Plans (78) Re: 5019-A POLYGON
ROOF DESIGN INFO
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Pacific Lumber&Truss Co..
Pages or sheets covered by this seal: K1301115 thru K1301134
My license renewal date for the state of Oregon is December 31,2016.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
�9,cO PROPLrS,6
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44 'Sr
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+OREGON �4°
1.9 'qRY i ,2'
'AUL , ,
P1 ,/2016
July 13,2015
Rivera,Mark
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-37) 41 3-5=(-120) 127
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 59
3-4=(-10) 5
WEBS: 2x4 KDDF STAND
LOADING
TC LATERAL SUPPORT <= 12"0C. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 62 5)
,....144
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacil,g.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133"
MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.223"
MAX TC PANEL TL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.335"
3-08-04 0-03-12
f f MAX HO RIZ. LL DEFL = 0.000" @ 3'- 8.2"
MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2"
12
6.00 cP' Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-1.5x3 4 load duration factor=1.6,
3 Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - Al Scale: 0.6145 sem' / _..`._ -
WARNINGS: GENERAL NOTES, ,odessothenWse noted yy OREGON
Ois
1.and War and,before
aonnredor shouldnom be advised of ail General Notes 1,This design c nt Apgk Applicability of deelpn pommel..end proper Individual 7ik, w,.i v �'r
Truss: Al and Warnings hebro consirucdon commences. incorporation of component is the responsibility ante building designer. /Q V r
2.DM compression web bracing must be installed where shown e. 2,Design assumes Me lop and bottom desks to be Worepy braced at P �,+
3.Additional temporary bracing to Insure stability tlurtng construction T o.c.and et t0 o.c.respectively uMese boned throughout their length by (� V
Is the responeibilfty of the erodor.Additional permanent bracing of continuous A thing such as ptywoad sheathing(TC)mit/or dryweA(BC). 4 U ;t\
DATE: 7/13/2015 the overall structure is the Hresponsibility of the building designer. 3.2t Impact bridging or lateral bracing required where Maws•a
S E K 13 01115 4.Na bad should be applied to any component until after all bracing end 5.Designteaaun otruss
s s la theresponsibility trusses ere toeueeof
fn.ne on-corrosive o itttelrenment,
Q•- raetenere are compete and at no time should any lease greater men and are for'dry condition"of use. f'{�].A �j]ry.4
TRANS I D: LINK design bads be applied to any component. 8.Design assume.full bearing at all support shown.Shim or wedge If EXPIRES: 1 2/3 I I GV I
5.CompuTrus has no control over and assumes no responsibility ler the mowing.
fabrication,handling,shipment and metallesen of components. 7.Design ceasees adequate drainage It provided. J U Iy 1 3,2015
8.This design Is furnished subject to the limitations set forth by 8.pates bell be located on both faces of truss,and placed a their center
TPIM4ICA In SCSI,copies of which wil be furnished upon request. lines Hnes
9.Digits oinddde siswith)oi plate ointcenteerinche.
MUck USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ES12-7377,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS
TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15
BC: 2x9 KDDF 81413111 SPACED 24.0" O.C. 1-2=(-89) 61 1-9=(-37) 39 2-9=(-120) 126
WEBS: 2x4 KDDF STAND 2-3=(-10) 5
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
HORZ
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX LOCATIONS REACTIONS REACTION
BRG REQUIRED BRG AREA
S SIZE SQ,IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 KDDF ( 625)
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: Dau yon checked for net(-5 Osf) uplift at 24 "cc soacihg.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.0" Allowed = 0.223"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
3-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8"
f f fMAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8"
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 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - A2 / -
Scale: 0.5958 "2. _,.,-/�`r
WARNINGS: GENERAL NOTES, omen otherwise noted: rte
Truss: A2 t.Builder and erection contractor Mould be advised Oral General Notes 1.TIM design is based only upon the parameters shown end is for an individual Cr,
OREGON '°'
and Warnings before construction commences. bolding component Applicability of design parametere end proper
2.204 compression web bracing must be...tailed where Mown e. Incorporation of component Is the reasonability of the building designer. Ai, (f/
3,Adtlebn`I temporary intoeing to insure stability during construction
2.Design assumes the lop end bottom chords to be Morally based at '� '^il p v .i 6 '4"
Is the responsibility of the erector.Additional permanent bracing of 2 sc.and at 1CYee o.c.reapect.ety unless breed throughout Meir length by r' 1 'S(�
DATE: 7/13/2015 the ovaalelnwturclethe re continuous sheathingsuchas lbOde5odshee ing(TC)and/ordrywal(BC) �^' +t {�,
responsibility of the building designer. 3.2a Impact bridging or lateral badng required where Mown+•
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SEQ.: K 13 01116 4.No bad Mould be applied to any component until after el bracing and 4.Installation of boas is the responsibility of the respective contactor.
fasteners are complete enact no time Mould any bads greeter than 5.Design assumes tmsses are to be used In a non oenr sive environment,
TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse.
5.CompuTrue has no control over and assumes no responsibility No the 8.Dnecessary.Nco:N pumas full bearing al all support.Mown.Shim or wedge If �k/p
fabrication,handling.shipment and installation of components. assumes �.EXPIRES: 12/31/2016/1/y']�/All -Ls
8.TM design Is furnished subject to the Imitations eat forth by T'Designaletled e b drainage is imesa and 13,2015 1 G/t7 L V [!
5.Mates abet be located on both facet Gimes end placed se their center
TP WyfCA In BCSI,copies of which WO be furnished upon request. linea coincide with Joint center line.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E B.Diggs Indicate size of plata in Inches.
70.For basic connector plate design values see ESR-1311,ESR-1955(MiTek)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting
BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=29.eft, TCDL=4.2,BCDL=6.0, 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(Dir),
DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6,
TOTAL LOAD = 42.0 PSF Truss designed for wind loads
Unbalanced live loads have been in the esige of the truss only.
considered for this design. LL = 25 PSF Ground Snow (Pg)
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
7-07-14 7-07-14 TO ONE FACE ONLY
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JOB NAME : 5019—A POLYGON — AGE /y
WARNINGS: GENERAL NOTES, umeupotherwiw rated y �•AI+V1.1=GVN p." (.y..
1.Budder and erection contndor should be commences.
advised of eb Oenerel Notes 1.This design N based only upon the parameters gra shown and b ler an individual `✓e' 7 �O �,l
Truss: AGE and Wammgs before constructionngmu wmmencae, balding componentcompoApplicnent
of design parameter and proper �y
2.2.4 compression web brednp must De Installed where shown+. h carpnraan of the top an Ie the maparrstty of the building designer. 7 -7 R V. 'j Cj �\.+�.
pro=s 2 Design assumes the top end bottom chords to he Identity braced at , !! V
3.Additional temporary bracing to Insure daddy during construction 2 e n.and at try o.c.reapecttary amass braced throughout their length by j/•' t
Is the responsibility of erector.Addelonel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 'I f�j.,U L. �\
DATE: 7/13/2015 the overel structure la the responsibility of the building designer. 3.2a Impact bridging Sr lateral bracing required where shown++
SE K 13 0 1117 4.No load should be applied to any component until after al bracing and 4.Installation"/buss le the respanabilty of the respective contractor.
4• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment,
design bads be applied to any component. and are for"dry condition"of use. q ('� ,l �y) .l/ p
TRANS ID LINK apart. 6.Design aswmee run bearing at al aappoM shown.Shim or wedge 11 EXPIRES: 1`G/ i/2016
5.CompuTrus Caere control over and assumes no responsibility for the necenary,
fabrication,hendling,shipment and Installshon of components. 7.Design assumes adequate drainage Is provided. July .I 13 20.t 15
8.This design is famished subject to the limitations set forth by 8.;sits shall
hcidbwell joint renterbahllfaces of truss,and pieced so their center
TPVWICA M SCSI,copies of which will be furnished upon request.
g Digits Indicate aloe ul plate In inehea.
