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BUILDER: ISSUE DATE ABOVE PLAN PROMDED FOR TRUSS
POLYGON NW 11/25/14 PLACEMENT ER TO
TRUSS CALCULATIONS AND .
ENGINEERRUCTURAL
PROJECT TITLE REVISION-1: DRAWING BALL R
5019-A POLYGON INFORMATION.RESPONSIBLE
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DFSINR1ENGINEER OF RECORD
PLAN: DRAWN BY: REVISION-2 To it�ONs BUILDING _
5019 / A CHECKED BY: DEEGNER/ENGENEER OF RECORD TO Qp USS REVIEW AND APPROVE OF ALL rat `T R 'E::C, - L 04-PAN Y
OEUVERYLOCATION: SCALE: REVISION-3 DESIGNS PRIOR TO CONSTRUCTION.
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All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.
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11/25/14 TRUSS CALCULATIONS AND
ENGINEERED STRUCTURAL .A
PROJECT TITLE REVISION-1: DRAWINGS FOR Au FiRRTNER
5019-A POLYGONCORD
RESPONSIBLE FOR ALL NON-TRUSS
PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.PRECORD
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REVIEW AND OF ALL TO TR USS GbM.P*NY •
DELIVERY LOCATION; SCALE REVISION-3:
DESIGNS PRIOR TO CONSTRUCTION. +.!�!..
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All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.
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1IIIIIIg This design prepared from computer input'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1:00
TC: 2144 ROOF 111850 LOAD DURATION INCREASE - 1,15 1-2-( 0) 50 2-5-(-37) 41 3-5•(-120) (27
BC: 2x4 000E B18BTR SPACED 24.0" O.C. 2-3-(-8S) 59
WEBS: 2X4 ROOF STAND 3-4-(-10) 5 i
LOADING
SC LATERAL SUPPORT <• 12"OC. 000). LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. OL ON BOTTOM CHORD " 10.0 PS F' BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI22S)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 ROOF ( 6251
LL - 25 FSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net)-5 pat) uplift at 24 "oc spacitg�.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL•L/240, 24•L/I6D
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed- 0.1:0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 0 -1'- 0.0" Allowed = 0.123"
MAX TC PANEL LL DEFL - 0.018" 0 2'- 1.8" Allowed - 0.223"
3-08-04 0-03-12 MAX TC PANEL TL DEFL - 0.018" @ 2'- 1.8" Allowed - 0.375"
1' T 1
12 MAX RORIE. LL DEFL - 0.000" @ 3'- 8.2"
6.00 17' MAX HORIE. TL DEFL • 0.000" 0 3'- 8.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-1,5x3 q y Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,'
r' 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oif),
load duration factor-1.6,
1 Truss designed for wind Loads
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in the plane of the truss only.
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JOB NAME : 5019-A POLYGON -- Al ;,
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Scale: 0.5169
WARNINGS: GENERAL NOTES,unless eerertws*noted: : `�;:`� +L.q�
1.Builder and erection oontreoter should be advised of all General Notes I.TNa design Is based only upon the perimeters shown and Is for an Individual '� :OAP
! a`N 1 :
Truss: Al and Warnings before construction commences. build's enmpnnsnLAppkceblllty of deslyn parameters end proper V
2.2x4 compression web brsdng must be installed where shown+. Incorporation of component h Ow responslbll1tryp of bre building designer.
3.AddlHenal temporary bracing to Insure sIebBly during eonsbueeon 2,Design assumes the tap end bottom chorda tele laterally braced of /t :� s'0
DES. B Y: LA Is me ra nslb of the erector,Additional permanent bradn of 2'o.c.end at 10'o.o.respectively unless braced throughout theb lenggttihr by N: A.
silo iloy P g eerdnuous sheathing sueh as plywood sheatldng(TC)endler drywall 1.
DATE: 11/25/2014 the overall skyline is Ihs respopeib011y of the building designer. 3.TA Impact bridging or lateral htedn_g required Mere shown++ //' _ } ( �
4.No load should be applied to any component unit titter ell Meering end 4.Instillation of Was is Inc rsspens of the rsspMtva contractor. ( (/ .2--..> / (. "'l
SEQ. : 612 512 9 fast m are complete end et no time should tiny leads greater than 5.Oeslen sesames Neses am 10 he used M a nen<arreelve envlroamiM. ) ttf
design toads be applied to any component end ere for*dry condition'of use.
TRANS 2 D: 41315 7 S.CompuTw hes no control ever end sesame,no rosponsDAly for the 8'Design maimed fu8 bossing at all ea q ens sheen,Shim or wedged r G/(y(�
fabrication,hsludi'mp,shipment end installation of components. 7.Design eeellmes adequate drainage Is provided. Jyt)1 G rsQ��
tt q prc N.Dila design Is furnished eub)ect to the limitations set forth by H.Metes chid be located on both feces odimess,and pieced so their center (V
IMI,�i1�I�I�I�{���I� I�I,II 3�� �II N� TPVWTCA In SCSI,scillas of which will be furnished upon request Ones coincide with Sent oip comm Ines.
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EXPIRES.:12131/2214
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IIIIII ILII This design prepared from computer inputlrby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1a00
IC; 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2-(-84) 61 1-4.'(-37) 39 2-4-(-120) (26
.8C: 2x4 KDDF 016810 SPACED 29.0" O.C. 2-3a(-10) 5
WEBS: 2x4 KDDF STAND
LOADING
TC LATERAL SUPPORT <- 12"0C. HON. LL( 25.0)451,) 7.0) ON TOP CHORD = 32.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRC AREA
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI:S)
TOTAL LOAD a 42.0 PSE 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 RODE ( 65)
3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacir,,
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1801
MAX TC PANEL LL DEFL - 0.018' 0 2'- 1.0" Allowed a 0.2/3"
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.016" 0 2'- 1.0" Allowed - 0.3)4"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIE. LL DEFL - 0.000' 0 3'- 6.8"
3-06-12 0-03-12 HAX HORIE. TL DEFL - 0.000" 0 3'- 6.8"
12 Design conforms to main windforce-resisting j
6.00 CT system and components and cladding criteria. I
Wind: 140 mph, h-20.20t, TC0L"4.2,8COL-6.0, ASCE 7-10,! '
(A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dik),
load duration factor-1.6,
Truss designed for wind loads
r M-1.5x3 a in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - A2-
Scale: 0.5471
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WARNINGS; GENERAL NOTES,unless omenNse noted: .c s Ff.`s,
1.Builder end erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Indlvlduel 0,` . .GIN;
Truss: A2 and Warnings before construction commence*. building component AppBoebility of design peremsters and proper "?,.e4;C�.
2.2x4 compression web bracing must be intoned MAIM shook". Incorporation of component Is the responsibility dale building designer,
2.Dui n assumes the to and bonom chards to be laterallyburned6
DES. BY: LA 3.Adheres temporaryErseegat r.Ad eaballp;man ntbc.dn o 8 p '
b the reepandMBry of the Greater.Additions permanent bracing of 2'c,a and et 10'c.o.respectively unlike braced throughout their length by ,_;0 e
continuous bridging
shuttling such esruotu required
daleadwhere s andfor dryrragMC), .r..
DATE: 11/25/2014 eta owing seudwe It the responsibility of the building desi0nr. 3.2x Impact bridging or lateral bracing required where shown 4 •
4.No load should be applied to any component undl after all tracing and 4.tesla adon of buss le the respDone lry of the reepeotlee contractor.
SEQ. : 6125130 batmen are complete and at no dine should any loads greater than S.Design assumes trusses are to be used in a nn-oerro$Ne environment, • C .,7
TRANS I D: 413157 design Slade be smiled to any component Dc an nor dry oondmon"cruse.
S.CompuTrue Mee no control over end assumes no respanaWitiry her the 8,Deolgrt assumes fug bearing atoll supports shown.Shim or wedge If OREGON
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febriudon.hendmhg,shipment endlneleleun ofeonpenams.
necDesessary.
�' OR GON 0.:.
7.Plate,a be located
drainage Is Provided. placed �� 0
6.This design is furnished added to the*Magus sat norm by 8.Plates shell be located on both fates or buss,and so their center
I 111111 III 11111101 11111 110 1011 011 1111 TPIANTCA in SCSI,coign of which wall be furnished upon request
H.inn cIndicateoincide Joint
pie rain Montt. -�j., C• 1i;"2‘' •GA N•0 '
MtTek USA.)nc./CompuTrus Software 7.6.t(11)•E 10.For bask wnnanr plate design ankles an EBR•ID11,ESP.'WM(MITek) • L!
EXPIRES:1M71/2014
1111011 •
This design prepared from computer inputfby
PACIFIC LUMBER-BC 1
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.]
TC: 2x4 MODE 01OBTR LOAD DURATION INCREASE . 1.15 Design conforms to main wlndforce-resisting i,
BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. system and components and cladding criteria. f
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TC LATERAL SUPPORT < 12"0C. DON. LOADING Wind: 140 mph, 11=24.1ft, TCDL•4.2,BC1L-6.0, ASCE 7-10,,
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dii),
DL ON BOTTOM CHORD = 10.0 PSF load duration Factor=1.6,
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads
considered for this design. in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
Gable and truss on continuous bearing wall UON.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ai-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for
complete specifications. .
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY
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JOB NAME : 5019-A POLYGON - A GABLE ,
Scale: 0.2769
WARNINGS: GENERAL NOTes,unless otharodse noted: r� - ly�
I.Builder and erection conbaelor should be advised of at Genord Nola I.TMs dedge is based ony upon the ammeters shown end is for an individualJ �+`)N '.'
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Truss: A GABLEbuildingcomponent Ap IcabN of design parameters end proper
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and Wafninen before conetruttlon commences. P Pi y
2.1x4 een.t to ion web Moving must be teemed where sham,•- Incurporeson of component h the responsibility of the building designer- '® •
3.MdNonel temporary bracing to Insure Oddly during eonsWceon
I.Des assumes the top and bottom chords to"be lete ghr anted et • p
2'oend 5117 0.1.mpoctvey unless braced thovghout tlrohlenpptltllr try i i e s.
DES. B Y: LA is the responsldey of the erector.Additional permanent bradng of continuous sheathing such es plywood sheaWng(TC)and/or drywed(BC).
