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0 Copyright CompuTrus Inc.2008
BUILDER: ISSUE DATE: ABOVE PI-AN PROVDED FOR TRUSS
LENNAR 02/04/15 TRUSS CALCU TIONS MD°
PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL
LENNAR 2664-E3C BURLINGTON ENGLISH pigNNGGGINEER FOR OF
a um er
INFORENTION.BUILDING
DESIGNEN£NGINEER OF RECORD
PLAN: DRAWN BY' LARRYM REVISION-2: RESPONSIEL FORULNON TRUSS
TO TRUSS CONNECTIONS.BUILDING
LENNAR 26641E DBY DesGNEarErvGwEEa of REcoap To & TRUSS COMPANY
REVIEW qNp gPPROV E OF ALL
DELIVERY LOCATION: SCALE REVISION 3. DESIGNS PRIOR TO CONSTRUCTION.
1/8"= 1'
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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C Copyright CompuTrus Inc.2006
BUILDER. ISSUE DATEABOVE PLAN PROVIDED FOR TRUSS
LENNAR 02/04/15 TRUSS CNCU TDNS ANTDO
ENGINEERED STRUCTURAL
PROJECT REVISION-i' OINFORN5FORALLFum er
LENNAR 2664-E3C BURLINGTON ENGLISH DESIGNERIE GINNEEBUILDING CORD
PLAN DRAW 2B LARRY M REVISION-2: T08TRU SieLE FORCTIO S BUILDIN
TO PONSIOONNECALLNS.B TRUSS
DESIGNERIENGINEER OF RECORD TO
LENNAR2664 / E OBY: REVIEW AND APPROVE OF ALL & TRUSS COMPANY
DELIVERY LOCATION: SCALE: REVISION 3. DESIGNS PRIOR TO CONSTRUCTION.
1/8"= 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.
4
1
MiTek USA, Inc. / CompuTrus Software
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+-
3. Additional temporary tracing to insure stability during construction
Is the resporsibitily of the erector.Additional permanent bracing of
the overall shuctre Is the responsibiUty of the building designer.
4. No load should be applied to any component until agar ail bracing and
fasteners ane complete and at no time should any loads Wester than
design loads be applied to any component.
5. CompuTuus has no control over and assumes no responsibility for the
fabrication,handling,shipment and installation ofoomponents.
6. This design is hunishad subject to the Wrlftedons set forth by
TPUWTCA in SCSI.copies of which will be famished upon reclined.
GENERAL NOTES,unless otherwise noted:
1. This design to based only upon the parameters shown and is for an individual
building component-Applicability of design parameters and proper
mcorporatlon of component Is the responsibility of the"ft detiprner.
2. Design assumes the top end bottom shade to be lateray braced at
Z o.c.and at 10'o.c:.respectively trtlesa booed throughout t ek length by
continuous sheathing such as plywood sheathing(TC)andfor drywall(BC).
3. 2x Impact bddging or lateral bracing required where shown++.
4. Installation of truss is the responsibility of to resperilive contractor.
5. Design assumes trusses are to be used In a not-cmielve erwtron ant,
and ere for'dry condillml of use.
6. Design assumes full bearing at all supports shown.Shim or wedge it
-
racesswy
7. Design assumes adequate drainage Is praAded.
6. Plates shall be located an both faces of buss,and placed so then canter tines
coincide with joint center Wes.
9. Digits Indicate size of plate In inches.
10. For basic connector plate design values see ESR-1311,ESR-196B(MfTek).
�PEp PROFEs
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EXPIRES 1 ' /
11111
IIII This design prepared from computer input by
PACIFIC LUMBER-FIC
LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
^C: 2x4 DF #1 ITS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- B=(-186) 1296 3- 8-(-380) 302
BC: 2x4 DF M168TR SPACED 24.0" O.C. 2- 3-(-1575) 353 8- 9=( -97) 832 R- 9=(-1731 683
WEBS: 2x4 DF STAND 3- 4=(-1391) 426 9- 6=(-207) 1202 9- 9-(-173) 684
LOADING 4- 5=(-1391) 426 9- 5=(-381) 302
TC LATERAL SUPPORT <= 12"OC. FOR. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSR 5- 6=(-1575) 353
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS ING REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -201/ 1248V -221/ 221H 5.50" 2.00 DF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 2012. 271- 0.0" -201/ 1248V 0/ OR 5.50" 2.00 DF ( 625)
THE BOTTOM CHORD DEAD LOAD 15 A MINIMUM OF 10 PSF.
COND. 2: Design checked for net(-5 sf) a lift at 24 "or, s acro .
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO
MAX LL DEFL -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL -0.048" @ 9'- 1.7" Allowed 1.304"
MAX LL DEFL = -0.002" @ 28'- 0.0" Allowed ' 0.100"
MAX TL CREEP DEFL = -0.003" @ 28'- 0.0" Allowed = 0.133"
13-06 13-06 MAX BC PANEL TL DEFL -0.142" @ 4'- 1.4" Allowed = 0.568"
6-11-07 6-06-09 6-06-09 6-11-07 MAx xeRlz. LL Deet = 0.022^ @ 26'- 6.5"
MAX LORIS. TL DEFL 0.036" @ 26'- 6.5"
12 12
8.00[P;- M-4x6 Q B 00 Design conforms to main windforce-resisting
9.0" system and components and cladding criteria.
4 "� Wind: 140 mph, h=23.7ft, TCDL=4.2,3CDL-6.0, ASCE 7-10,
X (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.
M-1.5x3 M-1.5x3
3 5
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IF /02y
oQ 92 PE r
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o P1-3x5B0.25" M-3x4 M-3x5 0
M-5X8(S)
9-01-10 8-08-12 y 9-01-10 9` ,y�OREGON,b
i Ry 14, 9
11-00 27-00 )1-00 MEFR?RILL le)
JOB NAME : LENNAR 2664-E3C BURLINGTON - A4 EXPIRES:12/31/2015
Scale: 0.2196
WARNINGS: GENERAL NOTES,unless otherecompotM: .dRRI�f
1 t.Bandar ane enriched mntrectm should be adhsee of all General Notes 1.This design is based only upon the parameters shown and is for an informal T�a�--"
Truss: A4 end Warnings before construction cnmmeras. bulking component.Applicability of dasign parameters and proper
R.2xd compression web bratlrg must be installed where shown+. wrporation of component is the responsibility of the building designer. J� C14 WA$p,.
3.Addional tomponry bracing to Insure stabllity during censroctmn 2.Design assumes the top and boftdm brands to be leanly,braces at
DES. BY: LS ¢t he responsibility of the smitten Additional permanent brecing of 2'o.c.and at 10 Ad.depappirwy unless bnmd throughout their length by � 0
continuous sheathing such as plyrwod sheathinglTC)and/or drywall(BO).
DATE: 2/4/2015 the overall swtlure is the responsibility of building designer, 32x Impact bridging or lateral bmana opened where sham++ /
6.No load should be replied to any component until after all burring antl C Installation picture is the responsibility of the respre ive contractor.
SEQ. : 6176660 fasteners are complete ane a no time should any loads greaterthad S.Design assumes promes an to be used in a aencoprood,anhrpdment
design loads be applied to any component. d are for"dry,coMdbn'of use.
TRANS ID: 416785 5.compuTns has no control aver dna assumes no responsibility for the 6.Design assumes fug bearing a all supports shown.shim or wedge if
famearionhandling.Shipment and installation of components. zossig�es3pmd:aria to enba b heed. 'P $ 51398 tp
qua gal pro 0 (2
e.This design Is furnished subject to the limitations set loon by S.Plates shall be bested on both faces of truss,end placed so their mater, C)S7yR '
IIII VIII VIII(IIII VIII VIII VIII IIII IIIITPIANleA in BOGI,bogies pfwhich will be furnished upon request. Dias minaat won loin)cerate lines. ss ORAL' G
a.Forge inmate alto or pied in inches.
MITek USA,Inc./CompuTms Software 76.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EGR-1000(tried
11111
IIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 27-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 A
Ti 2x4 OF BI&BTR; LOAD DURATION INCREASE = 1.15 NOn-Rep) 1- 2=( 0) 63 2-10=1 -890) 3174 3-10=( -112) 212
2x6 DF SS T2 2- 3=(-4016) 1203 10-11-(-1293) 4150 10- 4=( -115) 1043
BC: 2.6 IF SS LOADING 3- 4=(-3926) 1220 11-12=(-1293) 4150 10- 5=(-1168) 542
WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow 1Pg) 4- 5=(-3245) 1058 12- 8=1 -0901 3174 11- 5=( 0) 355
TO UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 81- 0.0" V 5- 6=(-3245) 1058 5-12=(-1168) 542
TC LATERAL SUPPORT I- 12"OC. USE. TO UNIF LL( 125.0)+DL( 35.0)= 160.0 PLP 8'- 0.0" TO 19'- 0.0" V 6- 7-(-3926) 1220 6-12=1 -115) 1043
BC LATERAL SUPPORT I- 12"CC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLP 19- 0.0" TO 27- 0.0" V 7- 11 1203 12- 7=( -113) 212
BC Call LL( 0.0)+DL( 50.0)- 50.0 PLF 01- 0.0" TO 27'- 0.0" V B- 9=( 0) 63
-------------------------------------
NOTE: 2x4 BRACING AT 24"OC 00N. FOR TO COLD LL( 466.7)+DL( 130.7)- 597.3 LBS @ 11 0.0"
ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONT LL( 466.7)+DL( 130.7)- 597.3 LBS @ 19'- 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED BIG AREA
____ ________________________ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -712/ 277BV -127/ 127H 5.50" 4.45 DF ( 625)
OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING MET. 271- 0.0" -712/ 2778V 0/ OR 5,50" 4.45 DF ( 625)
BOTTOM CHORD CHECKED FOR 1OPGF LIVE LOAD. TOP COND. 2: Desi n Checked for net(-5 sf) uplift at 24 "oc s aero .
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100"
MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX 6L DEFL = -0.122" @ L3'- 6.0" Allowed 1.304"
MAX TL CREEP DEFL - -0.282" @ 13'- 6.0" Allowed = 1.739"
MAX LL DEFL = -0.002" @ 281- 0.0" Allowed 0.100"
MAX TL CREEP DEFL = -0.003" @ 281- (1 Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.044" @ 26'- 6.5"
MAX HORIZ. TL DEFL 0.072" @ 26'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
7-11-11 11-00-10 7-11-11
.( - Wind: 140 mph, h=21.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
4-00-02 3-07-12 5-10-02 5-06-05 3-11-09 4-00-02 (All Heights), "closed, Cat.2, Exp.B, MWFPS(Dir),
12 597.30, 597.30, 12 load duration factor=1.6,
Truss designed for wind loads
8.00 [c7M-5II M-6x8 6M-5x8 Q8.0 0
in the plane of the truss only.
5
T2 --
M-1.5x3 M-1.5x3
+ + 7
0 PR�OfFss
o -
1 10 11 �0 92 PE
of M-4x8 M-3x8 0.25" M-3x8 M-4x8'. o
M-7x8(S)
7-os-oz 5-11-14 5-11-14 11 7-06-02 9` OREGON
'1-
)1-00 27-00 1-00 MEgRiU-
JOB NAME : LENNAR 2664-E3C BURLINGTON - AH1 EXPIRES:12/31/2015
Seale: 0.2321
WARNINGS: GENERAL NOTES,unless othervd es noted: _a4RRILL
Lrne
Mike,add arrest ntranorsbould he advised of all General 1.Thisdesgni1 ba sad ony upon the parameter,firms.Made,for an indlval tl�
Truss: AH1 and Warnings before construction darnmences. bmpirgcornponent.Apprwebany of esgn paramelare and pmpa, �ti0 Ppt'2.bat compression web drachm must to Imposed where all.. innorl>oraton of component m the responsibility of the buinng designer. O T
,.Aadltsiml temporary niacin,tonsure stamliN duan,construction 2.Design assumchows to the top and bottom choto mldribill,braced at
DES. BY: LJ is the responsibility of the Aimed,Additional permanent bracing of s...and at1Vsheaio.:ucnesVely unessarmo throughout their length by
DATE: 2/4/2015 the overall structure is the res ban of bukin desi pNwwo g(TDa an mvaa(RDa.
pohn yo g goer. continuous3. x Impact or lateral bracing required where shown++ /
a. Me load,hme be applied to any component until after all bracing and a. Installation of truss is the responsibility of Me de,ramve contmaor.
SEQ. : 6176661 fa,taneis are complete and at no time should any loads greater than s.Design assumes trussas ars to be used in a nor.rogasive enmronment,
design loads be speed to any component. and are mrd condaloh'or use.
TRANS ID: 416785 s.Domparms has no oontml over and assumes no responsibility for the e.Desigs,an assumesAll beating at A supporta shown shim or wedge it yf 51398 tp�
fabdaatlon,handling.shipment and installation of components. are ry.
7.Design assumes adequate drainage is provided Q E`
6.This design Is furnished subject to the limnaurns set Perth by 0.Plead shall be located on both fires ofters,and Amar so their center (`i)$Te¢
IIIIIIIIIIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII PlvcAinRcsl opiesorMich ncemmmndupon request 9. DigiscactiosMe,lofMaeinrincches. �sSIONAL�O
MiTek LISA,Inc./CompuTrus Software 7.66(1 LI-E 10.For basic connector plate reach values see Eli 311.ESR-1988(MITen
VIII IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TC: 2x4 DF d115BTR LOAD IN RATION INCREASE = 1.15 1- 2=( 0) 63 2-10-(-247) 1229 3-10=(-229) 211
BC: 2.4 IF #U& TR SPACED 24.0" O.C. 2- 3=(-1582) 405 10-11=(-144) 1128 10- 4=( -B8) 448
WEBS: 2x4 IF S"AND 3- 4-I-13411 362 11- 8=(-279) 1214 10- 5-(-186) 110
LOADING 4- 5=1-10411 354 5-11=(-186) 110
TC LATERAL SUPPORT <- 12"OC. PON. LL( 25.01+1)L( 7,0) ON TOP CHORD 32.0 PST 5- 6=(-1041) 354 6-11=( -B8) 448
BC LATERAL SUPPORT <= 12"OC. UON. EL ON BOTTOM CHORD = 10.0 PSI 6- 7=1-13411 362 11- 7=1-2291 211
TOTAL LOAD = 42.0 PST 8=1-15821 405
- - - - - - - - - - - - - -- - - - -- 8- 9=I DI 63
NOTE: 2,,4 BRACING AT 24"OC PON. FOR LL = 25 PSI Ground Snow (Pg)
ALL FLAT TOP CHORD AREAS NOT SHEATHED
_________-__-_________________ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BRG REQUIRED BRA AREA
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANG'S: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. o'- 0.0" -183/ 124BV -161/ 161H 5.50" 2.00 IF 1 625)
291- 0.0" -183/ 1248V 0/ OH 5.50" 2.00 IF 625)
GOND. 2: Desi u chechod for net(-5 ar) uplift at 24 "oc s acro .
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133"
MAX LL DEFL -0.047" @ 131- E.0" Allowed 1.304"
MAX TL CREEP DEFL -0.108" @ 13'- E.0" Allowed 1.739"
MAX LL DEFL = -0.002" @ 287- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 28'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL 0.024" @ 26'- 6.5"
9-11-11 7-00-109-11-11 MAX HORIZ. TL DEFL = 0.039" @ 26'- 6.5"
Design conforms to main windforce-resisting
5-01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 system and components and cladding criteria.
12 12 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
8.00 F7 M-4x6 M-4x6 -zij 8 00 (All Heights), Enclosed, Cat2, E%p.B, MWFRS(Dir),
4 M 5'x4 6 load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
M-1.5x3 M-1.50
0 PROFESS
Ul
o 92 PE r
'o �M-3x5 0.25° M-3x8 M-3x5 o
M-5x8(SI
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9-e7-10 7-08-12 9-07-10
Y` OREGON In,
RR 14,
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JOB NAME : LENNAR 2664-E3C BURLINGTON - AH2 EXPIRES:12/31/2015
Scale: 0.2321
WARNINGS: GENERAL NOTES,unless otherwasnoted: _aG.$RILL Q
1, Suigerana erection cuntmgmshould to advised onall commit Notes L This design is based only upon the parameters shown and is for an inaNvtual
Truss: AH2 and WSmmgsbefore Petermnn commences. bulan,comp°nam,Applioablmy pass,pammetms and Pincer
2.2.4 prem, mein web beading most be in.Had where shown.. mcorreation of components the responsibility of the building designer, ,� OFW�S T
3.Additional tem bracing to insure sta an duan hudlon 2,Design assumes the loops and bottom cholas to be laterally named at P 4� C 0,
DES. BY: LJ p°eery g y genre 2'°.c.epdstl(rodr pedively unless brecetl thmughoul their length by Q P T FA
is the responslbllHy of Na aredor.Addillonal permanent bracing of poiinuous sheathing such as ptywoldshealMni and/or drywell(SO), F 0
DATE: 2/4/2015 the macill stmclure is the responsieddy of the building casgrer. 3.2enlmpact bridging or lateral bracing required where shown v- /
4,No should be applied to any component until after all mi and 4.Installation of trips is the msppns011Hy°f the respective contractor,
SEQ. : 6176662 purposes are complete and at no time should any loads greater than 5.Dasien asspmes busses are to be used in a nomoodi environment,
C design loads be di to any component. and are for Lry dm ion'of use
TRANS ID: 9I67VO J s.e°mputms has no control over and assumes no respeadi illlyfor the S,Design arysurres All hearing at all supports shown.Shim or Wrap,f rf1 51398 y�
fabdpati°n,himmine.shipment and inrcilagrn of comppneraa T.Deeignessames aaaq°ale drainage ispapMded. O 'PA
s.lois design k furnished subject to the limitations sol conn by e.Plates shall be located on both faces doss,and placed s°their center
111111 VIII(IIII(IIII VIII VIII VIII IIII IIII ➢IM CA In SCSI copies of whom11 be Pomished upon request 9. �i,ra Indira.azo joint
plcenter
te In iocnes srIGNAL�G y
MITek USA,IOClCorlpuTNS Software 7.6 B(1 L)-E 10 For basic connedoe plate design values see ESR-1311,ESR-19118p ITek)
I'II I II This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SP-ciFICATIONS TRUSS SPAN 2-'- 0.0" 181 2012 MAX MEMBER FORCES 4WR/GDF/Cq=L00
.x9 DF pl&ETR LOAD DURATION INCREASE = 1.15 1- 2-I0) 63 2-12=(-3;61 1235 3-12=(-219; 186
OF- X1&BTR SPACED 24.0" O.C. 2 3 -15821 523 12-Lf (-2B4) 11282- 4 115) 455
W.BS: 2 4 7 STAND 3 4=(-1341) 188 13-10-(-3-i3) 1214 12 r-1-19F) 148
LOADING 4 5-1 0) 0 13 (-19"1 148
TC :ATERAL SUPPORT - 12"DC. PON. LL( 25.0)+DLI �.07 ON TOP CHORD 32.0 PSE 4 6-1-1041) 499 8 13-f- 151 455
BC LATERAL SUPPORT - l2'-CC. PON. DL ON BOTTOM CHORD 10.0 PSI 6- 8=1-104'.1 449 13- 9=(-219) 186
'TOTAL LOAD 42.0 EST 8=( 0) 0
------------------------.._----------- 8- 9=1-1341) 488
NOTE: 2x4 BRACING AT 24"OC JON. FOR LL = 25 PSI Ground Snow (Pg) 9-10=(-1582) 523
ALL FLAT TOP CHCRD AREAS NOT SHEATHED 10-11=( 0) 63
______________________'_-_- - BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
OVEPHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM of 10 PSF, BEARING MAX VERT VAX HORZ BAC REQUIRE) BIIG AREA
:.00ATIONS REACTIONS REACTIONS SIZE SQ.IN. iSPF.17:ES1
0'- O.o" -255/ 1246V -i61J 161H .1.50" Z.00 DF f 6251
27'- 0.0" -255/ 1248V 0/ 0.4 550" 2.00 DF f 6251
COND. 2: Desi n checked for net-5 psf) uplift at 24 "oc spacino.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL = -0.004" @ -1'- 0.0" Allowed = PACE"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL - -0.041" @ 13'- 6.0" Allowed 1.304"
MAX TL CREEP DEFL -0.1"" @ 13'- 6.0" Allowed - 1."l39"
11-11 d1 3-00-10 11-11-11 MAX LL DEFL - -0.002" @ 28'- 0.0 Allowed = 0.100"
r - -- - _-� - - T - - -- - i MAX TL CREEP DEFL -0.003" @ 28 - 0.0" Allowed 0.133"
5-01-02 4-08-34 2-02-05. 06-0 4-08-04 5-01-02
I 0�� 2 0 05 MAX HORIZ LL DEFL 0 024" @ 26' 6 5'
MAX HCPIZ. TL DEFL - 0.039" @ 26'- t.5"
10-00 Support tap chord at joint 5 and T 10-00 -
_ :IS"gn cinforms to main windforoe-resisting
12 s'/stem and wmponents and rladdim ca[eria.
H.00 C-4x6 Iq-4x6 Q 8.00 Wind: 140 mph, h-23.2ft, TCDL-4.2,BCDL=6.0, ASCE 1-10,
4 M-3x4 g IAll Heights), Enclosed, Cit.2, Exp.B, MWFRS(Dir),
6 load donation factor I.6,
--- Truss designed for wind loads
in the plane of the truss only.
M-1.5x3 M-1 5x3
3 9
i o
e� - - -- - - - - Q 92 PE �
t
n M-3x5 0. " M-13'.8 M-3x5 0
M-5x8(S)25
9-0 -l0 7-08-12 9-07-10 9`i y�OREGON�,a Ott,
y O 14,
1-00 21-00 1-00 MFRRILN-
JOB NAME : LENNAR 2664-E3C BURLINGTON - AH3 EXPIRES:12/31/2015
Scale: 0.2182
WARNINGS: GENERAL NOTES,unkssolnervnsenoted _eG.RICll,(,Bq�
t.Builder and erection connector should be aarsea or all General Notes 1.This design s based only upon the paremeters chow,and m ter an oroy i co4� fyyASN, "f
Truss: AH 3 and warnings before construction mences, building retirement.Applicability of design Parameters and pro
2.2s4 more,son wen bracing mu:meinaallm vmere tooth.. incarceration r component is the resomin
onety of the bolWng designer.
].Additional lemporaq bracing to Insure noaring construction 2.Des'gn assumes me top and Nor thongs to be surioniv dewed et
DES. BY: LJ is the responsibility of the eredar.Additional parman ant bracing or hoc.dna at lG ou.re peniwly unless bead lhroughoutmeir len tI n,
,Impact tneatnine sum as oom, of.yrg(Tc)erwrordrywap�c).
DATE: 2/4/2015 me oyeran svuaure is the responsioiNy orine wilding designer. 3 2 Impact bndgirtg or lateral brawgre9atrea where shown++
4. No load should be applied to any component ung after it bradng and a.malellauon of Was is me responsibility of respectwe wmmaor.
SEQ. : 6176663 fasteners are compete and at no time should any loads greater than 5.Din assumes lmsses Pto be used In.non-wonoeire enmronment.
ITIIRIIIAIINIIISIIIIIIID:IIIII416785
IIIII .toploads applied to
' i are Par r, f
i ComWT h conl M s Ramona,far thSceig ssfull 1 lpeon n
rast ranging,eno t ainstallation f ro t. sit mor weageT
�LpC51398
sweavNassadequate eeTs de r epaedeome rcenter
CA in
famished
k SCSI, efegoasl Domptny MITeUSA Inc0omTSottwT66(1LE10 Fbasrctopaedesgl seeESR1311 0.
ESR-1988 SrIONALC�O
'Phis design prepared from computer input dy
PACIFIC LUMBER-BC
MPER SPEC:-CATIONS TRUSS SPAN 27'- 0.0" ISO 2012 Mo)X MEMBER FORCES 4WR/GDF/Cq=1.00
£ti4 DF N:&BTR LOAD DURATION INCREASE = 1.15 1- 2=! 0) 63 2- '=(-21-1 1288 (-3B0! 302
3^:
2s4 OP XEeata SPA-ED 24.0" D.C. 2- 3-(-15'5) 353 - 8=( -9-) 829 - 4=1-1'31 683
WEDS: 214 DF ETAFD J- 4-1-1392) 425 8- 6=(-213) 1205 4- 8=(-1"31 684
LOADING 4- 5=(-1394) 445 B- 5=(-386) 30_
TC LATERAL SUPPORT - 12"OC. DON. LL( 25.0IFDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-15'7) 369
BC LATERA:. SUPPORT - 12"OC. CON. DL ON BOTTOM CHORD 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 110" 0.0" BEARING MAX VERT MAX HORZ BR; REQUIRED BEG AREA
LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
For hanger specs. - See approved pleas 0'- 0.0" -204/ 1253V -209/ 217H 5.50" 2.00 DF 1625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27- 0.0" -159/ 1133V O/ OH 5.50" 1.81 DF 1625)
LIVE LOAD AT LOCATION(S) SFECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, COED. 2: Design checked for net(-5 psq uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - -0.002" @ -11- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Ali = 0.133"
MAX LL DEFL -0.048" @ - 1.7" Allowed = 1.304"
MAX IT, CREEP DEFL = -0.113" @ 91- L 7" .Allowed = 1.-39"
MAX HORIZ. LL DEFL = 0.022" @ 26'- 6.5"
13-06 13-06 MAX BORIS. TL DEFL - 0.036" @ 26- 6.5"
'1 Design conforms to main windforce-resisting
6-11-07 6-06-09 6-06-09 6-11-07 system and components and cladding criteria.
12 12 Wind: 140 mph, h=23.7fq TCDL=4.2,BCDL=6.Q ASCE 7-10,
B.00[7 M-4x6 H O0 (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dix),
4 On load duration factor=1.6,
4 End vertical(s) are erpesed to wind,
Truss designed for wind loads
in the plane of the truss only.
14-1.5x3 M-1.5x3
0 PROFFS
92 PE 9r
v - o
70.251' M-3x4 M-3x46 0
M-5x816)
_iOREGON b <U
9-01-10 B-OB-12 9-01-10 L 21 1 �
L �O qv 14,
1-H 27-00
JOB NAME : LENNAR 2664-E3C BURLINGTON - B4 EXPIRES:12/31/2015
Scale: 0.2164
WARNINGS: GENERRL NOIR unless othervnse noted: -sG.RRILL 8
1. Builder and erection contractor should be advisee of all General Notes 1.This desgn is based only upon the pmarrfem shown and is for en individual S��'
Truss: B4 and Minings before construction commences, building component Applicant,)y ofdesgn parameters and proper
WASH(4
2.2x4 comres
psion wIntegral xb breadif must be Ingral where snrnmen Incorporation of component is the responsibility of Ina building designer.
a.AdtlOipnel temporary codeine 1p Insure sledlny tluenp consWGion 2.Design assumes the cop and bodom chords to he lneralry interval a, QP ,I,Q' CT Cg`P
DES. BY: LJ is the myp manly,come erector.Aeanlonel pemanem erred,of Yoc.em an O'p.e«speaiwly unless braced lnrougnoWlhalr langur by R! Ox
annnums sbeamirg amen as pMeom shemningi amror drywall(ec).
