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BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 11/21/14 TRUPLACSSCCA"LLCT°ULLATIO Sam°
PROJECT TITLE: REVISION-i: DRRAAWNOS' °FORA STLF�URTH'AL ER ag ^r. •
-
5017-B POLYGON INFORMATION.
BUILDING
F°RECORD s
RESPONSIBLE FOR ALL NON-TRUSS
PLAN: DRA VVN BY DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING
5017$ 1 B- CHECKED BY.: DFSREVIEW AND"A OVE RECORD TO }}�} g�} �II (C)MPAN_ Y
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. of ! [[ V
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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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liTek USA, Inc. I Compulrus ►are:
_ Warnings General a _.
WARNINGS. .
I; Builder and erection contractor should be a iv ised of a .pfsl ral.Notes:
.,and Warngs befog on comm
e canstructi ueart�s:
2. 2x9:compteessioi :web bracing must,be l wher4...-.„0.,0,...0..._0,.
3 a�l Addiion !temporary bracing:to insure stabTity during_construction
is the.responsiitii*..`offthe:erectgr.Additional permanent: ;flf
the;overall-tructure is=the•`responsibilityof t -0-0,0ildingi e'. :
4:. No-toad should be::appiiiiii:o any component unt a•fterall b acing and .
lime should a- toads
fasteners arra# :af1d 4t.nb:. .. .. n3f:.. .. .: ..
design,loads.be;ap . any.componen
t;
5it .: .,-CAnptlrw,h' . nacn.hApA.T and assumesono:: _i_�5►_f
fabrication,.handling.shiiment.and: istalation of:compo encs. _:
•
6.. Tt is:±design isfinii shad:stit :ta;thea :set:forth by
Ttiiiv TCA inBCSI.eopies.ofwhich=wilt be funiished u} t ret t.
GF..Iimg. txrES:unless apse(iate&
f T+a-di §gn:is: . ?'r o1:-.0*arameteirs:shown foran incfivnl at p
bedding.component.APPlic i yo d n:par `prof
incorporation;of: ents +es'ponsi ityof e wig• `.
2. Design.assumes-thetop.and_botttom Y .
:cit to tre .........
2'o_c andat-10 9_c. respectiveiy.unlessbracedthroigt # length.by
continuous:sl eating such as:.p tood..- (TC)'andf-t ; wall );
3:, 2x Impact: ing:or lateral:bracing.required where;shown+4. ,
4:: Installation of vig*.Js ihe lesposthility..otthe: especti .ve '.
6,. tin assumes.;t are tot =used m.a. _ -
and are for:'dty '`of use: • ,`; ..
B: Designassumes ftiilbearing atall-suppoits gldwn:Shiih.or`WOO'if`
nom_
7. P0.0406.00100:t.. ,d e draiinage is provided.
. 8_. Plates sib be loc ated on biith.faces Af truss,:and placed so` i ent, lines
coincide with:jointzaenter tines. ,.
3.. Digits.:irt tia.size:ofplate..in i .:....
10. Forbasic:.connect .plate design values.see ESR:1311,ESR-1988(li i'ek).
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EXPIRES'.4,Zra
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1III'I OHO as , This design prepared from computer input•by I
ful PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" 'COND. 2: Design checked for net(-5 pad) uplift at 24 "oc spacing.'
TC: 2x4 HOF N1CBTR LOAD DURATION INCREASE - 1.15 Design conforms to main wlndforce-resisting
BC: 2x4 KDDF 110TR SPACED 24.0" 0.1• system and components and cladding criteria.
TC LATERAL SUPPORT <- 12"0C. UON. LOADING Wind: 140 mph, he21.2ft, TCDL•4.2,BCDL^6.0, ASCE 7-10,.
BC LATERAL SUPPORT <o 12"0C. UON. IL( 25.01+01( 7.0) ON TOP CHORD - 32.0 PSF (A11 Heights), Enclosed, Cat.2, Exp•B, HWFRS(Dir),
DL OM BOTTOM CHORD - 10.0 PSF load duration factor=1.6,
TOTAL LOAD . 42.0 PSF •
Truss designed for wind loads
LL 25 PSF Ground Snow tPq} in the plane of the truss only.
Cable end truss on continuous bearing wall v8T'
. LIMITED STORAGE DOES ROT APPLY DUE TO THE SPATIAL H-102 or equal typical at stud verticals.
REQUIREIMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. Refer to CompuTrus gable end detail for
complete specifications. •
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '
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JOB NAME : 5017-B POLYGON - Al Scale: 0.4317 ��tp PROFF��n
WARNIN08: GENERAL NOTES,unless otherwise noted: '� QIN U�
1.Builder end erection contractor should be advised al ail General Notes 1.This design Is baud only upon era parameters clown and Is for en Indfvlduel .CO. N p5
Truss: Al end Wminee before construction commences. building component.Applicability of design parameters and proper (� G )I1 I
2.2x4 comprosslon web bracing must be matched where shown+. Ineorporaton of component Is the responsibility of he building designer, .,_ v(l;(�/
3.Addidonsl temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom Mohs to b laterally binned a
DES. BY: LA Ta.e.and at l0'o.c.respectively unless braced throughout their length by �92��.PE f
Is the responalbility of the erector.Addidonel pannanent bracing of oontlnuous sheathing such as plywood sheathing(TC)and}or dywel(BC).
DATE: 11/21/2014 the oeerell structure h the reaponaibtly of the building designer. 3.2x Impact bridging or lateral briningrequired where shown••
4.No load should be applied to any component until after a0 bradng and 4.Installation citrus,to the responsibility of the respedNe contractor, _
SEQ. : 6120750 fasteners are complete end eine Mme should any loads greater then 6.Design assumes trusses ars to be used In a non.corrosia environment, �� ..
design loads be untiedtoany component and are for'dry condHon of en.
TRANS I D: 412891 5.Cornea=has no control over and assumes no responsibility for he B•Design enemas fug bearing at all support;shown,Slim or wedge 11 a1 Q EGQN
necessp
lebrketion,handling,Moment and in deflation of components. 7.Design easumes adequate dralnege b provided. �G I'' fit`
8.This design Is 11rmiehed sub)nct to the limitations set forth by B.Plates shall be located on both(aces of truss,end placed so their center / °y
Illlll VIII Ilan VIII ILII IIII VIII IIII IIII 7PNWfCA In SCSI,copies of which Wil be furnished upon requeq. Braes coincide Wei foint center lines.
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MITak USA,IRC/COmpUTfUs Software T.6.6(1t)E 10.For basin connector plate design values see ESR-1311,ESR-1088 iMlTek) 1// /31R10-
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EXPIRES:12/31/20151
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(I��IIIII��1I This design prepared from computer input;by
1II PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq-1.00.
TC: 2x4 KDDF CARTE LOAD DURATION INCREASE - 1.15 I- 2.1 0) 76 2- 8-(-1611 866 3- 8.1-256) 209
BC: 2x4 ROOF 91LBTR SPACED 24.0" O.C. 2- 3-(-1046) 267 8- 6-1-206) 866 8- 4-1 -39) 435
WEBS: 2x4 KODF STAND 3- 4•1 -784) 176 8- 5•(-256) 209
LOADING 4- 5-1 -784) 176
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)FDL) 7.0) ON TOP CHORD - 32.0 PSI 5- 6-1-10461 267
BC LATERAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CHORD - 10,0 PSI 6- 7-1 0) 76
TOTAL LOAD - 42.0 PSF
OVERHANGS: 18.0" 18.0"
LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX FIORE BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 862V -87/ 87H 5.50" 1.38 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 K006 ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DM - 0.013" @ -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" 8 -I'- 6.0' Allowed - 0.200"
MAX LL DEFL - -0.022" @ 8'- 2.7' Allowed - 0.777"
MAX IL DEFL - 0.013" @ 17'- 11.5' Allowed . 0.150"
MAX Ti. CREEP DEFL - -0.014" @ 17'- 11.5" Allowed - 0.200°
MAX BC PANEL TL DEFL - -0.047' @ 12'- 8.6° Allowed - 0.451"
•
MAX HORIZ. LL DEFL - 0.011" 8 16'- 0.0'
8-02-12 8-02-12 MAX HORIZ. TL DEFL - 0.017" 0 16'- 0.0"
f f 1 Design conforms to main windforce-resisting
4-03-12 3-11 3-11 4-03-12 system and components and cladding criteria.
f f 1' f 'f •
12 12 Wind: 140 mph, h-22.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,_
6.0017 II14-4x9 '3 6.00 (All Heights), Enclosed, Cat.2, Exp,B, HWFRS(Dir),
44.0" load duration factor-1.6,
r 'Truss designed for wind loads l
in [he plane of the truss only. 1
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JOB NAME : 5017-B POLYGON - A2
Scale: 0.3067 (� P
WARNINGS: GENERAL NOTES,unless otherwfee noted: [t��'r\ � ����°�
1.Builder end erection contractor should be advised of ell General Notes 1,This design Is bleed Doty upon the parameters shorn,end h for on Indlvtdud J • N
Truss• A2 end Warnings before construction eommonees. building component ApplkeblDfy of design parameters and proper 43/27/T
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2.2x4 commotion web booing must be inst0ed where shown.. incorporation of component Is the responslbBty of the building designer.
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3.Additions]temporary bracing to insure etabtlty during canatrucfon Design soma the top and bottom chords robe orally braced at fi-' z 92 6•P E (-
DES. BY: LA I:the responsmm of the erector.Additlonel permanent bracing of 2'o.c.and alto'c.o.respectively unless Wand throughout their Ianggetiii by
ty oonenueus sheathing such as plywood sheathing(TC)andfor drywatl(00). /
DATE: 11/21/2014 the overall structure is the responsibility of the bending designer. 3.2x hoped bridging or lateral bracing rewired where shaven. •
•
4,No load should be applied to any component until after e0 braving end 4.Inatsilagief
on of to is the responNtimty el the respective contractor.SEQ. : 6120751 fasteners ere complete end et ne One should arty loads greater then 6.Design assumes busses ere to be used in s noncorroeNs environment,
design loads be applied to any component, end aro for'dry condition-of one.
TRANS I D 412 8 91 H.CompuTrus has no control over end assumes no responsibirfy for the N.Design assumes MI bearing at an supporta shower.Shim or wedge if rA Q
necessary, �t OREGON 1C/ .
febrtoegon,handing,shipment and installation of components. 7.Design assumes adequate drainage le prodded. - �,, .'Ff 4,
( 1 I 9.This design Is furnished subject to the imitations set forth by e.Metes shell be locatedonbath ram of buss,and placed so their center <O 1 fr 14 20� ��.
IIII I VIII III VIII VIII VIII VIII(III IIII MITek USA,Inc/COmpuTni Software 7.G.B(IL)•E request. 10.lines
Foe bealo connectoornt r pratenter lines.
design values see£all-1311,ESR-1500(MITex) S
11 9.Digits indicate size of late In Inches.
u EXPIRES:12/31/2015
11111111 a , This design prepared from computer input_by -
t PACIFIC LUMBER-BC r
LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00
TC: 2x4 KDDF 410818 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 76 2- 9-1-1556) 7382 9- 3-1 -134) 72 7-13"(-392) 1860
8C: 2x6 KDDF 41697R 2- 3-( -8526) 1816 9-10=1-1560) 7388 3-10-( -154) 548
WEBS: 2x4 6008'STAND? LOADING 3- 4-( -8708) 1992 10-11-(-1624) 7552 10- 4=) -582) 2788
2x4 OF STAND A? LI. . 25 PSF Ground Snow (Pg) 4- 5-( -6820) 1562 11-12-1-1608) 7450 4-11-(-2524) 576 .
2x6 KDDF 82 8 TC UNIF LL( 50.0)+011 14.01= 64.0 PLF 0'- 0.0" TO 16'- 5.5'5.0 6=( -6824) 1562 12-13-1-1932) 8792 11- 5-1-1348) 5918 '
BC UNIF LLI 0.0)+DL( 20.0)- 20.0 PIE 0'- 0.0" TO 7'- 0.0%47-1 -8568) 1924 13- 8-1-1950) 8880 11- 6-1-2354) 548
TC LATERAL SUPPORT <" 12"0C. UON. BC UNIF LL( 420.8)+01( 306.2)- 727.0 PLF 7'- 0.0" TO 16'- 5.5'7.08-(-102501 2268 6-12-( -550) 2526
8C LATERAL SUPPORT <- 12"OC. UON. 12- 7-(-1404) 342
++ADDL: BC CONC LL+DL- 2975.0 LBS 8 6'- 0.0"
OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
( 2 1 complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 0'- 0.0" -1041/ 4661V -74/ 86H 5.50" 7.46 ROOF I 625)
( Join together 2 ply with 3"x.131 DIA GUN 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KIM ( 625)
nails staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
1 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psi) uplift at 24 "or spacing.)
9" oc in 1 rows) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL - 0.003" 8 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.003" 8 -1'- 6.0" Allowed - 0.200"
MAX LL DEFL - 0.072" 8 10'- 7.3" Allowed - 0,777"
MAX TL CREEP DEFL - -0.200" 8 10'- 7.3" Allowed = 1.036"
e. HANGER BY OTHERS TO APPLY CONC.
LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. 1L DEFL - -0.023" 8 16'- 0.0"
MAX HORIZ. IL DEFL - 0.050" 8 16'- 0.0"
8-02-12 8-02-12
T '1 .f Design conforms to main windforce-resisting '
3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria.
T i 1 1 T 1. 1. Wind: 140 mph, h-22.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,'
12 12
6.00(7 M-4x6 d 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
4.0" Truss designed for wind loads
S ,f7,..( in the plane of the truss only.
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JOB NAME : 5017-B POLYGON - A3
Scale: 0.3135 �Q\,o'P R 04S
WARNINGS: • GENERAL NOTES,unless oetern4senoted: L� G.IN 4�
1.Sunder and erection contractor should be wished of en General Notes 1,This design le based only upon tht peremetere shown and Is for en Individual `J 1 N .Q
Truss: A3 end Warnings before construction commences. building component Appfc.bifIy of design pommel=and proper V// /�//ww ��f}--
2.254 compression web bracing must be Installed there shown+. Incorporation of component Is the respone@flay elate building designer. ((� (I1 Y' _v'�
2,Design assumes the lop and bottom chords to be Ideality braced et �f
3.AddaonaltemporarybracingtoInsurestabilityduringconstruction �'• '9L PE
DES. SY: LA b the roe onaibig of the erector.Addtlonal permanent Wasin I 2'o.c.end et 10'o.c.respectively soles,braced throughout theft length by
p tl' g° continuous sheeting each es plywood sheathing(TC)end/or drywall C).
?-
DATE: 11/21/2014 the waren structure la the raaponeibmly of the building designer. 3.214 Impact bridging or lateral bracing required where shown•r / . ,
4.No load should be applled to any component untie atter ell brecing end 4.lnehilalen of truss Is the responslbsty of the respective contractor.
SEQ. : 6120752 fastener.are complete and at no time should any bads greeter then 5.Design eseumee busses are to be used in a non-eorroalvo environment IIs"-
design Iced.be applied to any component and eta for-dry condiUon'of use. `r�R'' tf-
TRAN S I D: 412891 8.Design auumes hull besting at en supports shown.Shim or wedge If r _ • +.
S.CompuTrus has no control over end assumes no respone@19ry for aha necuaery. "� OREGON ({/
fabrication,tending,shipment and Installation of components. 7.Design assume.adequate drainage la provided. G' N��
8.This design Is furnished subject to the!Irritations set forth by 8.Plates shall be located on both faces argues,and placed to dnir center / 4
I�r I�III I� I�hl e�II I'� Ill I�I IIII TPb1NfCA M BC61,copies of which rill be furnished upon raqueN. Digit cb,dirsa With joint center Ones.
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MITek USA,If10.ICOR7pUTRle Software 7.6.8(1 L)•E 10.For basic connector plate design values see ESR-1311,URA 988(MITek) `Vl�.h 1-1,1
EXPIRES:12/31/2015
END111 This design prepared from computer input-by
li 1! PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 204 RIDE 11168TR LOAD DURATION INCREASE • 1.i5 1-2•(-131) 93 1-4•(0) 0
BC: 2x9 KDDF 816OTR SPACED 24.0" 0.1. 2-3•( -63) 26
TC LATERAL SUPPORT <• 12"OC. UON. LOADING
BC LATERAL SUPPORT <• 12"0C. DON. LL( 25.0)(-DI( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX ((ORE BRG REQUIRED BRC AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
TOTAL LOAD • 42.0 PSI 0'- 0.0" -23/ 237V -30/ 11911 5.50" 0.38 ODE ( 625)
5'- 9.2" 0/ 68V 0/ 011 5.50" 0.11 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 KDDF ( 625)
8'- 2.8" -10/ 4V 0/ OH 1.50" 0,01 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 "or spacing.)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL0,L/180
AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL • 0.058" 8 2'- 11.8" Allowed • 0.397"
MAX TC PANEL TL DEFL • -0.053" 0 2'- 11.9" Allowed • 0.596"
i- 12 3 , MAX RORIE. LL DEFL • -0.001" 8 8'- 2.0"
6.00 MAX HORIE. TL DEFL • -0.001" 0 8'- 2.0" •
�( Design conforms to main windforce-resisting
system and components and cladding criteria.
•
2 Wind: 140 mph, h-21.2ft, TCDL•4.2,BCDL-6.0, ASCE 7-10,;
(All Heights), Enclosed, Cat.2, Exp.B, NNFRS(DIX),
load duration factor-1.6,
)) Truss designed for wind loads
in the plane of the truss only. .
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JOB NAME : 5017-B POLYGON - ADJ1 Scale; 0.5354
L� O P R-OFF
WARNINGS: GENERAL NOTES,unless otherndee noted: C!• I�, ^
1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the pyrometers shown end Is for en Individual fA��_ N(I'Y .�O
Truss: ADJ1 and Wamings before construction commences. building component Applicability of design paremetera and proper C, V �J
2.2x4 compression web braving must he Installed where'honer n. Incorporation of component is the reoponolbOlry of the building designer. (� /I f(/f/ '.
S.Adfitionel temporary bracing to nobility during consbuotlon 2.Design assumes the top end bottom chords to be laterally braced at �, t-x C �.
DES, BY: LA Is the reeponeplgry of the erestoInsure onsi permanent bracing of 2'0.0.end al fe'o.o.respectively unless boned throughout their length by ;921IPE E
wn0nuuua sheathing such es plywood,heathing(TC)endior drywa8(6t).
DATE: 11/21/2014 the overall ebuctura is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown••
4.No load should be opened to any component until after ell bracing end 4.Inetellalon of dues Is the respmulblgty of the reapecave contractor.
SEQ. : 612 0 7 5 3 reastensre are complete and at no One should any loads greater don 5.Design assumes busses ar,to be used bra non-corrosive environment ��� .
and ora for' condition-of use.
'frim"'
dee n bads be spelled to an component �Y
TRANS S I D: 412891 5.Compuin s has no control over end assumes no respona%for the H.Design eor'dry on bearing et all supports shorn Shim or wedge If • _ fr
•
fabrication,handling,shipment and installation of components. necessary, '-Sr OREGON <f/
7.Design aaaumel on
drainage Is provided. L„.' �� AN.
6.This design b MNshed subject to the limitations set tore:by 8.Plates shell be located on both faces of truss,end pieced so their gamer /6 1}' 2.0 iL
111111111111111 Ili I111111111111 III TPIMTCA In SCSI,copies exilic/1%1P be furnished upon requaW. linesDigit coincide wghjoint s canter pees. 14 �l,
9,Nits Indicate size of plate In Inches. r�
M)Tek USA,Ir1a.lCompuTrus Software 7.6.801 L)E 18.For Oleic connector plate design valves sea E$R-1311,ESR-198'(MiTek) MT r7 R 1L\,
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9,. EXPIRES:12/31/2015 ,
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IIIIIIIM I ' • r This design prepared from computer input-.15yPACIFIC LUMBER-BC
J
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 81413TR LOAD DURATION INCREASE = 1.15 1-2•0 0) 76 2-S-(0) 0
BC: 2x4 ROOF 810BTR SPACED 24.0" O.C. 2-3-(-1321 92
3-4•) -63)26
TC LATERAL SUPPORT d- 12"OC. UON. LOADING -
BC LATERAL SUPPORT <= 12"0C. 000. LI( 25.0)+DL( 7.0) OR TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PIE BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
0'- 0.0" -60/ 456V -31/ 158H 5.50° 0.73 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625)
5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 KOH ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinyJ
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed • 0.150"
MAX TL CREEP DEFL • -0.014" 9 -1'- 6.0° Allowed • 0.200"
MAX TC PANEL LL DEFL • 0.057" @ 2'- 11.8" Allowed - 0.398"
MAX TC PANEL TL DEFL • -0.052" 8 2'- 11.9" Allowed - 0.596"
MAX HORIZ. LL DEFL - -0.001° 0 8'- 2.0"
4 MAX RORIE. TL DEFL • -0.001" 0 8'- 2.0" ,
12 Design conforms to main windtorce-resisting
6.0017 system and components and cladding criteria.
Wind: 140 mph, h-22.6ft, TCOL=4.2,BCOL-6.0, ASCE 7-10,
3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.x),
load duration factor-1.6,
i Truss designed for wind loads
�1 in the plane of the truss only.
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PROVIDE PULL BEARING;Jts:2,5,3,41
JOB NAME : 5017-B POLYGON - ADJ2
Scale: 0.4715 O P'R.OFF
WARNINGS: GENERAL NOTES,unless otherwise noted: ,c<<.:4. U
1.Builder and erection contractor should be advIsed of et General Notes 1.This design Is based only upon rho parameters shown and Is for an individual �So NG l N p, s/0
Truss: ADJ2 end Warnings before eonebuc0on commence.. building component.Applooblfty of design peremelers and proper !f�7L�'? A_
1.2x4 comprallon web bredng must bo Instated where shown-4. Incorporation of component Is the responsibility of the building designer, 1I 11121 s f -!�
3.Additional temporary bracing to Incur,stability during construction 1•Design assumes the top end bottom chorda 1, a fatmany braced at .�9n„P C ' �{
DES. B Y: LA h the raspenslNety of the erector.Add tlonsl permanent bredng of Y 0.0.and at 10 ex.reepecdvaly unless braced throughout their length by j4 r G
the overall structure is t e res g continuous sheathing such as plywood aheefhfng(TC)andfor drywellhG1.
DATE: 11/21/2014 pensibtity of the builds designer. 3.2x Impact bridging or lateral bracing required wharo Chown•"
4.No load should be applied to any component until after all bracing and 4.Mstagaaon of buss lthe onelblfiof the respective contractor,
SEQ. : 6120754fastener.are complete and at no me should any loads greater than 5 7.Design assume.truest.arot,to be used In a non-corrosive environment,
TRANS I D: 412891 design loads be applied to any component end era for condition'of use,
5.Compur us ha no control over and assumes no responsibility for Na t,Design assumes full bearing at et supports shown.Shbn or wedge If O CC
febrlcaton,handling.shipment and Installation of cecheonents. necessary. OREGON •
7.Oaslgn assumes edevvate drainage Is presided. ()i'
H.7h le design Is fumished sub(ed to the Iinitotiono set forth by B.Plates shell be loured on both fees,Warns,and placed so their center '�/ "v,9,1- O�
III II ILII IIT VIII VIII VIII III IIII IIII TP1Ml7CA In SCSI,copiss of*Mich wtI M Writhed upon request. Ones coincide with)dot cooter!hes.
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MRek USA,Inc./CDmpuTNs Software 7.8.8(1 L)-E f 0.For batic connector plate design values sae ESR-1311,ESR-1989(MiTek) MFR R I I,.k"'
EXPIRES:12/31/2015
IIS 1111111Thisdesign prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 7.0° (COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.
TC: 2x9 KDDF X1aBTR LOAD DURATION INCREASE - 1.15Design conforms to main windforce-resisting
BC: 2x4 KDDF X1uBTR SPACED 24.0" O.C.
system and components and cladding criteria.
IC LATERAL SUPPORT 4. 12"0C. OON. LOADING Wind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
BC LATERAL SUPPORT <e 12"0C. DON. LL( 25.0)4DL( 1.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di:),
DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6,
TOTAL LOAD 42.0 PSF Truss designed for wind loads
LL - 25 PSI Ground Snow (Pgl in the plane of the truss only.
•
Gable end truss on continuous bearing wall VON.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-1x2 or equal typical at stud verticals.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTtus gable end detail for
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •
6-09-08 6-09-08
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JOB NAME : 5017-B POLYGON - B1 .
Scale: 0.4975 , 0,PROPe
WARNINGS: OENBRAL NOTES,unless olherodse noted: ,t n C Dt[1
1.Builder and erection contactor should be advised of all General Nates 1.Tide design Is based only upon the parameters chore and Is for an Ind vidud ��\• N\T I N F VU/6
Truss' B1 end Warnings before oonsbucticn commences. bulldmg component.Applicability of design parameters and proper �J /jj
2.204 compression web bracing melba Metalled where shown 4. Incorporation of component Is the roaponelbblfy of the building designer, 14 `II r(/!u .p
3.Additional temporary bracing to Insure stability during construction 2.Oasipn assumes the top and bottom chords to s laterally brand et jr,, .92••P�• r,..
DES. BY: LA 2'o.c.end et10'c.c.respectively unless braced throughout bleb length by 7 L
b Ilre responsibility of the erector.Additional permanent bracing 01 continuous sheathing such se plywood sheet lnp(TC)slinky dryweli(BC). .
DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++
4.No bed should be spoiled to any componentunnl Beer a.0 bracing and 4.Installation of tugs la the responsibility me respective contractor.
SEQ. : 6120755 fastenm are complete end fano ams should any loads greater tun S.Design assumes tutees are lobe used Ina non-corrosive environment 461101".
design loads bs applied to any component end are for'dry condition"cruse.
TRANS I D: 412891 5.Computnra has no control over and assumes no responsibl'dy for the e.Design assumes lug bearing at en supports Mewn.Slim or wedge If •
nocee,lry. (7REGON •
fabric:Eon,handling,MI ment end of component.. •• `V
0, P oto 7. •Design assumes adequate drainage is provided. .L.' 1' �'
I( 1 IL This deign Is famished subject to the limiletiuns set forth by a.Plates shag be looted on both taus of buss,and placed so their center .Q I Q�
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9.Digit olneldIndicate rise Opiate center
Inches. 1 0[-
MCFek USA,IDc.fCOmpUTrus Software 7.B.0(1lpE 10.For bask connector plate design value,see ESR-1311,ESR-1888(MITeld MFR R f 1.."
EXPIRES:12/31/2015 ,
Mil 1 IIIaIIJ1lI a. t This design prepared from computer input.by
, h PACIFIC LUMBER-BC ...
iJ
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1100
TC: 2x4 KOOF RILBTR LOAD DURATION INCREASE • 1.15 1-2=( 0) 76 2-6=1-27) 512 6-3=(0) 314
1 BC: 2x4 KDDF MIABTR SPACED 24.0" 0.C. 2-3=(-681) 123 6-4•(-27) 512
WEBS: 2x4 KDDF STAND 3-4-(-681) 123
LOADING 9-5=( 0) 76 .
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.01+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: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE 50.10. (SPECIE'S)
LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 742V -74/ 74H 5.50" 1.19 KDDF ( 625)
13'- 7.0" -134/ 741V 0/ 0H 5.50" 1.19 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. h D. : Design C ecked or net(- pa ) upl t at 2' oc spactng.l
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, 11-1,/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013° 8 -1'- 6.0" Allowed = 0.150"
MAX TL CREEP DEFL - -0.014° 8 -1'- 6.0" Allowed - 0.200"
MAX LL DEFL - 0.013° 8 15'- 1.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014. 0 15'- 1.0" Allowed - 0.200"
MAX TC PANEL LL DEFL = -0.035" 8 3'- 7.5" Allowed = 0.455"
MAX TC PANEL TL DEFL = 0.097° 8 9'- 8.6" Allowed - 0.683"
MAX HORIZ. LL DEFL • 0.005" 8 13'- 1.5"
6-09-08 6-09-08 MAX HORIZ. TL DEFL - 0.008" 0 13'- 1.5"
4 1 4 Design conforms to main windforce-reslsting '
12 12 system and components and cladding criteria.
6.00 p IIM-4x4
'"° 16.00
' 4.0" Wind: 140 mph, h-22.380, TCDL-4.2,BCDL-6.0, ASCE 7-10,.
3 ,f-of (All Heights), Enclosed,.Cat.2, Exp.B, 1OHFRS(Dir),
IIIN load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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1 1 y 1
1-06 13-07
1-06
JOB NAME : 5017-B POLYGON - B2
Scale: 0.3975
,.. .....0
E0 PROp
WARNINGS: GENERAL NOTES,unless othervdse noted: _(,� `us
I.Bolder and erectors canbeetor should be advised of all Gene-el Notes I.iDle design Is based only upon the perometere shoe-,sodic for an Individual Gl N /•
Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters end proper , '('/1/47//17'
N1 �l
•
2.2x4 compression vats bracing moat be Installed where shown s. Incorporation of component la the responsibility of the bulldog designer. I //.,01,`'x,
1.AdJtiansl temperory bracing to Insure olebmry during 2.Design assumes the lap end bottom chords to bo laterally braced at I!f�! p•
•
DES. BY: LA fa the rosponsibaty of the erector.Addtlonel permanent bracing of 2'ase•end at 10'o.e.respectively unlet.braced throughout their length by 792.IPE E r
continuous sheathing such as plywood aheedhing(TC)and/or drywan(BC).
DATE: 11/21/2014 the overall structure 4 the responelbAity of the bolding designer. 3.yr impact bridging or lateral bracing required where shown••
4.No load should be applied to any component undt eller as bradng and 4.lnelellaeon of truss 4 the responelbllty of the respective contractor. '�pa
SEQ. : 6120756fasteners are complete end el no time should any bads greater then S.Design assumes bones are to be used In a norteono.N.environment,
T RAN S I D: 412 8 91deign loads be sr/plied to any component and are for"dry condition'of use.
6. e fn �r�r,,; . r1.
5.CompuTrus has no control over and assumes no reeponelbay for the Design assumes et a0 supports shovel.•ho ,Shtm wedge if
febrlcadon,handling,shipment necessay. ^ ,
g, pment eodlndaAadon e1 components. 7. •Design asumes adequate drainage 4 provided. ' pj,. .�l_V RECON
1'pI1 6.This design 4 Nmished subject to the broadens set forth by a.Plates shall be located on both faces of trans,and placed so the center / '>'! *.-
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IIIII IIIII I I ll Illli III,{II II II III TFUVyTCA In SCSI,copies o(which 401 be lurnishad upon request. Ones coincide with Joint center Mae. Q / 14 0 .-
9.Digits Indieata size of plate In Inches.
MITok USA,Ine.lCompul rue Software 7.8.6(7 L)-E 10.For basic connector plate design values see ESR-1111,ESR-1966(MITek) RIO'
•
EXPIRES:12/31/2015
IIIUIIIIIA This design prepared from computer input;by
1 PACIFIC LUMBER-BC
LUBBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.110
TC: 2x4 KDDF 810870 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-1-84081 1862 1- 7-(-1562) 7284 7- 2.1 -404) 1942 •
BC: 2x6 KDDF SS 2- 3.1-6562) 1484 7- 8-(-1542) 7194 2- 8•(-1658) 404
WEBS: 2x4 KDDF STAND; LOADING 3- 4.1-6636) 1488 8- 9.1-1066) 5198 8- 3-1 -630) 2756
2x4 DF STAND A LL - 25 PSF Ground Snow (Pg) 4- 5-(-6536) 1400 9-10-(-1150) 5660 3- 9-1 -656) 3034
TC UNIF L1( 50.0)401( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6-( 0) 76 10- 5-(-1146) 5654 9- 4-( -142) 370
TO.LATERAL SUPPORT <a 12"0C. VON. BC UNIF LL( 420.8)+DL( 306.2)• 727.0 PLF 0'- 0.0" TO 1'- 0.0" V 4-10•1 -126) 74
BC LATERAL SUPPORT <" 12"OC. UON. BC UNIF LLI 0.0)+DL( 20.0)- 20.0 PLF 7'- 0.0" TO 13'- 7.0" V '
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 0.0" 18.0" a*ADDL: BC CONC LL+DL- 3004,0 LBS B 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -1252/ 5638V -721 61H 5.50" 9.02 KDDF ( 625)
( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3643V 01 OH 5.50" 5.83 KIM ( 625)
Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
nails staggered at:
(COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.
9" oc in 1 rows) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL"1/240, TL-L/180
6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
9" oc in t row(s) throughout 2x4 webs. MAX LL DEFL - 0.047° 0 6'- 0.0" Allowed - 0,633"
MAX IL CREEP DEFL - -0.133" 8 6'- 0.0" Allowed • 0.844"
MAX LL DEFL " 0.003" @ 15'- 1.0" Allowed a 0.150°
MAX TL CREEP DEFL " -0.001" 8 15'- 1.0" Allowed- 0.2J0"
'r HANGER 8Y OTHERS TO APPLY CONC.
LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL - -0,014" @ 13'- 1.5"
6-09-08 6-09-08 MAX HOR1Z. TL DEFL - 0.031" @ 13'- 1.5"
1 f f Design conforms to main windforce-resisting -
3-07 3-02-08 3-02-08 3-07 system and components and cladding criteria.