DATE: 11/25/2014 the overall structure to the rosponsibtly of the building designer. 3.2x Impact bridging or lateral bracing required where shown••
r1 4.No load should be seeded to miry component anal abet at bracing and 4.Inntasason of Was is Mt responsibility of the reepecitve oohed.. --.r �-(:!
S EQ, 12 5131 fasteners aro complete end sins lime should any loads greeter than C.Design assume.trusses are to be used in a non-corrosive environment,
design loads be applied to arty component end are for"dry condlton'of use. -
TRANS ID: 413157 S.CompuTms ha no control over and assumes no responsibility for the 8.00.190 arose •
mea fug bear ng at all wppodt shove.SMm or wedge If 1,9 b r�
febdatlan.heeding,shipment and Inetdle8en at eornitanerua- 7.Deeian assumes adequate drainage le Frovided. 0� V.2�0�
11 I • 8,This design Is furnished sublet(lo the Nmitalone set forth by 8.Plates shall be locatedonboth faces diem,and placed so theIr center CL1 1 �,
IIIIII III II II��1I11111 1111III III� A4 a SA.)nc.lComTPIANTCA in SCSI, ipuTrus Software 7.8.8(4L)-E request. 1nt*enter lines.
0.Diggs Fur babo�ondem coincidene or Ofaito design vduasaen E8R-1211,88R-1e88(Mifetd a e7
[[111 11 �A� ��.
EXPIRES:1.2/81/2014
iiIIIIII IIiiI This design prepared from computer input%by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 20-05-09 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x6 KDDF 11118TR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00- 2=(-13024) 2952 8- 9-1 -420) 1010 8- 1-(-8040) 1828 11- 5.1-4760) 1832
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) 6(56
WEBS: 2x4 KDDF 916BTRt 3- 4-( -7682) 1874 10-11-(-1650) 7356 9- 2=(-5728) 1316 12- 6-1-7070) 1922
2x6 KDDF 9103TR A LOADING 4- 5=1 -7682) 1074 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13-1-5600) 1300
LL a 25 PSF Ground Snow (Pg) 5- 6-(-11672) 2674 12-13=(-3252) 14529 10- 3=1-1478) 6596 13- 7-(-3406) 15146
TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 50.0)451) 14.0)" 64.0 PLF (1'- 0.0" TO 20'- 568"7V(-13606) 3084 13-14-) -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1200
BC LATERAL SUPPORT <- 12"0C. U011. BC UNIF LL( 525.0)+DL( 377.0)- 902.0 P1.9 0'- 0.0' TO 111- 0.0" V 11- 4=1-2754) 11284
--''m BC UNIF IL) 0.0)+DL( 20.0)- 20.0 PLF 11'- 0.0" TO 20`- 5.2" V :
12 ) complete trusses required. BC UNIF LLI 603.1)+DL( 410.1)- 1013,2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAK VERT MAX HORZ BRG REQUIRED BRG ATEA
Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE 50.IN, (SPECISS)
nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625)
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 KIM ( 625)
4" oc in 2 rowls) throughout 2x8 bottom chords,
9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHOCKED FOR 1OPSF LIVE LOAD. TOP CO I. , resign c ac e. or net(- pa ) up t at 4 "oc spacii7
9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT WON-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 =-0.160" 8 13'- 9.2" Allowed - 0.916"
f f f f f MAX TL CREEP DEFL - -0.324" 8 13'- 9.2" Allowed = 1.301"
3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 •
f f f f f f f MAX HORIZ. LL DEFL - 0.028" 8 20'- 2.5'
12 12 MAX HORIZ. 'IL DEFL = 0.046" 8 20'- 2.5'
M-9x12
14.00 N14.00 Design conforms to main windforce-resisting
44.0" system and components and cladding criteria.
r
11 Wind: 140 mph, h=24.Ift, TCDL-4.2,BCDL-6.0, ASCE 7-10,-
(All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir),
load duration factor-1.6,
• Truss designed for wind loads
in the plane of the truss only.
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1 1 1
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1 1 :
20-05-04
(
JOB NAME : 5019-A POLYGON - A GIRDER
Scale: 0,2130
e�e1PROFr
WARNINGS: GENERAL NOTES,unless otherwise noted: 4' .
1.Builder and erection contractor should be advised of all General Notes 1.This design is Used only upon the parameter*shone end Is for an Mdlddaei !� t,
Truss: A GIRDER and Warnings before consbudlan commences. building component.Applicability of design parameter*and paper 2 � a`N`+'''.
2.2x4 compression web bracing must be Installed where shown S. incorporation of component le the responsibility of the building deokmer, f •
3.Additional tempora y bracing to Insure atenaly during construction 2.Design ammo the lop end bottom chords tele laterally braced e(
DES. BY: LAto the rasponsibmty of the erector.Additional permanent Waring of 2'o.k.angst 10'0.e.respectively finial braced throughout their Wet by k'i
p d+ Ff
continuous shuttling each es plywood theethmg(TC)and/or dryvrag G7. t_'s
DATE: 11/25/2014 me*sera stratureisthe rea ensibg of the buildingg r:
p psee designer. 3.2x Impactbridgingoftr orle Wend booing required run shown r
SEQ. : 6125132 e.No load should be appfete en to any component anal seer s1 bradrrg and 4.mel.11sho s Res trusses
m Re responsibility of the r incorr ve a erwhoer. �J�
fasteners are complete end also lime should any loads praetor man ti.Dealgn assumes frvsess are to be used in s norncomaNe etwtlooment, r 1/ --. /t CP
TRANS I D: 41315 7design loads be applied to ancomponent and ere for condition"of vee.
6,Compol,us has no control over and enamel no responsibility for Re 8.Design assumes full bearing at all supporta Shown.Shim or wedge if
labrkaeon,handling,shipment end installation ofeomponents. nesessary. A OREGON ��
( T.Onipr assumesaortaen to talnega b provided. '��
(��� III1 �(II�IIgN�� II��I IIII,IIII I��I 8,This design la ennished unison*the limitations set form by 8-plates shall be located on both faces of truss,and placed so Rely center Ls n -
TPUWPCAin SCSI,dopba of ankh*fa be furnished upon reques4 lines coincide with loinize pp!centerlets in lines. .�,. C•.y '� `- ` V
MITek USA,Inc./CompuTrua Software 7.6.8(11)-E l e,For besto norm9.Digits indleate eeotor plate deggpt values sae ESR-1311,ESR-1988(MEM)
eANG� �'� .
EXPIBES:1.2/$1/2014
III
11
( O( This design prepared from computer input!by
PACIFIC LUMBER-BC •
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5' `COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacirl
TC: 2x4 KDDF alaBTR LOAD DURATION INCREASE I.15Design conforms to main windforce-resisting
SC: 2x4 KDDF fl1SBTR SPACED 24,0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <" 12"0C. UON. LOADING Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-5.0, ASCE 7-10,(
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr),
DL ON BOTTOM CHORD a 10.0 PSF load duration tactor-1.6,
Unbalanced live loads have been TOTAL LOAD - 42.0 PSF Trues designed fcr wind loads
considered for this design.
LL - 25 PSF Ground Snow (Pg) in the plane of the truss only.
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. .
REQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING HET. 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 FACE ONLY r
6-11-12 6-11-12 •
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1-00 13-11-08 1-00 ,
JOB NAME : 5019-A POLYGON - B1
Scale: 0.2793
. 0-PROF:
WARNINGS: GENERAL NOTES,unless otherwise noted: t>'4
7.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and a form Individual 0.1 .4:
Truss: B 1 end Warnings before eonebueben commences. bididh,g oemponenL Applicability of design perameters and Wiper T+�
2.254 compression web bracing must be imbibed when shown+. Incorporation of component Is the responsibility Grille beading designer.
3.Additional lam stability g 2.Design assumes the top end bottom chords to a laterally braced et ii
DES. BY: LA temporary dining coocsuetten I'. p., A-
2'o.a and Cl ee ding ouch stiv ty ensu tested throughout heir length by •s. ...AAAiii
a the,espomNBly of Mn erector,Addllenel permenent bracing of continuous sheathing such seplywood sheaWng(TO)and/or dr/well/BO). " •DATE: 11/25/2014 the overall structure Is tits responsibility cite building designer. 3,24 Impact bridging or lateral brecing required where shown++
4.14o load should be applied to any component ungl after all biasing and 4.Instsl/igen of trues la the recymstbhlty of Ere respective contractor. . /
SEQ. : 6125133 Wanes are complete and at no time should any loads greeter Elan S.Outgo assumes passes are lobe used In mheorrosle environment,
r 2ment, ( t% c:
sign loads be applied to any component end are for"dry eondmon'of one.
TRANS I D: 41315 7 de
8,Compuyrus bee no control over and assumes ne reapembility for the b.cud er assume.fug beading al a supports shown.Shim or wedge If to• OREGON
mceeeery. r V
fabrication,handing,shipment end Inetelleaen of components, 7.Design assumes adsqufa drainage b provWad. n ���
9.This design Is Nrnkhed subject to the limitations set forth by e.pietas shat be Pose{as4alpan both aces oftruss,and pissed so their center CH 1'1� .`-
IIIIIIIIIA II IVIII IIID IIS�11 IIII�� M TeTP1k USA,IneCA in JCampuTfus Sotlwers 7.8.8(10-E request, 9.0. r Ones,
Fab connecterpiecInes coincide with Joint ed Iinches.
values see RIR-lU1 t.RIP-IPSO(MO nk) °E.Q \V
ANG •
•
EXPI.RES:.1 2M i/2014
111>I111111111
This design prepared from computer input!by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=(-48261 1132 6- 7=)-286) 320 6- 1-(-5704) 1304 8- 4=(-1122) 402
BC: 1x8 KDDF 418BTR 2- 3=)-3956) 1050 7- 8=(-782) 3052 1- 7.) -758) 3414 4- 9-) -368) 1448
WEBS: 286 KDDF 42; LOADING 3- 9-(-3956) 1050 8- 9•(-692) 3052 7- 2•) -366) 1448 9- 5-( -758) 3414
2x4 HOF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=) -821 309 2- 8-(-1122) 402 5-10-(-5704) 1304
TC UNIF 1,1( 50.0)+DL( 14.0)• 64.0 PLF 0'- 0.0" TO 13'- I1.5" V 8- 3-(-1522) 5686
TC LATERAL SUPPORT C. 12"OC. UOS. BC me LI( 578.1)38L( 413.1)- 991.2 PLF 0'- 0.0" TO 13'- 11,5" V
BC LATERAL SUPPORT C. 12"OC. OOH. _ BEARING MAX VERT MAX BORE BMREQUIRED BRG AEA
1,-- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI.S1
( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 0'- 0.0" -1668/ 7365V -289/ 289)1 5.50" 11.78 KDDF ( 645)
Join together 2 ply with 3"x.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ 011 5.50" 11.78 KDDF ( 6251
nails staggered at:
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
9" oc in k ,owethroughout 2x4 top chorda, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci.;g.l
5' oc in 2 row(s) throw hoot 2x8 bottom chords,
9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= -0.032" 8 6'- 11.7" Allowed - 0.6'32 "
MAX TL CREEP DEFL - -0.065" 8 6'- 11.7" Allowed - 0.8,',9"
6-11-12 6-11-12
1' T T MAX HORIZ. LL DEFL = 0,004" 0 13'- 8.8"
3-09-06 3-02-06 3-02-06 3-09-06 MAX RORIZ, TL DEFL = 0.007" 0 13'- 8.8"
f T 1 4 1
12 12 Design conforms to main wtndforce-resisting
M-4x6 system and components and cladding criteria.
