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BUILDER: I$SUEDATEABOVE PI-AN PROVOED FOR TRUSS
LENNAR 12/12/13 TRUSS cucUI-ATOMS uro
ENGINEERED STRUCTUFG L
PROJECTTITLE REVISION-L D INFORSFORALLLDINGFURTHER ��
INFORMATION.BUILU
LENNAR-MULBERRY AMERICAN 2571 DESIONERVENCINEEROFRECORD
PLAN: DRAWN BY JP REVISION-2' TORESPONSIBLETRUONNE ALL N B2LDIN5
TO TRUBS CONNECTIONS.BUM1DING
OF REC
2571A / MULBIERFRYHAMWCANDERIEVEJI AND INEER APPROVE OF ALL TO COMPANY
DELIVERY LOCATION: SCALE: REVISION-J: DESIGNS PRIOR TO CONSTRUCTION. TRUSS
3/32"= 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and vold if not fabricated by-Paclflc Lumber and Truss.
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BUILDER: ISSUE DATE. ABOVE PIAN PROVIDED FOR TRUSS
LENNAR 12/12/13 PLACEMENT CULATiONS REFER
ENGINEERED STRUCTURAL
PROJECT TITLE REVISION 1. DRAWINGS
NERVENFOR
INFER FURTHER um er
LENNAR-MULBERRY AMERICAN 2571 INFORMATION BUILDING
UESIONSIIBLE FOR
AL OF RECORD
PLAN, DRAWN BY JP REVISION-2. TO TRUSS
r-0RAO CONNECTIONS
TO TRU55 CONNECTIONS.BUILDING
2571 A / MULBER If �N °EREVEW AND APPROOVE of ALLL & TRUSS COMPANY
DELIVERY LOCATION. SCALE' REVISION 3. DESIGNS PRIOR TO CONSTRUCTION.
3/32"= 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
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 bracing to insure stability during construction
is the responsibility of the erector.Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling,shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIIWTCA in SCSI,copies of which will be fumished upon request.
7. Refer to ANSI/TPI-1 Section 2.3 for RESPONSIBILITIES WHERE LEGAL
REQUIREMENTS MANDATE A REGISTERED DESIGN PROFESSIONAL
FOR BUILDINGS.
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2'o.c. and at 10'o.c, respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing (TC)and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown++,
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for'dry condition'of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate in inches.
10. For basic connector plate design values see ESR-1311, ESR-198NMiTek).
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Job Transmittal
MiTek USA, Inc. IIll�lllnlllnlll II
250 Klug Circle, Corona, CA 92880
(951) 245-9525 Fax (951) 273-0040 Transaction ID: 428056
TO: PACIFIC LUMBER & TRUSS DATE: 512212015
ATT: Bob Cairns
Drawings Repairs Sequence Ws Description
27 0 6273454-6273480 LENNAR 2571-A MULBERY AMERICANS - LEI
Transmittal Notes:
Design Notes:
FTP:428056.zip
5/22/2015 4:02:04 PM Page 1
VIII III III This design prepared from, computer input by '
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPEC_F_CATIONS TRUSS SPAN 40'- 0.0" EBC 2012 MAX MEMBER FORCES 4WR/GDF/^q"L.00
TC: 2a4 DF ®16PTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10-(-52') 3816 3-10=I-395) 230
2x4 DF 2400E T1, T4 SPACED 24.0" D.C. 2- 3=(-4119) 589 10-11=(-403) 3165 10- 4=( 0) 563
BC: 2x4 DF R16BTp 3- 4=(-3751) 391 11-12=(-403) 3185 4-11-(-944) 169
WEBS: 2x4 IF STAND LOADING 4- 5=(-2622) 316 12- 8=(-527) 3816 11- 5=( -69) 1275
LL( 25.0)+DLI 7.01 ON TOP CHORD 32.0 PSF 5- 6=(-2622) 316 IT- 6=1-9441 169
TC LATERAL SUPPORT <= 12"OC. UDS. DL ON BOTTOM CHORD 10.0 PSF 6- 7-(-3751) 391 6-12=( 0) 563
ED LATERAL SUPPORT <= 12"OC. UDN. TOTAL LOAD 42.0 PSF - 8-(-4119) 589 12- 7=(-395) 230
B- 9=( 0) 72
OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Rol
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIDNS SIZE SQ.IN. (SPEC IFS)
0- 0.0" -21B/ 1908V -110/ 110H 5.SO" 3.05 DF ( 6251
BOTTOM THIRD CHECKED FOR IOPSF LIVE LOAD. TOP 40'- 0.0" -21B/ 190AV 0/ 011 5.50" 3.05 DF ( 625)
ANC BOTT014 CHORD LIVE LOADS ACT NON-CONCURRENTLY.
COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spa cess.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL -0.046" @ -2'- 0.0" Allowed = 0.26,"
MAX LL DEFL -0.309" @ 20'- 0.0" Allowed = 1.954"
MAX TL CREEP DEFL -0.727" @ 20'- 0.0" Allowed = 2.606"
MAX LL DEFL -0.036" @ 42'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL -0.046" @ 42'- 0.0" Allowed = 0.267"
VAX HORIZ. LL DEFL 0.105" @ 39'- 6.5"
MAX HORIZ. TL DEFL O.L74" @ 39'- 6.5"
Wind: 140 mph, h=15ft, TC0L=4.2,BCDL=6.0, ASCE 7-
0,
IAL Heights), EncloseA, CaL 2, Ex p.O, M.W r'REIDi:1,
load duration factor=1.6,
Truss designed for wind loads
20-00 20-00 in the plane of the truss only.
7-02-08 6-04-12 6-04-12 6-04-12 6-04-12 7-02 08
12 12
4.00 fi M-4 x6 -14.0
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2-6c 40-00 2-co
J03 NAME : LENNAR 2571-A MULBERRY AMERICAN - A4 EXPIRES:12/31/2015
Scale: 0.1484 RAII,�
WARNINGa GENERAL MOMS,unleassomeraire noted WAS e'u.
1.Builder and erecfon oforthadhor should be mored of all General Notes 1.This design Based only upon the parameters shown and is for aniad'vkual
Truss: A4 and Warnings before ormstrudem rommenses. building contorted,Applicability of design Parameters and proper
QP
2.a4 compression web on..,must be installed where shown t Incorporation of component's Me responsibility of the bidding designer. y�P O
3.Additional temporary bradng to insure all during construction 2.Design assumMe top and bottom Terms to be laterally braced at
DES. BY: LA 's Me respomdilay of the erector.Addifronal Permanent bracing of wmmuous at 19 o.c res�tlhmly unless braced troughoutthell anggt1h by
DATE: 5/22/20 1 5 Me Overall structure is the responsibility of Me bulking desgner. 3.atm d fond or such
br she eol whenel own,+drywall(BC).
tamped grg rgrequiretl where mown..
d.No bad should be applied to any component until after as bracing and C Ina alflab r of toss is the responsibaey of Me respetliwe mmratlor.
SEQ. 6273454 fasteners are compete and at no time should any loads greater than 5. Design assumes trusses are to de,used in a noncovoatve emtmnment.
design toads be applied to any componem. add are for'on mnaaror of use wQ 51398 A.F
TRANS IC: 428056 ar s. > naesu foabeadrg at as aupPeas snpwn.shimprweageif
5.come T M1 sno met 0 ssum eno responspl for the Gf SC
fab b handling el roma t also stallation of component. 7 desgn ass des adequate drainage" coked. S G
s.Thea g a humshed spifO to Me Rental set tM by 8 Platesshad be lecate,on boM faces trains,and placed so Mev cemer S�ONAL�
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PW ICA BLBrmpesplw o will be dmtM1dupon regpeat aharassers.
inclueare tparlor
MiTek USA Inc.ICom uTrus Software 7661E E m.�o ease mnnedprf e�e des"hei ee BSN-t3n,ESR-
P ( ) pl g 1988(MiTek)
11111
IIII This design prepared trort co.,pvter input by
PACIFIC LUMBER AND TRUSS-5r
LUMBER SPErIFLCATT_ONS TRUSS SPAN 40— 0.0" CON D. 2 Design checked for net(-5 pst) upli^, at 24 "oc orating-
2x4 OF 016BT P. LOAD DURATION INCREASE - 1.15 Wind: 140 mph, h=15 ft, TCDL=4.[,BCDL=6.0, ASCE --
BC: 22,4 PF 916BTP SPACED 24.0" O.C. P 10,
(All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dirl,
load duration Eactor=l.6,
�C LATEPAL SUPPORT <= 12"OC. UON. LOADING Toa33 designed actfor wind loads
BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)IDL( 7.0) ON TOP CHORD = 32.0 PSI g
DL ON BOTTOM CHORD 10.0 PSP
in the plane of the truss only.