1 4 f f 1
12 12 Wind: 140 mph, h-22.3ft, TCDL-4.2,BCDL•6.0, ASCE 1-1D,.
6.0017" M-9x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir),
load duration factor-1.6, .
14.0" Truss designed for wind loads
.f in the plane of the truss only. •
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JOB NAME : 5017-B POLYGON - B3 Scale: 0.1781
LLtj PR0
WAAMNOS, GENERAL NOTES,unless otherwise noted: <C.'. u
1.Bonder end erection contractor should be advised of all General Notes 1.Tfde design b based arty upon the parameter.shown and b for en individual : • GI N tr/:.
Truss: 83 end Warning.before construcEon commences. budding co mponent.AppkoabIlity of design parameters and proper C? /L
Incorporation of component Is the responsibility of the building designer. (U °)/4V://j?? O
2.Ir<wmpree po car web bracbreing
n9 mud be Installed shown+. L t 2•
2.Design eesumeh the top and bottom chords to e Ieterelry braced e
DES. BY: LA J.Add�onsl temporary to inure stebk0y during construction 11'��%%�� k� <!
is the re ondbtii of the erector.Additional ermenent brain of 2'no. el slta'rirr such
cc pyoodssbracedlIC)and/o dryten ). 9G CE
sP ty P g continuous sheathing suchasacingequired nshowls,drywall (.O.
DATE: 11/21/2014 the overall ouweture Is the responsibility of the building designer. 3,Sc Impact bridging or lateral bracing required where shown++ /
4.No load should be applied to any component will after all bracing end 4,Insb9atlan o1 trues is the responsibility of the respective contractor. .
SEQ. : 612 0 7 5 7 fasteners ere complete and et no time should any loads greats,than 5.Design assumes busses are to be used in a non•oonooNe environment,
and are ford condition-ofuso. -'�
design(Dada be applied to arty component. 'dry ����"•"'
TRANS I D: 912891 5.CorepuTruo has no control over and eesumes no responsibility for the 6.Design assume;NII bearing at.p.uppo supports Mews,Side or wedge If d /C
necessary.
fabrication, ry. GR.EGQN ti .
hbs ,i handling,shipment end Insisiktan of components. 7. •Design assumes adequate&sinege h provided. � ':' ��
6.This design Is furnished sullied to the limitations het forth by H.Plates shell be locatedonboth laces of Inas,and placed so their center /6. �.Y •I 4 V "
•
47
CA In SCSI,copies of wtdch will n furnished upon
IIl II III!IIII III I IIII IIII I i ILII IIII MITek�USA.IOC/CompuTru Soltware 7 6.6(1 L) request. 10.Forbaelo connector plate design values ae.ESR•13t I,ESR-1958(MiTek) F
lines coincide nth jadm center Pnea.
9.Digts Indicate size of plate in inches.
M •RR1l., 0
EXPIRES:1 2/31/201 5
11IIDl!•fill , This design prepared from computer input,by
SI PACIFIC LUMBER-BC
r,
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
IT: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2"( 0) 76 2-5=)0) 0
BC: 2x4 KDOF 416BTR SPACED 24.0" O.C, 2-3-1-103) 69
3-4=( -40) 0
TC LATERAL SUPPORT <- 12"0C. UON. LOADING .
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSP
DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG IAEA
OVERHANGS: 18.0" 9.5" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES)
0'- 0.0" -74/ 471V -24/ 141H 5.50° 0.75 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625)
6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KDDF ( 6251
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 spaclpg.f
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HAX LL DEFL - 0.013° 0 -1'- 6.0° Allowed - 0.150"
MAX Cl, CREEP DEFL " -0.014° 6 -1'- 6.0" Allowed - 0.200"
MAX LL DEFL " 0.001" 0 6'- 9.5" Allowed = 0.02,9"
MAX TL CREEP DEFL = -0.001" 8 6'- 9.5" Allowed - 0.106"
MAX TC PANEL LL DEFL - 0.064" A 3'- 2.3" Allowed - 0.398"
MAX TC PANEL TL DEFL " -0.094° A 3'- 4.9" Allowed - 0.506"
12 4 ,y MAX IIORIZ. LL DEFL - -0.001" A 5'- 11.2"
6.00(7 MAX HORIZ. TL DEFL - -0.001" A 5'- 11.2"
3
Design conforms to main windforce-resisting ,
system and components and cladding criteria.
I
�( Wind: 140 mph, h-22.30t, TCOL"4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
L.'' Truss designed for wind loads
in the plane Of the truss only. .
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JOB NAME : 5017-B POLYGON - BDJ
Scale: 0.5302 y)
WARNINGS: GENERAL NOTES,units.otherwise noted: 'CS. P R OF-
WARNINGS:
1.Builder and erection contractor should be advleed of e0 General Notes 1.This design h based only upon the parameters strewn and N far en individual �` C`��+?(N US1/O
Truss: BDJ end Warnings before construction commences. building component Applicability of design aerometers end proper J 'Cl/27/117'
) � /y
2.204 compression web bracing must be Installed where shove 4 Incorporation f component le the roapomlbney"litre building designer, .� 'I(j(/I• !
3.Additions)temporary bracing Io insure etabiliy during construction 2.2'Du.n.assumes the top and boom chorda lobe laterally braced at �, 2�'ff p C 9r:.
DES. BY: LA b Na responsibility of Re erector.Additional permanent bracing of 2'c.o.and al t 0'o.e. as
unkes braced throughout their length by 9L �1-G.
DATE: 11/21/2014 the overei structure Is the responsibility of the building designer. 3.continuous b bridging
org such as racingplywood ghred orb., a and/or d ywall�BC).
ging or lateralbrainyyilyofthe where shown i< /
4,No toed should be applied to any component until after an bradng and 4.Installation of Wes Is the responsibility of the mopes-Ore contractor.
SEQ. : 6120758 tastenerc ere complete and erne dee should any loads greater then 5.Design assumes trusses Sr.to be used M a non-corrosive environment, ` � - .,1
des) loads be anycomponentend art for•d condmon•of ua a. /..rr!->:. • +
On applied to a assumesy
TRANS I D: 412891 6,Gametal..hes no control over end no responsibEly for the 8.end ee for
assumes fug bearing at all supports shown.Shim o wedge If A OREGON
fabrication,handing,shipment and Insialletlon of compooents. 7.Design assumes adequate drainege la provided. ��,.' �� �� '
8.This design is furnished sub(ed to the limitations set forth by 8.Plates shell be looted on both Note of truss,and pieced so their center ' S__
I�I MAMMA In ECU poples of which will be WmNhed upon request. ;nes coincide vdth)ofnt center Nue.
Q,' LL_ `o l-
9,Digits Indicate size Malabo In Inches. �(. b
- MTek USA,InalCompuTrus Software 7.0.0(1l)•E 10.For basic connecter plate doelgn values see ESR•1a11,ESR•)988(Mirk) 'f/ tti RIL
EXPIRES:12/31/2015
HIMI III \ This design prepared from computer input;by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1,00
TC: 2x4 KOD)' 11HBTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2-(-4685) 1604 1-10-(-1402) 4140 10- 2-( -558) 1745 6-15-1-1734) 587
2x6 KDDF 6108TR T2 LOAD DURATION INCREASE - 1,15 (Non-Rep) 2- 3-1-4140) 1448 1Q-11-(-23671 6584 10- 3-(-2827) 1116 15- 7-( -354) 417
BC: 2x6 KDDF SS 3- 4-(-6816) 2481 11-12-1-3029) 8315 3-11-( -354) 1217 7-16-(-2827) 1116
WEBS: 2x4 KDDF STAND LOADING 4- 5-(-8431) 3098 12-13"(-3264) 8944 11- 4=(-1734) 687 16- 8"( -5581 1745
LL " 25 PSF Ground Snow (Pg) 5- 6-(-8431) 3098 13-14"(-3264) 8944 4-12-( -122) 606
TC LATERAL SUPPORT (- 12"OC. UON. TC UNIF LL( 50.0)+0L( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 10.5" 8'- 7-(-6016) 2481 14-15-(-3029) 8315 12- 5-0 -585) 241
BC LATERAL SUPPORT 0- 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)- 94.0 PLF 3'- 10.5" TO 19'- 11.0" 1'- 8=(-4140) 1448 15-16-(-2367) 6584 13- 5-1 -1) 291
TC UNIF 11( 50.01+01( 14.0)- 64.0 PLF 19'- 11.0" TO 23'- 9.5" 8'- 9-(-4685) 1604 16- 9-(-1402) 4140 5-14-( -585) 241
--__"-----"- -------------.............. BC UNIF LL( 0.0)+DL( 29.4)- 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6-0 -122) 606
NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 50.0)+DL( 34.0)- 84.0 PLF 0'- 0.0" TO 23'- 9.5" V '
ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
-"""_--_-"-__"---.......................-- TC CONC LL( 92.8)+DL( 26.0)- 118.8 LBS 8 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES)
TC CONC LL( 92.8)+01,( 26.0)- 118.8 LBS 8 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 288 5.50" 3.95 KDDF ( 625)
M-3x10 where shown; Jts:1,3,7,9-10,16 23'- 9.5" -788/ 2469V 0/ OH 5.50" 3.95 KDDF ( 62.5)
JT 1, 9: Heel to plate corner = 1.00" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CO I. : Des gn c ecke. or net - pa up t at 4 oc spay iij
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 - 0.314" 8 11'- 10.7" Allowed = 1.144"
MAX TL CREEP DEFL - -0.744" 8 11'- 10.7" Allowed - 1.525"
MAX HORIZ. LL DEFL - -0.073" f 23'- 4.0"
MAX H0R12. TL DEFL - 0.122" 8 23'- 4.0"
Design conforms to main windforce-resisting •
system and components and cladding criteria.
Wind: 140 mph, h-21.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, 11WFRS(Dir),
load duration factor-1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
3-10-03 16 O1 02 3-10-03 in the plane of the truss only. •
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3-10-03 2-01-13 2-10-08 3-00-04 3-00-04 2-10-08 2-01-13 3-10-03
1 +118.808 1 1 f 1 1 4118.808 f
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y y 1
23-09-08 r
•
JOB NAME : 5017-B POLYGON - Cl
Scale: 0.2711 V PRQr
WARNINGS: GENERAL NOTES,unten otherwise noted: t��(' FUil
U
1.Buader and erection contractor should be advised of en General Notes I.This design Is based only%pon the parameters ahem and is for ar Indvldual �;-- •`NG I N� / .
Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V .°4.
2.2n4 compression web bracing must be installed otters shown+. incorporation of component is Ore responsibmty of the binding designer. (��' ///k/Jl _ -(�
J.Adddanel temporary bracing to Incur embMry during oanetru<6on 2.Design assumes the top and bottom chords to be!sterility braced et r
DES. B Y: LA b the rasponsibmty of Sr.erector.Additional permanent bredrrg of 2'o.o.and at ID o.c.fespectively unless braced tfaeughout their lengm by �2I I p E ; r
continuous sheeting such as plywood sheelhIng(TC)end/or drywall(BC).
DATE: 11/21/2014 the overall atnxMe is the responsibility of the building designer. 1.2xfm ed bridging or lateral bracing required where shown r r .
4.No toad should be applied teeny component until ager en bredng and 4.Installation of buss is the responetblDty of the respective contractor. •
S EQ. : 6120759 fasteners are complete and at no lime should any loads greeter than 6.Design assumes busses era to be used In a non-corrosive environment .�!' •
design toads be apptad to any component. end aro for'dry condition"glum
TRANS I D: 412891 6.Comp (cinema/46ys het no control over end assumes no raapoty for the 6.Design assumes full beating at of supports shorn.Shim or wedge If 4it
fabrication,handling,shl meat and Installation of co onent0. nacessery.
P component.). 7.Design assumes adequate drainage Is provided ."9 RE N p,.
I) ''pII a.This design Is famished subject to the limitations set forth by 8.Plates shell be located on both feces of buss,and placed so melt center / �,1 y �� �1"�
I IIID IIII I I I II III III I I Illi III TPUWTCA In SCSI,copies of which will be honished upon request Ines coincide with joint center Ines. Q 1 ?, t�T
9,Oighs Indicate etre of plate in Inches. A q-
MITek USA,InclCompuTr is Software«7,e.8SP1(1L)-E 10.For bean connector plate design values see ESR4311,£SR-1646(Web) ch n �L V
EXPIRES:12/3.1/2015
r This design prepared from computer input.
IN , ;by
171 I ; PACIFIC LUMBER-BC
r(
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00
TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 76 2-4-(0) 0
BC: 2x4 KDDF 11611TR SPACED 24.0" O.C. 2-3-(-75) 26
TC LATERAL SUPPORT <- 12"0C. UON. LOADING
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HOAX BRG REQUIRED BRG AREA
DL 00 BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.10. (SPECIES)
OVERHANGS: 18.0" 0.0" TOTAL LOAD a 42.0 PSF 0'- 0.0" -105/ 405V -7/ 590 5.50" 0,65 KDDF ( 625)
1'- 10.9" -44/ 5111 0/ OH 1.50" 0.00 KDDF ( 625)
LL - 25 PSF Ground Snow (P9) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 615)
LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.)
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 - 0.013" @ -1'- 6.0" Allowed - 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" 0 -1'- 6.0" Allowed - 0.200"
MAX LL DEFL - 0.000" 0 0'- 0.0" Allowed - 0.072'
1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed a 0.144"
4 1 MAX BC PANEL IL DEFL - 0.005" @ 1'- 8.6" Allowed - 0.192'
MAX BC PANEL IL DEFL - -0.003' @ 2'- 2.0" Allowed - 0.172"
12
6.00 p MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9"
MAX HORIZ. TL DEFL - -0.000" 0 1'- 10.9"
•
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-21.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,.
1 y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
t- load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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1-06 3-10-08 •
•
(PROVIDE FULL BEARING;Jts:2,3,41 ,
•
JOB NAME : 5017-B POLYGON - CJ1
Scale: 0.6361 O PRO
rr{��3E F' ,
WARNINGS: GENERAL NOTES, odes otherwise noted: t�,0 Fps
1.Bolder and erection conbador should be advised of all General Notes 1.Tate design is based only upon the aramatem shown and la for an Individual t. MGII N /0.,
Truss: CJ1 and Warnings Wore construction commences. building component.Appiesbllity of deeign parameters end proper S/ r 1
2.2x4 comprusion web bracing must be Inskeed whore shown•. Incorporation on component le Sr.responsibility of the building designer.. (4�. 111�/,/. I
1.Additional temporary bracing to Insure stabllty during construction 2.Design mummies the top and bonen ebande to a laterally braced et Q., .92,/P E ' 9�
DES. BY: LP. la IAe rosDonoih Fly of the erector.Add tionel permanent biasing of 2'0.0.end at 10•o.c.respeclvely unless braced throughout theta length by
continuous sheattingeuch as plywood sheathing(TC)and/or dryw,U(13C).
DATE: 11/21/2014 the overall structure Is the responsibnity of the building designer. 3.2x Impact bridging or lateral bracing required rens,.shown 5+
4.No toed should be palled to any component cental after all bracing end 4.Installation of truss Is the respeny of the respective contractor.
SEQ. : 6120760 fasteners are complete end at no time should any loads greater than 5.Design assume.busses are to be used In a nen-corrosive environment �r_ :de r.'
TRANS I D: 9 128 91
design loads be applied m any component and are for'dry condition'elute. -. _.
-4.CompuTms hes no control sear and assumes no roe ne tad for the 6.Design easumee fug bearing at all supports shown.Shim or wedge If d !_
noctcsank •
fabrication,handling,shipment and Installation of components. 7.Nolen IMawmse adequate drainage is provided. 12 . _OREGON As .
6.This design h furnished subject to the Nonagon.eel forth by 6.Plates shall be located on both faces of trues,and placed so their center ./. 41-Q' S
11111111111111111111 TPIMTCA in SCSI,copies of Mich will be furnished upon request. Ones coincidelndiaedee
eeplot center(thee, T✓ 1 a P
9.Diggs(radiode ecce of In Inches.
MiTek USA,Inc.ICompuT us Software 7.0.6(1 L)•E 10.For basin connector plate design values see ESP-131f,ESR-1966 Wok) ME r]`��
EXPIRES:r112/31/2015
till (VIII( This design prepared from computer input:by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 HAX MEMBER FORCES 4WR/DDF/Cq=1:00
TC: 2x4 RODE A168TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 16 2-4-(0) 0
BC: 2x4 ROOF 816BTR SPACED 24.0" 0.C. 2-3-(-72) 29 c
i
IC LATERAL SUPPORT <- 12'0C. DON. LOADING
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD - 32.0 PSC BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 1.2" TOTAL LOAD - 42.0 PSF 0'- 0.0" -94/ 413V -14/ 870 5.50" 0.66 ROOF ( 625)
3'- 7.7" 0/ 44V 0/ OH 5.50" 0.07 KDDF 0 625)
LL - 25 PSF Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ OH 1.50" 0.13 RODE ( 625)
LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL COND. : resign c ec e. or net(- ps up ft at • "oc spaCi(:g.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLeL/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.011" 8 -1'- 6.0" Allowed - 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.014" @ -1'- 6.0" Allowed - 0.200"
12 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.010"
6.00 p MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.013"
MAX TC PANEL LL DEFL 0.015" @ 2'- 3.7" Allowed - 0.230"
MAX TC PANEL TL DEFL ., 0.014" @ 2'- 3.7" Allowed- 0.344"
9- -r MAX HORr2. LL DEFL - -0.000" @ 3'- 8.2"
7 MAX HORIZ. TL DEFL - -0.000" @ 31- 8.2" •
Design conforms to main windforce-resisting
0 system and components and cladding criteria.
Hind: 140 mph, h-21.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,•
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
w 0 Truss designed for wind loads
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in the plane of the truss only.
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1-06 3-10-08 0-01-03 •
(PROVIDE PULL REARING;Jts:2,4,31
•
JOB NAME: 5017-B POLYGON - CJ2 •
Scale: 0.6863 dye PROF
1 WARNINGS: GENERAL NOTES,unless otherwise noted: t��R Il �^�n
1.Builder and erection contractor should be advised of ell General Noise 1.This design Is based only upon the parameters shorn and Is for an Individual ' .1�y'I Ni, /01,.„ u/a
Truss: CJ2 and Warnings before construction commence.. building component.Applicability of design parameters and proper �G+ 1" rJ /,
2.2x4 compression web bracing must be Instated where shorn*. Incorporation of component Is the roapondbility of the building designer. I�1(.e// '
3.Additional temporary bredng to inane stability during constructor 2.Design assumes the top end bosom chords la aleterelty braced et .9211 C - �!
DES. BY• LA is the responsibilityof the creator.Additlonsi e rt anent bradn of 2'me.and at 10'0.0.respedbdy unlace braced throughout their length by G PC
D 9 continuous sheeting such ae plywood sheathing(TC)andfordrywall(BC).
DATE: 11/21/2014 Um overa8'frustum is the responsibility of the building designer. 3.2s Impact bridging or Islami bracing required where shove**
4.No load should be applied to any component toll after ail bredng end 4.Insbliailon of truss Is the responsibility of the respective contractor.
SEQ. : 6120761 fasteners are complete and et no time should any loads greater than 6.Design assumes busses are to be used In a nonaonosive environment,
and ora for condition'of use.
design loads be applied to any component "dry TRANS I D: 412891 6.CompsTrue has no control over and assume.no responsibility for tiro 6.Design assume."dry lug bearing et all support"ehovm.Wm or wedge if s/ ��
Isbdcatinn,herding,shipment and lndaleeon of components. necessary. ' q,OREGON
7.Design Hallbeassumes odeduate ulbficdrainage b ortded, L/ "��_� 2��r'
9.This design Is furnished wide./to Um limitations set forth by 8.plate.shag be located on both fates°(ruse,and planed so their center t�
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14etc USA,Irte./CompuTrua Software T.6.6(1y-E 10.For baso connector plate design values see ESN-1311,ESS-1988(MITsk) ,L7(-f t1'��
EXPIRES:12/31/2015 ,
1111111111 This design prepared from computer input:,by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1:00
TC: 2x4 KDDF B1(BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 76 2-5-(0) 0
BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2-3-(-107) 57 i
3-4-( -431 19
TC LATERAL SUPPORT <= 12"0C. UON. LOADING
BC LATERAL SUPPORT <" 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE
DL ON BOTTOM CHORD - 10.0 ?SF BEARING HAX VERT MAX H0R2 BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
0'- 0.0" -10/ 404V -23/ 122H 5.50" 0.65 ROOF 1 625)
LL - 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ 01) 5.50" 0.06 NODE ( 625) -
3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF ( 6251
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
•
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'or spacirg.I
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180
MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200"
MAX BC PANEL LL DEFL = 0.006" 8 1'- 9.9° Allowed - 0.144"
• MAX BC PANEL TL DEFL " -0.006" @ 1'- 11.3" Allowed - 0.112"
12 MAX HORIE. LL DEFL - -0.001" 8 5'- 10.9"
/- 6.00 d 4 y MAX HORI2. TL DEFL .. -0.001° 2 5'- 10.9'
Design conforms to main windforce-resisting
system and components and cladding criteria.
111111111111.1"111111111.111111/1111111111111111111111111111111111111111111111111111111111.
Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,,
(All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
') o in the plane of the truss only.
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(PROVIDE FULL BBARING;its:2,5,3,41
•
JOB NAME : 5017-B POLYGON - CJ3
Scale: 0.5636 h�Eti PR.Oppe
WARNINGS: GENERAL NOTES,unless otherMee naiad: <`.`1 4 n
1,Wider and erectors conbaotor should be advised of all General Notes 1.This daslgn Is based only upon the parameters shown and la for en Individual yGj VA l N .U/O5
Truss: CJ 3 and Warnings before construction commences. building component Applicability of design parameters and proper V I) J /1�Qj,Y•
2,2c4 compression web bracing must be Installed where shown.. incerporedon of componenl is Ma responsibility of ma building dealpner, f'4✓� t 1 I I
3.Additional temporary bracing to Insure stebtity during construction 2.Design assumes the tap end bortem chorda Is be laterally braced et �. (� •c-
DES.
DES, B Y: LA k ms responsibility of the erector.Additional permanent bracing of 2'a,a end at 10'e.e.respectively ante,,braced throughout their length by �92/�r E _
continuous sheathing such as plywood aheetdng(TC)andJar drywen(BC).
DATE: 11/21/2014 the avereg structure is Urn responsibility of the building designer. 3,2x Impact bddging or lateral bracing required where shown.4-
SEQ. :
4.No load should be applied to any component until after all bracing and 4.InsteReden ottnts.Is the responsibility of the respectNe contractor. i _
S EQ. : 6120762 fasteners are complete end atno time should any loads greeter then 5.Design assumes truss..are to be used h e nonoorroelve environment, 4�!e
design loads be applied to any component. end are for'dry condition'of use,
TRANS I D: 412891 1.CompuTnie hos no control over and assumes no responaibelty for the e.Decgn assumes fag bowing ate➢supports shown.Shim er wedge it O Q
fabrication,handling,shipment and lnste0eton of components,
necessary. 7 OREGON .
4.rile des is furnished subject to the limitation.eel forth by7.Platesesign an b es locaadeted
one drainage bproprovided.a �% I�� Nle' ,L.
III II IIII IIII IIII II I III II II III IIIIM S.Plates than beleceled on both feces album,and placed Co their center ;`
TPDNRCA h SCSI,copies ofv filch WE be furnished upon request Dies coincide vlo Joint comer Rohe. Q 1 ZQ T
4.In,Digits Indicate size etiolate In Inches.
�1,
MITek USA,InalCo(npUTNe Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1918(MRak) � R R 1 LV V
EXPIRES:r112/31/2015
'
1illllllllii! This design prepared from computer input.'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1,00
TC: 2x4 KDDF 11(8TR LOAD DURATION INCREASE • 1.15 1-2-1 0) 76 2-5.10) 0
8C: 2x4 KDDF 816 DTR SPACED 24.0" O.C. 3-4=( -68) 31
TC LATERAL SUPPORT <- 12"0C. UON. LOADING
BC LATERAL SUPPORT <" 12"0C. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 2,7" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE . SQ.IH, (SPECIES)
0'- 0.0" -47/ 388V -30/ 15018 5.50" 0.62 KOH ( 625)
LL - 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625)
3'- 8.2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc epaci3S.1
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 - 0,013" a -1'- 6.0" Allowed - 0.150"
MAX IL CREEP DEFL - -0.014" a -1'- 6.0" Allowed - 0,200"
MAX LL DEFL - 0.000" 0 0'- 0.0" Allowed . 0.022"
MAX TL CREEP DEFL - 0.000" 0 0'- 0.0" Allowed -. 0.000"
MAX IC PANEL LL DEFL - 0.009" 0 1'- 10.1" Allowed - 0.230"
MAX IC PANEL TI DEFL • 0.009" 0 1'- 11.5" Allowed - 0.344"
A- 4 -✓ MAX HORIZ. LL DEFL • -0.001" 0 7'- 8.2"
12 MAX HORIZ. TL DEFL - -0.001" a 7'- 8.2"
6,00 C i
I( Design conforms to main wlndforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-22.6ft, 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
t in the plane of the truss only. 1'
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(PROVIDE PULL BEARiNG;Jts:2,9,3,41 ,
•
JOB NAME : 5017-B POLYGON - CJ4 •
Scale: 0.4816
QED PROF
��:- F061
WARNINGS, .GENERAL NO7.b,undone upon t e noted: rr NGl I N /O
1.euddx and reaction contrectar should be advised of all General Rotas 1.This design Is booed only upon he eromtten shown and b Inc an individual �J G\_ (L•7��0
Truss: CJ4 end Weminge Wore eomhucdon eommances. building component Applicability of design parameters and proper C WPM'I vl' ?/
2.204 compression web bracing must be Installed where shown v. Incorporation of component Is the reapombofh of the building designer. f(/ 1 ! •9
1.Addidonsl temporery bracing to Insure Mobility during construction 2.Dulgn assumes the top and bottom chortle tope laterally braeede Ct• .'-'4.�I PE
DES. B Y: LA h he res onsibin of the ere tor,Add'r8onel permenenl Meting of Y o.c.and at 10•o.e.rc a ti as
unieaa braoad throuehena their Ian by
P ty continuous sheathing each as prywood sheathing(TC)endfor drywall C). ,
DATE: 11/21/2014 he overall abucture la he responsibility of the building designer. 1,2x impact bridging or latent bracing required where shorn••
4.No load should be ripened to any component unm alter ed bradng end 4.Installation of tens Is the neponaibillty of the respective contractor. ..
SEQ. : 6120763 fasteners are complete end at no time should any loads greater than B.Design sesames trusses are to be used 1n a non•ccnosive environment - sP •
design leech be rippled to any component end ora for"dry condieon•of use. / ,
TRANS ID• 4128916.DeslgnensumoNnbanningaleSouppon:shown Shim or wedge Ii OREGON w�.
• S.CompuTnn Ms no control over and osumes no responsibility for the necessary. ��fy�
fabrication,handling,shipment and Installation of components. 7.Design names adequate drainage Ie provided. '✓J��r As
e.This design le furnished subject to the!Imitations celled!,by 8.Pietas shell be locatedd n both faces o1 ms,end placed so heir center /O _-7.y 14 c�0 , -.}-,
II�III 11nI II�I II1II I�IO II{II 1IiII Illj{i�j 7PWVrCA in BC81,copies dwhldh w10 be furnished upon requaaL lineo cd xin(rant ete In Mabee.
1 I� 111 II I 111 IIF I I1 I 0.DIe1b cinhidIndicate she of plata In lines. � 11
MITek USA,Ine.lCOmpUTfue Software 7.8.8(1 L)•E 10.For bolo connector plate design values see E8R-1111,ESR-1998(MITe10 lift:
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EXPIRES:12/31/2015
llD ll ll r This design prepared from Computer input by
H 0 , PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cq=I.00
TC: 2x4 ROOF 01FBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 76 2-6-(0) 0 1.
BC: 2x4 KDDF 81A1TR SPACED 24.0" O.C. 2-3=(-194) 91 I
3-4-(-112) 58
IC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5-( -46) 21 '
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)fDL( 7.0) ON TOP CHORD = 32.0 PSF '
DL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 394V -38/ 187H 5.50" 0,63 IMF ( 625)
3'- 7.7" 0/ 38V 0/ ON 5.50" 0,06 MODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1,50" 0,33 RODE ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -114/ 236V 0/ OH 1.50" 0.30 EDRF ( 625)
9'- 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. : Des gn c ec e• or net(- ps ) up t t at 4 oc spacing.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed = 0.150"
MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200"
MAX TC PANEL LL DEFL = 0.008" 8 1'- 10.1" Allowed - 0.230"
MAX TC PANEL TL DEFL = 0.008" F 1'- 10.1" Allowed - 0.344"
5 MAX HORIZ. LL DEFL - -0.002" 0 9'- 10.9"
MAX HORIZ. TL DEFL - -0.002" 0 9'- 10.9"
12 i Design conforms to main windforce-resisting
6.00 D system and components and cladding criteria.
a
Wind: 140 mph, h-23.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only. (
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!PROVIDE FULL BEARING;Jts:2,6,3,4,5I
JOB NAME : 5017-B POLYGON - CJS -
scale: 0.4184
WARNINGS: GENERAL NOTES,unless otherwise noted: -c'. IN FFss
1,Guilder and erection conhedor should be edvised of all General Notes 1.Thla design la based only upon he parameters shown and h for an individual J' G
Truss: C J5 and Warning.before construction commences. building component.AppBcabltOy of design parameters and proper v�)`)� 11 v
2.2x4 compression web bradng must be Installed where shear 4. incorporation of component is the responsibility of the building designer. kr Jf1�if
3.Additional temporary bracing to Insure otebAlty during construction 2,Design assume.the top and bottom chords to be laterally braced at k
DES. B Y: LA 2'c.c.and at 10'o.o.reepedNoly unless braced throughout thea length by �' P E
le the responsibility of the erector.Additions)permanent bracing of continuous sheathing such as plywood aheething(TC)end/or drywa l(BC). /�
DATE: 11/21/2014 he overall shuctur to me responsibElty of the building designer. 3.2x impact bridging or lateral breoing required whore shown 4 0 ./
4.No load should be applied to any component until after all bracing and 4.Installation ofhuse Is me responelbSty of the respedhe contractor. /�e
SEQ. : 612 0 7 6 9 fasteners ere complete and at no time shhould any toads greeter-then 5.Design assumes busses are to be used h a non-corrosive environment, `
design loads be eppyad le any component and are for"dry condition*of use. / '�N +-
TRANS T D: 412891 5.CampuTms hes no control over end assumes no responsibility for he B.Dealgn assumes full bemires stall espporh shoe'''Shim or wedge if Q
febdeation,handling.thipment and Instelladon of components. neeasasry. OR EGON
7.Design assumes adequate drainage h provided. /f I v
H.This design b furnished subject to the limitations set form by 8,plates shell be Nested on both Nees of trues,end placed se their center ��� "�,g y 0� ,l�
11111110111 III II1II1 I I I I I II IO TPIMRCA h SCSI,copies of which w O be furnished upon request. lines coincide with joint center lines. 14 Q T
1` �I S.Digits Indice's are of plate In Inches, p �"
MITch USA Ifto lC xnpuTru3 Software 7.6.6(1 L)•E 10.For beds Connector plate dasign values see NBA-1311,HER-19130(MRep � rl n,L�NV
EXPI RCES:x112/3.1/2015
1111111141 This design prepared from computer input iby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1100
TC: 2x4 HOOF (1160TR LOAD DURATION INCREASE .. 1.15 1-2e( 0) 76 2-6..10) 0
BC: 2x4 RODE 816(ITR SPACED 24.0" O.C., 2-3e(-226) 108
3-4th)-155) 70
TC LATERAL SUPPORT 0. 12"0C. UON. LOADING 4-5-( -70) 33
BC LATERAL SUPPORT 0e 12"OC. SON. LI( 25.0)+DI( 7.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING. MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE 50.Iti. (SPECISS)
LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 398V -46/ 2188 5.50" 0.64 KDDF ( 625)
3'- 7.7" 0/ 39V 0/ 08 5.50" 0.06 NODE ( 625)
LIMITED STORAGE DORS NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BRING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 RODE ( 625)
11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COBB,I2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/180
MAX LL DEFL * 0.013" @ -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200"
MAX BC PANEL LL DEFL - 0.006" @ 1'- 9.9" Allowed - 0.144"
I MAX BC PANEL TL DEFL - -0.006" 8 1'- 11.3' Allowed a 0.152"
5MAX HORIZ. LL DEFL - -0.002" 8 11'- 8.9"
..s. MAX HORIZ. TL DEFL - -0.002" @ I1'- 8.9"
41 Design conforms to main windforce-resisting
system and components and cladding criteria.
12
6.00 v Wind: 140 mph, h-23.Sft, TCDL-4.2,BCDLe6.0, ASCE 7-10.;
(All Heights), Enclosed, Cat,2, Exp.B, 14WFRS(DSf),
4 load duration factor-1.6, t
Truss designed for wind loads
in the plane of the truss only. I '
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1-06 3-10-08 1-11-03
!PROVIDE FULL BEARING?Jts:2,6,3,4,51
JOB NAME : . 5017-B POLYGON - CJ6
Scale: 0.3764 F,D PR:QF.