DATE: 2/4/2015 me overellsWpure is me responslbllHy of 8,e WlNing eesgner. 3.hlmp"I Imaging or Went lb rerg required wTme shown++ /
SEQ. : 6176665 4 mneners are co,No bad should mplain,olda,bto e gmemould any loads gnent until after lreater Bao 5De4. gnassumesfusstesare ore:meta nor-beraK eaviree,rmem.
Design am for a condi f
RANS ID: 416785 ddo bad be sprMand 1 r w n a e Deg ry Ng le g t all woninner,Shim or image if
s.comaT h got e responsibility for ruddrom �.
mbnat n eta snip I m' t Imlon I pp t" ] �g rye scheme e -ag - p ,reed. 7g� 51398�
8. miss ign a harreamedsblal the Indications seten by a pages shag to matiftel on leth faces ouncesmNamed so mei center
)II I VIII VIII)III VIII VIII VIII)III)III rvlNJU A' Besl.wlHa t which de rm Mn nem upon cement o9e Mut are wen P vittcenterim _ SS/ONAL G s
Ni USA,lne/CompuTms Soflwara+]665P2(t t)-E 190,Fr basic connector plate design values see ESM-1311 ESR198finn Tek)
1
VIII I IIIiill This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPE^-IFICATTONS 27-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00
Tc. 2x4 OF X168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 01 63 2- 8=i-10341 3124 3- 8=( -1111 216
2x6 DF SS T2 2- 3=(-39531 1216 8- 9-1-14151 3961 8- 4=( 421 949
HC 2x6 DF SS LOADING 3- 4-(-3860) 1235 9-]0=(-1128) 2872 8- 5=( -969) 593
WEBS: 2x4 OF STAND LL - 25 PRY Ground Snow (Pg) 4- 5=(-3192) 1071 5- 9=( -67-) 519
TC UNIF LL( 50.0)iDL( 14.0)= 64.0 PLF 0'- 0.0" 'PO R'- 0.0" V 5- 6=(-3592) 1249 9- 6=( -123) 1323
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)iDL( 35.0)= 160.0 PLF 8'- 0.0" TO 27'- 0.0" V 6- 7-( -79) 94 6-10=(-3644) 1429
BC LATERAL SUPPORT c= 12"02. CON. BC UNIF LLi 0.0)iDL( 50.0)= 50.0 PLF 0'- 0.0" TO 27'- 0.0" V 10- 7=( -452) 309
---_-------------------= TC CONC LL( 466.7)tDl.i 130.77- 597.3 LBS @ A'- O.'r BEARING MAX VERT MAX HORZ BRG REQUIRED BRC, AREA
NOTE: 2x4 BRACING AT 24-POC PON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -728/ 2733V -100/ 197H 5.50" 4.37 DF 625)
___- _
11111111111111
This design prepared from computer input by
PACIFIC LUMBER-6C
LUMBER SPECIFICATIONS TRUSS SPAN 27- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF tlI6ITR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 9=(-2861 1221 3- 9-(-229) 210
8C 2x4 DF @168TR SPACED 24.0" O.C. 2- 3=(-1583) 413 9-10=(-1541 1129 9- 4=( -88) 448
WEBS: 2x4 DF STAND 3- 4=(-1342) 370 10- 8=(-298) 1218 9- 5=(-1881 109
LOADING 4- 5-(-1041) 360 5-10-1-1861 104
TC LATERAL SUPPORT <= 12"OC. PON, LL( 25.0)+DL( 7.0 ON TOP CHORD = 32.0 PSE 5- 6=(-1042) 353 6-10=(-101) 449
BC LATERAL SUPPORT <= 12"OC. NOW. DL CN BOTTOM CHORD 10.0 PSF 6- 7=(-1343) 375 10- 7=(-233) 211
TOTAL LOAD= 42.0 PSF ]- 8=(-1585) 417
-------------------------------------
NOTE: 2.4 BRACING AT 24"OC SON. FOR LL = 25 BOB Ground Snow IPM)
ALL FIST TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAN HORZ BRG REQUIRED IRS 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. 01- 0.0" -185/ 1253V -149/ 157H 5.50" 2.00 IF ( 625)
Di 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 0.0" -142/ 1133V 0/ ON 5.50" 1.81 IF ( 625)
* For hanger specs. - See approved plans COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin .
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAN LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL -0.047" @ 13'- 6.0" Allowed 1.304"
MAX BC PANEL TL DEFL = -0.194" @ 41- 8.2" Allowed = 0.585"
MAX HORIZ. LL DEFL = 0,024" @ 26'- 6.5"
MAX HORIZ. TL DEFL = 0,039" @ 26'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
9-11-11 7-00-10 9-11-11
Wind: 140 mph, h=22.5ft, TCDL=4.2,PCDL=6.0, ASCE 7-10,
5-01-02 4-10-09 3-06-05 3-06-05 4-10-09 5-01-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
-- load duration factor=1.6,
12 12 Truss designed for wind loads
8.00�7 M-4X6 M-3x4 M-4x6 Q 8.00 in the plane of the truss only.
5 6
L
M-1.5x3 M-1.5x3
7
�P<p PROfFs
Q 92 PE r
ru 110
o M-3x5 90.25" M-3x8 M-3 T51 o
M-Sx8(S)
9-07-10 b 7-08-12 9-07-10 9` ,�OREGON1a �lVAZ
r
4, 2Q),
1-00 27-00
ERRIU-
JOB NAME : LENNAR 2664-E3C BURLINGTON - BH2 Scale: 0.2289 EXPIRES:12/31/2015
( WARNINGS: GENERAL-NOTES,unlessotherwisenoted -e4.RRMI.8
1.Builderabd erection e0nt2dor 1hould be advised of all Gene.1 Netes L The deign is based only upon the parameters shown and is for an individual SI'�
Truss: BH2 and Warnings before construction commences. building component.Applicability ofrigagn parameters and proper 1Q
z.zxa compression web bmrtne must be where mown.. mco,cragon of component the reeponsiolny ofthe building designer. J Op WASH., ),
2.Addhiomaltem z.Design assumes the cop and Mmina mores to m mmraty breed at T qqQ
DES. BY: LS is the responsibilitynfthe charter.Adduionali prominent tbmrtn o z'o.c.and at 10'c.c.respectively unless Forced throughout their length by O fit' �O P
o permanen g o continuous sheathing such as plywood sheeywatl(BO),
thlngi and/or d
DATE: 2/4/2015 the overall structure is the responsibildy ofthe building Millman 9.ai impact bridging or Lateral Pricing residual wnere shown+. /
a. No load should Pe applied m any component until after en Prating and a mataetain of truss is the responsibility oftpeco
he rescts, nvertor,
S EQ. : 6176667 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conasroe armearment,
design loads be iii to any component, and ere for Loy conddion'of use
TRANS ID: 416785 a. esg�assmme full beanng at all supports shown.shim orwedga it
5.eompaon,has shipment
and assumes rte..'riem"roc me an y1 51398 0�
famicotion,hanalmg,shromem dna lnstmlation of components. 7.Design mo mea aaaqume aroma..is pmiaad. Off, '�NC7ST8R� '
e,This design is fum ried subject to the limdations set forth by 0.Plates shell be located on Will faces at truss,and paced sotheircenter
IIIIIIIVIII(IIII(IIIIIIIIVIIIVIIIIIIIIIII PW CA In BcSicoplasoewhichaill be firmishadi upon request 9. gesadicate zeofplateInrinches. ESSIONAL G
MiTek USA,Inc/CbmpuTrus Software 7.6b(1 DUE to Foroasic connector Mete design values see EBR-1911,ESR-16ee(MITep
r
VIII II I II IIII This design prepared from computer input by ow
PACIFIC LUMBER-BC
LIMBER SPECIFICATIONS TRUSS SPAN 2T'- 0.0" IEC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
-C 2.4 IF 415KR LOAD DURATION INCREASE = 1.15 1- 2=f 0) 63 2-11=(-362) 122- 3-11=(-219) 185
BC: 2x4 DF I lKfR SPACED 24.0" O.C. 2- 3=1-1583) 531 11-12=I-2831 1129 11- 4=1-115) 456
WEBS: 2x4 DF STAND 3- 4=1-13421 496 12-1C=(-372) 121B 11- 6=f-198) 149
LOADING 4- 5=( C) D 6-12=f-196) 142
TC LATERAL SUPPORT r- 12-1 PON. LL( 25.0)4DL( 7.0) ON 'POP CHORD= 32.0 PSF 4- 6=(-1041) 455 8-12=(-12B) 456
EC LATERAL SUPPORT - 12-1 PON. DL ON BOTTOM CHORD - 10.0 PSF 6- 8=(-1042) 44B 12- 9=(-223) 19-
TOTAL LOAD = 42.0 PSF - 8=( 0) 0
----------------------------- ------- B- 9-(-1343) 495
NOTE: 214 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-15851 533
ALL FLAT TOP CHORD AREAS NOT SHEATHED
------------------------------------ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD FT ORD DEAD
SPECIFIED IM IBC 2012. LOCATIONS
MA% VERT MAX THORZION BIG REQUIRED DPG .AREA
OVE 0.1iANFS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.LN. ISPEC6251
1- 0.0" -257/ 1253V -15 625
0/ 1S7H 5.50" 2.00 IF 1 }
'• For hanger specs. - See approved plans 27- 0.0" -213/ 1133V 0/ OH 5.50" 1.8'_ DF 1 625)
CONI 2: checked for nett-5 paf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1/180
MAS LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.047' @ 13'- 6.0" Allowed = 1.304"
MAX TL CREEP DEFL - -0.108" @ 13- 6.0" Allowed - 1."39"
11-11-11 3-00-10 11-11-11 MAX HORIZ. LL DEFL = 0.024" @ 26'- 6.5"
___� ._- I __ -- MAX HORIZ. TO DEFL = 0.039" @ 26'- 6.5"
5-01-K 4-08-04 2-02-05 -06-0 4-08-04 5-01-02 Design conforms to main d-1rorce-resisting
� .-06-0 2-0_-OS�* � i P � 9
9 system and cpm onents and clatld!n criteria.
Support top chord at Joint 5 and 7
_6-00 10-00 Wind: 140 mph, h=23.2ft, o,sd, rif.2,L=6.0, ASCE 7-10,
- � 2 (All Helghtsl, orto'sed, CaL'_, Exp.R, Doi
� s - 12 load tluration facto cl.E,
9.00 Q 8.00 Truss designed for wind loads
M-4x6 A M-4x6 in the p--ane of the truss only.
4 M-3x9 � B
6
M-1.5x3 M-1.5x3
O�E0 PROFFS
92 PE
ok I - En
o
14-3x5 1 0.=5, e M-3 2 x8 19-3x5 0
M-5x8 IS)
g-o7-10 5-08-12 9-07-10 9� ,�OREGON , Ott,
�O qy 14, 213
-01 27-00 MFRRIU
JOB NAME : LENNAR 2664-E3C BURLINGTON - BH3 StaleD.2165 EXPIRES:12/31/2015
:
WARNINGS
1.Burdens GENERAL,Thede NOTESdesign is
unless upon'he
parameters
ara _a4.)2)uj j B
1.Burden and erection contractor snood tieaehsee or an General Notes t.The6ing co isbeset.Aonly,I.b,lme peremmemshown and nmran ina'wapm
Truss: BH3 and Warme mpresson we preeng constructioncommands,be irences. Euiemotio ml of component
plaes°np of tersand men,der "l
z.Addcompressionaryracememened installed where shown Design assumoompop anis rem cordstopnhenmleireseesgner.
3.Athrecealarrirr Crede°mins urestenlpaurinscpnracing o s.oesgnnd St1 sma top aenoeommomsmdtroerally ughonraaae
DES. BY: LJ ¢me r<s°nslhiln tine ercnor.Aeeipnal permanent t zpn.c.arm al t°'p.c.Such as
Phyronbssnrcarsipi°noulmeirlergmny �! p
p y o pemanen O o Nmpad tur ealniror areal m lyrvme regarded
where shown rarywell(BC). .L
DATE: 2/4/2015 the padsh sWnurelethe d to any responsibility afte designer, 12vlmped not trail or them nradnpry of
he rereseown.. /
4.Nobaas amccelete an toany component unlit eller grell aterth aM ♦. InstallatDesignassaencem isles mtonsibAny of leemspeniyeswander.
SEQ. : 617 6 6 6 B fasteners ere compere ee at no nine:bona any loses greater than S. am a for sky:masses are m e used m.non-nonosi.e en.imnmem,
m er ntln of
TRANS I D: 416785 s. oeeoiycomponent,
' reoe g me x cg ) e Supports shown sn wee°e rco leads
ticontrol inds po nilly for the rc , C5l1s3[9E844�
retinas n min°.shipment and WiMio r poems, a Sheri ° % w 0 0
s.Thdesign r nen Subject r the ea )form ndesign e s x pushed both termsand p ce so their center
1111111 VIII(IIII(IIII(IIII VIII VIII IIII IIII MTB�USA In fCompeFros Softare L66(lUER°uesl 1°.For brie connanor Mate design lues see ESR-1311,ESR-1B88HATea Ssr�ONALL�O
VIIIA III IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 101- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
IT 2.4 IF p168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0
BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=1-224) 210
3-4-(-116) 45
TC LATERAL SUPPORT <= 12"OC. WN. LOADING
BC LATERAL SUPPORT c= 12"OC. JON. LL( 25.0),DL( 7.0) ON TOP CHORD = 32.0 PST
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BID AREA
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
D'- 0.0" -30/ 443V -80/ 236H 5.50" 0.71 OF 625)
LL - 25 PSF Ground Snow IPgI 71- 9.2" 0/ 152V 0/ ON 5.50" 0.24 IF 625)
4 7'- 112" -249/ 482V 0/ ON 1.50" 0.62 IF 625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 101- 2.8" -65/ 24V 0/ ON 1.50" 0.04 OF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND, 2: Design checked for net l-5 sQ u lift at 24 "so spa in .
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -17- 0.0" Allowed = 0.133"
1 MAX TC PANEL LL DEFL 0292" @ 3'- 10.7" Allowed 0.598"
12 MAX TO PANEL TL DEFL = -024E" @ 3'- 11.0" Allowed 0.897"
8.00
MAX BORIS. LL DEFL = -0.003" @ 7- 11.2"
MAX HORIZ. TL DEFL -0.003" @ 7'- 11.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
.n Wind: 140 mph, h-22.6ft, 7CDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat2, Exp.B, MWFRE(Di❑,
ou load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only,
PR/fOfFS
M-3x9
Q 92 PE 9
1-00 8-00 IPROVIDE FULL BEARING;Jts:2,5,3,4 2-02-12 OREGON,.
14, 20 P}
�FRRIIL�
JOB NAME : LENNAR 2664-E3C BURLINGTON - BJ4 Brodie: 0.4670 EXPIRES:12/31/2015
WARNINGS: GENERAL NOTES,unless other nse poled _aP1�RR.t ear
1.Builder a ad erection cont indox should be aboard of all Game rel Notes 1,This design is based only upon the parameters shown and is for an individual
Truss: BJ4 and Warnings Before construction commences. bulldid,componom,Applicabildy odisign parameters and prober gp''
2,2.a compression web bracing must Be Installed where shown.. mcmearstwn of component the responsimlhy of the bmleing designer. 4 04 WA --ey T
3.Adeitiosal temporary bracing coinsure stability during construction 2.Design.,same,the top and mom chords to Be steady hr.cod at CP .S4' C1Ft
DES. BY: LJ 2•o.c.and at 10ic,respeniwaly unless breded throughout their length by P 16
K the responsibility of the erenoc Additional permanent of coofinuous sheathing such as plywood sheeffift TC)and/or drywall(RC), X14
DATE: 2/4/2015 the overall swdure is the responsibility of the Building designer. 3,2,Impart bridging or luterel bracing request where shown++ /
4,No load should Be applied to any component unM after all among and a,lituddlatlon of therms the responsibility of Me tiespediva..(.do,
SEQ. : 6176669 faslenars are complete ane at no time should any loads greater than 5,Design ssumes".as ere to be usm in.n.o-ronosiw enmr.nment
design loads be applied to any par,madl. am are for 1,oondmoo•of ass,
TRANS ID: 416785 5,CompuTNa has no control over and assumes no reepoosibugy,for the a,De�e�gss ary,ume,full Bearing at all,uppons,nown.shimorwmgalf .J. 51398 0�
fabrication.handling.shipment and installation of dnmponents. ],Design assumes adequate drainage or provided. Off, 'PNC1S.1.fsRQ9
6.This bistro is perform subject to the limitations set forth by e.Plates shall be located on both codes of hands,am placid so their center
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of plate in Inches. SSS/OVAL Tvv-G 1
MiTek USA,Inc/CotnpuTms Software 7 S6(1 L)-E 10.For basic corm r plate design values see ESR-1311,ESR-1 988(Milad
VIII IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" COND [: Gesipn chat Y.etl for nett-5 Dsf) up lift at 24 "oc Spacing.
'^ 2z4 DF A:6BTR LOAD DURATION INCREASE = 1.15 Design conforms to main eindforce-resisting
BC: 2x4 DF p16BTR SPACED 29.0" O.C.
system and components and cladding criteria.
TC LATERAL SUPPORT '= 12"OC. UON. LOADING Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=5.0, ASCE -]0,
BC LATERAL SUPPORT �= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSP (All Heights), Enclosed, Cat_2, E6.0, IRF -10,r),
Dl ON BOTTOM CHORD = 10.0 PSI' load duration factor=1.E,
TOTAL LOAD = 92.0 POP Truss designed for wind leads
LL = 25 PSF Ground Snout (Re) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable and triss on continuous bearing Wall UOS.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Rotor or or equal typical In CompvTrus cable
stud verticals.
e end detail for
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT MON-CONCURRENTLY.
6-OE 6-06
IIM-9x4
B
12 12
8.00 Q 8.00
2
of - 1 Zi�sr - — D PRO 6
M-3x4 M-3x4 92 PE
1-00 13-00 1-00
71 OREGON1a
�� q> 14, 20 P}
MER R I0-�
JOB NAME : LENNAR 2661 BURLINGTON - C1 EXPIRES:12/31/2015
Scale: 0.4-26
WARNINGS GENERAL NOTES,unless Athermadarated _eP.RRI[L eA,
1.BWlder and erection contractor h ld be adv tl of fit GenerelNl 1 Thstlsgum based only upon the prandamfirs Sh and' l -r7dal qq Cry 'E
Truss Cl and Warnings before constructionmance buildinggmponent.APPIIcadWY tdesignDrainer dD Pr
2.Axa compression web bracing must be installedwhereshown+ 2 mom ton of component is responsibility of rh fund
ld'ngd signet W
3.Addglonal temporary bracing to insure shammy during conduction go assumes the upandbmtom opera to be blerelly bre¢tl et Q� 4� C�
DES. BY: Let 2'no.and at 10 do, ,rhyely unless braced mmwnom tndrlerom by P
Is the responsibility of the erector.Addliamed permanent bracing of bactnuous sheathing such as plywod sh0alittry )aubrdrywdl(RG). C,j,
DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral among required War shown
4. No bed should be appgM to any component until after al badng and A.Installation ofuss'rs the mabonsmYtiy of the respedrve contmdor.
SEQ. : 6176670 fast g I and r r Shoulde rl ad trader n s. Design d w tom usedb " mem,
design a be applied to y ancrionarl.
and ss tlry corrupt' 'use.
TRANS ID: 416785 i s.comes* n consul m d po 'bl"yforth 0_Geg eAhoomom,st hallM � ' " ppod "_sn eeg a ./+ 51398 y�
fabnrey Handling n pine t o-installationfcomponents. 2 ce g aero ar drainage R p weed. D,A��'CIgI'ER� '
6.This desgn is bin sheds ntan to theI' Kari s set forth by 6.Plat shall be beerea Win to f I aM quad sp the,Manor b�
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MiTek USA,Inc.ICDmpuTrus Software 16.6(1 L)-E 10 For=c connector pate design values see ESR-un ESR-1 908 HATep
IIII IIII This design prepared from Computer input- by
PACIFIC LUMBER-BC
LiYBER SPECIFICATIONS TRUSS SPAN D'- 0.0" IBC 2012 MA% MEMBER FORCES 4WR/GDF/Cq=1.0'
ISC2x9 IS M1pBTR LOAD DURATION INCREASE = L15 1-2=( 01 E3 2-6=1-191 365 6-3=10) 295
IT: 2x9 DE P16BTR SPACED 24.0" O.C. 2-3=(-567) 115 6-4=I-191 365
WEBS: 2x4 OF STAND 3-4=(-567) 115
LOADING 4-5=( 0) 63
TC LATERAL SPPORT I-- 12"OC. Too. LL( 25.0).DLI 7.01 ON TOP CHORD 32.0 PSE
BC LATEPAL SUPPORT <= 12"OC. FON. DL ON BOTTOM CHORD 10.0 PSE
TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORS PRO REQUIRED BRA AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES)
LB = 25 PSF Ground Crew (Pg) 0'- 0.0" -710/ 660V -106/ 10611 5.50" 1.06 DF ( 625)
13'- 0.0" -I10/ 660V 0/ ON 5.50" 1.06 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF BC 2012 AND IRC 2012 NOT BEING MET, COND. 2: Design checked for net(-5 pof) Uplift at 11 "oc s acing.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133-
MAX LL DEFL = -0.002" @ 14'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 14'- 0.0" .Allowed 0.133"
MAX TO PANEL LL DEFL = -0.055" @ 3'- S.B" Allowed = 0.416"
6-06 6-06 MAX TC PANEL TL DEFL = 0.361" @ 3'- 5.6" Allowed = 0.714"
12 12 MAX BORIS. LL DEFL = 0.003" @ 12'- b.5"
8.00[ou- IIM-4X4 Q 8.00 MAX BORIS, TL DEFL 0.006" @ 12'- 6.5"
1 9.D" Design conforms to main windforce-resisting
^`x system and components and claddinq criteria.
Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, McFRSIDir;,
Load duration factor=L6,
Truss desioned for wind load_
.n the plane of the truss only.
In
of
CPEO PPROji
M,-3,A M-1.5x3 M-3x.4
Q 92 PE 9<
/ --
6-06 6-06
1-00 13-001-00 / yG ,�OREGON,a
�O qy 14, 2`3 Q{
MERRil1-0
JOB NAME : LENNAR 2664-E3C BURLINGTON - C2 EXPIRES:12/31/2015
Scale: 0.4073
WARNINGS: GENERAL NOTES,unleeeotneramenoled'.
1Builder and erection contractor should be advised of all General Notes 1.This design 5 based only upon me pan m hers shown am k mr an lrahidual
. ��qq
Truss: C2 and Muria,before consWtlbn commences. bidding compound.nApplicability of design Pemmetam and proper ,y' QWAS aQa,
2.2.4 compression web gratin,must be Instilled wase hesho.1. Incorporation of component is the rea=nsibllfty of the building designer.
3.Additional temporary luldnround
e to stabgny during construcllm 2,Lesion Assumes the top and bottom strands to be laterally breead at
DES. BY: LS Is the responsibility of the eremor.Addulonel pemwnent brae„of 2'o n am At to'a.c.respemiwN unless paced throughout them length bit 17
me owmil structure is the rez numerous shemhi,such as Plywom sheamingi am/or drywpl(BC), .�
DATE: 2/4/2015 ponsmllHy of the buildlr,designer. S 2.Impact bddgirq o,lateral brearq instant where shown.. /
4.No bad should be applied to any component unlit after all brecing and 4. patience of proo m the responsminy ohne respecMe contractor.
SEQ. : 6176671 fape'es are=mplele am at no gone mould any mads greater man 5.Design assumtrusseses sses are to be used In a'o ncomosme enyirommem,
S Comq:bm by omanual yCam component,
no umpon WdY Air In an sir,
mg l all supports 'ran.Slum or wMpe it 4
TRANS ID: 416785 e.Ix° aa° onsideer funs
mbrreg ranging.shiman 1 nd'installationofcomponents. esign , - AP �51398� �
e.leis design m rw .sued traded to mer napons set toms by e.elate men m w,atea m min re it ed.am pared an their renter ( OAF C1S1ER '
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IIIIIIII This design prepared from computer input by i
PACIFIC LUMBER-BC
LUMBER SFE"IFI':ATIONS TRUSS SPAN 20'- 5 IBC 2012 MAX MEMBER FOR^Vs 4WR/GDF/Cq=:.g0
2x4 IF p15RTR LOAD DURATION INCREASE = 1.15 1- 2=1 63 P=',-1177 92 S- 3=I-3551 149
TO: 0)
BC: 2x4 DE p16BTR SPACED 29.0" O.C. 2- 3=1 -561 224 B- 9=( - 4) 315 R- 4=1-5941 210
WEBS: 2r.9 DF S':PND 3- 4=I -43) 207 9-10-( -994) 315 4i0-( ) 21"
LOADING 4- 5-f-432 20P 10- 6-( -51) 430 10- 5=I -1661 13:
TC LATERAL SU -PPORT 12"OC. PON. LL( 25.0)iDL) 9.0) ON TOP CHORD = 920 PSI' S- 6-)-632)) 155
BC LATERAL SUPPORT 12"OC. DON. DL ON BOTTOM CHORD 10.0 PSI 6- 7=f 0 63
TOTAL LOAD = 42.0 ase
---------------------------
NOTE: 2,4 BRACING AT 24"OC UON. FOR LL = 25 PSP Ground Snow (Pg) BEARING MAX VERT MAX EONS PRG REQUIRED BRG AREA
ALL FLAT TOP CSORD AREAS NOT SHEATHED LOCATIDNE REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
----------------------------- -- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -90/ 334V -103/ 103H 95.00" 0.53 DF f 6251
REQUIREMENTS OF LBC 2012 AND LRC 2012 NOT BEING MET. - 9.4" -195/ 821V 0/ DH 95.-00" 1.31 IF f 625)
OVERHANGS: 12.C" :2C" 7'- 21.0" 0/ 218V 0/ DH 95.00" 0.35 IF 1 625)
BOTTOM CHORD 1HECNED FOR IOPSF LIVE LOAD. TOP 2D'- 5.5" -132/ 695V 0/ DH 5.50" 1.11 IF ( 625)
x4 or equal at netnmtvral AND B,1-TOM CHORD LIVE (AADS ACTT NON-CONCURRENTLY.