Unbalanced live loads have been TOTAL LOAD = 42.0 PSI
co nsldered for this design. Gable end truss on continuous bearing e,t,c wall UON.
LL = 25 PST Ground Snow (Pg) Refer
or equal typical at stertic
ud vals.
Refer to CompuTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET,
BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A
HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE
GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION
POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION
SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
BRACING TO THE HINGE TYPE CONNECTION.
20-00 20-00
10-06-03 9-05-13 9-05-13 10-06-03
12 IIM-4x4 I2
4.00 D 3 a 4.00
M-3x6(5) M-3x6(S)
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al EXPIRES: 12/31/2015
Scale: 0.1990 ��qq MERR2L B
— - - WARNINGa --- GENERAL NOTES unleswls
sotherenoRd: ,V pWASy `ILL
1. Bulge d present N contractor should ae advised f II Ge aram
I Notes 1.Ume design is based only upon the pelere snow d 1 n intlbtlual O
Truss: Al and earnings before construction commences bulwing component Applicability of design pssemdias tlp par QP Re Wow F'.D
2 ars D web bracing must be Installed where shown Incorporation of component's me responsibility of thebuilding designer. �e O
3.AddRUnaMem 2.Design assumes the top and bottom dorm no be laterally bread at
poraryfthe er ct r.Add tonally dung construction
DES. BY: LA re o.c.am at 10 c.c.such as bay unless braced arae their allp� by
It Me of the erector.Addmonalpermes,designer.
of con rruspl sceingor such as Dbwomsaee!where)esent,drywellteC).
DATE: 5/22/2015 me overallstrutlrapplaltriaonslb9oyent Wiwfer aeagner. 3. IntmyyeO hof true or larteral of Me wberesnown
SEQ. a.No wad sare complete
lets and at no component until alley a renter g n 1.Desigstalntion of truss as m to aswioy of a nonnerfrrt conrbarom.
TRANS6273455 design bar ampere.n eat no time ant. any laws greater man s. A.areaawmm bwssesemro ceased w.noo-anoere enwonmem. `
TRANIG: 926056 design aegis ce applied to any component. B ma^°wrurres mibbee: or ata)supports shown.same or eP ,P 51398 ,(0
5.ComR+Trus has no control war and a diumm no responsibility nor the w bearing,° PPo edge If O� P6[SI E
bbondon,handling,shipment am completion of components. 7,Design resumes adequme drainage b marded. �sSsS G
6.oris design is fumened subject to the hmbaeons alt form by o,cotes anal be lo®md on both frasd truss,am paced so their center �ONAL�
IIII VIII VIII(IIII VIII VIII VIII IIII IIII TPIM?CA In acs),ropes of wnirn will be NrnkhM upon request. lines murst with pint anter lines.
8 line. bMWte Birt DI plate perte inches.
Miles USA,Inc.ICDmpuTms Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1968(MiTed
11111111111111
IIIA1111111 This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LIiHEER S?c" TCATTONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/^_q=1.00
TC: 2x4 DF R'r6BTF LOAD DURATION INCREASE = 1.15 1-2-( 0) -2 2-7-(-239) 1462 3-7=I-4541 229
BC: 2x4 OF 416BTR. SPACED 24.0" O.C. 2-3=(-16141 281 7-8=)-116) i3 7-4-) 01 606
WEBS: 2.4 OF S-AN' 3-4=(-1218) 108 4-8-)-956) 192
LOADING 4-5-( -134) 76 8-5=1-183) 8T
TC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5-6=( 0) 0
BC LATERAL SUPPORT <= 12"OC. HIS. DL ON BOTTOM CHORD = 10.0 PSE
TOTAL LOAD - 42.0 PSP
OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
LL = 25 PSE Ground Snow (Pq) LOCATIONS REACTIONS REACTIONS SIZE SQ.TN. (SPECIES)
0'- 0.0" -182/ 1064V -84/ 254H 5.50" 1.n0 DF ) 625)
LIMITED STORAGE DOES MDT APPLY DUE TO THE SPATIAL 19'- 5.5" -102/ 311V 0/ OR 5.50" 1.31 IF 625)
REQUIREMENTS OF Ifor 2012 AND IRC 2012 NOT BEING' MET,
BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP COND 2:
Design checked for net(-5 2.f) uplift at 24 "ac spacing..