MITek USA,Inc./CornpuTrue Software 7.6.6(1L)-E ID.For basic connector plate design value•we ESR-1311,ESR-7988(MITek)
1
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 49-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x6 KDDF #16RTR 20-05-09 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=(-13029) 2952 8- 9=( -420) 1010 8- 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) 13969 1- 9=(-3258) 14498 5-12=(-1558) 6856
WEBS: 2x4 ROOF #160T R; 3- 4=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822
2x6 KDDF 0168TR A LOADING 4- 5=( -7682) 1874 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13=(-5600) 1300
LL = 25 PSF Ground Snow (Pg) 5- 6=(-11672) 2674 12-13=(-3252) 14524 10- 3=(-1478) 6596 13- 7=(-3406) 15146
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF IL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.2"61; 7=(-13606) 3084 13-14=( -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908
BC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4=(-2754) 11284
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 20'- 5.2" V
BC UNIF LL( 603.1)+DL( 910.1)= 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
J'-' ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625)
nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 RODE ( 625)
\/\� 9" oc in 2 row(s) throughout 2x6 top chords,
/�\/A 4" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP
9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
9" oc in 1 row(s) throughout 2x4 webs.
!COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
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" @ 13'- 9.2" Allowed = 0.976"
T ' f f f MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.301"
3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01
1 f T . . f f MAX HORR. LL DEFL = 0.028" @ 20'- 2.5"
12 12 MAX HORR. TL DEFL = 0.096" @ 20'- 2.5"
M-4x12
14.00 7 N 14.00
44.0" Design conforms to main windforce-resisting
system and components and cladding criteria.
0 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
m (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir),
load duration factor=1.6,
•
Truss designed for wind loads
in the plane of the truss only.
M-5x6 M-4x8
�M-10x10 'M-10x10
M-5x16 M-5x16
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M-3x10 M-7x10 =M-10x10 M-7x10 M-12x14
M-12x14 M-7x8(5) M-3x10
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20-05-04
4:t 89782PE
JOB NAME : 5019-A POLYGON - AGIRDER J. •/ .7 :,-=r .
Scale: 0.2186 v // /
/
WARNINGS: GENERAL NOTES, unless gtharv4se noted / /... ..-"'. ....1
Truss: AGIRDER
1.
and Builder
mere constructin contractor on commhould be ences.
of all Genera(Notes 1.b ildindg comp�mdAPgkenlnryerd sign parametersand
dprrooper individual -�fy OREGON
2.2t4 compression web bracing mud be Installed where shown.. Incorporation of component is the rospemlblllty of the',Ming designer. / Nr�
3.Additional temporary bracing to insure stability during construction 2.Design and
et 1p Ms tap end bottom seethobraced to be throughout braced at �� xlpy '�J �`,
le the responsibility of the erector.Additional permanent bredng of Y o e eM d ea hie raven as pNwood
aftosa nthkelt length by Q �Sy
DATE: 7/13/2015 the overall structure Is the responsibility of the building designer, continuous sheathing such as wing required
sheet udrsre)andlor drywel(BC). PA.UL.. ``�
3.2w Impact bridging or lateral bracing required where shove..
SEQ.: K 13 0 1118 4.No load should be applied to any component until after al bredng and 4.Installation of suss Is the respondblNty or the respective contractor.
fasteners are compote end et no time should any loads greater than S.Design assumes busses are to be uaed Ina non-corrosive environment.
TRANS ID: LINK design oadsbeappledtoany component. end are Hr^dryoendbisr sloes.
5.CompuTrua has no control over and assumes no responsibility for thee 6.Design assumes MI bearing et all supports shown.Shim Sr wedge If EXPIRES: 12/31/2016
fabrication,handling,shipment and insulation or components. necessary.
7.Desig8.This design Is bnniehed UMW.,to tUMW.,set forth by 8.Pa esnshal be loadedassumesuonaboth fecesdrainagels epro deand placed Se their center July 13 r 20 15
TPWVICA in BCSI,copies of Whkh will be furnished upon request. tinea coincide With loin)center line.
MiTek USA,Inc./Com Trus Software 7.6.6 1L E 9.Digits indicate eke caplets in inches.
W ( )- 10.For bast connector plate design values see EBR-1317,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.5" 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6,
Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Truss designed for wind loads
considered for this design. in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
Gable end truss on continuous bearing wall UOQ.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-102 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 lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY
6-11-12 6-11-12
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Scale: 0.2802ri
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WARNINGS: GENERAL NOTES, unless othemlSe noted. C.,„y ryp /�J^el�l ^�4
1.Builder and median contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7A O F1 h..—AOI'4 V
Truss: B1 and Warning.before conduction commences. building component Applicability of design parameters and proper 5.�,,[) I✓
2.2a4 compression web bracing must be Installed where shown•. Incorporation of component lathe rosponalbNBy of the Wilding designer. 7 ,� `l 5
3.Additional temporary bracing to Insure stebilfy during construction 2 Zoo.Desigend St ID IM lop and bottom y seschobraced throughout their length a to be laterally braced al I
la the responsibilly of me erector.Additional permanent bracing of o ntinuson.she thingrsuch as llywoo sheathing(TC)ndiorr drywa BC)Y A 1_ �
DATE: 7/13/2015 the overall endure la the respaneibtlty of the Wilding designer. 3.24 Impact bridging or lateral bracing required where shown•• '�L.
4.Na bed should be applied to any component until after all bracing and 4.Install/inn of truss is the responsibility of the respective contractor.
SEQ.: Ki3 01119 fasteners are compete and at no ume should any loads greater than 5.Design assumes noses are to be used In.nonaarrosfe environment.
TRANS I D: LINK design loads be applied to any component. and are torch:condition”or use.
A CompuTrus has no control over and assumes no responsibility ler the S.Design assume.MI bearing at ail wppaM shown.Shim or noise if
necoNry. EXPIRES: 12l31/201V
fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage I.provided. July 1 3,201 5
6.This design is furnished sub)ed to the limitations set forth by S.Plates shall be located on both faces of tont.and paced co their center
TPNARCA in BCSI,copies of which MN be furnished upon request. 8.highs oincidh�ejoint
o pile te in lines.
MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector pate design values see ESR-1371,ESR-1988(MITek)
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 4WR/DDF/Cq=1.00
TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-2B6) 320 6- 1=(-5704) 1304 8- 4=(-1122) 402
BC: 2x8 KDDF #1&BTR 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7=( -758) 3919 9- 9=( -368) 1998
WEBS: 2x6 KDDF #2; LOADING 3- 9=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3414
2x9 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=( -82) 304 2- 8=(-1122) 402 5-10=(-5704) 1304
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686
TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 578.1)+DL( 413.1)= 991.2 PLF 0'- 0.0" TO 13'- 11.5" V
BC LATERAL SUPPORT <= 12"OC. UON.
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
_.,,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.ZN. (SPECIES)
Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. O'- 0.0" -1668/ 7365V -289/ 289H 5.50" 11.78 KDDF ( 625)
nails staggered at: 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625)
�/�/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP
/x`/x\ 5" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net
9" oc in 2 row(s) throughout 2x6 webs, (-5 psf) uplift at 24 "oc spaciilg.
9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, 80
MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0.652"
6-11-12 6-11-12 MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed = 0.869"
f f f MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8"
3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIZ. TL DEFL = 0.007" @ 13'- 8.8"
T T T T T
12 Design conforms to main windforce=resisting
12M-9x6 system and components and cladding criteria.
14.00 ;27 14.00
4•0n Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
PC load duration factor=1.6,
Al
-f Truss designed for wind loads
in the plane of the truss only.