X-
a-sseeders 1Ppn7' .CON DD. 2 Design chec Cetl foo net(-5 psf) uplift at 24 er�
Cnb,'r-sed live loads have heen VERTICAL DEFLECTION LIMITS: LL-L/240, TL L/:80
r.,sideted 'pr thus design. MAY. LL DEFL = -0.002" @ -1'- C.0" Allowed = 0.100"
MAX TL CREEP DEFL = -O.DC3" @ -1'- 0.0" Allowed - 0.133"
MAX LL PEEL -0.002" @ 21'- 5.5" Allowed 0.100"
MAX TL CREEP DEFL = -0.003" @ 21- 5.5" Allowed = 0.133"
MAX TC PANEL LL DEFL -0.040" @ 17- 1.0" Allowed 0.447'
MAX TO PANEL TL DEFL = 0.072" @ 16'- 10.4" Allowed - 0.671"
MAX. HORIZ. LL DEFL = 0.004" @ 20- 0.0"
6-05-11 7-06-02 6-05-11 MAX HORIZ. TL DEFL ' 0.006" @ 2D'- 0.0"
'(--- --- -- - Design coc:erms to main wiedforce-resisting
6-03-C6 3-11-06 3-11-06 6-03-06 system and components and cladding criteria.
12 Wind: 140 mph, h41.9fL TCDL=4.2,9201=a.0, h6CE 7-10,
M-4::6 14-4x6 1IA-' Hiighisl, Rrrclosed, Cat.2, Exp.9, MWl'RS ID1
M-3x9 e),
B.00 Q e.00 load d.,atr.n fart.,-1.E,
q in plane
ss dplatl for hind loads
'--" in the plane of the truss only.
M-2.5x4 or equal at non-structural diagonal inlets.
j
CPEOPR OFFS
o - o 7
o ° 9
0.25"- M-4x6 M-3x91 � �� 92 PE l
M-5x12(S; )
M-3x4
6-03-06 1-0C-1.2 6-10 6-03-06 y` OREGID NIX ftp
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1-0C 20-05-08 1-00 O y 14, 20
MFRRlu`f-6
JOB NAME : LENNAR 2664 -E3C BURLINGTON - Dl EXPIRES:12/31/2015
Scale: 0.2912
WARNINGS. GENERAL NOTES, unlopenederwyed,noted: _aG.RRII,tQ
1. Builder and erection connector n ld be amrsial or ml Gainers Note. 1.Thus design-Is based Inds upon the parameters shown and-is for an di J� Qq,
Truss: D l and Warnings before con s. d lal a rA ro t.Ala bley of design pm
amet m Proper V/ "l
2.2„4 compressors web bracing mustb -installedwhere showna Design roat f turess m p ta=theaswnWhom aailberiai blryo� edesigner. TF'
DES. BY: LJ 3.Abandoned respotemporary itymin bracing in
sure stalailp duringconstruction Indent,
zoc.and al 10 na.respectively unless caused throughout mei length by C P A P
is the responsibility mute erecmr.Aeealonalpermanentdrerng of adndnuousshealhiw sichaspiy sheaihiW(rC)andfordrywan(BC). �y
DATE: 2/4/2015 the overall inured,is the responsibility of the buiding designer. 3.3x Impact budging or lateral bracing required where shown.. /
4.No load should be applied m any mmponenwntil after ell bracing A. 4. Installation onre:s is the responsibility of respective contractor.
SEQ. : 6176672 fasteners are complete and at no time should any loads greater than s.Design asa en es wises am to de used in a nor.cormards enwmnmeat,
m for v nd� t
TRANS TD: 416785 Cosa a be no control
vcomponent, s e eased f aSears, t i opens mown.Bd And,if
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6,
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y
IIIIIIIIII)IIII(IIII)IIII)IIII(IIII IIII IIII M7BNUSA,IOisComuTruSSoftware7,66�yErequest 10FoiconnctorrArdletdesgmI see ESR-1311,EAR-198B(MRep sS�ONAL G
11111
IIII This design prepared from romputer input by
PACIFIC LLIMEER-BC
:AMBER SPECIFICATIONS TRUSS SPAN 20'- ` X INCIBC 2012 MMEMBER FORCES 4"WR/GDF/Cq=1.00
2x4 DF AISRTR LOAD DURAT_ON INCREASE = 1.15 1- 2=( 0) 63 2- 9=(-181) 869 '- 9-1-18" 184
BC: 2.4 OF #I1BTR SPACED 24.0" O.C. 2- 3=(-1149) 311 9-10-( -69) 724 9- 4=1 -257 255
WEEK: 2x4 Dc STAND 3- 4=( -948) 251 10- 7-(-212) B70 9- 5=( -607
6
LOADING 4- 5=( -952) 2"3 5-10=1 -291 255
TC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)*DLI 5.07 ON TOP CHORD - 32.0 PST 5- 6y -952) 273 10- 6-(-1861 183
BC LATERAL. SUPPORT <= 12"OC. PON, DL 01] BOTTOM CHORD = 10.0 PST 6- 7=(-1150) 310
TOTAL LUAU = 91.0 PSI 7- 8=1 0) 63
-----------------------------
Nei 2x4 BRACING AT 24"OC PON. FOR LL = 25 USE Ground Snow IRS)
ALL FLAT TDP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
--------------------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. 01- 0.0" -147/ 973V -133/ 133H 5.50" 1.56 DF ( 6251
OVER HANGS: 120" 12.D" 20'- 5.5" -147/ 973V n/ OH 5.50" 1.56 DF ! 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD -IVE LOADS ACT NON-CONCURRENTLY.
COND. 2: Design checked for net(-5 psEl uplift at 29 "oc spacc]q.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed O.In0"
Ti TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.027" @ I1'- 11.5" Allowed 0.977"
MAX TL CREEP DEFL -0.059" @ 11'- 11.5" Allowed 1.303"
MAX LL DEFL = -0.002" @ 21'- 5.5" Allowed = 0.100"
MM TL CREEP DEFL = -0.003" @ 21- 5.5" Allowed = 0.133"
MAX HORIZ. LL DEFL - PAIL" @ 20- 0.0"
B-OS-1. 3-06-02 8-05-11 MAX HORIZ. TL DEFL = 0.021" @ 20'- 0.0"
4-02-06 4-03-OS 3-08-0' 4-01 4-02-06 Design conforms tc main windforce-resisting
'( -----n -- ---- 1 - -- I system and components and Cladding criteria.
14-4x6 'M-6 x6 Q B 00 Wind: 140 mph, h=22ft, TODL=4.2,BCEL-E.O, ASCE --10,
4 _ ariEnclosed, Ezp.B, MWK
load duration
factor=L E,
Truss tlafor wind soon.=
plane
o
in the plane of the truss only.
M-1.5x3 M-1.5x3
3 �
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InTo
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8-01-10 4-04 7-11-14 y` OREGON1a
20-05-08 1-00 � 14, P,
JOB NAME : LENNAR 2664-E3C BURLINGTON - D2 EXPIRES:12/31/2015
case: 0.2-89
WARNINGS GENERAL NOTES, unless offarseemermad �q ORRU4 B
A,
1.Guilder and emotion wdmiconbould be Wald e t all Gone INote, 1 esq mas C6b o t, ,0th p 1 A w E' t ' nanoid
SWarningsay •' WAS A,
T Y us: D2 and Warnings before consvrnram
uon menre. emWildngLAppl' bley fd g D ( and v v
2 zea campresslob web Into,must be nselled eR h lower'"ill f po ts1h responsibility rheb Ildngdesigner.
O T
].Adminnal tem brawn wlreurc stability a 1 oosq es (n ro5 ad Mt..theme b merelyb W ( P C
DES. BY: LJ pores a 'Iry econsvua on Z o.c.and at 10'ed, pea vel,uamss braced mmuyhoul melt length by
iz me responsibility of the eredoe Addumnal cemoment brechgof continuous sheathing sugh as pysew shadhea QC)snorer bnwell(, C,y
DATE: 2/1/2015 the overall smeture re
is the spomeibilily of the building designer. 3.2x)Imam bringing or lalerel Wean ired wh where shown.. of /
SE 6176673 a.No Rod should he esleners ere dimples and al nded to o time should any fil loads greater
and I.Des"nlassumes Yussles aresto pvcebile'd inla nonmpo1lsive enamnmem,
Q• y greall hadid, n s,res
des, ds be appliedtor po 1, d for do Pont ofus.
TRANS ID: 416785 s.CompLaus has bl near add assurnes no resperpoi for the 6 Design mA be -g an no w.,Pards ohred Stan or amil T 51398
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IIII This design Prepared Erom coputer minput by le
PACIFIC LU14BER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5 5" INC 2012 MASK MEMBER FORCES 4WR/GDF/Cg=1.00
T : 2x4 IF MSF OTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- A=(-15fi1 846 3- 8-(-200) 246
BC: 2x4 IF b16BTR SPACED 24.0" O.C. 2- 3=I-11241 2A7 8- 6=1-1'51 B45 4- 9=(-117) 570
WEBS: ,'14 DF STAND 3- 4=1 -840 23; 0- 5=1-2081 246
LOADING 4- 5=( -847) 239
C LATEFA_ S-PC?T - :2"Of. WN, 1.:.1 2.01-DL( 7.0) ON TOP CHORD = 32.0 ESP - n-1-11231 28'
BCLAT-FA' SU?PORT 12"x. SON, Ph ON BOTTOM. CHORD 10.0 POP 6- '=1 0) 6-'
TOTAL LOAD = 42.0 POP
OVERHANGS: 12.0" 12.0"
LL = 15 PST Ground Snow (Pg) REARING MAX REA VERT MAX THORSION BIG REQUIRED BIG AREA
LOCATIDNE0.0 REACTIONS REACTIONS SIZE EQ.IN. ISPEf.i2S)
LIMITED STORAGE DOES NOT APPLY DUE TO NTHEOT SPATIAL 0'- 0.0" -153/ 973V -164/ 1648 5.50" 1.56 DF 625)
REQELREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 20'- 5.5" -153/ 973V 0/ 01! 5.50" '.56 DF 1 6251
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Desigh checked for nett-5 ;Df uplift at 24 "oc s ay cinaJ
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCNRRENTLY.
VERTICAL EFLRCTION LIMITS: LL L/246, TL-L/100
MAX LL PERE = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.133"
MAY. LL DEF_ - -0.025" @ 10'- 29" Allowed 0.9"7"
MAX LL DEFL - -0.002" @ 21'- s Allowed = 2.:00"
10-02-13 10-02-11 MAX 'PL CREEP DEFL -0.003" @ 21'- 5.5" Allowed'- 0.625"
-- - - - -- MAX BC PANEL TL DEFL = -0.16E" @ 9 6.9" Allowed 0.625"
5-03-14 4-10-15 9-10-15 5-03-12
-t__.. - _. - _,) MAX HORIz. LL t DEFL = 0.013" @ 20'- 0.0"
Iz 12 Max roll z. TL Deet - 0.02 1" @ zD- D.o^
R.Ce F IM-4x4 Q 8.00 Design ,Ffl1r to main wicdEorce-resis Cnq
system and components and cladding criteria.
Wind: 140 mph, h-2Y.6fn TCDd 4 ot.2,L=6.0, ASCE 7-10,
(All Heighten, Enclosed, Cat.2, Ex p.B 1-0W FRE(Dir),
load duration factor-1.6,
Truss designed for wind loads
th
in the plane of the truss only.
M-1.5x3 z M-1.5x3
3 � S
v� ��PtEB PR{p}011
I11-3x4 B 0.125" - M-3x4 7 ¢ 92 PE r
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JOB NAME : LENNAR 2664 -E3C BURLINGTON - D3Scale: 0.2'09 EXPIRES:1231/2015
WARNINGS: GENERAL NOTES,unlessolnerobenotee'. ORRML
Guide, R
1. Guid and erectevl
ion contractor should be ased of all General Notes 1. This design is bam
se¢only upon the parameters sheen and is for an indondral lw
Truss: D3 and Whom,Before conslruamn commenees. bumirq componeat.Apprcludd,of design parionni and proper ,t� pWAS A
z.
2.4 cera t .. incoradeg of component is me resyre
emid,of the building designer. Q
pression webhaan a mus behalalled where shown n 2.Desi assumes the topandbottom order to be Instant braced at
a.Addenda,ltempoarybracined.r dchdribillpormary g conacirrdn T n.c.andante'o.drespectively unless braced throughout their length by
DES. BY: LJ Is me res%nsmgiry of me eredoc Addemnel cermenent brecmg of ormmwus sheathing such as pfywM sheathing(<e)and/or dryean(6e).
DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3 2.Impact boaft,or Wheat facing required wnem down..
4.No bad should be appfiM to any wmiseem until after as hour,and a.Installof Nus is the functional of lee respective ornlydeor.
SEQ. : 6176679 fasteners ere connotes and at no rate should any mater greater than s.Design assumes fusses are to be used In a nor-onnosee environment,
design needs Be applied to any component. rid a re Re-dry wMmon'owse.
TRANS ID: 916785 6.Design baroness fon beating N an sopschs shown.shim or wedge if 51398 Qr
s.compuTma has no control over and assumes no responsibility for
fabrication.handling shipment and Installation of components. ).Design assumes adequate drainage is provided. �f.��'Gi.S"f'['•R� .an.'
6.The design is famished suhled to the liromionr act loon by It.plates shall Be moat¢¢on both facer of truss,and Aaced so their center
I IIIIII VIII VIII(IIII VIII VIII VIII IIII IIII F W reA in BCGl mpms of which 11 be Nmisbed upon request 9. IDlpile nd note with join]
plate center
rinches SrIONAL L`O
MiTsk USA,InclCompuTms So(tevand 76 6(1 L)-E iG For bagocorneaor plate design values see ESR-1311,ESR-19881Miieq
I
11111111111111
IIIVIIIIIII This tles:gn prepared from coxpoter moot P,
PACIFIC LUMBER-BC
:-MSIRSPELT FA-!' 20-05-08 GIRDER SUPPORTING 27-00-00 FROM e-00-00 TO 1-05-06 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.CO
"F 416B7R LOAD DURATICN INCREASE = 1.15 (Non-Rept 1- 2=1-68181 1482 1- 8=(-1154) 5484 8- 2=( 0) 164 !1- 6=1-16641 46::
BC: 2x6 OF S: 2- 3-(-61061 1524 8- 9=1-11541 5482 2- 9=1 -180) 2C4 6-12-1 -488) 2164
WEBS: 2x4 IF STAND; LOADING 3- 4=1-54621 1300 9-10=(-1112) 5410 9- 3=( -596) 2/46
2x6 DF SS A; LL = 25 PSE Ground Snow IPg) 4- 5-1-54661 1302 10-11-(-1094) 5342 3-10=(-2384) 52
2e5
IF 42 B TO UNIF 11.( 50.0),DL( 14.0)= 64.0 PLP0'- 0.0" TO 20'- 5.5" V 5- 6=(-6608) 1498 11-12=(-1494) 6936 1O- 4-(-1400) 58'8
PC UNIF LL( 0.0),DL( 2C.D)- 20.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=(-8500) 1896 12- 7=(-1486) 6786 10- 5=(-2202) 532
TO LATERAL SUPPORT o- 12"OC. NON. BC UNIF LL( 312.5),DL( 232.5)= 545.0 PLF 9'- 0.0" TO 19- 5.5" V 5-11=( -534) 24-6
BC LATERAL SUPPORT r- 12-TC. NON. BC UNIF LL( 0.0)IDL( 2C.0)- 20.0 PLF 19'- 5.5" TO 20'- 5.5" V
BEARING MAX VERT MAX HORS BR3 REQUIRED BIG AREA
1 2 ) complete trusses required. ADDL: BC CDNC LL,DL- 2885.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Join together 2 ply with 3"x.131 DIA GUN 0'- 0.0" -911/ 4214V -148/ 14BH 5.50" 6.84 OF ( 625)
nails staggered at: LIMITED STORAGE DOES NOT APPLY DU 1: TO THE SPATIAL 20'- 5.5" -1273/ 5B20V 0/ ON 5.50" 9.31 OF ) 6251
9" cc iR r [ow(s) throughout 2E4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET-
+" oC :i 2 c.1i) thmughoot 2,6 bottom anords, CON D. 2: Desi n chec ted Eot net; of)
Qlif[ a[ 24 "vr soot rnv.
9" oc LI r
Ew.sl throughout 2:4 .,on, BOTTOM CHORD CHECKED FOR 1CPSF LIVE LOAD. TOP
9" oc i7 2 e.(,) throughout 208 webs. AND BOTTOM CHOR5 LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160
MAX LL OREL = 0.066" @ 12- -.3" Allowed - 0.9'7"
MAX TL CREEP DEFL - -0.229" @ 12'- 7.3" Allowed = 1.303"
MAX HORIZ. LL DEFL - -0.020" @ 20'- 0.0"
10-02-12 10-02-12 MAX HORIZ. TL DEFL - 0.044" @ 2D'- 0.0"
4-04-13 3-08-15 2-01 2-01 3-08-15 4-04-13 Design conforms to main windforce-resisting
-_ __ _ system and components and cladding criteria.
12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
8.00[7 M-5x6 Q 8,00 (All Heights), Enclosed, Ct.', E:.p.B, MWFRS(Dir),
4 5.0" load duration factor-1.6,
rN Truss designed for wind loads
to the plane of the truss only.
M-3x.53 M-3::5
3. s
4M- 9 M-3x6
M-5xPR-'1aT Q 92 PE y1-6x8 0.25" M-4x6 M-3x6
M-7XB(S) !
+2BB50
4-03-01 3-07-03 2-04-OB 2-09-08 3-07-03 9-03-01- y OREGON�,a �tuQ
20-05-08 WEPCE REQUIRED AT HEEI(S). � � 14, 2 P+
McRRI e
JOB NAME : LENNAR 2664-E3C BURLINGTON - D-GIRD EXPIRES:12/31/2015
SCele: 0.2-18
WARNINGS: GENERAL NOTES, unlessomemisenoted'. _aG.1LR1(,( e
L Builder and eredbm contractor should be advised null Gene'at Notes 1.This design Is based Only upon the parameters shown and is for an indlvdual ll�A��'' q
Truss: D-GIRD and Warnings Mind mnsbudlon cbmrredceswilding component.Applicability of design parameters am proper p� f WASf(� `T
2,2N compression web bracing must be installed where shown,. Incorporetlon of component Is Ne responsibility of the fuming designer. O T
s,Adam not brad to insure stabil' duan construction 2,design assumes the top and Whom chords a be merely braced at
temporary ng M g 2'o.c.and m 19oun,res dlWl Q T
DES. BY: LJ 'u the responsibilM of the ereaor.Additional pemtenentbrecbe of continuous sheeting such as Pywoodssheethane(TD masertdrnmall(BC).y R! O.t,
DATE: 2/4/2015 the overall swaure is the resrormbnny of building deslemr. 3.2.Impact anglng or leteal attend m9umul wt,me shown.. /
4.No wad should be aWliM m any co rgamenwmd after all bracing and nm
a. Intimation of is the mamonsibiley nunspeai
he ve corridor.
SEQ. : 6176675 fasteners as carraf a and at no time should any loads greater than s.Design dumas masses are to he amid a nonurmays anmmnment,
design loads he
af,duad t y coW em m for drydivision'' f use.
TRANS ID: 416765 s,Comps n 1mI d asmes no 80ag Nnw na to
responsibility roonshown.sum of wedgeifmade.ary, 51398
tandat n dye smwndem t tlarwn t component 2design drainage q�
ada9 t - s p vided O aPNp1 g� stp
S,This design Armament sbpad to the harmations smform by S Rules sign4 bcetM on both Ross f mass,add Elford so their center SC
IIIIIIIIIIIIIIIIIIInI(IIII(IIII
11111 1111 IIII ---in Ii opo f whidth willm Wormed upon request a Dy, acpa su oro*t tin I� SrtONAL
MI1�O
' Tek USA,Inc ICompuTrus Software T.6,6(1 LEE to.Fiotylo connector pate design value see ESR-un ESR-1 psi Tele
I
VIII I IIIIIII This design prepared from computer input by 0
PACIFIC LUMBER-BC
kBSR SPEC:FICATIDNS TRUSS SPAN 19'- IFF 2012 MAX MEMBER FORCES 4W?/GDF/'j-I.00 '
2,4 DF kisBTR LOAD DURATION INCREASE =1.15 1-2=1-13051 35' 1-6=(-271) 1'02 2-5=(-3-51 251
FC: 2s4 IF f:6BTR SPACED 24.0" O.C. 2-3-1 -9471 23B 6-5-(-2421 395 6-3-( 411 535
WEBS: 2E4 DF STAND 3-4-1 -9441 238 6-4=(-2541 215
LOADING 4-5=1-1222) 331
TC LATERAL SUPPOR- 12"OC, 'JON, LL( 25.0).DL1 7.01 IN TOP CHORD - 32.0 PBF
BC LATERAL SUPPORT .= 12"OC. DOE, DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX MORS ERG REQUIRED BRG AREA
For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPFCIES)
LL = 25 PSF Ground Snow (Pg) 0'- C.0" -98/ B21V -86/ 86H 5.50" 1.31 DF 1 625)
19'- 6.5" -98/ E21V D/ ON 5.50" 1.31 DF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for nett-5 pst) uplift at 24 "oc spaci�L
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL-L/240,
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MA% LL DEFL = -0.033" @ - 4.7" Allowed = ).n_31"
MAX 0C PAN ED TL PEEL = -0.17-" @ 4'- E.3" A'_loved 0.59:"
MAX HDPIZ. LL TERI = 0.016" @ 19- 1.O"
MAX HOPSZ. TL DEFL = 0.025" @ 19— 1.0"
Design contorms to main windforce-resisting
9-OS system and components and cladding criteria.
10-01-OC
wind: 140 mph, h=15 R, 'PCDL=4.2,BCDL=6.0, ASCE 7-10,
5-05-08 4-08 4-08 4-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFR51Dir1,
load duration factor-1.6,
12 12 Truss designed for wind loads
6.00 �im- IIM-4x4 4 6.00 in the plane o` the truss only,
4.C"
1.
M-1.5x3 M-1.5x3
% �4
M-3z4 / A, �� M-4>:6 Ep PROF
e.
_ i 7
ic
VIII I I II IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TO: 2x4 DF g16RTR LOAD DORli INCREASE = 1.15 (Non-Rept 1- 2=( -36) 43 8- 9=(-703) 3212 1- 8-( -161) 93 5-11-( -32) 625
BC: 2.6 DF SS 2- 3=(-3382) 949 9-10=(-712) 3205 8- 2=(-3598) 825 11- 6=I-279) 98
WEBS: 2x4 DF STAND LOADING 3- 4=(-3034) B82 10-11=(-865) 3144 9- 2=( 0) 240 6-12-( 0) 218
LL - 25 PSI Ground Snow UPS) 4- 5-(-2934) 842 11-12=(-669) 3034 2-10=( -294) 71
TO LATERAL SUPPORT 1= 12"DC. DON. TC UNIT LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 81- 0.0" V 5- 6=(-3302) 912 12- 7=(-664) 3038 10- 3=( 0) 531
BC LATERAL SUPPORT <- 12"DC. DOE. TC UNIT LL( 125.0)+DL( 35.0)- 160.0 PLF 8- 0.0" TO 12'- 0.0" V 6- 7=(-3515) 789 10- 4=( -206) 165
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 12- 0.0" TO 20'- 0.0" V 4-11=( -393) 244
-
I�'II II I II IIII This design prepared from computer input by f
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAN MEMBER FORCES 4WR/GDF/Cq=1.00 '
TC: 2x4 DF I &BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0
BC: 2x4 DF R1&BTR SPACED 24.0" O.C. 2-3=(0J 61
TC LATERAL SUPPORT I- 12"DC. UOS. LOADING
By LATERAL SUPPORT r- 12"DC. NON. LL) 25.0)iDL( 7.0) ON TOP CHORD 32.0 PSP BEARING MAX VERT MAX HORZ BIG REQUIRED BEG AREA
DL ON BOTTOM CHORD = 10.0 DEC LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- PA., -61/ 2B6V -6/ 43H 5.50" 0.46 DF ( 625)
L- 10.9" -125/ 133V 0/ ON 1_50" 0.21 OF 625)
LL = 25 PER Ground Show (Pg) 81- 0.0" 0/ 63V 0/ ON 5.50" 0.10 IF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "or s aeon .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TO PANEL LL DEFL 0.002" @ 11- 0.0" Allowed = 0.097"
MAN TO PANEL TL DEFL -0.007 @ 11- 1.5" Allowed = 0.145"
MAX BC PANEL LL DEFL 0,011" @ 3'- 6.6" Allowed = 0.350"
1-11-11 MAX BC PANEL TL DEFL = -0.100" @ 4'- 4.8" Allowed 0.467"
HAS LORIS. LL DEFL -0.000" @ 1- 10.9"
12 MAX HORIZ. TL DEFL = 0.000" @ 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,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Eap.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
�
P
0 1 4
M-3x4
p PROfFS
92 PE r
1-00 IPROVIDE FULL BEARING;Sts:=3, 8-00
9` OREGON,b �tv�
�O qY 14, 2G 1
P
HEREIN 6
JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ1 EXPIRES:12/31/2015
Scale: 0.6385
WARNINGS: GENERAL NOTES,unless otbervnsenoted: SRII,L
1.Builderand suppose canlrader shoum be advised of all General Notes I.This design'a based only upon the parderal shown and W for an Individual J� was '9
Truss: EJ1 and Wamings before ei
adiumbeo commences. Wilding component.Applicabdityofdesgn parameters and proper
2.2x4 compression web bracing most be installed where shown e. ce,poratmn of component is the respsnslbaay of the bulling designer. O TA
3.Additionaupmpomry bracing to insure stability during construction 2.Designassumes the top and bottom points to be intensity braces at QP �Q C� `•./j
DES. BY: LJ w the responsibility of the erepor.Additional permanent bracing of Zonni ops sheathing such as plywood sheathing(le)andrordrywan(BC).
a and at 10 o.c.respectively unless boxed throughout their length by Re 0
g
DATE: 2/9/2015 the overall structure is the responsibility or me buiMling designer. 3.2,,Impact badging or lateral tracing required where shown 41 /
4.No load should he applied to any component until after all owning and 4. Installation of truss is the responsibility of the respepive cenlrerlor.
SEQ. : 6176678 fasteners are complete and at no time should any loads greater than s.Dasgn assumes w.sses are fo be used in a non-conoame investment,
design loads be applied to any component. and are for adry condnand of use.