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=0/240, T L/180
MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX LL DEFL = -0.052" @ 6'- 11.8" Allowed = 0.927"
MAX TL CREEP DEFL -0.119" @ 6'- 11.8" Allowed = 1.216"
MAX HORIZ. LL DEFL = 0.016" is 19- 0.0"
MAX DORIS. It. DEFL = 0.027" @ 191- 0.0"
Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir),
-00-05 5-11-11 6-01-12 0-03-12 load duration factor=l.6,
-_ --' -----"'�( -moi Truss designed for wind loads
12 rr. the plane of the truss only.
4,30 p M-1.5x3 s
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19-05-08 MERRIU 0
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A5 EXPIRES:12/31/2015
Scale 0.2"00 RffiLL
_ - - aq�
1. Sul a, OENERALNGlE6 unless .,on thenound
p...d
1. Baia in Bion olattDoM1oumences. of all GeneralNr 1 This ingcomsnent.onlyupon lase p design parshown ameters
an 1.for ntl'rvavel J� OF V/A$Fn. YT
Truss: AS antl Warnings before construction commences. Incorporation
co Applicability olaeslgnparemeter burning
tlproper
2.2x6 compression web bracing must be nsthllea where shown+ ncoryorat on of component is Ne uepons bllay of to b aing des pnec �@
3.Additionalpressipn web
to Insure stabllny during construction 2 Design assumes Me top and bottom MOMS to lx laterally,braced al .�
DES. BY: LA Ift by
5 pie responabilny of the erector.Additional permanent braang of Ta^.n end atIDhin suchrespas p4wely nkasbreced throughout their knXtO
me overall structure la the reg Impactt neat,or sum as prywoaa ended!whertilhi shown+thywall C)
DATE: 5/22/2015 ponslbiprentenuiaing alkenes. C2xlmpattoftrues or Memarprirgd,or me where shown..
d.Nokatlsaouamphetebe ietlmano amponenl until ands greater than
end 5,DessnaInstallatssolprisskre re tone)pe intherespec4frecomrarom
SEQ. : 62:3456 dsignloare a applied
dont nompoent. any loads greaser men s.am are assumestrusteeare a ameam anonanosrve enwonment.
Cosign loam as no con to any and boom. em ere ss nary ro l bear of rise. y3 ,� 51398 4y�
TRANS I D: 428 0 5 6 s.comvriTnrs has no shipment s
no respouldi rorine s.meayn ry rimed roe xanry m.e ariDanm anawn.shim drwetlge if Opp ACISf60.� R
fabn b .nendfrng.snip t Mlnslelktron of components ) Design ass es acep ase drainage- fmo am a. S'Sr �(y
6.The map a romishea s bktt to the limitations set kM by 6 Plates mal be to®ted n both baces of truss,and placed wo their center ONAL
Iililll)IIII(IIII(IIII)IIII)IIII)IIII IIII IIII PWFCN in ReslaDi Iw mwillb mrnsntlupon«guest adica wM,.art anininche.