M-3x9 11111p M-3x9
far i\
•
M-3x10
,f M-3x10
m
o
11161 _ 1F ii7 a� 100010.:, noo
N V t0 Ia' INN .p zp N I
M-3x10 M-4x10 -M-10x10 M-4x10 M-3x10
y 3-05-14 y 3-05-14 y 3-05-14 y 3-05-14 y 0,0 PR 0F A
l
V
13-11-08 yNr?INE�� /��,,y�
'IL
`t' 8 782PE 'lir`
JOB NAME : 5019-A POLYGON - B2
Scale: 0.2567 ` wr / l �,...
WARNINGS: GENERAL NOTES, unlessothene..noted: /OREGON-� J
Truss: B2 i BUNder and erection cenaador stwuld be advisee of al General Notes i.This destgn le baeed"list uponIM paremeiero Moven antl hfores Indivldual „15f1
and Warnings before construction commences. building componentApplicability of design parameters and proper
2.2t4 compression Web bracing mut be Installed where shown e.
incorporation of component lame nspondbNlty of the building designer. �J�
3.Additional temporary bracing b Insure taSllty during construction
2.Design and at lB .tap and bottom chert.to be Wooly braced at V� 1 l,¢ .
is the responsibility of the erector.Additional permanent bracing of
2 o.c. at 10 es.reapectively unless braced throughout their length by �y V
DATE: 7/13/2015 the overall structure lathe responsibility eltM balding designer. 2e Impact
sheathing such as ptywoodbracing
to sheathing(TC)end/or drywaR(BCJ. `' /y Mr
3.2e Impact bridging or lateral bracing required where shown«« fes' T`
SEQ.: K 13 0112 0 4.No load Would be applied b any component antl after all bracing and 4.Installation of trans Is the responsibiNN of the respective"""tractor.
fasteners are compete and at no time should any pads greater than 5.Design assumes trusses are to be used Ina nen-corrosive enWronment
TRANS I D: LINK design leads be apples to any component, and are for"dry condition'of use.
5.CompuTrua ha.no control over and assumes no reeponsibtey ler the 8.De sice n assumes full bearing at all supports shown.Shim or weeps if yy p ��++ (ry v^�
fabrication,handling.shipment and Installation of componenle. 7.Desigwry' ET�'lIEJ. '�2/il'I/L4-��'
S.This design is furnished subject a the limitations Bel brlh by B.Ple esnshal be bated onassumes adabeth faces of drainage Is pro
6. d.
placed so their center July 13,2015
TPBWTCA In SCSI,moles of which ON be furnished upon request. Nnes coincide WO jolts center lines.
MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate size of pale In Inches.
18.Far basic connector pale design values see ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1894 2-12=( -214) 225 8-17=( -54) 196
SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2347 12- 3=(-2486) 954 17- 9=( 0) 204
WE: 2x4 KDDF ST&NDR 3- 4=(-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138
WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2451) 1129 15-16=(-599) 2175 13- 4=( -439) 161 18-10=( -263) 281
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=(-777) 2435 4-14=( -126) 194
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2023) 1079 17-18=(-884) 2440 14- 5=( -71) 431
TOTAL LOAD = 42.0 PSF 7- 8=(-2627) 1193 5-15=( -723) 440
8- 9=(-2920) 1234 15- 6=( -675) 1479
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) 0-11=( -60) 151 17- 6=( -163)
516
10-11=( 0) 50 7-16=( -163) 674
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- B=( -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 HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -345/ 2056V -335/ 310H 5.50" 3.29 KDDF ( 625)
46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 [ODE ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg.
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= 2.267"
MAX TL CREEP DEFL = -0.335" @ 30'- 2.0" Allowed = 3.022"
MAX LL DEFL = 0.002" @ 47'- 3.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 47'- 3.0" Allowed= 0.133"
MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5"
MAX HORIZ. TL DEFL = 0.130" @ 45'- 11.5"
Design conforms to main windforce-resisting
22-01-08 24-01-08 system and components and cladding criteria.
f Wind: 140 mph, h=25.7f t, TC DL=9.2,BC DL=6.0, ASCE 7-10,
�9-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 T 5-10-13 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
f 1 .� ( '( T load duration factor=1.6,
12 12 Truss designed for wind loads
6.00 M-4x6 Q 6.00 in the plane of the truss only.
4.0"
6
M-3x9 M-3x9
M-5x6(5) s M-5x6(5)
0.25" 0.25"
' lf\
M-3x8 4
/\17\1,M-4x4
3
M-1.5x3 + M-1.5x3
2
O 1 fn
I� - + ileo 1 1
'r•6 17 i8 r h
Ca 124 13 L41 15 0.25" M-3x4 M-5x6 4� rR0
M-4x6 M-3x4 0.25" M-3x8
J., y M-5xy`S' J, M sxy(s) 1• 1• C �y�,W e•r�
6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y l
b y 1-00 ct 89782 E
1-00 46-03 r �
JOB NAME : 5019-A POLYGON - C7 Scale: 0.1267 `�/,./- /rf /
WARNINGS' GENERAL NOTES, unyupotherede.noted -9 OREGON N, �.
1.Balder end erection contractor ahold be advised of al General Notes I.This design I.basad only upon the parameters shover and h lot an individual V v I V VV
Truss: C7 and Warning.before construction commences. building component Applicability of design parameters and proper ��� �� (]4
2.2.4 compression web bradng must be Installed where shover*. Dui.incorpoassumes
a component Is the responsibility of the building designer, !'`
3.Additional temporary bracing to Insure stability during construction 2.Design assumes Ihs lop and respectively
cholas to be latently bncotl et /,... -+�/
by
is the responsibility of the erector.Additional permanent bredn f T oak.and et ea0.oak.such a ply ood s burred throughout their length). /J 0-
germane g o continuous sheathing such as plywood Msalhing(IC)andlor tlrywatl(BC). T~
DATE: 7/13/2015 the overall structure Is the respondbley of the balding designer. 3.2a Impact bridging or lateral bradng required where Mown c
S5' K 13 0 1 12 1 4.No load should be applied to any component until after al bracing and 4.Installation of truss 1s the responsibility of the respective contractor.
4• fasteners are complete and et no time should any loads greater than 5.Dadgn assumes bosses are to be used in a non-corrosive environment,
deelgn beak be eppiletl to any component and are for"dry condition"of use. 12/31/2016
l ry I�a)/] .l
T RAN S I D• LINK epone BY 8.Design assumes hdl bearing at al supports drown.Shim or wedge 11 EXPIRES: 1 2/3 /20 1 8
5.CompuTNe hes no control over and assumes no reloll ler the nexasery.
febdcetlon,handling,shipment and Inetalltion of components. 7.Design assumes adequate drainage is provided. July q 1 3,2015
8.This design Is furnished subject to the lietollons set forth by 8.Plates shall be located on both faces aqua,and placed so their center
TPWVTCA in BCSI,copies of which MI be furnished upon request. g,Ines coincidencdwith sithjoint oipoen center
lines.
inches.
MITek USA,Inc./ComIwTrue Software 7.6.6(1L)-E 10.For bark connector plate design value.sea ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS
TRUSS SPAN 96'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1&BTR 1- 2=( -49) 78 11-12=(-538) 1796 1-11=( -89) 98 15- 7=( -409) 299
WEBS: 2x4 KDDF STAND SPACED 24.0" 0.C. 2- 3=1-2198) 990 12-13=(-665) 2299 11- 2=(-2417) 1021 7-16=1 -55) 198
3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=1 -79) 711 16- 8=( 0) 202
LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=1-3026) 1130
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2002) 1070 15-16=1-770) 2918 3-13=1 -101) 203 17- 9=( -263) 281
BC LATERAL SUPPORT <= 12"OC. NDN. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2607) 1185 16-17=(-B79) 2426 13- 4=1 -79) 402
OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=1-2903) 1227 9-14=1 -699) 431
8- 9=( -62) 151 14- 5=( -669) 1460
** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (P9) 9-10=1 0) 50 19- 6=1 -921) 516
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6-15=1 -163) 675
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625)
46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625)
1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed= 2.254"
MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006"
MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5"
MAX HORIZ. TL DEFL = 0.127" @ 95'- 8.5"
Design conforms to main windforce-resisting
21-10-08 24-01-08 system and components and cladding criteria.
f3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 T Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r),
f f f f f f
12 fload duration factor=l.6,
6.00 M-4X6 12 Truss designed for wind loads
Q 6.00 in the plane of the truss only.
