compenent until sitar all bracing and 4,Installation of buss is rine responsibility of Me respective convector, ) ..,. L '!+•{^'
SEQ. : 612 5131 fasteners ere complete and stno time Mould any lads greater Man 5.Design SWIM vare o be wed h a nMoorroslvo environment, ll
/design loads be applied to any component. and are for'dry condition"of use
TRANS I D' 413157 5.CompuTnre has no control over end assumes no responsibility for Me 8. eeeloNe wumee NB bearing atop supports shorn,Shim or wedge 0 .v f'
• fabrication,handling,shipment and Installation of components. 7.Design u'Lomes adequde drainage is prodded. '7 OREGO v 4�
1.
e.This design t furnished subject to the limitations set forth by H.Plates shall be with locateddyon both hoes of trove,and placed so their center y"9Cil
'n 11 2 )
1111111111111111111 TPVWTMITeO USA,(nCA in g/CA7t puTfue SORWel9 I,wale.ot which vAl be 78,8(5 hed upon request. D.Knee
}rant Ma18`�iuee see£aR-1911.ESR-19118(MiTak) ''F ' < rAN • • .
EXPIRES:12/31/2014
•
1E11111
This design prepared from computer input:by
PACIFIC LUMBER-BC i
LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq"1.00
TC: 2x6 KDDF 81&BTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00- 2-1-13024) 2952 8- 9-( -420) 1010 B- 1-(-8040) 1828 11- 5-(-4760) 1232
BC: 2x8 KDDF SS LOAD DURATION INCREASE . 1.15 (Non-Rep) 2- 3'(-11526) 2630 9-10-(-3122) 13964 1- 9-(-3258) 14498 5-12-(-1558) 8)56
WEBS: 2x4 ROOF 81&BTR; 3- 4-) -7682) 1674 10-11-(-1650) 7356 9- 2-(-5720) 1316 12- 6-(-7870) 1¢22
2x6 KDDF 81&BTR A LOADING 4- 5-( -7682) 1874 11-12.1-1614) 7446 2-10-1-7342) 1708 6-13-(-5600) 1300
LL . 25 PSF Ground Snow (Pg) 5- 6-(-11672) 2674 12-13-(-3252) 14524 10- 3-(-14781 6596 13- 7.1-3406) 15(46
TC LATERAL SUPPORT <" 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0° TO 20'- 562"7V(-13606) 3084 13-14.1 -238) 1054 3-11.(-4584) 1178 7-14-(-8394) 1908
BC LATERAL SUPPORT <- 12'OC. OON. BC UNIF IL( 525.0)+DL( 377.0)• 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4.1-2754) 11284
BC UNIF LL( 0.0)+DL( 20.0)• 20.0 PLF 11'- 0.0" TO 20'- 5.2" V
--",- 1 2 1 complete trusses required. BC UNIF LL( 603.1)+DL( 410.1)• 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX MORE BRG REQUIRED BRG ANSA
Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI3S)
nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 2796 5.50" 15.53 KDDF ( 625)
l\A/v�hl, 9° oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15,71 KDDF ( 625)
4" oc in 2 row(s) throughout 2x8 bottom chords,
9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig,I
9" oc in 1 row{sl throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL"L/180
3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL a -0.160' 0 13'- 9.2" Allowed - 0.9i6"
4 4 .r 1' S MAX TL CREEP DEFL - -0.324' 0 13'- 9.2" Allowed - 1.331"
3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01
.( 1 1 T .1' 4 I MAX H0RI2. LL DEFL - 0.028" 0 20'- 2.5"
12 12 MAX HOR11. TL DEFL -.0.046" 0 20'- 2.5"
M-4x12
14.00 N14.00 Design conforms to main windforce-resisting •
4 4,0" system and components and cladding criteria.
Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,-
i, (All Heights), Enclosed, Cat,2, Exp,B, HWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads i
in the plane of the truss only.
i
i
M-5x6 M-4x8
I )
: 9r t,
m
ryt
.
0
r 1
--M-10x10 M-10X10
M-5x16 M-54,16
1 •
p� � 4� Ate= ac
•
c. AIy�I`�iii`.-m��{�al �rat(Q� csma I^�o �� c,
N Z.t 13���____ ag�-�m 4
(V r
I- f 8 9 , 14 -h+
M-3x10 M-7x10 =M-10x10 M-4x10 M-12x14
M-12x14 M-7x8(5) M-3x10
/ / 3. 1 3, 3. 3, •
3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09
3. ). >.
8-05-04 12-00
y y
20-05-04
•
i
JOB NAME : 5019-A POLYGON - A GIRDER Scale: 0.2130
e ):.PAtjpk.
WARNINGS: GENERAL NOTES,unless otherwise noted: ,( �t
1.Builder and erection contractor should be advised o1 al General Notes I.This design le based only upon me parameters Wawa end Is for an In4Ndual "tom \(�,1N';.
Truss: A GIRDER and Warnings before co,utrudon domnenoea. WWIcomponent.Applicability of design perimeters and proper �`. i. p '
2.2,4 oompreseton web bracing must be installed where shorn+ ineorporeuon of component la the responelbath of the building designer.
2,Dealgn assumes the top end bottom chords toe Merely braced H
3.Atldtanel temporary brooing in Insure atsb8fty duMg conatrucHon + ❑
DES. BY: LA ts the responsibility of erector.AdditeneE wax.cod at sheathing
o.a respectively no sly hmlan braced throughout their lengptIhh by /(� •. !::e
y permanent bracing of continuous sheathing such es plyvvood eheetdng(TC)enNor dryvrcil(8C). !.
DATE: 11/25/2014 the oven!!structure R the responsNNty of the building designer. 3.Se Impact bridging or latera)bredeg required where shoves
4.Na load should he applied to any component until after as bracing and 4.bhctellaton of truss Is Me responsibility aline respective contractor. /
SEQ. : 6125132 fasteners are complete end et no lime should any lands greeter than s.Design assumes truest+,are to be used in s nomconosive environment, t
design Meda be applied to any Component. and aro for'dry conditon"Ouse. •
TRANS I D: 413157 H,CompuTtue hen no coned;over and aaeumae no responsibility Mr the 8.
Design assumes Na basting at ell'wawa Shawn.Shim or wedge It A�
febrkeaon,handling,shipment and installation of components,
necessary. y: OR EG ch t,
7,Daman assumes adequate dreaege a provided. 'T b
` n
H.TMs design Is furnished sut)ect to the 0 be f'inflame set forth by 8.Rales shell be located n both fetes of truss,and pieced so their center �9 (1'
II�lI�II'(� I I II!I I�F III I�RI� (1J��I 7PNMCA In BCS{,copies of which will be furnished upon request. lines coincidecNo jointcenterin tholes,.
_ L �'f-� 1'� �,\,
1 I I Ik1 ,ijl MITek USA,lnc./CompuTrus Software 7.6.6(1L)-E n.For baafo canner plate agatedeilgn value'see ESR-1 31 I,ESR-1988(MOO)
'FOAd3.ta
EX?RES:12I 1/2Q14
•
111111 1111111 This design prepared from computer inpntlby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5" ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spaci{11
TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE • 1.15 Design conforms to main windforCe-resisting
BC: 2x4 KDDF eleBTR SPACED 24.0" O.C. system and components and cladding criteria.
IC LATERAL SUPPORT <- 12"0C. UON. LOADING Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10„
BC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat,2, Exp,B, MNFRS(01x),
Unbalanced live loads have been DL ON BOTTOM CHORD 10.0 PSF load duration factor-1.6,
considered for this design. TOTAL LOAD = 42.0 PSF Truss designed for wind loads •
LL 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall LION.
N-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications.
' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSURES SHEATHING •
' TO ONE FACE ONLY •
6-11-12 6-11-12 •
f f 1
12 ISM-4x4 12 ••
f- 14.00V 214.00
{f
•/ 1 • i
Q )
)
LL7
O j
O
F,
)
•,
A -/
m , •
0 0 1,-.
a .
0 0
t
N N
A- A- MMIMMMINNNIIIMINMMNIMMIOMIMPIIIIIUIIIIIIIIIII.III.MNNMMINI -'C .
4
r
•
,1 ). ). ),
1-00 13-11-08 1-00
1
JOB NAME: 5019-A POLYGON B 1 • Scale: 0.2793
.0:PF OP
WARNINGS: GENERAL NOTES,unless chemise noted; iti ' N4W61.4;
xX
1.Builder end erection contractor should be advised of all General Notes 1.This design is bawd only upon the parameters ahem end Is foe an!Molded `TrusS: B1 sod Waminos beet*censbudtoo commences. building eompenenL Applicability of design parameters and proper •. i . v2.204 compression web bracing must be insWled Mnere shark'. ineorporoeen of component le thhe responsibility of he building designer.
3.AddPoonst temporary Macbp m Insura sbbifty Wring amhuNen Z Design assumes he top and botto •m chards to e laterally braced•at , ''iDES. BY: LA k rho neponalNery of tlro mentor.Addtlonet pennenent bracing of 2'o a end at 1C oe,respectively nam s braced(TC)snout a fenwotrmpUr by .. :i::sA.
DATE: 11/25/2014 the overall structure Is he re onslbl of he buildin desiiconmpost ddgbr5sheathisuerh lbraas cing e shredes own drywdt(BC),
sD 3b 0 designer. 3.2aImp ant bddgbtg or lateral bracing required where shovm++
4.No load should be applied teeny component trod!after*e bracing and 4.InsislaHon of truss Is the responeltrelty of the respective contractor. j j /' ( �,.
SEQ. : 6125133 fasteners an complete end aloe time should any loads greater than U.Design assumes tunes are to be seed Ins non•conodve environment, (. 1/ 2--y• / —1
des bode be and eve for"d _
(8n no
any and els,H. re condition' use.
TRANS I{�: 913157 S,eompuTnre has no oaMel ever and essumes no responsibility kr he 6.Design assumes full beating at a8 supped.shown,shim et edge 11 A °REG (��
fabrication,hendhng,shipment and Maaltatlon of components.
necessary. V.fI000/V
7.Plato assumes u ted on oftdrainage Is provided.
a
11111111111111111111 6 This design Is furnished subjectofw to the nmite9ona set tenon by 6,pians shall be looted an both baa of truss.and planed so their center 79C .1-
TP WJFCA in BCSI,copies which will be furnished upon regwal. ones colncid*r1h)dntamn j'{ ,
9.DIOtts Inflate size of Ike In inches, 'I 1V
MITeH USA.InC.lComptlTlus Software 7.8.8(76)-E 10.Fatbasie connector plata design values see ESR-1311.ESR-0968(MtTeq �.