�. F�.
WARNINGS:e GENERAL design
la b amass eternise noted: .. tG1 N� S/O,
t.Budder end erection contractor should be advised at e8 General Notes I.This design to based only upon the perimeters shorn sod Is for an Indltdum ") ))�p/,.c_�
T rus s: CJ6 end Warnings before oonatrecOon commences. building component Appticab6ty of design parameters and proper- �. �l�ZI)1 q r
2.2x4 compression web bracing must be installed where shown., Incorporation of component is the tesponsibstty of the building designer, t4 I i •p
1 Additional tamporory bracing to Insure stability dudng constructlon 2.Design assumes the top and bottom chards to be laterally braced et tr .9211 O o t r'.
DES. BY: LA Is the maponalblli of the erector.Additlona{ ennanenl bradn of 2'e.n.end at 10' respectively unless braced throughout thatr len by 9GG 1`
h P g condnucus sheathing such as plywood shesthing(TC)and/or drywall(BC).
DATE: 11/21/2014 the overall structure Is the reeponslbliity of the building designer. d.2x impact bridging or lateral bracing required where shown.. 1010V.
4.No lead should be applied to any component anti oder all bracing and 4.Installation of trust to the responsibility of the respective contreetor, . '
SEQ. : 612 7 6 5 fasteners ere complete and at no tires should any loads greater than 5.Onion assumes bosses ere to be used ins non-corrostve environment, • 1 11�' .
design loads be applied to any component end for-dry condition'of use. �'!•''
TRANS S I D' .912891 S.Compu rue has no control over and sesames no responslbilty for the e.end me assumes full bearing at all supports shown.Shim m wedge if
necesse
• fabrication,handling,shipment and Installation of components. 7, •
D.ei e a umes edeyuata drainage Is ptoNeed. '7 ,f,. REGON��. .<C/ •
N.This design Is furnished sub)eat to the OmaaHons sal forth by 8.Plates shell be located on both feces of rut uts,end placed so their center ..b:4�Y
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M?ale USA,Inc.lCompuTrua Software 7,6.6(10-E In.For basin cosize plata design values tee @SR-1311,ESR-1988(Welk) ��'��
EXPIRES:12/31/2015
1 MN
• r This design prepared from computer inplt' by
III PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00
TC: 2x6 KDDF Rl6BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-1-1132) 412 8- 9-( -108) 142 8- 1-(-31921 1070 11- 5-( 0) 476
2x4 KDDF 1116BTR Ti 2- 3.(-10761 404 9-10-(-2964) 6980 1- 9-) -980) 2960 5-12•(-2444) 1242
BC: 2x6 KDDF SS LOADING 3- 4-(-7B14) 3158 10-11-0-40961 9690 9- 2-( -118) 184 12- 6-( -380) 1)42
WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5-.(-98061 3968 11-12-1-3994) 9474 9- 3-1-62961 2750 6-13-(-6792) 2898
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 1'- 1.0" V5- 6-(-7290) 2934 12-13=1-2684) 6330 3-10.1 -314) 1510 13- 7-( -400) 284
TC LATERAL SUPPORT 24"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 1'- 7.0" TO 35'- 3.3" V6- 7-( -42) 42 10- 4-1-2102) 1098 •
BC LATERAL SUPPORT <- 12"0C. NON. BC SNIP' LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11-) 0) 340
TO CONC LL( 66.0)+01,( 18.5)- 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX BORE ERG REQUIRED BAG AREA-
NOTE: 2x4 BRACING AT 24"0C DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1149/ 2933V -86/ 93H 5.50" 4.69 NODE ) 62.5)
REQUIREMENTS OF IBC 2012 AND 1RC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625)
•
II ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP )GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacia
j
ojJoin together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL - 0.357" 8 18'- 0.7" Allowed - 1.718"
9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.651" 8 18'- 0.7" Allowed - 2.290"
9" oc in 2 row(s) throughout 2x6 bottom chords,
9" oc in 1 row(s) throughout Zx4 webs. MAX HORIZ. LL DEFL - -0.070" @ 34'- 11.8" .
MAX HORIZ. TL DEFL - 0.106" 8 34'- 11.8" •
"" For hanger specs. - See approved plans.
Design conforms to mai -
n windforce-resisting •
system and components and cladding criteria.
Wind: 140 mph, h-20.lft, TCDL-4.2,BCDL-6.0, ASCE 7-10,:,
(All Heights), Enclosed, Cat.2, Exp.B, OWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
1-06-15 33-08-05 •
1-:106-:15 15-08-05 18-00 1 6
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1-00 8-07-09 8-05-08 8-05-08 8-09
1 1 .
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JOB NAME : 5017-B POLYGON - Dl ti
Scale: 0.1109 `O PR,O fr- .4�
WARNINGS: GENERAL NOTES,unless otherwise noted: rr'`v!' r�"s
1.Builder and erection contractor should be wilted of.0 General Roles 1.This design Is beeed only upon the parameto,s shown end le for an indnlduel �J" `NGI N U( .
Truss: D1 and Waninge before canawsUcn commenoos. building component.Applicability of design persmelere and proper V r 1 l /Lry�pY
2.2x4 compression web bracing must be Installed where shown+. incorporation of component to the responsibility of the building designer. !{yam 'll(�(, 1'( •-9'
3.Additional temporary bracing to Insure stebiory during construction 2.Design assumes the top and bottom chords lobe literally braced el !520•P E • r"
DES. BY: LA to the reopanslblliry of cite erector.MditlonN permanent bracing of 2'o.o•end at 10•o.c.respectively anless braced throughout their length by
n0nuoes sheathing such es plywood sheathing(TC)and/or drywel(BC).
DATE: 11/21/2014 the overall structure Is the respondbliity of the building designer. 3.2.8 Impact hedging or lateral bracing required where shown++ •
4.No bad should be applied to any component until titer ail bracing end 4.Installation of buss Ie the responafbilty of the respective contractor. •
SEQ. : 6120767 tastenen are complete and el no time should any loads greeter than I.Design assumes busses ere to be used In a noncorrosive environment, /r- /
design loads be applied to any component end en for'dry conditan'Mule. /s.
TRANS I D: 412891 6.CompuTrue hes no control over end mum.no responsitxuty for the 6.Desitin assumes fug bearing al e0 supports shown.Shim or wedge If A
fobrba°on,handle shipment and installation of components. nenusry. -9 OREGON < .
g• 4 7.Design assumes adequate dndnage h provided. L„, >\t' k
5.This design Is tumished subject to the flmitatons set forth by B.Plates shag be located on both feces of buss,and placed so their anter / rf
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4.Digits coincideIndicate sire of plate In Inches. A �`
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• EXPIRES:12/31/2015 ..
Illi 111111 This design prepared from computer input,.by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 41(11/0DF/Cq-1.00
TC: 2x6 KDDF R148TR; LOAD DURATION INCREASE - 1.15 1- 2-4 -567) 173 9-10"4 -121) 128 9- 1-(-1605) 389 6-13-(-1221) 378
2x9 KDDF R14BTR T1 SPACED 24.0" O.C. 2- 3-) 0) 0 10-11-4 -959) 3487 1-10-4 -343) 1467 13- 7-4 -62) 371
BC: 2x6 KDDF SS 2- 4e) -533) 178 11-12-(-1221) 4843 10- 2-( -47) 150 7-14-4-3395) 927
WEBS: 2x4 KDDF STAND LOADING 4- 5-(-3903) 920 12-13-(-1164) 4735 10- 4-(-3149) 821 14- 8.) -200) 106
LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-4901) 1094 13-14-) -792) 3164 4-11-( -22) 756
TC LATERAL SUPPORT <- 12"OC. 008. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-3644) 809 11- 5-(-1052) 289
BC LATERAL SUPPORT <- 12"OC. MON. TOTAL LOAD- 42.0 PSP 7- 8-) -37) 41 5-12-( 0) 231 ,
12- 6-( 0) 313 t
LL - 25 PSF Ground Snow (Pg) '
NOTE: 2x4 BRACING AT 24"0C DON. FOR BEARING MAX VERT MAX BORE BRG REQUIRED BRC AREA
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0,0" -231/ 1475V -86/ 93H 5.50" 2.36 KDDF ( 625)
35'- 3.3" -183/ 1487V 0/ ' OH 5.50" 2.38 KDDF ( 625)
"s For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spaciyg.1
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 '
MAX LL DEFL " -0.323" 8 18'- 0.7" Allowed - 1.718"
MAX TL CREEP DEFL - -0.651" 0 18'- 0.7" Allowed - 2.210"
MAX HORIE. LL DEFL - 0.063" 8 34'- 11.8"
MAX HORIZ. TL DEFL " 0,106" 8 34'- 11.8"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,:
(All Heights), Enclosed, Cat.2, Exp.B, HWFRS(D1:),
load duration factor-1.6, ..
Truss designed for wind loads
in the plane of the truss only.
3-06-15 31-08-05
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3-06-15 13-08-05 18-00 I.
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35-03-04
JOB NAME : 5017-B POLYGON - D2 "
Scale: 0.1798 ,(cy�Q PR.op
WARNINGS: GENERAL NOTES,unless otherwise noted: rr\ dl�.• S��..
I.Budder end emotion contractor should be advised of o0 General Notes 1.7hb design h based only upon the paramotura shown and Id for an Indhdual • \_J N 'O'
Truss I D2 end Wemingo before conabucnen commences. building component Applicability of design parameters end proper G 1 1
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ��. vfI/�/, -�•
3.Additional temporary bracing to theme edibility during construction 2.Design assumes the lop and bottom chords to be laterally baud a 1: . . - •rj+ry,s r]C ' r'•
DES. BY: LA is the rat onslblll of Iles onctar.AddWonel parmenent bncin of 2'o.c•end at ID o.n.respectively unless braced throughout their lenges by • 74 I�L
responsibility g continuous sheathing such es plywood sheathing(TC)ander drywall(SCl. /
DATE: 11/21/2014 the overall structure Is the responsibility oldie building designer. 3.2dImpact bridging or lateral bracing required where shown++
4.No load should bo applied to any component anti after el bracing and 4.Installation oilman Is the responsibility of the respective contractor.
SEQ. : 6120768 fecteners ere complete and at no time should any loads greater Ihsn 5.Design assumes busses mato be vied N a noncorrosive envtronmenl,
design loads be applied teeny component and are for-dry condition'of use. / m..
TRANS I D 412891 5.CompuTms has no control over and assumes no reaponalbly for the 6.Delon assumes fun hawing idea supports shown.Shim at wedge If • A �4
necessary
t,�
pbrketion,handQnp,shipment and installation of components. 7-Designcomes edoaavale drainage le provided. :"2„ .r}_.'O •REGON • ,S .
H.ids design Is furnished subject to the limitations set forth by H.Plates shell be located on bob feces of buss.end pieced so their center %/� '9.� 2P��•k,'
IIII Iillllll�llllllllllllllllllllllll�ll TPgWiCAh SCSI,copies ofaNdch dObaNMsheduponregaesf, joint 4J 14
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MiTek USA,Inc.yCompuTrtfs Software 7.0.0(1 L)-E f0.Fa ionic connMor pate design values sea ESR•1311.ESR-1969(MITek) .,h p t 1'L
.0EXPIRES:12/81/2015
M(�ylll)ID , This design prepared from computer inp;t'by
PACIFIC LUMBER-BC •
LLMBoe haegetripAC30N6 See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq-1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2.1-1560) 394 9-10-) -66) 129 9- 1-1-1428) 389 5-13-)-696) 219
BC: 2x4 KDDF 81S81R SPACED 24.0" O.C. 2- 3-1-1340) 4D3 10-11-1-439) 2249 I-10-) -306) 1441 6-13-1-124) 737
WEBS: 2x4 EDDY STAND 3- 4-1-2414) 629 11-12-(-525) 2643 10- 2-) -4) 351 13- 7.1-172) 186
LOADING 4- 5.1-26531 685 12-13-1-517) 2616 10- 3-)-1228) 319
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.01+01) 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-2101) 557 13- 8-1-540) 2263 3-11-) -29) 490 '
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF 6- 7.1-2417) 579 11- 4•) -393) 139 •
TOTAL LOAD - 42.0 PSF 7- 8-1-2649) 659 4-12-) -2) 83
.............=__._..-.-..........---- 12- 5-) 0) 178
NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) -
ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG A3.EA
-,............................-----•.. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625)
35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacic1j
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.155" 8 18'- 9.7" Allowed - 1.7)8"
MAX TL CREEP DEFL • -0.312" 8 18'- 9.7" Allowed - 2.290"
MAX HORIZ. LL DEFL - 0.055" 8 34'- 9.7"
MAX HORIE. TL DEFL - 0.092" 8 34'- 9.7"
Design conforms to main windforce-resisting
system and components and cladding criteria. '
Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6,0, ASCE 7-10,'
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
5-06-15 19-08-10 9-11-11 ,
5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 f 4-10-03 5-01-08 I
f 1' f f f f 1 f
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5-02 6-10-12 6-09 6-10-12 9-06-12
1 1 .
35-03-04 •
JOB NAME : 5017-B POLYGON - D3
Scale: 0.1908 QED PRpcEn
WARNINGS: GENERAL NOTES,unites eH,c,Nae noted: '` • L U,s
1.Gunder end erection contractor should be advised of oil General Notes 1.This design is bated only upon the parameters shown end 1,for an indislduai ��' NQ I N+: /.
Truss• D3 and Warning,before construction commences. building component.Applicability of design penmeten and properC(r� '! Nl V// rf I/ ? •
2.2,4 comprosolon nab bracing must be lneteNad when Mown+. Incorporation of component],the respresponsibilityof tte building des gner,
3.AddNonal temporary bracing to Inure atabilty during construction 2.Design assumes the tap and bottom chards to be laterally braced a [r. a�2.O p E j 95.+
DES. BY: LA s the res onalbi6 ofine erecta.A06 tlonai Dermenent brat ng of 2'o.c.and at 10'o.o.reepeceveiy unless braced throughout their lengpfthh by 1
P ly continuous sheathing such as plywood sheathing(TC)inciter dryer/8148C).
DATE: 11/21/2014 the overall structure Is the re•poneibORy of the building designer. 3.lx Impact bridging or lateral bracing required where shown •
4.No load should be applied to any component until after all bracing end 4.Installation of trust]la the respornlbdry of Om respective contractor. 4
SEQ. : 6120769 fasteners are complete and at no ems'Afraid any loads greater than 5.Design assumes ae,are to be used Sr a eon,corroslve environment, ��'
•
design loads be applied to any component and en for"dry condition'of net. �r!'
TRAN S I D: 412891 5.CoepuTms has no control over end assumes no responaibOty for the B.Design assumes Add bearing at all supports shown.Shim or wedge If OREGON
fabrication,handle shipment and Installation of components. neaesoe
g. P 7.Fist,,Desigo ea ouleo an circinate Is provided,
, ��'.'� r�tl' ��
8.This design Is furnished subject to the will be
ons set forth by 8.Pletaa shell be located on both feces o1 truss,and placedso their cooler / '1 20
I�II II I{ NI���I�I�I i��ll�I II III TPNATCA In SCSI,copies ofvmlch be fumlahed upon regvasL pigs inicataim joint centerches Q. 14 Q�-
�I 9.Digits coincidedsize Opiate inches. �y
MITek USA,InGICompuTRos Software 7.6.6)1 L)-E 10.For bask connector plate design values se.ESR•131I,ESR-1988(M]Tek) MSR R I��-
EXPIRES:12/31/2015
1E111111 •
This design prepared from computer inputhby
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 RODE 8168TR LOAD DURATION INCREASE " 1.15 1- 2=(-15601 494 11-12"( -67) 129 11- 1-(-1428) 469 15- 9"(-170) (73
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. - 2- 3=( 0) 0 12-13-(-563) 2249 1-12-( -398) 1441
WEBS: 2x4 RODE STAND 2- 4"(-1340) 486 13-14=(-6571 2643 12- 2-( 0) 351
LOADING 4- 5-(-2414) 753 14-15-(-6731 2616 12- 4=(-1228) 366
•
TC LATERAL SUPPORT <- 12"OC. VON. LL( 25.0)4DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-2653) 819 15-10-1-648) 2263 4-13-1 -31) 490
BC LATERAL SUPPORT <. 12"OC. OOH. DL ON BOTTOM CHORD - 10.0 PSF 6- 8=(-2101) 674 13- 5=( -303) 141 '
TOTAL LOAD - 42.0 PSF 7- 8-( 0) 0 5-74-( -13) 83
..................................... 8- 9-1-2417) 718 14- 6-( 0) 178
NOTE: 2x4 BRACING AT 24"0C UOR. FOR LL = 25 PSF Ground Snow (Pg) 9-10-(-2649) 784 6-15=0 -696) 241
ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=( -132) 737 ,
....................s............ee.. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
"" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -249/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -241/ 1495V 0/ 0H 5.50" 2.39 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciry�.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
• MAX LL DEFL . -0.155" 2 18'- 9.7" Allowed = 1.718"
MAX TL CREEP DEFL - -0.312" 8 18'- 9.7" Allowed = 2.240"
MAX HORIZ. LL DEFL = 0.055" 8 34'- 9.7" '
MAX HORIZ- TL DEFL - 0.092" 8 34'- 9.7"
Design conforms to main windforce-resisting •
system and components and cladding criteria.
Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,:
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
i-06-15 15-08-10 11-11 11 Truss designed for wind loads r
in the plane of the ureas only.
5-03-12 2-03-032-09-09 5-00-12 5-00-12 2-09-092-03-03 4-07 5-01-08 4
1 1 1 1 ( '( / I 1 1
5-07-04 10-00
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1 5-02 6-10-12 6-09 6-10-12 9-06-12 1
35-03-04 •
JOB NAME : 5017-B POLYGON - D4
Scale: 0.1742
WARNINGS: GENERAL NOTES.union othmdse noted: .•'` QIN. r��.
1.Budder and erection contractor should be advised of ed General Notes 1.This design la based only upon the paremelere shover and Is for en individual �V' 0
Truss: D4 and Wanting before construction commence.. building component Applcabtily of design aerometers end proper l �j
2.2x4 compression web bracing must be Msteded whore shown.. Incorporation of component le tie respamib0 of the building designer. f!/! �/� f •72
3.Additional temporary bracing to inure stability during construction 2.Design assumes the top end bottom chords to a laterally braced at Ct, s 2 0,p E ,, f
DES. B Y: LA Tex.end at 10'o.o.respectively unless braced tromp/lout their length by G f
is the responstl9ity of the erector.Additional permanent bredng of continuous sheathingf
such as p ywoodedlbh r drywaA(BC).
DATE: 11/21/2014 He.vasal structure le the responsibUty of the budding destine?, 3.2:s Impact bridging or lateral bracing required where shownown."
4.No load should be applied to arty component un@ oder ed bredng and 4.Installation of Inns la the responsibllty oldie respective contractor.
SEQ. : 6120770 fasteners ere complete and at no dme should any bads greeter than S.Design assumes ausses are to be used Ins nonoonoatve environment tow -
design toads be applied to any component end are tor"dry efull bearing
of use, /.'�.' . •. I rf.
TRANS I D: 412891 S.CompuTrus hes no control aver and assumes no responsibgdy for the 6.Design assume"dry toll boating et all supports shown.Shim or wedge Ii �a
fabrication.herding,shipment end installation of components. 7.O�osoi gn assumes adequate drainage fa prhuded. 174. .A_.QAEGON��i.
rt e I 6.This design Is banished subject to the IlmnsIons set forth by 8.Purse shell be located on both feces al buns,end placed so Men center .16
'7'r t- 2O k. �+
II¶I�llll 111111 11 I I,�II IIII 1`I Il1r TPUWFCA In SCSI,copies of whish will be famished upon request. Din coincideInicatwith jobs acanter Inches. Q 7/ ,'�G�
�I Ifs I'to f` I 9.Digits Indicate size of plate In Inches. �I-
MOrek USA,Inc./CompuTrus Software 7.8,0(11)-E 10.Por basic connector plate design values see ESR-1311.E8Rne88(MI7ek) - /1/• R S
•
•
y EXPIRES:12/$1/2415 ,
' ,
1
Illuhillt/�l , This design prepared from computer input:+by
6 PACIFIC LUMBER-BC
EDMB85 h8806DFlpATUGH6 See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x9 KDDF BIOBTR LOAD DURATION INCREASE - 1.15 1- 2-(-2556) 554 1- 8•(-427) 2151 8- 2•) 0) 264 6-11-(0) 275
BC: 2x4 KDDF 816BTR SPACED 24.0" Q.C. 2- 3-(-2043) 520 8- 9-(-429) 2148 2- 9-(-462) 191
WEBS: 2x4 KDDF STAND; 3- 4=(-1734) 513 9-10.1-309) 1846 9- 3-7-1021 564
2x4 OF STAND A LOADING 4- 5•(-1755) 518 10-11-(-450) 2252 9- 4=(-232) 117
LL) 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6•(-2067) 526 11- 7-(-448) 2255 4-10-9-198) 109
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7•(-2642) 572 5-10-(-106) 577
BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD . 42.0 PSF 10- 6•(-558) 210
__ _.......aa..u..... LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
-
NOTE: 2x4 BRACING AT 24°OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIFrS) .
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -192/ 1481V -141/ 1418 5.50" 2.37 KDDF ( 625)
°.................................... LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1481V 0/ 0H 5.50" 2.37 EDDY ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
(COND. 2: Design checked for net(-5 est) uplift at 24 "oc specingj
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
CAR LL DEFL - -0.121" 8 17'- 5.2" Allowed . 1.718'
MAX TL CREEP DEFL - -0.244" @ 17'- 5.2" Allowed - 2.290"
MAX FIORDS. LL DEFL - 0.055" 8 34'- 9.7" ,
MAX HORIZ. TL DEFL - 0.092" e 34'- 9.7"
Design conforms to main windforce-resisting •
system and components and cladding criteria.
Wind: 140 mph, h•22.7ft, TCDL-4.2,BCDL•6.0, ASCE 7-10,'.
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
load duration factor-1.6,
13-06-15 7-08-10 13-11-11 Truss designed for wind loads `
1 f in the plane of the truss only.
6-10-08 6-08-07 f 3-10-05 3-10-05 6-08-07 7-03-04 t
T f f f f f f
12 12
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•
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2 6
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6-08-12 6-05-04 y 8-06-08 6-05-04 7-01-08
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15-03-04 20-00
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35-03-04 •
JOB NAME : 5017-B POLYGON - D5Scale: 0.1782 t(����jPROFt
WARNINGS: OENERAL NOTES,unless otherwise noted: tt�yy`Y' -f _
1.Builder end erection contractor should be advised of et Gen ere!Notes 1.This design la based only upon the parameter shown end Is for an Individual . ��' fp,Q /65-
Truss:
O
Truss: D5 end Warnings before construction oomrrtences. building component.Applicability of design parameter'and proper � '•111011r17,
J'101I orf' 1. ✓fj
2.2,4 compression web bracing must be Installed where shown•. incorporation of component Is Me responsibility of the building designer. 1 ((( I .�-
3,Additional temporary bracing to insure stebigry during construction 2.De dr ansume'the top end bottom chords to a lateragy braced e �' e ,R C r r.
DES. BY 1 LA le the res onslblg of the erecta.Addtlond armenenl brodn of 2'o.c.and at 10'o.c.sash reepectiyely unless braced throughout Meir len th by C
0 K D g continuous Addling
sheathing such as plyneod sheathing(TC)and/or dryvn9(SC).
DATE: 11/21/2014 The overall structure Is the responsibility of the building designs. 3.ore impact Addling or lateral brining required where shown 4
4.No load shotdd be applied to any component oriel altar all bracing end 4.Inst etinn of truss Is the resperul lily of the respedWe contractor.
SEQ. : 6120771 fasteners are complete end at no time should any loads greeter than 6.Design assumes trusses are to he used In o non-oonoshre environment, `
design bads be applied to any component end are for'dry condition'nine,. ,, r�,'" , 4C-
TRAN S I D: 912891 5.CompuTms has no control over end assumes no reepansibgfij to Me 8.Design assumes tug horn'bearing el ell supports shown.Shim a wedge If �l
febrinsHon,handling,shipment end installation of components. necessary• OREGON
6.Thle design b furniehed sub ect to Me limitations set hit b 7.Plate. itedassb el caed one drainage l9�oss,a �`y �^ ���b��
I llllll II II I III ILII III I IIIII{IIID IIII111 8.Plates shag he located on both faces o boas,end placed so their carie 7 •
TPIM?CA M SCSI,capias of which will be furnished upon request ga coincideIntwithjoint ate in Inches. �/. 7 4
9.Digits Indicate sloe of plata h Inches.
MITek USA,Inc,InClCnmpulmn Software 7,6.6(1 L)-E 10.For Aceto connector plate design values see ESR-1811.ESR-1988(Mfrek) ell R 1�l"
EXPIRES:12/31/2915
11111 MI •
This design prepared from computer input'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I'
TC: 2x4 KODF 816BTR LOAD DURATION INCREASE - 1.15 1- 2=(-2556) 700 1-10•(-550) 2151 10- 2-( 0) 264
BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2- 3•(-2043) 676 10-11-1-551) 2148 2-11•(-462) 176
WEBS: 2x4 KDDF STAND; 3- 4•( 0) 0 1l-12•(-479) 1846 11- 3•(-128) 666
2x4 OF STAND A LOADING 3- 5-(-1734) 643 12-13=1-582) 2252 11- 5-(-242) 157
LL( 25.01+DL( 7.0) ON TOP CHORD • 32.0 PIP 5- 7.4-17551 649 13- 9.1-580) 2255 5-12.4-208) 146
TC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 0) 0 7-12.1-1331 577
BC LATERAL SUPPORT <- 12"OC. CON. TOTAL LOAD - 42.0 PSF 7- 8-(-2067) 683 12- 8-4-558) 200
8- 9-1-26421 721 8-13-1 0) 275
......•••••••••=•aa•.••"••_••••_••••- LL • 25 PSF Ground Snow (Pg) •
NOTE: 2x4 BRACING AT 24"0C UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AY•EA
•_•"•••••••••••••......•••••••-•••... 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 P5F, 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 6225)
•" For hanger specs. - See approved plans 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 KDDF ( 05)
ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing,
VERTICAL DEFLECTION LIMITS: LL-L/240, TL4/180
- HAX LL DEFL • -0,121" @ 17'- 5.2" Allowed • 1.718"
MAX TL CREEP DEFL - -0.244" @ 17'- 5.2" Allowed - 2.290"
- MAX HORIZ. LL DEFL - 0.055" @ 34'- 9.7"
HAX HORIZ. TL DEFL • 0.092" @ 34'- 9.7"
Design conforms to main windforce-resisting -
system and components and cladding criteria.
15-06-15 3-08-10 15-11-11 Wind: 140 mph, h-23.2ft, TCDL•4.2,BCDL_-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Dir),
6-10-08 6-05-04 2-03-01-10 -015.10-09-03 -03 6-05-04 7-03-04 1 load duration factor-1.6,
1 1 1 1 1 1 '( 1 1 Truss designed for wind loads i
13-07-04 14-00 in the plane of the truss only.
1'
1 1 4 6 1 1
12 M-4x6 M-3x4 M-4x6 12 ,
6.0017' 3 6 Q 6.00
i
M-3x4 M-304
o g i
0. .0.4444144144444444444 . ).T. I,
M-5x6
p
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o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 eo •
M-3x5 IS)
/ 1 'I 1 1 1
y j 6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 b
15-03-04 20-00
y 1
35-03-04
JOB NAME : 5017-B POLYGON - D6
Scale: 0.1741
Si���E PRaFF
WARNINGS: GENERAL NOTES,unless otherwise noted: •
1,Bender and emotion contractor should be advised of en General Notes 1.Tina dealer,Is based only upon the parameter,Mown and Is for en Individual J r�03 n11
Truss: D6 and Wamlegs before censhucHon commences. budding component.Applaabllity of design parameters and proper •
V;�I�I�J y T: O�
2,2x4 core rsasion web bracing must be instated where shown*. Incorporation of component is the responsibility Ogle budding designer. r /( 1 .Ty
p g 2.Design assumes the lop end bottom chords lobe laterally braoed at
3.Add'Nonef temporary bracing to fume stability during construction p a.a end et 10'o.a.respectively unless Mood throughout heir length by •OPE ' r
DES. BY: LA p Y ah �2
is the responelbOty of the erector.Addillonel permanent hradng of continuous sheathing such as plywood sheaOdng(TC)and/or drywell(BC).
DATE: 11/21/2014 the overa8 structure Is the responsibgity of he building designer. S.2x Impact bridging or lateral bracing required where shown*f
4.No load should be applied to any component until after dl bredng and 4.Installation of truss is the responsibility of the respective contractor. / - .
SEQ. : 612D772festenent are complete and stno time should any loads greater than 6.Design assumes trusses Cr.ere to be used In a non�orrodve environment,
design toads be applied to any component and ere for-dry condition'of use.
TRANS I D: 912891 5.Compurnrs has no contest over and assumes no reepcnaibNty tot he 6.Design sesumee fug beefing at ed supports chow.Shim or wedge H t` - Q
hbRcatloe,nendtr9.shipment and Nstella8en of components.
necessary.
--57.4,:...4 OREGON t� ,
7.Design essumea adequate drainage is;wedded. a
I I 11 This design Is furnished subject to the limitations set forth by H.Plates Mag be touted on both feces obuss,and placed so heir center .9 y. °�
IIID I��) ��!III IIII IIT i�l Iiil(ill TPWvrCA in BCSI,copies olwhtch win be furnished upon request. Dos coincide with joint oenter Inches. Q. ']a L t��
H.For basic
aloe p,see In lnchea. 11�
MiTek USA Ino,ICompuTrua Software 7.8.6(11)-E 10.for basic connector plate design values see ESR-1711,ESR-aged(MITek) Ni n 1.0--
.9. EXPIRES:12/31/2G15 ,
•
III IIIII�II ' , This design prepared from computer inputby
PACIFIC LUMBER-BC •
•
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4NR/DOF/Cq•1.00
TC: 2x4 KDDF *16020 LOAD DURATION INCREASE 1.15 1- 2-(-2510) 544 I- 9-(-406) 2134 2- 9-(-181) 184
BC: 21(4 KDDF 812820 SPACED 24.0" S.C. 2- 3-(-2291) 518 9-10-(-271) 1845 9- 3-2 -17) )04
WEBS: 2x4 KDDF STAND; 3- 4-(-1661) 457 10-11•(-289) 1867 3-10•(-644) 239
2x4 OF STAND A LOADING 4- 5-2-16611 444 11- 7-(-422) 2227 10- 4-(-237) 1889
LL( 25.0)401( 7.02 ON TOP CHORD " 32.0 PSF 5- 6-(-2363) 508 10- 5-(-685) 247
TC LATERAL SUPPORT <- 12"OC. SON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2613) 537 5-11-( -14) 468
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8-2 0) 76 11- 6-(-267) 184
OVERHANGS: 0.0" 18.0" LL a 25 PSF Ground Snow (Pg)
BEARING MAX VERT MAX HOZ BRG REQUIRED BRG AREA
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0„ -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 60)
r" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIt4VM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 ODE ( 605)
I .
ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc apacipgj
VERTICAL DEFLECTION LIMITS: LL•L/240, IL-L/180
MAX LL DEFT. - -0.119" 9 17'- 5.2" Allowed • 1.718"
MAX Ti CREEP DEFL - -0.241" 9 17'- 5.2" Allowed • 2.240"
MAX LL DEFL - 0.013" 8 36'- 9.3" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" a 36'- 9.3" Allowed - 0.200"
MAX NORIZ. LL DEFL - 0.053" 0 34'- 9.7"
MAX HORIZ. TL DEFT. - 0.088" E 34'- 9.7" i
Design conforms to main windforce-resisting
17-05-04 17-10system and components and cladding criteria.
f f
5-10-05 5-08-09 5-10-05 5-10-05 5-08-09 6-03-01 Wind: 140 mph, h-23.6ft, TCDL-4.2,BCDL"6.0, ASCE 7-10,.
f f f f f 1' f (Ali Heights), Enclosed, Cat.2, Exp.B, MNFRS(Di_),
12 12 load duration factor-1.6,
6.00 p M-4x6 d 6.00 Truss designed for wind loads
4.0" in the plane of the truss only.
4 .M
2,_
A M
-Sx6(S)
M-3xOS25"
,
M-1.5)43y + ooi M 1.5x3
6
0, 11111111111111111
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1_` I
p 8o
_•Il4 4x4 M 3 1
x4 0 .25" M 3x4 M-3x6 0
M-5x8(S)
1 l i l l
8-09-08 8-07-12 8-07-12 9-02-04 l l
l 35-03-04 1-06
•
JOB NAME : 5017-B POLYGON - D7 Scale: 0.1753 -'
,<, o P R-OFFS,
WARNINGS: GENERAL NOTES,unless othnn,dse noted: \ `_\G`�nf tS�O_
I.Builder and erection contractor should be advised of all General Notes 1,ThB design b based only upon the pommel."shorn and Is for en Individual ' ' v`"
Truss: D'7 end Wendell before consbudfon commences. • building component.Applicability of design parameters and proper G' l /) 1I (hp/ .?/
2.2x4 compression web bracing moot be Installed where shown a. Incorporation of component Is the responsibility of the building designer. f(f 1/f�I 1 ( ! -�7
2.Additiond temporary lancing to Insure stability during comtructlon 2,Design assume the top and bottom chorda to be laterally lanced a1 -'•2 S•P E ; r
DES. BY: LA the nil onslbla of the erector.Aditionel permanent brad" f T o.e.end at le o.o.respectivelyply unleu braced throughout ehalr length by
•
s p ry g° oongnuous sheathing such as plywood eheathing(TC)en Nor drywall(BC).