4.0"
5 ,f,/
:`
3.1'
M-3x4 M-3x4
M-5x6(5) 4 •
0,25" -Sx6(S)
3 1pppo7M.
25"
1!Pir +
M-3x6 + /" ' / M=1.5x3 2M15/- +
o , - w o
Sl xx 12 13 14 'f 15 -
M-4x6 M-3x4 0.25" M-3x8 0.25" 16 ,7 -17
M-3x4 M-5x6 ti �2
M-5x6(S) M-5x6(S) C' ,� �nafir�.
1 ) l ) y CC o
J,
5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 l 8-00-08 y ��5 $�G�N �� f1"
46-00 i 00 4t $ 782PE fir"
JOB NAME : 5019-A POLYGON - C5 U,;! �7 ''''''s.:::----
Scale: 0.1395 i'i - . \
WARNINGS: GENERAL NOTES, unless otherwise noted' �' ` 'F
Truss: C5 7.Builder and erection contractor should be advised Mal General Notes I.This design is based ony upon the parameters shown end is for en Individual -7 OREGON '
and Warnings before cone,ud6n commence.. building component.Applicability or design parameters and proper �I
2.204 compression web bracing must be instated where shown+.
Incorporation of component a the responsibility of the building designer.
3,Additional temporary brecing to Insure stability during nen.I uction 2 Design assumes me top end bottom chards to be laterally braced at j�`_>q�y A5 'r.�,
is the responsibility of the erector,Additional permanent bredng of 2 o.c.and at ICYea o.c.rasPoCMety w
o
od s braced throughout their length by NI/�^
DATE: 7/13/2015 Inc ave,.I structure Is the responsibility 2e lope us sheathing such as Miming
sheathing(TC)and/or drywaM(BC). -1 p i'
of the building designer. 3.2a loped bridging or lateral brsdng required where shown++ V
SEQ.: K 13 0112 2 4.No load should be applied to any component until after a1 bracing and 4.Installation of tans la the responslblRy of the reapectNe contractor.
fasteners are complete end at no time should any loads greater then 5.Design assumes trusses we to be used Ina noncorrosNe environment,
TRANS ID: LINK design leeds be eppiled to any ne,npenent end are for'dry condition"oruse.
5.CompuTrue has no control over and assumes no responsibility for the e.Dscones full bearing at.1 supports shown.Shier or wedge If
fabrication,handling,shipment and Installation of components.
necessary. EXPIRES:. 12/31/2016
� (+]:'�IA fS�G
8.This design is furnished subject to the limitations set forth by 8.Desigshall be n assumes aced on
drainage Is ts,provided.
July 13,2015 tt7 /'GV V
TPWVICA in SCSI,copies of which w10 be furnished upon request 8.Plateses rte nclde won boated
cam r lines.
i faces of trues,and placed so their center
9,Digits Indicate eke of pate In inches.
MRek USA,Inc./CompuTrus Software 7.6.6(1L)-E
W.For basic connector plate design values see ESR-137 t,ESR-1088(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBER SPECIFICATIONS
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 294
SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2917) 1021 7-16=( -55) 198
BC: 2x4 KDDF TABTR 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202
WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 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"OC. SON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2607) 1185 16-17=(-879) 2426 13- 4=( -79) 402
TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431
8- 9=( -62) 151 14- 5=( -669) 1460
OVERHANGS: 0.0" 12.0"
LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 6=( -921) 516
6-15=( -163) 675
M-1.5x4 or equal at non-structural
vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
.0 For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625)
46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed = 2.254"
MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006"
MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133"
IMAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5"
MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
21-10-08 24-01-08
Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
T 'r 12 Truss designed for wind loads
12 M-4x6in the plane of the truss only.
6.00 Q 6.00
9.0"
5 .f.(
3.1'
-3x4 M-3x9
4 6
M-Sx6(S)
-Sx6(S)
0.25" 0.25"
+A
+ +
M-3 � x9
x6
/Np;:,M-9
2
M-1.5x3
i \ M-1.5x3
N
I
,i 11 11cc 12 13't 14 ' 15 16 7 - I Py❑
M-4x6 M-3x4 0.25" M-3x8 0.25"M Sx6(S) M-3x4 M-5x6 '-' �-�cO PRO;r .
M-5x6(S) eco`, N461N '�-• /
51
1 y y l
5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y l mac✓ pt�^7O r�C 'Z�
y 46-00 1-00 cc'. 1--
/,09!82r E
i
JOB NAME : 5019-A POLYGON - C4 / ---') -2
Scale: 0.1395 !�" /� / \
WARNINGS: GENERAL NOTES, unless ethends*noted (/ /
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual -jh, R GONyyyyyN '� �,..
Truss: C4 and Warnings before construction commences. buildinburning component.Applicability is
of design pateeetere and proper 'Al �� p 4k
2.7x4 compression web brsdng must be installed where shown a.
incorporation of component Is Iha responsibility of the building designer. !.
3.Additional temporary bracing to insure stability during construction 2.Design assumes 1M top ash boltom etas 61 to d throughout o brasad at �1 jy
T o.c.ash.119 o.c.reapeclNaly�ed.brecetl dltheir length by J+hy I f1 v
Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). / T`
DATE: 7/13/2015 the overall shuature is the responsibility of the building designer. 3.2x Impact badging or Intent bradng required where shown•e
4.No bad should be applied to any component until after est bradn
ng and 4.Installation of truss la the responsiblAly of the reepecBve contractor.
S EQ.: El3 0112 3 fasteners are compete and at no time should any bads greater then 5.Design assume.trusses are to be used in a non-corrosive environment.
design loads be applied to any component and are for"dry condition"of use. EXPIRES:
/p �+ .A/'a l�.A fy](�{
TRANS ID: LINKresponsibility 8.Design assumes fun bearing at all supporta shown.Shim or wedge if / ( IR S 1G�7i/G+1
5.CampuTNa has no control over ash assumes no rem bit for the 6
necessary,
febnecEen,handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. July 13,2015
0,This design Is furnished subject to the limitations set form by 8.Plates shag be located on both faces of truss,and placed so their center
TPNMCA M SCSI,copies of which oil be furnished upon request. jointInes coincide with
g Digits indicate sbeof plate Mrichhe
MiTek USA,Inc.ICornpUTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311.ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS
TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10=( -88) 62 6-19=( -177) 161
BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C.
WEBS: 2x4 KDDF STAND 2- 3=(-1889) 934 11-12=(-399) 1939 10- 2=(-2077) 931 19- 7=( 0) 576
3- 9=(-1983) 508 12-13=(-316) 1768 2-11=( 0) 574 7-15=(-1893) 373
LOADING 9- 5=(-1513) 996 13-19=(-259) 1960 11- 3=( -357) 131 15- 8=( -271) 178
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD
BC LATERAL SUPPORT <= 12"OC. UON. = 32.0 PSF 5- 6=(-1519) 981 19-15=(-258) 1173 3-12=( -162) 196
DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1654) 929 12- 9=( -26) 469
OVERHANGS: 0.0" 12.0" TOTAL LOAD = 92.0 PSF 7- 8=( -104) 135 4-13=( -750) 260
"` For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 50 13- 5=( -270) 1022
13- 6=( -372) 180
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 354H 5.50" 2.73 KDDF ( 625)
39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.096" @ 13'- 10.0" Allowed = 1.992"
MAX TL CREEP DEFL = -0.182" @ 13'- 10.0" Allowed = 2.589"
MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 90'- 9.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5"
MAX HORIZ. TL DEFL = 0.078" @ 39'- 5.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
21-10-08
f17-10-08
Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
T 1' . T ' T , f load duration factor=l.6,
12 Truss designed for wind loads
6.00 M-9x6 12
in the plane of the truss only.