14.00V .x14.00
•
34.0" wind: 140 mph, h•24.2ft, TCDL-4.2,8CDL=6.0, ASCE 7-10,'
': (All Heights), Enclosed, Cat.2, Exp.3, NWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
II I
'" in the plane of the truss only.
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3-05-14 3-05-14 3-05-14 3-05-14
l y
13-11-08
t
JOB NAME : 5019-A POLYGON - 82
Scale: 0.2333
.0) PR Ob'
WARNINGS; GENERAL NOTES,unless otherwise noted: (r,
1.Deader and erection contractor should be advised of nit General Notes 1.This design Ii basad only upon tiro ppeersreeten shorn end N for en Individual vc 4�.QI N, VV
Truss: S 2 and Warnings before consbuegon commences. building component Applicability of design parameters and pm er d. .l
2.2xs compression web bracing meet be Installed where shown.. Incorporation of component le the reeponaility of the building designer.
DES. BY: LA 3.Ammon,temporary bracing to tnwru etabBy during...bum.
2.Design assumes the top and bottom chorda to be Merry braced at
To.o.and etts'ea.respactiveiy unless braced their len �1.,
is the responsibility of the erode,.Add wont permanent lensing o1 length :
DATE: 11/25/2014 the overall Woeluw,Is the responsibRltyofthe building designer. conmoctbddgous bridgihrng ng or
Wprootlahredu,her*showr*rywet(8C).
4.No bed should beg ra 4.insImppsot of
or Met*lensingp requiredslurs wbenshews++
SEQ. : 6125134appliedtoono component until ager gil reater
gand 4.DehNsas oftonsistheare pto be neeIngraro.00,role environ /' r .J_
fasteners oro complete and at no Erns should any loads than S.Design assumes trusses are to be vend to a hmrroorresNa environment, � ( / �--f �"Y"
TRANS I D: 413157 design loads be applied to any component and aro for'dry oonditloe'of use.
e.CorrhpuTrva nee no control war and assumes no responsibility for the H.Design aewme*full bearing at all supporta shown.Shim or wedge U
fabrication,handgng,shipment andlnstallefon of components. T Design usaumen adequate drafnags Is provided. 0/R2-EGO'.
REGQN/;:
5.This design Is furnished subject to the limitations cat forth by 6,Flats.shag be located on both faces of buss,and placed so their center '9 Q,
1111111181111 III111111 ILII I�(I SII IIII TPU'WfOA in SCSI.copies of which will be furnished upon request. Inas coincide with Joint(w Mr Inc,, ,�'7(�L, C
88(( I'I'I I' lel M(T sic USA,)ne./CompflTrun Software 7.8.8(71)E 10.For boIndicate
e con scnnr ore d)�ph vahiee see ESRaa11,EMI NNS(MITex) 't'• f 7 V
EXPIRES:12./81/2014
IP�illl�ll�{�11111101tThis design prepared from computer input:by
11 PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' )COAD. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci:
TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE - 1.15 Design conforms to main wlndfnrce-resisting
BC: 2x4 KDDF 114BTR SPACED 29.0" 0.C. system and components and cladding criteria.
TC LATERAL SUPPORT <- 12"0C. DON. LOADING Wind: 140 mph, h-25.7ft, TCDL-4,2,BCDL0;6.0, ASCE 7-10,.
BC LATERAL SUPPORT <- 12"0C. 00N. LLI 25.0)+DL( 7.01 ON TOP CHORD- 32.Q PS£ (All Heights), Enclosed, Cat.2, Exp.13, MFRS(Di-),
DL ON BOTTOM CHORD - 10.0 PST load duration factor-1.6,
Unbalanced live loads have been TOTAL LOAD - 42.0 ?SF ,End vertical(s) are exposed Co wind,
considered for this design. 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 VON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR lOPSF 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
9-08-03 12-02-05 12-02-05 5-08-02
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13-10-04
13-10-04 16-00-12 9-09-15 '
'I ). l -
39-08-15 1-00
1
JOB NAME : 5019-A POLYGON - Cl
Scale: 0.2018
.3'PR Ob..
WARNINGS; GENERAL NOTES,unless otherwise noted: rk, ��.rt t7
1.Builder and erao5on contractor should be advised of OI General Notes 1.This dosign le based only upon the arematel shovel end N for an IndividualA.CDt Q)i V -
Truss: C 1 and Warnings before oonatreoeon commences. buIldlo9 oemponentAppflcebety of design parameters end proper - V
2,2s4 compression web bracing must be(nolelled where shown 4. McorPareNon of compement Is the responsibility of the building&enactor.
3.AddIDognl lempon bracing to Insure Nobility desire ansW eson 2.Design aseumes the top and bosom chords to a laterally braced e
DES. BY: LA Is the responsibilityof the erecter.Additional permanent bred of T yrs.and at IT o n.sspeetivey unless bnned throughout they feti)R by �!,:;':'e s,
P M continuous sheathing smolt as plywood shoethlrg(TCc andlur drywalgBC). ..
DATE: 11/25/2014 the overall structure Is the nsponsib0iry 011ie building designer. 3,2x Impact bridging or lateral kneeing required where shown 4.+
4.No load should be applied to eny component call alter all bracing end 4.Installation of Irma is the respmetfIIy of the respective eonbaeter. r /t 2.-.:
SEQ. : 6 7 2 513 5 fasteners me complete and at no Vele ahadd any toeds greater than 5.Design assumes busses are to be used In a non.00nostve environment,
l: / (
design loads be applied to eny component and are for'sky condition'of use.
TRANS 7 D 4 315 7 5.CompuTrua has no control over and assumes no responsibility ler the 6.Design assumes fug bowing at a0 supports shown.Shim or wedge N
labricstlon,booming, necessary. S. OREGON
tl,shipm.n and btetallaHon of oomponenlu. 7.Design assumes adequate**Naga h provided. 9 Q�
e,The design Is furnished subjeetto the limitations sot foto by H.Plates shall be located on both faces of buss,end placed so their center ` 9-
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EXPIRES:12/31/2014
1111111 Hlilt This design prepared from computer input by
tttllllllll PACIFIC LUMBER-BC
tonna hE848fFSpATS0N8 See approved plans TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 8118TR LOAD DURATION INCREASE - 1.15 1- 2-(. -49) 78 10-11.1-379) 1555 1-10• -881 62 6-14- -177) '
BC: 2x4 KDOF OIIBTR ( { 76
SPACED 24.0" O.C. 2- 3=(-18841 434 33-12=(-399) 1939 10- 2=(-2077) 431 14- 7=( 0) 576
WEBS: 2x4 ROOF STAND 3- 4-(-1983) 508 12-13-(-3161 1768 2-11-( 0) 574 7-15-(-1893) )73
LOADING 4- 5-(-1513) 496 13-14=(-254) 1460 11- 3-( -357) 131 15- 8=( -271) 178
IC LATERAL SUPPORT (- 12"0C. VON. LL( 25.01*DL( 7.0) ON TOP CHORD - 32,0 PSF 5- 6-(-1519) 481 14-15.1-258) 1173 3-12-1 -162) 146
BC LATERAL SUPPORT <- 12"0C. UON. OL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-1654) 429 12- 4-( -26) 469
TOTAL LOAD - 42.0 POP 7- 8-( -104) 135 4-13-( -7501 260
OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5•1 -270) 1022 i
LL - 25 PSF Ground Snow (Pg) 13- 6•1 -372) 180
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ 880 REQUIRED BRG AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECISS)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0,0" -262/ 1705V -319/ 3548 5.50" 2.73 KDDF ( 625)
39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 6'15)
ICOND. 2: Design checked for net(-5 psi) uplift at 24 "or spaciX_9.j
VERTICAL DEFLECTION LIMITS: LL-L/240, 11-1/180
MAX IL DEFL • -0.096" 8 13'- 10.0" Allowed - 1.942"
MAX TL CREEP DEFL - -0.182" 8 13'- 10.0" Allowed - 2.559"
MAX LL DEFL - 0.002" 8 40'- 9.0" Allowed • 0.100"
MAX TL CREEP DEFL - -0.002" 0 40'-' 9.0" Allowed - 0.133"
MAX BORIS. LL DEFL - 0.050" 0 39'- 5.5"
21-10-08 17-10-08 MAX HORIZ. IL DEFL - 0.078" @ 39'- 5.5"
1 3-09-06 6-00-06 6-00-06 6-00-06 1 6-00-06 6-00-06 5-09-12 Design conforms to main windforce-resisting
1 1 4 1 T T f { system and components and cladding criteria.
12 12
6.00 p M-4x6
'',:16.00 Wind: 140 mph, h-25.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,:
9 On (All Heights), Enclosed, Cat,2, Exp.0, MWFRS(Dir),
g load duration factor-1.6, t,
Truss designed for wind loads t
in the plane of the truss only. [
M-3x4 14-3x4
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JOB NAME : 5019-A POLYGON -- C3
Scale: 0.1386C pp r
WARNINGS: GENERAL NOTES,unolhendee noted: CO'
s Y '1-tl r
1.Builder and erection conbactor should be advised of NI Gemmel Notes 1.This design Is build only upon the Parameters shown end is ter an Individual � ', 0114 V
Truss: C3 and Warnings before conebucBon commences. building component.AppecabilkN of design perimeters end proper . � .