DATE: 11/21/2014 the overall structure Is the ro°pomibility of the betiding designer. 3.2x Impact bridging or lateral bracing required where shovel*e
4.No load should be applied to any componentrmtii after all bracing and 4.Instelledon oftruse Is the respon+ib ty of the respective contractor,
SEQ. : 6120773 fasteners are complete and el no time should any loads greeter then 5.DesIgn assumes busses are to be and N a noncorroshe environment, /
TRANS 1 D: 412891 ..;
design keds be applied to any component end ere for"dry full bearing
of use.
8 �''��"- '
5.Comm:Tnm has no control over end assumes no responsibility for the .Design assumes full beadng et ell+uppom+hove.Slim or wedge II {� ki
�
labdcatlon,handl necessary. / OREGON
rag,shipment end insteftuon of components. T.Design assumes adequate chairing Is prodded. 7'9Y- +Sb As'
O.This design is Nmished subject to the Indlaaoa set forth by 8.Plates shall be located on both Bees of truss,and placed so their center
III I I ll!I ill III II ll IIIII IIIII II IIII 7PWVECA In SCSI,copies of which will be furnished upon request, Digi coincide with JointpanIn Ames. 1 Q �P+
9.leets oincide sire of plate In fines. �A
M{Tek USA,IncdCompuTrus Software 7.6.8(7 L)-E 10.For batik connector plate design vales see ESR-tae i,ESR-1 gab(MITek) ''!�L3 R a:
EXPIRES:112/31/2015
11111 This design prepared from computer input-by
PACIFIC LUMBER-BC
i
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq-1.00
TC: 2x4 RODE 816BTR LOAD DURATION INCREASE • 1.15 1- 2•( 0) 76 2-10-(-372) 2268 3-10-1-270) 187
BC: 2x4 ROOF 8168TR SPACED 24.0" O.C. 2- 3-(-2645) 531 10-11-(-259) 1894 10- 4-( -18) 475
WEBS: 2x9 KDDF STAND 3- 4•8-23971 503 11-12-(-281) 1889 4-11-(-679) 246
LOADING 4- 5-(-1694) 453 12- 8.1-4161 2256 11- 5-(-237) 1125
TC LATERAL SUPPORT <- 12"0C. 00)1. 1.1( 25.0)107.) 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1694) 453 11- 6•(-680) 246
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2397) 503 6-12-( -181 475
TOTAL LOAD - 42.0 PSF 7- 8-(-2645) 531 12- 7•(-270) 187
OVERHANGS: 18.0" 18.0" 8- 9-( 0) 76
LL - 25 PSF Ground Snow (Pg)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG ATEA
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" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 615)
35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 615)
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 - 0.013" 8 -1'- 6.0" Allowed - 0.130"
MAX IL CREEP DEFL - -0.014" 0 -1'- 6.0" Allowed - 0.290"
MAX LL DEFL - -0.127" 0 17'- 10.0" Allowed - 1.738"
MAX TL CREEP DEFL - -0.257" 8 17'- 10.0" Allowed - 2.317"
MAX LL DEFL - 0.013" 0 37'- 2.0" Allowed - 0.1250"
MAX TL CREEP DEFL - -0.014" 0 37'- 2.0" Allowed = 0.200"
MAX HORIZ. LL DEFL - 0.055" 0 35'- 2.5"
MAX HORIZ. TL DEFL - 0.092" 0 35'- 2.5"
17-10 17-10
Design conforms to main windforce-resisting
f 6-03 10 5-09-03 5-09-03 5 09-03 5-09 03 6-03-10 f system and components and cladding criteria.
1 ( f f f 1 f 12 12
Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
6.0017 M-4x6 "6.00 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dirl,
0load duration factor-1.6, I
4.0"
S Truss designed for wind loads
M-5x6(5) �,\ M-5x6(S) in the plane of the truss only.
0.25"
3.14%%%%%44.4
\ 0.25"
4 6
41 is
tm
M 1.5x3 +t *7M-1.5X1
+.
.--1
t
a
WA
h
1 id '/ 12 \s
M-3x6 M-3x4 tj,25" M-3x4 M-3x6 . o
M-5x8(S)
1 1 1 1 Y
9-02-04 8-07-12 8-07-12 9-02-04
1 1 1 1
1-06 35-08 1-06
i
JOB NAME: 5017-B POLYGON - D8
Scale: 0.1638 �,�rp PRQFF:
WARNINGS: GENERAL.NOTES,apiece otherwise noted: 't ANO)N C un�%O
1.Budder and erection contractor ehould be edvleed of all General Notes 1.This design Is based only upon the parameters shown end Is for on Individual • ' t V
Truss• D8 and Warnings before construc4ao commences. building component.Applicability of design parameters end proper �V, JI�f /7.p
2.2e4 compreniorrweb bracingroust be installed where eh elm t Incorporation of component!,the responsibility of the building designer. 1//NI
temporary bracing to Insure etabRty during sonotruetlon 2.Design ucumes the top end bottom chords to be laterally bread et �f•,n C
3.Additional is CC' ^92 r l- �'
DES. BY: LA leUe responsibility snafb of the erecter.Addltlanal ehmenmf bred., of 2'o.o,end at 10'ex.respectively unless braced throughoul their length by
p nnl' P r confinuous sheathing ouch es plywood sMeddng(TC)and/or erywellBC).
DATE: 11/21/2014 the overalletracture is the responsibility of the bulldDeg dadgner. s.2xImpact bridging or!Morel bonsibqe�r�equbee ahem shown r.
4.No load chudd be applied to any componentunti after sit bracing and 4.Installation of trues is the rosponsibdiry el the reaped ive eonirector.
SEQ. : fastenero are complete end at no dna should any loads greater than 5.Design assumes Man are to be used in a noncorrosive environment,
end ere for oonditlon'ol ase.
design loads be noappliedcorn to any component mn CC
TRANS I D 412891 5.CompuTme ha,no control over and assumes no respon d:99y for the H.Denier aesumos o n baring at ail supports shown.Shim or wedge If .
necessary. OREGON (p•
febriosdon,handling,shipment end Installation of components. T.Design anumes adequate drainage is provided. .� tx
I{ (�hl� 1 I
H.Tile design le furnished subject Loth*Writs..set tart by 0.Plates shad be located on both faces of buss,and placed so their center �% �.9 Y tL0 ,S�
i Ill i I Il Illi Ill I ILII Illll Illi IIII(III TPUVyTCA M BCSI,copies of which xis be furnished upon request. dna coincide with joint center lines.
t�. 1 a t�T
9.Digits Indicate alza of plate In Inches. ,}, f-
MITekUSA,Inc.lCompuTrueSoftwtre7.6.e(1L)-E 10.For baste connector plate design veto.,seeESR•1311,ERR-Iaae(MiTelt) ✓l��pl�\
, • EXPIRES:12/31/2015
IggI8i91Il1113 This design prepared from computer input Eby
II PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 HAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 NODE 8160TR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 16 2-13-(-1678) 4410 13- 3-( -486) 1450 19-11"(-436) 103
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-(-5079) 1922 13-14.(-1459) 3845 3-14-(-1167) 447 11-20-( 0) 246
WEBS: 2x4 KDDF STAND 3- 4-)-3050) 1240 14-15-(-1018) 2687 14- 4-( -7) 320
LOADING 4- 5-(-2497) 1181 15-17-1 -898) 2228 4-15-) -584) 155
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6"(-1718) 638 16-18-) -37) 93 15- 5-) -67) 532
•
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-) -580) 604 18-19-) -788) 2045 15- 6-( -258) 47
TOTAL LOAD - 42.0 PSF 6- 8-0-1750) 641 19-20-) -877) 2299 6-17-( -55) 267
.........,,,,.......................... 7- 9-) -469) 611 20-12-( -875)'2302 16-17-) 0) 81
NOTE: 2x9 BRACING AT 24"0C 809. FOR LL - 25 PSF Ground Snow (Pg) 8-10-(-1487) 538 17-18-) -7571 1966
ALL FLAT TOP CHORD AREAS NOT SHEATHED - 9-10-1 -581) 604 17- 8-( -146) 384
....."o...e-------------------------= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11-(-2259) 1075 18- 8-) -122) 163
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING DIET. 11-12-1-2696) 1068 8-19-( -323) 90
OVERHANGS: 18.0" 0.0" 10-19-) 0) 475
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP
14-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NOH-CONCURRENTLY. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA
vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
0'- 0.0" -482/ 1675V -165/ 17514 5.50" 2.68 KDDF 1625)
•' For hanger specs. - See approved plans 35'- 8.0" -414/ 1498V 0/ OH 5.50" 2.40 KDDF I 625)
Unbalanced live loads have been
considered for this design. - ICOND. 2: Design checked for net(-5 psi) uplift at 24 "at spacing.l
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL °EFL - 0.013" 8 -1'- 6.0" Allowed - 0.150"
• MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200"
MAX LL DEFL - 0.205" 8 13'- 7.0" Allowed = 1.737"
MAX TL CREEP DEFL - -0.388" 8 13'- 7.0" Allowed - 2.311"
15-11-11 3-08-10 15-11-11
11 MAX HORIZ. LL DEFL - -0.119" 0 35'- 2.5"
4-05-1.2 1-08-12 2-11-14 9-03-03 6-03-04 MAX HORIZ. TL DEFL - 0.191" 8 35'- 2.5"
2-09 1 1 4-05-12 -03-O 0-11115 t 5-05-04 Design conforms to main wlndfarce-resisting
1 1 1 f 1 1' 1-f 1 '1' system and components and cladding criteria.
12 12 1
6.00 p M-4x6 M-3x8 M-4x6 d 6.00 Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,J
.� (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDil),
M-3x4 0 load duration factor-1.6,
14-4x640.00,00II v� M-4x6 End vertical(s) are exposed to wind,
6 6 r Truss designed for wind loads
in the plane of the truss only.
M-3x44 M 3x4
o ,
0
O1 M-3x6 'r
M-3x8 o i
li .r 7 M-ia4 M-3x8 0 ---. ' •
M-3x4+ o M-1 5x3 '.' M-0x8 0.251'9M-1205x3 M-3x•. 0 7.
M-3x4+ M-5x8
.. 3.75 )4-5308)S)
12
1 ). 1' ,1 1 1 .1 Y 1
1 2- 05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 1
1-062-05-08 10-11-12 22-02-12 r
1 1 .1-
1-06
1-06 35-08
JOB NAME : 5017-B POLYGON - D9 Scale: 0.1465 �Ro pROFE[fin
WARNINGS: GENERAL NOTES.unless Minimise noted: f'`'! �S uV
1.Builder and erection contractor should be advised of all General Notes 1.Thls design la based only upon the parameters shown and is for en Individual - .G ' \AOI N E kVo.
Truss: D9 and Warnings before combustion commences. building component.Applicability of design parameters and proper �!II/�!/ ?j
• 2.2.4 compression web bracing moat be Installed where shown•. incorporation of component le the responsibility etthe building designer. r'9/ 111 -p
2.Design assumes the tap and bottom chords to be laterally braced at - 2'•P E
DES. BY: LA 3.Adfigonal temporary bracing to Insure stability during construction k- ' _ r
N the res nslbll of ma erector.Additional permanentbradn of 70.0.and at eato.e.respectivelyply miles.a e.Hrin)TCC throughout rheh wan ).
Po N g continuous t 11:1'inn with as plywosequIr braced .o andlor dish
le H h b
DATE: 11/21/2014 the overall structure is ted to.try lbgity of the building designer. 3.to Impact bridging or lateral bracing required there shown••
4.Mn load should be spelled to any component until eller ell brachia and 4.Inatagetion of buns N the resp ro8dy or tho retentive contractor.
S EQ. : 6120775 fasteners are complete end at no time should any Weds greater then S.Design assumes trusser,are to be used In a nonco,rostv*environment,
deelgn Ions be appted to arty component and ora for"dry condition'dust. `
TRANS I D 412891 6.CampuTrue has no control over end resumes no responsibility for the 6.Design assumes full bearing at all supports shorn.Shim or vrodgalf ,IQ._
•
fabrication,handling,shipment naoeasary. OREGON r
g, pment endlnsNgatlon of components. 7. •
Design assumes adequate drelnags N provided. �l b
6.This design Is hnnlahed sub)ed to Ste limitations sat forth by 8.Plates shag be located on both faces of Ices,end pieced ao their center ./ �4 j. Q�
VIII nlll VIII IIII VIII II I VIII IIII IIII TPIMRCA W SCSI,capWa of which MO be furnished upon request tees coincide v )oast cantor lines.
O 14, 2 P+
I�I 111 II 111 I 9. eo ncid a size of pt center
to lines. q- �f
MITekUSA,Inc.JCornpuTfueSoftware+7.8.6-SP1(1L)-E t0,For basis connector plate design values seoESR-1011,ESR.1988(MWTek) `✓'e rt;f'
EXPIRES:12/31/2015
1IIII 111 This design prepared from computer input,by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX 141)4BER FORCES 4WR/DDF/Cq-I..00
TC: 2x9 KDDF 414010 LOAD DURATION INCREASE • 1.15 1- 2.1 0) 76 2-13.1-1167) 4461 13- 3-) -327) 1448 10-19-1-132) 149
BC: 2x4 KDDF 011010 SPACED 24.0" O.C. 2- 3•(-5071) 1318 13-14-1-1017) 383B 3-14.1-1154) 339 19-11-1-416) 149
WEBS: 2x4 KDDF STAND 3- 4-(-3054) 864 14-15-1 -682) 2693 14- 4-) 0) 319 11-20-( 0) 246
LOADING 4- 5-(-2490) 802 15-17-1 -596) 2336 4-15.1 -609) 176
TC LATERAL SUPPORT <- 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSP 5- 6-1-2164) 746 16-18.1 -27) 102 15- 5-1 -248) 894
BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-( 0) 0 18-19.1 -567) 2245 15- 6-( -506) 219
TOTAL LOAD • 42.0 PSF 6- 8-1-2330) 810 19-20-) -596) 2308 6-11-1 -26) 251
8-10-1-1935)- 676 20-12-) -594) 2311 16-17-) 0) 81
NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10.1 0) 0 11-18.1 -543) 2158
ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11.1-2249) 721 17- 8=) -59) 176
--- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12.1-2703) 739 18- 8•) -147) 150
REQUIREMENTS OF IBC 2012 AND IRC 2012 MOT BEING MET. 8-19-) -452) 158 '
OVERHANGS: 18.0" 0.0"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
'e For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS S1ZE SQ.IN. (SPECIZS)
0'- 0.0" -343/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625)
35'- 8.0" -276/ 1498V 0/ OH 5.50" 2.40 KDDF 1 625)
s I. : 'estgn c ec e. or net - ps up i t at 'oc spactn i
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL • 0.013" a -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200"
' MAX LL DEFL - -0.203" 8 13'- 7.0' Allowed - 1,737"
MAX TL CREEP DEFL . -0.410" 8 13'- 7.0" Allowed - 2.317"
0-06-07 - MAX H0R1Z. LL DEFL - 0.116" 8 35'- 2.5'
13-11-11 '(-f 7-08-10 13-11-11 MAX HORIZ. TL DEFL - 0.194" 8 35'- 2.5"
f 1' 4 f Design conforms to main windforce-resisting
2-09 4-05-12 4-05-12 1-08-12 9-08-11 2-11-15 2-03-03 5-05-04 6-03-04 system and components and cladding criteria.
f f f 'f f 4 T f f 4 1'
12 12 Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
,- 6.001-/ M-34 9 Q 6.00 (AID Heights), Enclosed, Cat.2, Exp.B, t4WFRS(Dir),
tf-9x6 14-4x6 load duration factor-1.6,
S e
M-3x8 0 End vertically) are exposed to wind,
0. _ Truss designed for wind loads
in the plane of the truss only.
N M-3x4 .
M-3x4
0
1
c, •
M-3x6
3
M-3x8 ,
e M-5x8 4
1 M-3x4 M-3x8 ' P
10 M-3x4M+-3x4+
cm-1165x3 M-7x8 0,25)9 M-1Zd5x3 M-3x62 b •
a 3.75 •
M-5x8 M-Sx8(S)
12
.i 1 1' J. 1 l 1 1 1
1 � 1-05-089-05-12 4-07-08 2-00-04
4-11-10 5-06-10 5-05-04 6-01-08
1 ,
11-0612-05-08 10-11-12 22-02-12 -
1
1-06 35-08
JOB NAME : 5017-B POLYGON - D10
Scale: 0.1715 L f Q pRQFL�r1
WARNINGS: GENERAL NOTES,unless otherxlse noted: ,f`�[•n `U n
I.Bolder end erection contractor should be Eklund of al General Notes I.This design k based only upon the perimeters moan end U for en individual\ Nva)N� u c.
Truss: D10 end Warnings before construction commence.. balding component.Applicability of design parameters and proper C\ v//
Z.lab compression web bracing must be Installed where shown+. Incorporation of component Is the reopondbmty of the building designer. (4 '(/rz'/
J..Addfitional lemporsry bracing to Madan dehWty during construction 2.Dubin assumes me top and bottom chords to be Isteretlf braced at '"✓
DES. BY: LA To,e.and sl10'o.o.reepeWvelyunion braced throughouttheir lm by �" '92�•PE 1'
Is me responelbmty arms erector.Additional permanent Meting of t
DATE: 11/21/2014 rhe overall structure a the responsibility of the building deo cthi ontinuous bridging
org such f b notapNwrequiredd dwhere s howler dryw2l( ).
D dY g Iracin 4.lntmteton ldhinp in the raepapatb9tp09,.where own eco+a /
4.No load should be applied to any component sshould
until talteroad el sate than
4.Installation Ohm k the respebe used
of the oonbactor. '
SEQ. : 6120776 featenem are complete end el no time should any load.greater than 5.Design assumes busses ens to be used In a non-corrosive environment,
design beds be applied to any component end are for-dry conditlan'close.
TRANS I D: 412891 a.Con puTnn has no control over and assumes no reaponetbtOy for the e.Design assumes NO bearing al ell supports shown.Shim or wedge if
fabrication,handy °1°t°°°TS p
ng,shipment end Mataledon of componcnta. 7.Design assumes adequate drainage Is provided. -j� 4r OREGON t'. �(%' •
6.This design k banished subject to the limitations set forth by B.Pates shall be located on both feces of buss,end placed so their center ••. •` "� �'
1111111111111 Hill IIII TPIhVECA M SCSI,cope which wl ba furnished upon(re;Est Ones coincide withigJoint center lines.
9 j` 14 s �� �-.
9.Digits Indicate die of plate In inches. �j,
MTak USA,IRC.ICOm OTfLy Software+7,B.USP1 1L•E 10.For bask connector plate&sign values see ESR-1311,ESR•1988 Derek) '�L�r�f.y'y )
•
a1
EXPI RES:12!3172¢15
111111I11I�ill r This design prepared from computer input:its),
YY 1111 PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35r- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 KDSP 8148TR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 76 2-11-1-969) 4461 11- 3-1 -265) 1448 16- 7-1-147) 150
BC: 2x4 OOP-81813111 SPACED 24.0" O.C. 2- 3-1-5071) 1108 11-12-(-846) 3830 3-12.1-1154) 306 7-17-1-452) 128
WEBS: 2x4 KDDF STAND 3- 4-(-3054) 694 12-13.1-544) 2693 12- 4.1 0) 319 8-17-1-116) ¢49
LOADING 4- 5.1-2490) 628 13-15-1-424) 2336 4-13-1 -609) 190 17- 9-(-417) 162
IC LATERAL SUPPORT <- 12"0C. DON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6-1-2164) 598 14-16-1 -20) 102 13- 5-1 -199) 894 9-18-) 0) ?46
BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD - 10.0 NSF 6- 7-1-2330) 638 16-17-(-408) 2245 13- 6-1 -506) 178
TOTAL LOAD - 42.0 PSF 7- 8-(-1935) 543 17-18-1-468) 2308 6-15-1 -18) 239 •
.",". ....-- 8- 9.1-2249) 568 18-10.1-466) 2311 14-15-( 0) 81
NOTE: 2x9 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (P4) 9-10-1-2703) 593 15-16.( -391) 2158
ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7-( -35) 159
..---------------a...-"..-.-s...•eLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
8011098 CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 134H 5.50" 2.68 ROOF ( 625)
•r For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NOIt-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KODF ( 6225)
ICOND. 2: Design checked for net(-5 psi) uplift at 24 'or Spacing-1
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" 0 -1'- 6.0" Allowed - 0.200°
MAX LL DEFL - -0.203" B l3'- 7.0" Allowed - 1,737"
MAX TL CREEP DEFL - -0.410" 8 13'- 7.0" Allowed - 2.317"
MAX HORIZ. LL DEFL - 0.116" B 35'- 2.5"
MAX HORIZ. TL DEFL - 0.194" R 35'- 2.5"
Design conforms to main wlndforce-resisting
• system and components and cladding criteria. ,
11-11-11 11-08-10 11-11-11
Hind: 140 mph, h-23.6ft, TCDL-4.2,BCDL•6.0, ASCE 7-10,
f 2-09 4-05-12 4-08-15 1-05 -09 5-03-02 4-11-15 5-08-07 6-03-04 (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Di=),
1 1 4 1 1 1 1 f f load duration factor-1.6,
End vertical(s) are exposed to wind,
12 M-4x6 M-4x6 '716.0012 Truss designed for wind loads
6.00 • M-3x9 M-3x8 in the plane of the truss only. (
5 6 7 a
•//....\\; -
M-3x4
4 M-3x4 •
N g
o M-3x6
r 3
n, M-3x8 m/nig '` = :Qda`s .
�c ,:+"s~ t4-5x8 M-3x4 M-3x8 14 n 16 �� 11)---- •too
M-3x4+
o M-1.5x3 M-7x8 0,25 M-1.5x3 14-3x6 to
GI 3.75 •
M-5x8 M-5x8(S)
12 •
,L l ,L l ) ) l ) l .
l }2-05-08 2 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 l
1-062-05-08 10-11-12 22-02-12 '
l l . l
1-06 35-08
•
JOB NAME : 5017-B POLYGON - D11
Scale: 0.1716 (44ii PRQFFp
WARNINGS: GENERAL NOTES,unless otherwise noted: eCms'\" G,I N ut��-
1.Builder and erection contractor should be advised of all General Notes 1.This dealgn Is based only upon the parameters shown and Is for an Individual �J N O
Truss•" D11 and Wwningt before comtruction commences. building component.Appleability of design peremeteto end proper ' I11(rl
I �J 2
2.204 compression web bracing moat be installed where shown v. Incorporation of component Is the responsibility of the building designer. [y
J.Additional temporary bracing Minnie ctabi8ty during comtructlon 2.DecIgn assumes the top end bottom chords lo be laterally braced et ( , r� E ! T,.
DES. BY: LA Is the reapons�blllty of Ne ender.Addl6onelgermanent bredng of 2'o.a.end at 10'ILO.respectively unless braced throughout their length by 9G P
continuous eheathing such as plywood sheathing(TC)a ndlordrywell(C). /
DATE: 11/21/2014 the overall structure Is the responsibility cadre building designer. 3.2x impact bridging or lateral bracing required whore shown++
4,No had should be applied to any oompenent until over all bracing and 4.Installation of bum h the responsibility either respective contractor. s
SEQ. 6120777 Whiners are complete and aloe gore should any loads greater than 6.Design assumes busses are to be used in a non-conoeHe environment, 4je.r;. „ ,
design loads be applied to arty component end are to,dry condition"Wyss.uta ,,,...';,4"...-
TRANS I D 412891 B.Compulrus has no control over and assumes no responsibility for the and
ammo*
umes fugon bearing et all support,shown.SMm orwedge If s OREGON I
rCC
fabricators,handting,shipment and Installation of components. 7.Design assumes adequate drahnego Is provided. 9I. ��Y bt- - -
6.This design h furnished subject to the Undtations set forth by 8.Plates shell be limited on both faces abuse,end placed so their center
1III1 1fl�I 1II I1�lI 1 1 II II1 �1I TPIAYICA in aCSI,copies of whhA1 will be Nmished upon request. lines coincide wiz)olnt center lines.
Q 1.4 P
H.Dish Indicate size of plate In Inches, q�
MITek USA,Inc./Compul'nra Software+ZU.6-EP1(11.)-E 10.For basio connector plate design values see ESR-1771.ESU-INIS(MITak) `rqA R ft,A-
EXPIRES:12/31/2015
•
Inn This design prepared from computer input by
PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 '
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2"( 0) 76 2-13-(-1325) 4578 13- 3-( -374) 1482 10-19=(-170) 817
0C: 2x4 KDDF 8148TR SPACED 24.0" 0.C. 2- 3-(-5185) 1510 13-14-(-1154) 3940 1-14-(-1241) 456 19-11") -18) 131
WEBS: 2x4 KDDF STAND; 3- 4.1-3059) 900 14-16-(-1037) 3871 14- 4-( -164) 945
2x4 KDDF 814070 A LOADING 4- 5-( 0) 0 15-17-( -51) 192 14- 6-1-1329) 411
LI( 25.0)+DL( 7.01 OH TOP CHORD - 32.0 P58 4- 6=(-2713) 849 17-18-) -873) 3425 6-16.) 0) 286
TC LATERAL SUPPORT <- 12"0C. 00N. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-3843) 1172 18-19-( -812) 3060 15-16.) 0) 79
DC LATERAL SUPPORT <= 12"0C. DON, TOTAL LOAD - 42.0 PSF 7- 8-(-3088) 958 19-12-( -657) 2262 16-17-( -821) 3247
8-10-(-2235) 709 16- 7-( -185) 502
-_--.-„u--.........................• LL - 25 PSF Ground Snow (Pg) 9-10-( 0) 0 17- 7.( -294) 171 i
NOTE: 2x4 BRACING AT 24"0C DON. FOR 10-11-(-2550) 760 7-18•) -436) 80
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL 11-12-(-2658) 801 18- 8-( -5) 351
..................................... REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19-(-1065) 328
•
OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP REARING MAX VERT MAX HORZ ERG REQUIRED BEG AREA
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES)
"e For hanger specs. - See approved plans 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625)
35'- 8.0" -243/ 1498V 0/ OH 5.50" 2.40 RODE ( 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 - 0.013" B -1'- 6.0" Allowed - 0.150"
MAX Ti CREEP DEFL • -0.014" @ -1'- 6.0" Allowed - 0.200"
MAX LL DEFL - -0.312" 8 13'- 7.0" Allowed - 1.737"
MAX TL CREEP DEFL • -0.626" 8 13'- 7,0" Allowed - 2.317"
MAX HORIZ. LL DEFL - 0.140" 0 35'- 2.5"
MAX HORIZ. TL DEFL - 0.232" @ 35'- 2.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
•
9-11-11 15-08-10 9-11-11 Wind: 140 mph, h•21,7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
,( (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(0i:),
1 2-09 4-11-08 2-03-03 3-05-09 5-03 4-10-04 2-01-11-03-03 3-08-12 3-11-12 load duration factor-1.6,
1 1 T 1 1 1 1 1 f 1 1 End vertical(s) are exposed to wind,
Truss designed for wind loads
12 S M-Sx8(S) s 12 In the plane of the truss only.
f 6.00(7' M-5X6 M-4x6 '''.1 6.00
•
M-3x5 0.�5" M-3x9 0 •
6 Le
.N.
14-.308 + •00.V. 1 1.5x3
0 M-3x10
•
m
c+�! A 0
le
1 -3X4+
M 3x8 IT �,: 19 std c,
a
M-3X4+ 0,m-1.,
M-1.5x3 M-3x10 0,25 M-3x8 M-3x6 0
a 3.75
M-5x10 M-5x6(9)
12
3 1 Y 1. 3 3. 1' 1 .
y yy-05-08 5-01-04 6-00-04 1. 1 4-11-08 4-08-08 4-10-04 7-06-12
1 '
1-062-05-08 10-11-12 22-02-12
y y
1-06 35-08
•
JOB NAME : 5017-B POLYGON - D12 •
Sale, 0.1719
,?..,90 P RpFFtS
WARNINGS: GENERALNOTES,unless otherwise noted: G\..°)//://11'
sGIN rJ/.
1.Builder and erection contactor should be advised of all General Notes I.This design is based only upon the peremeten shown and is for en IndIIvIdual !VN
Truss: D12 and Warnings Moto construction commences. building component Appileeblliy of design parameters and proper G J f
2-204 compression web bracing must bo installed where shown r. Incorporation of component is cite responsibility of Ma building designer, fV (�(�I/ •TJ
3.Additional temporary bradng to Insure stability during cancbuction 2.Design assumes the top end bottom chords to be laterally braced at ('k"" !929.
92 9,P E c"
DES. BY: LA Is the res onsibig of the erector.Adddanel permanent brads of 2'o.o.and at 10'o.o.respectively unless braced throughout their length by 7
p y p g continuous sheathing sae,es plywood shesthing(TC)and/or dryweli(8C), /
DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until aver all bracing and 4.Installation of truss le the resparatbilly of the respective contactor. �r
S EQ. : 6120778 /wieners are complete and ales erne should anyloads greater than 5.Design assumes trusses am to be used Ina non•aonoslve environment, IIsi
design loads be applied to any component. and are for'dry condition-of use, ,,. 'All!-
TRANS S I D: 912891 5.compuTrus tae no control over end assumes no reepensibitity for the 6.Dm/gn assumes hull bearing et all supports shown.Shifn or wedge if e!► rC
necessary. p. OREGON �. <C/
fabrication,handling•shipment and leatseafon of components. 7.Deelgn assumes adequate drainage le Provided. �. N. A,
11Il 6,This design is Wmlahed subject to the Ilmllasons set forth by 8,plates shell be locatedonboth feces Ohms,and placed so their center /O."4.y ,�Q•, 9_0 ..1(-
CA In SCSI,copies of which thillbro
I'IIII1 A���l f I� I11 1111111 �11 MiTek USA,Ind/CampuT 5$0117/8 it+7,6e6SP1(1L)-Ed upon t Inas 0•Foncide with joint tenter lines.
rba
sicto connectordicate sine plata design values see ESR-1311,P.8R•1988(MIFak) M 1�
it 1 13810." P
EXPIRES:12/31/2015
IIIIIIINIIII •r This design prepared from computer input:by
` PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/C(1-1.00
TC: 2x4 KDDF 8166IR LOAD DURATION INCREASE • 1.15 1- 2-1 0) 76 2-11-(-1130) 4578 11- 3-1 -314) 1482 16- 7•1 -11) 351
DC: 2x4 KDDF 1118TR SPACED 24.0" O.C. 2- 3-(-5185) 1273 11-12-( -986) 3940 3-12-(-1241) 452 7-17-)-1065) 286
WEBS: 2x4 KDDF STAND; 3- 4•(-3059) 710 12-14-1 -826) 3871 12- 4.1 -138) 945 8-17-1 -152) 217
2x4 KDDF 1118TR A LOADING 4- 5.1-2713) 685 13-15•1 -421 192 12- 5-(-13291 367 17- 9-1 -21) 131
LL( 25.0)+01,( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-3843) 963 15-16-( -711) 3425 5-14-( 0) 286 1
TC LATERAL SUPPORT <- 12"0C. UON. OL ON BOTTOM CHORD - 10.0 PSF 6- 7.1-3008) 788 16-17.1 -641) 3060 13-14•1 0) 79 •
BC LATERAL SUPPORT <- 12"OC. BON. TOTAL LOAD - 42.0 PSF 7- 8.1-2235) 573 17-10.1 -542) 2262 14-15-1 -668) 3247 ••
• 8- 9-1-2550) 608 14- 6-( -130) 502 ,
- LL - 25 PSF Ground Snow (Pg) 9-10.1-2658) 659 15- 6.1 -294) 161 •
NOTE: 2x4 BRACING AT 24"0C UGH. FOR 6-16-1 -436) 89 •
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
...................................... REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AZEA
LOCATIONS REACTIONS REACTIONS SIZE 10.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -241/ 1675V -82/ 90N 5.50" 2.68 KDDF ( 625)
ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. . 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625)
"a For hanger specs. - See approved plans • C
!COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciAg.1
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.013" a -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" a -1'- 6.0" Allowed - 0.200"
HAX LL NEIL - -0.312" a 13'- 7.0" Allowed - 1.717"
MAX TL CREEP DEFL - -0.626" 8 13'- 7.0" Allowed - 2.317"
MAX H0R1Z. LL DEFL - 0.140" 6 35'- 2.5" •
MAX HORIZ. TL DEFL - 0.232" 0 35'- 2.5"
•
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-21.2ft, SCOL-4.2,BCDL-6.0, ASCE 7-10,"
(ASI Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
7-11-11 19-06-10 7-11-11 load duration factor-1.6,
End vertical(s) are exposed to wind,
{ 2-09 5-02-11 5-05-09 5-03 4-10-04 4-01-13 1 3-11-15 3-11-12 Truss designed for wind loads •
f 1 T f ,( ') f 1 f in the plane of the truss only. '
6.00 p M-5x6 I4-5x8(S) M-4x6 2 6.00
M-3x5 0.25" M-3x4
5 6 7
NM-3x8 0
111100.M-1.5x3
c, M-3x10
_,00
v, e, In°n _ GCi o t
oy n M-6x8 M-3x8 4,:�.�=` �. _1
M-3x4+ a7M-1135x3 M-3x10 0.25 M• 3x8 M-3x68 o
M-3 x4+a1.15 M-5x10 M-5x6(5)
'.(0 1S
12 •
1 Y ). J. 1 1 ,t Y
2-05-08 5-01-04 6-00-04 4-11-08 4-08-08 4-10-04 7-06-12
), / 1, 5 1 •
1-062-05-08 10-11-12 22-02-12 j
1 L ,t. i.
1-06 35-08
i
JOB NAME : 5017-B POLYGON - D13 Scale: 0.1720 0. P R O�FS
WARNIN09: GENERAL NOTES,unless otherwise noted: •[
1.Builder and erection contactor should be advised of e9 General Notes 1.This design is based only upon me parameters shown and Is for an indMduN
al J ` GI N
Truss: D13 end Warning,before<u nseucdon commences. building component Availability of design aerometers end proper V '0'
2.2.2x4 compression web braehrg meat be Instated where shown n. Incorporation of component Is the responsibility of the building designer. (,`. f'I ail , 2
2.Destgn assumes the top and bosom chords to be laterally braced at
3.Additional temporary bracing to Insure ratability during construction • - 2 i p E r-
DES. BY: LA Is the res r co,and at 10'o.a.respectively unless braced throughout their length by
responsibility Ogle erector.Additional permanent bracing of oonanuous bridging
such es plywood sheathing(TC)s and/or drywaB9C).