9.Digmintl rot fete design
MITek USA 00.ICOmpuTfu550M\V82766(1 L)E 1o.F otic WnOeCto!(Aate tlesg wl ea see ESR-1311 ESR 1988(MITek)
VIII II I II IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-HC
SPEC IF ICP.T LO VG TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR1IDF/Cq-1.CC
_. 2x4 DF d16ETP.; LOAD DURATION INCREASE 115 2=I 0) 72 2-11=(-10051 -101 2- 3-
1- 10"i068
DF 29PIE T4 SPACED 24.0" O.C. 2- 3=I-"50'1 1068 11-12=( -555) 4135 3-11-( -_191 '_91
It: '14 IF A16BTP.; 3- 4=I--3061 879 12-13=( -375) 3053 II- 4=( -336) 3477
2z4 9F 240OF H1 LOADING 4- 5=1-32501 408 13-14=1 -410) 3179 4-12=(-1445) 232
WEBS: 2x4 DF STAND; Ild 25.0)+DL( 7.01 ON TOP CHORD - 32.0 PSE 5- 6=1-26061 310 14- 9=1 -513) 3830 12- 5-( -2) 462
2x4 DF RI[BTR A DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-2620) 311 5-13=( -865) 146
TOTAL LOAD - 42.0 PSE 7- 8=1-37361 394 13- 6- -76) 1295
TC LATERAL SUPPORT <= 12"OC. MON. 8- 9=(-4133) 574 13- 7=( -9381 176
BC LATERAL SUPPORT <= 12"OC. CON. LL = 25 PP Ground Snow (Ph) 9-10=1 0) 72 7-14=1 0) 591
14- 8=( -378) 221
OVERHANGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF INC 2012 AND Ill 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ RAG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOP IOPSF LIVE LOAD. TOP 0'- 0.0" -218/ 1908V -110/ 110.4 5.53" 2.85 DE ( 6.0)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- H.S. -218/ 190HV 0/ OH 5.51" 3.05 DF 62 5)
COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa ci ng.
VERTICAL DEFLECTION LIMITS: LL=L/29 C, TL=L/180
9AX LL DEFL = -0.036" @ -2'- 0.3" Allowed 0.200"
MAX TL CREEP DEFL = -0.046" @ -21- 0.]" Allowed = 0.267"
HAS LL DEFL = -0.538" @ 10'- 11.3" Allowed = 1.954"
MAX TL CREEP DEFL = -1.255" @ 10'- 11.3" Allowed = 2.606"
MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046' @ 42- O.D" Allowed = 0.267"
MAX HORIZ. LL DEFL = 0.212" @ 39'- 6.5"
MAX HORIZ. TL DEFL = D.352" a 39'- 6.5"
20-00 20-00 Ni ntl: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE --10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
5-07-15 5-03-15 3-07-14 5-04-04 6-04-12 6-04-12 7-02-08 load duration factor=1.6,
( (- - -T---- -rt----- --� Truss designed for wind loads
12 12 in the plane of the truss only.
4.00 o M-4x6 1 4.00
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r _
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2-03 7-05-12 7-00-04 25-06 2-00MFRRI0-�
- -
2-;0 40-00 ' 2-00'
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3 EXPIRES: 12/31/2015
Scale: C.1984
WARNINGS: GENERAL NOTES,unkssotherwisenoted: ,V F WASH♦�� "f
1.Builder a no erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and a for an Individual O `V I'
Truss: P3 and Warnings before tonstmtllon mmmemcec building component AP,Iiabilily of design parameerc and proper QP 4F' �� 0�
2.2x1 impression web bracing must be Installed where shown+. Incorporation of componentre Me responsibllly of the buining des nes y�P p
3.Add Hb at temporary buGng to Insure stability during mnstrunion 2-Design assumes the top and bottom Mads to to laterally branded ai A
DES. BY: LA 2 o.c,and at 10'o.c.respedNery unless based throughout their EipM by
's the respoaiblley of Me eretlm.Additional permanent of inanuous sheeM'ag alio ae pesmmedaheNhingQC)eiW/or drywall(BCj.
DATE: 5/22/2015 me overall struaure oche responslDYMy of Me building desgroc 3.2x lmDDad Brilliant,or latest broorg required where shown++
4.No bad should perappked to any ampbnent until alter all belam,am 4. Insist t*n of truss a Me respomibHK of Me respe a amraeor.