2.2s4 compression web bracing mast be MNsHed Alan ahoan+. Incorporation of component is the responsibility of the building designer. ,.
DES. $Y: LA 3.Addmensi temporary Braune to insure.Ub34 di mug oormueuon 2.Design resumes rhe top end bottom chorda to be latently Noted at J 1
1sre anslb of erector.Additional 2'o.o.end acted.=.respectively unless braced throughoutlerheirlan b ° / ' j!. r 'ii
the ap mtY permanent bracing of oNmous sheathing such as I pp8drr y /,•o r r7 !�
DATE: 11/25/2014 the overall structure Is the responsibility of Bre bulldog designer, 3.2x I sot ism 8 plywood eheatiditer,s ander drywag(EC), ���iii
4.Ne load should be mmpp dgbtg or the rel bradsb required when shown++ i
SEQ. : 612 513 6applied to any component unlit after a8 bracing and 4.Dsfelle eseof truss Is busses respob of the napecthre contractor.
/
fasteners are complete end atm gine should any loads greeter than 6,Design a city are to e.used in a non-corrosive environment,, --., �. ,�✓
TRANS ID: 4131557 design loads be applied to► co end an for
rry rtpenent dry condition'of we.
6.Conlimirua has no eonlrof over and assumes no responsibility for the 6•Design assumes fair bearing at.//"PPO".sw=um,Shim or wedge If
fabrication,handling,shipment end instatation of components. Design
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7PIIVvfCA In SCSI.copies of width will Nrnished upon request goes coincide with Joint center tines.
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pdesign refuse see E8R-1311,ESR-10118(IAITeY)
EXPIRES:12/81/2014
, •
IIIIIIIIIIIII 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-1,80 y
TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2=) -49) 78 11-12-1-538) 1186 1-11-) -89) 98 15- 7-( -409) 94
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=1-2198) 990 12-13.1-665) 2294 11- 2-1-2417) 1021 7-16•1 -55) 198
WEBS: 2x4 ODD? STAND 3- 4=1-2410) 1129 13-14=1-575) 2171 2-12=( -791 711 16- 8'( 0) 302
LOADING 4- 5=1-2005) 1073 14-15-1-591) 2156 12- 3-) -495) 185 8-17-(-3926) 1130
TC LATERAL SUPPORT C- 12"0C. VON. LL( 25,01+01) 1.0) ON TOP CHORD - 32.0 PSF 5- 6-1-2002) 1070 15-16=(-770) 2418 3-13-1 -101) 203 17- 9.1 -263) 281
BC LATERAL SUPPORT C' 12"OC. UGH. DL ON BOTTOM CHORD • 10.0 PSF 6- 7.1-2607) 1185 16-17.1-879) 2426 11- 4=1 -79) 402
TOTAL LOAD - 42.0 PSF 7- 8.1-2903) 1227 4-14-1 -699) 431
OVERHANGS: 0.0" 12.0" 8- 9=1 -62) 151 14- 5=1 -669) 1460
LI. • 25 PSF Ground Snow (Pg) 9-10=1 0) 50 14- 6=) -921) 516
11-1.5x4 or equal at non-structural 6-15-1 -163) 675
vertical members loon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE !.
•� For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) 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. (SPECIIS)
0'- 0.0" -303/ 1964v -334/ 299H 5.50" 3.14 KDDF 1625)
46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 ODD? ( 625)
)COND. 2: Design checked(for net(-5 psf) uplift at 24 "oc spacisg.1
VERTICAL DEFLECTION LIMITS: LL•L/240, TL=L/180
MAX LL DEFL ' 0.174" 8 29'- 11.0" Allowed - 2.254"
MAX TL CREEP DEFL ' -0.329" 6 29'- 11.0" Allowed - 3.006"
MAX LL DEFL- 0.002" I 47'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" 4 47'- 0.0" Allowed - 0.133"
MAX RORIZ. LL DEFL • 0.079" 8 45'- 8.5" )
MAX BURR. TL DEFL ' 0.127" 8 45'- 8.5"
21-10-08 24-01-08 Design conforms to main windforce-resisting
T 4 system 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
/ 1' '( { 1' T T T 1' Wind: 140 mph, h'25.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,r
12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(0i.�),
6.0015" Q 6.00 load duration factor=1.6, k
4.A" Truss designed for wind loads
S We in the plane of the truss only. r
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JOB NAME : 5019-A POLYGON - C4 Scale: 0.1226
"F.0 PROPk.
WARNINGS: GENERAL NOTES,unless otherwise Hated: 4• •
1.Builder end erection contractor should be advised of SI General Nates 1.This design in bad only upon the parmneten shown end is for an individual Vr NAGINE "
Truss: C4 and Warnings before consbuouon commences. building component AppleabWy of design parameters and proper
2.204 compression verb bracing must be Metalled where shown+. hcorporaIon of dinponant is the responsl6ity of the building designer. ``
3.Additional temporary bredng to Insure etebipty during construction 2.Design mimes the top and bottom"horde to intently braced a e /1 p`, •p '/
DES. BY: LA is the responslbm of tl�e areolor.AddNaal T o.o.and at 10'PA rudely*melds bread throughout ion gtit by •"1Alk
ty permanent bracing of continuous sheaedng such d ptywood sheething(TC)and/or drpsell�C). t'
11/25/2014 the overall structure la the responsibility at the building designer. 3.2x Impact bridging of lateral bracing required where shown++ '
4,No toed should be applied to any component del aper all bracing and 4.Instatl:eon of bud is the respenalblky f the respective cotnreotor. 1 Iv' .,_.; r (4-
DATE:
SEQ. :. : 612 513 7 fasteners are complete and at no time ehat4d any lade greeter t en 5.Design assumes busses en is be used In a non-corrosive environment, �t ' `,
deign fade be applied to any nempenenL end are for"dry eomlition"of use.
-:::::':///;;;1 TRANS I D: 41315 7 S.CampeTres has no control over end nsumd no nsponsb4gy for the B.Design eseumes tot bowing at 18 supports ehene..Salm or wedge N *, d�Iw�QN
fabrication,handling,shipment and insteilaton of components. Desi n ass 0
PT.miles assumes ca adequate feces
drained is provided. ' (�,
B.This design b out, subject to tins limitations est forth by B.plates shell be located)ole on both of trop,end pieced so their cantor 7`1c' ,�,�;.2
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EXPIRES:1.211/2014
11111111111 This design prepared from computer inputj'by
PACIFIC LUMBER-BC
08MB8R h811$410F30Ae3ONS See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 UDE 4168TR LOAD DURATION INCREASE " 1.15 1- 2-( -49) 78 11-12=(-53B) 1786 1-11-( -891 98 15- 7"( -409) 1194
BC: 2x4 ROOF @168TR SPACED 24.0" O.C. 2- 3-(-2198) 990 12-13-(-665) 2294 11- 2-(-2417) 1021 7-16"1 -55) 198
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-( -495) 185 8-17-(-3026) 1+30
TC LATERAL SUPPORT <- 12"OC. UON, LI( 25.01401( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2002) 1070 15-16-(-770) 2418 3-13-( -101) 203 17- 9-( -263) 281
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2607) 1185 16-17-(-8791 2426 13- 4-( -79) 402 I
TOTAL LOAD - 42.0 PSF 7- 8-(-2903) 1227 - 4-14-) -699) 431
OVERHANGS: 0.0" 12.0" 6- 9"( -62) 151 14- 5-( -669) 1460
LL - 25 PSF Ground Snow (09) 9-10") 0) 50 14- 6-( -921) 5I6
6-15=( -163) 675
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BAG A7EA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES)
0'- 0.0" -303/ 1964V -334/' 299H 5.50" 3.14 RDDF ( 615)
46'- 0.0" -344/ 2048V 0/ ON 5.50" 3.28 KDDF ( 625)
r
COND. : Design checke• or net(- ps 1 up t at 4 "or spacl:tgl
VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180
MAX LL DEFL .. 0.174" @ 29'- 11,0" Allowed - 1.254"
MAX TL CREEP DEFL - -0.329" a 29'- 11.0° Allowed = 3.006"
MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed - 0.190"
MAX TL CREEP DEFL - -0.002" 0 47'- 0.0" Allowed - 0.I33"
MAX HORI1. LL DEFL - 0.079" 8 45'- 8.5"
MAX 00000, TL DEFL - 0.127" @ 45'- 8.5"
21-10-08 24-01-08 Design conforms to main windforce-resisting
13-09-06 6-00-06 6-00-06 6-00-06 T 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria.
T i' T 1 T T 1 T 1' Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,.'
12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
6.00 p M-4x6 •Z 6.00 load duration factor-1.6,
4,0'" Truss designed for wind loads
5 tier in the plane of the truss only.
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5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08
j j
46-00
1-00 s
JOB NAME : 5019-A POLYGON - C5 •
Scale: 0.1226
V-PRO
WARNINGS: GENERAL NOTES,unitise otherwise noted: ,c1.Builder end a,eedon contactor should be advised of a0 General Notes 1.TMs design Is based onlyupon the paramete s shorn end Is for en Individual hi :nfrA
r_�'` el N 6.,Truss: C5 end Warnings before construction commences, building component Applicabl8ty of deign parameters and oper V�
2.2x4 compression web bracing runt be Inateaed where shown+, memporalon of component le the reapendbety of the building designer.
3.Additional temporary bradng to insure stability during construction 2.Deign assumes the top and bottom chorda to be laterally braced al
DES. BY: LA 2'o.e.end at 10'o.e.reepacsvety Mesa braced throughoul their length by Is the responstWify of ths erector.AdWbonal permanent bracing of continuoussheathing such as plywood sheethin C andfor d �
C.
DATE: 11/25/2019 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where a shown++ ) r,
SEQ. : 6125138 4.No load should be applied to any component until after all bracing end 4.inds6e§on of eves is the reeponshltty el the respective 4iMractor. /
fasteners ere complete and at ne erne should any bads Waster than 5.Design assumes trusses are to be used M e non•eorroele environment ( I J 2'^:`' /t: (4:-.
TRANS 1 Q: 913157 design loads be applied to any component and are for'dry condition"ewe.