GANG, .
EXPIRES:1.2/31/2014
EII III) This design prepared from computer input,by
PACIFIC LUMBER-BC i
,
LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
IC: 2x4 KDDF 814018 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2.1-48261 1132 6- 7.1-286) 320 6- 1-1-5704) 1304 8- 4.1-1122) 302
BC: 2x8 KDDF 414BTR 2- 3•(-3956) 1050 7- 8.1-792) 3052 1- 7.1 -758) 3414 4- 9.1 -3681 1448
WEBS: 2x6 KODF 924 LOADING 3- 4.1-3956) 1050 8- 9-1-692) 3052 7- 2•1 -366) 1448 9- 5.1 -758) 3814
2x4 KDDF STAND A LI m 25 POE Ground Snow (Pg) 4- 5-1-4826) 1132 9-10.1 -82) 304 2- 8•(-1122) 402 5-10.1-5704) 1304
TC UNIF LL( 50.0)+DL1 14.01- 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3.1-1522) 5686
TC LATERAL SUPPORT <. 12"0C. UON. BC UNIF LL( 578.11+011 413.1)• 991.2 PLF 0'- 0.0" TO 13'- 11.5" V
BC LATERAL SUPPORT '- 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A3EA
r'''',- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIsS)
12 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 2898 5.50" 11.78 KDDF 1 625)
Join together 2 ply with 3"x.131 DIA GUN
13'- 11.5" -1668/ 7365V 0/ 0H 5.50" 11.78 KDDF ( 625)
nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (5060. 2: Design checked for net(-5 pod) uplift at 24 "oc spaciig.I
5" oc in 2 rows) throughout 2x8 bottom chords,
9' oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/180
9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL --0.032" 8 6'- 11.7" Allowed . 0.6$2"
• MAX IL CREEP DEFL - -0.065" 8 6'- 11.7" Allowed - 0.89"
6-11-12 6-11-12 :
f f f MAX NORIZ. LL DEFL - 0.004" 8 13'- 8.8"
3-09-06 3-02-06 3-02-06 3-09-06 MAX RORIE. IL DEFL - 0.007" 0 13'- 8.8"
f f 1' f f
12 12 Design conforms to main windforce-resisting ,
14.00 M-4x6 system and components and cladding criteria. '
n 'x14,00
t.. 3 4'0 Wind: 140 mph, h-24.2ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di$),
load duration factor-1,6,
Truss designed for wind loads
IIIIIIIIII'"
in the plane of the truss only.
M-3xIA'
M-3x4 r
0
0
.a
M-3x10 C, sin
sci
aaYy
P-N....
W ��LL��G���3�� X N
_,
4 M-3x10 M-4x10 =M-10x10 M-4x10 14-3x10lg
.1 l 1
3-05-14 3-05-14 3-05-14 y 3-05-14 y
1'
Y
13-11-08
i
i
JOB NAME : 5019-A POLYGON - B2
Scale: 0.2333 y
WARNINGS, GENERAL NOM,unless othervdaenolod: a SUPREpes
•
1.Bulkier and emotion conlrector Should be Noised of of General Notes 1.This design is based only upon the parameter,'shown end Is for an lnttrlduel A , V ii
Truss: 82 end Waning.before conetucRon commences. building component Applicability of design parameter*and proper t N I N '-�4':.,
2.2x4 comp,esalon web brining must be Installed where shown-4, Incorporation of component IS the responsibility of aha WIding designer. "S'J L/
DES. BY: LA 3.Additinal temporary brachy to Insure stability during consbuotlon 2.Design resumes the top and bottom chards tote laterally braced at
is the reeponeidtb of the erector.Additional permanent bracing of 2'Oh.and at ee o.o.respectively unless braced throughout melt length by //�, �.y a, ..�
DATE: 11/25/2014 the ward structure Is the responsibility continuous'beetling each:plywood sheathing(TC)and/or drywe6(80).
4,No load should be p of the oul She designer. 3.to impact bridging or lateral brining ragdred where shown
SEQ.: 6125134applied to soy component untli eller a6 bracing and 4.Inalagaeon*Mot ie the responsibility of the respective contractor.
fasteners are complete end at no time should any toads greatertlan 5.Design gnomes bums ere to be used in a noneorroeWa ehwbwlmeM, `� �.,.�-'
TRANS Z D: 413157 design loads be applied to any component and are ller aicondition'due bearing at al wppoM shown.Shim or wedge If
fabrication.handling,shipment end Ind...lion of co Dneceuary, ��� �oOM _
components. 7,Design assumes adequate drainage b rovlded. lo
6.This design M furnished subject N the limitations eel forth by O.Plates"hall be ideated
pon both feces of toss,and placed so their enter '7'Q°
f t
HI Him I IiII I II Illll ll"il!Illl MITeA USTPIMITA,)nc./C mpuTrus Softwaren SCSI,eagle.orwhith wit be 78`8(1hed1)-E on request Ines INth joint*enter Nee.
n.DVS
r auotonn to of pole design values see ESR-1311,asftlea6 M TN) �� 1 Y r�
EXPIRES:/2131/2014
11,18,
11111111111 This design prepared from computer inputtry
PACIFIC LUMBER-BC
r
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" 'CORD, 2: Design checked for net(-5 psf) uplift at 24 "tic spacing j
TC: 2x4 KDDF 11&BTR LOAD DURATION INCREASE- 1.15 Design conforms to main windtorce-resisting
BC: 2x4 ROOF B1OBTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT oi 12"OC. UON. LOADING Wind: 140 mph, h-25.7ft, TCDL..4.2,BCDLe6.0, ASCE 7-IP,:
BC LATERAL SUPPORT <- 12"0C. DON. LI( 25.0)+DL( 7.0) ON TOP CHORD.' 32.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(DiT),
DL ON BOTTOM CHORD - 10.0 PSF load duration factore1.6,
Unbalanced live loads have been TOTAL LOAD- 42.0 PSFEnd vertical(s) are exposed to wind,
considered for this design. •
Truss designed fox wind loads
LL -25 PSF Ground Snow (Pg} in the plane of the truss only,
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U00.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for •
BOTTOM CHORD CHEC%ED FOR IOPSF LIVE LOAD, TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING
21-10-08 17-10-07 TO ONE FACE ONLY
f1 1' .
9-08-03 12-02-05 12-02-05 5-08-02
f 11 f 1
12 IIM-4x4 12
f 6.00(7" 6.00
M 3x5(5) M-3x5(5) i •
u I
4.,,i
a
I I
1141 -1
fn
eat i.
t
0 r
1-
r-1 Or
I
on )
In)
O
r - all.__ -/
,4,- ,,-- .._.....__.0.ie..-..,.....ver ., ,.... ....—.1g. ..,... ,. ..,, ,.„ �z���y a
4 M-3x5(5)+ )4-3x5(5)
1 1
JrJ.1 16-00-12 9-09-15 '
1 11
39-08-15 1-00
r
•
JOB NAME : 5019-A POLYGON -- ClScale: 0.2018
WARNMG& GENERAL NOTES,unless othervdse noted: . 'S 946
1.guider end erection contractor should be sdvised of all*WWII Notes 1.Thio design Is based only upon dire perimeters shun and Is fon en Indhiduel r'J SIN r
Truss: Cl and Warnings before construction commenoa. building component.Applicability of design peremsten end proper
2.244 wmprealon web bracing must be Metalled*hens shun 4, lerorpentlon of component Is the responaditly ofd.building designer.
mperory bracing 2.Oulu assumes the top end bottom diode to La Woolly braced at f
3.Additional to g to Insure debility during construction 2'o.c,and Cl1C o.c.reepeetivsiy unless bnoed throughvd Wetr tin by ! B t e v l7
DES. B Y: LA Is t1,0 roe ohne erector.Additional permanent bracing ofgpimpel
Dn bio110 continuous and et 10'h or such as respectively
unle s broad th o}alldietair imel b
DATE: 11/25/2014 the overall structure k the responsibility of the building designer. 3.2x Impact bridging or lateral bream rooked when shown** • 1 tt X `
4.No load should be applied to any component ant after ell
bracing and 4.Inshllation Olives Is the ressponslbieam
by of the respective leclr. 4 .r ! 2.-.,— / r 1c,_}/-
SEQ. : 6125135fasteners are complete end at no One should tiny loads greater then B.Dolan aaumri
eo trusses a to be wed bre non•earostve envkonment 4 `III r
design loads be applied In any component and are los•dry cMI bearing
a!wee.
TRANS Z D: 41315 7 S.Compares has no control over rind sesames no responsibility for the e.Design assumes MI bearing at ad supports shown.atom or wedge I! n�,1�ar.r�/�17��,�
fabrication,handing,shipment end lnaWBeNen of components. necessary. N.f7 Gla V'V d�
p B,Dssign had b el adequate damage h h'xou, n 71,11 ylQ
6.Thio design le hmlehed suhlsotlo the limitations set lorth by a.Plata grog be located on both facto dimes,and pieced so their center �7 !.�
1 II��I�Eli
III II1fI1'III)11111111111
III
TPUWfCA In BC81,copies of wfilch will be furnished mon rsquat grecs coincide cols joint atelnr Bale. .r'� r 7 11 -
111 1'Ilit 1g�1 gBNFllll 11il It!