DATE: 11/21/2014 the overall structure Is the responsibility component
of the building designer. 3.Installation
n Impact bridging or lateral bracing required where shown++
4.No bed should be applied to any component un after all tensing and 4.Instal n neo of truce b the t o be iry of the respective wnivttorr.
SEQ. : 612 0 7 7 9fasteners ere complete and at no time should any loads greater then S.Design assumes teem are to be used In a noo-eomostve environment / •
TRANS I D: 41281 O(� dealgn loads be applied to any component d are for"dry condition"of use. /,r_�!...
8 91 9,Compares has no control memos no responsibility far the e.Design assumes fug bearing et sO supports shown.Shim a wedge 11 ' OREGON t cc
neeesaery. (1/
febncagcn,handling,shipment and Installation of Components, 7.Design assumes adequate dratnge Is provided. ."7 ti•
6.This design Is furnished subject to the limitetions set forth by 3.Plata shell be located an both faces of buss,end pieced so their center
�/ �iq y (2-°,,1� ,i�
111111 III Ili I III�1III I IIIII III Ill TPIIWTCA in SCSI,copies of Allah wet be furnished upon request Ona coincide with joint center lines.
0, 1,4 l'
1 9,Digits Indicate size etiolate ine tones. p� f.
A4Ffek USA,IOC./Com uTrus Software+7.8.6SP'I(4l}E 10.For baste connector plate design values see ESR-1311,EBR.1988(MITA) "V/L'p R l L� 5/
EXPIRES:12/31/2015
1111111111 •This design prepared from computer input)by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 .,
TC: 2x4 KDDF H1iBTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-1 0) 76 2-11-(-3174) 8910 11- 3-( -932) 2860 16- 7-( -862) ?84
BC: 204 KDDF HIOBTR 2- 3.(-10108) 3486 11-12=(-2756) 7674 3-12=(-1188) 314 7-17-(-1428) 572
WEBS: 254 KDDF STAND; LOADING 3- 4-0 -7138) 2664 12-13-(-3776) 9582 12- 4-) -746) 2224 17- 8-( -126) 854
2x4 RODE HIBBTR A LL = 25 PSF Ground Snow (Pg) 4- 5-( -6370) 2414 13-15-(-4672) 11628 12- 5-(-3670) 1600 8-18-(-3398( 1412
TC UNIF LL) 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.09-V6-( -9748) 3868 14-16-( -378) 936 5-13=( -364) 1214 18- 9-1 -492) 1812
TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLP 6'- 0.0" TO 35'- 8.0R-V1-(-11386) 4628 16-17-1-3882) 9624 13- 6-(-2170) 996 9-19-1-5682) 2354
BC LATERAL SUPPORT <- 12'0C. DON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 8.07-V8-( -8346) 3438 17-18-(-2356) 8254 6-15-( -74) 504 19-10-1 -300) 120
8- 9-( -5230) 2168 18-19-(-2068) 5038 14-15-) 0) 118
TC CONC IL( 250.0)+DL( 70.0)- 320.0 LBS 4 6'- 0.0" 9-10-( -44) 46 15-16-(-3500) 8708
NOTE: 2x4 BRACING AT 24"OC UON. FOR 15- 7=( -778) 1954
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 RIDE ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 645)
( 2 ) complete trusses required.
--',- Attach 2 ply with 3"x.131 DIA GUNKONG. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
nails staggered:
9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
XX 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = 0.003" 0 -1'- 6.0" Allowed - 0.150"
9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL - -0.003" 0 -1'- 6.0" Allowed - 0.210"
MAX LL DEFL - 0.565" 0 13'- 7.0" Allowed - 1.737"
MAX TL CREEP DEFL - -1.067" 0 13'- 7.0" Allowed - 2.3)7•
MAX NORI2. LL DEFL = -0.179" 8 35'- 4.5" i
MAX HORIZ. TL DEFL - 0.286" 0 35'- 4.5" !
Design conforms to main windforce-resisting i
system and components and cladding criteria.
Wind: 140 mph, h=22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,"
(All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dil),
load duration factor-1.6,
End verticals) are exposed to wind,
Truss designed for wind loads I
5-11-11 29-08-05 In the plane of the truss only.
f 2-09 3-02-11f3-05-07 4-00-02 5-03 5-09-01 5-07-05 5-07-05 •
f f 320H f f f f f f i
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JOB NAME : 5017-B POLYGON - D14 Sca1e: 1/8° ,(
,( e1EJ P R•Qp
WARNINGS: GENERAL NOTES,unless otherwise noted: fr.\����`(N `�V�O
I.Builder end erection contractor ehoWd be advised of as General Notes I.This design b Posed only upon the parameters shown end Is for en Individual `J
Truss D14 and Warnings before construction commences. building component.Applicabglty of design parameters end proper 07/1771.
//Incorporation oratlon of component is lila responsibility at the buildingSedgner. ? 1I(�)? ' ' 1
2.2s4 compression web bradng moat sloBtinstalled where shown..oubuo6 2.Design assumes the top end bottom chorda to be Isteralty brad st „ cc 1"""
DES.
DES. BY: LA 3.Ad atlonsl temporary bracing to insure stability du b g construction 2'o.c.and at 10'op.rupecHrely unless braced throughout their len th by 9 P L
Is the responsibility ofthe erector.AddNonel permanent bracing of continuous sheathing such as plywood ehuriing(TC)endlor drywall�C).
DATE: 11/21/2014 the overall structure Is the responsibMty of the building designer. 3.28 impact bridging or lateral braring required where ehavm++ • 7 1
4,No load should be applied to any component until after 08 bredng and 4.Installation of buss Is the responsibility elate respective contractor.
SEQ. : 6120780 fasteners are complete and at no time should any loads greater than 5.Design essumee busses are to be used In a nerocohosle environment, / IAS'
TRANS ID: 412891 design loads be applied to any component H.Ortolan mm tug bearing al sO supports shown,Shim or wedge If ``h..
4•
S,Damnify; end 05and are for'dry condition of use.
s has no control over and assumes no responsibility for the necessary. �J OREGON t�.
fabrication.hsedling,shipment end Installation olcompon¢nis, y.Design assumes adequate drainage is provided. ��' -ry�fA `���
8.This design Is furnished subject to the!initiations set forth by B.Plates shell be located on both laces of buss,and placed so theb center Lir ."9.7 4Q
I I1�I{�IIII I��II I III��II ILII I1Ij)�nI(I�I TPIMTCA In 80s1,copies of which wig be furnished upon request lines codices with joint atnter lines.cs .14 or,.'' r-. .
11 til I I`1 !I III 11111 'I I 9.ares coincide
size of tCorielines
MITOkUSA,Inc.lCotnptrtru9SOflwef@+7.8.1>SP1(1L)•E 10.Farbaslacannadorplatedesignvalue�cuESR-1511,ESR-198a(MITek) , RRi1�.
•
EXPIRES:12/31/2615
linill ill h , This design prepared from computer i,put by e
7 I PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-II00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE. • 1.15 1-2-( 0) 76 2-6-1-44) 104 6-5•( 0)118
BC: 2x4 KDDF 9148TR SPACED 24.0" 0.C. 2-3=(-168) 25 5-7s(-94) 205 5-3=( 0)146
WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3-7=(-211)!97
LOADING
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)ODL( 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 AP.EA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 424V -15/ 90H 5.50" 0.68 KDDF ( 625)
LL • 25 PSI Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 RUDE ( 625)
6'- 0.0" 0/ 97v 0/ OH 5.50" 0.16 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 spaoing.1 ,
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • 0.013" -I'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" -1'- 6.0" Allowed • 0.200"
3-11-11 MAX LL DEFL - 0.006" 2'- 3.8" Allowed - 0.170"
4 1 MAX TL CREEP DEFL - -0.013" 2'- 3.8" Allowed = 0.226"
12 MAX LL DEFL - 0.000" 4'- 11.0" Allowed - 0.078"
MAX TL CREEP DEFL - 0.000" 4'- 11.0" Allowed - 0.105"
6.00 p
MAX HORIZ. LL DEFL - -0.005" 0 4'- 11.0"
MAX HORIZ. TL DEFL - 0.008" 0 4'- 11.0"
A- - .
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-4x6
0 o Rind: 140 mph, h=21.6ft, TCDL=4.2,BC01-6,0, ASCE 7-10,'
3 I (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Di"),
o load duration factor-1.6, ;
rw Truss designed for wind loads
-e�� in the plane of the truss only. i
II
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,.
IT
MIIIMMIm: Qi
o �F4 ' 3x4
M-3x4 M-3x5
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2-03-12 2-07-05 1-00-15 •
1-06 2-05-08 6-00 3-06-08
!PROVIDE FULL BEARING;Jts:2,4,71 •
•
JOB NAME : 5017-B POLYGON - DCJ2
Scale: 0.5861 C?,.D. PRQF[-c�
WARNINO6: GENERAL NOTES,unless dhemise noted: rA.. 'N `-tY�l
• 1.Builder and erection contractor should be advised of all Generei Note. I.This design is bared only upon the parameter.shown and Is for en Individual '• \AG
Truss: DCJ2 and Wanting.before construction commences. building component.ApptcabHty of design paremetero end proper �� �' / V�
2.2x4 compression web bradng must b,installed whirs shown+. ineerporatlort of component is the responsibility of the building designer. I/�r/� p
3.Additional Ienpor.ry bracing to insure stability during construction 2.Design sseumee the lop end beton chords to be laterally lusted el t 92,•fP E ; r
DES. BY: LA !a the naperWbiliry of the erector.Additional permanent bracing of 2'no.and at lo'o.s.respectively unless braced throughout their length by 4
continuous sheathing such es plywood ahoathlng(TC)and/or drywellBC).
DATE: 11/21/2014 the osera0 structure is Una responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown+•
4.No load should be applied to any component until after all bracing end 4.Installation of buss Is the responolbay'of One respective contractor.
SEQ. : 6�-2 Q 7 8 1 fattener.ore complete and at no lime obwld eny feeds greater than S.Design assumes busses era to be used Ina non.conosive environment ;��
design loads be applied to an and oro for condNan"of use. `' '
PD Y road.000 c "dry g supports shown.Shim or wedge 11 . O ,
TRANS I D: 412891 S.CortpuTme has no conhol over and resumes no responsibility for the O.Design assumes full beating et a8 w g //cc..
fabrication,handling,shipment and Inalatahen of componenie. necessary' "9 0 REG0N W
7.Design mums adequate drainage nprovided. 4'
I
8.This design Is furnished subject to the'Irritations wt forth by S.Plates shag be located on both farms of Was,and placed so their center �� .91' ON'
III II II it I IIIII I�{I IIIII IIIII 11I!III TPIIWTCA In BCS!.copies of which be fumlihed upon request grass coincide with joint canter lines. rr p �
9.Digit indicate ala el plata In Inches. 1/11�� 14 •!�
MITek USA,IDC./COmpuTru9 SOfhwere 7.(18(1 L)Z f 0.For bads connector plate design slues see ESR•i]t 1,ESR-19ee IMITeq 4.14 f1'�� e)
•
•
EXPIRES:12/31/2015
f
11111 111111 This design prepared from computer input.'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=100
TC: 2x4 HOOF 0168TR LOAD DURATION INCREASE • 1.15 1-2•) 0) 76 2-6•(-730) 207 6-5"( 0) 18
BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3-(-276) 64 5-7-(-266) 413 5-3-( 0) '50
WEBS: 2x4 KDDF STAND 3-4-( -53) 43 3-7-(-425) 274
LOADING
TC LATERAL SUPPORT <• 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE
BC LATERAL SUPPORT c• 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0' 0.0" _ 0'- 0.0" -88/ 463V -23/ 122H 5.50" 0.74 KDDF 7 625)
LL - 25 PSF Ground Snow (Pg) 4'- 11.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625)
5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 615)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/180 '
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL • -0.014" 8 -1'- 6.0" Allowed - 0.200"
5-11-11 MAX LL DEFL - 0.017" 8 2'- 3.8" Allowed - 0.254"
./ T MAX TL CREEP DEFL • -0.025" F 2'- 3.8" Allowed - 0.339"
12 • MAX HORIZ. LL DEFL - -0.013' 8 4'- 11.0"
6,00 p MAX HORIZ. IL DEFL - 0.016" 8 4'- 11.0" .
Design conforms to main windforce-resisting
* system and components and cladding criteria.
Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,i
000 •••••• 0,0111
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir),
o load duration factor-1.6,
M-4x6 co Truss designed for wind loads
i in the plane of the truss only. •
r`+ J N
4
O C�
I8 1
EMUMMEMEMMIo M-3x4 i
r. .3x4 •
L M-3x4 M-3x5
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1 1 1 1
2-03-12 2-07-05 1-00-15
1 1 1 /- •
1-06 2-05-08 6-00 3-06-08
PROVIDE FULL BEARING;Jts:2,7,4i
•
JOB NAME : 5017-B POLYGON - DCJ3
Scale: 0.5361 •
c�o PROFF
WARNM109: GENERAL NOTES,unless otherwise noted: .` N
.((, 5,k1
1.Builder and erection wnteater should be advised of s8 General Notes 1,This design Is based only upon the parameters shown end Is far an IneiNaduel �Gj' GGI /A..Truss: DCJ3 and Wamings before cons ovaaon commences. building component Pppiicabifty of design parameters and proper V
3.2o4 compression web bracing must be Installed where shown u. incorporation of component,*the respondbEty of the building designer. (4 Illlerl -{�
J.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Ialerdly braced it
DES. BY: LA 2'o.c.end et 10'o.e.respectively unless braced throughout their lengthby '921•T� r'
Is the reapansibIGly of the erector.Additional permanent bracing ofgp ( ) r E
DATE: 11/21/2014 the overall structure is the res onelbel al the building deo continuous cs si igIng or such aspic requirede ewhere
sheathandfdrywall(BC).
.
p 4g knon 3.Inctmmppa4botters the lateralbracing respe tive cos
4.Noload should are
be en tot no component antily load obi greeter than
4.InsDesign
assomens site re le be sly onthe ro.00,rvecontractor.
SEQ. : 6120782 fasteners an complete end at no time should any bade pnsler then 3.Deeipn assumes busses ars to be used b•nontmroeM rmhenman4
design bads be applied to any component. and are for-dry condition'of use. `rte.+
TRANS I D: 912891 5.CompuTms has no control over end assumes no responabGty for the Cl'Design assumes hal bearing et Ott aupporls shown Shim""dg'If O �y • (C
fabdu,ton,handling.shipment and Imbibition of wmponanta, necessary' OREGON
7.Design mimes adequate drainage te)Base,tl. ..�
8.The design Is famished subject to the 8 ch WA be Bans sal forth by a.Plates shall be boostedonboth feces of trues,end placed so their center LfO ,Q.y i ho�l�,„�r`
,IMIIIIIIIIIIIII�I VIIIIIIIIIIIIIIIIIIIII Mil TPkyUSA,)nc.ICOmpuT 8CA In BM,copies of 19oftware 78.0(1 L)-2.ished upon roquest 10 FFoe bas acaide withw eater plate doalgn values lee ESR-1311,ESR-1988(MITek) M G �A
Joint canter Mies.
9.Digits Indicate she of late In Inches. Q`
FF1R1k..\-
EXPIRES:12/31/2015 ,
��IIIII�I1��� This design prepared from computer input'•I PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1:00
TC: 2x9 KDDF 81fiBTR LOAD DURATION INCREASE - 1.15 1-2") 0) 76 2-1"1 -881 176 7-6=) 0) .18
BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2-3"(-243) 51 6-8-1-182) 350 6-3"( 0) :49
WEBS: 2x4 KDDF STAND 3-4.1-106) 61 3-8=(-360) 187
LOADING 4-5•) -46) 20
TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF •
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD • 10.0 PSF
TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES)
LL - 25 PSF Ground Snow )Pg) 0'- 0.0" -67/ 452V -31/ 1548 5.50" 0.72 KDDF ) 625)
4'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF I 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KODF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 IMF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C0N1es gn c ec ed or net)- psi up r t at ' oc spas ng.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIt41TS: LL=L/240, TL•L/180 I`
7-11-11 MAX LL DEFL " 0.013" a -1'- 6.0" Allowed - 0.1h0"
1 5 MAX
MAX XL
LL DEFL " 0.012" a 2'- 3.8" Allowed - 0.254"
'r MAX 71, CREEP DEFL -0.021" a 2'- 3.8" Allowed 0.339"
12
6.00 MAX01 HORIZ. LL DEFL - -0.009" a 4'- 11.0"
MAX HORIZ. TL DEFL " 0.013" 0 4'- 11.0" .
Design conforms to main windforce-resisting •
e system and components and cladding criteria.
"I Wind: 140 mph, 11-22.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,;
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir),
load duration factor-1.6, •
m
M-4x6 Truss designed for wind loads
o in the plane of the truss only.
P
44.1: Gstae`_.._
C� 7
miiio
A o M-3x4
Cr,ti 0
1
ca �� M 3x4 "
1 M-3x4 M-3x5
1 1 1 1
2-03-12 2-07-05 1-00-15 •
1 1 1 1
1-06 1 2-05-08 5-06-03 , 1
6-00 1-11-11
I1,80VIDE FULL BEARING;Jts:2,8,4,51
JOB NAME : 5017-B POLYGON - DCJ4 Stale: 0.4691 c �Eo FRpFF••
WARNINGS: GENERAL NOTES,unless otherwise noted: • [,\�'`G•�N`C �U�
1.Builder and erection contractor ahoutd be advised of 10 Generei Motes 1.This design Is based only upon the pssmatey shovel end is for en Individual "J .!.\' �,Q
Truss• DCJ 4 and Warnings before construction COMM.... building component.Applicability of design parameters end proper ,Q! I/I p I r"t/
2.2x4 compression web bredng must be installed where shorn•. Incorporation o1 component le the responsibility of the bui dine designer. ( ! 1
3.Additional temporary bracing to Insure stabilty during construction 2.Design atcumal the top end bottom chords to be laterally braced at c' g)i.P E . c'
DES. 8Y: LA y
la the reeponsiblll of the erector.Additional ermannent bracing of 2'nac and at a at rlrr such as plyely aldose braced MmuanIledry len )
ry P 2'an.e d s.1 tB'o.c.g such as prywoodle sharth.brace(TC)througholor dout eywan Cb.
DATE: 11/21/2014 the overall ctrudure Is the responsibility of Um building designer. 3.2x Impact bridging or lateral bndngy required where whom••
4.Na load should be applied In any component until slat at bracing and 4.Installation of truss Is the'importability of the respective coma dor. . -
SEQ. : 6120783 Intend'.are complete and at no lime should any loads greater Man 5.Design assumes Inmanare to be used Ona non-corrosive environment, -. :I .'
•
design loads be applied to any component. and are for-dry condition'al use.
TRAMS ZD 912891 6.Design senses full bearing at all supporta+hown.Shim or wedge If �y 1 *�
• 5,CompuTme nae rra central over and airtime no recponsibRry for Me necessary. '�, OREGON
fabrication.handling,shipment and installation of camponenh• 7,Deaign assumes adequate drainage Is provided. �i./stye 2,o ••
II 6.Ws design Is furnished subject to the limitations set forth by I.Plata.shag ha located on both fecal of truss,and placed en their canter -T
116111 IIIII 1�111111II�I Illll lllli IIII IIII 7PUVJICA in SCSI,wiliers of which w01 be furnished upon requeaL Anal coincide with Joint nfp unInt Gobs. a r
B.Digpe Indicate alter of plpte In hobs,.
MiTek USA,InniCOmpuTNB Software 7,8.6(1 L)-Z 10.For barbs oannedar plate design values see ESR-1311,ESR-1888(MtTek) ' 44ER R t 0-'
EXPIRES:12/31/2015
IIIIIIIIIIIIII •
This design prepared from computer input:by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 14AX MEMBER FORCES 4NR/DDF/Cq-1:00
TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE - 1.15 1-2") 0) 76 2-7-( -69) 161 7-6") 0) '18
8C: 2x4 ROOF 11E8TR SPACED 24.0" O.C. 2-3-(-227( 43 6-8"(-144) 320 6-3-1 0) :40
WEBS: 2x4 KDDF STAND 3-4-(-153) 73 3-8-(-329) 149
LOADING 4-5-1 -70) 32
IC LATERAL SUPPORT <s l2"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF
TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN• (SPECIES)
LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 65)
4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 ROOF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
9-11-11 MAX LL DEFL - 0.013. 8 -1'- 6.0" Allowed - 0.160"
4 4 MAX TL CREEP DEFL - -0.014" 0 -1'- 6.0" Allowed - 0.200"
S _./ MAX LL DEFL - -0.010" 0 2'- 3.8" Allowed - 0.2it4"
MAX TL CREEP DEFL - -0.020" 0 2'- 3.8" Allowed - 0.339"
iI MAX HORIZ. LL DEFL - -0.008" 0 4'- 11.0"
12
•
6.007. MAX HORIZ. TL DEFL - 0.012" 0 4'- 11.0"
Design conforms to main windforce-resisting '
system and components and cladding criteria. 1
•
4 or Wind: 140 mph, h-23.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,'
I (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(D1 ),
o load duration factor-1.6,
4
H i� a• Truss designed for wind loads
in the plane of the truss only. •
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1-06 Y 2-05-08 7,06-03 l
6-00 3-11-11
10860)80 FULL BEARING;Jts:2,8,4,5I
•
JOB NAME: 5017-B POLYGON - DCJS .
Scale: 0.4184
fe;WARNINGS: GENERAL NOTES,unless otherwise noted: • r\ .�_+�`IN t'rJ�O
1.Builder end emotion contractor should be advised of all General Notes 1.This design is based only upon the paremeten shewn end Is for an Individual \.. \V
Truss: DC J5 and Weminge berate oonstnicton commences. building component Appiicabiilty of design parameters end proper JAf *
• 2.2s4 compression web bracing must be Imieiled when shown•. Incorporation of component Is the naponelbilily of the building dealppnor, <.(y I��r�'! •�'
3.Additional temporary bredng to Inn/re stability during construction 2.Design aaumes the lop end bottom chords to be laterally braced et (�. 1.92./P E 1".
DES. B Y: LAp 7 o.o.end at 10'o•o,respectively unless biased throughout their lenqM by
la Me respmnibiAty of the erector.Addition el permanent bracing of continuous sheathing such es plywood sheathing(TC)endlor drywall(BC),
DATE: 11/21/2014 the overall structure Is the responsibility of do building designer. 3.2x Impact bridging or latent bracing required where shown••
4.No toad should be applied to any component until ager en bracing end 4.InsleSatlon of buss Is the rasponsPoAOy of the respadNe contrectar, • ..
SEQ. : 612 0 7 8 4 fasteners are complete and at no Emit should any loads greeter than 5.Design assumes busses aro tolls used in a non.Orroolme environment ` . •..
TRANS I D: 412891 dasIgn loads be applied m any component and are for-dry condiOon"dole. / I A.
• 5.CompuTrus hes no control over and assumes no responsibility for the 0'nD.oeoser,i.mag roU bowing et all wpporta shown.Ulm or wedge It • OREGON
{'�l
1abNution,handl ng,shipment end Installation of components. 7.Design assumss adeqauate drainage Is provided. 9%.A� to �� �"c/
6.This design U furnished sub)ect to the'Irritations tet forth by B.Plates shell beloee ed on both fates or truss,and placed so their center 2Q .�.�,
111111II I 1111111111111 1 IIIII it 11111 1111 � ��BC8h wplea ofwhW will be Auniahedupon request s Digits size joint
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EXPIRES:12/31/2G15
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1111111111This design prepared from computer input.by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4W11/DDF/Cq"1.0Q
TC: 2x4 KDDF 816BTR LOAD DONATION INCREASE w 1.15 1- 2.1 0) 76 2- 8"( -82) 166 8- 7") 0) ,18
BC: 2x4 KDDF B1iBTR SPACED 24.0" 0,C. 2- 3-0-233) 46 7- 9"(-170) 331 7- 3-( 0) 48
WEBS: 2x4 RODE STAND 3- 4.0-189) 87 3- 9")-341) 175
LOADING 4- 5-(-105) 54 ,
TC LATERAL SUPPORT <= 12"0C. 00N. LL( 25.0)+0L( 7.0) ON TOP CHORD " 32.0 PSF 5- 6-( -41) 19 L
BC LATERAL SUPPORT <" 12"OC. UON. DL ON BOTTOM CHORD " 10.0 PSF - 1,
TOTAL LOAD - 42.0 PSF
OVERHANGS: 18.0" 0,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AP.EA
LL " 25 MP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 50.111. (SPECIES)
0'- 0.0' -32/ 449V -47/ 2228 5.50" 0.72 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 HOF ( 05)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 615)
9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 NODE ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 ROOF ( 05)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •
[COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.l
11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180
'( 6 MAX LL DEFL " 0.013" a -1'- 6.0" Allowed - 0.150"
s- MAX TL CREEP DEFL - -0.014" a -1'- 6.0" Allowed - 0.260"
II MAX LL DEFL • 0.011" a 2'- 3.8" Allowed " 0.214"
MAX TL CREEP DEFL " -0.020" a 2'- 3.8" Allowed w 0.329"
12
5 MAX HORIZ. LL DEFL - -0.009" a 4'- 11.0"
6.00 MAXw HO RIZ. TL DEFL 0.013" 8 4'- 11.0"
Design conforms to main windforce-resisting .•
system and components and cladding criteria. '
rn
o
Mind: 140 mph, h-23.6ft, TCDL"4.2,BCDL-6.0, ASCE 7-10,,
4 0
N oo
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di:c),
load duration factor-1.6,
o ; Truss designed for wind loads
o In the plane of the truss only.
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1-06 , 2-05-08 y 9-06-03 y
6-00 5-11-11
[PROVIDE FULL BEARING;Jts:2,9,4,5,61 f
JOB NAME : 5017-B POLYGON - DCJ6
Scale: 0.3700
,(Cr� Efl PROF c
WARNINGS: GENERAL NOTES,muss otherwise noted: \r`"�G�N CL't,�O
1.Builder end erection contractor should be edvieed of ell General Melee 1.This design Is based only upon the perimeters shown end le for an Individusi J
Truss: DCJ6 and Womings beano consbuctlon commences. building component.Applicability of design parameters and proper 1 /A 2
•
-2.2.4 compreeelon web bredng must be Installed where shown•. incorporation of component Is the responsibility of the building designer. 4- �I�s•'I L -57
3.Additions)temporary bracing In theme stebSty dudnp construction 2.Oealgn assumes the too end bottom chords to he laterally braced et l'9 2/•P E ' r
DES. BY: LA 2'0.0.and at t0'on.respeclvely unless braced�',roughed thadal,leength by
Is the respondbilly of Ne erecter.Addmonal permenent braing of continuous sheathing such es plywood sheelhin TC at Rer I C). •
DATE: 11/21/2014 aha overall structure Is the rewrit:4ity of the building designer. 3.On Impact bridging or lateral bre dog required where shown+. Ar
1.No load should be applied to soy component until seer a0 bracing end 4.Inetellatlen oflrute h the responsibility of the respective contractor, t
S EQ. : 612 0 7 8 5 Nehmen are complete end al no Om should any leads greater than 5.Dealgn assumes ham are to be used In a noncorrosive environment, -.,.*.f4010..- . - . •
'S . ,
design loads be applied to any component and ere for'dry condition'of use.
h.
TRANS I D: 412891 5.Computrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at e8 supporta shown.Shim or wedge If Ill namely. "57.. OREGON Il/
lebrkatlon,handling.shipment slid Inst lston of components. 7.Design assumes adequate drainage h ovided, �. •4f �t
6.This design Is furnished subject to the Ilmiretluns set forth by e.Plates shall be located on both faces*rause,end placed so their center .'<6'4,' t 4 60 -.�..
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111111 VIII VIII IIID III I VIII II II I II III MITek USA„Ine lCompuT 8 Software 7.6.8(11.)-Z request. 10.For bails connecttor date design values see ESR•1311,URA get(MRa()
111 !!)111 111 th joint center lines.
9.DIgNN indicate sloe of fete M inches. �
MFRRILL .'
EXPIRES:12/31/2615
Ill III ill This design prepared from computer input!by
ip PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1100
TC: 2x4 ROOF 41LBTR LOAD DURATION INCREASE - 1.I5 1-2•9 0) 76 2-4-(0) 0
BC: 2x4 KM BILBTR SPACED 24.0" 0.C. 2-3•(-70) 40
TC LATERAL SUPPORT <- 12"0C. UGH. LOADING
BC LATERAL SUPPORT <- 12"OC. UON. IL( 25.0)4019 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -104/ 407V -7/ 59H 5.50" 0.65 KODF ( 625)
1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 !ODE ( 625)
LL • 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ ON 5.50" 0.08 RODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1
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 - 0.013" @ -1'- 6.0" Allowed = 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.014" @ -1'- 6.0" Allowed - 0.200"
MAX TC PANEL LL DEFL - 0.004" 0 1'- 0.8" Allowed - 0.097"
MAX BC PANEL TL DEFL - 0.006" @ 1'- 8.5" Allowed - 0.334"
MAX BC PANEL LL DEFL • 0.013" @ 2'- 8.6" Allowed - 0.250"
MAX BC PANEL TL DEFL - -0.021" @ 3'- 1.4" Allowed - 0.334"
1-11-11
1 f MAX NORIZ. LL DEFL - -0.000" @ 1'- 10.9"
MAX HORIZ. IL DEFL -0.000" @ 1'- 10.9"
12
6.00 67 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-21.1ft, TCDL-4.2,BCOL-6.0, ASCE 7-10,',
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.i),
load duration factor-1.6,
Truss designed for wind loads .
f- 3 _,e in the plane of the truss only.
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JOB NAME : 5017-B POLYGON - DJ1 Scale: 0.6276
�<JP" P R'p�F.
WARMNOS: GENERAL NOTES,unless Olen*,noted: 61/e,,-.
1.Balder and erection contractor should be advised of a6 General Notes 1.This design Is based only upon the parameters shown end Is for en Individual - � NQIP S
Truss• DJ1 and Warnings before construction commence. building component.ApptcabBly o design parameters and proper .
" 2.2x4 compression web bracing most be Installed where Amon 4. Incorporation of component Is lie respanslbllly of the building desig0ner. tV '/!J/0'
3.Additional temporary bracing to Insure slebilty during ooneoucuon 2.Design assumes cite top and bottom chorda to be laterally bread slLt
DES. BY: LA h the n s ond66 of Me erector,Addidanel pennsoenlbroc n of 7 0.0.and*lig'ox.respectively unless braced throughout Mair lengptthh by ���f E f
D dY B continuous*Needling such as plywood required
Mg(TC)and/or dryvrog(BC).
DATE: 11/21/2014 Me overall structure is the toa oar 8N of the building designer. 3.2x Impact bodging or lateral bracing required where shown 4
4.No load should be applied to any component until after act erasing and 4.Installation doves la the nuponsIDllity of the respective contractor.
SEQ. : 6120786 fasteners sre complete and of no lime should any loads greeter than 5.Design essumee trusties ere to be weed In p nen-oonoshro environment. IJ ate..
design loads be applied to any component and aro for"dry oonditlon" use. n.
TRANS I D 412891 5.Co Trus has no antral over and assumes no responsibility for Me 6.Design assumes two bearingof at as supports shown.Shim or wedge if p� *' /�Il
• fe6H ion,handling.shipment end Instigation of components. 7.Dello anecessassumes adequate drainage is prodded. ..1.- 47�1'' •OREGON `�
_ 0.This dodge is famished subject to the IlmlIetions set fort by B.Plates shall be located on beth feces of truss,and played so Meir comer / vQ y n0��.