S.Design assumes full beeline at oil supports shown,Shim ar wedge If
5.CompuTnn ha oo coned ova nal sasumw no respagiMmy tar the nscoseary
fabrication,trending,shipment end Installation of components. 7.Deign assumes adequate drainage is provided. ' O��QpN M
6.This design Is furnished sidled tuthe thdRa0ons sal forth by e.Plates shag be located on both faces of truss,end pieced so their venter 9C Za4
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EXPIR€S:12/ 1/2014
1111111 This design prepared from computer input?by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq•1.00
•
TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE • 1.15 1- 2-( 0) 50 12-13•(-582) 1894 2-12-( -214) 225 8-17.) -59) 196
BC: 2x4 KDDF $1&BTR SPACED 24.0" O.C. 2- 3-( -52) 88 13-14•(-686) 2347 12- 3-(-2486) 959 17- 9-) 0) 204
WEBS: 2x4 KDDF STAND 3- 4-(-2290) 991 14-15•(-587) 2202 3-13•( -53) 658 9-18.1-3044) 1138
LOADING 4- 5-1-2451) 1129 15-16•(-599) 2175 13- 4•) -439) 161 18-10.) -263) 281
TC LATERAL SUPPORT <• 12"0C. 009. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSI 5- 6.1-20251 1077 16-17-(-777) 2435 4-14.1 -126) 194
BC LATERAL SUPPORT <• 12"0C. (JON. IL ON BOTTOM CHORD • 10.0 PSF. 6- 7.)-2023) 1079 17-18.0-884) 2440 14- 5•) -71) 431
TOTAL LOAD - 42.0 PSF 7- 8.1-2627) 11.93 5-15-( -723) 440
OVERHANGS: 12.0" 12.0" 8- 9.1-2920) 1234 15- 6.) -675) 1979
LL • 25 PSF Ground Snow (Pg) 0.10-( -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 PSF. BEARING MAX VERT MAX HORS ' BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIOS)
0'- 0.0" -345/ 2056V -335/ 310H 5.50" 3.29 KDDF ( 625)
46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625)
!COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.(
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.002" -1'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" -1'- 0.0" Allowed - 0.133"
MAX LL DEFL - 0.177" 30'- 2.0" Allowed - 2.297"
MAX TL CREEP DEFL - -0.335" 30'- 2.0" Allowed a 3.022"
MAX LL DEFL - 0.002" 47'- 3.0" Allowed - 0.110"
MAX TL CREEP DEFL - -0.002" 47'- 3.0" Allowed - 0.193"
MAX RORIZ. LL DEFL -. 0.081" 8 45'- 11.5"
22-01-08 24-01-08 MAX HORIE. TL DEFL - 0.130" 0 45'- 11.5"
14-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13Design conforms to main windforce-resisting
1 t f T f ( T 1 T system and components and cladding criteria.
12 12
6.00 p M-4x6 Q 6.00Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,�
4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix),
6 .a( load duration factor-1.6,
Lam; Truss designed for wind loads
t in the plane of the truss only.
M-Sx6IS)
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y 6-00-08 j 8-00-08 8-00-08 y 8-00-08 1 8-00-08 1 8-00-08 y 1
1-00 46-03 1-00
JOB NAME : 5019-A POLYGON - C7Scale: 0.1088
•tO PRO,c
WARNINGS: GENERAL NOTES,unless otherwise noted: t�_'`', �y C `r
1.Budder end erection conbacrer should be advised d eH General Notes I.This design h based only open the parameters shown and la for en Individual a; ). L?,Nti '+::
Truss: C7 end Warnings before oahabucton tommeneas. buddbhg component Applicability of design parameters end proper C
2.2x4 compression web bracing mast be Installed wham:Mown r. !nwnp"ration of component I.the reeponelbBty of the building designer.
3.Addthonat temporary 6radng to insure:'lability during eonshuoton 2.Design assumes the top end bottom chords to be laterally braced at2i/i
DES. BY' LA Is the responsibility of the erector.Additiond permanent brads of continuous end at 10'o.o.respsuch t velyuMess bread tllrahghad cry len by Y
a d 1W p.ng such sepfyxood s brace g(TC)motor heir l en C).
DATE: 11/25/2014 the overall ebucture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e e
4.Na load should be opptted to any component until mar all bracing and 4.lrute0neon of toss is me rosponslbmly of the respectte contactor. {1 /r
SEQ. : 612 513 9 fasteners ere complete and at no time should any bade greater then 5.Design anumns Que.'s We"...sand N Aman-errosive emironnsm, ( ` . 2✓">r
TRANS ID: 413157 dedpn loads be applied to any amponenL sedan Conary oondmar ofvee.
3.CampuTrus has no control over and assumes no reeponoibiy for the 6,Design nor-dry e n bearing at all supports shown•Shim or wedge It �t .
febriaton,handling,shipment and Instillation of components.
necessary.scat OREGCJr v 4
P 6.Peah l)b el adequateelWondrainage face is frees, '
8.Thi design 4 abmbhed;WSW to the trrdl.tlone eel forth by 6.Plates shell be leafed en Loth fees of truce,end placed on their tenter
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1
EXPIRES:1,2/31/2014
IIII 11 This design prepared from computer input(
by LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 50 14-15") -925) 2784 2-14-( -268) 286 19-10-( -229) 191
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3") -63) 155 15-16=( -837) 2745 14- 3-1-3162) 1193 19-11-1 -219) 1)15
NEBS; 2x4 KDDF STAND; 3- 4=(-3032) 1298 16-17-( -679) 2426 3-15=) 0) 211 11-20 (-4570) 104
2x4 KDDF STUD A; LOADING 4- 5-(-2740) 1256 17-18-( -577) 2143 15- 4") -58) I89 20-12-) -276) 174
2x6 KDDF 82 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-2160) 1143 18-19=(-1039) 3141 4-16"1 -399) 285
DL ON BOTTOM CHORD • 10.0 PSF 6- 7-1-2131) 1161 19-20-1-1455) 3744 16- 5-( -160) 653
TC LATERAL SUPPORT <- 12"OC. DON. TOTAL LOAD= 42.0 PSF 7- 8•(-2662) 1362 5-17=( -907) 514 •
BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=1-2688) 1258 I7- 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-) -367) 774
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-( -59) 118 8-18=1 -236) 196
LIVE LOAD AT LOCATION(Sr SPECIFIED BY IBC 2012. 12-13=( -21 62 18- 9-1-1344) 594
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19.) -935) 2622
BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIOS)
0'- 0.0" -359/ 2144V -321/ 3230 5.50" 3.43 KDDF ( 625)
48'- 3.0" -361/ 2149V 0/ ON 5.50" 1.45 KDDF (1435)
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacirg.1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL4,/180
MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.1•)0"
MAX TL CREEP DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.133"
MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed - 2.337"
24-01-08 24-01-08 MAX TL CREEP DEFL - -0.633" @ 32'- 2.0" Allowed - 3.136"
1
6-01 6-00-10 5-11-01 6-00-13 9-00-12 3-11 3-11-083-11-083-11-089-03-04 MAX LL DEFL --0.002" @ 49'- 3.0" Allowed - 0.100"
MAX TL CREEP DEFL --0.002" @ 49'- 3.0" Allowed = 0.133"
f 1 1 1' 1 1 1 1 1 1 1
12 M-4r.6 "z:16,0012 MAX MORI2. LL DEFL - 0.187" @ 48'- 0.2"
6.00 p' MAX NORIZ. TL DEFL - 0.311" 0 48'- 0.2"
r
84.0 Design conforms to main windforce-resisting
de
system and components and cladding criteria. 1
M-3x4 i
M-5x6 CS) M-3x46 3.17 Wind: 140 mph, h-25.7ft, TCOL-4.2,8CDL=6.0, ASCE 7-10,'
\em-1.5x3M-6x8(5) (All Heights), Enclosed, cat.2, Exp.B, MWFRS(Di;),
load duration tactor-1.6,
0.25" 0.25^A Truss designed for wind loads `
in the plane of the truss only. )
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444 1.5x3
rt M-3x6/ `.` t
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M-1.Sx3r ` - `�`3.Sx3 (o i
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.a 14 M-5x6 M-16x4 C.25" M-3x8 M- x10 M-4x11L° •,
M-5x6(S) -.13.50 3.50 ra
3. 3. 3' 1 3. 12 j 12 l
l y 8-00-12 8-00-12 8-00 8-01-08 y 7-09-04 l 8-02-12 ) y
1-00 32-03 7-09-04 8-02-12 y
1-00 48-03 1-00
JOB NAME : 5019-A POLYGON - C8
Scale: 0.1018
a ) PROF.
WARNINGS. GONERAO NOTES,unless°Morale*noted: - ,c Ss.
1.Bultder end ereeeon conbeotor should be advised of s9 General Notes 1.This design Is basad only upon the eremetsis chasm and is for an Individual ` '
Truss: C 8 and Warning0 before eonewuelion commences. building component f N •`
g p component
le th o design o0 of Ore cord proper
2.2x4 compression web bracing roust be MsbN when shover 4-. Design
assumes
or Ms top la rhe spords to of the 0440 braced
eddOrar. .
3.Add eonel temporary bracing to Inside stability during construction 2.Dad9n assume the top and bottom chords tole IrtaraBy braced a
DES, BY:: LA Is the re d 2'o.o.and at 10'o.c.respectively unless braced Onoughout th I lenggtHht by /.I ;► �5 ..
upon billy of the erecta.Adtlitlond.building
ant bracing of continuous aheaodngsuch es plywood ohaed where
andfor drywail(BC). r S a r
DATE: 11/25/2014 the overallstructurebe a Is th•ied oponsib p afnt building designer• 1.2x Impact bridging or Misrai bmdng required where she ca s s
C4-
SEQ. : 612 514 0 4.No load should be applied to any component until after e0 braeing and 4.InsURenon of truss Is the re ndbery of the respective conlmotor.
}edeners Sr.complete and et ne time eheuM mny mads g,eeter than 5.Dash assumes busses are to be wed M a non•commtve envbonnbnt z�.
TRANS I D: 413157 design loads be eppged to any°ornament. end are for'dry condNon"of use,
5.CompuTn s has no conlrol over and assumes no reepo Wbtly for the 8.Dodge mum"hen twadng et dl"Pimis shown.Shim erwedpe If
rbudaanen,heo n0,shipment sed installation of conrpmnenfa. nesaaamry. y*' OREGON, cp
7.Deign assumes adequate drainage(*prodded,d
8.Thi.design is iWed subject to the 0 be bona set loch by 8.plebs Well be located on both faces of Wss,and placed so their cantert?''''