SEQ. : 62734 rJ� noveneis are amplets ora at no time should any loads greater than 5.Design asiumes busses are to be used in a nonanaive emnronmant
I ve
design be applied to any impm ent. end are for im,andi\wn'of use
.r 51398 0�
BANS iD: 428056 5.CompoT.a has no comrol or aM assum no reaporeibiliry for the 6 Design..Ad beard,at al supports shown.Shim w orage it
kbrcat henallrg,shipment era"stalMion of components. nesei
] mehi assumed able,ale draiagesrowdea, SS G s
6.This d g - R maind a bI ct t the limestone set forth Iry a males hal be orated bosh fa o�t and para ani their amer CONAL
IIIIIII(IIII(IIII(IIII(IIII IIII(IIIIIIIIIIII A in Be awlamnhhqu dica wahpm
MiTakUSA Inc./CompuTYus$ottwar¢]66(lldi 9 r induce slag n1 plate in mass.
10.For Bast conector Rude degvalu
n sae 1311ESR 1900(MiTek)
VIIIAI111111 This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LL"!BER SPv11FICATICNS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00
TC:
2,4 DF R16BTR. LOAD DURATION INCREASE = 1.15 1- 2=1 01 -2 2-11=1 -6331 4058 2- 3=(-4306) (75
BC: 2s4 IF S166TR SPACED 29.0" O.C. 2- 3=1-4306) 615 11-12=1 -2961 2021 3-11=1 -2891 212
WEBS 2a4 OF STAND 3- 9=(-3985) 472 12-13=( -158) 1204 11- =1 -1751 2150
LOADING 9- 5-(-1397) 187 13-19=( -3151 65 4-122=1 -990) 1l6
TC LATERAL SUPPORT C= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TDP CHORD = 32.0 PSF 5- 6=( -739) 135 19- 9=(-1387) 124 12- 5-1 -41 4B6
RC LATERAL SUPPORT C= 12"OC. LON. DL ON BOTTOM CHORD 10.0 PER 6- 7-( -754) 133 5-13=( -895) 150
TOTAL LOAD 42.0 PER 7- 8=( -356) 1975 13- 6-( 0) 219
OVERHANGS: 24.0" 24.0" B- 9=( -172) 1561 13- 7=( -78) 1145
LL = 25 PSF Ground Snow IPS) 9-10=( 0) 72 7-14=1-24331 475
14- 8=( -561) 244
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORS BRC REQUIRED BAG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 01- 0.0" -172/ 1319'V -110/ 110H 5.50" 2.11 OF 6251
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -308/ 2112V 0/ ON 5.50" 3.-6 IF h, 625)
40'- 0.0" -231/ B4V C/ ON 5.50" 0.13 DF ( 625)
COUP. 2: Design checked for net f-5 psf) uplift at 24 "oc spacing.'.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL -0,036" @ -2'- 0.0" Allowed - 0.200"
MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX LL DEFL = -0.264" @ 7'- 5.8" Allowed = 1,454"
MAX TL CREEP DEFL = -0.614" @ 7'- 5.B" Allowed 1.939"
MAX LL DEFL = 0.012" @ 32'- 10.1" Allowed = 0.417"
MAX LL DEFL -0.036" @ 42'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267"
MAX BC PANEL TL DEFL = -0.258" @ 35'- 6.3" Allowed = 0.596"
20-0C 20-00
MAX HORIZ. LL DEFL = 0.091" d 30- 3
5-0--i 5 5-03-15 3-0--14 5-C9-09 1 6-04-12 6-09-12 7-02-08 MAX HORIz. TL DEFL - 0.150" @ 30- ?..,
-1 Wind: 140 mph, h-15ft, TCD:.=4.2,3CDL=6.0, ASCE 7-10,
12 2
9.00 M-9%6 4 00 (All Heights), Enclosed, Cat.2, EAp.B, MWFRSID_r1,
load duration factor-1.6,
4.0" Truss designed for wind Loads
in the plane of the truss only.