N.Nose tndkwW size of YWlaln lines.. t,/t�. 1
MtTek USA,incACompuTrus Software+7,6.8SP I(IL)Z IB.For bask connectorpletc design vein,.ea ESR-1311,E614.19118(MRsi) 4 eAN
EXPIRES:12/31/2014
•
(j This design prepared from computer inputby
IIIIIIIIIIIII PACIFIC LUMBER-BC
•
LOMEER h8680TFSpATSONS See approved plans TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDI'/Cq•1.00
TC: 2x4 ROOF 81&13TR LOAD DURATION INCREASE = 1.15 I- 2.). -49) 78 10-11-(-379) 1555 1-10.) -88) 62 6-14.1 -177) 161
BC: 2x4 KDOF 1148TR SPACED 24.0" O,C, 2- 3=(-1884) 434 11-I2.(-394) 1939 10- 2-(-2077) 431 14- 7-) 0) 176
WEBS: 2x4 KDDF STAND 3- 4-(-1983) 508 12-13'(-316) 1768 2-11.1 0) 574 7-15.(-1893) 373
LOADING 4- 5=(-1513) 496 13-14•(-254) 1460 11- 3.1 -357) 131 15- 8•) -271) 178
TC LATERAL SUPPORT <. 12"OC. UON. LL{ 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1519) 481 14-15•(-258) 1173 3-12.) -162) 146
BC LATERAL SUPPORT <. 12"0C. U011. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-1654) 429 12- 4•) -26) 469 j
TOTAL LOAD - 42.0 PUP 7- 8.( -104) 135 4-13=( -750) 260 •
OVERHANGS: 0.0" 12,0" 8- 9-( 0) 50 13- 5=( -270) 1022 'i
LL-- 2,5 PSF Ground Snow (Pg) 13- 6=( -372) 180
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI;S)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 0'- 0,0" -262/ 1705V -319/ 3546 5.50" 2.73 KDDF ( 625)
39'- 9.0" -302/ 1805V .0/ OH 5.50" 2.89 KDDF ( 645)
•
ICOND, 2: Design checked for net(-5 of) uplift at 24 "oc spaci gi
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.096" 0 13'- 10.0" Allowed - 1.912"
MAX TL CREEP DEFL - -0.162" @ 13'- 10.0" Allowed • 2.559"
MAX LL DEFL - 0.002" 8 40'- 9.0" Allowed . 0.100"
MAX TL CREEP DEFL • -0.002" 8 40'-' 9.0" Allowed - 0.133"
MAX MORIZ. LL DEFL = 0.050" @ 39'- 5.5" •
21-10-08 17-10-08 MAX HORIZ. TL DEFL - 0.078" 0 39'- 5,5"
T
3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 Design conforms to main windforce-resisting
f T 1 .( '( 4 4 '1 system and components and cladding criteria.
12
6.00 p M-4x6 "Q 6.00 Wind: 140 mph, h-25,71t, TCDL-4.2,BCDL-6.0, ASCE 7-I0,'
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
4.0' load duration factor-t.6, r
Sy Trust designed for wind loads
t in the plane of the truss only. t
M-3x44 s-3x4 ,,
i.
M-5x6(5) M-5x6(5) •
;
w, 0.25" hi 0.25"
'n 3 7
r4
a
I
en j
a ...,
M-3x62 ''''"441.s-1,5x3
,s,
14-1.5x3
,..., 1
,,
M-3x6 M x4 1)2.25" 14- x8 0.25 M-3x5 15
M-5x6(S) M-5x8(S) •
S l Y ,1 ). b
1 5-09-08 8-00-08 8-00-08 8-00-08 9-10
39-09 0-11-15
JOB NAME : 5019-A POLYGON - C3
scale: 0.1386
. 0.PRbfi.
WARNINGS: GENERAL NOTB$,unless otherWea noted: v
I.Builder and erection contractor should be advised of se General Notes 1.This design Is based only upon the psnmeten shovel and 4 for an Individual ,f ` r,C
Truss: C3 end Warnings before eonshuc6on commences. building component,ApplcabtBy of design parameters and proper �`-!�l PIty'4 pi,.....
2.214 compression web bracing melba Inste8edmhan shown•. Incorporation of oomponenl to the responslbnity of are building designer. ). .
3,Addabnei temporary bracing to lnsure stabity dudng conshuctien 2.De°Ign assumes the top end bottom ohwda to ha latently bnoed et
DES. B Y: LA Is the responsibility Tee.and at iC o.c.napectively unlaes braced throughout ihelr tenp1h by Ii t'! ,
sponsiM4ry of the*rector.AddBonel permanent bracing of continuous sheathing such aspywood sheeadng(TC)incierdrywag(8C). :..�.ea e,F
DATE: 11/25/203.4 the overall sbuchx*lathe responsibility Mlle building designer, 3.2x immppactbddgfng or Wool bradnpp required where shown-4 i�
SE 612 513 6 4.No load should be applied*:any component until star al bracing and 4.last:Melon of twee Is the responsibility f the respaoMe contractor.
Q• • (*stoners ere complete and at no eme should any loads greater than 5.Design assumes hoses are to be seed M e nonseroeNs envIronmeM, 11 //7L"..'''./if
�r}}A�N},�S D design lends be spoiled to any component end em for"dry condition-of use. "
TRANS S I D: 41315? a,Compurnm has no control over end assume*no reeponslbtiy for the 6.Design essence(u8 beertng et ell seppedo she"'Shim or wedge If
tabriesaon,hand�g,shipment and Instegntion of components. DesignDessc adequateprovided. A.,`ytt� ryN d�.,
0,This design Is furnished subject to the Omltauona set forth by E. latttel be loled on both hoes of trus,and pieced so their center '"79*,¢�V rl t n
111M INIIIIII ILII III IIIII ISI I1II TPINWCAin MEI,copies of which*ill be furnished upon request fines coh oldswih joint he. I vo
1 I I jtjl 0,dente llo con etre of plate In Inches. 1 Al ��'
MiTek USA,IOa1Com Teta Software 7.6,8(1 L)E 40.Forbeelo connector late designvalue sea ESR-1311,BSA•t yeti(MtTak) e t SI r6•
EXPIRES.
:12(31/2014
II 111111 This design prepared from computer input`by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 816818 LOAD DURATION INCREASE - 1.15 1- 2=( -49) 76 11-12.1-538) 1786 1-11-( -89) 98 15- 7-1 -409) )1.94
BC: 2x4 KDDF 1168TR SPACED 24.0" O.C. 2- 3-1-2198) 990 12-13-(-665) 2294 11- 2.(-2417) 1021 7-16.) -$5) 198
WEBS: 2x4 KDDF STAND 3- 4-1-2410) 1129 13-14=1-575) 2171 2-12•) -79) 711 16- 8=1 0) 202
LOADING 4- 5.1-2005) 1073 14-15.1-591) 2156 12- 3.1 -495) 185 8-17-1-3026) 1130
TC LATERAL SUPPORT <- 12"0C. UON. LI.) 25.0)401( 7,0) ON TOP CHORD = 32.0 PSF 5- 6.1-2002) 1070 15-16.1-770) 2418 3-13.) -101) 203 17- 9.1 -263) 281
BC LATERAL SUPPORT <. 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSI 6- 7-1-2607) 1185 16-17-1-879) 2426 13- 4=1 -79) 402
TOTAL LOAD - 42.0 PSF 7- 8=I-2903) 1227 4-19"1 -699) 431
OVERHANGS: 0.0' 12.0" 8- 9-1 -62) 151 14- 5.1 -669) 1460
LL a 25 PSF Ground Snow (Pg) 9-10.1 0) 50 14- 6.1 -921) 516
M-1.5x4 or equal at non-structural 6-15=1 -163) 675 •
vertical members (non). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ..
For hanger specs. - See approved plana LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/ 2990 5.50" 3,14 KDDF 1 625)
46'- 0.0" -344/ 2048V 0/ 00 5.50" 3,28 KDDF 1 625)
(COND. 2: Design checked for net(-5 psi) uplift at 24 "oc Spacing.t
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed - 2.234"
MAX TL CREEP DEFL - -0.329" 8 29'- 11.0" Allowed = 3.006"
MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL - -6.002" 8 47'- 0.0" Allowed- 0.133"
MAX NOR1Z. LL DEFL - 0.079" 8 45'" 8.5"
MAX HORIZ, TL DEFL - 0.127" @ 45'- 8.5"
21-10-08 24-01-08 Design conforms to main windforce-resisting
1system and components and cladding criteria.
3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13
I 1 f '( 1 1 f 1 f Wind: 140 mph, 1.25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10„
12 12 (All Heights), Enclosed, Cat.2, Exp.B, (4NFRS(Dii),
6.00 er 01-4x6 `c::16.00 load duration factor-1.6,
s
CO" Truss designed for wind loads
In the plane of the truss only.
3.1
M-5x6(S) -3x9 ]-3x9 M-5x615)
,, 0.25" 0.25" •
wr 7
31
111111
"' +1
1 i
r
M-3x62 + n111111111rthe plM-4X4
M-1.5x3
L + `tc, M-1.5x3 M
1+ {� 1.25" M-138x8 0.2 M-13x4 M-5x6 1T .-1
M-4x6 M-3xA
M-5x6(S) M-5x6(5)
1 1 1 1 1 1 1
5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08
1 1 1
46-00 1-00
JOB NAME : 5019-A POLYGON - C4 Scale: 0.1226
.0 PR°Pk'(1
WARNINGS: GENERAL NOTES,unless°Menthe noted: hi. �N '
1.Builder end emotion contractor should be advised of all Genre!Notes I.This design is Weed only upon Be parameters shown and Is kr an IndMdusl S N,
Truss: C4 end Warnings before construction commences. building component Applicability of*talon parameters and proper )
Incorporation of component's the responsl6{{�g�..Mlle bott6 design,. •
2.M4 ce 011 temporary
web brainsng o Insure
kebOty where shown tI 2,Design assumes the top and bottom chorda to be laterally braced al
3.Additleal ttmpomry breGrtg I.Maws arob8lry cluing censtruetivu 2'o.e.end et 10'o.e.raspesMely unless braced throughout their length by :8:".a.
DES. BY: LA la the reaponoIDllny er the eraetor_Additional permanent bracing of continuous:heading such so plywood sheatIng(TC)end/ordrywailtsC). -
DATE: 11/25/2014 the overall structure Is the responeibmty of the building designer. 3.21r!repast baking or lateral bracing°nuked where Shown**
l
4.No lad should be implied to any comaenentoncomae/intone'env MI bracing and 4.Inhalation Mann le the responsibility of the Tweak,contractor. ! 11
SEQ. : 6125137 keener*are complete end eine time Would eny keds greeter than 0.Design assume.busses ore to be used In noneorroetve environment, .i.7Z,...Yy/i1/ C4'•..�
dalgn lade be applied Ft*FT component and are for"dry eandi8dlaone arae.
TRANS Y n: 41315 7 5.CompuTrus has no eomrot over end assumes no responeksay for the e.Design oceans Rif mg at et Imports Shawn.Oldie or wedge H nemumery. 1tabdetOon,handling,shipment and installation of components. Vr1GQ� OdM
T.Design
isges easumw
adequatedrainage N
provided.
8.This design b Nrabhad subject to the limitations sat Perth by 6.Plates Walk)located on both faces of truss,end placed w their center ,9
IItiII1IIp1I11(IIRInI1III'N1IIMI1iII TPWrCA in SCSI,eaAtee Owlish MB be Ravished open request.