0
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MITek USA,Ine./CanpuTnu Software 7.8.9(1 L)-E 10.Forbade conned:x.010 a design vehres see ESR-1311,ESR•1988(MITek) LS
--GANG
EXPIRES:1.24i/2014
1111111111 This design prepared from computer inputlby
PACI FIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDDF 8148TR LOAD DURATION INCREASE- 1.15 1- 2-( -63) 135 13-14.0 -938) 2787 1-13-) -155) 198 8-18-0 -9351 2622
BC: 2x4 RODE 8168TR 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) 211 18-10•) -222) 1117
2x4 HOF STUD A; LOADING 4- 5•(-2160) 1150 16-17-0 -581) 2143 14- 3-( -88) 109 10-19-(-4570) 1274
2x6 KDDF 02 8 LL( 25.0)*DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2132) 1161 17-18-0-1039) 3141 3-15-( -4001 292 19-11.0 -276) 274
DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2682) 1362 18-19-0-1454) 3744 15- 4-( -167) 653
TC LATERAL SUPPORT c- 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2688) 1258 4-16-) -907) 514
BC LATERAL SUPPORT <- 12"0C. UON. 8- 9-0-5235) 2115 • 16- 5-( -808) 1639
Lt - 25 PSF Ground Snow (Pg) 9-10-(-5254) 2021 16- 6-( -790) 554
OVERHANGS: 0.0" 12.0" 10-11-( -591 118 6-17-) -367) 774
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-0 -2) 62 7-17-( -236) 196
"" For hanger specs. - See approved plans LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 17- 8-(-1344) 593
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
BEARING MAX VERT MAX HORZ BAG REQUIRED BRG A&EA
LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES)
0'- 0.0" -316/ 2032V -318/ 313H 5.50" 3.25 HDDF ( 6%5)
48'- 3.0" -361/ 2151V 0/ OH 5,50" 1.45 HDDF (1425)
COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci: j
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.340" a 32'- 2.0" Allowed - 2.367"
MAX TL CREEP DEFL • -0.633" 0 32'- 2.0" Allowed - 3.116"
MAX LL NFL - -0.002" 4 49'- 3.0" Allowed - 0.100"
MAX TL CREEP DEFL - -0.002" 4 49'- 3.0" Allowed - 0.133"
24-01-08 24-01-08
6-01 6-00-10 5-11-01 6-00-13 f4-00-12 3-11 3-11.083-11-083-11-084-03-04f MAX HORIZ. LL DEFL - 0.101" 4 48'- 0.2"
f f f f f f f f f MAX 806)1, TL DEFL " 0.311" 8 48'- 0.2"
12 12 Design conforms to main windforce-resisting
6.00E7> M-4x6 6.00 system and components and cladding criteria. ,
t
4.0" Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,;
• S ay
*634
(All Heights/, Enclosed, Cat.2, Exp.B, MWERS(D i}),
M-6x8(3) load duration factor-1.6, •M-5x6(S} Tress designed for wind loads
\*M-1.5x3, in the plane of the truss only.
n 0.25" 0.25"
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cs 9M-1.5x3
I
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M-1,5x3 �h1 1.5x3 m
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M-5X6($) 3.50 3.50 c.-
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8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12
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JOB NAME : 5019-A POLYGON - C9 Scale: 0.1032 -
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WARNINGS: GENERAL NOTES,unless otherwise noted: ' ,
ll�� 1,�
1.Builder and erection sonhaclor'should be advised of ail N r
General Moles I.This design based only upon the parameters shown and le for an Individual i/I V(f Y TruSs' C 9 end Warnings before cunaWction commenoee, building component AppncaMBtyof design Parameters sod proper2.24 dompresslon web bracktg must be Installed where shavens. lnccrpemton of companentls tha reeponsiblNN f the building designer.
.Design assumes the top end bottom chords tnbs tsteraBy braced at3.Addllfond temporary bncirp to tneura alab4iry dudnp ooneWctian 2'at.end et1aoto.napeotwry unless braved awouphout men Ian . .J
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DES. B Y; LA Is the responsibility of the erector.Addmonal permanent bracing of continuous sheet tog much Ile plywood eheat ing(TC}and/or dryvron(BC). r'
DATE: 11/25/2014 the ovaraO structure is the responsibility of the building designer. 3.2x tmpp�el bddphig or lalere{bracbgpngr/red vhen shevm+• y /
4.No load should be applied to soy component until after all bracing end 4.lostaBaltos e1 Wss le ire Lab'.rte lftys el Ste reRrsaave aontroctor. 2,- /( C4'
SEQ. : 612 5141 fasteners am complete end Moo toe should any loads greeter then 5.Deelgn assumes busses am io be used to a non-conosive environment,
deslgn toads be applied to any component enders for"dry condition`Muse,
TRANS I D 41315 7 8.Dealer assumes full horn`bearing at a8 supports shown.9t im or wedge H
• 6.Compu7hushastaoonlrolavarandaawmasnoresponslblAryforahe necessity, 4,. OREGIN0�:
fabrication,handing,shipment end installation of components. 7.Design assume adequate drainage is provided. • 7nyy
e.This design Is lumbhed sub)ecl to the pmHetions set forth by a.Plates shat be toolame ted on both la .of truss,and pieced so their tenter 'T ef
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EXPIRES:12/ 1/2O14
•
11111111111 This design prepared from computer input`by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3,0" 0 •. : Design c ec or net ps up i t a 4 "oc spac 091
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windfozce-resisting
8C: 2x4 KDDF 8160TR SPACED 29.0"O.C. system and components and cladding criteria.
TC LATERAL SUPPORT C= 12'OC. UON. LOADING Nind: 140 mph, h-25.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,',
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)401.( 7.0) ON TOP CHORD.. 32.0 PSF i
OL ON BOTTOM CHORD - 10.0 PS? (All Heights), Enclosed, Cat,2, £xp.B, MNFRS(04.1,
Unbalanced live loads have been TOTAL LOAD - 42.0 PSF load duration factoz•1.6,
considered for this design. End verticals) are exposed to wind,
LL- 25 POP Ground Snow (¢g) Truss designed for wind loads I,
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U9N.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals
Refer to Compares gable end detail for
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY
24-01-08 24-01-08
f
15-02-03 8-11-05 f 8-11-05 15-02-03 f •
f f f f {
12 IIA-4x4 12
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19-02-14 9-10-10 19-01-08
1-00 48-03Y
1-00
•
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JOB NAME : 5019-A POLYGON - C10 -
Scale: 0.1736 •
. RR��
� F
WARNINGS: GENERAL NOTES,unless otha,rMe noted: ,t
1.Sadder end ereodm,contester should be advised of all General Notes I.Thio design Is based only upon the perimeters shown and le far en Individual `
Truss: C10pdesigner C�tIN :
endeamp ass before bruins antbmmenees.. In orpe aompof com onentis th o1sponsi par oldie and proper �1`s2.2x4 cerrq I I web MednD muci ba hlabiNad when shown s. Deulun e n of Ula tapan d are m drench to elate sty br g tleNyner.
D.Addmonal temporary bracing a Inaura snbWy dudn9 corwauotlon 2•Design minimae the ep end bottom oiler&to be laterally braced atDES. BY: LA 2'o.e.and et to'o.c.respective) untete Mimed thr hout their lengmN the responsibility of the erecter.Additional permanent bracing of Y o)a by //�. p io.e10 '
tin get sheathing such ea plywood Awe
a under Qrywan(SC). ,r A.
DATE: 11/25/2014 Me overall structure Is the responsilAy of the building designer. 3.2 Impact bridging Of'sterol Mad required Awe shown••
S E • 612 514 2 4.No load should be applied to any component until eller ell bracing end 4.Installation of truss la the responsi of the respective contractor. (
Q• fasteners ere complete and et no time should any loads greater than 6.Design assumes busses are to be used Inc nan-conoelve environment, ( ( .+^.:7 l �--. '
design mads be applied to any component end are for"dry condition'of use.
TRANS I D: 91315 7 0.Cornpumnm has no oenlrol over and teatimes no responsibility for the a.Design assumes fun bearing et tie supports shown.Stem or wedge If ^'
fabrication,handling,shipment end installation of components. ne eIg n ss ,/_. �,Q'
1II A1Nl1��p({1 HIP /1p� I 6.This deal la furnished subject to the lindlattona act beet by7.Pl t en assumes ueaed one drainage Is provided. 7' '`O
(lel l ll til II'rl lllll lllll IIN I,N r 8.Melte shall be fellated on both teen truss,and placed so their tenter . �f
TPIlNTCA 4r SCSI,copies of whist:Nig be furnished upon request. 'Mei coincide with)ctrl saner Item. GN 11.•Y
9,Olges indicate size of Mee in Inches. •�G
MfTekUSA,Inn/CompullusSoftware*7.8.&5P1(Al)-Z It For basic connector pleb design values sea ESR-13t1,ESR-19e6(MITek) V
OA NO.
EXPIRES:12/81/2014
II
111111111 This design prepared from computer input!by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4r- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacijj
TC: 2x4 KDOP SIBSTR LOAD DURATION INCREASE - 1.15Design conforms to main windforce-resisting
BC: 2x4 KDDF B1iBTR SPACED 29.0" O.C. system and components and cladding criteria.
i
TC LATERAL SUPPORT c- 12"0C. UON. LOADING Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 1-10, •
BC LATERAL SUPPORT c- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dic),
DL ON BOTTOM CHORD . 10.0 PSF load duration factor-1.6,
TOTAL LOAD - 42.0 PSF Truss designed for wind loads i
LL = 25 PSP Ground Snow (Pg) in the plane of the truss only. i
Gable end truss on continuous bearing wall DON.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for t
complete specifications.
BOTTOM CHORD CHECKED FOR TOPS!'LIVE LOAD. TOP ,
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r
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Scale: 6951
JOB NAME : 5019-A POLYGON - El0.
t e ):PR tOpF
WARNINGS: GENERAL NOTES,unless otherrise noted: • tt!!`' .C4
0,i
Balder and erection contrader eheuld be advised of eft Geaatai holes I.This design le Weed only upon the parameter*shorn end%for en individual • J. pa l N fipv,:.