M-6X16(S)
14- X4 3.0„ 7M-4x8 M-5x8(5)
0.25"
M-SX_6 % 0.25"
M-:.5s:3 M si �''�, ,@ - ED P�ROFFs�/
N \�\\ ��GJ /��p
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M_*X8 Iz LLI -_. Ind - \o ,� /I�W PE O2q`
0 14-sx8 U.25" M-5x611 M-3x411 0 92 PE
02.00 2.00v M-5x6(S)
12 12
11
7-05-12 6-10-08 5-0--12 10-00 10-00 �O qY 14,
I2-00� 7-05-12 / 7-00-04 25-06 /2-00 �EA RILL
L
2-00 'iPP.OVIDE FULL BEARING;Jts:2,14,9 40-00 2-00
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN A2
Scale 0.1765
WARNINGS 0ENERALNOTE6 underammossionced: WAS
1.Builder and region contractor should be advised f all General Notes L This design is lased only upon the parameters shown and' fora individual P QOF IN
Truss: A2 and Warn ngs before construction commends bulMUq c0 W e 1.Applicability o1 design parameters and proper
Q CT `p
2.Ora compression web bracing must be'nstaedwheresnown.. 2.Oecosg assurzs the comlop and Whom chards to be,kieralN Eared at neo. �P 02
3.Additional temporary loading to insure stability during construction 211.and at 19be.resecoveiy unless braced throughout their krrgN b
DES. BY: LA is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheatharg(FC)arhalor tlrywa'IV, .y
DATE: 5/22/2015 the Overall amprore is the responsibility nl Vhe bmdng deell 3,2.lord MMglrg Or at bracing regulred where shown
/� 4.No bad should be applied to any component until alter al bracing and 4.Inteblbwin Oftruss is the responslblay Orme respective controctol.
S EQ. : 62 7 3 4 rJ 8 fasteners are complete and at no time should any loatls greater than 5.Design assumes adverse are to be coed in a onnconosrve environment
design bads he applied to any component and are for'dry pori of use �O kA 51398 `y
TRANS I D: 428056 5.Companion; te has no control over aassumes no responsiWily for the 6. Dam,assume fW Dears,at a�supperts shown.shim or wedge if of GI$I'ER
9.Tis deg handling fmned sbjet and ctt me limitWwn of ations tions set to"by newi
B.P�e shall be bassommus mt0 one booth roes 04=iend placed we their center �sst�NAL��G
IIIIIII)IIII)IIII)IIII)IIII)IIII(IIII IIII IIII P M FCA in SCSI coppe ofwhim will m .shed upon r qu t B hurvers Dind�t NfplasInwinter
inche,
MiTek USA Igc.ICOmpuTN55oftwdre Software 7 766(1 L)E 1O.For bask connector plate design values see ESR-1311,ESR-1988(MiTeg
11111111111111
'1IIII'II This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LESSER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2,,4 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-227) 1889 -- 3=( 0) 339
SC: 2x4 DF HI&BTR SPACED 24.0" O.C. 2- 3=(-2233) 299 7- )=(-230) 1886 3- 8=(-749) 165
WEBS: 2x4 DF STAND 3- 4=(-1507) 257 B- 9=(-231) 1889 8- 4=( -92) B73
LOADING 4- 5=(-1507) 259 9- 6=(-228) 1892 8- 5=(-753) 194
TC LATERAL SUPPORT <= 12"0C. PON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI 5- 6=(-2234) 300 5- 9=( 0) 339
BC LATERAL SUPPORT <= 12"OC. PON. DL ON BOTTOM CHORD = 10.0 PSI
TOTAL LOAD = 42.0 PSE
OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ HAS REQUIRED IRS AREA
LL = 25 PSP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
For hanger specs. - See approved plans 0'- 0.0" -258/ 1542V -161/ 174H 5.50" 2.47 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 311- 0.0" -168/ 1302V O/ OH 5.50" 2.08 OF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR LOPED LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acing.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ✓ERT ICAL DEFLECTION LIMITS: LL=0/240, TL-L/180
MAXLL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200
CREEP TL CREEP DEFL = -0.046" @ -21- 0.0" Allowed = 0.267"
MAXLL DEFL = -0.094" "
@ 15'- 6.0" Allowed = 1.504
CR
MAX TL CREEP DEFL = -0.224" @ 15'- 6.0" Allowed = 2.006"
MAX HORIZ. LL DEFL = 0.043" @ 301- 6S"
MAX HORIZ. TL DEFL = 0.072" @ 30'- 6.5"
Wind: 140 mph, h=23ft, TCDL=4.2,8CDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.S, MWFRSIDlr),
load duration factor--1.6,
15-06 15-06 Truss designed for wind loads
in the plane of the truss only.