TRANS ID: 916785 s.CompnTms has no cemrsl over and assumes no responsibility for the S. esg�assumes full bearing at all supports shown shim or wedge if
fabaratmn,handling,shipment and installation or componema. 7 Designassumes adequate drainage is provided. ?O ,pS 51398 tp
S.This design is lumished wNect is the limhatisns set forth by e.Plead shall be located on both faces allies,and pared so Meir center
)IIII)IIII (IIII)IIII(IIII(IIII IIII IIII TPI/WfCA in BCBl,copies si which will he Nmishm upon rawest lines Dlimsminlpae with l0plausin incee. SS G
g.Fir basic morm5de of pmts m lnchas. fONALL�
N)ITEk II$A,(oC.IG Om poTrn3$O(1W2r21.66(1 L)-E tO.For besic[onnepor plateaesign values see ESR-1311,ESR-i BBB(Mil
IIII IIII This design prepared from computer input by
PACIFIC LUMBER-8C
LUMBER SPECIFICATIONS TRUSS SPAN 8- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TO 2x4 DF pia ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-1=(0) 0
BC: 2x4 OF $1aBTR SPACED 24.0" O.C. 2-3-(-59) 61
TC LATERAL SUPPORT I- 12"DC. UON. LOADING
BC LATERAL SUPPORT <= 12"DC. DUE. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PST BEARING MAX VERT MAX HORS SHE REQUIRED BIG AREA
DL ON BOTTOM CHORD = 10.0 PER LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSD 01- 0.0" -34/ 357V -13/ 71H 5.50" 0.57 DO ( 625)
3'- 10.9" -136/ 136V 0/ OH 1.50" 0.22 DO ( 625)
LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 psil uplift at 24 "oc s acro
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133"
MAX LL DEFL 0.000" @ 0'- 0.0" Allowed = 0.178"
MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350"
3-I1-11 MAX TO PANEL TL DEFL = -0.032" @ 2'- 22" Allowed 0.369"
MAX BC PANEL TL DEFL -0.148" @ 41- 4.8" Allowed = 0.467"
MAX BORIS. LL DEFL - -0.000" @ 3'- 10.9"
12
6.00 p MAX HORIZ. TL DEFL = -0.000" @ 31- 10.9"
Design conforms main wi claddingresisting
system and components and cladding criteria.
3 Wind: 140 mph, 1=15ft, TCDL=4.2,BCCL=6.0, ASCE --10,
(All Heightsl, Enclosed, Cat.2, Exp.B, Mi
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
0 4
M-3x9
P�EN0 Pi
� S
92 PE
L i
1-00 IPROVIDE FULL BEARING;Jts:2,3,4 8-00
7' �OREGON,�
�O �y 14, 2G P}
MFRRILL�
JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ2 EXPIRES:12/31/2015
Scale: 0.6010
WARNINGS: GENERAL NOTES, unless otNervnse notal .dRR1ll 8
I. Bstagedoiker and son wNdpo
raor should be advised of all General Notes I.This design is based only un the pentrai shown and is far an indlwai
Truss: EJ2 and �q
Warnings before mnslrughan rnmmenres. building crnL equ Aldvabiltly of design end proper ,y FWAS
2 b<compression web Madng must be installed where shown 4 goods,also of Component re the responsibility of the building designer. 0 �'
9.Additional temporary bracing to insure sightly during construction Desg assumes the lop and rattan charas to be Merely braced at
DES. BY: LJ m
Is the responsibllify of the erector.Addaional permanent bracing of eo due.and
tinuous at 1B oo responsively
such¢svely unless souse the gheio heir length by
DATE: 2/9/2015 gas dVeranswmare is me,aapanarotny roma buiaing designer. 9.2a impact lxgghg or lateral bre required where shown+:'al )
SEC) 617 6 67 9 ' ficueoas ea aobmplete end at no time shoulC any loads matuntil star all ei than
and 4. linstDoes aulom�imsses am to Ua used in a men.m rearve eonmomem,
Q• : y greater then 5.Des
O design beds be applied to any component. and are far'dry conditldn•af us e.
TRANS ID: 9167V5 s.Com Toa has na control own and aaaames no dee S. De�Bn assumes fallbearing at all supods shown.Shim or wedge if
pa ponaroiNyrortne tie nary. +/a 51398 ya
fabricated.handling,shipment and instalLNion of mmpanems. y.Design assumes adequate drainage is pmvided.
S.This design is furnished sadism to the limitations set forth by B.Plates shall be located on bath laces of truss,and placed so their center SC
IIIIIIIVIII(IIII(IIIIVIII(IIII(IIIIIIIIIIII7PlAVTCA in Best, opies of etudewnbug mishedused reduce. lines codNdewith
' ofaPlan c
g, [aging plate inhea.
MIT¢kl$A, nC.ICdTP1T1I5$OfNd!¢].6.6(1 L)-E igFr basic onnemor Note design values see ESR-1911,ESR-1880(MITek) SS�ONAL�G
11111
II111111 This design prepared from computer input by a
PACIFIC LUMBER-BC
LIMBER SPECTEL^ATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF M16BTR LOAD DURATION INCREASE = 7.15 I-2=( 0) 50 2-4=101 0
BC: 2s4 CF ®I6GTR SPACED 24.0" O.C. 2-3-1-931 -2
TC :,APER'_ SUPPORT 12"DC. 'JON. LOADING
BC ]ATEP.P.L SUPPORT '-2"OC. 'JON. LL( 25.0)rDL1 -.01 ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORS DEC REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 ISO LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 120" 0.0" TOTAL LOAD 42.0 PSF D'- 0.0" -38/ 422V -20/ 99H 5.50" 0.69 DF ( 62.5)
1.- 10.9" -113/ 170V D/ OR 1.50" 0.27 DF 1 Sr)
LL - 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 82V 0/ ON 5.50" 0.13 DF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOND. 2: Design Checked Enet, Daft L-Lift at 24 "oc spa ci ng-']VERTICAL DEFLECTION
ION LIMITS: LL=0/240,All
L/180
BOTTOM CHORD CHORD
FOR DOPSF LIVE LOAD. 'POP MCR LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.:00"
AND BOTTOM CNORD LIVE LOADS ACT MON-CONCURRENTLY. MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.:33"
Mi LL DEFL = 0.000" @ 01- 0.0" Allowed 0.008"
CR
MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105"
MAX TO PANEL LL DEFL = 0.08E' @ 3'- 22" Alloyed = 0.395"
MAX BC PANEL TL DEFL = -O.IBO" @ 9'- 1.4" Allison[ = C.467-
12 MAX HOPIS. LL DEFL -0.000" @ 51- 10.9"
6.00 MAX DORIC. TL DEFL = -0.000" @ 51- 10.9"
Design conforms to main wi claddings iria
s ys[em criteria.and components and cladding criteteria.
Wind: 140 mph, h-15ft, TrDL=4.2,BCDL=6.0, ASCE --10,
(All Heights , Enclosed, Cat.2, Exp.3, MWFRS(Di r),
Load duration EdCLOC=1.f,
Tris designed for wind Loads
/� o .n the plane of the truss nn!y.
� I
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y��PEp PROFESS
92 PE r
1-00 PROVIDE FULL BEAR ING;Jts:2,3,4 8-00
y` �OREGONwi
20 P}
JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ3 Scale: 0.5615 EXPIRES:12/31/2015
-.
1 Bur der
GE NERAL NOTES, unless olNeMse no ran �1.fART1I e
1. Bustler anC erection contractor Should cWbeadWSM or all General Moles 1. bulds,This co moose only union the p design parameters and
krman lnelvNuel nP��
Truss: EJ3 and wammpsbemre wracing oncommenced bmtlme cemvonemponentis th of design ceyoftersaoavlocem at0 pWASy/�
zz.aconaressmnwebblacmemust
ure mslelledw•neresmsehe.ti incorporation dmAsoethe top anusmemchordsto oatehe ammgdesigner. �,
a.Additional bracing to Insure slenlllly aueng mnswctlon Desnessnmes metopena bosom chords lobe throughorally ut
their
ee Q niT Jj
DES. BY: LJ in the responsib'unyollhe erector.Additional permenembrecNgol 2' andsfheathing such as Plywood sheeminlbc and/ordrrmnolbby �! p
g such v BR )en rywell(BC). j,
DATE: 2/4/2015 the overShouldderebthe d to an,oureementny fthe buitllne aesll bracin ].4vlmped bringing d os latthe
required wnereshown ema /
a. No lose shonemlete He and at no oomavouldanal neer grealerlhana a.DesigInstallml000raoss at ma rre to da, on he resceaisre commouni
SEQ.
RAN ID: 410 intend ll ds cumulate and normo snoatl any oyes ameaerman s,Design dor-dr,conceded'of
mmases .no wosl enmonm m.
dere leads be turned r ro m e a an and r
TRANS S I D: 416785 s.co Dur n t .w adiscount ro In Ir . ro sre mn ce Iro 1 o aeon sown.Shim weave t ./+ $1398 04
fab I n ell ,sha l d' taller a ts. A�, CISTEK
6. Th a g huIshea di UI m I' naw te�h br 8 PI10 h.-bnM n-11l� lines.a-q cede so free center I O A
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e Glyn
Mi7ek USA Inc lCompuTms Software]6.6(1 L)-E tO Fo bask connector pate design le dee ESR-Ian ESR-t 988(ulirelq
VIII II I II(III This design prepared from computer input by
PACIFIC LUMBER-BC
(UMBER SPECIFICATIONS TRUSS SPAN 81- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.0)
TC: 2e4 DF Ni6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC: 2x4 IF @'6BTP SPACED 24.0" O.C. 2-3=(-127) 91
TO LATERAL SUPPORT <= 12"OC. PON. LOADING
BC LATERAL SUPPORT <= 12'1 HIM. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING GAS VERT HAS BORE BRG REQUIRED BEG AREA
DL ON BOTTOM CHORD 10.0 PER LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. tSPECIESI
OVERHANGS: '_2.0" 0.0" TOTAL LOAD 42.0 PER 0'- 0.0" -45/ 480V -27/ 126H 5.50" 0.77 DF ( 625)
7'- 9.2" 0/ 101V 0/ OF 5.50" 0.16 DF ( 625)
LL = 25 PSI Ground Snow (Pg) 7'- 11.7" -90/ 218V U/ ON 1.50" 0.35 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 ar) up lift at 24 "oc spacing.
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING ME".
VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/1BO
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT MON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL 0.270" @ 4'- 9.1" Allowed = 0.544"
I-11-11 MAX TC PANEL TL DEFL -0.401" @ 4'- 5.9" Allowed = 0.8t 7"
3 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9"
12 MA% HORI2. TL DEFL -0.001" @ 7'- 10.9"
6.00 p
Design conforms to main d claddingdesisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=9.2,BCCI=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, ExIi UsFRB(Dir�,
load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
i
o
14-3x4 rc0 PROFF.
92 PE r
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7, ,�OREGON
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JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ4 Scale; 0.5385 EXPIRES:12/31/2015
WARNINGS: GENERAL NOTES,unless otherwise noted _aP.1lR1I,(8
1.Builder and maclion contractor should be ativkea of all General Meet 1.This design is based only man the paramelers shown and a for an lnaMauel
Truss: EJ4 and Warnings before construction commenc<s, building denaturant Appicabery of design Pareinnaters and proper �q q�
z zn compression web bracing most be handled where shown+. incorporation of component 6 me responsibility of the beading droughts. ,v OF WASsr.,
z.Design assumes the top and bottom moms to be laterally braced at
3.AtldRinnaltemporary bracing to insure stabeM goring construction p'o.c.antl et lg'o.c.resPectireMunless braced NraughoN mein len nb Q C
DES. BY: LJ a Ne res bar she erector.aaaeipnal P y
pohsi Mo pemangdesig ieg ni Impact ndging f such Pfywnohadandwhere shod/ordrywell(BC). �.j,
DATE: 2/9/2015 Ne owhaff Shoummrais me to annsmehymmeballafte aesgrer. s,
continuous badging or theromradmgfty of the where shown p '
d.Nobeds am abe eed,anat no component until loos gandrll th and 4.Design Installation assum mss is Ne am tonjNse of to nor-cectivecenNaem
ct
SEQ. : 6176681 design load.matters complete andatrobmeshould any madsgmatartnah s.and.,assemestrusses mmhoic of mpsaa lie non-du�siwt environment,
Cosi maasbaa applied an t. mane for donaRmn'm us a.
gn PP Ycomponen
TRANS ID: 916785 S.cumpuTros has no damsel uweram assumes no res bar for me a.nowersnassumes full mall supports shown.shim or wedged .ja 51398 Ga
ponsi ry
labs desig handliis fiting,shlpment andthe limitationsfflim compeh by 7,Gesgnassumes eaegueteam face is pressed ��'
8.This design n lest cop subject to the limitations be
sal roan by S.Plates arae be bremtl on bold laces of truss,and placed so Nein center . C/$1'E4
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PI NAihBCGI copleapi idM1Mllb mmiaM1edayhro4atalearnedwRrtpint wonder lines. SS G
e Biggs indicate sire of prate in inches. lONALe
MiTek USA,InnlCompuTrus Software 7.6.6(1 y-E to.Por basic connector date design Values sae ESR-1 sn,ESR-1988(mlrelq
__ I
IIII IIII This design prepared from computer input by I!
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TO 2x4 DF Ni6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0
BC: 2x4 DF NI&BTR SPACED 24.0" D.C. 2-3=(-149) 126
3-4=(-101) 3B
TO LATERAL SUPPORT <= 12"OC. UOS. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD= 32.0 PSF
DL ON BOTTOM CHORD 10.0 PSF BEARING MAX VERT MAX HOBZ BEG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -29/ 442V -33/ 153H 5.50" 0.11 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 90V D/ OR 5.50" 0.14 DF ( 625)
7'- 11.2" -193/ 495V 0/ OH 1.50" 0.63 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -100/ 27V 0/ OH 1.50" 0.04 DF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sq uplift at 24 "oc s acin .
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed 0.133"
MAX TC PANEL LL DEFL = 0.179" @ 3- 10.8" Allowed = 0.546"
MAX TC PANEL TL DEFL = -0.222" @ 3'- 10.9" Allowed = 0.820"
4
MAX HORIZ. LL DEFL = -0.002" @ 71- 11.2"
MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2"
12
6.00 p Design conforms to main windforce-resisting
3 system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDix),
load duration factor=1.6,
Truss designed for wind loads
in in the plane of the truss only.
i
1 5 .�(C.ati PRO
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OREGON1a �[U
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SER
JOB NAME : LENNAR 2664-E3C BURLINGTON - EJ5 EXPIRES:12/31/2015
Scale: 0.4675
WARNINGS: GENERAL NOTES,unless equeisenpteb: RRILj,
1. pride,and summon committer should be atlNsed of all General Notes LThus desgnisbased oily upon the parameters shown and is for an individual
Truss: EJ5 and yearnings before construction commences. bums,component Apploebiltly of design parameters and proper
2.2x4 compression web bracing must be installed where shown.. corration co
of mponentu' the responsibility of the building designee O �'
I.Additional onal temporary bracing to insustability during construction 2.Dpo
laterally b
Design assumes the fop and bottom os to he laterally at
DES. BY: LJ 2'Ad.and at 1 Ad.respecilvely unless braced throughout their length by 4'
K Pa responsibility of eredpr.Additional permanent pricing of continuous sheathing such as ptywood sherathirq(I(C)and/or drywall(ec).
DATE: 2/4/2015 the overall structure is the responsibility of the bu6dng designer S.2x Impact bridging or lateral bracing required where shown<< /
4.No load should he applied to any component until offer all bracirg add 4. Installation of truss is the responsibility of Me dephre contractor.
SEQ. : 6176682 fasteners are complete and at no time should any mads greater than 5.Design assume¢trusses are to be used a comearrosiwe environment.
TRANS 1D: 916785 S.aealgn loads be applied to any component. and are for dry mndffins'of use.
CompuTms has no orroul over and assumes no responsibility for the S.Ground arysumes all beefing at an suppods mown Ghlm dge if
or wey, 5398 qua
fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage b provided Q.rA"��V•rS1,ER� .T'
B.This design is fumimed subject to the limitations set form by B.Plates shall be located on both areas oftrvss andlArdedsomeirconter
1111111 VIII VIII VIII VIII VIII VIII IIII IIII TPIM/fcN in ecst copies of wnlm will be fvmishW upon request. e. oi, milmetes¢eoryletsin iucM1es. sSlpfrpy,.SG
Was USA,InelCompui Soltivare 7.6.6(1L)-E 10 Forbesic connector plate design values see ESR-131 t,ESR-1988(NUNRIN
11111
III111111 This design prepared frcn computer input by
PACIFIC LUMEER-8C
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
IT Tel DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC 2x4 DF kl&BTR SPACED 24.0" O.C. 2-3=1-50) 15
TC LATERAL SUPPORT <= 12"OC. USE. LOADING
BC LATERAL SUPPORT <= 12"0C. FON. LL( 25.0)+DLI 7.01 ON TOP CHORD 32.0 PSE BEARING MAX VERT MAX HIRE BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSP 01- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 DF ( 625)
1'- 9.2" -29/ 24V 0/ ON 5.50" 0.04 DF f 625)
LL = 25 PSF Ground Snow (P91 1'- 11.7" -18/ 42V 0/ On 1.50" 0.07 IF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5Pat) uplift at 24 "oo s acin .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEED = 0.003" @ -17- 0.0" Allowed = 0.100"
1-I1-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050"
MAX TC PANEL TL DEFL = -0.001" @ 1'- 29" Allowed = 0.145"
12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9"
6.00 p MAX LORIS. TL DEFL = -0.000" @ 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, ERp.B, MWFRS(Dlr),
load duration factor=1.6,
Truss designed for wind loads
3 in the plane of the truss only.
i
4
k M-3x9
PEED P R OFFS
`r 92 PE
1-00 2-00
PROVIDE FULL BEARING;dts:2,4,3
yL y�OREGON
1a
74, 24 P+
MFRRIU-P
JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ1 EXPIRES:12/31/2015
Scale: 0.6953
WARNINGS: GENERAL NOTES,unlessotheremo holed'. _s4.RRILL B
1.Builder and erembn contredor shoed be ativisetl of all Generel Notes 1.This design is Eased only upon the parameters shown and is for an individual
TruSS: ESJ1 and Warnings Word construction commences. building component.Applicability of design parameters am proper
2.2x4 compression web bracing must be installed where shown.. Incorporation of common"is the responsibility of the building designer. WASA� T�
a.Additional tem 2,Di assumes the top and Whom chords to be dtemly braced at
prmryOrating to insure during construption 2'r.c.and at 19 o.c.retroactively mess forced throughout Ralf length by Q P
DES. BY: LJ uthe='rebility of session Margaret permanent bradng or pe y0 ( ) 0. 0x 16
the overall shoudure is the responsibility of building designer. 1,ImpPopulatioussheang or such as Mere)andlor mywall BC.
DATE: 2/9/2015 pny cr gyr g all eon CIntmamem of to or latemlbreangry of She
whereshown++ /
6.No loadshoedmlethe e an at no component unlit after greater than
L.Design
assumestruses am tonsi use of Ne mspedivewnndfrom
TRANSSEQ. ID: 419 dsmnersdracompplie aoanyompoent. any dadsgremerman s.aesgn aand are m op,common'sosarombe plea ina no ponosi enmonmem.
TRANID: 416785 s.design assumes AS at au arpprms anown.shim orweagen
s.compurms nes no control over ana assrmes no responsibilitymane dry 51398 W
fabrication handling shipmentandthe holmnon of comprearm. 7.Design assumes adequate dunnage h pmvdad. �O �AOjS,.1yg� tWW
a.Tis design is famishes
subject
the
set torn by e.elates shed be treated on both races mfess,..it placed an theb cemar Se
1111111 VIII VIII VIII VIII VIII
11111
)III)III rplMrtcA
m IReslpias of which Mil ltd annalist aeon re4aeslines mmtlawloin cemern
e. indicate spe of plae In inches.
MiTekUSA, nc./CompuTrusSovsam7.6.6(1L-E SS10NA L
G
10.For bask connector plate design values see ESR-1311,ESR-1988(MiEad
11111111111111
IIIAIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SP-l-.iCA=NS TRUSS SPAN 3'- 11.7" LBC 2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00
-1 2x4
T @158TR LOAD DURATION INCREASE - 1.15 1-2=1 O1 50 2-4=i01 0
BC: 2x4 OE p1SBTR SPACED 2,1.0" O.C. 2-3=(-69) 30
'"C LATERAL SUPPORT :2"OC. 'JON. LOADING
BC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BIG AREA
D, ON BOTTOM CHORD - 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSFor- 0.0" -62/ 322V -13/ 3111 5.50" 0.52 IF ( 625)
1'- 9.2" -3/ 60V 0/ OR 5.50" 0.10 OF 621,)
LL = 25 PEE Ground Snow IPg) 31- 11.7" -44/ 94V 0/ OF 1.50" 0.15 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design checked for net(-5 psf) upliet at 24 "oc spacing.
REQUIREMENTS of IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION GMITS: LL-L/240, TL=L/:80
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" e -l'- C.0" Alloyed = C.IOO"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEF:. _ -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL 0.002' @ - 0.1" Alloyed = 0.050"
14Ax BC PANEL TL DBFL -2.002' @ - 0.1" Allowed = 0.067"
MAX BORIS. LL DEF!. _ -0.000" @ 31- 10.9"
MAX HORIZ. TL DEFL. - -0.000" @ 3'- 10.9"
Design Pnf,Frr to mo' 'ndforce- s'st'ng
system and components and cladding trig ,
12 Wind: 140 mph h 15ftTCD( 4 2 APDL=6.0 ASCE 7-10,
6.00 p (Ali Heights), Enclosed C [ 2 Inc B MWFRS(Dir),
load dvrat'ou Eaoto r=l 6
jTruss designed for wind loads
in the plume of the truss onto.
i
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!1-3:-4 EO PROF6.
Q 92 PE r
i
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eAOVIDE pufd, eEARINe. Jq' 14 ZOe }�
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JOB
10.JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ2 Scale: 0.9503 EXPIRES:12/31/2015
WARNINGS GENERAL NOTES unlessonerva reg
1.Bidder and erection contractor should be phased of all chemical Notes 1 This design a based only upon the Hadernampis sho., d far a o J using
gnaw g before cheawcron commences, building component Applicability of design o met am proper ♦9 ypp y„ A
TT11$$: ESJ2 z2x4rompressionwebbeemgmandmarnealmwaim,ilow . otz.Desrg aastsounmoefscnome topand bottom om cosoortlsmumh vbenrn b 'm braced a at
ry during F
DES. BY: LJ 3.Atlhellempomp a to fure lToe alo'oCrs ets or®sathroughout ofthe erector,Additmnall pechummil braGng of ma
demarus sheathing such gnfmmi,GPC) liylE ,
x
DATE' 2/4/2015 the overall structure is the responsibility ofine buildup designer. 3.le Impact bridging or leleral braung repaired shere shown.e /
C No load should be applied to any component until after all Prating and 4. Installation of truss is the responsibility of the rece
sativa contractor.
SEQ. : 6176685 fasteners are compete and at no time should any mads greater than s.George assumes masses are to has used In a non-corachum entrapment
. i ' dry iese
TRANS ID: 916785 design bads te applied t y component, ace rg aare ss me 'erm w t u ,soon n .Gem ar weed,f
comps n tom G d assumes ro nry for to y
tae t n mngshipment d1allatro r components 3 De q meemerge pronand
I .pO 513 98
s.This design ss fichoushed subjectt the harmations,set1 nn by a Plates chall be located on Pon faces oftruss,and paces so mer center I
II I IIII(IIII(IIII IIII(IIII(IIII IIII IIII tPpwrcA n Best.,as r rT u,will ce computed pun request g orgh onerotite. shremann pf oG t centernames. `ssIONAL G
MIT2itUSA Inc lCOmpuTms SokwdR 76.6(1 L)E 10.Far banc conami plate desg ea ESR-1311 ESR 19881MTek)
I
11111
IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 2.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TC: 2.4 DF g6BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 31 1-3=(0) 0
BC: Tel DF AI&BTR SPACED 24.0" D.C.
TC LATERAL SUPPORT - 12"OC. JON. LOADING BEARING MAX VERT MAX LORA BRC REQUIRED BOG AREA
BC LATERAL SUPPORT I- 12"OC, RON. LL( 25.0)fDL( 7.0) ON TOP CHORD 32.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
DL ON BOTTOM CHORD = 10.0 SSE 0'- 0.0" -35/ 141V -14/ 57H 5.50" 0.23 DF ( 625)
TOTAL LOAD = 42.0 PSF 2'- 0.2" -11/ 67V 0/ OF 5.50" 0.11 IF ( 625)
4'- 2J" -48/ 103V 0/ ON 1.50" 0.16 IF ( 625)
LL = 25 PSP Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE BPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aciv
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180
MAX BC PANEL LL DEFL = 0.002" @ 1- 1.3" Allowed 0.051"
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TDP MAX BC PANEL TL DE FL = -0.003" @ 1'- 1.3" Allowed = 0.068"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
2 MAX HORIZ. LL DEFL = -0.000" @ 4'- 1.9"
MAX HORIZ. TO DEPL = -0.000" @ 9'- 1.9"
Design conforms to main windforce-resisting
12 system and components and cladding criteria.
6.00 p
Wind: 140 mph, h=20.2ft, TCDL-4.2,BCD6=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
i
1
M-3x4
p PR��O¢¢FFS
PE
2-03 y OREGON
�q
z-oo-os 1-11-11 Y 14. �
PROVIDE FULL BEARING;Jts:l,3,2 MFRRI L�
JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ2X EXPIRES:12/31/2015
Scale: 0.9112
WARNINGS: GENERAL NOTES,unless o1M1erwisenplM:
1. Builder and erection wd
ntraor should be notorious es of all General Notes This coup.is based only.,an the paaread,shown antl is for an individual 8q,
Truss: ESJ2X and renin,barn,.mnstmdtmn ddmmenms. building compound.Applicahilny.fdeaan parameters and proper V T
2 2x4 compression web Ismang most be installed where shownt mmrpongon ofm nponentis the resprman it of the building designer. O �`
3.Additional temporary ending to Insure
stability Curing mniWmmn 2.Design assumes the cop and bottom choNs to be laterally brecec at Qe 4F' C� tP
DES. BY: LJ 2'oc.andat 10'o,respetlhely unless broad throughout their length by C p
Is the!¢aponslEllily of the¢rector.Aedllionel pemwn¢nl brecing pl parmaromasheatM such a5
DATE: 2/4/2015 meprcrellswa„reia me rezvonsmlby mmc euilame a¢sie.¢r. 3.2x Int tech n vywpba snealmnpRc)aMmrarywen(Bq.
pad homes
therelbmang mquiretl aTereseown n /
C.No bed should m applieleteatlto any compolimesh entshould
until afteload g eat:i than
and d.Design Installationof is the are
be responsibility or themedicamentous
count
sinvilor.