IIIIII Ilial((III IIIII II{ IIl II II III{(III iPI WTCA SCSI,copies of*Itch wig be Wished upon request. 9 Digits Inddicate r ae ofpcenter lateM inches. Q 1 l(
MiTek USA,It1C./CompuTNn Software 7.6.6(1L)-E IN.For baslo connector plate design values see ESR-1311,ESR-1 BBB(MITax) `s. Fi R}O-
•
EXPIRES:12/31/2015
,
11 IJI1III�11 This design prepared from computer input:by
i • PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
TC: 2x4 ROOF 81SBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 76 2-4-(0) 0
BC: 2x4 KOOF 81&BTR SPACED 24.0" O.C. 2-3-(-101) 68
IC LATERAL SUPPORT <• 12"OC. UON. LOADING
BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)881( 7.01 ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HOAX BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -87/ 478V -23/ 1228 5.50" 0.76 ROOF ( 625)
5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 ROOF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL KORO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I
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 • 0.013" 8 -I'- 6.0" Allowed • 0.150" •
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200"
MAX TG PANEL LL DEFL - 0.080" 8 3'- 7.2" Allowed - 0.396"
5-11-11 MAX IC PANEL TL DEFL = -0.092" 8 3'- 4.8" Allowed - 0.593"
T 1'
MAX HORIZ. LL DEFL - -0.001" 8 5'- 10.9"
12 MAX HORIE. TL DEFL - -0.001" 8 5'- 10.9"
6.00 p 3
Design conforms to main windforce-resisting
system and components and cladding criteria. '
0 Wind: 140 mph, h-22.1ft, TCDL-4.2,BCOL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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PROVIDE FULL BEARING;Jts:2,4 li
JOB NAME : 5017-B POLYGON - DJ3
Scale: 0.5736 '
rr EQ PROFr
WARNINGS: GENERAL NOTES,union othendse noted: .r'' 4' CLCS
I.Builder end erection contractor should be advised of all Genre!Notes 1.This design Is need only upon Oro�erimeters shovel and Is for en IndNidual C !NV I1't /a
Truss: DJ3 and Warnings before construction commences. building component.Applicability o design parameter'end proper v d-
2.2n4 compression web bredng must be installed when shown+. incorporation of component!"the reaponsiWlty of the building designer. (47 �,/,il if' fes
3.Addltlonel temporary bracing to Insure stability dosing contraction 2.Design assumes the top end bottom chords to be latently braced at
DES. BY: LA 2'o.o.and st10'o.e.raspecuveyunion brand througheuttheirlenpth by �92��.PE
Is the re ineligibility of the erector.Additional permanent bredng of length i
continuous;m act dd0l'heang gor such tib placing tilted where s eo el••wdl(BC).
DATE: 11/21/2019 theeoad shldbestructure Is the responsibility comp nfthebuilding detigner.n 3.to Impact retina
or latentendnOngW the wfienshe cot• , ''
4.Noloads ares tr apdkntowoe component until ever tipbeodnhand a, esgn bass Is the responsibilitytouse taeneps0Wee environ) /// `
SEQ. : 6120787 fastener'era complete and aloe time should any bads greeter than 8.Design nausea trusses are to be ootid In a non<anosNs environment, - t
design load,be applied to any component and aro for-dry condition"Won. / ,tea - • ,,y ^;
TRANS Z D: 412891 S.CortpuT ue has no control over and aeaumee no reaper's bSy far the 8.Design assumes full bearing at all suppo b chow,.Shim or wedge I( sD OREGON 1
!attention,Welling.shipment and Inhibition of components,
nommen,sa -,.9 f;,.
7.Design assumes adequate drainage la provided. \' `4
IIrI 8,This design is furnished subject to the limitations set forth by H.Plates"hell be located on both feces of truss,end placed so their center f ,.Q O�
SII I I� ��I III�I I�(III) I(II)III TPWYICA In SCSI,copies of whichx18 be Nrnbhed upon inquest. lines coincide with taint a center lines. Q Q `l ��
B.Digits Indicate alta of tale In Inches. {y
MITek USA,IeC./COmpuTrus Software 7.6.6(1 L)-E 10.For baste connector plate design values tee ESA-1311,ESR-t gas(MRek) itf�ry o t.. e,
EXPIRES:12/31/2615
IIIIIIIIIIIII This design prepared from computer input:by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1;00
TC: 2x4 KDDF 4IHBTR LOAD DURATION INCREASE • 1.15 1-2=( 0) 76 2-5=(0) 0
BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3.1-127) 92
3-4-1 -64) 25 •
TC LATERAL SUPPORT <= 12"OC. ION. LOADING
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 1.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD a 10.0 PSF BEARING MAK VERT MAX BOAZ BRG REQUIRED BRG AREA
OVERHANGS; 18.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -59/ 456V -30/ 151H 5.50" 0.73 KDDF ( 625)
• LL • 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625)
5'- 11.2" -136/ 337V 0/ OR 1.50" 0.43 RODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1,50" 0.01 IMF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •
IC0N0. 2: Design checked for net(-5 psf) uplift at 24 "oc spaclny_1
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/100
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed • 0.150"
MAX IL CREEP DEFL • -0.014" 0 -I'- 6.0' Allowed • 0.200"
MAX IC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.358"
MAX IC PANEL TL DEFL • -0.051' @ 2'- 11,9" Allowed - 0.596"
MAX HERTZ. LL DEFL • -0.001" @ 5'- 11.2"
/- -
MAX HORIZ. TL DEFL - -0.001" @ 7'- 10.9"
12 Design conforms to main windfoxce-restating
6.00[ 1 system and components and cladding criteria.
Wind: 140 mph, h•21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,•
I (ALl Heights), Enclosed, Cat.2, Exp.B, HWFRS(D1S),
load duration factor-1.6, •
0 Truss designed for wind loads
in the plane of the truss only.
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1-06 6-00 1-11-11
[PROVIDE FULL BEARING;Jts:2,5,3,41
•
JOB NAME : 5017-B POLYGON - DJ4 ,
6caie: 0.4016 <A\0) PROFF4.
WARNINGS: GENERAL NO7ES,unlessottenHee noted: . '` 1-,I1�, L�(.
1.Solider and erection contractor should be advised of a8 General Notes I.The design Is based only upon the parameter.shovel and Is for en Individual `J `Nr,A'V O
Truss: DJ4 end Warnings before construction commences. building component Applicability of design parameters and proper 5, V NWT
J�
2.2x4 compression web bracing must be Instated where shown 4. inoerporaton of component is the responsibility of the building deeper.
I'1(�� f.( 9•
3,Additional temponuy bracing to Insure stability during conduction 2.Dsalgn assumes the top and botam chords tabs letanlly braced a �. rr�� CC r.
DES. BY: LA Is the responsibilityof the erector.Adottionaipermanent bracing of 2'o.c.end at 10'o.c.respectvdy unless boxed throughout M.Ir length by !92,OPE '1.
continuous sheenlng such as plywood sheathing(TC)andor dryyan(BC).
DATE: 11/21/2014 the overall structure Is the respolulNpry of the building designer. 3.20 Impact bridging or lateral bracing required where shown.*
4.No load should be dolled to any component until after all bracingand 4.Installation of truss Is the reaponsibfity of the respective contractor.
SEQ. : 612 Q 7 8 8 fasteners are complete and at no ewe aboard any toad.greater than S.Design assumes Duaees are to be used In a nov.coffoetw environment, '
design bads be appriad to any component. and are for"dry condition'of uses ./.r
TRANS I D: 412891 B.Campuinos has no control over and assumes no rosponabmry for the e,Dadpn ensu es fur toes int of.0 supports shown.Shim or wedge if ' fr
labdoeton,handy "°�`°cry' OREGON W..
rap,shipment and hootataBno of components. 7. •Design assumes adequate drainage Is prodded. pG fib_' ;44..
1 1 1 6.TMa design is furnished subject to the hrot000ns set forth by S.Plelea shall be located on both feces of bud,end placed ao aid center •
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EXPIRES:112/31/2015
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IY I PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq.1:00
IC: 2x4 ROOF 8166TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 76 2-5=101 0 y
BC: 2x4 KDDF fliBTR SPACED 24.0" 0.C. 2-3-(-170) 96
3-4-( -76) 34 .
TC LATERAL SUPPORT <- 12"OC. VON. LOADING '
BC LATERAL SUPPORT <- 12"OC. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG A7EA
OVERHANGS: 18,0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -41/ 452V -38/ 182H 5.50" 0,72 KOH ( 625)
LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 615)
5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625)
LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 0/ OH 1.50" 0.15 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CON 2: Design c ec a for net(-5 psf) Uplift at 24 7.777C171.1 .
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/180
MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed - 0.150"
MAX IL CREEP DEFL - -0.014" 6 -1'- 6.0" Allowed - 0.200"
MAX TC PANEL LL DEFL - -0.028" 0 2'- 11.9" Allowed = 0.366"
MAX TC PANEL TL DEFL - -0.048" 0 2'- 11.9" Allowed - 0.596"
MAX HORIZ. LL DEFL - -0.002" 6 9'- 10.9"
MAX HORIE. TL DEFL - -0.002" 0 9'- 10.9"
E
Design conforms to main windfoxc¢-res ie ting
of system and components and cladding criteria.
12 A
Wind: 140 mph, h-21.71t, TCDL-4.2,BCDL-6.0, ASCE 7-10,1
6.00(7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : 5017-B POLYGON - DJ5
Scale. 0.4184 lfCt� f�f�
WARNINGS: GENERAL NOTES,unless otherwise noted: .c y• � r n OF�C.n
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters shown end Is for en individual �V\ G\AG)N lin.,, `/c>.
Truss: DJ5 and Warnings before construction commences. building oompenent.Applcabilty of design parameters and proper V']l al)l fJ/T,• /Ij9
2.214 cemprssslon web bracing must be Installed where shown s. Incorporation of component le the responsibility of the building designer. /,ry.(/I f L
3.Additional temporary bracing to Insure slebilly during construction 2.Dealer assumes the top and bottom chorda la be laterally braced et [r , .y�y„fy C ;
DES. BY: LA Is the respanaibgay at the erector.Add tlonal permanent hreoMg at 2'o.c.and at 10•o.c.respectively unless breed throughout their length by 7 G r G
oonlnuoua sheathing such as plywood sheathbg(TC)and/or drywat(oC).
DATE: 11/21/2014 the overall structure Is the responsRdpty of the building designer. 3. Impact bridging or lateral bracing required where abuser 0 e �'
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4.No bed should be applied to any component eel after all bracing end 4.Installation dee the reapanoibtl'ty of the respective contractor.
SEQ. : 6120789 fasteners sr*complete and at no time should any loads greater thin b.Design assumes trusses are to be used In a non•uorrmlye environment
TRANS I D: 412891
design bods be applied to any component end are for'dry"dr/condition"of nec. !.f��'•'
5.CampuTrus hes no control over and enures no responsibility for the 8.Design assumes Nn bearing at al supports shown.Shim or wedge If eY
rebdcsaon,handing,shipment and installation of components. oeaesaary. "y OREGON <[/
•
p p 7.Design assumes oat d on drainage la provided. L"- 17 \- .`
6.This design Is furnished subject to the limitations set forth by H.Plates shall be located on both faces alines,and placed so thee center /nn "1Y h0��-1�
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EXPIRES:12/31/2015
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(III This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 81&10TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 76 2-6=(0) 0
BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3-(-208) 105
3-4=(-101) 46 .
TC LATERAL SUPPORT <" 12"OC. UON. LOADING 4-5-0 -39) 18
BC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE
DL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 18.0" 0.0" TOTAL LOAD " 42.0 PSF BEARING MAX VERT MAX BORE BAG REQUIRED BOG AREA
LOCATIONS REACTIONS REACTIONS SIZE SPAN. (SPECIES)
LL " 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 454V -46/ 2210 5.50" 0.73 KDDF ( 625)
5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING (MET. 9'- 11.2" -99/ 196V 0/ OH 1.50' 0.25 NODE ( 625)
11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625)
' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacir,,g_j
, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 (
MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed . 0.1!0"
MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed = 0.2'(0"
MAX TC PANEL LL DEFL = -0.030" 0 2'- 11.9° Allowed = 0.318"
MAX TC PANEL TL DEFL = -0.050' 0 2'- 11.9" Allowed = 0.586"
S MAX HORIZ. LL DEFL = -0.002" 8 11'- 10.9" r
... -,, MAX NORIZ. TL DEFL = -0.002" 0 11'- 10.9"
•
Design conforms to main windforce-resisting
•
system and components and cladding criteria,
12 Wind: 140 mph, h-23.6ft, TCDL=4.2,BCDL"6.0,'ASCE 7-10,.:
6.00 12' if
(All Heights), Enclosed, Ca t.2, Exp.B, MWFRS(Dit),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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(PROVIDE FULL BEARING;.Tts:2,6,3,4,51
JOB NAME : 5017-B POLYGON - DJ6 Scale: 0,3100 �- pRofr�
WARNIN08: OENERAI NOTES,unless olherv4se noted: `� c VLSI
1.Budder end erliegen contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual \j r N01 N ./O
Truss: DJ6 end Warnings before construction commences. building component Appileabtity of design parameters and proper . v r/1 1 /�l(p7 1i
2.2nd compression web bracing must be Installed where shows:•. Incorporation of componentIs the reaponsibdity of the budding designer. C(y �1 f j /( ! -f1
3.Adoldonel temporary bracing to Insure stability during construction 2.Design assume the top and bottom chords to a laterally braced et Cr . .92.11 P E 0, r''
DES. BY: LA Is the respo wilddh of me erector.Add genal pe manenl bradrtg at 2•o,o•end at l0•o.e.respectively mien braced throughout Their lenggttlhr by 7
cangnpeus sheathing such es plywood ehted struc
shown+*
4.No load should be*pulled to any component until after all bradng end 4.Installation of truss Is the respomiblIty Ogle respective contractor,
SEQ. : 612 0 7 9 0 fasteners are complete and at no two should any loads greater than 5.Design assumes hones are to be used N a non-corrosive environment 46010°W
TRANS I D' 412891 design loads be appeed to any component and are for"dry condlton'of use. • it
• 5.CompuTms hes no control over end assumes no respondbady for the 8•Design assumes full bearing at en supports shown.SMm or wedge if r *�i
fabrication.handles shipment and Inetadaaon of co he Design
assnr. ."9 OPEGON A,
0. P components, 7.Design asaumn adequate drainage is provided. • G. 2f ��t
8.This design is furnished subleetio the limitations eet forth by 8.Plates shall be located on both feces of truss,end pieced so their center / '9, Q
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MRBk USA,Inc 11 OR pulrus Software 7.6.6(1 L)-E ill.For basic connector plate design values see E8R-1311,E8R-1088(Weld ...R flf,l.,,
EXPIRES:1213;1/2015 ,
i
MINIThis design prepared from computer inputtby
` PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00
IC: 2x4 KDDF 016518 LOAD DURATION INCREASE - 1.15 1-2-( 0) 76 2-6"(0) 0 .
BC: 2x4 RODE 616810 SPACED 24.0" O.C. 2-3-(-247) 122
3-4-(-148) 61
TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5-( -67) 31
BC LATERAL SUPPORT <- 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF
OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 2578 5.50" 0.73 ROOF ( 625)
5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 0/ OH 1.50" 0.43 RODE ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 KDDF ( 625)
13'- 11.7" -53/ 109V 0/ OH 1.50" 0.17 KDDF ( 615)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 - 0.013" 8 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0,200"
MAX TC PANEL LL DEFL - -0.032" 8 2'- 11.9" Allowed - 0.398"
MAX TC PANEL TL DEFL - -0.052" 8 2'- 11.9" Allowed - 0.596"
MAX HORIZ. LI. DEFL - -0.003" @ 13'- 10.9"
/- 5 y MAX HORIZ, TL DEFL - -0,003" 8 13'- 10,9"
�I Design conforms to main windforce-resisting
system and components and Cladding criteria.
Hind: 140 mph, h-24.Ift, TCDL-4.2,BCOL-6.0, ASCE 7-10,1
12 (A11 Heights), Enclosed, Cat.2, Exp,B, t4MFRS(Dit),
6.0017 load duration factor-1,6,
Truss designed for wind loads
in the plane of the truss only. i
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(PROVIDE FULL BEARING;Jts:2,6,3,4,5j
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JOB NAME : 5017-B POLYGON - DJ7 Scale: 0.3287
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WARNINGS: OENERALNOTES,uMessotltenNsenoted: pp rn�
1.Builder end erection contractor should be advised of ell General Notes 1.This design Is Wised only upon bw parameters shown and Is for en lndividusl �j� aQ(t V/
Truss: DJ7 and Warnings before construction commences. buRding eomponenL Applicabinty of doign parameters and proper `I)f eJ j Oma}
2.2x4 compression web bracing met be Installed where shown 4. Incorporelon of component le the responsibility of the building designer. I r(�( -Y
3.Additional temporary bracing to Insure inability cluing construction 2.Design names the top end bottom chords to be[eternity braced et
DES. BY: LA Is Athe responsibility nal temporaoftheng to Insure
Additional permanent braung of 2'o.o.end a!10'o.o.respe<Wery uneasebraced throughout tlletr length by
92 pe
Me overall atrurame la the res ry gZs Impact
sheathingor such *wood aired j howler dry Wel C). /
DATE: 11/21/2014 Dom bili component
on alt designer. 3.contimp ubddging or latent'asradno dshele whereg(TC1 shown y
4.No load should be applied to any component until after ail bracing end 4.Instagatlon of wss is the responsibility of the respective contractor,
SEQ. : 6120791 fasteners are complete end at no time should any loads greater then 6.Design assumes Woes are to be used Inc non<ortosive environment, a ds+.
t design loads be applied to any component and are for'dry eandNon'ofvsa, f���::% -
Aill
TRAT`S I D: 412891 5.Compal ua hes 00 con ml over and second,no responeibiiry for the 6,Design assumes full bearing et ell supports shown,Shim or wedge If jr
fabrication,handling,shipment and Inauliatlon of cam onents. necessary.
g. P P 7.Design assumes adequate dralnego is provided. 7 �R�(w�N C{.
8.This design Is turn/shed subject to the 0mitetlons eat fettlt by E.Plates shell be located on both feces of Duns,and placed so their center L i�
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MITek USA,Inti./Com virus Software 7.8.6 1 L-E 10,For basic connector ate des) values see ESR-1311,ESR-1980 MITek �rr 111 T�\
EXPIRES:12/31/2015
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1llDll�il�ll1 This design prepared from computer input by
1 PACIFIC LUMBER-BC
•
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.1" IBC 2012 MAX MEMBER FORCES 471R/D0F/Cq-1;00
TC: 2x4 KODF 1114BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 76 2-7=(0) 0
BC: 2x4 KDDF B14BTR SPACED 24.0" O.C. 2-3-1-287) 142
3-4-1-184) 79
•
TC LATERAL SUPPORT <- 12"OC. 00th. LOADING 4-5=(-108) 58 i
BC LATERAL SUPPORT <- 12"OC. DON. LL( 25,0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6-( -44) 20
DL ON BOTTOM CHORD - 10.0 PSF (
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF
BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA
LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -23/ 455V -63/ 293H 5.50" 0,73 KIN ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625)
REQUIREIMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625)
9'- 11.2" -128/ 246V 0/ 0H 1.50" 0.32 KDDF I 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF I 625)
(COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed - 0.200"
MAX TC PANEL LL DEFL - -0.031" 8 2'- 11.9" Allowed = 0.398"
HAX TC PANEL TL DEFL = -0.051" 8 2'- 11.9" Allowed - 0.54"
6 MAX HORIZ. LL DEFL - -0.004" 8 15'- 10.9"
MAX HORIZ. TL DEFL = -0.004" 8 15'- 10.9" .r
5 )
Design conforms to main windforce-resisting
system and components and cladding criteria.
12 Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,'
6.00 t7 (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dirl,
load duration factor=1.6,
4 Truss designed for wind loads
in the plane of the truss only.
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Scale: 0.3000
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WARNINGS: OENERALNOTES,unlessotherolaenoted: `� NEIN Oar
1.HuOder and erection contractor should be advised of ell General Note. 1.This design Is based only upon the parameters shown and Is for en Individual . `V d
Truss• DJ8 end Warnings before construction commences. building component Applcabily of design parameters and proper �� �!,1�171 •• �9
2.2x4 rnmprenton web bracing must be Installed where shown+. Incorporation of component le the responsibility of the buildingdesigner. !!Y! 111
3.Additional temporary bracing to Insure steblly during construction 2.2'n.e.assumes Na tap and bottom chords lobe leterely braced at !C. •92.9 P E ' r''
DES. BY: LA is the res onolbll citta eroaor.Addigonel permanent bearing of 2'e.c.and et f 0'OA,respectively unless braced(TC)throunout their length by
P h continuous sheathing such an plywoodgnired ng(7C)andlor drywath C).
DATE: 11/21/2014 the overallstructureb the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required vmere shown+v
4.No load should be applied to any component null after a0 bracing end 4.Instigation of Muss Is the responsibBly el the rout:dive contractor,
SEQ. : 6120'792 fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used Ira non-conoslve environment, sr_'• Ei�:.
design loads be applied to any component and aro for-dry ep,tlltlan'eine. / v-a rr+-. i. )M'
TRANS I D 412891 5,Compu7ms has no control over and assumes no re.ponslbillty for the e.Design assumes NII bearing at all supports shorn.Shim or wedgy N 9' V REL70N
• necessary. A_
6bricetlon,handling,shipment end Installation of aompenents. 7.Design assume,adequate drainage Ie provided. •.e9 Y \b A' '
H.This deolgn is NrMshed subject to the limltatons sat font by a.Plates eh.I be located on both faces of truss,and placed so their renter /O. q, 14 itQ 4,
II lII lI VIlITPINVICA N SCSI,espies of Witch Wit be furnished
upon request.
M(Tek USA,Inc./CompuTrus Software 7.6,6(11.)-E Pres coddda with joint ae nr
lines.
9.Digits Insize Mutate In inches.
10. :441r.
For basic connector plate design values ice ESR-1111,ESR•1885(Meil) y j 'QjQ.1:1
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EXPIRES:12/ 1/2Q15 ,
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III 111111111Thio design prepared from computer input'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 1140TR LOAD DURATION INCREASE - 1.15 1-2-) 0) 76 2-7=(0) 0
BC: 2x4 KDDF 8160TR SPACED 24.0" O.C. 2-3-(-323) 159
•
3-4=f-216) 96
TC LATERAL SUPPORT <- 12"0C. UON, LOADING 4-5+1-1491 69
•
BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)f-DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6=1 -65) 30
DL ON BOTTOM CHORD - 10.0 PIF
OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF
BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -23/ 455V -70/ 325H 5.50" 0.73 KDDF 1625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0,11 KDDF ( 615)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.44 ODE ( 625)
9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 ROOF ( 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 13'- 11.2° -145/ 285V 0/ ON 1.50" 0.36 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625)
[COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 '
MAX LL DEFL • 0.013" @ -1'- 6.0" Allowed - 0.1110"
MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200"
MAX IC PANEL LL DEFL • -0.031" 8 2'- 11.9" Allowed = 0.398"
MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed - 0.5g6"
7-03-12 10-05-03
A- "1 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2"
MAX HORIZ. TL DEFL - -0.005" @ 17'- 8.2"
Design conforms to main windforce-resisting 1
system and components and cladding criteria. .
s Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
12 load duration factor-1.6,
2, Exp.O, MWFRSIDI2),
6.00[7° Truss designed for wind loads •
in the plane of the truss only.
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1-06 6-00 11-08-15
PROVIDE ULL BEARING;,7ts:2,7,3,1 5,61
JOB NAME : 5017-B POLYGON - DJ9 scale: 0.2731
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WARNINOB: GENERAL NOTES,unless otiterwfse noted: ((�� r N v
1.Builder and erection contra otor should be advised of e0 General Notes 1.This design b based only upon the parameters ahown and b for en Indhlduel . , Q
Truss• DJ9 and Warnings before construction commences. building component.Applicability of deet n parameters and proper //)
2.204 eompreeslon web bracing must be Installed Mitre shovel-v. Incorporation et component la me responsibility of the buildig designer. (� Il 1�� '9
3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et CC v g2 •P E
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DES. BY: LA fa the res onaihlo of the erscter.Additional permanem Oradng of 2'o.c.end et 10'ex,respectively unless braced throughout their len by
P N continuous sheathing such es plywood she ethin g(TC)andror drywall(BC).
DATE: 11/21/2014 the overall atrudure is the responsibosy of the building designer. 3.2x Impact bridging or lateral brech,g required where*sem•+
4-No load should be applied to any component until aver all bredng end 4.tnste8edon of truss is the responsibility of the reepetlne contractor. �r
5EQ. : 6120793 fasteners are complete and at no erne ehouid any bade greater then 5.Design assume:trusses are to be used bre non-corrosive environment • IIr+•�., ' . rs,,
design load:be applied to any component. and are for'dry condition'of use. '-L
TRANS ID: 412891 .Design u'drycotbion'of ta8auppoleshown,skimorwedge l! OREGON
a.CoCompuTms hes no control over and assumes no responsibility ty for the necessary.
fabrication,handling,shipment and ineteiia8on of components. 7.Design assumes adequate drainage is Provided. pG '''''44,
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6.This design b furnished*ablest to the limitations set forth by 6.Plates shag be located on both feces a truss,end placed so thetr center •/0 '4 Y . el0 �-.
l 111111 IIIII 1111111 I 111111 IIIII II IIS TPiNyICA M SCSI,copies of Mid hill ba furnished upon request ones Mdicat wic Joint ate in Inches �7w
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MITex USA,Inc./GOmpUTnre Software 7.6.6(IL)-E f 0.For beats connector plate design velum see EOR-1;111,ESR-19aa(MiTek) FA R 1_\-
EXPIRES:12/31/2015
•
11111111111 - This design prepared from computer input;by
PACIFIC LUMBER-BC •
LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00
TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-De 2-1-18780) 4974 1-11=1 -4305) 16455 11- 2-1 -2235) 8652 16- 7.1 -1791) 7134
2x6 KDDF 5S T2 • LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-(-16455) 4395 11-12.1 -6666) 25290 11- 3-1-12621) 3372 7-17•(-10482) 2877
BC: 2x6 OF 2400F 3- 4.1-26625) 7086 12-13-( -9324) 35136 3-12-1 -2163) 8739 17- 13=( -2424) 9453
WEBS: 2x4 KDDF 81(819 LOADING 4- 5.1-35790) 9561 13-14-1-10245) 38592 12- 4-1 -9660) 2640
LI - 25 PSF Ground Snow (Pg) 5- 6.1-35589) 9501 14-15-1-10295) 38592 9-13.1 -960) 4287
IC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 50.01+011 14.0)- 64.0 PLF 0'- 0.0" TO 4'- 8:07=V-26232) 6969 15-16.1 -9258) 34920 13- 5-1 -3153) 873
BC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 75.0)+011 21.0)• 96.0 PLF 4'- 0.0° TO 23'- 1:08-V-17811) 4683 16-17.1 -6606) 25146 14- 5.1 -528) 2640
TC UNIF LI) 50.0)+011 14.0)- 69.0 PLF 23'- 3.0" TO 27'- 8109•V-20325) 5313 17- 9-( -4590) 17811 5-15"( -3396) 939
OVERHANGS: 0.0" 18.0" BC UNIF LI( 0.01+DL( 30.01- 30.0 PLF 0'- 0.0" To 27'- 9:00-V 0) 75 15-16-( -9993) 2700
((CURIE' LI( 925.0)+01,1 289.0)- 719.0 PLF 7'- 0.0" TO 27'- 3.0" V
JT 9: Neel to plate corner • 2.75"
4 1 3 I complete trusses required. TC CONC IL( 100.01+DL( 28.0)• 128.0 LBS 8 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
Join together 3 ply with 3"x.131 DIA GUN IC CONC LI) 100.0)401( 28.0)- 128.0 LBS 0 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
++ADDL: BC CONC LL+DL- 2933.0 LBS 0 6'- 0.0" 0'- 0.0" -2438/ 9326V -48/ 388 5.50" 13.92 DF ( 670)
���/���,/nn��` nails staggered at: • 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 610)
!Y v' 9" oc In 1 row(s) throughout 2x6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
5" oc in 2 rows) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET.
5" oc in 2 row(sl throughout 2x6 bottom chords, QOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinyj
9" oc in I row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR IMF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•1/240, T1-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • -0.463" 8 13'- 7.5" Allowed = 1.317"
MAX TL CREEP DEFL - -1.098" (3 13'- 7.5" Allowed - 1.756'
MAX LL DEFL = 0.001" 6 28'- 9.0" Allowed - 0.150"
"* HANGER BY OTHERS TO APPLY CONC. 14A% TL CREEP DEFL - -0.001" 8 28'- 9.0" Allowed = 0.2Q0"
LOADS) EQUALLY TO ALL MEMBERS.
MAX HORIZ. LL DEFL = 0.098" 0 26'- 9.5" '
MAX HORIZ. TL DEFL - 0.189" 6 26'- 9.5"
Design conforms to main windforce-resisting
system and components and cladding criteria. ,
Wind: 140 mph, h-21.6tt, TCDL-4.2,BCDL"6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1,6,
4-00 19-03 9-00 Truss designed for wind loads
in the plane of the truss only. I
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JOB NAME : 5017-B POLYGON - El Scale: 0.1125 •
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WARNINGS; GENERAL NOTES,,n(.se otherwise retied: 1 1QI N /O
7.Builder end ereation confider should be advised of at General Notes 1.This design Is based only upon the perimeters ehawn end is for en Individual \�. ``
Truss: El end warnings before consbvcton commences. building component.ApptoabAhy of design parameters and proper �J ilia/P/7
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2.2x4 compression web bracing most be Instated whero shown+. Incorporation of component is the responeiblllry of Ore building designer. ('!�l - 9
3.Addieonol temporary bracing to insure debNty dining construction 2.Design assumes the lop and bottom chords to a laterally braced el 4 !' 2„p E ' 1�
DES. BY: LA Is the res onsiblli otlhs erector,AddlBonsl ermenent bradn ai 2'"A.end at 10'of,respectively unless Braced throughout their len by
P y P 9 continuous sheathing such es plywood eheathing(TC)and/or drywall(BC).
DATE: 11/21/2019 the overall structure is the reopondbilily dile building designer. 3.2x Impact bridging or lateral bracing required v4here shown"+
4.No load should be spelled to any component trod]alter all bracing and 4.Installation of trues le the responsibliy el the respea8va contractor.
SEQ. : 612 0 9 9 fasteners eta compete and al no dme should eny loads greater than 5.Design sesames bussu ere to be used in a non-corroslve environment --- '
design loads be applied to any component. and are tor"dry condition"of vsa ` CC
TRANS I D 412 8 910.Design assumes rut beating at all supports shorn.Shim or wedge it d /�
• 9.CompuTrue has no control over and assumes no responsibility for the nooses/try. "'f7, OREGON �'
fabrication,handing,shipment and insts0aton at components. 7.Design assumes adequate drainage is provided. qct • .xb
111 (II II1I 0.TMs design is Agnished subject to the II:nnallons set forth by t.Plates shag be located on both feces a1 Was,end placed so theb center /�:.,r9y .�4 2� ^i-.
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MITek USA,Inc lCompuTru9 Software 7.8.8(1 L)-E 10,For back connector plate design values we ESR-1311,E9R•1SlE(MITe() 'ifER R R IO-
EXPIRES:12/31/2015
111111111 ' This design prepared from computer input;.by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq-I.00
TC: 2x4 KDDF N163TR LOAD DURATION INCREASE • 1.15 1-2•(-239) 120 1-5=(0) 0
BC: 2x4 KDDF if1OJT R SPACED 24.0" O.C. 2-3-N140) 56
3-4•( -61) 29
TC LATERAL SUPPORT <- 12"0C. UON. LOADING
BC LATERAL SUPPORT 4- 12"0C. DON. LL( 25.0)01(L) 7.0) ON TOP CHORD s, 32.0 PSI'
DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORD RRG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0° -22/ 237V -51/ 20511 5.50" 0.38 KDDF ( 625)
LL • 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625)
5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -1201 243V 0/ off 1.50" 0,31 RODE ( 6.5)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ 0H 1.50" 0,16 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. : Des gn c ec ed or net(- ps ) uplift at ' oc spacing.
AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL•L/240, TL"L/180
MAX TC PANEL LL DEFL - 0.039" B 2'- 11.8" Allowed • 0.397"
MAX TC PANEL IL DEFL • -0.053" B 2'- 11.9" Allowed • 0.566"
MAX HORIZ. LL DEFL • -0.003" 0 13'- 6.8"
i- 4 -r MAX HORIZ. TL DEFL = -0.003" B 13'- 6.8"
�5 Design conforms to main windforce-resisting
.
system and components and cladding criteria. '
12 Wind: 140 mph, h•22.6ft, TCDL•4.2,BCDL•6.0, ASCE 7-10,'
6.00 C7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii),
3 load duration factor-1.6,-
Truss designed for wind loads .
y. in the plane of the truss only.