A178k USA Inc/CompuTuti Software 7.8.8(1L)-E Pies eebelde with)od center IMS
N.Oldie itdkate eke of pate In Inches.
10.For bask connector plate design values See ESR-1311.ESR 1880(MITaiQ ey .
'"GAN'
-
EXPIRES:12/ 1/2014
II ` ,
IIII�II IIIA This design prepared from computer inputby
I PACIFIC LUMBER-BC
MESE h8638TF3p9E9ONG See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 441R/DDF/Cq-1.00 '
TC: 2x4 KDDF 814070 LOAD DURATION INCREASE - 1.15 1- 2-( -49) 78 11-12-(-538) 1786 1-11=( -89) 98 15- 7"1 -409) Z94
BC: 2x4 RODE 816878 SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11= 2-1-2417) 1021 7-16=1 -55) 398
WEBS: 2x4 RODE STAND 3- 4=(-2410) 1129 13-14-(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202
• LOADING 4- 5=(-2005) 1073 14-15-1-591) 2156 12- 3-1 -495) 185 8-17.1-3026) 1130
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 PSF 5- 6»(-2002) 1070 '15-16-1-770) 2418 3-13=1 -101) 203 17- 9=1 -263) .381
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2607) 1185 16-17-1-879) 2426 13- 4-6 -79) 402 f
TOTAL LOAD = 42.0 PSF 7- 8.1-2903) 1227 4-14-( -699) 431 I
OVERHANGS: 0.0" 12.0" 8- 9-( -62) 151 14- 5-( -669) 1460
LL - 25 PSF Ground Snow (Pg) 9-10-( 0) 50 • 14- 6=1 -921) 516
6-15-1 -163) 675
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS BRE REQUIRED BRE AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIRE SQ.IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/• 2991) 5.50" 3.14 ROOF ( 615)
46'- 0.0" -344/ 2048V 0/ ON 5.50" 3.28 KODF ( 625)
COND. : Design checke• or net(- pa ) up ft at 4 'oc spac :tg,1
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/l80
MAX LL DEFL - 0.174" 0 29'- 11.0" Allowed - 2.254'
MAX TL CREEP DEFL - -0.329" 8 29'- 11.0" Allowed - 3.006"
MAX LL DEFL - 0.002" 0 47'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" 0 47'- 0.0" Allowed = 0.133"
MAX RORIE. LL DEFL = 0.079" 0 45'- 8.5"
MAX HORIE. TL DEFL - 0,127" 0 45'- 8.5"
21-10-08 24-01-08 Design conforms to main windforce-resisting
43-09-06 6-00-06 6-00-06 6-00-06 1 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria.
1 1 T f TWind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,.`
12 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dix),
6.00 p I4-4x6 ',ZI 6.00 load duration factor-1.6,
4.0" Truss designed for wind loads j
5 in the plane of the truss only.
° i
M-5x6(5) M-3x4 �f-3x4 M-5x6{S)
ii
0.25" o.zs"
3 7
i \ \117\/
"' M»3x62 M-4x4
/..
\
` _
M 1.Sx3��\
0.5x3 0
xg �' Q
Iv M-3x4 &325" M-3x8 0.2 ' M-'3x4 M-5x6 17
M-5x6(S) M-5x6(5)
,1 Y 1 ,i ,1f
5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y
46-00jl
1-00 ;
JOB NAME: 5019-A POLYGON - C5 `
Scale: 0.1226
.doPf? 7fi
WARNINOSt GENERAL NOTES,unless otherwke noted: _
1,Builder and enation eontraotor should be advised of aft ele General Notes 1.This design is hued only upon the carom s shone and is far an inolvidusi '
Truss: C5 end Warnings before eonsbucaon oommanesa. building component Applieabtiy or design parameters and proper , .(��) i4(4;16 '1'
2.234 compression web bracing must be Pistoled where shown+, incorporation of component Is the responsibility of the building designer. f
3.Additlone;temporary bracing to insure stability during construction 2.Dalen assume.the top and batom chords tube laterally bread et ,r
DES. BY: LA h the reapontibiety of the erector.Additional permanent bracing of 2'o.e,end et 10'a,n. umctIveiy unless braced throughout their length by
/,'� ,;,
continuous sheathing such as plywood dwlrers sandier drywaphL7,
DATE: 11/25/2014 the overall struotore is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required when shown v.
�
SEQ. : 6125138 4.No load should be spoiled to any eomponeni wig Mersa bracing and 4,Installation of buss is the respurrei lily of the respeotire eomrioter, /y�
intoner,are complete end at no time should any loads greater than 5.Design assumes busses are to be used In a non-comoshre environment,, • ( �( z••... A (4'
TRANS I D: 413157design leads be appSed to any component end are for dry conation of we.
5.Commerce has no control over and assumes no raeporroihllxy for the H.Design assumes foe bearing Si all supports shows.Shim or wedge If
necessfabrication,handling,shipment and instagetion of components, 7 Design assumes adequate drainage Is provided. '4' Q� Q: 0
f 1 ei ! 11 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of buss,end placed so Melt center {,
l I�ti1tI III)II�(1 I II�II�III VIII 1�1lett MRe71:1k USAGA hIrrC.ICOrtlies ptrT SORw9 7.6.6(11.)-E request me.waoxf,s,with Joint center bee.
to Digit'
rip size
of
plate d signches.s see HSR-1311,ESR-1988 e88(MlTelg V.�^ H �l
eANG.
•
EXPIRES:1.241/2014
1111.
1[II1IIII��� This design prepared from computer input by
`n� PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS • TRUSS SPAN 96'- 3.0" IBG 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 '
TC: 2x4 KDDF NI&BTR LOAD DURATION INCREASE - 1.15 I- 2•) 0) 50 12-13=(-582) 1899 2-12•( -214) 225 8-17"( -54) 196
DC: 2x4 RODE N168TR SPACED 24.0" 0•C. 2- 3•) -52) 86 13-14-(-686) 2347 12- 3"(-2486) 954 17- 9") 0) 204
WEBS: 2x4 KDDE STAND 3- 4-1-2290) 991 14-15-1-587) 2202 3-13.1 -53) 658 9-18-(-3044) 1138
LOADING 4- 5-(-2451) 1129 15-16.1-599) 2175 13- 4-( -439) 16I 18-10•) -263) 281
TC LATERAL SUPPORT <- 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6-(-2025) 1077 16-17-1-777) 2435 4-14-1 -126) 194
BC LATERAL SUPPORT <- 12°0C. UQN. DL ON BOTTOM CHORD - 10.0 PSF. 6- 7.1-2023) 1079 17-18=1-884) 2440 14- 5.1 -71) 431
TOTAL LOAD • 42,0 PSF 7- 8-(-2627) 1193 5-15"( -723) 440
OVERHANGS: 12.0" 12.0" 8- 9"(-2920) 1234 15- 6-6 -675) 1479
LL - 25 PSE Ground Snow (Pg) 9-10-) -62) 151 - 15- 7•( -920) 516
•
10-11-( 0) 50 7-16-) -163) 674
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8-( -407) 293
LIVE LOAD AT--LOCATION(S) SPECIFIED BY IBC 2012. •
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF, BEARING MAX VERT MAX HORZ ' BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE 5Q.TN. (SPECIS)
0'- 0.0" -345/ 2056V -335/ 3100 5.50° 3.29 KDDF ( 625)
96'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625)
'COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100
MAX LL DEFL • 0.002" -I'- 0.0" Allowed- 0.100"
MAX IL CREEP DEFL - -0.002" -1'- 0.0" Allowed - 0.133"
MAX LI DEFL - 0.177" 30'- 2.0" Allowed • 2.257"
MAX TL CREEP DEFL - -0.335" 30'- 2.0" Allowed - 3.022"
MAX LL DEFL - 0.002" 47'- 3.0° Allowed - O.40"
MAX TL CREEP DEFL - -0.002" 47'- 3.0" Allowed - 0.133"
22-01-08 24-01-08 MAX HORIZ. LL DEFL = 0.081" 6 45'- 11.5"
fMAX HORIZ, TL DEFL • 0.130" 8 45'- 11.5"
�4-00-06 6-00-06 6-00-06 6-00-06 1 6-00-06 6-00-06 6-01-15 5-10-13Design conforms to main windfarce-resisting
4 { I' 1 ( T 1 system and components and cladding criteria.
12 12
6.00 1 " M-4x6 "'‹16.00 Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL"6.0, ASCE 7-10,,
4.0" (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Di ),
6 ,ar load duration factor-1.6,
�; Truss designed for wind loads
5.../....."-''''''''';':1
3 1 in the plane of the truss only. •
M-5x6(S) M-3x45 �4-3x4 M-5x6(5)
0.25" / 0.25"
a ca M-3x8A \AA
M-4x9 t,
M-1,5x3 _ ?
Atii„.....�. 1,5x3 �,
1 1
10 NYYY--- 12 M-4x6 M- x4 )!25" M- x8 0.2 M- x4 M-5x6 le r.-1
•
M-5x6(S) M-5x6(S)
y 6-00-08 8-00-08 y 8-00-08 1 8-00-08 y 8-00-08 l 8-00-08 l )
Yy yi i
1-00 46-03 1-00
JOB NAME : 5019-A POLYGON - C7Stale; 0.1066
WARNINGS: GENERAL NOTES,unless othervdse noted: 4\' '- .. . L;
1.Builder and erection contractor should bo advised of ea General Notes 1.This dellen fa based only upon the parameters.howl and in for en individual bI
�. ,t Ql ti .:
Truss: C7 end Warnings before construction commences. building component Applicability of design perametera and Wooer
D
2.254 cornpfeesion web bracing must be inet,Sedwe,er.ahovm+, Incorporation of component ls the teapomibilily ofthe burtuing des{onor,
3.Additional temporary bracing to Insure Gabiety during eonotrueeon 2.Design assumes the top and begom drords Isla IetarslN�aed en
DE$• BY LA Is Na responsibility of tle eractor,Additional permanent bracing of 2'o.e.and at t0'o.e,respectively unless braced throughout thee length by :s e
W N P tl continuous Steetldng Milli plywood sbeethbtg(TC)endlor drywef(EC). t. .
DATE: 11/25/2014 the overall structure Is the responelbelty of the building designer. a.Di impact bridging or taterei bracing required Wive shown++
4.Ne toed should be applied to any component until star el bracing end 4.Installation of boles is eta responsibility of me respective contractor. 1 - %` (: �;-�'
SEQ. : 6125139 fasteners ere complete and at no Moe should any loads greater than 6.fleshly assumes trusses are to he used M a nonwonoeie environment, I
design loads be epplad to any component, and ore(or'dry condition"bearing
of use. r,�.