SEQ. : 6176686 design lsareoads eaplcte ananl.ompoahpwa any meas greater man s. and are easamesvasesere ube.aeamanpncprma'ive e.mro.mcm.
tlompuimshas no writer
anycomponentassn. and are mr"dryfull sem,use.
TRANS ID: 416785 scompied.nas.n mmrment an eauemcs no compormnby for me 6.Di assumes mil ceadog at all aapl'aas snow..snim orwetlae it 51399Air
famifatio..handling.shipment and installation of mmponem¢. 7.Design assumes aaegpate drainage commerce. �O 'PA
A
.this design is furnished subject to the Infamous set(.Ali by e.Plaice shall be Iodated on both races of arse,and paced so their center +I�. ralSl'8R �'
111111(IIII VIII(IIII VIII VIII(IIII IIII IIII TPIMRCA in BCSI,copies or w9kM1 Mil be mmisM1ec upon request. linea indicate with joint denier lines, urs G
e. Gens inemma sire of plate In inches. NAL
O'
L)-E 10.F.r beaic mnnedor(Aate tleapnvalues see ESR-1311,ESR-i gBB(MiTek)
11111111111111
IIIA1111111 This design prepared from computer input by P
PACIFIC LOMBER-BC
L''No" SPECTFICATIONS TRUSS SPAN - 11.7 IBC 2012 MAX MEMBER FORCES 41WR/ODF/Cq=1.00
2x4 DF A-&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-4=;D) D
RC: 2x4 DF ii PACED 24.0" D.C. 2-3=1-1921 49
TC LATERAL SUPPORT 12"OC. UON. LOADING
BC LATERAL SUPFLRT 12"OC. WN. LL( 25.01+DLI 7.D) ON '10P CHORD= 32.0 OFF BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA
DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PIE 01- 0.0" -42/ 311V -20/ 99H 5.50" 0.50 DF 1 625)
1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 DF 1 625)
LL = 25 PST Ground Scow (Pg) 5'- 11.7" -67/ 144V 0/ ON 1.50" 0.23 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for npt(.5_psf) uplift at 24 "oa spacing_
12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
6.00 Ln- VERTICA.L DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR WEST LIVE LOAD. TOP MAX LL DEFL = 0.00"' @ -1'- O.C" Allowed - C.110"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1- 0.0" ALowed = 0.133"
MAX BC PANEL LL DEFL - 0.003" @ l'- 0.1" A'-loved - C.C50"
MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" 5iloved = C.C67"
14AX HORIZ. L1. DEFL - -
MAX HORIZ. TL PEEL _ -0.001" @ 51- 10.9"
Design conforms to main
diir
system and components and cladding criteria..
/ Wind: 140
mph, hts), TORI.d, Cat.2, Ev, ASCE 7-10,
(Allodd duration Enclosed, Cat.2, Exp.B, MWFRS(Dir),
j load duration factor=1.f.,
Truss designed for Wintl loads
Q in the pana of the [mss only.
I
i i5
r�
i
SPED PRoli
92 PE r
2-00 PROVIDE. FULL BEARING; 3-11-11
y` OREGON, Az
�O q y 14. 20 PF
MFRRIfi.L
JOB NAME : LENNAR 2664-E3C BURLINGTON - E5J3 EXPIRES:12/31/2015
Scale: 0.1331
WARNINGS GENERAL MOMS otherwisenoted, �,$RRILL
1. Build d prootion contractorh ld be edvided of all General Notes 1.This design based only finger the Bramposems shownand is to,froundondir
Truss: ESJ3 and Virrougs before conduction s. building compt AfReficat ofo g parameters m properV �T
2.2.4 compression wob bracing must o -installed where shown., reprompeope of component is the vo plev ofthbruffir,designer.
9.Additional temporary staged to insure stability during constructionO g de the top and holds t b laterallyb a t
DES. BY: LJ is the responsibility ofthe erector.Additional pemionem bracing of I o or em Ato o.c.respecesely unless brecee throughout their length by
DATE: 2/4/2015 the overell structure is the rubicu dity ofthe buikti des
continuous pactshging or such as pio ng re uirfore where
re show/or erywell(BC).
ng ghee g.2Impact Leather,such is Attra required where shown« /
d.No bed should iapplied to emy component until mi ell bracing and d. Irafilldgon of tmssisthe responsibility of the respective contrddor.
SEQ. : 6176687 fastenern are compete and at no time should any lordr gradear than s.Deagn assumes inside are to be used in a non-conprNe dnwmnment
TRANS ID: 916785 s. opowns
ceoc�tany wr at earenecessary,rmei
cmshas control d ro nlivfrtr a Dgn % oe eat d poSnmorweage
fabrication,handling,shipment d r Mala f components u
51398
Depressed rmoueq t drainages p in zSe.mds".mmrode gm m mhan tnn by a PIt n Dnd bothf n ngadsup their /S
2�
TPlmncA in BCSl,crepes of whrn will ee thmmhed own request e.ogn meat won pl Vlat center'Ines, S rON �G
1111111 VIII(IIII VIII VIII(IIII(IIII IIII IIII Wink USA,InalCompuTrus Soflware 7SS(1L)-E to.Berton connector pate design Vapor see ESR-t 311 ESR108sirek) ; S ALit
11111
IIII This design prepared from computer input by
PACIFIC LUMBER-BC
l_'MBER SP-1IF:1ATIONS TRUSS SPAN 6'- 2.- IBC 2012 MAX MEMBER FOP.CES 4WR./GDF/Cg=:.00
-C 2,4 IF 0_40TR LOAD DOA CION INCREASE - 1.15 1-2=(-i011 41 1-3-101 0
BG: ..'.4 Ji q:50TR SPACED 21 D.C.
If LAPEPAL SUPPORT 12"OC. mN. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED IRS AREA
PC LATERAL SUPPORT 12"OC. PON. L1.( 25.01+DLI 7.0) ON TOP CHORD - 32.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -34/ 139V -22/ 81H 5.50" 0.22 DF ( 625)
TOTAL LOAD = 42.0 PSF 2- 0.2" -49/ 148V 0/ 011 5.5D" 0.24 IF 1 625)
6- 2.5" -71/ 151V 0/ OH 1.50" D.24 DF ( 6251
LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL GOND. 2: Design checked for Hei(-5 pAt) uplift at 24 "oc spaoinci
12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180
MAX BC PANEL LL PEEL = 0.005" @ 1.3" Allowed = 0.051"
6.00 rJ BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -O.COB" @ 1'- 1.3" Allowed = 0.068"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEE = -0.001" @ 6'- 1.9"
MAX HDRIZ. It DEEP = -O.00:" P 6'- 1.9"
( Desi'd conforms to mA,H windEo meiresisting
system and components and cladding criteria
Wind; 140
mph, h=s), ft,Enclosed,
ot.2,L=6.0, ASCE 1-10,
(Allload duration actor-ed, Ca L 2, Esp.B, MWFRS Diei,
Trus duration factor-1.6,
Truss designed o for wind load_
in the plane of the truss only.
/ rn
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3
QtEp PRO
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X0
2-03 �� 92 PE V-
2-00-08
z-oo-ae 3-11-11
PROVIDE PULL FEARING;dts:1,3 2
9L OREGON,t. �(ci
14, 20 P}
JOB NAME : LENNAR 2664-E3C BURLINGTON - ESJ3X EXPIRES:12/31/2015
Scale: 0.6239
I� WARNINGS: GENERAL NOTEa, unless olhetwou noted.
1,Runaround conuactorsheuld be advised ofall General Notes 1.This decision based only cover the swernaters shown and'A lar AnlndiWuel "(�[�'�
Truss: ESJ3X and Waminaebemreconsmenm5.
tructionPrmhulking component.Applicability la
abilityofdesignPAremersandproper J� FW
3.2H compression web hmdng must be Installed where shown+. Incorporetlon of compared b Me responsibility of the boom,desgner. O �'
].Aeenirsaltemporery hrecing to insure stability during construction 0.Desg assumes the top and honour charas to be stared,braced at Qe 4Q' C), '!.
DES. BY: LJ is the responsibility of the erector.Additional oemadvnl bracing of 3'o.c.And At 10 0A,resceofilery unless hreudlhmughom heir tangier by RQ' 0� r-
DATE: 2/4/2015 Ne overall structure is the ne INlln 1the build deS continuous sheathing such as pywood sheathing(TC)and/or drywall(BC).
pons ya rq gnec 3.2e Impact bridging or lateral had,regulred where shown++ /
4.No bed should he Applied to any mnishenl unlit near ell bracing and4. Inslellelbn of Wee is the resynsibiny of the respettive contractor.
SEQ. : 6176688 fasteners are comgHe and at no lime should any loads toaster than s.Despn assumes wsses are to he usm'm A noo-eo me ive enwmnmenl,
aesgn bags be¢ogled to ad,component ned fairy candi of use
TRANS ID: 416785 s.comp Tors has noconnolover and Assumes no hashansubiddy for the s thesign archumes full hearing at all succods shown sNm or weeper
Assumes fad a handling,
dli-g,shlPme t e-installation 1 components,
, 5f1$379'E84� QY
aPg anctceese 0 CeThis design H mhod a ba I they naso t forth by lea MAA be Real laam faces denand tabid so their comer '
'
II II IIIIIIIII�I(IIII(IIII(IIIIIIIIIIII
TIPLIADCAM oC51.mPie ofwhTl:MAhehoner.uponreTuesl B notes refordare DgM1sNdiiaalesine�hpfprt Minches
MiTek USA, S'rfONALL�G
nc.1Com:puTrus SoUrre 1.6.6(1 L)-E - 10,For base connector Mete design values see ESR-1311 ESR1088HATek)
11111 111111111 This design prepared from computer input by f
PACIFIC LUMPER-BC
JJMBER SPSC:T^-A7:QNS TRUSS SPAN 6'- 6.0" INC 2012 MAX MFlMRER FORCES 4WR/WF/Cq=1.00
2,4 IF 9IBBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 54 2-4=101 0
BC 2z4 IF 41 SIR SPACED 24.0" O.C. 2-3-(-Bd 37
TC LATERAL SUPPORT <= 12"OC. COL. LOADING
BC LATERAL SUPPORT 12"OC, USE. LLI 25.0)IDL( S.0) ON TOP CHORD- 32.0 PSE BEARING MAX VERT MAX HORZ BRC REQUIRED BIG AREA
DL ON BOTTOM CHORD = 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSI 0- 0.0" -BO/ 496V 0/ 3iH 5.50" 0.19 IF 625)
6'- 3.2" 0/ 90V 0/ OH 5.50" 0.13 IF 625)
LL = 25 POP Ground Snow (Pg) 61- 6.0" -73/ 176V 0/ 011 1.50" 0.28 IF 1625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2_Design Chef ked Eor net(-5 last) uplift at 24 "oc swcinq.l
REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. -
VERTICA.L DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MIX LL DEEP = 0.013" @ -1'- 6.C" Allowed = 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -O.Ca' @ -1'- 6.C" A1:owed = 0.2,0"
MAX TC PANEL LL DEFL - O.D85" e 3'- 8.1" Aliowed =
MAX TC PANEL TL DEF' = -C.':46" @ - 8.2" Allowed = 0.592"
9.00 o MAX HOPSZ, LL DEP1. _ -0.000" @ 6'- r
I4AX P.ORIZ. TL DE FI. _ -0.000" @ 6'- 5..
Design conforms to main Windfirce-tedistinq
3 system and components and cladding criteria.
Wind: 190 mph, h=15ft, TCD-=4.1,RCDL=6.0, ASCE '-I0,
(All Heights), Enclosed, Cot.2, Exp.6, MWFRS(D,11,
Load duration Captor6,
Truss dos;gneEor wtntl loads
rn the plane DE the crus only.
m
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m
o _ _
2
o M-3s4
SPED PROFFS
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9L LJ OREGON,b
iO qY 7 4. 20 P}
MFRRIll9
JOB NAME : LENNAR 2664-E3C BURLINGTON - F2 Scale: 0.6912 EXPIRES:12/31/2015
WARNINGS GENERAL NOTES, Ib Died. _rP.RRILj,Bq
dna Warnings before nsrun ucenose
1.Builder a f contractor sond be advised of an General N r t This a ag based only uponthev
Truss: Ez s, gn(tTcjBeya'pI ep
a B DrN. OfWAS
2,2wr compression web omen,most be Installed where snnworl I iptsone
DES. BY: LJ 3.Adm cnel temporary assuming to stability during constructionpo the n° rn m rs Ine Hlrl.T`Oame resvonsof the erector,Additional permaed bracing of 2 oc and at 10'oGrespectivelyodronnonmnous sheathing such as plwoaround
nnerore eu(ecj Ar y
DATE: 2/4/2015 the owning structure is the responsibility of baying designer. 3 2:Impact bridging or Sent bredng assumed W,ara snows.. /
a.No load should be applied m any componem until after almracing and 4. Installation of fires is the do,masibiNy Zone rescecown cvmredor.
SEQ. : 6176689 fasteners are completeand at no time o ld anyl a greater than s Design Summers trusions amt be moved.mr-cammays, ed,
TRANS ID: 41 6785 s.designd appromt y wonforent, c°are dry
Co p r has aresponsibility m 6Dsg a mies -a at n supports shown,sn wedge if
ab handling, hp t m installation I ronry r,
51398
yD w aQ4r
Adequate clusters,66 provided O 'QNG�51yR� fV
s,Thus design is posted surface to the handartmes set icon by e.Rates small for becaree on path names ofandia age pacts se them ceder SC '
VIII VIII VIIIIIII VIII VIII VIII IIII IIII TPIhVECA'n BCSL mP Iwhlcn WI be francillaral uWnrMuer lines cinom with Pnt center I'
e. For instar tiger 'seems
Ki �ONALL�
USA,Inc./CompuTrus Sotlware 7.6.6(1 L)-E 1p.For besi a
neor pale desN n
les see ESR-1J ,E5R-t 889(Mrte
1p
VIII I I II III This design prepared from computer inovt by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WB/GDF/Cq=1.00
IT 2x4 EF X16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 54 2-4=(0) 0
BC: 2.4 IF ®_&BTR SPACED 24.0" O.C. 2-3-(-46) 35
TC LATERAL SUPPORT <- 12"OC. PON. LOADING
BC LATERAL SUPPORT r 121TOC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 DEC BEARING MAX VERT MAX HORZ BIG REQUIRED PRO AREA
DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 1B.0" 0.0" TOTAL LOAD= 42.0 PER 01- 0.0" -72/ 409V 0/ 45H 5.50" 0.65 DF 625)
2'- 10.9 -93/ 96V 0/ OR 1.50" 0.15 DF 625)
«° Per hanger moors. - See approved plans LL - 25 PSI' Ground Snow (Pg) 6'- 6.0" 0/ 55V 0/ OH 5.50" 0.09 DF 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C.OND. 2: Design checked for net(-5 sf) Uplift at 24 rice s acin .
REQUIREMENTS OF IBC 2012 AND ISO 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- EAT' Allowed = 0.150"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.015" @ -1'- 6.0" Allowed = 0.200"
MAX LL DEFL = 0.000" @ O'- O.0" Allowed = 0.153"
MAX TC PANEL LL DEFL - 0.006" @ 1'- 3.3" Allowed = 0.147'
2-11-11 MAX TC PANEL TL DEFL = -0.015 @ L'- 8.2" Allowed = 0.220"
MAX BC PANEL TL DEFL -0.049" @ 3'- 7.0" Allowed = 0.352"
RUIZ HORIZ. LL DEFL = -0.000 @ 2'- 10.9"
12 MAX HORZ. TL DEFL = -0.000" @ 2'- 10.9"
4.00 0
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 3-10,
(All Heights), Enclosed, Ca L2, Ezp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
3 in the plane of the truss only.
i
0
0 1 2 71
«. q
M-3x4
��PEp PROFFS
92 PE f-
1-06 IPROVIDE FULL BEARING;Jts:2,3,4 6-06
yG �OREGON�s
�O y 14. 213 PE
MER
R10-
JOB
I0-JOB NAME : LENNAR 2664-E3C BURLINGTON - FJ1 EXPIRES:12/31/2015
Scale: 0.6497
WANNINGe: GENERAL NOIEa,unless otM1erynse noleG: _rP.RAIIa" 8
L Sunder and erection renumber should be advised of an General Notes L This design is based only upon the parameters shown and is for an individual J� Q W a
Truss: FJl and wamings before construction commands, building component.Applicability of dough parameters and proper V '•t'
2.2x4 pempresslon web bmtlng must Remodelled where shown+. incorporation of component is theresponsidNy or the building designer. O
a.Additional dem brach to Insure stabil duan trimi 2.Design assumes the top p and nonan choirs to be laterally bopped at Pgq4t' C R'
DES. BY: PC is the res be�arynhe erenor.Additional g permanent r 2'me.and at m'or.r respectively unless braped famughouuheir length by
defamation,o permanen g o continuous sheathing such as plywoodsheatMn(IG)and/or drywahli
DATE: 2/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral recing rencurea where shown++ /
p a. No load shoulapplied to any proponent until after an bracing and 4.Installation of toss is the responsibility of the respective eve contractor.
SEQ. 617669 d be fasteners are complete and at no time should any roads greater than s.Design assumes tosses are to be uses in a mon-commove tournament.
TRANS ID' 916785 design loads be epoutd to any component. and are for mry condition•of use.
5.comperraa nam tip comma over dna aaaamea tip raaponarotiiry rot me a.DoresssaNapmea full beaang at all spppons shown,Shim or wedged 51398 4
fabrication,handling,shipment and installation of components. 7,Design assumes repair drainageis provided. �Q 'PE'
S.This aesgn is famished subject to the limitations set forth by e. Mates shall be located on both faces of dross,and pared so their renter Ci/5TE4
111111 VIII VIII VIII VIII VIII VIII IIII IIII P W eA In meal peplea pr Inh n be famish d upon request lines oincul size
joint attiter lice ss G
e Forbasic carouser Pate d smnvam. lONAL�
MiTek USA,Inc.ICompuTrus Software 7.6.6(1 y-E to.For conneaor pate design values see ESR-1 311 ESR-t mea(mirep
VIII I I�I(III This design prepared from computer input by♦
PACIFIC LUMBER-EC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF q1&ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0
BC: 2x4 DF q1&RTR SPACED 24.0" O.C. 2-3-(-7) 34
TC LATERAL SUPPORT 1= 12"OC. PON. LOADING
BC LATERAL SUPPORT <= 12'1 MON. LL( 25.0)rDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BAG 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 01- 0.0" -77/ 4B2V 0/ 72H 5.50" 0.99 IF ( 625)
5'- 10.9" -65/ 163V 0/ ON 1.50" 0.26 DF 1625(
For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 6.0" O/ 75V 0/ 011 5.50" 0.12 IF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CONED. 2: Design checked for net(-5 sf) uplift at 24 1 s dein
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: 11=1/240, TL-L/180
BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.015" @ -1'- 6.0" Allowed 0.200"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003"
5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005"
MAX TC PANEL LL DEFL = 0.056" @ 3'- 4.7" Allowed 0.358"
MAX TC PANEL TL DEFL -0.105" @ 31- 2.2" Allowed = 0.536"
12
4.00 o MAX HORIZ. LL DEFL = -0.000" @ 5- 10.9"
MAX HERIZ. TL DEFL = -0.000" @ 51- 10.9"
Design conforms to main windforcP-resisting
3 system and components and cladding criteria.
Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-1D,
(All Heights), Enclosed, Cat 2, Exp.B, MWFBS(Dirl,
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
i
cu
1
M-3x4
ED PR�OFFS/
s02y
92 PE r
L L
1-06 IPPOVIDE FULL BEARING;Jts:2,3,4 6-06
OREGON,b
�O 9y 14, 20 }
1i
ILS-0P
JOB NAME : LENNAR 2664-E3C BURLINGTON - FJ2 EXPIRES:12/31/2015
Scale: 0.6242
WARNINGS: GENERAL-NOTES, unless otherwise noted: aGRRTLI 8
1. gainer and erection comumar should be advised of all General Notes 1.This design is based only upon the parameters shown and 6 for an lndlveleai
Truss: FJ2 and Warnings before wnatraaion commences. bidding component.Applicability of desgn parameters and proper .
2.2A compression web bracing must be installed where shown.. corporation of component e;the responaiNNy ohne banter,designer. A
a.Additional temporary bracing to insure stability during construction 2.Desgn assumes the top and bottom mods to he Hardy braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent arming or 2'o c.and at 10'o.c.respectively unless braced throughout their length by Ox
continuous sheathing such as plywnna sherathv,q(TIC)and/or dr weIRIBC).
DATE: 2/4/2015 the overellsWmureis the respdnaibilmy of tM1e building designer. 3.2x Impact imaging or lateral bracing required where shown<< /
4.No load should ce applied 1n any component until after all bracing and s. Installation of
s is the responsibility
olity of a respmols eeu omr, .
SEQ. : 6176691 fastened are complete and at no time should any loads greater than
design loads be applied to any component, and ere far'dry condition'of use.
TRANS ID: 41 678 5 s.com Tis has no control over,and assumes no reg S. Design assnmesFit bearing at ao suppoma shown Shim or wedge if
pu tractors,for the necessary.
rabdcaron,nanaline,angmem and mstal6ften of cemponems. 7.area,maamaa aidegaale drainage 6 prawns, "FO 51398� @
s.This designs mmimea sthrot d the Handsome,set form by 8.Plates shall Ce beatN on horn faces of truss,and gaud so their center IOjs GI$'l'B4
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiI TekUSAmecsfcopul-rsSofwill bs minister upon request. Dgisindicate n of plcentertnches sr�ONALL O"`
MIT¢k USA, rIL.IOOTpu7ru5$Of(WBf2 T.66(1L}E 190.
0For basic comeaer plate desi,values see ESR-1311,ESR-1988(MITek)
VIII IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #!rTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC: 2.4 DF #14AIR SPACED 24.0" O.C. 2-3=(-69) 31
TC LATERAL SUPPORT <= 12"OC. NOW. LOADING
BC LATERAL SUPPORT <= 12"OC. FON. LL( 25.0)+DLI 7.01 ON TOP CHORD = 32.0 PSI BEARING MAX VERT MAX HORZ PRO REQUIRED BEG AREA
DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIESI
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE 01- 0.0" -7B/ 318V -4/ 34H 5.50" 0.51 IF ( 6251
1'- 2.9" -54/ 20V 0/ OF 1.50" 0.03 DF ( 625)
LL = 25 ?SF Ground Snow (Poll 2'- 0.0" -26/ 24V 0/ OF 5.50" 0.04 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO 'THE SPATIAL COND. 2: Design checked for net(-5 at) uplift at 24 "oc s acro .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0
1-03-10 BOTTOM CHORD CSECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CH03D LIVE LOADS ACT NON-CONCURRENTLY. NAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed 0.012"
MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050"
12 MAX Be PANEL TL DEFL -0.001" @ 1'- 0.1" Allowed = 0.067"
6.00 E�' MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed - 0.067'
MAX HORIZ. LL DEFL = -0.000" @ - 2.9"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9"
Design conforms to main windfl,IP-des istiog
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=9.2,BCBL=6.0, ASCE 7-10,
(All Heights), Enclosed, Ca L2, E,i MWFRS(Dir),
load duration factor-1.6,
3 Truss designed for wind loads
in the plane of the truss only.
nu
uu
M-3x9
DiP�R�OFFS
S/�2v
1-00 2-00 92 PE r
PROVIDE FULL BEARING;Jts:2,3,4
OREGON
,�
�O �y 14, 20
MFRRIU-0P
JOB NAME : LENNAR 2664-E3C BURLINGTON - FSJ1 EXPIRES:12/31/2015
Scale: 0.9338
WARNINGS: GENERAL NOTES, unleaddhawasenored _e4.$$1(�e
r.Burner and eremmn commenter should be advlsea of all General More& 1.This design is based only upon me veGmemrs shown and k mer za marvNnxl J�l�w�XILRSp,.
Truss: FSJ1 and Waxings before construction commences. building dampening.Applicability ofdesan parameters and proper eN
2.aM compression w¢b bracing must mstallea whore shown.. corpormion of compo ing k the responsibility of building eeslgnec O T
S.Additional tempore bracing to insure stability aurin trusion 2.Desan assumes the top and began chords m be laterally handed at P ,(Q' C F
n e Ify eco ns ro.c.end mfg o.c.res diw nss braree Nmu nom mev)euro Q p T
DES. BY: LJ is the responsmuny or the erecmr.aaanianel permenem bracing of ce ryun g g M p, px
DATE: 2/4/2015 ao sinuous rogingn or as vrywoor organic,"er es own+erywall(Bc).
the Bverhand beaislM1d to any componrihebui open designer,iracin 4.2xlmpeiof then,
n or lateral Metlngity of me respective
/
d.Nomas amcbeleteatltoany component untiliload11 bracing entl 1.Dee"lastailelissofes mews roto bit media
eyof theranerisms mmainerr.
SEQ. : 6176693 famenersare comgme an any omposhomd any lo�esgremat man s.andar aswmasgeesaaamembe ese ins noo-oonoaive envinnmem,
admen loads be applies to anycomponentand assume a are rur'dry tug v of use.
TRANS ID: 916785 s.Harvver,was no mmmlovaranansti no responsibility for the B.cendear,prrKs mgbeadng at.0 supports shown.shim or wedge if 0a
tacticalnn,handling shlpmem dna msrallmionor components. Design +/+ 5I398
r.Plates assumes eated on otainaga'rsarms,provided, O A
d.This desann OST, ep ssbof wrorhe I'mSefionssed Poithpo re 9.Platesshagbemdatee onbonraces mtmu,and placed so neo-Amer G131ER
(IIII VIII VIII(IIII VIII VIII(IIII IIII IIII TPIhVIFa in BCst copies of wfiich will be Nmishetl upon request goesdawgb loin centerlines.
e.Fags indicate ewe or ate m inches lONALL
MiTek USA,Ino.ICompuTrus Software TO Ell Lj-E 10.For bask connector plate d design values see ESR-1311,esR-t dee(Mlrep
LII III IIII This design prepared from computer input by r
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 '
TC: 2x4 DF q1&ETR LOAD DURATION INCREASE = 1.15 1-2=(-32) 17 1-3=(0) D
SC: 2x9 DF pI&BTR SPACED 24.0" O.C.