Truss: E 1 and WsmOrgs before consbuceon commences. building component Applicability of design pan/meters and 1
2.294 compression emit bredng,suet be Installed wirer.shown.. Incorporedon of component is the responsibility of the building deciprar.
3.Additional temporary bracing to Insure stability during consbrtcden 2.Design asoma the top and bottom shads lobo laterally bread a p. .01
DES. BY: LA le ere roe nslbl cline erodor.MdiswnM Dnmwnnnt brsdn of V o.a end et 10'c.c.respedvaly anima brewed tluoughout theirlongp%th by �,� _ °•.l
pr* sly 9 continuous aheathing such as plywood sheathing(TG)and/or drywalfBCC.
DATE: 11/25/2014 the overall structure is the respondbillty of the building designer. 3.2s Impact bridging trilateral brsdnq required xdrere shown*f
4.No lend should be applied to any eompenent until after el bracing and 4.Installation of truss Ie the responsibility of to respective contractor. ( I' 2...... ( (4--•SEQ. : 6125143 fasteners am complete end et no time should say bads greeter mene
5.Design assumes busses sre to be used In nanonoakm •
e erwlrenent,
deign loads he append to arty component and ma far*dry full ben'ofuse.
TRANS X D: 413157 5.ConpuTrus has no control over end seances no responsibility for the e.Design aaumes em beeritro al supporta nhown.Skim or wedge It q h 0.
P ynecessary.
fT ORSC3ON
fabrication,handling,shipment and inalasaden of components. T.Design assumes adequate drainage is molded. � �.
G.This design is furnished sub)eet to the Imitations set forth by e.Plata shag be located on both faces of Ouse,and placed no their center C, i . •,
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MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-true fMtTek) -- 'SANG
•
EXPIRES:12/31/2014
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111111IhIlI This design prepared from computer input,by
Ii PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1100
TC: fed KDDF 81ADTR LOAD DURATION INCREASE • 1.15 1-2-( 0) 36 2-6-(-253) 372 3-6-(-412) 239
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3"(-437) 205 6-4=(-120) 97
HERS: 2x4 KODF STAND 3-4-( -80) 74
LOADING 4-5•) -7) 3 •
,,
TC LATERAL SUPPORT C. 12"0C. DON. LLS 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF )
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSP
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED RRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECS»S)
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 KDDF ( 65)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET, COND. : Des lire d ec a. or net(- ps ) uplift at 4 "oc spacing-7i
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL"L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT RON-CONCURRENTLY. MAX LL DEFL • 0.002" @ -I'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL • -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL - -0.146" @ 4'- 5.1" Allowed - 0.358"
MAX BC PANEL TL DEFL • -0.220" 8 4'- 5.1" Allowed " 0.418"
4-10 3-08-08 0-03-12
f f f f MAX HORIZ. LL DEFL - -0.003" 8 8'- 4.8"
12 MAX HORIZ. TL DEFL = 0,004" @ 8'- 4.8"
4.00t> Design conforms to main wlndforce-resisting
M-1.5x3 I system and components and cladding criteria.
4 -e
Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dii),
load duration factor-1.6,
Truss designed for wind loads
M-1.5x3 in the plane of the truss only.
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1-00 8-10-04
•
•
•
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JOB NAME : 5019-A POLYGON - E2 •
Scale: 0.4946 ttw1 L7
WARNINGS: GENERAL NOTES,unless othentiso noted:
T n hh
C e0 rk.
1.Bulder end erection contractor should be advised of an General Notes 1.This design IB based only upon ate parameters sholwn end Iss for en individual _ '1'. �I N: , 44,17
Truss: E2 and Warnings beters construction commences, bulking component.Applcablity of design parameters and proper
2,lei compression web bracing wast be Whited where Sloan-I, incorporation of component le the rat onsiblgy.elMe bulking designer.
DES. BY: LA 3•Addlfenal temporary bracing to Insure siebi lay during construction 2.Design assumes the tap and bottom dlordc tope steady ionised at
lathe responemilly of Me erector.Additional permanent bracing of Y o.o.and at 10.o.a respectNefy unless braced throughout Meir length by �� .►' •s. i
eommnuous sheathing such es plywood sheathing(7C)andtm drywel(80), •e
DATE: 11/25/2014 the overall structure is the taepeneiblfty oldie buitdkrg designer. 3.2e Impact bridging or lateral bracing required where shown+r
SEQ. : 6125144 4.No load should be applied to any component until after en bracing and 4.InoteNallon of bun Is to responelblity of the moieties contractor.
festenan ore complete and atm Nelle should any loads greater Man H.Design eseumee tenses me to be used he a nonteorreaive envlrenment ( �� �1 � `'
TRANS I D: 413157 design loads be applied to any oompenent end me for"dry condition'alum.
i
5.Compulrua has no control over and assumes no responslbldy for aro N.Design assumes tel bearbig al el$upports shovat'Shim or wedge it
fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided, "!I,QAE�a;.rn] )
6.This design to furnished subject to the Ibnttaions ant foA,by 6.Plates shel be located on both feces of truss,end pieced so Meir center
I III II INTI OM IIIA II I III Mill TPWVECAIn BCS6 cornea ofvdddl MI be banished upon request, trees coincide aithJoint center bIses, L.
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MITek USA,incdCan Tnu SOftweye 7.8.8 7t-E 10.For basis connector plate design values see ESR-131 I.ESR-1966(M1Tefq ryry
EXPIRES:1.21?1/2014
Ilbk
i{ T.
IIIIIIIIIIIIII This design prepared from computer inputlby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1:00
TC: 2x4 KDDF 81OBTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 36 2-5-(-43) 57 3-5-1-213) 156
BC: 2x4 ODE 816BTR SPACED 24.0" O.C. 2-3-1-89) 75
WEBS: 2x4 DOE STAND 3-4-) -7) 3 :
LOADING I
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 HOZ BRG REQUIRED BOG AEA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.111. (SPECI'S)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 880 5.50" 0.60 KIM 1625)
LL a 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 KDDF ( 625)
M-1.584 or equal at non-structural
vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacif:g.I
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" 0 -1'- 0.0" Allowed - 0.100`
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFY - -0.003" 0 -1'- 0.0" Allowed - 0.133"
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" 0 3'- 5.8" Allowed - 0.500"
1' T 1.
12 MAX HORIZ. LL DEFL - 0.000" 0 6'- 6.5"
4.00c=' MAX HORIZ. TL DEFL - 0.000" 0 6'- 6.5"
Design conforms to main windforce-resisting
M^1.5x3 system and components and cladding criteria, ,
•
/- 3 4 -/ Wind: 140 mph, h-20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
•
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
III
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - E3 i
Scale: 0.5549
WARNINOSr GENERAL NOTES,unless otherwise noted: ,( K
I.Bunda and erection contractor should be advised of a8 General Notes 1.Tide design la based only upon rite pyarameters shown and N for an mdNldudCj` �I �'+Truss: E3 and Warning°before construction immmances. betiding oomponenl Appltcabllty of design perametenl and prober V !2.2x4 compreesion web bracing must be brotelled where shown+. incorporation of component)s to re°pondb6'ityof bre bupolng designer.3.Addmonal temporary bracing to Incurs etabmty during construction 2.osiers assumes the top and bot om chorda to be lala y Oraad at " / 'p, , t'�DES. BY' LA 2'o..end et 1G o.w.re°pecnvetyunless braced troughout Uwb hinge!by '� (-
hi the responsibility of Ma erector.Additional permanent btadn9°f continuous sheaddng such as plywood ehuwang(TC)and/or dryws8(BC). �
DATE: 11/25/2014 the email structure is the responsibility of die building designer. 3.2x impact bridging or lateral bracing rer drod whero shown++
4.No load should be applied to any component until agar s4 bracing and 4.Intl/Won of buss Is gee re°ponAility of the respective contractor. !y Z.- /`r (.1'
SEQ. : 6125145 fasteners aro°ompbts snd et no time should any bads greater than 8.Design esaumes trusses erste be used in a nofl onoahe emitonm°M
design loede be appped to any component and are for dry tondtUon"ohne,
I D; 91315 7 I,CompuTrua hes no control over and assumes no responeibifly for Oa 6.01.105 aeons full bearing et a8 supports shown,slam or wedge it
neesasery. • '*'. OREGON S
fabrication,handling,shipment end InctnMgon of components. T.beaten names adequate dunnage b provided. • 1:9 ZO�
6,TNa design Is fumNhed subject to the limitations set foie by 8.plates shall be lasted on both fates of trust,and placed to their center �1(,�
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dim of lata dee inches, NG-
EXPIRES:
atlt 1Bt gH1 MITvk USA.Irtc.ICompuTrus Software 7.8:8(9 L)-E 70,For 6alq em,non°r plate design values see H91t-1317,ESR-1888(mot) 0G A: ��
12/ i/2014
UIIIIIIIIIIII This design prepared from computer input"by
UUU !!! tt 111 PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1;00
TC: 2x4 KODF BIOBTR LOAD DURATION INCREASE - 1.15 1-2-( -21 43 5-6-(-163) 115 5-2"(-226) 17I
BC: 254 KDDF 814BTR SPACED 24.0" O.C. 2-3"(-52) 49 2-6"1-134) 419
WEBS: 2x4 KDDF STAND 3-4-) -7) 3 6-3•( -70) .32
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
12 TOTAL LOAD - 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 4.00(: ' 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 KDDF ( 625)
LL • 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50' 0.18 KDDF ( 625)
LIMITEDc spac
STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND, 2: Design checked for net(-5 psf) uplift at 24 "oifl
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. .9.1
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" 8 -1'- 0.0" Allowed - 0.1J0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.002" 0 -1'- 0.0" Allowed - 0.133"
MAX IC PANEL LL DEFL • 0.001" 6 0'- 9.9" Allowed a 0.0)7"
MAX TC PANEL TL DEFL " 0.001" B 0'- 9.9" Allowed • 0.14"
MAX NORIZ. LL DEFL = -0.000" 4 I'- 6.5"
M-1.5x3 MAX HORIZ. IL DEFL - -0.000" 1 2'- 6.5"
4.