TRANS I D' 41315 76.Design oioumee aro beading at eat supports snore,Shim or wedge If I; OREQ�3N.
• s.CompuTnn has no aomrot over and spumes no responslogiry for the eooeesery. dry Q,
tabricsNen,handling,shipment and MstalaBon of component,. 7.Design assumes adequate drainage m provided. ;1� rp- •
e.This design fa furnished subject to the 9mitetons set forth by 6.Plates shag be locatedonboth faces of Puss,end pieced to theiroenter 'T �1.� p
CA in SCSI.
11111111111111111111111111111111 MTek U5A Ifte lCtliTlies of which WV be pu7rua SOftWnfe 7.8sledL'upon request 10-For bInes ask connector platcide with Joint center
design value.see E8R•1311,ESR-1960(Mffeq 4 iv-
9.Digits indicate Ise of lute lit Mame.
GA:N.a ..
EXPIRES:1.2411/2014
1E111111Thisdesign prepared from computer input(by
PACIFIC LUMBER-SC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 810BTB LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 14-15•) -925) 2789 2-14-( -268) 286 19-10•8 -229) 191
BC: 2x4 ROOF 416BTR SPACED 24,0" 0,C. 2- 3•) -63) 155 15-16.) -837) 2795 19- 3-(-3162) 1193 19-11.1 -219) 1115
WEBS: 2x4 KDDF STAND; 3- 4-(-3032) 1298 16-17.1 -679) 2426 3-15-) 0) 211 11-20-(-4570) 1174
2x4 KDDF STUD A; LOADING 4- 5-(-2740) 1256 17-18.) -577) 2143 15- 4-) -58) 189 20-12-1 -276) 174
2x6 KDDF 42 B LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSF 5- 6-(-2160) 1143 18-19-(-1039) 3141 4-16-( -399) 285
DL ON BOTTOM CHORD - 10.0 PSF 6- 7.8-2131) 1161 19-20-(-1455) 3744 16- 5•) -160) 653
TC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD a 42.0 PSF 7- 6.6-2682) 1362 - 5-17-) -907) 514
BC LATERAL SUPPORT <- 12"0C. U011. 8- 9-(-2688) 1258 17- 6-( -802) 1638
LL - 25 PSF Ground Snow (Pg) 9-10•(-5235) 2116 17- 7-( -790) 554
OVERHANGS: 12.0" 12.0" 10-11-(-5254) 2022 7-18.1 -367) 774
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12.4 -59) 118 8-18-( -236) 196 •
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-1 -2) 62 18- 9•(-1344) 594
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 P56. 9-19•) -935) 2622
BEARING MAX VERT MAX H0R1 BRG REQUIRED BIG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIIS)
0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 KDDF ( 625)
48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 KDDF (1485)
COND. Design c ec e• or net( ps ) cop t at or spec eget
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.1.)0"
MAX-IL CREEP DEFL --0.002" 8 -1'- 0.0" Allowed - 0.113"
MAX LL DEFL - 0.340" @ 32'- 2,0" Allowed - 2.357"
24-01-08 24-01-08 MAX IL CREEP DEFL --0.633" @ 32'- 2.0" Allowed . 3.156"
6-01 6-00-10 5-11-01 6-00-13 f MAX L1 DEFL - -0.002" 0 49'- 3.0" Allowed " 0.100"
4-00-12 3-11 3-11-083-11-083-11-084-03-04f
MAX IL CREEP DEFL - -0.002" 8 49'- 3.0" Allowed - 0.113'
4 f f f f f f f f f 'f 1
12 1.2 1400 HORIZ, LL DEFL - 0,187" @ 48'- 0,2"
6.0047 14-4x6 '6.00 MAX HORIZ. TL DEFL - 0.311" @ 48'- 0.2" •
I
4.0,. Design conforms to main windforce-resisting
6 t system and components and cladding criteria. 1
M-5x6(8) M-3x95
3.17.„..,24-3x4 wind: 140 mph, h•25.7ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,`
!i i,
h
3M 6x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dif),
load duration factor-1.6,
0.25" 0.25" Truss designed for wind loads
' q. 9 Sn the plane of the trues only.
o
p-1.5x3
r M-3x63 11001...,18-8x12
14
-1,5x3 I/ �`1.5x3 c
- 6 _� ` 3
1
IB
ld {
14M-5x6 M- x4 t.25" M-3x8 M-53x10 M-4x1213 r
F
M-5x6(S) 61 3.50 3.50 0
12 12
Y ,A-- 1• A--- / -,
8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12
YY Y 1' YY i
1-00k y 32-03 7-09-04 8-02-12 y0Y0
1-00 48-03 1-00
JOB NAME : 5019-A POLYGON - C8 Scale: 0.2018 .
V PI/O E
WARNINGS: GENERAL NOTES,wiles*othereise noted: ,c r`"�
1.Buller and naten
eoonbactor should be advised of as General Notes 1.This deeien is based only upon tit*',minders shoran and I.for en Individual ` (�(]S) t•"
Truss: C8 and Warnings before contention eolon commences. building component Applicability of design parameters and proper • Of'..
3.2x4 compresslon web bracing must beinetMkd Where shovel e, incorporation of component Is the reeponebl0y of the building designer.
3.Additional tempotery bracing to intro stabaiy during ooneWagah
2.Ceelen asawmec the tap and bottom chords to be laterally hued at e
DES. BY: LA2'c.c.and at 10'c.c.respeegvay unless braced throughout their length by 1'e s
Is the responsibility el the erector.Additional Patmmeld tracing of ccngnuuue eheatllMg such as plywood sheathing(7C)sndror dryxa0(BC). ,/, -.;
DATE: 11/25/2014 Be*vest structure is the responsibility of the building designer, 3.to impact bridging or lateral bracing required where shown++ .
4.No load should be implied to any component well alter all bracing end 4.Instillation of toms le the responsibility of time respective contractor, 2W..;
Q. : 512551 4 0 Nehmen,are complete and aloe time ramie Boy leads greater than 5.Design assumes busses are t be used Inc nm•emrosle environment (/. •?
S E design loads be applied to soy component. and ore far"dry condition'M.TRANS ID: 41315 7 5.Cemyalms bac na content oven and secumea no responsibilityfor the 6.Design essence lull baarprg of eq supports shown.Shim or wedge if ;
febrloagon,handing,shipment and installation of components. necessary. N". QR�G y`T.
7.Design assumes adequate drainage is provided. tap
6,This design Is(mobbed cabled to the Dmxetme set forth by e.Plates shell be treated en both fads al buss,end placed so their center -7Y.4 15)
IIIA ISI{IIT����Ili III VIII III�Il TPPWTCl1 in SCSI,combs of whlAr will bo furnished open dgvnt ince coincide xiz folnt ate inNNhe.
1 II`l I I1 j�� 0+/ 1At
9.For
barrio
connector of�teteesmmha. . '1 �rr-v A C.
MI7ek USA.Ina/CompuTnn SoftWafe 7.6,8(1 L)-E f 0.fo baeiv eonnederplate design values ase ESR•131 t,ESR•1938(1411mb) 4`>7 r� ` `
EXPIRES
:1.2/`31/2014
i
f
I1IIII1O III This design prepared from computer inputjby
EE PACIFIC LUMBER-BC
LUMBER SPECLFICATIONS TRUSS SPAN 48`- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14•) -938) 2787 1-13•) -155) 198 8-10-) -935) 2522
BC: 2x4 KDDF B16BTR SPACED 24.0" O,C. 2- 3=(-3035) 1335 14-15=( -836) 2746 13- 2=(-3164) 1257 18- 9=) -229) 191
WEBS: 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16-) -679) 2427 2-14=0 0) 211 18-10=( -222) 1117
2x4 RIDE STUD A; LOADING 4- 5w(-2160) 1150 16-17=0 -581) 2143 14- 3") -88) 189 10-19"(-4570) 1?74
2x6 KDDF 02 8 LL) 25.0)491( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18-(-1039) 3141 3-15-) -400) 292 I9-11=) -276) 274
DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 1362 10-19=1-1454) 3744 15- 4=( -167) 653
IC LATERAL SUPPORT <• 12"OC. 008. TOTAL LOAD - 42,0 PSF 7- 8-0-2688) 1258 4-16•) -907) 514
BC LATERAL SUPPORT <- I2"0C. UON. 8- 9-0-5235) 2115 - 16- 5-) -808) 1639 i
IL= 25 PSF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=) -790) 554
OVERHANGS: 0.0" 12.0" 10-11=) -59) 118 6-17=) -367) 774
80TT08) CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) -2) 62 7-17-) -236) 196
eS For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8-(-1344) 593
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM.OF 10 PSF.
BEARING MAX VERT MAX HORS BRG REQUIRED BOG ATEA
LOCATIONS REACTIONS REACTIONS SIRE SQ.IN. (SPECIES)
0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( CO)
48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (14;5)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-11180
MAX LL DEFL • 0.340" 0 32'- 2.0" Allowed = 2.367"
MAX TL CREEP DEFL - -0.633" 0 32'- 2.0" Allowed - 3.156"
MAX LL DEFL = -0.002" 0 49'- 3.0' Allowed = 0.1B0"
24-01-08 24-01-08 - MAX TL CREEP DEFL • -0.002' 0 49'- 3.0" Allowed - 0.113"
6-01 6-00-10 5-11-01 6-00-13 •
44-00-12 3-11 3-11-083-11-083-11-084-03-044 MAX 0ORIZ. LL DEFL - 0.187" 0 48'- 0.2" .
'( 4 4 '( '1 4 4 '( 4 4 4 MAX RORIE. TL DEFL - 0.311' 0 48'- 0.2"
12 12 Design conforms to main windforce-resisting
6.00 ' M-4x6 'C16,00 system and components and cladding criteria. s
r
4.0" Wind: 140 mph, h-25.7ft, TCOLm4.2,8CDL-6.0, ASCE 7-10,
S A(
(AL1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dij),
�M-3x4 load duration factor-1.6,
M-5x6 M-3x94.111111r.''
1 6 7M_1.5x3M^6x8(S) ads
inTrDthsse planee00 thed for wtrussind oonly.