WEBS: 2x9 DF STAND
LOADING BEARING MAX VERT MAX FORD ERG REQUIRED ERG AREA
TO LATERAL SUPPORT <= 12"DC. DON. LL( 25.0)+DL( 2.0) ON TOP CHORD = 32.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BC LATERAL SUPPORT I- 12"DC. DON. 12 DL ON BOTTOM CHORD - 10.0 FBF 0'- 0.0" -17/ 91V -6/ 26H 550" 0.15 OF ( 625)
6.00 D TOTAL LOAD = 42.0 PSP 1'- 3.2" -1/ 27V 0/ ON 5.50" 0.04 DF 625)
2'- 1.6" -27/ 4BV 0/ ON 1.50" 0.08 DF 625)
LL = 25 PER Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 of) uplift at 24 "oc s acro .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
MAX BC PANEL LL DEFL = 0.000" @ 0'- 9.6" Allowed = 0.029"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.0" Allowed = 0.039"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.9"
MAX BORIS. TL DEFL = -0.000" @ 2'- 0.9"
Design conforms to main windforee-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE '-10,
2 (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.
M-3x5
o�
of
3
PED PRor
/ 9` OREGON1� Q
91" 14, 20 P+
PROVIDE FULL BEARING;Its: MFRRIO-�
JOB NAME : LENNAR 2664-E3C BURLINGTON - FSJ2 EXPIRES:12/31/2015
Scale: 0.9858
WARNINGS: GENERAL NOTES,uu105 otnermse noted _sp.RRILL 8a
1.Builder and erection whereas should be advised of all General Notes 1.This design is based only upon the parameter shown and n toren individual
Truss: FSJ2 and Warnings before Panamanian commences. bullding component Applicability ofdesgn parameters and proper
2.2x4 compression wide bradtg most be installed where shown,. incorporation of component is the responsibility of ruining designer. J OF WA T
3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and carom chorda to be nterally faced at QP
DES. BY: LJ Is the responsibility lir me eredor.AmnnnaI permanent bracing of 2 o.c.and at
1o'me,respectively unless braced throughout their length by �P 0
co tinuous sheathing such as plwtM ryrve
sheathiri and/or dA(BC).
DATE: 2/4/2015 the overall structure is the responsibility of building disunion 3.Tx Impact bndglog or III daing required where anown„ /
C No load should be applied to any mmponem n
until after all bracing and a.Installation of m
ss is e responsibility of[he respective consider.
SEQ. : 6176694 fasteners are domp'ate and at no time should any loads greater than 5.Design assumes vases are to be used In a non-cenvinve dnwtranneent
design mads be applied to any cgmpgrem. mare for0ion�m
y cord .d.
TRANS ID: 916785 5.Compui has no control over and assumes no responsibility for the S'Design assumes fun bearing at all supports shown.Shim or wedge if a
fabrication,handling,smpmdm and installation of comprnems. v.Design assumed adequate drainage is promddb. eAo ,PA 51398
S.This design is famished subject to the mrations set fhb by 8.Plates diad be located on both faros of truss,and placed so their center
IIII VIII(IIII VIII(IIII VIII(IIII II'I IIII TPIANCA N BCSl,copies of which will be burnished upon request continue
lf plate Iniches, NA
center
nSStO
0.Dig itsindicate size oL✓'G
MiTek USA,Iburnishednc/CompuTrus Software 7.6.6(1 L)-E 10.For basic carpenter pate design values see ESR-t 311,1988 RADeq
11111
1II1 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIF-CATIONS 21-00-00 GIRDER SUPPORTING 19-09-00 FROM 6-00-00 TO 21-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TC: 2x4 OF q.bBTR LOAD DURATIDN INCREASE = 1.15 INon-Rep) 1- 2=( 0) 50 2- 8=(-1664) 8114 8- 3=( -526) 2594
BC: 2.6 DF SS 2- 3=(-9104) 1922 8- 9=(-1646) 8030 3- 9=I-29881 692
WEBS: 2x4 DF S^.AND; LOADING 3- 4=(-6036) 1308 9-10=(-1492) 7512 9- 4=1-10081 4910
2.6 DF q2 A LL = 25 PST Ground Snow IPg) 4- 5=(-6026) 1306 10- S=(-1504) 7518 9- 5=1-24021 498
TO ONIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0- 0.0" TO 21- 0.0" V 5- 6=(-8506) 1744 5-10-( -364) 2042
TC LATERAL SUPPORT <= 12"OC. COL. BE UNIF LL( 0.0)+DL( 2].0)- 20.0 PLF 01- 0.0" TO 6'- 0.0" V 6- 7=( 0) 50
BC LATERAL SUPPORT r- 12"OC. RON, BC UNIF LL( 221.9)+DL( 17),91= 3928 PLF 6'- 0.0" TO 21- O.D" V
OVERHANGS: 13.1" 13.1" ADDL: BC CONC LL+DL= 1915.0 LBS @ 51- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TD THE SPATIAL 0'- 0.0" -911/ 4403V -90/ 90H 5.50" 7.04 DF ( 625)
V w v Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MEP. 211- 0.0" -1077/ 5116V 0/ OH 5.50" 8.19 IF ( 625)
nails staggered at:
9" on in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPCOND. 2: Deslgp checked for net(-5 par) uplift at 24 "oc spacing.
9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
9" an in 1 rows) throughout 2x.4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO
9" oC in 2 row(s) throughout 2Y.6 webs. MAX LL DEFL = 0.001" @ -1'- 1.1" Allowed - 0.109"
MAX TL CREEP DEP, = -0.001" @ -11- 1.1" Allowed = 0.145"
MAX LL DEFL = -0.088" @ 10'- 5.9" Allowed = 1.004"
MAX TO CREEP DEFL -0.293" @ 10'- 5.9" Allowed = 1.339"
MAX LL DEFL 0.001" @ 22'- 1.1" Allowed = 0.109"
MAX TO CREEP DEFL = -0.001" @ 22- 1.1" Allowed - 0.145"
MAX HORIZ. LL DEFL = 0.027" @ 20'- 6.5"
10-06 10-06 MAPS HORIZ. TL DEFL = 0.060" @ 207- 6.5"
'( Design conforms to main windforce-resisting
5-10-07 4-07-09 4-07-09 5-10-07 system and components and cladding criteria.
12 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCCL=6.0, ASCE 7-10,
5.50 Lan M-5x6 Q 5.50 (AL1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind loads
4 in the plane of the truss only.
3.3"
M-3x6 M-3x6
3 5
A
M-5x10 M-5x10 E0 P�R�OfFss
o Bi -1io
N M-3x8 0.25" a M-3x6 0 ¢' 92 PE
M-7 s10(S)
5-08-11 Y 4-09-05 4-09-05 5-08-11 y` OREGON,a �4t
1-01-01 21-0o 1-01-01 �O qy 74, 20 P+
�FRRI<LV
JOB NAME : LENNAR 2664-E3C BURLINGTON - G-GIRD EXPIRES:12/31/2015
Scale: 0,2913
WARNINGS: GENERAL NOTES, unlese°Nervneermad.
1.Builder and abortion mentrador should be advised of all Gene:el Notes 1.This deign is based only upon the parameters shown and is for an ind'wldual "q tlx" q,
Truss: G-GIRD and Warnings before construction commitments. building Pedimental.Applicabimy°feesgn parameters and perform WAS
4 F Y
2.2xs compression web bracing must hmb
e Installed where shown+, maomne
tlon on compon IsIn.resp°nslbilny ohne Welding designer. O . A
3.Methanol bracingto insure stability aurin wdioo 2.0 ass°roes the topand!bottom chords to be firmly lamed!at T 0 Q t6
DES. BY: LJ p0m� y gCO"e 2'o.d.and at 1moe, peembody unless emcee throughout their length by Q �'
Is the responsibility of the wean.Addition°I permanent Loading of continuous sheathing such as plywood sheadmag d)and/or drywell(Brat 0
DATE: 2/4/2015 the overall swrture is the respe"eibil'ey of the budmag designer. 3.2x Import Imaging or lateral bracing required where Shown++ '
4. No load snaud he.,,Had to any Pamponea mail after au bracing bad 4.Installation of truss is the responsibility of resadctiyre contractor.
SEQ. : 6176695 fasteners ere complete and at no time should any loads greeter than s.Design aesumdsw.as ere to be udaim a aw.comosiwe enaeonmea,
design loads he applied to any component. and ere for"dry foramen'of use.
TRANS ID: 416785 s.Resign resumes me bearing at all erasers shown.shim or wedges
s,eomfourms has no mnirol over ana assumes no responsibility for
fabrication,handling,shipment and installation of comfoonees. T.Design aryoum:esedequate drainage'a pmvded. �p yPgCj ALN hrw
6.This design f famished subject to the limitations set form by 8.Plates small be brined on both hares of truss,and placed so their center 'SC
111111 VIII VIII(IIII VIII VIII VIII IIII IIII TPW U Ain Bell,copies of which will be Punished upon request oigbs nlniceie a.of"w"e b'�eq. SSroNALti�o
MIT¢kU$A, I1L/C,OmpuTtVS$O(lW¢R 76.6(1 L)-E 10
.For basila coayselm plate deeign values see ESR-1311,ESR-i 958(Wired)
VIII I�I II IIII This design prepared from computer input by r
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 21-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2.4 OF L&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 51 2-12=(-995) 3355 3-12=(-146) 233
NO: 2x6 OF SS 2- 3=(-3861) 949 12-13-(-891) 3526 12- 4=( -7) 653
WEBS: 2x4 OF STAND LOADING 3- 4=(-3682) 945 13-10=)-795) 3355 12- 6-(-382) 245
LL - 25 PSE Ground Snow TO) 4- 5=( 0) 0 6-13=(-3B2) 245
TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL) 14.0)= 64.0 ELF 0'- 0.0" TO 8'- 8.7" V 4- 6=(-3320) 886 8-13-( -7) 653
BC LATERAL SUPPORT <= 12'OC. USE. TC UNIF LL) 125.0)+DL) 35.0)- 160.0 PLP 8'- BJ" TO 12- 3.3" V 6- 8=(-3320) 3B6 13- 9=(-147) 233
TC UNIF LL) 50.0)+DL( 14.0)- 64.0 ELF 12'- 3.3" TO 21'- 0.0" V 7- B=( 0) 0
__________________________ BC UNIF LL) 0.0)+DL) 50.0)- 50.0 PLF 0'- 0.0" TO 21'- 0.0" V 8- 9=(-3682) 945
NOTE: 2x4 BRACING AT 24"OC DON. FOR 9-10=(-3802) 949
ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONT LL( 509.2+DL) 142.6)= 651.B LBS @ 8'- BJ" 10-11=( 0) 51
-
11111111111111
This design prepared Grin computer input by
PACIFIC LUMBER-BC
LUMBER SPECIF-CATIONS TRESS SPAN 0- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC2x4 DF 9BTR LOAD DURATION INCREASE = 1.15 1-2=(% 50 2-4=(01 0
BC: 2.4 DF 8:&BTR SPACED 24.0" O.C. 2-3=(0) 65
TO LATERAL SUPPORT o- 12"OC. UON. LOADING
BC LATERAL SUPPORT c= 12"OC. GOO, LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PER BEARING MAX VERT MAX HORZ BIG 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 ESE 0'- 0.0" -69/ 280V -6/ 41H 5.50" 0.45 DF 625)
1'- 8.9" -118/ 138V 0/ ON 1.50" 0.22 DF 625)
LL = 25 PSF Ground Snow (Pat 0'- 0.0" 0/ 63V 0/ ON 5.50" 0.10 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acid .
REQUIREMENTS OF IBC 2012 AND IRr 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
BOTTOM CHORD CFECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed 0.100"
AND BOTTOM CHOFD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.002" @ 0'- 11.3" Allowed 0.084"
MAX TO PANEL TL EEFL = -0.006" @ 1'- 0.6" Allowed 0.126"
MAE BE PANEL LL DEFL 0.010" @ 3'- 6.6" Allowed = 0.350"
1-09-11 MAX BC PANEL TL DEFL =-0.099" @ 4'- 8.2" Allowed = 0.467"
MAX HORIZ. LL DEFL = -0.000" @ 1- 8.9"
12 MAX HORIZ. TL DEFL 0.000" @ 1'- 8.9"
6.00 D
Designconforms main wi claddingresisting
system
and components
nts and cladding criteria.
Wind: 140 mph, h-15ft, TCDL=4.2,BC[L-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
3 in the plane of the truss only.
i
o 4
M-3x4
0 PR�O¢FFS
Q 92 PE r
1-00 PFDVIDE FULL BEARING;Jts:2,3,4 B-00
'9L OREGON
�O 9y 14, 2(3,a p
M
ERRI0-
JOB NAME : LENNAR 2664-E3C BURLINGTON - GJl EXPIRES:12/31/2015
Scale: 0.6510
WARNINGS: GENERAL NOTES,unless oNessi a noted:
1.Rdidammd ereeion Prom ushoug be advised W AGaneal Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: GJI and Warnings before wnsboagr Pamnderad. mention Performed.Applicability of design parameters and pmpar
2.2x4 compression web bad,must be re
installed where shown. drompption of component is the responsibility of the bmmmg designer. T e04 WAS T�
2.Design assumes the top arm bosom chums to be leteralN braced at q C
DES. BY: LJ S �is tne��espons,rel otliy ohne emnor Aaaiao eto insure liry during conde
nsation 2•o.a.and at tGoe.hatimeiwy unless bared throughout lengm W O �C ,Cx
Permanent go Proprius sheathing sum as pyrvaod sheethirq(TCI endlordryweg C).
DATE: 2/4/2015 the maatistmaure is the responsibilityanhe brcing designer, 3.2m import bridging or Ideal aaang squired where shown++ /
4.No load shouse be applied to any component until adder all bracing and 4.Installation of them is the asPonsibil'dy of respoo,dw cannot
SEQ. : 6176697 fasteners are complete and at no time shoule any loads greater than S.Dersgn assumes musses are to m used in a imm.(nosiae environment,
design loads be applied to any momponent, a are Idem,emoaftme at rem.
T RAN S I D: 416 7 B 5 5.CompuT,us has no Partial over and assumes no responsmigty for the 6.Design assures AS hearing at all suppose shown.Shim or wedge if da 51396 Q'4
febarriion,handling,shipment and installation of components. y,Design assumes adequate drainage is provided Q ��' s4(r
6.This design's immortal subject to the limitations set Who by e.Plates shat be lobated on both fares of tress.and placed so their centerTPIAVDr+l$1'8R SC
IIII�IIIIIIIIIIIIIIIII)IIIIIIIIIIIIIIIIIIN iTekUAinBCSlcmpuluesof Swivarre7il be i.6(1L)onrepuest. Disksmnlmate e)of plate in`inares. SSIONAL�G
MiTek USA,Inc./CompuTrus Software/6.6(1 L)-E 1o.For basic aonwit.,plate design values see ESR-1311,ESR-1988 HNh1md
III III") This design prepared from computer input by r
PACIFIC LUMBER-BC
I:MBE3 clECie_^ATIDNS TRUSS SPAN P'- 0.0" IBC 2J'.2 MAX MEMBER FORCES 4W?/GDF/Ca-1.n0
[G :: DE d16RTR LOAD DURATION INCREASE 1.15 i-2=[ it 50 2-4=)D; 0
BC: 2x4 �E f-&B-P SPACED 24.0" D.C. 2-3=)-53) 59
"C LATERAL SUPPORT 12"DC. 'JON. LOADING
BC LATERAL SUPPORT ._ :2"CC. 'JON. LL( 25.0)+DL( 1.0) ON TDP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ SPG REQUIRED BRG' AREA
DL ON BOTTOM CHORD - 10.0 PSF LOCA'T'IONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: i2.0" 0.0" TOTAL LOAD= 42.0 PC 0'- 0.0" -35/ 346V -12/ 66H 5.50" 0.55 IF 625)
3'- 6.9" -138/ 132V 0/ ON 1.50" 0.21 DP ) 6251
Ll. = 25 PSIGround Snow )Pg) 8'- 0.0" 0/ 69V 0/ ON 5.50" 0.11 DE 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCON D. 2: Desion checked for net(-5 psf) uplift at 24 "or. spacing._
REQDIREMENTS OF LBC 2012 AND IRC 2012 NOT BEING MET,
VERT-CAL DEFLECTION LIMITS: LL=L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IDPSE LIVE LOAD. TOP MAX LL PEEL 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MM TL CREEP DE-L = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL 0.000" @ C'- 0.0" Al.cwed -
MAX TC PANEL LL DEEP = -0.006" @ 2'- 1.6" Allowed = 0.221"
MAX TC PANEL TL PEEL = -0.025" @ 1'- 10.9" Allowed = 0.332"
MAX BC PANEL TL DEFL = -0.13-1" @ 4'- 4.8" Allowed - 0.:61"
MAX HDRIZ. LL DEFL = -0.000" @ 3'- 6.9"
12 MAX LOPEZ. TL DE FI. = -0.000" @ 31- 6.9"
6.00 J
Design conforms to main wi ndforce-resisting
system and components and clatldinq criteria.
Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE "-10,
)AL1 He gh sl E.c los d Cat-2, Exp.B, MWFR81Di r),
load duration E -mc
Truss des onetl for wind loords
e the plane of .he truss ruiv.
r�
j
tin
of
I
P
of -
M-3x4 4
1 PED PR�OFe.
92 PE r
/ L
1-00 PROVIDE E'J Lh REARING_S is�4 8-00
OREGON,a �lp�
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-ORE
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MERRIU-0
JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ2 EXPIRES:12231/2015
Scale: 0.6010
WARNNG5: GENERAL Ni unless otherMse noted _aFRRII,LB
1, EAiber and erection mnm Vatlmould ee aimed of all Gametal Notes 1.this design is Eased only upon me paumelers shown and is for an individual
Truss: GJ2 and Warnings before construction comments. bulging competitor.Applicability of design Procedure and proper
2.2n compression wee bracing must minofelaid where shown w. -corporelbn of component is the responsimloy orlhe buftling designer.
z.Design assumes me fop and bottom chores to celmerally braced of C
].Additional temporary bracing to insure srabiliy during conswdion 2'o.c.end m l0'o.c res dhya less breve throughout their length e O T
DES. BY: LJ is the reeponab'lay or the tracer.Additional cermament bran,of commnpus sheathing sncn as pllyywedsneammgRq enemy erywanRe7y
DATE: 2/4/2015 the overall structure is the responsibABy of the building designer. 3,2x Impact bridging or lereromracing required where shown.. /
4. No load mond be applied to any component until after all bracing and 4. Insfelleurn ofwss is the reeponsibilby ofthe reepaeiw wmuador.
SEQ. : 6176698 fia completeand at no time n a anyl e greater th5 Base a f r m ed co - em,
des d beappliedr r. d i do do r
TRANS ID' 416785 qr ro 5 ceg mehearing' at u supports Sh wade r
s. fa c * n r m po 'eyed roan a .J+ 51398 ya
tae l handling,shipment e-installation f components, ) Design adequate drainage f provided, O 'PAC7STEK� '
6.This design scorn shed qdm the lmeal uponr aall nee worded npmf n edwacee so mei rimer
IIIIIIIVI IIIIIIIIIVIIIVIII)III)III nlrxrcA.nBeat,cow fwnimwill mm nee upon request 9 Pan romawbnpiter center Io s'TIONAL O
'1Tek USA,imcdCompui Sofsayme THE 6(l L)-E 10 portion burnecter wee design s see Eti311 ESR1988(MITek)
11111
IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TO 2x4 DF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0
BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2-3=(-84) 68
TO LATERAL SUPPORT I- 12"OC. UON. LOADING
BC LATERAL SUPPORT <- 12"DC. UON. LL( 25.0)+DL( 7.0 ON TOP CHORD = 32.0 PER BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA
DL ON BOTTOM CHORD - 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -36/ 406V -18/ 92H 5.50" 0.65 OF ( 625)
5'- 4.9" -119/ 159V 0/ OH 1.50" 0.25 DF ( 625)
LL = 23 PSF Ground Snow IPq) 81- 0.0" 0/ 7BV 0/ OR 5.50" 0.13 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 osf) u lift at 24 "at s acin .
REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/24D, TL-L/180
BOTTOM CHORD CHECKED FOR IUPSF LIVE LOAD. TOP MAX LL DEFL 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL 0.000" @ 0'- 0.0" Allowed 0.103"
S-OS-11 MAX TL CREEP DEFL 0.000" @ 0'- 0.0" Allowed 0.138"
HAS TC PANEL LL DEFL = 0.071" @ 2'- 11.2" Allowed 0.358"
MAX BC PANEL TL DEFL = -0.172" @ 4'- 1.4" Allowed = 0.467"
12
6.00 p MAX HORIZ. LL DEFL -0.000" @ 5'- 4.9"
MAX HORIZ. TL DEFL -0.000" @ 5'- 4.9"
3
Design conforms to main windfo,ce,poittinq
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCCL=6.0, ASCE 7-10,
(All Heights), Enclosed, Ca L2, Exp.B, MWERS(Dir),
head duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
M-3x9
PED PROFFS
92 PE
1-00PROVICE FULL BEARING;Sts:2 3 4 6-00
9L OREGON
,a
qY 14. tisP}
�EFR R I L-A-
JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ3 EXPIRES:12/31/2015
Scale: 0.5885
WARNINGS: GENERAL NOTES, unless otherwise noted'
tBuilder end emotion contractor should be advisee of all Geral Notes 1.This design is based only upon the parameters shown end u for an individual
. ,� � Bq eT
Truss: GJ 3 and Warnings before aretmmcommences.
on louldira
ng component Applicability of design panduce and proper Wp�.AY Y
2.2x4 compression web bracing most be Imitated where shown+. rurporetion of component is the responsibility of the budding designer. 0
S.seen nau emperors Imaging m insure stability during construction 2.Desgn Primas the top and bottom chords m be Laterally him at QQ' ,tip OT t1%
DES. BY: LJ 2'o.c..nit I1V o.c.cospeed,sly unless braced throughout their length by Q' p
As responsibility of the erector.Additional permanent bracilg of tinuous sheathing such as plyvmod sheathing(TC)and/or drywall(BC). R 2
DATE: 2/4/2015 the overall stmctre
ure is the sponsildity of the building designer. 3.2x Impact breigire or lateral breung reeuired where shown+. /
4.No load should be applied to any component until after all brecirg and 4. Installation of Was Ar
is the responsibility of the re,w2 contractor.
SEQ. : 6176699 f.aermis are ampere and at no time should any mads great,,then 5.Design features tmsses am lig ce mead in a nor.rormum environment
design loads be applied he us
any component. end ere For Probjen'W e.
TRANS ID: 416785 s.comparms has no control over and assumes no responsibility for me 6,Deaeth..,. ea full head,al all supporta shown.Am.or wedaeif 4
51398,4T
fabricetlon handling.shipment and installation of components. 7 Deal,nveumea Someone.drainage Bprovided, �Q R� G' Qf
6. mid aesien is frowned subject to the bumptious sit forth by 8 Plans,she$be mated on both faces ofwse,and placed se their cemer GIS1'El�
IIIIIII'IIIllulllllll'IIII)IIII(IIIIIIIIIIII PI MCA InRCSlcopies ofwim 11 dmishaeuponrequest. 9.Diganldiccaate he'of Iate.Sncbes. SSIoNAL
M,Tek USA,Inc./CompuTru3 Sofamre 76.6(1 L)-E 10.Fortune connector plate design values see ESR-1311.ESR-t 988 g4iTeq
VIII I'II This design prepared from compares input by W
PAC-'FIC LUMBER-BC
:.9MEE3 SPF-:?[CATIONS TRUSS SPAN H'- 0.0" TBC 2012 MAX MEMBER FORCES 4W?/GDF/Cr-!.D0
2x4 DF Mi6BTR LOAD DURATION INCREASE = 1.15 1-2=; D; 50 2-4-i0) 0
BC 2x4 JF Y16BTR SPACED 29.0" O.C. 2-3=(-115) 85
TC LATERAL SUPPORT <- )2"DC. JON. LOADING
PC 1AT5RAL SUPPORT <_ '2"D . JON. LL( 25.01+DL( ).D) ON TOP CHORD = 32.0 PSE REARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 USE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PST 01- 0.0" -42/ 462V -24/ 117H 5.50" 0.74 OF 625)
7'- 2.9" -93/ 202V 0/ ON 1.50" 0.32 DF ) 625)
LL - 25 PSP Ground Snow (Pg) ,- D.0" 0/ 94V 0/ ON 5.50" 0.15 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2: Design checYed far neN_5 ps E) n01iEt at 24 "oc sparing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. --
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM. CHORD CHECKED FOR FORGE LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.110"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.007" @ -1'- C.0" Allowed = 0.133"
MAX LL DEFL = 0.000" @ 0'- O.0" Allowed = 0.012"
7-03-11 MAX TL CREEP DEFL = 0.000" @ 01- 0.0" Allowed = 0.016"
�j MAX TC PANEL LL DEFL = 0.181" @ - 10.1" Allowed = 0.495"
MAX TO PANEL TL DEFL = -0.288" @ 3'- 10.3" ALowed 0.`42"
12 3
6.00 F�- MAX HORIZ. LL DEFL - -0.001" @ - 2.9"
MAX FORTS. TL DEFL. _ -0.001" @ 7'- 29"
Design onfornrs to main Windfo..d-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15f:, TCDL-4 2,BCDL=6.0, ASCE 40,
(All Heightel, Enclosed, Od.2, Esp.B, MWFRS(,),
load duration factor=1.6,
Tess designed fo_ wlnd loads
In the pure of the truss only.
Ep PROOF
/59�S
1 1910,
92 PE
1-00 PRWIDE F'ULL_BEAHIFIC,SIs-2 3 4 8-00
OREGON,a
/O 9 Y 14, 2'3 4
MFR R Ili-eP
JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ4 Seale: 0.5510 EXPIRES:12/31/2015
WARNINGS GENERAL NOTES,dolearratherafte noted'. 1tltR,t
1. Bidder and erection contractorn ld be adverd of all General Notes 1,Thus des,ors based may upon the parameters shid is for di �.P
Truss: GJ4 and Warnings before constructions. n Nrg component Appbourbulfly ofd g deramplars andp p J� 01i WAgp„�T
2.2A p ri b l g r b fallaa.nare sba.n. mo m f po t o thepp lnuuy nn lending e lg r. C, �O 'W A
3.AdeRopal temporary bracing to insure stability during construction z.Design e thetop db g m rd1 be Naturallye tee n Q CP
DES. BY: LJ Ls me responsiblay of me erector.Additional permanent bracing of co tinuous slheatpn.res n asplly unlessne.medlne andforre"oHNBC) Ox
me wenn sfmmneis me res bile one building des sheathingsuchply.np rga Tan ry.a( 1
DATE: 2/4/2015 anyc yo g goer. i. Installation
n Impact begging or the remmnaltmregwree.nee t-p rt a /
a. No should me arecmleldan many mmpoould any goer ebbeatei,th eM a,resigneononrvss is the res to nsmuny office ro-cumpimmranm.