4
3 ' Design conforms to main windforce-resisting
system and components and cladding criteria. •
M-3x9 �
1100
, Wind: 140 mph, h-15ft, TCDL•4.2,BCDL-6.0, ASCE 7-10,
2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDLS),
A. load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - E4
Scale: 0.8360 p�]
WARNINGS: GENCRAI.NOTES,union Anne nded: "si).P'ylt�"�
1.Budder end erection contractor should be advised dell General Notes 1.This design le based only upon me perimeters shown and is for an intlMtluel C'S'• QI N ET;
Truss: E4 NM Warnings before eostnrotn oommemoes. building component Ppp0eabsiiy of design parameter.and proper , .(� • ;.
2.204 compression web bracing meet be installed where shown+. Inoorporeeon of component h me responsibility of the bu8ding designer.
'
DES. BY: LA I.Addluanai lump.,,,bracing to msure.bbltty dudng eostrucEen 2.Design assumes Pm top and bottom chords to be laterally braced el a
p of T ex.end si 10'o.a reepecevey unless braced throughout mop length by • p. ty
h We reapnaiDtitiy of the erector.Additional permanent ton (� �,, 1 w e e;I-
DATE: 11/25/2014 the overall Monne to the responsibility of the building designer. ocntlmrous sheathingor such as plywood.hes Slier.a one dryweB ).
4.Na bad should begI,2x Impact bridging or lateral brides required where now,:++
SEQ. : 6125146 applied to any component anal ager a8 bracing end 4.Installation of tease the rrt be/St to. respective contractor.
Q•
fastener*are complete andel no erne Mould any loads greeter men 8.Design twines busses an to be used h a non•eohoeive environment
( V2-' 7(
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TRANS I D': 413157 design beds be applied to ny component and are for'dry conation"of use.
j
b.Compulis hoe no control over and asenmes no reeponsibHy for the 8.Osige sesame.M l bearing at ill auppells thenal.Shim er"ad5e if
Imbrication,handling,Ailment and Installation of components. 7, ign anecessary, s_ OREGON
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tp tt a.This dealpt h hrmhMd subject to the limitation aelfomte.Plates Design■nomas eat t It ere tensnage isOne,,provided. [y V n N Q
�'lll lll'1 Itti II��I�I��I II I)11111 n.I�� byr8.In..coincide
be beaten n both hese of truss,end Discos so their tenter L�
111 !!+(IIII tIA[1 INryI Ths deMg it funds edsuotwtohwig be furnished request. nems shellelloo ted on
linen. TLl'T(tt`, ,� .9 .
Opiate in Inches,
MITeh USA,Inc./CompuTrua Software 7.6.6(1 L)-E 10.four bsts�o cooniifeenlor plate design values sea ESR-1311,ESR.a988(Wok) ' "'Ue r7• ,;'tiY`J'
EXPIRES,1:2/'31/2014
IMIlk
1011111Thisdesign prepared from computer inputtby by
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 8•'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cga1;00
IC: 2x4 KDDF bl&BTR LOAD DURATION INCREASE • 1.15 1-2a( 0) 36 2-5-1-53) 69 3-5•)-266) 085
BC: 2x4 KDDF O1&BTR SPACED 24.0" 0.1. 2-3-(-109) 91
WEBS: 2x4 KDDF STAND 3-4'( -7) 3
LOADING
TC LATERAL SUPPORT 0. 12"0C. VON. LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BOG AREA
TOTAL LOAD . 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI):;S)
OVERHANGS: 12.0" 0.0" 01- 0.0" -69/ 493V -34/ 1010 5.50" 0.79 ROOF ( 625)
LL -•25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 RDOF ( 615)
M-1.5x4 or equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gra c ecked or net - ps up t at oc spec req..)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VfiRTICAL DEFLECTION LIMITS: LL•L/240, TL•G/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" 8 -1'- 0.0" Allowed - 0.1%0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EL CREEP DEFL • -0.003" 8 -1'- 0,0" Allowed • 0.133"
MAX TC PANEL LL DEFL - -0.355" 8 4'- 3.7" Allowed • 0.548"
MAX TC PANEL IL DEFL '-0.475" 11 4'- 3.8" Allowed • 0,762"
8-02-04 -03-12 •
MAX HORIZ. LL DEFL ' 0.001" B 8'- 2.2"
{ f MAX H0R12. TL DEFL • 0.001" 8 8'- 2.2"
12
4.00 v' Design conforms to main windforce-resisting
M-1.5x3 system and components and cladding criteria.
r 3 4 ,,
Wind: 140 mph, h•15ft, TCDL'4.2,BCDL-6.0, ASCE 7-10, -
t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D0),
load duration factor•l.6,
IIllllllII
Truss designed for wind loads
in the plane of the truss only,
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JOB NAME : 5019-A POLYGON - P1 Scale: 0.5136
PR. Fe'
WARNINGS: OHNHRAL NOTES,untie;othervdsa outed: h 41'
1.Bulkier and erocgon conbaotor should be advised oral General Notes 1.This design Is based only upon the parameters shoes and b for an inavldnal e; �\'40 r 1t 711)
Truss: 21 and taming.before conaWeeon oommenoes. indlding oomponent Apptoebaa
ity of design psmston and proper
• • 2.Tod compression web brecrrg must be Installed when sham.i. Incorporation of oomminent h the reaponsibwty Ogle Madrid designer.
2.Design assume*the lop end bottom chords to be tatetaNy braced at "
DES. B Y: LA 3.Addmena temporary bracing to Insure stability during**Mars dbn 2'0.0.and at Iff o.n.respectively unless braced throughout their len by / i i
is the raepenablbty of I a erector.Adrienne]permanent bracing of �y ppt1hh
continuous aidging or
odakedd 0)andla drywall{BC). f
DATE• 11/25/2014 Uta twang abudure Is the responsibility of e,e building designer. 3.2x Impact bridging or(afetal bracing regdred where sheen•r )
Q. : 612 514 7 4.No load should be applied to s component until atter el brads and 4.blalab tion et truss la the ns bDBy otitis respedNe contactor. /r
rJ ., fastener aro aompiete end acne time m should any bade greater Olen S.Deeign assumes busses are to be toted in a noreconoave enebonment, t i/2-- `•
design loads be applied to arty component Design assume►on and at for-dry condition'of use.
TRANS I D 4131 S 7 5.CompuTas has no control over and enema no responab9lty for the 6. bearing at ashuppans shown.Shim or wedge N
febdcaeen,handling,shipment and inaegseon elsnecessary. S OREGON GJ,
erryrth by s. 1.Design assumes adequate datnags la pproWded. • q • 0�
1
S.Thk design k furnished subject to the limitations set forth by B.plate*OM be located on both taco of buss,and platted so their center 2
III 11111 II '11111 11I't III lit I II(III TPOWTCA M SCSI,apples of Witch vat be furNshed upon request. 9.Digits Indicate size Joint
f Clete inrIncches rh 17 1 ..
MITekUSA,inc/ComptiTnmSollwere7.6.8(IL)E 10.For bokconnector peledesign veboesee 060.1311.EON-ICRC(MRek) GAN .
EXPIRES:101/2014
Illhf t
INDIGO This design prepared from computer input(by 4
1 PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cpl-1;00
TC: 2x4 KDDP 41SBTR LOAD DURATION INCREASE - 1.15 1-2.) 0) 36 2-5-1-53) 69 3-5=(-266) 185
BC: .2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3-(-109) 91 I
WEBS: 2x4 KDDF STAND 3-4=) -7) 1 i
LOADING
TC LATERAL SUPPORT <m 12"0C. UON. LL( 25,0)+DLf 7.01 ON TOP CHORD - 32.0 PSE
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AlEA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIDE SQ.IN. (SPECItS)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101)1 5.50" 0.79 KDDF ( 615)
LL - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 615)
1
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (CONO. 2: Design checked for net(-5 oaf) uplift at 24 "oc spaciry_f
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 - 0.002" @ -1'- 0.0" Allowed - 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL " -0.003" @ -1'- 0.0" Allowed = 0.1 3"
MAX TC PANEL LI, DEFL - -0.355" @ 4'- 3.7" Allowed • 0.5'8"
MAX TC PANEL TL DEFL --0.475" 8 4'- 3.8" Allowed - 0.71"2"
8-02-04 0-03-12 RAX BORIE. LL DEFL - 0.001" 8 8'- 2.2" i
I 1`-1. MAX HORIE. TL DEFL . 0.001" 8 8'- 2.2"
12
4.00 v Design conforms to main windforce-resisting {
M-1.5x3
system and components and cladding criteria.
a 3 4 Wind: 140 mph, h-l5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, i
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - P2
Scale: 0.5049
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WARNINGS' GENERA/NOTES,unless atomise nolo': ,`, F�.
1.Builder and vection contractor should be advised of all General Notes 1.TNs deatgn in based only upon the parameters shown and Is kr an individual
Truss: P 2 and Warnings beim conebuoHon commences. building component.Applicability of design parameters end proper t'- ` ti
2.sue Compression web Waring must be Inatsned where shown+. Inoa,porallon of component h the responelbWry eta building designer, J l`J� Y, . '
DES. BY: LA 3.Ada0f1°d 8Y q 2.Design amino he top and bottom chords to be lar breed t 4
temporry br.cbrr to r.Ad atabN dude eobracin on ughy e1 A.
la the responsibility of he erector.Addidonel pamrnent Madng of T as and et 1fF o.e.such se pl unless bread throughout hair OOp31h) t.. .. i'.s Jt��y
continuous bridging
sheathing such l plywg required where
,ownor dryvrn(BO), r,
DATE: 11/25/2014 ha overall ahuclur is the respomi6Nlry orbs building designer. 3.7x ImmppeabldgMg or lateral bracing required who a shops 4. i
SEQ. : 6125148 4.No load should be applied to any component coot after as bracing end 4.Instatietkn abuts Is the rsepenetbmty of he reapectva contractor,
fastener aro complete end Ma tiro should any moods greater than 9.Design esaumea Sums are to be used in a non.corn olve envkonmant ( 'I ( .,( /C,
TRANS I D: 413157 design loads be applied to any component and are for-dry condition-of we.
S,CampuTros has no control over and neuron no for the G.Dolan asoma.MI boring at al supports shovm.Shim or wedge if
fablcatlon,handling,shipment and Inatellalon of components.
7.necessary. QR QrY1N. 4�
6.Tide design is furnished naiad to the lineations set forth by0.Design binassb el located
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EXPIRES;12/31/2014