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6-00 7-07-08
!PROVIDE FULL BEARING;Jts:1,5,2,3,41
JOB NAME : 5017-B POLYGON - EDJ •
Scale: 0.3644 ('P,p. PRD F
WARNINGS: GENERAL NOTES,unlessolrornise noted:
L [1
1.Builder and emotion contractor should be edvtsed of all General Notes 1.This design Is bated only upon 7w parameters shown and Is for en indivlduet � N�.1 N ,,(�wo
Truss• EDJ end Warnings before constructlon commences. building component Apptuabilly of dealgn parameters and proper �+V S�I'J y� �/f 7•
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2.2z4 compression web bracing must be Installed where shown+. Meerporatlon of component Is the responelbEsy of the building designer. J(A 1 .fy
3,Additional temporary bracing to Insure stability during construction 2.Design sesames the lop sod henam chords robe laterally braced et �s p r • r..
DES. BY: LA is the ret ansiblll of the erector.Addltlond permanent bradn of 2'o.c,end el Ig'es.respectiveN unless braced throughout their length by 9 G 1-G.
D ty8 continuous sheathing such ea plywood eheething(TC)and/or drywell(BC).
DATE: 11/21/2014 the overa8 structure is The roaponelbility of the building designer. 3.Dotinned bridging or lateral bracing required where shown•+ _
4.No bad should be eppliad to any component unW after OH bracing end 4.Installation of trues Is Ow reepenaibilN of me respeewe contactor.
SEQ. : 612 0 7 9 5 fasteners are complete end elms Urns should any loeds greater than 5.Design assumes tunes are to be used M a nomcorrostve environment. ` f e
and Cr,for c /.�!"'
design loads be applied to any and no int. 'dry full aet el
TRANS 1 D: 412891 5.CompuTrua has no control over and assumes no responsibility for the 6.and
assumes on bearing as ell supports shown.Shim or wedge If O • ' Q
fabdcatlon,handling,shipment and hulelletan el w me.Qftary. OREGON r..
0. components. 7.Design assumes adequate drainage I.provided. -P2.•4, 2 �c< A
G.This design fa furnished subject to the limitations set forth by 8.Plates shell be located on both lege,of truss,end placed so theft canter / +</f
)III 1,111111111111111111111111111111 TP WVTCA in SCSI,copies of which sin be furnished upon request. g Ones DIBIIacNd nate d ejolM tele inrInncches. Q 7 4 T`
MiTek USA,Inc.icompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see B0R-1311,ESR-188e(MRak) 13 RIO-
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EXPIRES:12/31/2015
111111111 111 11 This design prepared from computer input:by
PACIFIC LUMBER-BC •
LUMBER SPECIFICATIONS TRUSS SPAR 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-I:00
TC: 2x4 ROOF 4160TR LOAD DURATION INCREASE - 1.15 1-2-0 0) 16 2-4-(0) 0
BC: 2x4 HOOF 1116BTR SPACED 24.0" O.C., 2-3-(-76) 27
•
TC LATERAL SUPPORT <= 12"0C. UON. LOADING
BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)4DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.I0. (SPECI.SS)
OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 ROOF ( 625)
1'- 10.9° -46/ 52V 0/ OH 1.50" 0.08 KOPF ( 625)
LL - 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 RODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Cr i. : lesion c Nc e. Or net ps up 3 t at ( "oc spaciii71
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.013" 4 -1'- 6.0" Allowed = 0.120"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" 4 -1'- 6.0" Allowed = 0.40"
MAX LI DEFL - 0.800" 8 0'- 0.0" Allowed - 0.078"
1-11-11 MAX TC PANEL LL REEL - 0.003" 8 1'- 0.8" Allowed ., 0.007"
f ,1 MAX BC PANEL TL DEFL = 0.006" 8 1'- 9.2" Allowed - 0.2C0"
MAX BC PANEL TL DEFL - -0.009" 0 1'- 12.0" Allowed - 0.240"
12
6.00 MAX HORIZ. LL DEFL - -0.000" 4 1'- 10.9" '
MAX HORSE. TL DEFL - -0.000" 0 I'- 10.9"
•
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h-21.Ift, TCDL=4.2,BCDL=6.0, ASCE 7-10,1'
(All Heights), Enclosed, Cat.2, Exp.8, HWFRS(Dir),
f 3 -/ load duration factor-5.6, I
Truss designed for wind loads
in the plane of the truss only. •
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(PROVIDE FULL 80,RI80;Jts:2,3,41
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JOB NAME: 5017-B POLYGON - EJ1
Scale: 0.6700 ��>cp PRprF�.
WARNINGS: GENERAL NOTES,unless otherwise noted: '\ t:"?
N)�INI `'SAO.
1.Builder end erection contractor should be advised of all Genera)Notes 1.This design is based only upon the paremeten shorn and Is for an indddual ��.
Truss: EJ1 end Warnings barons construction commences. building component.Applicability of design parameters end proper �� t:/7I�!l/1/7 2
2.2x4 compression web bradn must be Installed where shown t. Incorporation of component Is the responsibility of the building designer, (( / ..*
2.Design assumes the lop and bottom chords to be laterally braced et
3.Additional temporary bracing to insure stability during construction �' 7-92 f
DES. BY: LA Is the res onelbgi of the erector.Additional permanent bracing of 2'o.o.and at 10'o.a respectively wins braced throughout their length by PE l
P h continuous.f c0dng such as plywood eheaming(TC)end)or drywaO)BC).
DATE: 11/21/2014 Ore overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•" j
4.No load should be applied to any component until atter all bredng and 4.tnsuis0on of tines U me responsibility of the respective contractor.
SEQ. : 6120796 fasteners we complete end at no Erne should any loads greater Oran 5.Design assumes busaee are to be coed M e non-oonoeN.environment, ` ;/ ,
design loads be applied to anycomponent end ere for"drycondition'Ouse.
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TRANS I D 412891 p 6,Dadgn tetumea tug bearing slat supporta shaw°.Shim or wedge" d It
• S.Campuyma Asa no control over and assumes no responsibility for t,e ry. OREGON
lebr)caDon,handing,shipment and Installation of components, neseeaa
7.Peden awl be
scated onaoth feceisf buss,a. �`•'.' tI N�' '
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H.This design is fumiehed subject to the IhrdteBom eat forth by 8.plates shall ba totaled on both feces of Was,and placed so their center / .9/ 2� ..,ti..-1-
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9.DIpAa Indicate size of d in Inches. p. t�
MITek USA,Inc./CompuTfus Software 7.6.6(11)-E 10.Por basic connector plate design values see ESR-1311,ESR-1886(MITek) al"E-F?R 11-\-
EXPIRES:12/31/2015 ,
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EMIThis design prepared from computer input'•by
INI PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 .
TC: 2x4 IMF NLCBTR LOAD DURATION INCREASE - 1.15 1-2"( 0) 76 2-4-(0) 0 '
BC: 2x4 ROOF @16BTR SPACED 24.0" O.C. 2-3-(-75) 31
TC LATERAL SUPPORT <= 12"OC. 00N. LOADING •
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DLI 1.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AKEA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 418V -15/ 898 5.50° 0.67 ROOF ( 615)
3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 RDDF ( 625)
'LL - 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 IMF ( 625)
•
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq�.
REQUIREMENTS OF IBC 2012 AND Inc 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200"
12 MAX TC PANEL LL DEFL - 0.021" @ 2'- 5.4" Allowed - 0.248"
' 6.00 I7 . MAX TC PANEL TL DEFL • 0.019" @ 2'- 5.4" Allowed = 0.372"
MAX HORIZ. LL DEFL - -0.000" 0 3'- 11.2° •
MAX HORIZ. TL DEFL - -0.000° @ 3'- 11.2"
3
Design conforms to main windforce-resisting
system and components and cladding criteria.
0 Wind: 140 mph, h-20.2ft, TCDL•4.2,BCDL=6.0, ASCE 7-10,'
(All Heights), Enclosed, Cat.2, Exp.B, HBFRS(Dir),
load duration factor-1.6,
o End vertical(s) are exposed to wind,
Truss designed for wind loads .
o in the plane of the truss only.
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(PROVIDE PULL BEARING;Jts:2,4,31
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JOB NAME : 5017-B POLYGON - EJ2
Scale: 0.6875 ��ti PROFl t
WARNIN08: GENERAL NOTES,unless otherwise noted: LLK•4NGIN �tf/O
1.Builder and erection contractor should ba advised of a0 General Nolen 1.This design k based only upon the parameters ahem and b for an individual .V
Truss• EJ2 and Warnings before construction commences. buildngcomponent.ApptcebIdyofdesign parameters and proper tC.
2.2e4 compression web bracing must bo nstalod Whore shown+. Incorporation of component b the reeponsibliry ofthe building deolgner, i` /I J�I �.9-
1.Addaonel temporary bracing to Insure stability during construction 2.Deign saunters the top and bottom fiords to be laterally braced at ( •rh"21 1 p E f+
DES. BY: LA is Oro ran nsgrlf of the erector.Additlaml ermanent ( 2'eu.end at 10'o.e.reepedoely unless braced throughout their length by • 7 I"
Do h P bracing° continuous sheathing such as plywood eheething(TC)end/or drywelt(n).
DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or latent bracing required where shown•• -
A/
4.No load should be applied to any component until ager en bracing end 4.Inst.etion of buss is the reepondbOty of the repeatersrepeaterscontractor.
SEQ. : 6120797 fostanera are complete and at no time should ony loads greater than 5.Design asaumss buesas ere to be used in a noncorroalye environment,
and oro for"dr!condition'et use. "!"
design loads bee.applied to anyend component e.Design asaumes fug bearingal all supports shown.Shim or wedge If O
TRANS I D: 412891 5.CompuTms hes no control over end assumes no responsibility for the p g
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febricad°n,handling,shipment and Installation of components. 7.Deslpn eiaomee adequate drenape Is provided.
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6.This design Is furnished subject to the limitations eel forth by B.Plates shell be located on both feces of bum.and pieced so their tenter •/ �_ 2d �..
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MiTek USA,IncJCompuTrus Software+7.6.8SPI(1L)-E 10.For basic connector plate design value.aeer ESR-1311,EAR-tBae(MiTek) MF p R f 0..
•
•
EXPIRES:12/31/2015
11E1111111 This design prepared from computer input'by
PACIFIC LUMBER-BC
•
•
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" [COND. 2: Design checked for net(-5 psi) uplift at 24 aoc spacing.)
TC: 2x4 HOOF 8168TR LOAD DURATION INCREASE v 1.15 Design conforms to main windforce-resisting •
BC: 2x4 WNW 8168TR SPACED 24.0" 0.C.
system and components and cladding criteria. �
TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 140 mph, h"20.6ft, TCDL'4.2,BCDL*6.0, ASCE 7-I0,.
BC LATERAL SUPPORT <" 12"0C. UON. LI( 25.0)4DL( 7.0) 00 TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dli),
DL ON BOTTOM CHORD a 10.0 PSF load duration factoral.6, •
TOTAL LOAD - 42.0 PSF End vertical(s) ace exposed to wind, •
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 U .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for 1
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT RON-CONCURRENTLY.
5-07-08 5-07-08
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Scale: 0.5308 •
``Q,ED PROpeo
WARNINGS: GENERAL NOTES,unless othanelse noted: '\4)' Vs
1.Budder end*radon contractor should be advised of ell General Notes 1.This design Is based only upon Ore parameter.shown end Is for en Individual ' J N I N /OA,
Truss: Fl end Wemings before oonatrucdon commences. building component AppdcabOHy of design perametera and paper V ��"}.) [�
2.204 compression web Inuring must be installed where ehow:l 0. Incorporation of component is the responafb$Ry of the building desIgner. (4 rl/V//
3.Addddonal temporary bracing b Insure stabaity durbg construction 2.Deep assumes the lop end bottom chards to be laterally braced Cl 4•, a yh n,0 P C . r.
DES. BY: LA la the respensfhery of the erector.Addidanal permanent bracing of 2'o.a and at 10'c.o.respectively unless braced throughout their length by 7 G G
DATE: 11/21/2014 responsibility gcontinuous sheathing such es plywood sheaddng(TC)an re drywak8C). /
the overall structure h the res onsibm of the building designer. 3.2x Impact bridging or)stere)bracing required:de shove••
4.No toed should be applied to any component until alter w bracing and 4.Installation oftniss Is the respaneiblity of the reload/re contractor.
SEQ. : 6120799 fastener.are complete and at no oma should any beds greeter than 6.Design assumes basses are to be used in a non-corrosive environment,
TRANS I D: 412891 design loads be applied to any component end Cr,for Miry conQltion'close,
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3.Compiles has no control over end assumes no rasponsibilty far the .Design assumes felt bearing of all shaven Shim or Wedge If •
necessary. q_OREGON ,I•-
fabrication,heaMlinO•shipment end lnetn0atlon of components. 7
, .Design casemate adequate
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adequate drainage Is prodded. 7 \�.. k
11 I1 I1I (`1 II1 6.Thu design Is furnished wb)ect to the limitations set fnr h by a.Plates shall be located on both feces of Swa.end placed ao their center 9.Y 2P ,t�.1_
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6611 ' PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacingj
TC: 2x4 KDDF 11148TR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF k1FBTR SPACED 24.0" 0.C. Design conforms to main dicladdingrcriteriq
system and components and cladding criteria.
•
TC LATERAL SUPPORT <= 12"0C. UON. ' LOADING Wind: 140 mph, h=20.6tt, TCDL=4.2,BCDL=6.0, ASCE 7-10,1
8C LATERAL SUPPORT <a 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r),
DL ON BOTTOM CHORD 10.0 PSF load duration factor=1.6,
TOTAL LOAD = 42.0 PSF •
Truss designed for wind loads
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 14-1x2 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.
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Scale: 0.6052 PRO
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WARNINu9: GENERALNOTES, edonlyupounless nA.estar/ GIN
I.Builder and erection contractor should be edvlaed of as General Note. I.This design Is based only upon the peremetan shove and Is for an individual `J GN
Truss• G1 and Warnings before consbuaaon commences. building component Applicability of design parameter.and proper V I't � r qT J�
2.2x4 co eeNon web bra must be Installed where shown u. Inearporaeon of component is the responsibility of lb,building designer. t,4 r I J
1,Additional temporary bracing to insure debility during construction 2.Design assumes the ise end bottom chards to be!aurally braced el 4/2 i I 9�
DES. BY: LA is the responsibility of the erector.Addaonai permenent bracing of 2'o.o.end at 10'o.a.respectively unless braced throughout their limp by 7G f G
p h 0 continuous sheathing such as plywood aheethlng(TC)and/or drywa0(BC).
DATE: 11/21/2014 the overa6 structure Is the responsibility of the building designer, 3.2s-Imped bridging or ideal bracing required where shown 4..
4.No load should be spelled to any component unit after as bracing and 4.tnetaaeaon of Imola Ate reeponaibiDiy elthe respectNe contractor.
SEQ. : 6120800 fasteners are complete end sine lime should any loads greeter then 5.Design assumes Pusses an to be used ins nonconostve environment
TRANS ID: 412891
design loads be applied to any component
6nd are for*dry eondNon'of use. •
H.CampuTocs hes no control over end assumes no responsibility
ty far the 6. nslgn assumes fug hewing at all supports shore.Shim or wedge If A Lt
necessary. OREGON
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate dralnege Is provided. ��,. �.
e.This design Is furnished sub(ad to the fimltaaone set forth by 6.Plates shell be located on both(toss of puss,end placed so their center / Ry.
111111 I III I Ifl VIII II II IIIA VIII III IIII � �In SCSI,copies of which will be fuMe red upon,squeal. Dies coincide wiz Joint nrnche. 14
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ata to iinches.
MiTek USA,IDs./COmpUTrus Sofhvere 7.8.B(t l)-E t0.For[ado connector plate design value*eon BSM.l311,ESR-l$08(1417•16R R IL`" '
EXPIRES:12/31/2015
11111111 This design prepared from computer input'by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" 0 IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq>1.00
TC: 2x4 ROOF 8168TR LOAD DURATION INCREASE > 1.15 1-2>( 0) 65 2-5=1-540 72 3-5-(-210) 273
BC: 2x4 ROOF 8168TR SPACED 24.0" O.C. 2-3-(-115) 96
WEBS: 2x4 KDDF STAND 3-4-( -9) 4
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+01( 1.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORD BAG REQUIRED BRG AREA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 RODE ( 625)
LL - 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 ODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 paf) uplift at 24 "or spaciogj
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.013" 6 -1'- 6.0" Allowed - 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL > -0.014" 0 -1'- 6.0" Allowed . 0.200"
MAX TC PANEL LL DEFL • 0,140" 4 3'- 5.2" Allowed- 0.410"
6-05-12 0-03-12 MAX TC PANEL TL DEFL - -0.167" 0 3'- 5.4" Allowed - 0.615"
f 1 f
12 MAX NORI2. LL DEFL - 0.001" 0 6'- 5.8"
5.00. MAX HORI2. TL DEFL - 0.001" 0 6'- 5.8" :
M-1.5x3
f 4 -a Design conforms to main windforce-resisting
system and components and cladding criteria.
I Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
(Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di=),
load duration factor-1.6,
Truss designed for wind loads '
in the plane of the truss only.
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JOB NAME : 5017-B POLYGON - G2 -.
Scale: 0.5427 r P R -
WARNINGS: GENERAL NOTES,unlas otherwise soled: ,C(*.' v��L�(1
1.Builder end erection contractor should be advised of al General Holes 1.This design N Used only upon the paramalen shorn and Is Ear en IndrvWuat c3 `MGI N Q, ,
Truss: G2 and Warnings before construction aommences. building component.Applicability of design paramours and proper V/i):I f�7 " 4"
2.214 compression web bracing must be installed Mere chowtl*. Incorporation of component h the responsibility of the building designer. T't/ r ( r
3.Additional temporary bracing to Insure sGDilily during construction 2.Design assumes the top and bosom chords to be tatorany braced at � fir.
DES. BY: LA 2'a.o.end et 10'c.o.respectively union braced throughout their length by =92 +•P�
Is the responsibility of the erector.Additional permenent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall)nC).
DATE: 11/21/2014 the overall structure is the reeponsPoBity of the building designer. 3.3m impact bridging or lateral bracing required where shown 4« /r
4.Na load should be applied to my component until ateren bracing end 4.Installation of Mutate the responslbEty a1 the respective contractor. /
SEQ. : 612 8 1 fsteners are eoMplete snd et no time should eny laede greeter than 9.Design assumes trusses era to be aced In a nm<urro.Ive environment,
design loads be applied to eny component end are for"dry condition"of use. / 'TRANS I D: 912891 5.Compel us hes no control over and mums no responsibility tor the 8.Design assumes fug tiger ng slag supports Mown.Shim a,wedge If CC
nattasary. ORGON 41
lsbdceean,handling.shipment end pnh8etion of components. 7.Desgn assumes adequate drainage Is provided. 'yi. /� �b ;`
8.This dedgn le turnhhed subject to the limitations set forth by 8.Platen shell be Ideated on both faces or truss,end placed so their center / •9 '2.°\„
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`.U.\-EXPIRES:1 2(v-1/v.
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1111
`I�� This design prepared from computer input by
PACIFIC LUMBER-BC •
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1:00
TC: 2x9 KDDF If1IBTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 65 2-6=1-256) 654 6-3=) 0) 302
BC: 2x4 KDDF 811810 SPACED 24.0" 0.C. 2-3=(-786) 199 6-7=(-259) 649 3-7=(-734) 220
WEBS: 2x9 KDDF STAND 3-4=(-138) 127 7-4=1-169) 146
LOADING 4-5-) -9) 4
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA
OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL - 25 PSF Ground Snow (Pg) 0'- 0.0° -100/ 740V -67/ 1969 5.50" 1.18 KDDF ( 625)
13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. : Design c ec e" for net - Ps ) up r t at 4 "oc spacrnj
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 = 0.013' 9 -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL = -0.014° 9 -1'- 6.0" Allowed - 0.2C0"
MAX LL DEFL = -0.016" 8 6'- 11.7" Allowed - 0.610"
MAX TL CREEP DEFL = -0.033" 8 6'- 10.6" Allowed = 0.814"
MAX HORIE. LL DEFL = -0.006" 8 12'- 8.0'
7-00-06 5-09-06 0-03-12 MAX HORIZ. IL DEFL - 0.010" @ 12'- 8,0"
1 1' 1 T
12 Design conforms to main windforce-resisting
5.00 p M-1.5x35 system and components and Cladding criteria,
4 -/
Hind: 140 mph, h-15ft, TCDL-4.2,11CDL=6.0, ASCE 7-10,
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JOB NAME : 5017-B POLYGON - G3
Scale: 0.3552 r-� OF
WARNINGS: GENERAL NOTES,unless otherw)se noted: `V9' r R Ur�S r1
1.Builder end erection contractor should be edvlsed of all General Notes 1.Thli design le based only upon the paremalere shown and Is for an Individual '' ' �0I N u/
Truss: G3 end Warning'before construction commences. building component.epplleebility of design parameters end proper .` C1
2.204 compression web bradng must be Installed where shown•. Incorporation of component le the responsibility oldie building designer, 11/0/M9
3.Addidenal temporary bracing to Insure stability during construction 2.OeetIn assumes the top end bottom chords to be laterally braced et
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DES. BY: LA le the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.e.reepecdvey unleaa braesd duoughaul lira lengyt�h+by ;920 SPE f'
P tY p g sinuous eheagln°such as plywood sheething)TC)endlor drywal(BC).
DATE: 11/21/2019 the overall structure Is the responsibility of the building designer, 3.to Impact bridging or lateral bracing required� whore shown••
4.Ne load should be applied to my component until oder ail brednp end 4.inaleIletlon of lona is etc respanelbaity of the respective contractor. /
SEQ. : 6120802 fasteners ere complete and at no time Mould any toads greater then 5.Design assume.Misses are to be used In a noncorrosive environment, / drs�
design loads be sppged to any component d eta for"dry eondidon"of use. / ° t
TRANS I D: 412 8 91 5.CompuTrus has no control over and aseumes no responsibility far the H.Design assumes full beefing at all supports shown.Slim en wedge If • (r
febrIusHon,handlin shipment and Installation 01 ca nessesery, /,.• •
9' p '"orth by s• 7,Design assumes adequateoth feces
Is rodded. '•9j A_OREI.aO� M. �'V
6.This design Is furnished sot:helto the limitations eel forth by 9.Pules shall be boated on both feces of Imes.and placed so their center 7�1 P � �1
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ORR1t<�
EXPIRES:12/31/2015
h1IIIIIIllI This design prepared from computer input by
Dial PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1>00
TC: 264 ROOF 8188TR LOAD DURATION INCREASE • 1.15 1-2-1-776) 178 I-5•(-253) 644 5-2•( 0) 299
BC: 2x4 KDDF 8148TR SPACED 24.0° O.C. 2-3.1-139) 127 5-6-(-256) 640 2-6-)-723) 216
WEBS: 2x4 KDDF STAND 3-4.) -9) 4 6-3•(-161) 147
LOADING
TC LATERAL SUPPORT c. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 12.0 PSF
BC LATERAL SUPPORT c. 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -65/ 545V -69/ 1868 5.50° 0.67 RODE ( 625)
LL - 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CORD. : Des gn c ec a or net(- ps I up t at 4 oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LItiITS; LL•L/290, TL•L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - -0.015" 0 6'- 10.2" Allowed - 0.634"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.032" 8 6'- 9.1" Allowed • 0.806°
MAX HORIZ. LL DEFL - -0.006" 8 12'- 6.5"
6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL • 0.010" 8 12'- 6.5"
12 Design conforms to main windforce-resisting
5.00 - 14-1.5x34 and components and cladding criteria.
A- 3 4 -e
a Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, •
■ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di:),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only. ,
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Scale: 0.3684 ` c P R'OFF
•
WARNINGS: GENERAL NOTES,unless otherwise noted: .f4.' PR
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1.Builder and erection oontreclor should be advised of e8 General Notes 1.This design is based only upon the parameters shown and i for en Indhdduel J• ! 0711 N s/_
Truss: G4 end Warnings before oonsbudion commences. building component Applicability of design parameters and proper �( �/�-
2.2x4 compression web bradng mutt be installed Wear.shown v. incorporation of component lathe responsibility e1 the building design a r. •C45 . (rSUT v
2.Design assumes the lop end bottom chards to be laterally braced at /
3.Additional temporary bracing to Insure stability during cansaucton �' �92•*PE I-
DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.end 01 10'o.o.ouch evely unless braced throughout Choir knots by
con8mreus sheathing such an plywood eheatldng(TC)andlar drywea(BC). /
DATE: 11/21/2014 IN overall structure is the responsibiliryat the building dationer. 3.2s impact bridging or lateral bracing required where shown**
4.No load should be applied to any component unb3 Mier sli bradng and 4.Installation of truss le the reeponslbBh of the respective contactor.
SEQ. : 6120803 fasteners are complete and at no time should any Wada greater than 5.Design assumes busses ars to be used in s non•corroslve environment, ��e •
design loads be applied to any component end ere for`dry conditlon'of use.
TRANS I : 412891 s.CompuTrue has no control over end assumes no respomiMgty forme 8.Oeelgn assun ee lot bearing at as supports shown.51dm or wedge if Oit
lebrleetlon,handling,shipment and lnalellsdon of son nesausry.
B. P components. 7.Design tee N.b adequate drainage Is provided. 'tel/ A RE �Oft. A�..
6.This design k(wished wbhol to the Imitations set form by 8.Plazas shut be boated on both faces of truss,and placed so their center �" /��--7 t�
14
ch MI be harsh:had upon
lines coincide with
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EXPIRES:12/31/2015
N IlulIIl This design prepared from computer input by r
• PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq=1.00
TC: 2x4 KDDF O1SBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 16 2-4=(0) 0 •
BC: 2x4 KDDF 0166TR SPACED 24.0" O.C. 2-3-1-75) 31
IC LATERAL SUPPORT <= 12"0C. UON. LOADING •
BC LATERAL SUPPORT <= 12"OC. OOH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -78/ 418V -13/ 820 5.50" 0.67 KDDF ( 625)
3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : res it c ec e. or net - .3 0 u. t at 4 oc 3.001:'.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLaL/240, TL-L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" a -1'- 6.0" Allowed a 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 71, CREEP DEFL = -0,014" 0 -1'- 6.0" Allowed = 0.200"
12 MAX TC PANEL LL DEFL = 0.021" a 2'- 5.4" Allowed n 0.248"
6.00 MAX TC PANEL TL DEFL = 0.019" a 2'- 5.4" Allowed = 0.372"
MAX NORIZ. LL DEFL « -0.000" 0 3'- 11.2"
MAX HORIZ. TL DEFL = -0.000" 8 3'- 11.2"
f 3 y I.
Design conforms to main windforce-resisting I
system and components and cladding criteria. •
f' Wind: 140 mph, h-150t, TCDL=4.2,BCDL-6.0, ASCE 7-10, '
(All Heights), Enclosed, Cat.2, Exp,B, Mt4FRS(Dir),
load duration factor-1.6,
o Truss designed for wind loads '
in the plane of the truss only. •
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Scale: 0.6825 ( .(
WARNINOB: GENERAL NOTES,unle»omenxss noted: ,`'`C‹.5 O��vs
1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual N0)N ,y6.
Truss: H1 and Warnings before construction oommences. building component.Apptabiety of design parameters end proper �J4.
2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component la the responsibility of to building designer, --, !�1(I f E
2.Design assumes the fop and bottom chords tato laterally braced at e ^-'P r•
3.Additional temporary bracing le Insure dahllity during combustioby
n /ylG. C- �'
DES. BY: LA la the respendhitty of the erector,Adeeonel permanent bracing or 2'net end at ea rin g such respas ectively plywood
braced(TC)throughout their all(y8tlr).
DATE: 11/21/2014 the overall structure Is the responsibility of the building designer, 3,Be Impactmsbridging sr lateral braccinp oequred where shorn•,xnJl(BCJ,
4.No toed should be appned to any component until after all bracing end 4.Installation of truss Is the responsibility of the respative oontrator.
SEQ. : 6120804
fasteners are complete and at no One should any beds greeter then 5.Design assumes biases ere to be used toe norteorreslve environment ` /design loads be and ere for- cortdltlon'of use.
applied to overve component sosnL e,Des /+�
TRANS I D: 412891 S.CompuT us has no control end assumes no responsibility for the Igr ry. full bee Mg et of Suppe is ehawn.Shim of wedge if
fabrication,handling.shipment and lntelleeon of components. it
nettssery. "fT OREGON (/,/
ly P 7.Design assumes adequate drainage la provided L, �a"
_ g,This design Is furnished subject to the limitations eel forth by H.Plate shag be located on both faces of Was,and placed so their anter '" 4}. rf Q •
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H.Dlelts Indict%elze of plate In indult
MITek USA.Inc.fCompuTnls Software 7.6.6(1LK 10.For basso connector plate design values see ENR-1311,ESR-1988(We k) MFAy R't
EXPIRES:1L2/31/2615
11111
(11111 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 ROOF 81611011 LOAD DURATION INCREASE - 1.15 1-2-1 0) 76 2-4"(0) 0
BC: 2x4 KDDF 8168011 SPACED 24.0" O.C. • 2-3-(-75) 27
TC LATERAL SUPPORT 0. 12"0C. UON. LOADING
BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 POP BEARING MAX VERT MAX HORE BAG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0•' TOTAL LOAD - 42.0 PIP 0'- 0.0° -90/ 405V -7/ 54H 5.50" 0.65 XDDF ( 625)
1'- 10.9° -41/ 52V 0/ OH 1.50" 0.08 KOBE ( 625)
LL" 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 ROOF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinr�.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BfiING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" @ -1'- 6.0' Allowed • 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200"
MAX LL DEEL - 0.000" @ 0'- 0.0" Allowed - 0.078"
1-11-11 MAX TC PANEL LL DEFL - 0.003" 8 1'- 0.8" Allowed - 0.097"
l' ' IMAX BC PANEL TL DEFL - 0.006" 8 1'- 9.2" Allowed . 0.200"
MAX BC PANEL TI DEFL - -0.009" 0 1'- 12.0' Allowed . 0.200"
12 MAX NORIZ. IL DEFL - -0.000" 0 1'- 10.9"
6.00(7 MAX HORIZ. ?I DEFL • -0.000" 8 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h•15ft, TCDL•4.2,BCOL•6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir),
.,. 3 -, load duration factor-1.6,
Truss designed for wind loads •
• in the plane of the truss only.
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Scale: 0.6700 t( Fp PRO)fi
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WARNMOS, OHNHRALNOTHB,unlessotherwbenoted: . '\"°,11011o.
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1.Bandar end vection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameter.shown and b for an individual `r vCl
Truss: HJ1 and Warnings before consbuctlon commences. budding component.Applicability of design parameter.end proper ��V /))�J IL
2.2x4 compression web bradng must be Installed"here shown r. Incorporation of component is the responsibility of the building designer. +//(�/� .�
3.Addltionalt ore brads to insure slahlgty dU construction 2.Dadgn assume.the top and bottom chords to be laterally braced at
DES. BY: LA temporary g ° 2'o.o.endat10'eo.respectiveyunlessbracedthroughout0,01,IenggtthhW '92.*PE
a the respandb0ly clam erector,Additional permanent bracing of continuous sheathing such as plywood shes0dng(TC)and/or dryweg(AC). .
DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required"here shown++
4.No load should be applied to any component until after a8 bracing and 4.Installation of buss la the responsibility of the respective contractor.
SEQ. : 6120805 fasteners are complete end at no lima should any toads greeter then 5.Doslgn SWIMS trusses are to be used Ina non-corneas environment, ` • iWWr ,
design loads be applied to any component. and are for'dry eonditlon'of use.
TRANS I D: 412891 5.Compuirus has no control over and assumes no reaponslbmty for the 9.Deaton assumes full bearing at all imports shaven.Shim or wedge If ae
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fabrication.handling,shipment and inetallaSon of component., 7.Deign assumes odegoota drainageIs provided. `q` ., OREGON �1. -
11 IIII I 1111 II/1p 6.This design G furnished subject to the limitations set forth by 8.Plates shag be locatedonboth faces Ohms,and planed**their center /0_.�}�.,, 14 0
,III 111 ll lull Il(l ILII�Il)lull l lIl MITe USA.
/C0(itpuTNS Software 7 6.6(1 L).E request. 10.For basic Dodo ectore with oint center plate design values see EBR-1711,ESR•IaSs(MITay4 '✓1 h.
1 1 1
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EXPIRES:s11201/2015
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•
LUMBER SPECIFICATIONS TRUSS SPAN 8h- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciag.l
IC: 2x4 ROOF O148TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting
BC: 2x4 ROOF 0166TR SPACED 24.0" O.C.
system and components and cladding criteria.
i TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind; 140 mph, h-20.5ft, TCDLe4.2,BCDL=6.0, ASCE 7-10,
BC LATERAL SUPPORI <= 12"0C. UON. LI( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di:),
DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6,
TOTAL LOAD - 42.0 PSF Truss designed for wind loads
in the plane of the trues only. :
LL = 25 PSF Ground Snow (Pg)
Cable end truss on continuous bearing wall UGH.
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
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
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WARNINGS: GENERAL N0TE9,unless oOhelvdae noted: .cr'` �• N. ,0
I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon Ole parameter.shown and is for an individual
Truss- I1 end Warnings before construction commences. building component Applyabi6N of design parameter.and proper /l 1 •
2.2x4 compression web brecng must be Installed niters shown s. incorporation of component Is the responsibility of the building designer.