SEQ. : 6176700 fasteners arewmvbmednamnoumesnopgenvmeasgmmennan s. and am
wssesare use, manor.wnosyeenmmnmem.
eesg loads ce applied to y no m. e f dry en 1
TRANS ID: 416785 s.co pt n control ra me responsibility form a cep impeacdry ton ee 1 i peon n sbm ar.eage l ryi 51398 0�
summation n di g.shipment nd-installation f components 7 design adequate drainage p eider) O+�'PFC/SIERT '
i 6.This g mourned sumem to the homeners adn nn by a Plates Mal be hoped on bath faces of d pared so mer center b
111111 VIII VIII)'III VIII VIII VIII)III)III
'viami rC.ACcoo mmmfty rm -neuponrequest l common, r 1 r S G
e Ggn indicate f platinchesS�ONALCN
MiT2k U$A r1C/C nm puTruS$Oilwdre l.fi.fi(1 E)-E 10
.For resit grrAale gesq values see ESR 1]11 ESR10S8(MTek)
11111
IIII This design prepared from computer input by
PACIFIC LUISBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.7" INC 2012 MAX MEMBER FORCES 4WE/GDF/Cq=ICJ
2x4 91 41;BTR LOAD DURATION INCREASE - 1.15 1-2=1 BI 50 2-5=(0) 0
__: 2x4 TF 41sBTR SPACED 24.0" O.C. 2-3=(-133) 12P
3-4-(-148) -2
TC LATERAL SUPPORT 12"OC. UON. LOADING
By LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSE
DL ON BOTTOM CHORD - 10.0 PSE BEARING MAX VERT MAX DOES ARG REQUIRED BEG AREA
OVERHANGS: 12.0" OA" TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -29/ 439V -31/ 143H 5.50" 0.10 DF ( 6251
LL = 25 PSF Grnond .Snow (Pg) 7'- 9.2" 0/ B9V 0/ ON 5.50" 0.14 DF ( 625)
7'- 11.2" -229/ 604V 0/ ON 1.50" 0.97 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- L7" -255/ B3V 0/ ON I.50" 0.13 DF ( 6251
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR iDPSF LIVE LOAD. TOP [COND. Design checked for netf-5 psfjup li(t at 24 "oc spacino.
AND BOTTOM CHORE LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180
MAX LL PEEL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEED = -0.003" @ -1'- 0.0" Allowed 0.133"
MAX TU PANEL LL DEEP = 0.149" @ 3'- -.3" Allowed = 0.546"
4 MAX TO PANEL TL DEED = -0.210" @ 3'- 10.9" .Allowed = 0.820"
12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2"
6.00 Ell I MAX BORIS. TL DEFL = -0,002" @ "I'- 112"
Design conforms main wi claddingresisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCLL=6.0, ASCE --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.
M-3X4 �� PR�OJy
¢FP�O
92 PE r
1-0o e-oo 1-01-11 OREGON iz
PROVIDE FULL BEARING;Jts:2,5,3,9 �Y� .� 1a �(�
�O Ry 14, 2� P}
MER R I LN-
JOB NAME : LENNAR 2664-E3C BURLINGTON - GJ5 EXPIRES:12/01/2015
Scale: 0.5033
WARNINGS: GENERAL MOMS,unless gmotoMse pare ) _eGRRI[,L
1. and Warnings
erectionftnnlredorznouNeeareq. of all Gene at Notes LTn6 design is based McAppioponthe eamelers shown and is proper ineiWual
TrllSS: Ci J.S end Warnings before conshutlloncommences, bulblrg wmpanant.AppleabiRy pl eesgn parameters and pmpar
2.2A compression web bracing must te mzuned are snown. Design ragon of momponem is the responsibility of the bummg designer. J� OF WASn,. T
aAaatlionauemporalr bracing to macre atalluy eons Par "m 2.Design assumes ma'ups and bomm chords to be letamlir brarne at
DES. BY: LJ is me responsibility f me shem,Aeeulonal 2'o.C.and of lo'o.c. peromely unless bummed throughout theeirImi'y
pons) y o Dermanent[Nein of continuous shamming%uM as plywood shee'M1lrgQq enelortl Y BC.
DATE: 2/5/2015 me overall stmc'ure is the remonemlldy oche biding desgrec Y is Impact imaging or Pascal bracing required where shown.. '
a. No dad should be applied to any component until slier N amci n
"e and a Institution of is the reswusmdey of Me respective contractor.
SEQ. : 6176701 fezmnsrs are complete and at no time should any dads greater than s,Design memories wsses ere to be used in a noo-eonosrvs enwmnment,
design a be plied' v do '. M to en lieu of use
TRANS ID: 416785 5,conal n mentrl a s po Glhyf to e. Deg receragarss wkm -rig ark ppo,u snows,Shim or wedge if vp 51398
fabnty handling,shipme I Mln'Ration f po 's, Design adequate drainage Pomaded san p RE.0 F,O
a. mise g -gSM g casered gfwh m I' aich war,He famished nhby a min ncid. lwaar bomu Ir ss,ene dares so meR center fSTE4
IIIIIIIIIIIIIIIII IIII(IIII(IIII(IIII IIII IIII MTQ�SA,Ing/Co ppTNS Software 7.661 L)E request, 1U For basic connector odaalWe to esgNwants see ESR 1311 ESR188B(MTek) SSIONAL✓ G
VIII III This design prepared from computer input by a
PACIFIC LUMBER-BC
_ yg_3 S?EC=F_^ATICNS TRUSS SPAN 2'- 1.9" IBC 2012 MAX TEMPER ODKES 4AR/GDF/Ca=1.09
2s4 DE :sB-R LOAD DURATION INCREASE - 1.15 1-2=( 0) 51 2-4=(0) D
or e DF k-,BTR SPACED 24.0" O.C. 2-3-1-49) 'S
TC LATERAL SEPPORT 12"OC. UOK. LOADING
EC LATERAL SUPPORT 12-OC. UON. LL( 25.0)iDL( 3.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED RPG ARRA
DL ON BOTTOM CHORD - 10.0 PSF 1OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 13.1" 0.0" TOTAL LOAD 92.0 PST 0'- 0.0" '19/ 323V -4/ 93N 5.50" 0.52 OF 1 6R 51
12 1'- 9.2" -35/ 26V 0/ 011 5.50 0.04 IF ( 625)
LI. = 25 PSF Ground Snow (Pg) 2'- 1.9" -21/ 4'IV 0/ ON 1.50" 0.08 IF ( 6251
5.50 p
LIMITED STORAGE: DOES NOT APPLY DUE TO THE SPATIALGOND. 2: Design Checked far ne[I_5 _E) uplift at 24 "oc snac i
REQUIREMENTS Of IRC 2012 AND INC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/150
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL 0.004" @ -1'- 1.1" Allowed = '.!Cg"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEAL = -0.004" @ -1'- i 1' Allowed - 0.145"
MAX BC PANEL LL DEFL 0.001" @ 1'- 0.1" Allowed = 0.045"
MAX TC PANEL TO DEAL = -1.001" @ i'- 4.1" Allowed = C159"
MAX HOP-.Z. L:. REFI. _ -0.000" @ 2'- 1.1"
MAX HORIZ. ':L DEFL - -0.000" @ 21- 1.1"
Design conforms to main windforce-esisting
3 _ system and components and cladding criteria.
Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE F-10,
(All Heights), Enclosed, Cst.2, Ew.p.B, MWFRS(Dir),
load duration factor=l.E,
Truss desioned for wind loads
in the plane of Me [_uss or,1y.
j
j
/ M-3x4
II
-0 PR�O¢Fc.
1910
92 PE III
!� 1-01 'LJOREGON,a
1 of-cl z o0 0-01-14
PROVIDE FULL FEARING Jts.2 �
- �O H y
MEF3 9
JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ1 EXPIRES:12/31/2015
Scale: 1.000C
'i, WARNINGS GENERAL NOTES,umessmneat 1 a'. _`-ORML e
1. Bidderd f t t h Id b tl ed'sof all General Notes 1.The design is Based only upon thepa t b d i r -mortal tl• q
TLUSS: GSJ1 and Warnings" before conduction s Meir,component Appll,atildy of0 g Parameters dproper W. `T
2.2ef compression adebB °musthe managed where shown incurforation of component is the W ENy ofth mu Ip g designer.
3.Additional temporary bracingto insure and lily during construction 2,Design a asInes rhe lop and b n n N 1 ph ld Iqb a r QP ,�� 0
DES. BY: LJ arae responslBllBy of the iridal.Additional permanentBrednp pl 2 o c.am alto mo.respectively unless erased throughout their length by Ae Qx
DATE: 2/9/2015responsibilityo g cammeoua steaming such as plywood sheathing(TC)andArery wdl(BG).
me overall swnme is the of burldr,aesgner. a.2.Impact bridging or lateral bracing required where shown.. /
a.No and should m applied to any component unil after all brown,am a. Instillation anruss is the msppmmudy ohne respadme contramor.
SEQ. : 6176703 fast dl a l f should yI e greater thans Di s w robe a' - nt
design a he applied to Y component, m es dry ten of use
TRANS I D: 41 6785 s comp T n a s po nliryr far the s Design oold ss n meaning r u (wonShown.sn' deg r y1 c 51398 G�
tae l handling' ,shipment m'installation rcomponents.
6.Tran design afumsnea subject to thelimitations rf forth by a PI to none Bored l pant° ipuss era paced so tear comer O �FG757ER�0
SII (IIII(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPINJrcA Best.,.a of wash will be Fa 'soca upon requen aing with An
dicenter lines.
ss G
e Far ind cat tater nALO
MiTek USA,Inc lCompuTms Software]6 6(1 L)-E tO Far nedor pate design I see PAR1311,ESR rase(mirex)
_._ f
IIII IIII This design prepared from Computer input by
PACIFIC LUMBER-3C
'j-BER SPECLF:'A"'UNS TPUSS SPAN 4'- 4.1" INC 2112 MAX MEMBER FORrES 4WR/GDF/Cq=1.OD
:1F p18BTR LOAD DLA.TION INCREASE = 1.15 1-2=1 0) 5: 2-4-()1 0
BU: 2F4 DF Al5BTR SPACED 24.0" O.C. 2-3-[-7L 3.
C LATEPAL SUPPORT 12"OC. SON. LOADING
3C LATEPAL SUPPORT c= 12"OC. DON. ILL( 25.01*DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD 50.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 13.1" 0.0" 'TO'TAL LOAD 42.0 PSI 01- 0.0" -69/ 343V -9/ 71H 5.50" 0.55 DF ( 625)
1'- 9.2" -9/ 73V 0/ OH 5.50" 0.12 DF ( 625)
LL =25 PST Ground Snow (Pg) 4'- 4.1" -48/ 104V 0/ OH 1.50" 0.17 DF ( 625)
12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GDND. 2 Design else ked for nett-5 psf uplift at 24 "oc spa cinq
REQUIREMENTS OF IBC 2012 AND 1R(-' 2012 NOT BEING HET.
5.5C p VERTICAL DEFLECTION LIMITS: LL=1.240, TL-L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MCR LL DEFL = 0.004" @ -1'- 1.1" Allowed = O.14-
SO
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MTL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed - 0.145"
MAX EC PANEL LL DEFL = 0.002" @ - 0.1" Allowed - 0.0
11A% BC PANEL TL LEFT -0.002" @ _ - 0.1" Alloyed = 0.06464"
"
MAX OR Z. LL TEFL = -0.000" @ 4'- 3.3"
NOR ORIZ. TL DEFL -0.000" @ 4'- 3.3"
Design conforms ne main d cladree-r criteria
system and components and Cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BO1L-6.0, ASCE '-10,
(All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir),
load duration factor=1.6,
v Truss designed for wind load,
in the plane of the truss duly.
I I
of /
M-3x4
i
I
D PR�O.PFS
S/0'Lv
y
92 PE r
1-01-01 2-00 2-04-01
PROVIDE FULL BE RING;Jts:2,4,3
yL OREGON,a AZ
�O qy 14, 2'3 11
MERRILL
JOB NAME : LENNAR 2664-E3C BURLINGTON - GSJ2 EXPIRES: 12/31/2015
_ Scale: 0.7639
WARNINGS GENERAL NOTES, IM1lvesenolee'. _sp.RRJLLB
1.BUIWer ane eredon tool cl should he ad,..of all General Not I.Thie g I based only pon the parameas show d' r "Oivamal L��'
Truss: GSJ2 Ano W'mn9s before peramidlum tionerearres. bldlgcomponent Appl eNy orae:en mearmarter,Andproper 119 4w
z.2,4 compresson web being t be Irrigatedwhere shamdompoan f Sommement isthe responslhlmy of the building designer. O T
J.Additionalemporaly bre'ng to rumors debllby during eonsLomwn 2. design s In.top and bonmm Loads to be let INbpedet OP RQ CT �'p
DES. BY: LJ go.e.aneatmosrespectivelyonkssblacedth..ghounhelrlerglhby !
is lM1e msponsgilhy of the erecter.Addlllonel permenenlbredng of tonpnuous sNealhing such es plywood shealhing(TC)and/or drywellN g. �.y
DATE: 2/4/2015 the overall sgumure is the reeponsmufty or the briding designer. 3.z:Impact badging or mlerel bracing required"ere shown.. /
l No bed shouW be applied to any component until after AN seeing and 4. Inslalletion of Ross is the resImerabMy of the respetllve sentomfim,
SEQ. : 6176704 fasteners are obmNem and at no bme should any foods greater than s. all assuttles Losses are to be used in a mon-emmslaa enwmnmem,
TRANS ID: 416785 s.design
re hueocontr y e els no reseersmay form s.Dele aremuseedztlas Lou he ngmnd lattl prodshown.Smm or wadae If yy 51398 0�
fabntal' n drug snip Iam' tImran of pemronems I Deg Adequate drainage Bunneed, O 'PF
6. This dA,,n a finished s b).to the rablabiums set fuel by a PlAss shal be loptual mm m n z and paced so mer,comer
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PACIFIC LUPfl -9C
_dMRFR SPE':FICATIDNS TRUSS SPAN E'- 6.2" IRC 2012 MAX BERSON FORCES 44R/GDF/Cq=1.00
24 CD e19ETR LOAD DURATION INCREASE - 1.15 I-2=( 0) 5. 2-4-{0) 0
.,_. 2x4 DF @15B7R SPACED 24.0" O.C. 2-3-i-104; 48
'C LATERAL SUPPORT" '= 12"OC. DON. LOADING
EC LATERAL SUPPORT c= 12"OC. DON. LL( 25.0)-Di 1.0) ON TOP CHORD - 32.0 PEE BEARING MAX VERT MAX HORS BRG REQUIRED RPG AREA
DL ON BOTTOM CHORD = 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 13.1" 0.0" TOTAL LOAD 42.0 PSI 01- 0.0" -46/ 320V -14/ 99H 5.50" 0.51 DF ( 625(
1'- 9.2" -61/ 184V 0/ OH 5.50" 0.29 OF ( SIC)
LL - 25 PER Ground Snow (Pg) 6'- 6.2" -14/ 151V 0/ OH 1.50" 0.25 DF ( 625(
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2_ Design checked for net(-5 psf) uplift at 24 "oc spacingl
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - -
VERPICA.L DEFLECTION LIMITS: LL-L/240, TL-L/100
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.004" 0 -1'- 1.1" Allowed = 0.109"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.004" @ -1'- 1.1" Allowed - 0.145"
MAX BC PANEL LL EEFL = 0.004" @ 1'- 0.1" A'-lowed .048"
12 MAX BC PANEL TO DEFL = -0.006' @ _ - 0.1" Allowed - O.D64"
5.SC
3 MAX HORIZ. LL DEFL = -0.001" @ 6'- 5.5"
RISC( NOF.I Z. TL DF.F1. _ -0.001" @ 6'- 5.5"
Design co nfo rns to tma,mindforoe-resisting
system and components amid cladding criteria.
Wind: 140 mph, h=15ft, TCD(.4.2,BCDL-6.0, ASCE '-10,
(Ali Heights), Enclosed, Cat2, Evp.B, MWFRS(Dir(,
load donation factor-1.6,
Truss designed for wind loads
in the plane of the ♦Luse only.
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WARNINGS GENERAL NOTES,-1.1mothemormni'. RRII,�
1. Bulder and erection contractorn ldce advised of all General Notes 1 This design mustal only upon the membranes how a's for -oivaual
TrussGSJ3 newB Before WASH�Bq,T
: at s eia1B W LAPP(' bllay Id g Parameters dP p J 4
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DES. BY: LJ stn ro ,msly of entries,Addwonal permaeem meclne r 3 con:Bund n rah-, rpedi uaesnem�the Bhdiornat,lei BBhby 0.r C
the overall strughma re me res bile of lai des B su gleno Ber ) rywa( ) .L
DATE: 2/4/2015 pons: ro a peer. B.Is of
or lateralputa re of the wheremownd+ '
a. Nobadshould
amditr appliedtoat no component until y aflereAhradn8 and a.InstallaPaints assn wssLsme roto the used In
raspxLve menretlor.
SEQ. : 6176705 malenars are compels.nd rano time should env loads Bremer man s.Design assumes waaea are to the used maeoRcomoaiwe environment
TRANS ID: 416785 use
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PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TO 2x4 DF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0
BC: 2.1 DF g16BTR S2ACED 24.0" O.C. 2-3=(0) 72
TC LATERAL SUPPORT - 12"OC. UON. LOADING
By LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA
EL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERFANGS: 12.0" 0.0" TOTAL, LOAD = 42.0 PSF O'- 0.0" -65/ 287V -16/ 63H 5.50" 0.46 DF 625)
1'- 10.9" -145/ 154V 0/ OH 1.50" 0.25 DF 625)
LL = 23 PSF Ground Snow IPg) 81- 0.0" 0/ 64V 0/ OH 5.50" 0.10 DF 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5Pelf) Uplift at 24 "oc s dein .
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX LL DEFL -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL 0.003" @ 1'- 0.0" Allowed = 0.114"
MAX TO PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed - 0.171"
MAX BC PANEL LL DEFL = 0.012" @ 37- 6.6" Allowed = 0.354"
MAX BC PANEL TL DEFL = -0.102" @ 4'- 4.8" Allowed 0.472"
1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1- 10.9"
! � MAX HORIZ. TL DEFL = 0.000" @ 11- 10.9"
12 Design conforms to main windforce-resisting
8.00
system and components and cladding criteria.
Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Ca L2, ERp.B, MWFRS(D1r),
load duration factor=1.6,
Truss designed for wind loads
1 in the plane of the truss only.
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WARNINGS: GENERAL NGIES,un(essothershenomi
1. Budderand erection wntmdor should be advised of all General Notes L This design is based only upon Me pammetem shown and Is for an InaMdual �,p
TT1155: J1 and WSmings before construction commences. building component.Applicability ofdarge parameters and proper VV WAS
2.2x1 compression b bregrg must lumnstalled where shown,. Iriandmatum of componentis the responsialay of the building designer.
3.AbdulonaNemporary bracing to insure staeil�y during rvnswnpn 2.Design ase mas me top a and bottom chords to be lateralry braced at OP e(,4' Cl,
DES. BY: LJ S o P.and at 1P on,rpecthrely unless braced throughout their length by P
N the responsmility of the erearm Additional permanent bracing of continuous sheathing such as plywood sheathli and/or consul
�.t,
DATE: 2/4/2015 the overall structure is the responsibility of building designer. 3.2x Impact bridging or iteral bracing required where shame.« /
SE 6176706 4. NoloadaecoldM applied
to any
time euuu ntill Geese arcing and 4.malallWmn of tmss is the responsibility of respective conlrenor.
Q• p Y greater then 5.Design assumes tmsses are to be used in a nomconosive environment.
design loads be apgled to any componem. and are for condemn'of use.
TRANS ID: 416785 a.Design resumesmll bearing at all supporta Phase.spun or Men,if
S.CompaTms has mmratent and
no rcomponiblNy for ary51398 4
fabrleallon,handling,shipment ane lnstal'etion of components. 7.�regn assumes adequate drainage is practices. �0.1s �FCil$1'ER� Q
S.This aesgn is famished subject to the Piasters set forth by e. Flares shall be locotetl on both fe¢sot cuss,and paced so their writer
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VIII IIII This design prepared from computer input by l
PACIFIC LUMBER-BC
L INS EY SPE^:F?IA+IONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4FR/GDF/Cq=1.00
TC 2x4 D= 416BTR LOAD DURATION INCREASE = 1.15 - 1-2=1 01 63 2-4=(0) U
BC: "4 SF
01b8'R SPACED 29.0" O.C. 2-3=I-72) "q
TC LATERAL SUPPORT e= 12"DC. 'JON, ICADI NO
PC LATERAL SUPPORT 12"DC. 'JON. LL( 25.0)cDL( T.0) ON TOP CHORD - 32.0 PSE BEARING MAX VERT MAX HORS DRG REQUIRED BRC AREA
DL ON BOTTOM CHORD= 10.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 357V -31/ 104H 5.50" 0.57 DF ( 625)
3'- 10.9" -162/ 15BV 0/ ON 1.50" 0.25 BE ( 625)
LL = 25 PSI Ground Scow (PgI B'- 0.0" D/ 71V D/ ON 5.50" 0.11 B1' 1 625)
LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CORD. 2: Design checked fD[ net(-5 �s E) uplift at 24 "oc spaci�.
VERTICAL DEFLECT=ON LIMITS: L L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL -0.002" e -1'- DA" Allowed - 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Ti, CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = O.133"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.11P"
3-11-11 MAX BC PANEL LL DEFL = -0.015" @3'- 6.6" Allowed = 0.354"
MAX TC PANEL TL DEFL = -0.035" @ 2'- 21" Allowed = 0.413"
MAX BC PANEL TL DEFL = -0.152" @ 4'- 4.8" Allowed -
12 MAX LOPEZ, LI. DEFL - -0.000" @ 3'- 10.9"
8.00 MAX HORIZ. TL DEFT, = 0.000" @ 3'- 10.9"
1 Y Design conforms to main uindforce-resisting
system and components and cladding criteria.
/ Wind: _mph, h=2TrDL-4.2,BCDL-6.0, ASCO 7-I0,
Al' Heights), Enclosed, Cat.2,
Exo.B, M.W FAS IDtrI,
load duration factor
Trd65 designed for wind Ioads
is the plane of the truss only.
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WARNINGS OENERAd-NOTES unledieffew td RRIL[,
1, Butl tl II contractor h advised of all GeneralN 1 1 me design is based only opo IM1 parameters how e- I - fivaual ,-q wA1p B
Truss: J2 and Warmth,hl construct... s. blade,component Appl'll'atiltly fe g parameters tlp p
2.2.4 p b stood t h insisted where shownincorporation of component a thepo Llltly ofthe building' " d 0 ,
a.Addgaal temporary bracing tinsure stability dung constudlon 2 Doli datums the top
unlessmcho Emteetl n�gghoom�len length
DES. BY: LJ as the responsiblldy other erector,Atlditional permanent brecmg of continuous sheathlig such es plywood menthol mi oywallum).y R O�
DATE: 2/4/2015 the overall Owners is the responsibility of the bolding desgmec 3.2a Impact bddyid,or lateral bracing required where shown..
a, No Rod should be applied to any momentum until after all brem,em 4. In9ellaton onmss Is the responsmuny of me rescenive comrenon
S EQ. : 6176707 fasteners are complete and at norma should any loads grealerman 5.Design assumes trusses are to par used In a noocottomers arwtonmem,
design e ceambledl y po t. a rel dry Condition'of use,
TRANS IC: 416785 sCo par n da m me po slny form a designere mace rang t e peonshown.OM1' waeeT .p 51398 2y�
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VIII III II IIII This design prepared from comouter input by
PACIFIC LUMBER-BC
.AMBER SPECIFIIAT_ONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER. FORCES 44R/GDF/Cg-1.C9
'^ 2e4 DF s15BTR LOAD DURF.TION INCREASE = 1.15 1-2-; 0) 63 2-4=i0) 0
3C: -A IF 815BTR SPACED 24.0" O.0 2-3=(-:14) 97
TC LATERAL SUPPORT e= 12"OC. UOS. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( -.01 ON TOP CHORD = 72.0 POP BEARING MAX VERT MAX HORS BIG REQUIRED HER AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PST 0'- D.O" -34/ 422V -46/ 146H 5.50" 0.68 DF ( 625)
5'- 10.9" -143/ 186V 0/ ON 1.50" 0.70 IF ( 625)
LL = 25 PSI Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2 Desitin checked for tie[(-5 osq uplift-at 14 "oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: IC.-L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- O.0" Allowed - 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" P -1'- 0.0" Allowed - 0.133"
MAX LL DEFL = 0.000" @ 0'- 0.0 Allowed = O.0'8"
5-11-11 MAX TL CREEP DEFL 0.000" @ 0'- 0.0" Allowed 0.105"
4 MAX TO PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.436"
MAX Be PANEL TL DEFL -0.182" @ 4'- 1.4" Allowed - 0.4'2'-
12
.4'2"12
8.00 7 MAX RORIE, LL DEFL = -0.001" @ 5'- 110.91-
MAX
0.9"MAX BORIS. TL DEFL = -0.001" @ 5'- 10.91-
Due Ian
0.9"Design conforms to main wintlfo tte-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, Eap.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 : LENNAR 2664-E3C BURLINGTON - J3 EXPIRES:12/31/2015
Scale: 0.5365
WARNINGS: GENERAL NOTES,unkeaofficomenoted
L Builder eM eredion wnlrador snouW M edvtsetl of ell General Holes L This desgn is based only upon Me Parameters shown and k for an lndionou d ���� 8
FDEFC:
�3 and Venue s before mnmmnan commenms. bulging component Applicabllnyotdesgn parameters end proemWAS2.0H compressionwsb brawn,must be Installed where an., Ined,mailon of eomDonenl is theresponsiblilyortl:e human,defusion.S.Addtli.nel temporary bracing to Issues sta it,dudng codstmdic. 2.Deng Assumes the top Ana bodom moms to be lmmaly braced el LJonalrmandent Y o.p.end el to'o.c.mspechmely unless braced throughout their manoth byIheomspon.thtidy mtth eeedm.Addy o(the bullentral of martin....ebee@irg such as plywood sheathingl7D)and/or dryeall 1.2/L/2 015 the overallsWnura is the responsallny o(the bull desgner. S.2r Impact bddaine or lateral bnecirg required etude shown e e / x
4,No should be epplm to any computed until after all basing and 4. Imm�lstmn of is the respninducny or the respemNe mmrenir
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PACIFIC LUMBER-BC
aC BER SPECIFICATANS TRUSS SPAN 8- 0.0" IBC 2012 MAX MEMBER FORCES 49R/GDF/Cq=1.00 r
"^ 2r4 DF 1 &ETR LOAD DURATION INCREASE = 1.15 14=I 0) 67 2-4-!01 0
BC_: 2,4 DF k'ibBTR SPACED 24.0" O.C. 2-3=(-159) 124
,E LATERAL SUPPORT 12"DC. CON. LOADING
BC LATERAL SUPPORT <= 12"DC. FOR, LL( 25.0)+DLI 7.01 ON TOP CHORD = 32.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i
DL ON BOTTOM CHORD 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF 01- 0.0" -44/ 480V -62/ 188H 5.50" 0.97 DF ( 625)
7'- 9.2" 0/ 160V 0/ OR 5.50" 0.26 DF ( 625)
LL = 25 PSF Ground Scow fPg) 7'- 11.7" -116/ 219V 0/ ON 1.50" 6.35 DF ( 625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STOMACH GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa cing...