Q 6.00
4.0"
5 4S(
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JOB NAME : 5019-A POLYGON - C3r , . .
Scale: 0.1432 .✓ ,
WARNINGS: GENERAL NOTES, unless otherwise noted: ---'M1`
Truss• C 3 Bulkier and erection contractor should be advised stall General Notes This design Is based only upon the parameters shown end Is for an Individual
and Warnings before conatructIon commences. building component Appkabllity of design paremetere and proper ✓ OREGON
M �`
2.2a4 compression web bracing mug be installed where shown+, Incorporation of component lame responsibility of the bulWing designer. ,
3.Addtllonal temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be'sternly brand at 1,51
Is Me responsibility of the erector.Additional permanent bracing at 2'o c.end et 13 c.a.rospactNaty unlees braced throughout their bnglh by �.•s .4
DATE: 7/13/2015 the overall structure Is the responsibility
continuoussheathingor
laterlbacingreairethheresendbr drywell(BC). �� '\
connp of the until
tote destpner. 3.to Impact bridging or th lateral bracing required where shown++ UL
{,
SEQ.: K 13 0112 9 4.No bed should be spoiled to any component until after all bracing end 4.Installation of Was Is the responsibility of the respective contractor.
fasteners are complete and et no time should any loads greeter then 8.Design assumes tosses ars to be used Ins non-corrosive environment,
TRANS ID: LINK design loads be applied to any component, and ere for"dry condition.Glue.
5.Compurrus has no control over end assumes no responsibility for the 8.De
�gwasaumea fug bearing at el supports mown.Shim or wedge 1/
hbrtwtion,handling,shipment end Installation of components. 7.Design sumer adequate drainage is provided. EXPIRES: 12/31/2016
8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of toes,and placed so their center July 13,2015
TPVW7CA In SCSI,copies of which 011t be furnished upon request. Ines coincide with joint canter bus.
MITek USA,Inc./CompuTrus Software 7.6.6(iLFE 9.Digits Indicate slze of plate in Inches.
10.For basic connector plate design values see ESR•131 t,ESR-1888(MITek)
This design prepared from computer input by
PACIFIC LUMBER—BC
LUMBER SPECIFICATIONS TRUSS SPAN 39'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, 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(Dir),
DL ON BOTTOM CHORD= 10.0 PSF load duration factor=l.6,
TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind,
Unbalanced live loads have been
considered for this design. LL = 25 PSF Ground Snow (Pg) hush designed for wind so ons
in the planes 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 INC 2012 NOT BEING MET. DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY 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.
21-10-08 17-10-07
412-02-05 12-02-05 5-08-02
9-08-03 T T f
12
T I IM-9x9 12
/- 6.00 2 Q 6.00
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JOB NAME: 5019—A POLYGON — Cl ' —///"."/\
Scale: 0.2125 v 4)
-? OREGON o�,Zr
WARNINGS: GENERAL NOTES, Mess atherwte noted: „-y,
1.Balder end erection contractor should be advised of el General Notes 1.15thbuildesign
ent.only
lupon
ntthe
of parameters
parechewn and is lepror a Individual �' q� 1`� "'..f�
Truss: Cl and Warnings barone canehudron commences. Incorponlbn of component is the responsibility of the building deelgner, 1V{.
I 284 compression web bracing mar be installed where Mown+. 2,Design assumes the lop end bottom chords to be let.relly braced at _ A F 1 C'1/4`
3.Additional temporary bracing to Insure debility during construction 7 o,c.and et 10 u.c,respectively uNess braced throughout their length by V
le the responsibility of the erector.AddBonel permanent bracing of continuous sheathing such as pywood sheathing(TC)end/or dryweA(BC).
DATE: 7/13/2015 the overel structure Is the responsibility of the building designer. 3.24 Impact bridging or littoral bredng required where ehevm a s
SE K 13 0112 5 4.No bed Mould be applied to any component until after Cl bradng and 4.Installation of truss le the responsibility of the reepeciaa contractor. stryf 1/rf
Q• fasteners are complete and at no time should any bads greater than 5.Design names trusses ere to be used In a non-corrosive environmenEXPIRES: 1 GIS I/L01
design loads be applied to any component. and are for"dry Nil bearing
of use.
TRANS ID: LINK 8.DesignaswmseNllbsedngateAwppoMshown.Shim orwedge lf July 13,2015
5.campuTw hes no control over and assumes no responsibility roc the July
fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage Is prodded.
6.This design is furnished subject to the limitations get forth by 8.Plates shall be located on both faces of truss,end placed so their center
TPIAIMA In SCSI copies of which oil be furnished upon request. 9.Ms Digitsstedede b with
joint
ioplatnter e lines.
Ie inches.
MiTek USA.Inc./CompuTrus Software+7.6.6SP1(1L)-Z 10.For basic connector plate design velum sae ESR-1371,ESR-7988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 98'- 3.0"
TO: 2x4 KDDF #168TR ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15
SPACED 24.0" 0.C. Design conforms to main windforce-resisting
TC LATERAL SUPPORT <- system and components and cladding criteria.
12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load duration factor=l.6,
considered for this design. End verticals) are exposed to wind,
LL= 25 PSF Ground Snow (Pg) Truss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP 14-1x2 or equal typical at stud verticals.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to gable end detail for
complete specifications,
DESIGN ASSUMES SHEATHING
TO ONE FACE ONLY
24-01-08 24-01-08
'(
15-02-03 8-11-05
,� 8-11-OS 15-02-03
12 IIM-9x9 1
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1-00 48-03 �. f 897E �r
JOB NAME: 5019—A POLYGON — C10 / ,..//e/'� _=:
_ —..._
Scale: 0.1714 � (t'). ... . _.a
WARNINGS: GENERAL NOTES, unless otbenvlae noted. , "� OREGON ciN. `
Truss: C 10 bulbar and erection contractor should be ed latl of all General Notes This design Is based only upon the parameters croon and la for an Individual rt'dWammgs before construction commences. building component.Applicability of design parameters end proper "'�,iv '9aY; IG I,' �
2.254 compression web bracing must be matched where shown+. Incorporation of component b the responsib9lty of the building designer. _1 r J 44
3.Additional temporary bracing to Insure Sabllny during construction 2 Design names the lop and bottom chorda to be oteropy braced at
DATE: 7/13/2015 le the responsibility of the erector.Additional permanent bracing of goMm cand ontinuous reepecbvety unleac braced throughout their langur by �/1''jl ..A.1;4.
3.
the overall structure la the responsibility of the buidktg designer. 3.21 Impact bridging g such as plywood sheathing(TG)endwr drywall(SC). �"1 l�/1.,
SEQ.: Ni 3 0112 6 4.No load should be applied to any component until after all Miming dpfl g g or lateral braang required where shown.+
g an 4.Installation of buss Is the responsibility of the re-pectse contractor.
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES:
//((]] pp �^s ry I} Y'� ./�v
TRANS ID: LINK design wad.be applied to any component. and are for"dos condition.of use. /gyp IRI�a7. 12131/20IV
S.CompuTrus has no control over and assumes no responsibility for theneoess
S.Design sesames full bearing at all supports shown.Shim or wedge If
tebnoanen,handling,shipment and installation of component.. Designery• July 13,2015
5,ml.design h furnished subject w the limitations set forth by 7.Design assumes adequate drelnege b provided.
TPIN TCA In SCSI,copies of which will be furnished B.Plate.Nsea c aMA be located on both feces of buss,and plapd mi their center
upon request. Wnea colndde with joint center lines.
MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L}Z S.Digits Indicate Pm of plate in inches.