�, 0,25"'/ 0.25"
o M-1.5x3
m M-3x62
p-4x12
`'"'
( M-1.5x3' \ _ M-fix8 \21.5x30
J �'
B
M-5x6 M-134x4 (.25" M- x8 M-1 . x10 M-4x1 -1"
M-5x6(S) -,=33.50 3.50f _
12 12
1 1 1 1 1 ), 1
8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12
1 32-03 1 7-09-04 1 8-02-12 1 1
48-03 1-00 i
f
JOB NAME : 5019-A POLYGON - C9 Scale: 0.1032 1
PR:
WARNINGS: GENERAL NOTES,uet.as otherwise noted: . �
rS'
1.Guider and ereeton contactor should be advised of ell General Notes I.This dea{On In bawd only upon the parameters shown end la for en Individual hi
j' '.OM�%
Truss: C9 and Warnings beton conduction commen on. building component.Applicability of design pmamelen and proper
2.2x4 compression web bracing must be Installed where shown". lnneorporaOon of oomponant le Ni.responsibility of the bulking designer.
3.pddmonei temporary bradnp to insure eternity dudng<enabu<ton 2.Design assumes the top and balsam chords to a laterally braced at DES. BY: LA 2'o.o.end at 10o.e.respeeOve)y unless braced t roughouttheir lengtttlhr by VW':ep�
is the reeponstblth of urs erector.Additanal permanent bredng of continuoueaheatigrsuch as plywood sheenWng(TC)endlordrywall(SC),
DATE: 11/25/2014 the overall ebueture Is In re:pnoei68iry of too bolding designer. 3,2x Impact bridging or lateral bracing required where shown•• f ( l
4.No toad should be applied to any component unit sear al bradng and 4,Installation of buss Is the raspensibilily of the respectve contactor, 1 .I. / ,r._ J f (�r
SEQ. : 612 5141 fasteners are complete end at no Om should any loads greater than 5.Design assumes busses aro lo be used In a 000.aonodn environment, ( i( ./ t
design loads be applied to any component. and era far"Ifni
"'Man.of use,
TRANS 3 41315 7 5.CompuTnrs has no control over and dsumes no rasponsiblmy for the 6.hasten resumes MA bearing at ell support ehotm.Sides or wedge it
necessary. 'l'.QR�(B(.�(�,
tabdwgon,handing,shipment and Msialiston of components. 7.Design assumes adequate drainage Is provided. !f7 1 Q�
ry p g1 e.This design Is furnished sidled to the limitations set forth by a.plates shag be located on bath fans err buss,and pieced in their center •T i,� :
1II�II1�I��ILIIIII III)I�N III II I0I 7PIIWFCA in SCSI,capias ankh wit be Wished upon raques4 gran codcise with Joint center One, �'H '�
jl 9.Inca Iodide site olplore In huhu.
ts, [,
MITBk USA.)nc.JCOmpuTnfs Software 7.B.f3(1 L)•E 10.For bask connector plate design values see ESR•1311,ESR t Baa(MITN) (�A v�7 �`
EXPIRES:12t#31/2014
IIIIIIII(IINI This design prepared from computer inputby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4E'- 3.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilED
TC: 2x4 NDDF 11148TR LOAD DURATION INCREASE = 1.15
BC: 2x4 EDW. A14BTR SPACED 24.0" 0.C. Design conforms astoe rutin andwindforce claddingresisting
system and components cladding criteria, i•'
TC LATERAL SUPPORT <a 12"OC. DON. LOADING Wind: 140 mph, ha25.Ift, TCDL-4 2,BCDL-6.0, ASCE 1-10,}
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD ° 32.0 PEIP ,
Unbalanced live loads have been DL ON BOTTOM CHORD a 10.0 PSF
(All heights), Enclosed, Cat.2, Exp.E, MWFRS(Di;),
TOTAL LOAD - 42.0 PSF
load duration factor<1,6,
considered for this design. End vertical(s) are exposed to wind,
LI a 25 PSP Ground Snow (Pg) Truss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for -
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Complete specifications.
DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY y
24-01-08 24-01-08
4
15-02-03 8-11-05 f 8-11-05 15-02-03
12 I 1M-4x4 •
f 6.00[7" 2 12 _
6.00
•
•
•
1
M-3x5(S) M-3x5(5) j
f
N
P
p '1h 1
ti
I
1
M
M )
I /O .
Ai _....._. ...... .. _..__.. _...._.. ___..,._..... __....,...... `,.._,.___.... ...... ..........
M-3x5(8)+ M-3x5(S) •
1 l 1 1. 1
l y 19-02-14 9-10-10 19-01-08
1-00 48-031. •
1-00
•
•
JOB NAME : 5019-A POLYGON - C10
Scale: 0.1736
tit1PR FA&
WARNINGS: GENERAL NOTES,unless otherwise noted: .( h .f1.
1.guider and emotion contractor should be advised of at General Notes I.This design b based only upon Mia peremNars shown and to for an thdvidualAtk:'(�` • .h N V
Truss: C10 end Warnings before construction commences. building component.Applicability o/design parameters and proper ,.4�. �• . -
2.4x4 compresston web Orating met be installed where shown+. Incorporation of component!'the responsibility of the building desires.
DES. s : LA 3,Addidenel temporary bracing le Insure alabl6ry during consbucton 2.Design assumes the tap and bottom chorda to be laterally braced el !
la the responsibility dine erector.Additional permanent braein of 2'o.e.end at 10'o-a mpectvely unless brecsd throughout their lents by /,I� ! (�
DATE: 11/25/2014 the overall structure to the raslbnoibflay of the building designer. continuous sheathing such as plywood required ng(TC)endfor dAnval(BC1,
4,No toad en stru be 3.2x Impact bridging or literal bracing where shown++ ..
S E 6125142 2 applied to any component until seer an bracing and 4.Installation of truss le the are
to be seed
gre respective contractor, f `J�
Q• fasteners are complete end al no Ems should any bads greater then 0.Design assumes trusses are to be seed in•nen eonosive environment § 1! •Z.' i `•-
TRANS I D: 413157 design loads be applied to any component end are for dry condition-of roe.
5.CotrpuTnrs has no central over and assumes no responsibility for Me S,pealed assumes full beefing at at supports shown,shim or wedge II
fabdsston,rending.shipment and msleNelon of components. design as. A_ OREGON
��.
ponente. 7,Design asWmas reed ata drainage n.b lines,c 7 i R ON
I��„�II I I�ill Oil�I 1���NI����)���� 6,This design is SCSI,
subject to tile 6mRadona set forth by 8.Plates shell be located on both fame of truss,end placed so their center `�' S'
(II)I( TPWVTCA in SCSI,copies of which will be fumbhed upon request. rmee coincide with Joint centerlines. (,?N ,(� 2
MITek USA,Inc./CompuTtua Software+7.8,6-SP1(11.}Z ESR-13I(*.Forits indicate
(Mileb) .\
�t,ANG �'
EXPIRES.:12/37/2014
11116.
i.
�pp
II1IIIIIIIii This design prepared from computer input)by
PACIFIC LIMBER-BC •
•
•
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.7' COBB.I2: Design checked for neE(-5 psf) uplift at 24 "oc spaci jJ
TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE • 1.15Design conforms to main windforce^resisting
BC: 2x4 KDDF 11EBTR SPACED 24.00 O.C. system and components and cladding criteria.
IC LATERAL SUPPORT <• 12"OC. DON. LOADINGWind: 140 mph, h•20ft, TCDL•4.2,BCDL-6.0, ASCE 7-10, !:
BC LATERAL SUPPORT <. 12"OC. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di{),
DL ON BOTTOM CHORD • 10.0 PSFload duration factor=1.6,
TOTAL LOAD • 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL - 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall UON.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. i
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer-to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
12
4.00 ' •
,
3
f •
sts
0
r I
N N
1 N •
1 •1
0
N 2 ....iiiilli 1
N
r-4
C lb Am ..fin/=.r�.���m..lmmrAm��.r At mw.asmm -�
n
M-3x4
) 1 1
1-00 4-10-04
•
•
•
1
JOB NAME : 5019—A POLYGON — El :
Scale: 0.6951
0).P•RQp.
WARNINGS: GENERAL NOTES,unless emerceae noted: rr,__� ..,A
I.Builder end erection contractor should be advised of all General Notes 1.This design is baud only upon the parameters show.and is for an Individual J t�u � ;.
Truss: El and Warnings before censhudfon commences. building component.Applaebl of design pmameters and proer V I1$
2.204 compression web bradng must be Installed vinare shown+. Incorporation of component Is the responsibility of pre building designer,
1.Additional temporary btesme to Insure Nal*dutarg camtrucl on 2.Deafen assume*the tap and hellom chooses to be Ialersly braced at
DES. BY: LAY o.o.and al 0'on.respectively unless braced throughout beeir length by 1 I - t I.•p
le the repondbfiry of Ola erector.Additions)permanent tuadn0 of continuous aheatNng ouch es plywood ebealhing(TC)andfor drSWAMI f I
DATE: 11/25/2014 the overall structure Is tiro responsibility of the building designer. 3.2x Impact bridging or lateral braoing requbad where shown•is
4.No laid should be applied to any component until after e1 bracing and 4.Inetgpetion of tures Is the responsibility of Ola respective contractor, I I 1 2....,, f t;
SEQ. : 6125143 festene s are complete and st no dura ehuald any bade greeter than S.Design resumes Mutsu ata to be used N a non-corrosive environment,
TRANS I D: 413157 design loads be emptied to any component. and an fes•me fifY e t bearing
l ase.
9.CompuTrus has no control over and assumes no responsibility for the 8.::::n assume"foil barhnp al ail support shown.Shim or wedge If pCCy�(,1:�
febrloaan.handling,shipment end installation of cartponente. 1., oFieracm Q
7.Pla e*yore+caed so oth fece leprovided. 1.9 IP
1I1 {1{II ''II I (1I ��II I!IIII 8.This design h Nmished subject to the limitations set forth by B.?trate*shell be toasted on both hoes of truss,amt placed so thein center ,C77. L+
�I�II�I I I U�(II I IIIN�If4 I��II�II�) MITeTINk USA,IneCA In ilCompuTrus Software 7.8 B(1L)-E ragweed. 10.For begin connectones coincide Wth r nt center liitlq.ohne design tables see ESR•17i 1,ESR-19811(MRex4 .`, r7 11
'. �.