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3.Additional temporary bracing to Insure stability during oonsbuGlon 2.Design assumes the till and bottom chords to be laterally braced el �, e n n„p E c.
DES. BY: LA s the nespondDllr or he erector.Admtlonal De msnenl bradn of Z o.a.end at I a es,respectively unless brayed throughout their lengthby 94 r[_
h a n us sheathing such as plywood sheati where s anther dryweg C).
DATE: 11/21/2014 the overall structure la the to any a bnity of the building dearer. 3.2r Impact bridging or me lateral bracing required where shown**
A.No load should be applied to any component until alter an bracing and 4.!nstgagon Wilms Is the responsIbtary of the respective contactor. •
1 SEQ. : 6120807 fasteners we complete and at no time should any bads greeter than 6.Design assumes bussu are to be aced toe nsn•eorroslve environment, yam!
design loads be applied to any component. and are for*dry condition's/1 use.
TRANS I D: 912891 5.CompuTrus has no control over and assumes no resporulbSlp for the 6.Design forums on inn'sbearing et all supports shown.Stam or wedge H d �/RElpO1 w v/�.
Iebdaadon,handing,shipment and installation of components.
necessary.
•ipma T.Desi assumes adeqyuate drainage is provided. 9�„', ��`
G.This design b furnished eub)eol to the limitations set forth by 6.Plates Design
be kcated on both tees el trues.and pieced so their center
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Musk USA,Inc.lCompuTrua Software 7.6.13(5L)-E Ones coincide with Joint center lines.
g.Digits indicate else or gtate In inches.
10.Far beak connector plate design values see ESR-1311.EOR-1886(Mask) . nR 10-
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EXPIRES:12131/2615
111111111 This design prepared from computer input..by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 HAX MEMBER FORCES 4WR/DDF/Cg=1.00
TC: 2x4 KDDF 813BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 54 2-5-(-50) 66 3-5-(-249) 177
BC: 2x4 KDDF 014BTR SPACED 24.0" O.C. 2-3-(-103) 86
WEBS: 2x4 KDDF STAND 3-4-( -7) 3
LOADING
TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIIS)
OVERHANGS: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625)
LL - 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328Y 0/ OH 5.50" 0.53 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 pad) uplift at 24 "oc spacing.'
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 -
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP HAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.1:0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" 9 -1'- 6.0" Allowed - 0.240"
• MAX TC PANEL LL DEFL - -0.266" 9 4'- 0.7" Allowed - 0,473"
MAX TC PANEL TL DEFL - -0.356" 0 4'- 0.7" Allowed - 0.709"
MAX HORIZ, LL DEFL - 0.001" 8 7'- 8,2" ,
7-08-04 0-03-12 MAX HORIZ, TL DEFL - 0.001" 8 7'- 8.2"
1' f
12 Design conforms to main wlndforce-resisting
4.001 system and components and cladding criteria.
M-1.50Wind: 140 mph, h-lSft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
e- 3 4 -e
(All Heights), Enclosed, Cat.2, fixp.B, HWFRS(Dir),
load duration factor-1.6,
f Truss designed for wind loads
in the plane of the truss only.
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Scale: 0.5049 4� PR�;c
WARNINGS: GENERAL NOTES,unless otherwise noted: ���[``•�' �Us�O
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon theparametersarameters shove and Is for an Individual ��
Truss: 12 end Waminge before construction commences. building oomponenLApplcebllty o design parameters and proper
2.Std cempreadon web bracing trust be unstaged where shovel e. hoorpoteeon of component le mu reeponsibility of the building designer. (V 'Cl/NMI-I.
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3.Additional temporary bracing totesur¢atabTdy during construction 2.Design assumes the top and bottom chords to be laterally braced at tk.. -9L•IPE , s7-
DES.
+
DES. BY• LA Is ern responsibility of erector.Add tions'pe manent bracing of 2'o.w.and at Ill'0.0.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). '
DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.Be Impact bridging or lateral bracing required where shown r+
S EQ. : 6120808
4.No load should be applied to any component until after a8 bracing end 4.Inetsile0en of buss Is the responslbiify of the respective contractor.
fasteners are complete and at no time should any loads greater than 5.Design estumat trutees are to be used in non-emotive environment,
design loads be any po end are for-d condition"of use. /.r�'•``
applied to component. 'dry TRANS I D: 912891 5.Corium-thus hes no control over and assumes no responsibility for the e.rDesignecess assumes lug bearing at all supports shown,Shim or wedge if f
nesIgn 'I'
fabrication,handling,shipment end insm0a6on of components. 7,pnsipn ieuma adequate drainage la provided. 'yl. .��y_OREGON :`�./
9.This design is furnished subject to the limitations set forth by 5.plates shall be locatedonboth faces of buss,end placed so their center '2)•,;1!.
Q '1 14 20 �-1.
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a betconnecterindicate size of plata dIn esign values see ESR-1311,ESR•t550(MIToq -
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- EXPIRES:12/31/2015 ,
This design prepared from computer input•by
Il�f Il f I1,III PACIFIC LUMBER-BCe •
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•
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spaciug.1
TC: 2x4 KDDF 1114BTR LOAD DURATION INCREASE 1.15Design conforms to main windforce-resisting
BC: 2x4 KDDF 1168TR SPACED 24.0" O.C. system and components and cladding criteria.
TC LATERAL SUPPORT <- 12"0C. UON. LOADING Hind: 140 mph, h=19.8ft, TCD1.4.2,BCDL•6.0, ASCE 1-10,
BC LATERAL SUPPORT ce 12"0C. UON. LL( 25.0)401( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir),
DL ON BOTTOM CHORD - 10.0 PSF load duration factor=1.6,
TOTAL LOAD • 42.0 USE Truss designed for wind loads
•
LL - 25 PSF Ground Snow (Pq) in the plane of the truss only. •
Gable end truss on continuous bearing wall Ual7
LIHITED 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
complete specifications.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
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WARNINOS: GENERAL NOTES,unless othenstse noted; fres\`•`G`)N� t�ts�
1,Sunder end erection contractor should be advised of an Osnrsl Notes 1.This dnlgn is based only upon the parameters shown and h for an Individual �J . .1//0//
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Truss• I 3 and Warning.before construction commences. buiding component Aopioabmly of design parameters and proper ��. /1 r
2.2.4 compression web bracing must be Metalled where shown•. Incorporation of component Is the responsibility of the bunting designer. 11� ll
3.Additional temporary bracing to insure stability during construction 2.Design assume the lop and bottom chorda to a laterally braced et • �' T A 2 6 1IP E r
DES. BY: LA s the res ansiblti or si e erector.Additional armaneM bracing of 2'o.a.end at 10'0.0.respectively mins braced throughout Mair length by A
p h P manumit ahndting such as plywood sheetidng(TC)and/or drywali(BC).
DATE: 11/21/2014 the averse sbueture is the rosponelbkty of the building designer. 3,Do Impact bridging or lateral brodng requbed where shown•+
4,No load sheuth he applied to any component unW aver an bracing and 4.Installation of tun b the respanttbllty of the respective contractor.
SEQ. : 6120809 fasteners are complete and et no time should anyloads renter than 6.Cosign euusee Mines ere to be used Ina non-corrosive environment, / .eta
design loads be spelled to so y component 9 d gra for'dry condition'of use. 1 [r
TRANS I D: 412891 M O.Dentin eor'mec Ng bearing at e0 supports shown.Shim or wedge If 4/
S.CompuTms has no control war and senses no rasponsib for the necessary. 9 OREGON
fabrication,handling.shipment end Installation of component.. 7.Design anuses adequate dr.M "
sge Is presided. /...:4, NG.. X,
0.This design b furnished subject to the Ilmltetlons set forth by N.Plates shell be locatedonboth fares Winne,and placed so their corder /O i y 14 2•° ^}-
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•
EXPIRES:12/31/2015
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If PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1',00
TC: 2x4 KODF 414B?R LOAD DURATION INCREASE = 1.15 1-2-1-170) 101 1-4-(0) 0
BC: 2x9 KDDF 81413TR SPACED 24.0" O.C. 2-3.( -76) 34 1
TC LATERAL SUPPORT c= 12°0C. UOII. LOADING
BC LATERAL SUPPORT <- 12"0C. UOM. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD . 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD - 42.0 PSF 0'- 0.0" -21/ 235V -36/ 147H- 5.50" 0.38 KDDF ( 625)
5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDE ( 625)
LL - 25 PIE Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ 0H 1.50" 0.47 BODE ( 625)
9'- 11.7" -44/ 87V 0/ OH 1.50" 0.14 KODF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. KONG. 2: Design checked for net(-5-pat) uplift at 24 "or spacing.]
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, rL-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL - 0.037" 0 2'- 11.8" Allowed - 0.397"
MAX TC PANEL TL DEFL - -0.049" 8 2'- 11.9" Allowed - 0.596°
MAX RORIE. LL DEFL = -0.002" 8 9'- 10.9"
s- 3 MAX HORIE. TL DEFL - -0.002" 8 9'- 10.9"
12Design conforms to main windforce-resisting
6.002°' 0 system and components and cladding criteria.
Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,r.
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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Scale: 0.4622
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Truss: J5 end Waning,before combustion commences. building component Applicability of design warners end proper Gid' �`' OA_
2.2:4 compreeslon web bradng must be Insisted where shown+. Incotporaton of component 1s the responslbtdy of the building designer. 'I,V ///0//MY; _lam
3.Addiionel temporary bracing to Insure etabarty during cons6uction 2.Dodge sesames the lap and bottom chords to laterely braced at 1, e e 9r.
DES. BY: LA Is the responsibility of the erector.Additional permanent brecnp of 2'o.e.and at 10'An.respectively unless braced throughout their len by _ OPE
continuous sheathing such as plywood sheathing(TC)and/ordrywe0(BC).
DATE: 11/21/2014 the overall structure Is the respaneibiily of the building dadgner. 3.2x Impact bddging or lateral bracing required where shown++
SEQ. :. : 6 12 0 8 1 0 4.No load should be applied to any component undl after at bracing and 4,Inetalleton of truss Is the reeponsibtly of the reapeNve contractor.
fasteners are complete end at no i 5,ma should any load.greeter than Design assumes busses,are to be used lea non-corrosive environment, }
TRANS T D: 412891 design loads be applied to eq component and are for"dry condition*of use.
6 _,i,
S.CampuTms hes nes control over end assumes no reiponsNitty for the ,Design assumes beefing el all supports shown.$Alm or wedge if -10 • i r
necessary, OREGON
labdoeion.handing,shipment end Installation of components. Aj OREGON
A This design Is furnished subject to the Omitstions set forth by7•Design hll assumesiadequate o bothdtfacet ofs sendd. �`. 7 A.
111111111111111111111111111 a.Plebs shell be toasts an lasso truss, placed so i elroontq �� ,9), 14 Zai -y
7PDWTCA In SCSI,copies of which wN be furnished upon request. Ilnae coincide sin pint center line,, t�T'
9.Digits indicate size Opiate in Inches, q `
A41Tek USA,)nciCompulrus Software 7.8.6(1 L)-E 10.For basic connector plats design values see ESR•131 I,ESR-1888(Web) 'M fig R'`\- lr
EXPIRES:1241/2015 ,
1
•
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This design prepared from computer inputby
i) 9 • PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:,00
TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE = 1.15 1-2-(-208) 106 1-5=(0) 0 1
BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2-3=(-102) 38
3-4-( -37) 18
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSP
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" -22/ 236V -44/ 178H 5.50" 0.38 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625)
5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. : resign c ec e. or net - ps') up t at 4 tic spec ng.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX TC PANEL LL DEFL - 0.038' 0 2'- 11.8" Allowed • 0.337"
MAX TC PANEL TL DEFL = -0.051" 9 2'- 11.9" Allowed • 0.596"
s- HAX HORIZ. LL DEFL = -0.002. 8 11'- 10.9"
MAX HORIZ. TL DEFL - -0.002' 9 11'- 10.9"
Design conforms to main windforce-resisting
6.00 12 3 system and components and cladding criteria.
� Wind: 140 mph, h=22.2ft, TCDL-0.2,BCDL=6.0, ASCE 7-10,.
e (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dii),
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
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1PROVIDE FULL BEARING;Jts:1,5,2,3,4J
JOB NAME : 5017-B POLYGON - J6 Scale: 0.4073 D PRpF
WARNINGS: OBNERAL NgDTEb,ante N poo tae ndad: �4 CLIN, ,L��1/O
1.Dairies end erection contraries should be advised of all General Notes 1.This deet la based on upon the parameters shown and Is for an IndMduel N
Truss: J6 end Warnings bolero eonsbucton commences. building component AppheebtIty of design parameters and proper
2.2x4 compression web bracing must be Installed where ahem a. Incorporation of component Is the responsibility of the building designer. ( II/.ri/ 1
3.Additional temporary 6radne to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally brand at 9
DES. BY; LA 2'o.c,end at 10'0.0.rospeetlyey unless braced throughout(heir length by e .P E
Is the reagens@Miry of the erector.Additonat permanent levering of continuous sheathing such as plywood sheething(TC)endlw drywell(BC).
DATE: 11/21/2010 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required when shower•+ 0
4.No load should be applied to any component until alter all bracing end 4.Instataton of buss is the responsibility of the reapedNe contractor.
SEQ. : 6120811 listeners em complete and at no Urea should any loads greater Nm
en 5.Design assumes busses are to be used In a n000rro,Ne environment, ��!
design taeda be applied to say component d are for'dry oondVon'of use. �ri
TRANS I D: 412891
5.CompuTms het no control over end assumes no recpensro5ry for the 6.Design assumes fun bearing at at supports ahem.Shim or wedge If 4 (t
necessary.
Wootton,handing,shipment and instatelon of components. 7,Design assumes adequeto drolnapo Is provided.
."9 RE CON a.
6.This design b Nmlehed subject to the!Ironstone sal forth by 6.Plates shell beloueted on both faces of truss,end pieoed so Neu center �" "�'1 Or1 _(,C:
11111 II III 11111111111111111111
ll IIS II II I III I�III TPVWTCA In SCSI,copies of which*II be furnished upon request Ines co aide with Joint o center Anes. 2
II I III 9.Digits indicate size of pieta In inches, p,
MTek USA,inC./ColnpuTtus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITeIt) V
•
EXPIRES:12/31/2915
•1
•
•
IIIIIIIIIIIIII This design prepared from computer inputby
PACIFIC LUMBER-BC
•
•
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4MR/DDF/Cq=1.00
TC: 204 KDDF 015BTR LOAD DURATION INCREASE-- 1.15 1-2•(-246) 123 1-5=(0) 0
BC: 2x4 KDDF OIfBTR SPACED 24.0" O.C. 2-3-(-148) 60
3-4=( -66) 31 .
TC LATERAL SUPPORT <• 12"OC. UON. LOADING
BC LATERAL SUPPORT <- 12"0C. UGH. LL( 25.01-IDL( 1.0) ON TOP CHORD • 32.0 PSF .
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" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625)
5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 RODE ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'or spacing.'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/180
MAX TC PANEL LL DEFL • 0.040" 0 2'- 11.8" Allowed = 0.397"
MAX TC PANEL TL DEFL • -0.054" B 2'- 11.9" Allowed = 0.556"
MAX HORIZ. LL DEFL • -0,003" 0 13'- 10.9"
MAX HORIZ. TL DEFL - -0.003" 0 13'- 10.9"
r
•
Design conforms to main windforce-resisting '
': system and components and cladding criteria. '
1
Wind: 140 mph, h-22.7ft, TCDL=4.2,BCDL•6.0, ASCE 7-10,'
12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIt),
6.00 p load duration factor-1.6, I
3 Truss designed for wind loads
in the plane of the truss only.
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6-00 7-11-11
'PROVIDE FULL BEARIMG,Jts:1,5,2,3,41
JOB NAME : 5017-B POLYGON - J7
Scale: 0.3524 Q(k{t PR f-r.
WARNINGS: GENERAL NOTES,unless otherwise noted: <C' Pf1Q�`L•�`n
1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shorn and a for an Individual _ C?��' •
�G I N E C y,
Truss: J7 and Waminga before conebuc0on commences. building component.Applicability of design parameter*and proper { ! �!-
2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the bulding designer. Nal f -v
2.Deelgn assumes the tap end bottom chords to Le latera braced et I'
S.Additional temporary brsdng to insure elabdltydudng construction rn
DES. BY: LA 2'no.endet10'o.e.respectivelyunlessbracedthroughouttheirlenthby =92.4PE 1'
Ir the rosponsihRry of the erector.Additional permanent brednp of continuous sheathing such ss plywood ahead where
and7or tlryvmn�C).
DATE: 11/21/2014 the moral sbucture Is the reopen of tits building designer, 3.24 Impact bridging or lateral bracing required where shown"4
4.No Ned should be append to any component until ager dl bredng end 4.lnstataEdo of mus la the responsibility of the respective contractor,
SEQ. : 6120812ra are complete and at no tints should any loads greeter than 5.Design clean as homes aro to be used to■non-connv
oshe ehenmen6 is
design tett be oppled to any component. end ere for'dry aondiBnn'of use. �rslala
TRANS I D: 412891 6.Design assumes but bearing at tip supports shown.Shim or wedge It O +
6.Cent hes no control mer and assumes no responsibility for the necemary. OREGON /t.
fabrication,heeding.ehlpment end lnst.Bation of components. 7.Design assumes estimate drainage},provided. `�
8.This design Is furnished subject to the limitalona set form by H.Plates shad be locatedFon both faces of buss,snd pieced so Meir center "/ it
,9 y 42�N- ��
IIID I III IIII I II II I II III II II MRBk USA,lraciCOmpuTrus Software 8.6(11)-E request. forbee oInes aide with joint center lines.
connecto piste design values see ESR-1071,ESR-19B0(MtTel) O M I V�
9.Digits Indicate alma of late In Inches.
10,
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•
EXPIRES:
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111111111111 ' This design prepared from computer inputby
PACIFIC LUMBER-BC " 4, e
_ LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DBF/C0=1.00
TC: 2x4 KDDF Al&BTA LOAD DURATION INCREASE - 1.15 1-2-(-287) 143 1-6-(0) 0 •
BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2-3-(-184) 79
3-4-(-108) •58
TC LATERAL SUPPORT 0- 12"0C. UON. LOADING 4-5-) -44) 20
BC LATERAL SUPPORT <- 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
OL ON BOTTOM CHORD • 10.0 PSF •
TOTAL LOAD s 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL • 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625)
5'- 9.2" 0/ 68V 0/ 0H 5.50" 0.11 ODE ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 346V 0/ OH 1.50" 0.44 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 234V 0/ OH 1.50" 0.30 KDDF ( 625)
13'- 11.2" -109/ 227V. 0/ 0H 1,50" 0.29 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ 0H 1.50" 0.05 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.I
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX TC PANEL LL DEFL - 0.039" @ 2'- 11.8" Allowed - 0.397"
MAX TC PANEL TL DEFL - -0.053° @ 2'- 11.9" Allowed - 0.596"
F 5 -
MAX 00010. LL DEFL - -0.004" @ 15'- 10.9"
MAX HORIS. TL DEFL - -0.004" @ 15'- 10.9" ..
4 Design conforms to main windforce-resisting ''
system and components and cladding criteria.
!
:0000.00. 1111.111.112
t:
6.00 p Wind: 140 mph, h=23.2ft, TCDL•4.2,BCDL-6,0, ASCE 7-10,.
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
3 Truss designed for wind loads
in the plane of the truss only.
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6-00 9-11-11
yOOR FULL BEA : t0: , , , ,4,
JOB NAME : 5017-B POLYGON - J8
Scale: 0.3267 EO PRO Fp,
WARNINGS: GENERAL NOTES,unless oU¢rwias noted: C..;
+`�<•9-'' U.c1
1.Builder and srscdon contractor should be edureed of a0 General Notes 1.This design Is based only upon the parameters shown and In for en Individual J •�tJGI N
Truss: J8 end Warnings before construceon commences. building companentAppaoabltty of design parameters and proper
V •l� �,p
2.204 compreselon web bracing must be Installed where shown o. Incorporation of component Is the responsibility of the building designer. - (V II/?i!/ ,{�
3.Add Bond temporary bracng to Incurs alabitey during construcuen L Design mums the top end bottom chords to be laterally braced at
DES. BY: LA Is the rasponaihBly or the erector.Additional permanent bracing of 7o.e.end at 10`s.c.respecRveiy unless braced throughout their length by 92..P E. f
continuous sheathing such es plywood sheathing(TC)enNor drywa4 C. /
DATE: 11/21/2014 the overall serrature Is rn
the sponsibflty of the building designer. 3.2x Impact bridging a lateral bracing required where therm"• �' '
4.No ed should be ep➢bed to any component until after aft Medng and {.InafaBadon of esaWas Is Ore responsibility of the respective contractor.
SEQ. : 6120813b
fasteners are complete and et no time should wry loads greeter than S.Design mums busses are to be used In a non-corrosive environment :�® ,
design bads be applied to a end en for
0 ➢P over
and estru 'dry conCBon"of use. h
TRANS I D: 912891 5.CompuTrva has no control ova and esaumaa no«spenaib Fly for the B.Design mums NA bearing et all suppom shown Shim or wedge I1 •• • QREG�N Q
fabrication,handling,sNpment end Installation al components. nate eery.
7.Design assumes adequate drelnaco Is provided, 'P
6.This design Is Whiled subject to the limitations set forth by 8,Rein shall be located on both faces of Inns,and placed so their center �'
IIIIII M III I I III IIII IIIII IIIc 111 Ill TPOWTCA In SCSI,copies of which wpbs furnished upon request lines co odds withJoint centerslines,
/Q �� 14 Z� ,
9.DlglN Indicate sire of plate In Inches. r� 4`
MlTek USA,Inc.ICompuTrus Software 7.6.6(1L)•E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITok) 41E'�R I L�-
•
EXPIRES:12/31/2615
181 IIIIm This design prepared from computer input by
PACIFIC COMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1:00
TC: 2x4 KDDF 1)168TR LOAD DURATION INCREASE 1.15 1-2.1-3221 160 1-6"(0) 0 •
BC: 1x9 KDDF 9168TR SPACED 29.0" O.C, 2-3•(-216) 95
3-4•(-149) 68
TC LATERAL SUPPORT (. 12"OC. U014. LOADING 4-5-( -65) 30
BC LATERAL SUPPORT (• 12"0C. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF
TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORL BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SI2E SO.IN. (SPECIES)
' LL a 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625)
5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KDDF 1 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 9'- 11.2" -112/ 221V 0/ 0H 1.50" 0.28 RODE ( 625)
13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 NUDE ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
(COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
MAX TC PANEL LL DEFL - 0.039" 0 2'- 11.8" Allowed = 0.397"
MAX TC PANEL TL DEFL - -0.053" 0 2'- 11.9" Allowed - 0.596"
5 MAX HORI2. LL DEFL a -0.005" 0 17'- 8.2"
MAX HORI2. TL DEFL " -0.005" 0 17'- 8.2"
Design conforms to main windforce-resisting
system and components and cladding criteria,
4 Wind: 140 mph, h-23.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,t
12 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir),
6.00 7 load duration factor-l.6, •
Truss designed for wind loads
in the plane of the truss only.
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'PROVIDE POLL 8EARING)Ots:1,6,2,3,4,6i
JOB NAME: 5017-B POLYGON - J9
Scale: 0.2935
_ D P R OFF
WARNINGS: GENERAL NOTES,unless ofhendee noted;
��,`r± C is
1.Builder and Wending*
contactor should benoes. of ail General Notes 1.Thiodesign 1ponbased t.Anycaupon the design
parshewnandUroren Individual 0... '~GINl� O
Truss: J9 end Weminps bdore construction commenoas. building component.Applicability of doslpn paramenro and proper
2.244 compression web bracing melte blelsded when shown•. Incorporation of component le the responsibility of the building deeper. (� I f f ill
3.Additional temporary bre sing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterality at _ YY��+��f
DES. BY: LA 2'o.c.end 0110'0.0.raspecOvey unless braced throughout thele length by �7L��PE �'
Is the recponslboty of the erecter.Additional permanent bracing of continuous sheathing such as plywood aheeOdng(TC)end/ot drywel(BC).
DATE: 11/21/2014 the oeer0 etroature Is the naponsibiliy of the building designer. t,2x impact bridging or loleref bracing required where shown v.•
4.No load should be applied to any component 0051 after al bradng end 4.Insta0etlua
on olbs to the re3ponslbeity oft a respective contractor. ,
SEQ. : 6120814fasteners n complete and at no emahm
s dd any feeds greeter then 5.Design assumes busies are to be used h a non-conosiw environment � !'
design bads be applied to any component end era for"dry condltlon"Ouse.
...44,0'..-:
TRANS T D: 412891 S.Design aesumo.full bearing et e0 suppers shown.Shim or wedge If
S.CompuTms has no control over and assumes no nsponsibRry for the tea,
necessary,
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OREGON A, •
.
1
I.This design Is fomlebed sublevel°the lindtatlona set forth by B.Plebes shall be located on bout feces of buss,end placed so their easter •J .9
111111 ILII ILII 11111111(1111 II 111111 TPWJICA In SCSI,capias alwt lett WA be furnished upon request. Ilnee coincide vdth faint center fines. y 1.4Z �^{
9,Pipits Indkae aIle aof intcplate In incase, �i- n (�,
MITek USA,If1ClCompuTrue Software 7.6.6(1 L)-E 10.For bask connector p ma design values see ESR•1811,EBR-1985(MITeld ��d"f n i l.� V
EXPIRES:12/a1/2,01.5 e
•
•
(III II!i11' 1 , This design prepared from computer inputby
PACIFIC LUMBER-BC 1.
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" 181 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1;00
TC: 2x4 KDDF OO6BTR LOAD DURATION INCREASE • 1.15 1-2-) 0) 76 2-4a(0) 0
BC: 2x4 KDDF 61EBTR SPACED 24.0" 0.1. 2-3=(-67) 15
TC LATERAL SUPPORT <• 12"OC. UGH. • LOADING
BC LATERAL SUPPORT <• 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.65 KDDF ( 625)
1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625)
LL • 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ O11 1.50" 0.07 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. YERTICAL DEFLECTION LIHLTS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL • 0.013" 8 -1'- 6.0" Allowed o 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.014" 0 -1'- 6.0" Allowed o 0.200"
MAX BC PANEL LL DEFL • 0.002" 8 1'- 0.1" Allowed o 0.050"
1-11-11 MAX BC PANEL TL DEFL • 0.002" 8 1'- 0.1" Allowed • 0.067"
1' 1 .
MAX HORIZ. LL DEFL = -0.000" 8 l'- 10.9"
12 MAX HORIZ. TL DEFL . -0.000" 8 1'- 10.9"
6.00 p
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL•4,2,11CDLo6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix),
load duration factor=1.6,
3 y Truss designed for wind loads
in the plane of the truss only.
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(PROVIDE FULL BEARING;Jt5:2,4,3I '
JOB NAME : 5017-B POLYGON - SJ1 Scale: 0.6193 ‘21/4 pt PROF6,*
WARNINGS: OeNERALNDTEL unleasolhervAaenNed; cc< 0.61
I.Bolder end erection contractor should be advtsed of e8 General Notes 1.Thla design Is based only upon the pommelers shown end Is for on IndNlduai �J r MAGI N p� (O
Truss: S J1 end Warnings before construction commences. building component Applicability of design parameters end proper V ( /1yQy��7 �1,
2.2a4 compression web bracing must be Instated where Mown., Incorporation of component Is the rooponsibflify of the building designer, SCI. If'�/ t d : 2
3.Additional(emperor]bracing to insure stability during constructors 2•Design mimeo the top end bosom chorda tote laterally braced et 4, a .
DES. BY: LA le the responslblity of the tractor.Additional permanent bracing of T no.and at 10'o.e.respectively unless braced throughout Brett length by =921 1 P C
continuous ehaething such is plywood sheethbig(TC)andlol drywslltC).
DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..
4.No load should be applied to any component unbi after all bracing end 4.Installation of Miss Is the responelbdty of the respective contractor. -
PJF,�• 6120815 fattener.ere complete and at no time should any loads greeter than 5,Design assumes busses are to be used in a non.orroalve environment,
design Weds be applied to sny component end are for*dry condition'of use. ^^.
TRANS I D: 412891 5.CompuTms hes no control over end mumea no responelbflty for the B,Design sycomas full bearing at all supports shown.Shim o wedge it • V R E4?G /��
fabrication,handing,shipment end installation of components necessary. •y - N I -
7.Design assumes adequate drainage Is provided. A,b' A .
G.This design Is banished subject to the limitations eel forth by 8.Plates shag be located on both Now of toss,and placed so their center / 1).-
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IMI{1111 VIII EMI VIII VIII I III 111{II TPIM?CA H BC81.copies of which K9 be tumlaAed upon request. lines coincide wiz joint centerIInches. r 14 • sS T
9.Digits Indicate size*Inlets In Inches. ,L
M(Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For baste connector plate design values we ESR-1311,ESR-f 98H(Wok) 'v/��At
2-
EXPIRES:12/31/2615
V(((III ILII This design prepared from computer input by
{ PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" • IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1:00
TC: 2x4 KDDF @1aDTR LOAD DURATION INCREASE > 1.15 1-2"( 0) 50 2-4-10) 0 .
BC: 2x4 KDDF H14BTR SPACED 24.0" O.C. 2-3"(-69) 30
TC LATERAL SUPPORT <> 12"0C. UON. LOADING
BC LATERAL SUPPORT <> 12"0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD " 32.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD " 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
OVERHANGS: 12.0" 0.0' TOTAL LOAD > 42.0 PSF 0'- 0.0" -62/ 322V -13/ TIH 5.50" 0.52 )(ODE ( 625)
1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 EDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 EDDY ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO P. : Des gn chec ed -or net(- ps ) up i at - oc spacing. '
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, T1.."L/180 '
12 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL " 0.002" @ -1'- 0.0" Allowed = 0.100'
6.00 p'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX FL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133"
MAX BC PANEL LL DEFL > 0.002" @ 1'- 0.1" Allowed • 0.050"
MAX BC PANEL TL DEFL > -0.002" @ 1'- 0.1" Allowed " 0.067"
NAX HORIZ. LL DEFL - -0.000" 0 3'- 10.9"
3 a MAX HORIZ, TL DEFL = -0.000" 0 3'- 10.9"
Design conforms to main windforce-resisting
,I system and components and cladding criteria. '
r,' Wind: 140 mph, h-15ft, TCDL"4.2,BCDL>6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, PRIERS IDir It
•
load duration factor-1.6,
wr Truss designed for wind loads '
Ct in the plane of the truss only.
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1-00 2-00 1-11-11
(PROVIDE FULL BEARING;Jts:2,4,31
JOB NAME : 5017-B POLYGON - SJ2
Scale: 0.6910
WARNING/1: GENERAL NOTES,unless ofhernise noted; ``��D PRr��L-nn.
1.Bolder and erection cenbeolar should be advised of as General Notes 1.This design Is based only upon The parameters shorn and le for en individual JN' \...\QI Nt; C W.
Truss: SJ2 end Warnings before cenabueeon commences. building component.ApptoabRty of design parameters and proper I , ` :
2.204 compress on web bracing must be Imlelled whore shown 4. Incorperallon of component Is the reeponeiblily tithe building SealRner. Z4! �ll'�JI_ 7�
3.Addrtionet temporary bracing to insure atabifrty dudng consWotion 2.Design courses he by and bottom chords to be laterally brood at ct, a 92 f'P C r
DES. BY: LA Is the responsibility of the erector.Additional permanent bracing al 2'e.o.end 8110'ea.reepectively unleas braced throughout their length by 7 r L
¢ondnuoua sheathing such as plywood sheathing(TC)and/or dryweU(BC).
DATE: 11/21/2014 the overall structure Is he responsibility of the building designer. 3.21 Impact bddging or lateral bracing required where Mews•• •
4.No load should be applied to any component until erten elf bracing and 4.Installation of truss Is the responsibBdy of hca
e respective obeeier.
SEQ. : 6120816 fasteners are complete and et no time Mould any loads grealehan 6.Design assumes busses are to be used Ina non-coneslve environment, ef�
TRANS I D: 412891
design loads be sppf ed to any component and are for"dry condition"Ouse.
f rig. .
.CompuTrus baa no control over and assumes no reaponsNPdy for the 6.Design enemas Ng beering at all suppom shorn.Shim or wedge it OREGON �(�
6
fabrication,handling,shipment end Installation of component.. nommen/.
T. •Design assumes adequate drainage Is provided. Ci
II 1111 III I III I II>II(III I I I I(III 6.Thh design to d t, d ofWaled to the 11 beedane ant forth by 8.Plates shalt be located on bosh roue of buss,and pieced as their canter -
TPpWTCA in SCSI,copies of which will furnished upon request. ones coincide v )del center Ones.
/D j' 14 � .�"�
9.Digits Indicate sloe Opiate In inches. !}�
MITeIc 119A,IDC./COmpulru9 Software 7•.8.8(1 t)-E 10.For bask conisation plate design values see ESR-13t I,ESR-tga6(MITak) R 1} V
EXPIREhS:121/3.1/20 5 . ,
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