70.For basic connector plate design values as.ESR-1311,ESR-1988(MITals)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 14-15=( -925) 2784 2-14=( -268) 286 19-10=( -229) 191
SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=( -219) 1115
BC: 2x4 KDDF ST&ND3- 4=(-3032) 1298 16-17=( -679) 2426 3-15=( 0) 211 11-20=(-4570) 1774
WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2740) 1256 17-18=( -577) 2143 15- 4=( -58) 189 20-12=( -276) 274
2x4 KDDF STUD A;
2x6 KDDF #2 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=(-2131) 1161 19-20=(-1955) 3744 16- 5=( -160) 653
TOTAL LOAD = 42.0 PSF 7- 8=(-2682) 1362 5-17=( -907) 514
TC LATERAL SUPPORT <= 12"00. UON. 8- 9=(-2688) 1258 17- 6=( -802) 1638
BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-5235) 2116 17- 7=( -790) 554
LL = 25 POP Ground Snow (Pg)
7-1B=( -367) 774
OVERHANGS: 12.0" 12.0" 11-12=(-5254) 2022
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE11-12=( -59) 118 8-18=( -236) 196
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -2) 62 18- 9=(-1344) 594
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=( -935) 2622
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
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. 2: Desian checked for net(-5 nsf) uplift at 24 "oc smaciI,g.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100
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 = 0.340" @ 32'- 2.0" Allowed = 2.367"
MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156"
MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133"
24-01-08 24-01-08 MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2"
MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2"
6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 Design conforms to main windforce-resisting
T f f f T T f f f 1 I system and components and cladding criteria.
12
12
6.00 M-4x6 Q 6.00 Wind: 140 mph, h=25.7ft,one TCis and.claddi=6.0, ASCE 7-10,
4.0" (All
All Heights) fEncloseEnclosed,
Cat.2, Exp.B, MWFRS(Dir),
6 Truss designed for wind loads
•!
M-3x4 in the plane of the truss only.
3.1 7
M3x9 M-6x6(5)
M-5x6(::n _ ; d
5 M-1.5x3
s\
� 0.25"
4 /
M-1.5x3
+
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M-9x12
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o M-1.5x 21AL
M-6xa19� D 3
1
1
ti la M-5x6 M-3x4 b625" M-3x8 M-5x10 M-4x12 '-,
M-5x6(S) ..3.50 3.50 G>
J. y y
J, y 12 y 12 y 4��0d P R Qi ,0
8-00-12 8-00-12 a-oo 8-01-08 y 7-09-04 y e-02-12 y y ��C •r.,..E19. /0
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1-00 32-03 17
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JOB NAME •. 5019-A POLYGON - C8 5'71;7<.---'
Scale: 0.1194
P 6- ��-
WARNINOS: OENERAL NOTES, uMauotherwhe noted /
1.Builder end erection antredor should be advised of al General Notes 1.This design Is bawd only upon the parameters shown end is for an Individual '7 .OREGON N.
Truss: C8 and Warnings before conetrudbn commences. building component.Applicability of design parameters and proper -'0',4.110 AY �' o ,C'`
2.204 compression web bracing must be Instated shwa shown+. incoryontlon or component Is the responsibility of the bolding designer. !'
p •
2.Design assumes the top end bottom chords to be laterally braced et + /
3.Additional temporary bracing to Insure daddy during condrudion 7 sc.and at ID sc.nepedNsN uNeea braced throughout their length by J/w+�� ` V
lathe responsiblily of the erector.Additional permanent bracing of continuous sheeting such ea plywood aheaming(TC)and/or drywel(BC). A U s•= I-
DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral teeing required where shown++
SE K 13 0112 7 4.No load should be applied to any component until after al bracing and 4.lnetallenon of truss is the responsibility of respecdve contractor.
Q•: fasteners are complete end at no time should any wads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment
design wads be applied to any component. and are for"dry full bearing
of use.
TRANS ID LINK pon. 6.Design assumes Wlbea ng etaRwpponsemwn.Shim orwedgeB EXPIRES: 12/31/2016
5.CompaTrue has no control over end assumes no responsibility for m. meddlers
(vitiation.handling,shipment end lnsisllaton of components. 7.Design assumes adequate drainage is prodded. July q 1 3,2015
8.This design is furnished subject to the limitations set forth by 8.Plates shall be orated on both faces of truss,and placed Co their center
TP6'MCA in SCSI,copies of which will be furnished upon request. 9.lineDie.coincide
iincdte with
Jointo t center
lines
in inches
MiTek USA,Inc./CompuTrue Software 7.6.6)1L)-E It.For basic connector plate design values see ESR-1311,ESR-1888(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14=( -938) 2787 1-13=( -155) 198 8-18=( -935) 2622
BC: 2x4 KDDF #TABTR SPACED 24.0" O.C. 2- 3=(-3035) 1335 19-15=( -836) 2746 13- 2=(-3169) 1257 18- 9=( -229) 191
WEBS, 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16=( -679) 2427 2-19=( 0) 211 18-10=( -222) 1117
2x4 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=( -581) 2143 14- 3=( -88) 189 10-19=(-9570) 1774
2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18=(-1039) 3141 3-15=( -400) 292 19-11=( -276) 274
DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 1362 18-19=(-1459) 3744 15- 9=( -167) 653
TC LATERAL SUPPORT G= 12.0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258
BC LATERAL SUPPORT <= 12"OC. UON. 9-16=( -907) 514
8- 9=(-5235) 2115 16- 5=( -808) 1639
OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-5259) 2021 16- 6=( -790) 554
** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -59) 118 7-17=( -367) 774
11-12=( -2) 62 7-17=( -236) 196
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 17- 8=(-1399) 593
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( 625)
48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (1485)
(COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed = 2.367"
MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156"
MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2"
MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2"
I
29-01-08 24-01-08 Design conforms to main windforce-resisting
6-01 6-00-10 5-11-01 6-00-13 f9-00-12 3-11 3-11-08 3-11-08 3-11-08 9-03-04 system and components and cladding criteria.
T f f 1 f f f T T f T Wind: 140 mph, h=25.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10,
12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r),
6.00 M-4x6 load duration factor=1.6,
Q 6.00 Truss designed fox wind loads
5 9.0" in the plane of the truss only.
14(
M-3x4
M-5x6(5)
M-1.5x3 M-6xa(S)
0.25" 0.25"
3„ M-3x9
M-3x6
M-9x12
M-1.5x3o � „ M-1.5x30orlp7,..___________8m_,..3
M-6x8 "........."...............,_,411
y 2 -+(
I 13** I
X19 IT
M-5x6 M-3x4 01525" M-3x8 M-5x10 M-9x12 ti
M-5X6(S) . 3.50 3.50
12 12
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JOB
NAME : 5019-A POLYGON - C9 / �_
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Scale: 0.1197 -- /��"
WARNINGS: GENERAL NOTES, unlelmolheretsa noted: 'F
Truss: C91.Wilder and erection conbadorshould he advised of all General Notes 1.This design Is based only upon the parameters Mawr and„for an Individual 11R CG/,N �_J
and Warnings before construction commences, building component Apoloabnity of design parameters and proper OREGON l.1 V
2.2s4 camproaalon web bracing must be Instated where shown a.
Incorporation of component b the responsibility of the building dealgner. y-y/,.
3.Adtlgbnal temporary bracing to Insure Wbllay during construction 2.Design assumes the tap and bottom dtoMs to he eterely braced at '�� Gi4 h`� .1 �(�'
Is the respensibllity of the erector.Additional permanent bracing of T o.c.and at iG o.c.reapaclNey unless braced throughout their length by al I f
DATE: 7/13/2015 the overal structure lathe responsibility of the balding designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), /y ('���
4.No load should be applied to an 4.InOImpact bridgingusor lateral bracing required when shown t a A L. `,
SEQ.: K 13 0112 B pPA y component until after all bracing and 4.Inaeletbn of Wee la the responsibility of the respective contractor.
fasteners are compete and at no time should any bads greater than 5.Design assumes Wsses are to be used Ina non-corrosive environment.
TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use.