1111 111 111 111111 f 11 I A 9.Drills Indioate side of plate in inches. ,4:
EXPIRES:12!31/2014
)
11111 111111 This design prepared from computer input by
1 PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4118/D0F/Cq=1(00
TC: 2n4 KDDF 8148TR LOAD DURATION INCREASE . 1.15 1-2"( 0) 36 2-6"(-253) 372 3-6"(-412) 039
BC: 2x4 EDDY 81EBTR SPACED 24.0" O.C.. 2-3-1-437) 205 6-4"(-120) ',97
WEBS: 2x4 KDDF STAND 3-4.1 -80) 74 +
LOADING 4-5-) -7) 3
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+81( 7.0) ON TOP CHORD " 32.0 PSE 1
BC LATERAL SUPPORT <= 12"OC. UON. DL ON NOTION CHORD m 10.0 PSF
TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED 8RG AREA
OVERHANGS: 12,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECISS)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 605)
8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 RD? ( 615)
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 24 "oc spacing.}
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: L10.1./240, TL"L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.003" 9 -1'- 0.0" Allowed . 0.133°
MAX BC PANEL LL DEFL a-0.146" 8 4'- 5.1" Allowed - 0.358"
MAX BC PANEL TL DEFL - -0.220" 0 4'- 5.1" Allowed - 0.478"
4-10 • 3-08-08 0-03-12
( T ' t MAX HORSE. LI, DEFL - -0,003" 0 8'- 4.0" •
12 • MAX HORIZ. TL DEFL " 0.004" 0 8'- 4,8"
•
4.00t=2,- Design conforms to main windforce-resisting
19^1.5x35 system and components and cladding criteria.
r- N ,+
Wind: 140 mph, h"15ft, TCDL•4.2,BCDL06.0, ASCE 7-10,
1 (All Heights), Enclosed, Cat.2, Exp,B, MNFRS(Dir),
load duration tactor-1.6,
Truss designed for wind loads
M-1.5x3 in the plane of the truss only.
3
o ~� rn 1
o C
m M
1
I
u)
i Iwo 1
4 1 �P, PtiFt S ,
•
M-3x4 M-3x4
r
1
•
8-04-12 0-05-08
,1 ) y ••
1-00 8-10-04 •
•
•
JOB NAME : 5019-A POLYGON - E2
Scale: 0.4946
) PR(}p
WARNINGS: GENERAL NOTES,unless*thornier noted: ,c
1.Builder end ere don contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn end le for an individual .CJ` j 431 N: 40.
Truss.: E2 and Windom before construction commoners, building component.Applicability of design parameters and proper G"` •
2.2x4 compression web bowing must be braided vmere Nrown+, inoorporadon a1 component le the responslbOity of the budding designer, i
E.Additional temporary bracing b Innate slebSRy during construction Design assumes the tap and bottom dtorda to a laterally brined a / i
DES. B Y: LA is the responsidiry of Ms erector.Add lonel prominent bracing of 2'o.c.end at 10'o.e.reapedNely unless braced throughout Meir length by ."® i<�,e s I�
continuous sheathing such as plywood sheathing(TC)atdfor dtyws 6). f: ''
DATE: 11/25/2014 the overall structure is the responsibility of the budding designer. E.2t Impact bridging or latest bracing required where shown++
4.No load should be applied to any component until eller
dlller Cl bracing and 4.InsteituHon of trues Is Me respensl6Rty oldie reepeottve contractor. ri" r
SEQ. : 6125144 fastener*are complete and et no Om any lads greater Man 6.Deep M es busses are to ha used a nonaorroWe environment. ( (Z"'• f t, C^l�,
TRANS design lords be appledto any component, end era for"dry condition'of use.
4 1315 7 E.Compwfrue hoe no socket over and esserms no reeponeibiity for the e.Design assumes N8 beating at all supports shown,SNm orwedge if I
fabdceBon,handling,shipment end Instillation of components, neenssary. • I,.OREGON �:
n q
S.fe b designh ndlin, eby T.Design assumes adequate drainage is provided, 1r OREGON i'
ill 1II) II,I�1II PI II�1I III�� subject the 11 b limitations sat lope a.Plates coincide located on both hes of true,and pieced so Meir center 7 Q
TPI1Wiin BCSi,ed eo of MEM will be ttoos eel upon request loos re led canter lines. yQC) 11;.12 ``♦♦
9.MEG*Indicate else of plate center
Inches. `v'.
MiTatk USA,lnc,/CompuTfus Software 7.8.8(11.)-E 10.Pot fiesta connector plate design values see ESR-1311,ESR-1988(MRak) �
1.7AN.
•
EXPIRES:12f31l2O14
116110111101 This design prepared from computer inputlby
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 SAX MEMBER FORCES 4WRIDDF/Cq•1(00
TC: 2x4 KDDF 1148TR LOAD DURATION INCREASE • 1.15 1-2•( 0) 36 2-5-1-43) 57 3-5.1-213) 156
BC: 2x4 RUDE /148TR SPACED 24.0" O.C. 2-3•(-89) 75 j
WEBS: 2x4 RUDE STAND 3-4•( -7) 3
LOADING 1
TC LATERAL SUPPORT <• 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSF
BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORS ORG REQUIRED BIG AEA
TOTAL LOAD ., 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IM. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ BBH 5.50" 0.68 SORE ( 635)
LL - 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280v 0/ ON 5.50" 0.45 KDDF ( 625)
H-1.5x4 or equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "or spaci6g.'
VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" 4 -1'- 0.0" Allowed - 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 4 -1'- 0.0" Allowed " 0.113"
MAX TC PANEL LL DEFL • 0.128" 8 3'- 5.7" Allowed • 0.342"
6-06-08 0-03-12 MAX TC PANEL TL DEFL • -0.169" 8 3'- 5.8" Allowed • 0.588"
{ 1' T
12 MAX NORIE. LL DEFL - 0.000" 4 6'- 6.5"
4.001 MAX HORIZ. TL DEFL • 0.000" 4 6'- 6.50
Design conforms to main windforce-resisting
M-1.5x3 system and components and cladding criteria.
3 4 a Wind: 140 mph, h"20.3ft, TCOL•4.2,BCDL•6.0, ASCE 7-10,i
•
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
A load duration factor-1.6,
Truss designed for wind loads .
in the plane of the truss Only. -
w
r„ o
o r
r
,-, o
N )
ry
,n
MV }
�.1 ►�S
CP
.. M-3x4 M-1.5x3 i
t
i
1
l ,1, /.
6-06-08 0-03-12
k 1. .1
1-00 6-10-04 '
:
JOB NAME : 5019-A POLYGON - E3
Scale: 0.5549
d PR()A
WARNINGS: GENERAL NOTES,unless eland*noted: ,c h
1.SuNdor end erection contractor should be ad+teed of all General Notes 1.This design Is based en*uponlhe parameters shown and*form Indviduai 1�i
Truss: E3 end Warnings before eonstruotion commences. building component.Applleabllty of detlgn paremeten end proper .. (y�'
2.244 compression web bracing must be Metalled where ahem*. Incorporation of component h the responsibility of the building designer. ,
3.Additional temporary 2.Design assumes the top and bottom chords to be lateral*braced at
rep eery brooMg o insure stets during construction
apb1, /1._ a s p
DES. BY: LAsiblEy g2'o.e.and at l0'e.e.ns enopfr unless braced throughout glelrl.n�gtll � '
*the respo structure
of me erector,Addyenel permanent bracing of 2u Impact
sheathing such as rating a sheat where
anther dryvrel"(e0). i.
Ai
DATE: 11/25/2014 the overall structured the responsibility of the building designer. 3.2x Impact bridging or lateral bracmy required where shown+«
S E 0.No load should be applied to any component un81 after ell bracing end 4.Installation of hues la the responsibility of the respective contractor. I /,' '
Q. : 612 514 5 fasteners aro complete and a1 no time should any loads greater man 5.Design assumes Cusses an lobe used M e noncorrosive environment, 1/2`" • /(. "T
design leads be applied to any component end era for"dry eodleon'of use. ;
TRANS I D: 41315 7 8,Co npuTnn has no control over and assumes no ruponaib0ty for me 0.Design assumes full bearing etch supports shown.Shim or wedge If �. OREGON
1 fl pp 0.lifts
dey gn is furnished subject o the**talons eelCO1forth bye 8,plates shall be loep adequate both(sees of burn,end placed so their center Qtr.
111111 III IIID D 11111(� IL 1IN III MfTele USA,lnc. omCA in SCSI, les of puTNe$GRWBpg 7•.6.)1L)E h hilt be furnished upon request. 10.For balines sk nectorcide ssilh oint center linen
pfale.deotgn value,ace ESR.131I,ESR-1088(MiTeI4 L E'� 11�+'. \,.\•
5.Digits Indicate alae of late In Inches. 'fA^r,'� V
. EXPIRES:'12[81/2(114
111I1IIThis design prepared from computer inputtby ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1;00
TC: 2x4 KOBE 1168TR LOAD DURATION INCREASE - 1.15 1-2"( -2) 43 5-6"(-163) 115 5-2-(-226) I71
BC: 2x4 KDDF 1188TR SPACED 24.0" O.C. 2-3"1-52) 49 2-6-1-134) e19
WEBS: 2x4 NODE STAND 3-4-( -7) 3 6-3-) -70) .32
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LLI 25.01+01( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA
TOTAL LOAD - 42.0 PSP LOCATIONS REACTIONS REACTIONS SIZE 50.10. (SPECI$S)
OVERHANGS; 12.0" 0.0" 12 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 NODE ( 625)
4.00 LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 NODE ( 615)
i
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15-07-2: Design checked for net(-5 psf) uplift at 24 "oc spaclaj
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING OCT.
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- 0.1'20"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCORRENTLY. MAX TL CREEP DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.133"
MAX TC PANEL LL DEFL - 0.001" @ 0'- 9.9" Allowed - 0.017"
MAX TC PANEL TL DEFL - 0.001" @ 0'- 9.9" allowed . 0.46"
MAX 00811. LL DEFL - -0.000" 10 1'- 6.5"
M-1.5x3 MAX HORIZ. TL DEFL - -0.000" @ 1'- 6.5"
4
3 Design conforms to main windforce-resisting
system and components and cladding criteria.
M-3x4 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dh),
iii
In the plane of the truss only.
1
so so
• o c t
r- rs
o n o i
i co
N I m8
N
f
N
1
1.1. 1�s- i 5- Il 6 -f
M-1.5x3 M-3x4
t
j 1 /'
1-00 2-00 •
I.