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL DEFL = -0.002" @ -I'- 0.0" A_lowed - 0.109"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
_ MAX TC PANEL LL DEFL = 0.382" @ 4'- 9.0" Allowed O.S96"
3 11 MAX TC PANEL TL DEFL = -0.434" @ 4'- 6.0" Allowed 0.894"
MAX HORiZ. i.L DEFL -0.002" @ 7'- 10.9"
MAX HORIZ. TL DEFL - -0.002" @ 7'- 10.9"
12 Design conforms to main windforce-resisting
8.00' system and components and cladding criteria.
Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, E.p.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 : LENNAR 2664 -E3C BURLINGTON - J4 Scale: 0.4`36 EXPIRES:12/31/2015
WARNINGS OENERALNOTEE unlessoulmovm noted: RR1LL8
1. eua d r r I should eee-see of all GoormlNl L mlasgns based onry upon me wramelers showndwi -emtluel wAs �1r
Truss: J4 ane Mcnings acrom constructionmences Wilding component Applicability of design parameters and proper
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r e0
a.Aded'onal temporary bracingito insure stability during concoction T Design assumes me lop and bottom molds to In Somalia braced l
DES. BY: LJ s p.c.end elm air mzpecmely unless braced throughout their length by C' p
is 0e responsiEllAy of tM1e artdoc Additional Permanent bradnB of ce pnuous sheathingh as M sheelhln C and/or (IBL.
t the overall structure is the responsixe of burning des suc pywo gR show. rywa( ) K,
DATE: 2/9/20 5 yo B gnat 4,hnlmped Imaging or theresponsigity cited wheresnowsn+ /
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PACIFIC LOM2ER-6C
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF # 68TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 63 2-5=(0) 0
BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-216) 203
3-4=(-123) 47
TC LATERAL SUPPORT I- 12"OC. WN, LOADING
BC LATERAL SUPPORT I= 12"OC. PON. LL( 25.0)+DLI 1.01 ON TOP CHORD = 32.0 PSE
DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
01- 0.0" -29/ 442V -78/ 230H 5.50" 0.11 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 71- 9.2" 0/ 152V 0/ OR 5.50" 0.24 DF ( 625)
71- 11.2" -254/ 495V 0/ OR 1.50" 0.63 IF ( 625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 91- 11.7" -94/ 38V 0/ OR 1.50" 0.06 BE ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 at) uplift at 24 "oc s acing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TO PANEL LL DEFL = 0.275" @ 31- 10.7" Allowed = 0.598"
12 MAX TC PANEL TL DEFL = -0.242" @ 31- 11.0" Allowed = 0.897"
8.00 FIT MAX HORIZ. LL DEFL - -0.003" @ 7- 11.2"
MAX HORIZ. It DEFL = -0.003" @ 71- 11.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=22.5ft, 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.
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SFR R 10-�
JOB NAME : LENNAR 2664-E3C BURLINGTON - J5 Scale: 0.4534 EXPIRES:12/31/2015
WARNINGS: GENERAL NOTES,unlassothervdsehoted. F.RR1L[ 8
1. Baker and erection contractor should me ativied of all Genmal Nolez 1.This design'n based only upon the parameters shown and is for an individual ,,((��9� q'
Truss: J5 Mnd Wiminge before construction commends. bullainecumponem.Applicability of aasgn parameters and p®Mer ,V FWASj�'� sT
2.2x4 compression web bracing must be installed were show corporation of component a Me responsibility of the budgm, coigne
3.Addrioiel temporary bmdN to insure stability during construction 2.Dedgn Mummes the top and boftom chortle to be herself,brand at
DES. BY: LJ is the nsponsibafty,of erector.Additional permanent breciig of 2.c.a sat1Gi o.c.mi,a aseaN unless marc, the ghoul heir len 9c�
the ovaran dtmcture is me res Ibnn nne bmldm des gmu pywo g(T )Mn rywa( ) y
DATE: 2/9/2015 pons yo 9 designer. 3.2x Hoped ranging or lateral orating required where snown+I /
4.No loan should he Morgan to any component until after all bmcirq and 4. Insmllmsm or cods is the responsibility.tine respectiva contractor.
SEQ. . 6176710 mstomme are compote ana it no brae sh-M Mny mads great,,then 5,Des"n assumes museas Mre to he need in A nmPoinimive enrirommem,
radish loads be applied to any component. d ere dr"dry cushion'of use.
TRANS ID: 416785 s. Dceqigh aaammea bk baadmg at all sippons shown.shim or wedge it
S.Dommilor has no assumes no responsibility for
febrice(ion,hendlimg,shipment oma instetletion of componenld. ].Design assumed adequate drainage'a Mwk1 a. '?O epA tl ��p 0
S.This design is mmerhed subject to the limitations set to"by 6.Plates shag be dieted on both faces dlmsd,and placed so their center qT�
(IIII(IIII(IIII(IIII(IIII(IIII(IIII IIII II'I TPhWIGA in BGBI,copies of whicM1 will be NrnisM1etl upon request B.finds Dignsan'dhode lcefe sctlza ofnplte int
rInches. SSr�NAL✓'G z
MiTek USA,IOc./COmpuTNS Software 7.66(1 L)-E 10.For basic connedpr plate nasion velug see ESR-1311,ESR-0988(MiTek)
11111
VIII This design prepared from computer input by
PACIFIC LUMBER-EC
!JMFBE SFE:,';CATIONS TRUSS SPAN 11- 11.7' IEC 2012 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 y
114 DF R-&PTR LOAD DURATION INCREASE = 1.15 1-2>I 0) 63 2-5=:v1 0
PC: .e4 DF 410TR SPACED 24.0" O.C. 2-3=1-275) 259
3-]=1 1121 9E
TC LATERAL SUPPDR.T 19"OC. CON. I,OT
BC LATERAL SJFPDRT w 12"0C. CON. LL; 25.0)+DL) 7.01 DNN TOP
CHORD = 32.0 ISE
DL ON BOTTOM CHORD - 10.0 PSI BEARING MAX VERT MAX TION ERG REQUIRED BRI AREA
OVERHANGS: 12.0" 0.0" 'DOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPECIES)
-29/ 152V -94/ 276H 5.50" 0.71 DG ( 625)
LL = 25 PIE Ground snow IPgI 7'- 9.2" 0/ 473V 0/ OOilN 5.50" 0.24 OF 1 625)
7'- 11.2" -259/ 473V 0/ ON 1.50" 0.6'- OF ( 625)
BOTTOM CHORD CHECKED FOR A 20 ESE LIMITED STORAGE 4 11'- 11.7" -38/ 61V 0/ ON 1.50" 0.10 OF ( 675)
LEVE LOAD AT LOCATION(S)S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND_2: DesLgn the c'.ced Eor cetl-5 ps E) vp1TR at 29 "oc spacing..
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160
MAX LL DEFL = -0.002" R -L'- 9A" Alloved - 1.100"
i TL CREEP DEFL = -0.003" @ 0.0" Alloved = C.li3"
MAX TC PANEL LL DEFL 0.211" R 4'- 5.8" Alloved = 1,598"
MAX TC PANEL TL DEFL = -0.253" @ 3'- 11.0" Allowed = 1.897"
12 MAX HORIZ. Id. DEFT, - -O.OD4" 9 11'- 10.9"
8.00 MAX DORIS, TL DEFL = -0.004" @ L1- 10.9"
Design conforms ce main vi claddingv criteria
system and components and cladding criteria.
'Hind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
All Heights), Enclosed, Cat.2, Esp,B, MWFRSIDL 1,
load duration factor=l.6,
Trans Fri for vi nd loads
In the plane of Lhe [ro ss only.
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MFR R I0-6
JOB NAME : LENNAR 2664-E3C BURLINGTON - J6 EXPIRES:12/31/2015
Scale: C.4096
WARNINGS GENERAL NOTES,unless otherwrXermaraft
1.Sugar, a 1' I m M1 ldMaa-see Of all General Notes 1 This designs based ly.,ontM1 I p M1 o f avtlual
Truss: J6 and Warnings"fore corelmialon commences. binding monprom.Appl lgity Of design parameters tlo
2.2x4 p bb g Ib installed where shown+ Inco Poral notal p, 1' theresponsibility of b p Bdesigner
. J`" �4 WASH..
s.Adak n pilary Bad,l stability during construction 2.Design ass thetop bottom chords 1 bhaltinglyb e 1
DES. BY: LJ z oc and alto ceGwly braced throughoutth-length by P
Is lne respons blllrymm
erector, cermen em bredngm ,ominous sheathing such as plywood sneither )and/or aryxaliftei
DATE: 2/4/2015 me overall structure is the responnbill ohne building desgns, a.zz Impact W91N or lateral bracing required where shown++ /
4. No load should be applied to any component until after an bracing and 4. Installation ofmc-'he rwponsibill of the comamor.
SEQ. : 6176711 fast g l g e at a time n ld anyMade greater ths. G g mumorest lobe mseq,h a con-a,miso.ca,marooft.t
des a M ill✓el 1. m for ss dry common' fu
BANS ID: 416785 g y ro 6 ceq MRN 'ng al eu ,pons n Sh- deg r c
s.compur n 1 m responsibility mmn nobeiiass +p 51398 0�
dab 1 .handling,shipment dinstallation 1 components T.Drug, adequate drainage p .abed. OF�'PArj R
-I s. Tui design amromm Mn1 me rmard tfeh by a malesshall he iodated both) floss.am parse so mer renter STEA Se
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MiTek USA,Inc.IG omp Trus Software]66(1 L)-E lo.For bask m ql eesg welou, ee ESR-1311 ESR 1988(Meeh)
IIII IIII This design prepared from computer input ry
PACIFIC LUBBER-0C
LUMBER SPE^_:FICATIORS TRUSS SPAN 13- 4.9" IBC 2012 MAX MEMBER FORCES 4WR./GDF/Ca=1_00
2x4 DF a)6BTR LOAD DURATION INCREASE - 1.15 1-2=1 01 63 2-6-(D) 0
BC: 2x4 DF 0' GTE SPACED 24.0" O.C. 2-3=(-315) 300
3-4=1-113) 65
TC LATERAL SUPPORT <= 12"OC. CON. LOADING 4-5=( -291 28
BC LATERA:. SUPPORT r- 12"OC. LON. LL( 25.01+DL) -.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD - 10.0 DEC
OVERHANGS: 72.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BAD REQUIRED BAG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )SPECIES)
LL = 25 PSF Ground Snow )Pg) 01- 0.0" -30/ 944V -106/ 311H 5.50" 0.91 IF ( 625)
7'- 9.2" 0/ 152V 0/ ON 5.50" 0.24 DF ) 625)
BOTTOM CHORD CHECKED FOR A 20 PSE LIMITED STORAGE 5 71- 11.2" -263/ 477V 0/ OR 1.50" 0.61 DF ) 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1 111- 11.2" -69/ 102V 0/ PH 1.50" 0.13 DF ( 625)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM DF 10 PSF. 13- 4.9" -25/ 56V 0/ 0.4 1.50" 0.09 DF ) 625)
4
FOND, 2: Design checked for nett-5 psf=rplift at 24 "oc spacing.
VERTICAL DEFLECTION LI14ITS: LL-L/240, T_L/iB0
MAX LL TEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL 0.209" @ 4'- 5.B" Allowed = 0.598"
MAX TC PANEL TL DEFL = -0.252" @ 3'- 11.0" Allowed = 0.899"
12
B.00 MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.2"
MAX HORIZ. TL DEFL = -0.005" @ 13'- 9.2"
3 Design conforms to main windforce-resisting
system and components and cladding criteria.
/ Wind: lea mph, h=23 fast TCDL=4.2,PCD:,-6.D, ASCE 1-10,
(All He,ghts), Enclosed, Cat.2, Exp.B, MWFRSIDir;,
load duration ffor wind l
Truss tlplate, o for wind loads
Ln the pane of the Imss only.
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MFR RI��
JOB NAME : LENNAR 2664-E3C BURLINGTON - J7 EXPIRES:12/31/2015
Scale: 0.3825
WARNINGS: GENERAL MOMS.unless othemss umad
t.Builder and erection container should M advsm or an General Notes L This design is based only upon me paortelem sooner and is for an iadWarl J19 ,WAS "f
Truss: J7 and Wamings Before conscription commences. buldingcmponent.ApplicadMy of design parameters and proper
22s oompressswe web bracer,mull be Installed where shown. corp,slan of compooentis the responsibility mule balking designer. 0 kf4. T
3.Additional braole,to Insure slabimy aurin,constmYion z Desl,n assumes the In,and bomm chains to M h addly Enticed at Qr �0 CT ff`f5
DES. BY: LJlikural 2'o...and at 10'am.respedlvely unless braced throughout then length by
bine resp on imlM1y Is
eesper.AOa,ofthpnmding terigra of continuous sheetMlq such as ptywood shealhln,RC)and/or arywd,1RBC). �K,
DATE: 2/4/2015 the overall slmnurels the responslNlay of the building designer. 3. impact beeping or lateral bracing required where shown e e /
4. No bed sbouk be eppcomponent unlit to any componeunlit after el Ere.a,dad C Insialbtion of truss is the reaponsplily of Me desperate,contractor.
S EQ. : 6176712 I fasteners are concerns and at no time shook any Baas greater than 5,oa.gn assumes wssas are M be uspala a nidemanpsce summertime.
des a be Bled t m. M.,a fon any dd I
TRANS ID: 416785 5.Comdr n ocomrn y damages no des,dradiflain,far[he a CaMoMe amademeas Mabe l a supports n .Sum or wedge'I 51398
Initiation,n erromempme lam' 1 hdlg Icomponents. y ce ig mes mag el drainage provided.
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8. This dead N hm subject 1 In. hallo I I M by 8 PI 15 shal be Balm on both hoped of truse,and placed so Their center
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8
'p1 oee1 bars
9d indicate SNALMiTek USA Ing./CompuTNS Sofware 76.6(1 L)E 10.For basic nearptaeMlues see ESR-1311 ESR1B88(MTed G
VIII I I II IIII This design prepared from computer input by
PACIFIC LUMBER-RC
L'JMEER SPE^,iFTCAT IONS TRUSS SPAN 2'- 0.0" FEC 2012 MAX MEMBER FOPCES 4WR/GDF/Cq-:.00
'"C 2z4 DF 415ECR LOAD DURAT IDN INCREASE = 1.15 2-( 0) 63 2-4=I0) 0
RC 2r.4 DF 4i58TR SPACED 24.0" O.C. 2-3=1-SB) 29
I, 'ATERA' SUPPORT12"OC. UON. LOADING
BC LATERA_ SU2PORT �= 12 Go. DON. LL( 25.0)rDLI 7.01 ON TDP CHORD= 32.0 PSE REARING MAX VERT MAX EORZ ERG REQUIRED BOG AREA
DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.3" TOTAL LOAD= 42.0 PSF 0'- 0.0" -73/ 301V -16/ 63H 5.50" 0.48 IF ( 625)
1'- 9.2" -30/ 27V 0/ OR 5.50" 0.04 OF ( 625)
LL = 25 PSIGround Snow (Pq) 1'- 11.7" -18/ 42V 0/ ON 1.50" 0.07 DF 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Deslon checked for nett-5 psf) uplift at 24 "oc spaci nq.
REQUIREMENTS OF TRC 2012 AND LRC 2012 NOT BEING MET. -
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO
' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" @ -1'- 0.0" Al:owed = C.1,'0"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- G.C" Allowed = 2.133"
MAX EC PANEL I'- DEFL - ^ P - C.1" Allowed = O.C54"
DO'
S.3, 7 MAX EC PANEL TL DEF] _ -0.001" @ - 0.1" A1'_oved = .0.2"
MAX BOR:Z. LL I.'EFL _ -0.000" @ - 10.9"
MAX HORIZ. TL DEFL - -0.030" @ _ - 1C.9"
Design Conforms to main windforce-resistinc
system and components and cladding criteria.
Wind: 140 mph, h=19.8ft, TCD(.4.2,BCDL=6.0, ASCE 7-10,
(Ali Heights), Enclosed, Cat.2, E,p.B, MWFRS(Dlf(,
load duration factor=1.6,
-� Truss designed for windLoads
N
In e piano DE the tcuss only,
on
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JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ1 EXPIRES:12/31/2015
Scale: 0.7-86
WARNINGS: GENERAL NOTES,unless clummeanole0'.
I1' 1.Buigerentl erection co ficed.rseoule to aevkee olall Gen oral Notes 1.This resign is Eesee only upon the parameters shown ane'N for an indiWual A rte" W B
Truss: .St1I and Warnings Before construction commenees, momm,compourd Applicalillly of it n parameters anit pm per V
z 2M comprealon wee bracing must be installed where shown[ Incerpereron of ism,mind 15 the responsibility of the building designer. , O� T
].Additional temporary bracing to insure'I Why dump contraction 2. Design assumes the top end bonom moms to be laterally bran.el F.�
DES. BY: LJ z'..c.and at lig O.c.respecgwly unless braced throughout their length b 4'
is meresponsbwyptheereutor.Addaionelpetmanentaicingof cotinuous Sheathing such as plywood sneemingRc)anaror erywanRe7y Ox
DATE: 2/4/2D15 the Overall slmdure is me responsibaay or the Building designer. y.zx impact brach,or lai bracing manned mere shown.. /
4. No mad mould be applied to any component until aver all bracing and 4. Installation otters is the responsmYny of the respective cornracter.
SEQ. : 6176713 fasteners ere compete and at no time should any loads greater than s.Dustin insurers Russian are In be used in a nm.comrive enrommusr,
TRANS ID: 916785 s.comelead,
ehas ocontrol y e ImesresponsibilityIrtha D�ti s dry febemq atalroans shown.Shim or audge'rnecessary 51398Ar
I fabrication handling,Shipment e-Installation f po I, y D ad 1 e 'Q 1398
6 Tut a re f ishMsums.1 theRecreation, tform by a Ptalg Mal beleverew both l� provided
am(IatM so their center O �Clp r e
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MiTek USA Inc)CompuTms Sofborre 7S.S(1 E-E ta.For bast connector pate resp eEAR-un ESRl988 giieq
'Phis design prepared from tunputer input by
PACIFIC LUMBER-BC
'.;'-PER SHE r i F-CATIONS TRUSS SPAN 3'- 11.)" IEC 2012 MAR MEMBER FCPCES 4WR/GDF/Ci,i
2,4 DF i &BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 63 2-4=(0) 0
2x4 DF M'.&ETR SPACED 24.0" O.C. 2-3=1-851 54
TC LATERAL SUPPOR^ 12"OC. UOS. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. EL( 25.0),DLI ].01 ON TOP CHORD = 32.0 PSP BEARING MAX VERT MAX HORS BIG REQUIRED ERG AREA
DL ON BOTTOM CHORD - 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE 01- 0.0" -58/ 322V -31/ 104H 5.50" 0.52 DF 1 625)
12 1'- 9.2" -4/ 62V 0/ OH 5.50" 0.10 OF ( 625)
LL - 25 PSE Ground Snow (Pg) 3'- 11.7 -54/ 94V D/ OH 1.50" 0.15 DF f 625)
R.00 F7
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL cOND. 2: Design checked for net;-5_psf) uplift a[ 24 "oc spacinq.]
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- (.0" Allowed = P.100"
AND BOTTOM CHORD LIVE LOADS AST NON-CON7RRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- LO" Allowed = 0.133"
MAX RC PANEL LL DEFL 0.002" @ 1'- L1" Alloyed = 0.954"
T MAX eC PANEL TL DEFL = -0.002" @ 11- C.1" Allowed = 2.312"
MAX TORR. LL DEFL = -O.OJO" @ 3'- 10.9"
MAX POSTS. TL DEFL = -0.000' @ 3'- 10.9"
Design conforms to train windforc..resisting
j� system and components and cLBdding criteria.
Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
/
(All t Heights), ed, Ca2, Eep.B, MWFR9(Dir),
load duration factor-1.6,
Truss designed for wind !.ads
to the plane o: the truss only.
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JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ2 EXPIRES:12/31/2015
Seale: 0.8836
WARNINGS: GENERAL NOTES,unless olnervnse noted:
1, guider and arectinn reminder should Ce adased of all General Notes 1.Tris resign Is based only upon the Wrameters shown and is for an individual
Truss: SJ2 ( and Wamage before conduction commemtes, butalno component.ApMembilny of esign programs and Preget
2,2x4 compression web bracing must be Installed wfiere mowe.. broadcaster efcomperamis the resporab110y of the b.1king marine,
3.Additional temporary door,to Insure stabnn duan o-umon 2Desl ....a the top and bottom choNs to be enterally braved at .`
DES. BY: LJ parary g y during la 2me.atm at tar os effectively unless memo throughout their length by
Is the responsibilAy of the erector.Additional Permanent brarirp of continuous shealMOg such as plywood smaohingi armlor drywall(eC),
DATE: 2/4/2015 the overall structure is the maponsibilny of the scanning designer. 3.2x Impact bridging or Formal3reraw reg ima mere shown.. /
C No bad snood be applied to any component until after all bracing and a. Insulations of truss is the maponsinday ohne mapectrve convector.
SEQ. : 6--76714 fasteners are camgsm and at no gene should any toads greater than 6.chosen assumas wsses are to be used in a nm.commme enwromnetd.
designdad ce applied to y component a forwry dR f use
TRANS ID: 916785 s,domestic,n ommom arae mea w oiW farm e.Gee IUA beramingtu sudgests shomar Shim or wedge if /.
- dypsnPat . tIt ns.
6
7. 1p assumes nMme �ed ��, C5I15319'E8
This design bombed summor t the limitations t Amin by 0 %aand UdutI facesf burns, .q anmer mmar A
1111111 VIII VIII VIII VIII VIII VIII IIII IIII iii
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S G
USA IOClCompIITNs Software 16.6(1 L)-E 10.For basic 4
nneor gle of eet design ESR-1
values see 311,11900(MTed SIONALti
I !
I
ILII III IIII This design prepared from computer input by
PACIFIC LUMBER-BC
MEERS -^PICAII9SS TRUSS SPAN - 11.1" IBC 2012 MAX MERCER FCJCES 4W? =:.00
./GDF/Cq
^' 4 DF pieB:"A LOAD DURATION INCREASE - 1.15
RC: 2,T1 PC 4I987R SPACED 24.0" O.C. 2-3=1 120) '9
TC LATERAL SUPPORT - 12"DC. 'JON. LOADING
BC LATERAL SUPPORT - 12"DC. "JON. LL( 25.0)+DL( '.0) ON TOP CHORD 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED DEC AREA
DL ON BOTTOM CHORD = 10.0 PSILOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PGF 0'- 0.0" -25/ 310V -46/ 146H 5.50" 0.50 DF 6251
I'- 9.2" -4// 154V 0/ OF 5.50" 0.25 DF 1 625)
LL - 25 PSI' Ground Snow (Pq) - 11.9" -83/ 144V 0/ 011 1.50" 0.23 DE 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2,_DesiEn checked for net(-5 psf) uplift aot 24 " s�,ri
REQUIREMENTS OF TBC 2012 AND IPC 2012 NOT BEING MET. - - -
VERTICAL DEFLECTION LIMITS: LL='/240, TL-L/160
BOT-AM CHORD 'DECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -I'- O.C" ?,_loved - C_LOC"
AND BOTTOM CHORD LiVF. LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEEP = -0.003" e -1'- i loved
3 MAX PC PANE: LL REEL = 0.004" @ _ - 0.1" All.wed = S.'LS;"
9
MAX RC PANEL TL DEFL = -9.005" @ _ - 0.1" Allowed - 0.0'2",
8.00 PrAt HORIZ. LL DEF:. _-0.001" @ 51-10.9"
MAX HDRIZ. TL DEF!. - -0.001" @ 5'- 10.9"
Design conforms to main windy Pr or_resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.2ft, TCDL-4.2,BCDL=6.0, ASCE 9-10,
(Ali Heights), Enclosed, Cat.2, F_9p.B, MWFRS(Dir),
load duration factor-1.6,
Truss designed for wind !.ads
n in the plane of the [ass ti-Dy.
or
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JOB NAME : LENNAR 2664-E3C BURLINGTON - SJ3 EXPIRES:12/31/2015
Scale: 0.6681
WARNINGS GENERAL NOTES unless otherearepoled'.
1Builder o I contractor should tl'en r llc General r.Tn design s based only neon the p t h d I 'd'wual
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Truss' SJ3 and Warnings- beforeconstruction building component.Apvt design siltyo t ev v V WAS � "l
0.2x4 p bb B mustinstalled wn n post r component the Ito b"b Bd g r. P O �'M TA
z.Dimino s thetop a Mn n al I b Br ly b e t .�� C `%
DES. BY: LJ 3Ad°T Itemporary bracing t ttililya y Tutton zne atts ob.opermansively N throughout bacn-length by O �. TO /-
is the po 'b I8Y Of the erector.Additional permanent bracing of coo ir
names roN B rf plY+bod n to nB(TC) a/ ch"Ml(BC). x
DATE: 2/4/2015 the roll announce is the reaponalbaay onbehandling e goer. 3zampact bridging or lateral bracing argument whereshown++ /
L. No bad should be applied to any component until after all bracing am e. Installation of Wss is the responsibility or the respective
contractor..
SEQ. : 6176715 fa:t qt and at no time n m anyl a greater than s Design assumes promer amto be used in a don-comemsive,anomfornment.
TRANS ID: 916785 1
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