5.CompuTrua has no control over and assumes no reeponeiblley for the 8.Dealers assumes full bearing a1 at)supports shown.Shim or asdgs if EXPIRES: 2/31/20t6
necessafebdcatbn,handling,shipment and installation of components. T,Design assumes adequate drainage is provided.
B.This design is furnished sulliedto the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center July 13,2015
TPINYTCA In SCSI,copies of which wig be furnished upon request. lines coincide with joint center linea
MITek USA,Inc./CompuTNe Software 7.6.6(1 L}E 9.Digits Indicate size of plate In Inches.
70.For basic connector plate design values see ESR-1311.ESR-7988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-253) 372 3-6=(-412) 239
SPACED 24.0" O.C. 2-3=(-437) 205 6-4=(-120) 97
WE: 204 KDDF S163DR 3-4=( -80) 74
WEBS: 2x4 KDDF STAND
LOADING 4-5=( -7) 3
TC LATERAL SUPPORT <= 12"OC. 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
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 371V -36/ 105H 5.50" 0.80 KDDF ( 62 5)
8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11
REQUIREMENTS OF INC 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: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL = -0.146" @ 4'- 5.1" Allowed = 0.358"
4-10 3-08-08 0-03-12 MAX BC PANEL TL DEFL = -0.220" @ 4'- 5.1" Allowed = 0.478"
MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.8"
12 MAX HORIZ. TL DEFL = 0.004" @ B'- 4.8"
9.00
M-1.5X3 Design conforms to main windforce-resisting
5 system and components and cladding criteria.
Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
= load duration factor=1.6,
Truss designed for wind loads
so
rn
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - E2 Scale: 0.5598 1'7 �Nry
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I. da GENERAL.This design
udaup on the eenolaE 1? OREGON N. �},
I.Bolder end erection anhactor Mould be advised of all General Notes 1.This building
co p based only upon y parametersparameters Mown end Is roper IntllWdwl
Truss: E 2 entl Waminga habro ane nx1bn commences. building component.Apgnebllhy of design ypithsend proper !Y.
2.204 compression web bradng trust be Installed utters shown v.
Incorporation or component b the responsibility atlha bulding designer. 9 .4 f'1 y '�6 !.'C
3.Additionel temporary bracing to Insure stadlry during construction 2 Design assumes the tap end bottom aroma to be lelerelry braced et al f �'I✓
by
Is the responsibility of the erector.Additional permanent bracing of 2'continuous
and et e 0 o respectively unlade braced throughout rhek length). {'�
Pa antina nd sheathing such ti plywood sheathing(TC)brcedtrou and/or tlrylength). PA U {s`
DATE: 7/13/2015 the overall structure Is the responsibility ohne building designer. 3.2o Impact bridging or lateral bradng required when eho0m s o
S E K 13 0112 9 4.No load Mould be applied to any component unt1 after al bradng and 4.Installation
of
truss
the
are wbuatye f the
h nooc�mme coactor.environment,
Q• redaners are compete and at na time Mould any bade greater than and are for"dry condition"of use. EXPIRES:
.l/�Y�.{Jl�/�{/�
T RAN S I D: LINK design bads be applied to any component. 8.Design assumes MI bearing at all supports shown.SIm or wedge If /Xf (RES. I GIa7 1 I L V I V
5.Com WTrue hast m control over and assumes m responsibility ler the necessary, q
fabrication,handling,Mipment and Installation or components. 7.Design assumes adequate drainage Is provided. JUIN/ 13,20155
N.This design is furnished subject to the limitations set forth by 8.Plates shall be baled on both faces of truea end placed so their center
TPII'MCA In BCS!,copies of Mach vcN be Colored upon request. 9.In..oindindden e 4thsizo poen teoint r Innes.
DigitMiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1O.For basic connector plate design values see ESR-1311,ESR-7980(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc
TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 spaci�g.
Design conforms to main windforce-resisting
BC: 209 KDDF #'&BTR SPACED 29.0" S.C.
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20ft, cl os ed.2,BC DL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD = 92.0 PSF load duration factor=l.6,
End vertical(s) are exposed to wind,
LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall 00/.
M-102 or equal typical at stud verticals.
12 Refer to CompuTrus gable end detail for
9.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
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JOB NAME : 5019—A POLYGON — El '
Scale: 0.8258 .'-. \l /
WARNINGS: GENERAL NOTES, unless otherwise noted: ,(�r��r/ /'y
Truss: El I.Budder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is for an Individual —74, R�GON F,, r
and Warnings before construction commence.. building component ApplMzbilily or design parameters and proper ► y(�J
2.2r4 compression web bradng must be'Walled where shown+.
Incorporation of component I.the responsibility of the building designer. A,y� &gal Y 5 fn [s.
3.Adtlebnel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chord.o be bterelly braced at r - X
le the responsibtity of the erector.Additional permanent bracing or T Dace and at uous sheathing
e Dace r.000..sly unless braced throughout their length by
DATE: 7/13/2015 the ovareN structure Is the reeponsibhity of the building designer. 3.2i in loped bnd Ing'orlater.'later.'bracing shr a where.entl,a dryvnN(BC). /"s (1\
4.Na load should be applied to any component ante as.r all br.dng and 4.Installation or truss is the responsibility or the repedtNe contr.dar. I'"' `*
SEQ.: K 13 0 113 0 fasteners are complete end at no time.haunt any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment
TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 12/31/2016 f d�j d//]/
5.CompuTrus Mem control over end assumes no responsibility for the fie Depen assumes Nil bearing al all supports Shawn.Shim or wedge if EXP'R I=S: 12/47d!'L V
fabrication,handling,shipment end Installation of component.. 7.Design aneceessumes adequate drainage Is provided.
July 3,2015
8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces dimes,end placed so their center
TPW41 CA in BCSI,copies of which will be finished upon request. linea coincide with joint center line,
Weir USA,Inc./CompuTrus Software 7.6.7(1L)-E S.Digits Indicate sire of plate In inches.
10.For basic connector plate design values see E5R-131 t,ESR-1588(Wok)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-213) 156
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 75
WEBS: 2x4 KDDF STAND 3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -77/ 428V -29/ BBN 5.50" 0.6B KDDF ( 625)
OVERHANGS: 12.0" 0.0"
LL = 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.95 KDDF ( 625)
M-1.5x4 or equal at non-structural 1
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Deft uplift at 24 "oc spaciilg.
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 = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed= 0.392"
6-06-08 0-03-12 MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed = 0.588"
T T T
MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5"
12
MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5"
4.00 D
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-1.5X3 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
3
rn
o
load duration factop=1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - E3l'41..-.....,77,,,''' .__..
Scale: 0.6053 / f J
WARNINGS: GENERAL NOTES, uNasa otherwise noted - v OREGON 1.Builder and erection nontrador eBedd be advised of al General Notes 1.Thla design la based only upon the parameters shot.and is for an individual ,/f 1, OREGON D
Truss: E3 and Warnings before onstrudmn ommenra. balding component,Applicability of design parameters and proper + /V r
2.Z.ompressionw°b bracing must be installed where show.*. Inorporotbn alomponeM is the responsibility of the balding designer. +'�' �� .{L'3 /, •
3.AddBbrl temporary bracing to insure stability during onstrudion Z Design assumes the top and bottom chorda to be ctbrely unless braced throughout
braced at 1 _41�y
la the responsibility of me erector.Additional permanent bracing of continuous d°sheathingrsuch°as ahsathing(TC)and/orrywalengthC). y
DATE: 7/13/2015 the overall°trudura Is the responsibility of the building designer. 3.Se impact bridging or lateral bracing required where shown•• r-A UL- s
SEQ.: K 13 01131 4.No mad should be applied to any component until after all bracing and 4.Installation corms lame rasponabllty of respectNe contractor.
fasteners an complete and at no time should any bads greater than 5.Design tasume°trusses are to be used Inc noncorrosive environment.