JOB NAME : 5019-A POLYGON -- E4 Scale: 0.8360
eV PRQFF
WARNINGS: GENERAL NOTES,unless otherwise noted: .c
1.Builder and erection contractor should be advised of all General Mateo 1.This design Is based only upon the parameter,shown and is for en individual .F�.'°;4:71:v.:4'4.6°.
sy(�� 1:.,; r `;
Truss: E4 and Warning.before construction commences. twgdinb component Ppplcabbgy of design parameter,and proper V1� Kf
ili
2.2c4 oomprenlon web booing must be Melded whore shown+, incorporatlon of component is the mapanelbH of the building designer.
3.Additional temporary bracing to insure stability duringconstruogon 2.Design assumes the top and bottom chorda tole tetaegy braced at ��yy
DES. B Y: LA Is the reaponsWlmy of the erector.Addtonel permanent bracing of 2'..c.and at to'a.o,respectively unless braced throughout their length by //i i w e o_N-
continuous sheathing such as plywood shesthIne(T.e andfer drywag(190). '.1 '
DATE: 11/25/2014 the overall structure h the respenalblIty of the building designer. 3,2 Impact bridging of Iteral bracing required where shown+"
4.No load should be appged to any componentunS after all bracing end 4.Inefagaeon of iron is the reeporisibaty of the respective contractor.
SEQ.: 612 514 6 fasteners ere complete and et no gni.should any toads greeter then 9.Design mamas busses are to be used in a enn•oorreslve environment Z Fi C_
TRANS I D: 413157 dation lead&be applied to any component
and ora for"dry eonditian'of use,
gr
9.Comp Rmt has no controlcontrolover and...fumes no fesponibmty for the .Design atriums,fug bearing at all (Motet.supports sho .Slim or wedge If
necessary. "
fabrication,hendting,shipment and Msmgetlon of component., " OREQUN
7,Design awumes adequate drainage is provided. .9i,p 1[ 1 e.This design is furnished subject to the limitations sat forth by 8.Plates shag be located on both faces of toss,and placed so their center
11111111111111111101111
�II)I`IIII Mlle III�I III ILII I I�I�) �'1 TPUWIOA In SCSI.copies ofvWuch Mg be furnished upon ragout. Ines coincide with Joint center lines. y °y 11
`g JI H 8.Diens indicate ear orpCe.%M Inches. '!61 J
MiiTeH USA,lec./CampuTrua Software 7.B.B(ti)-E to.For beer connector plate design vetoes see ESR-1311,ESR-12118(Mfrs.) �!� �,
• GA;N.G • . •
•
EXPIRES:12/ 1/2014
]r t
II1II1IIII • This design prepared from computer inputiby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN P.'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1100
TC: 2x4 KDDF 1160TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 36 2-5-(-53) 69 3-5-(-266) 185
BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3=(-109) 91
WEBS: 2x4 KDDF STAND 3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSP
BC LATERAL SUPPORT <. 12"OC. SON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG A3EA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECUjS)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 1011) 5.50" 0.79 HOOF ( 625)
LL --25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0,56 KDDF ( 6251
M-1.5x4 or equal at non-structural
vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Design c ec e. or net pa up t at 'oc spacing.!
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEI((G 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. 0.1,10'
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 - -0.355" 0 4'- 3.7" Allowed = 0.568"
MAX TC PANEL TL DEFL = -0.475' @ 4'- 3.8" Allowed • 0.762"
8-02-04 0-03-12
4 T T MAX HORIZ. LL DEFL - 0.001" 0 8'- 2.2"
12 MAX BORIS. Ti DEFL 0.001" 8 B'- 2.2" .
9.00 v Design conforms to main windforce-resisting
M-1.5x3system and components and cladding criteria.
1 3I 4 -1
Wind: 140 mph, h=151t, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di?),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only. .
4)
N
N h
N O
4
, M
-,1„,aigi
m
JI i
p 1 ale
I ► 1.-=--003 -4'
4
14-3x4 M-1.5x3 I
I
8-02-04 0-03-12
1 l l ,
1-00 • 8-06
I
•
JOB NAME : 5019-A POLYGON - P1 Scale: 0.5136
. .O.PR FeS
WARNINGS: GENERAL NOTES,unless othsnvkse noted: - ,f
1.Builder and erection contactor should be advised Nan General Notes 1.This design Is based only upon the parameters shown and Is for an Individual i` N{J,ti t V 4 .`YT1(,r�fTruSS: P1 end Warnings before eonsbueion commences. building component.AppItcebl5ty of design parameters end props y ' aate2.2x4 compranlon web bracing must be behind abere shown+. Incorporation of con anent N the responsibility of tits building Seal er.
0.Addidonel temporary bracing le Insure stability during anatruction 2.Desitin anvmesthe top and botbm cReds to be isMregy bread atpisb ,DES. BY: LA 2'o t.and et 10'o e.respeetivay unless braced throughout their len by �,,- •
k the responsibility of the erecter.Additional permanent bracing of continuous sheat ing such es plywood sheathing(TC)and/ordryvwiSC). i )
DATE: 11/25/2014 Na overall*Minium is the responsibilitym of lbs building designer. 1,2x(sppout bridging or totebracing required where Mourn 0+ I
4.No load should be applied soy component until alter all ot
bracing end 4.Installation is the responsibility of the respective contractor, J J/ II
SEQ. : 6125147 b fasteners arecomplete end sine time should any lads groaterthen e.Deign newts*vanes era to be toed Ins non-corred(w envkonment ( 1'/ l
design loads be applied to any component end aro for•dry eonditien•oluse
TRANS T b: 41315 7 s.CempuTnre hes no gondol over end esoumo"no responsibility for the 0.P eetn cry oras Ml besdng erall support shown.Shim or wedge If OREGON b, •
fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is pounded �dR �QO.
6.This design b furnished subisctto the Pordtagone set forth by a.Plates shell be located on both faces'of tows,and placed so their center 77 �L i
III 11111111111111111111111111111 TPUVYTCA In BCSL copies of which rd8 be knnlahed upon request. ones coincide with]dent anter Ilnea.
I, r T
9.Digits incisal size of plate In Inches. "1(� f.�
MiTek USA InclCOntpuTfus Software 7.8.6(16)8 10.For bask connector plate design valves sea ESR-1111,ESA-00904170k} 1 tr�'
EXPIRES:1.2/81 /2014
IIIilllll till This design prepared from computer input(by e
(I PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq-100
TC: 2x4 KDDF 81E8TR LOAD DURATION INCREASE - 1.15 1-2•) 0) 36 2-5.1-53) 69 3-5-{-266) 185
BC: .2x4 KDIF O1EBTR SPACED 24,0" O.C. 2-3-(-109) 91 i
WEBS: 2x4 KDDF STAND - 3-4.( -7) 3 t
LOADING
TC LATERAL SUPPORT <. 12"0C. OOH. LL( 25.0)4'DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"0C. U06. DL ON BOTTOM CHORD • 10.0 PSE BEARING MAX VERT MAX HORS DRG REQUIRED BRG AIM
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI%S)
OVERHANGS: 12.0' 0.0" 0'- 0,0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 615)
LI, - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KIM ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALf
REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc aPaciO,g_J
VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 i
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LI DEFL - 0.002" 8 -1'- 0.0" Allowed = 0,100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL . -0.003" 8 -1'- 0.0" Allowed • 0.133"
MAX TC PANEL LL DEFL " -0.355" 0 4'- 3.7" Allowed - 0.5)0"
MAX TC PANEL TL DEFL • -0.475" 8 4'- 3.8" Allowed • 0,12"
8-02-04 0-03-12 MAX 00801. LL DEFL - 0.001" 8 8'- 2,2" i
1' '1 T MAX HOR1Z. IL DEFL - 0.001" 0 8'- 2,2"
4.00 - Design conforms to main windforce-resiating
M-1.5x3 system and components and cladding criteria.
•
/'- - 3 4 Wind: 140 mph, h-15ft, TCDL-4,2,BCDL•6.0, ASCE 7-10, i
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(DiO,
IIIload duration factox-1.6, i
Truss designed for wind loads
In the plane of the truss only.
w-, {
1 rr
.n a 1
or 0
1
rn
L
tnN
1 ;
en
O 1 Y
/- M-3x4 M-1.5x3
1
1 1 Y
8-02-04 0-03-12
1 ). 1
1-00 8-06 •
i
JOB NAME : 5019-A POLYGON - P2
Scale: 0.5049
. V:P11.#
WARNEISS, GENERAL NOTES,unless otherwise noted:
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the',snmeters shown and is for an Individual k
rC `aI N' ;
Truss: P2 and Warnings before construction commences. building component MpNeabHRy of design peramatsn and proper •�` 1 ii:,:i/
2.7x4 compression web bracing must be Melded Aiwa shorn+. hcorporeaon of component Is the responsibility aft.building designer, ,
3.Addaonol temporary bracing to Insure stability during construction 2.Design assumes the tap and batten sherds to be laterally broad at ii A
DES. B Y: LA Is the res2'me.and at 10'o.e.respectively unless braced throughout their lap by +i, ► s s,r
responsibility oftlre erector.Additions'permanent Mating of continuous sheathing such as plywood sheathing(TC)endfor drywel(BC), f.
DATE: 11/25/2014 the avail structure la the reepenelbdiy of the building designer. 3.2s Impact bridging or lateral bracing required where shown++
4,Ne lad should be applied to any component erne after ell bracing and 4.Inatelle6on of trues le the responsibility el the reapectivo connector. / /. ('(_
S]JQ. 6125148 fasteners are oompiete and et no time abeaM any loads greater than S.Design assumes busses are to be used in a non-corrosive environment, (. 1. LP
-
TRANS
loads be applied to any component end are for`dry condition"of use. )
TRANS I D: 41315 7 5,CompeTns bee no antrot over sod assumes no tesponelbdky wit,. 6.Design assumes fu8 bearing et ell supports shown,Shim of wedge If
fabrication,hendifng,shipment endtnatatlation of components,
unman'. 10''. � ��
8.ThIs design la furnished s 7.Design assume waledadeqof drainage b i Ross, ' (��.
ubleot to the*Elbe
Eons sat forth by 8.Platte shell be located on both races or truss,and placed so their tenter
Ilifll VIII I�11 VIII III III!ulll IIII IIII TPIAVECAto BCSI,aptssofwhich w01 befisnidledupon request. O.DwI fnalcaf with jofpleb In centerlines. j'I 2�\, •
Iy1 ) 1111HI 111 l 13! MIT USA,InclCompi4lrus Software T.8.6(1 L)-E D.Far fele connector plate design values see ESR-1811,ESR-1088{MITek)
EXPIRES:12/?1/2014