TRANS I D• LINK design bads be applied to any component. and are ssumeor"dry condition"of use,
5.Cempalrus has no control over and assumes no responsibility tor the 6.Design rams.ftdl bearing at al supports sawn.tial.or wedge If EXPIRES; 12/31/2016
ry. I p
fabrication,handling,shipment and Instals.on of components. 7.Design assumes adequate drainage is provided. July 13,2015
8.This design is furnished subject m the limitations rt forth by 8.Plates shat be located on both faces of truss,and placed so their center
TPW.TCA in 8051,copies of which wet be Nmlehed upon request. etles Indicate with
Joint platy tte lines.
S. .
MITek USA.Ino./CompuTrne Software 7.6.6(1L)-E to.For basic onnedor plate design values re ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=(-226) 171
BC: 2x4 KDDF #16 BTR SPACED 24.0" O.C. 2-3=(-52) 49
WEBS: 2x4 KDDF STAND2-6=(-134) 219
3-4=( -7) 3 6-3=( -70) 32
LOADING
TC LATERAL SUPPORT <= 12"OC, UON. 12 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT 0= 12"OC. UON. 4.00 D DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -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)
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 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.9" Allowed= 0.077"
MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.116"
M-1.5x3 MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.5"
9 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5"
3
Design conforms to main windforce-resisting
M-3x4 I I system and components and cladding criteria.
2 I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
0 Truss designed for wind loads
in the plane of the truss only.
to
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JOB NAME : 5019-A POLYGON - E4 89782 PE ��
Scale: 0.9828fr- o10,' -."-
WARNINGS: GENERAL NOTES, unless otherwhe noted'1r OREGON
`-��'N`
Truss: E4 Builder and erection contractor should be advised sna General Nolte ?his design is based only upon the parameter,shown and is for an individual �j� OR GVN a.
and Warnings before construction commences. building component Applicability of design parameters and proper -�; O
2.2c4 compression web bracing moat be installed where mown+. Incorporation of component la the responsibility of the building designer. J,,7=1 4 ti y ,
3.Additional temporary bracing to insure stability during condrucWn 2.Design stromas the top and bosom Mottle to be laterely brentl at -�/
is me responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10 o.c.respectively unless braced throughout their length by (,n �,a,`
DATE: 7/13/2015 Reuse structure Is the responsibility of the building designer. continuous Maiming suchasptywooduirewhere)end/or Oryweg(BCJ. (�y [j V
g 4.In Impala bridging la lateral pricing required of the Nepenthe
*howl t e /'^' s a
SEQ.: K 13 0113 2 4.Na load drama be applied m any component anti alter an eroang and 4.Installation of Wu le the responsibility of the reapedNe contractor.
fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-mrmaivs environment,
TRANS ID: LINK design bads be applied to any component. end are for^sty condition"of use.
B.Designessassumes MI bearing at all supporta shown.Shim or wedge if
5.CompuTrus has no control over and stromas no responsibility for the
EXPIRES:
'R E 12/31/2016
fabrication,handling,shipment end lnatallatien of components. ry' d. 1
6,This design is furnished subject to the limitations set forth by 7.Design halassbe ecated nded one n botdrah
fags k hose,an July i 13,2015
TPINVTCA In SCSI,coplaa or which sib be furnished upon request. S Cocaacolncb with Joint ocentternllnes.a Whose,and placed so their center
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E e.Digin Indicate she of plate in Inches.
70.For basic connector plate design virtues tee ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185
BC: 2x4 KDDF 41613TR SPACED 24.0" O.C. 2-3=(-109) 91
3-4=( -7) 3
WEBS: 2x4 KDDF STAND
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625)
OVERHANGS: 12.0" 0.0"
LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -91/ 350V 0/ OH 5.50" 0.56 KDDF ( I )
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacipg.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508"
8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762"
1 'r '1 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2"
12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2"
4.00 D Design conforms to main windforce-resisting
M-1.5x3 system and components and cladding criteria.
4 -/
3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir),
X 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 e-
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Scale: 0.5732 / C�
WARNINGS: GENERAL NOTES, unless otherwise noted'
I.Builder and eredbn contrador should be advised of ad General Notes 1.Thls design Is based only upon the parameters shown and Is bran individual -9 .OREGON �� Q"'
Truss: P2 end Warnings before construction commences budding component.Applicabiltyofdesign parameters and proper 0 „z
1.2c4 compression web bracing must be installed where shown".
incorporation of component Is the respondbRt9 of the building designer. 9 '�RY `J
3.Additional temporary bracing b Insure stability during construction 2.Design assumes ms tap and bo8om chorda b les lelare9y braced el
Is the re sibii f the erector.Additional permanent bradn f 7 continuous
and at 79 h.c.rsuchesply plywood
s brawl ihrcug and/or
rtdry length by Pq U L ' 1/4\`Spon dY o germane g o continuow shaming each es plywaotl shaming(TC)ant/or tlryweA(BC). `
DATE: 7/13/2015 the overall structure lame responsibility of building designer. 3.ac Impel bridging or lateral bracing required where shown•
•
SE K 13 0113 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss lame responsibility of the respective oontrador.
Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trines.are to be used Ina noncorrosive environment
design bade be applied to any component. and are for"dry condition'.of use.
TRANS ID• LINK 6.Dsbgnassumes full bearing atalsuppedeshown.Shim orwedge if EXPIRES: 12/31/20
5.CompuTrus has no control over and aatumes no responsibility ler the necesssry.
fabrication,handling,shipment end installation of components. 7.Dealgn assumes adequate drainage la provided. July 13,2015
8.This design M furnished eabfed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
TPIMITCA in SCSI,copies of which will be furnished upon request. g,lines coindde Digitindicate bee jointof center
.
s.
MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x9 KDDF #16BTR2-3=( 0) 36 2-5=(-53) 69 3-5=(-266) 185
SPACED 24.0" O.C. 2-3=
WEBS: 2x9 KDDF STAND (-109) 91
3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -34/ 101H 5.50" 0.79 KDDF ( 625)
M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) B'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625)
Vertical members (uon). 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 spacitg.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508"
8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762"
1 1 1 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2"
12
MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2"
4.00
Design conforms to main windforce-resisting
M-1.5x3 system and components and cladding criteria.
4
3 -/
Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10,
_ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
Z load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5019-A POLYGON - P1
Scale: 0.5732 // -. \ 1
WARNINGS: GENERAL NOTES, unless otherwise noted - 1
Truss: P 1 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual "'�!OREGON N.
and Warnings before construction commence. building component.Applicability of design parameters and proper l '
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2.254 compression web bradng must be installed where shown a, Incorporation of component la the responsibility of the building designer. '9.60
,,,ay� ^ '(a�
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be eerally braced al - -'l.ii
Is the reepondblllty of the.radar.Additional permanent bracing of 2 o.c.and at 70 o.c.reepectivety unless braced throughout their length by /A
DATE: 7/13/2015 the oven structure is the responsibility continuous sheathing such as plywood sheathing(TC)ands dryweA(BC). PA
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sponsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown*v +"1 V L 1`
S EQ.: K 13 0 113 4 4.No load shoukt be applied to any component unla after all bradng and 4.Installation of truss Is the responsbllty of the respective contractor,
fasteners are compete and at no time should any loads greater than 5.Design assumes busses ere to be used In a non-corrosive environment,
TRANS ID: LINK design loads be applied to any component and are for-dry eondnlon•of use. ��// c 12/31/2016
5.CompuTrue has no control over and assumes no responsibility fur the 6.Design assume.lull bearing al all supports shown.Shim or wedge II EXPIRES:
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes d.
8.This design a furnished subject to the limitations set forth by 8.Plates shah be located ueneboth faces oftruss,drainage is and placed so their center July 13,2015
TPW.'FCA In BCSI,copies of whkh will be furnished upon request. lines coincide with Jolts center lines
9.Digits Indicate eke of pets In Inches.
MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 Bee(MITek)