8-02 7-04 7-04 B-02
12 12
6.00 p M-4x6 Q 6.00
d.0"
4 fes
3.1'
M-3x4 M-3x4
3
ED PRor
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on
'off I M-3x6 M-L 5x3 80.25" M-L 5x3 M-3x660 Q
1-5XB(S) OREGON,I
9Y LO E
` B-00-04 7-05-12 7-05-12 B-00-04 t OMFRR�L��P
2-00 31-00
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B2 EXPIRES:12/31/2015
Scale: 0.1880 -,felt BAS
WARNINGS GENEMLNOIES,unlessoMemo ted: lwv WA
1.Rullder and erection contractor should be hMsed of all General Notes 1 mis design is based only upon the parameters shown and is for an individual
Truss: B2 and Warnings before construction commences bulldicg component ApplioadlYly of design parameters and propel QP a[F' C�,
2.tri compression web bracing must be installed where shown«, incorporation of component is me responamelty of the building igner �C O
3.Mdeional temporary bracing to insure stabildy during conduction 2.Sent incomes the top and bottom chords to be laterally brand at 2
DES. BY: LA I is de responsibility of the erector.Addronal permenent bracing of .0...aninuouat 10'Din resin uvely oodaneisse the snoortheir ionof
th by
DATE: 5/22/2 015 the overall structure is the responsibility ofthe building designer. 3.2x lmi imaging or Nteml brag required whre a shown++ aN�C).
4.No bait should be applied to any component unit[alter ad bracing and 4. Instal Ion of truss is the responsibility of the respective contractor.
SEQ. : 6273459 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be usel in a hon-coucsrve communism, `
deal,'.ad.be applied to any component. and am for condition of use •? 8 51398,,r�
TRANS ID: 428056 5.Compuirm has no control over and assumes no responsibility for the 6.Decggnassuhas ull bearing at all supports shown.Shim or wedge if 0 E'Cf ERtl'
6.Thsdesgn is fhfIrsh.uubject to theslmitattiions setetlt°e Cys 8.Plans shell bs loca7.Design donews. ted on both faces ae is Parms,and placed so then center SSr�NAL G
111111 VIII VIII VIII VIII VIII VIII(III(III TPIMRCA in SCSI,espies of which cora be furnished upon request. ldtnInche. ogis Indicate joint plate es.
MiTek USA,InCICompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate resign values see ESR-1311,ESR-1900(MiTek)
VIII III IIII This design prepared from computer input by +
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPEC_F:CATIONS TRUSS SPAN 31'- 0.0" COND. L Design checked for net(-5 psf) uplift at 24 "oc spaci ny.
2.4 DF 4-6BTP LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE ;-10,
PC: 2x4 DF 4169TP SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TC LATERAL SUPPORT <= 12"OC. UON. LOADING load duration factor=1.6,
BC LATERAL SUPPORT <= 12"OC. UOS. LL( 25.0)+DL) 7.0) ON TDP CHORD = 32.0 PST Truss designed for wind loads
DL ON BOTTOM CHORD = 10.0 PSP in the plane of the truss only.
Unbalanced live loads have been TOTAL LOAD = 42.0 PST Gable end truss on continuous bearing wall UON.
considered for this design. M-1x2 or equal typical at stud verticals.
LL = 25 PSI Ground Snow )Pg) Refer to CompuTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
15-06 15-06
12 UM-4x4 12
6.00{7 3 4 6.00
i
I �
PROFFS�
9
I M-3x6(S) 92 PE
M-3x4 4
--- --)`-_.. ---- OREG N M lir
15-06 15-06 /O '9Y 14, Z1
2-00 31-00 RRIL�
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B1
Scale: o.z600 EXPIRES: 12/31/2015
�xxrtt 6 I
WARNIN08: GENERAL 1101E8,unlessotherwke noted'.
1.Rer and ershom commoner should W wvined of all General Notes 1.This desgn is based only upon the parameters shown and Is Thr an ind'Ivkual WAS'
aiku.. T
TLUss: B1 and Waming4 before eonsnumon inmmeneass bulking component Applicability of desgn parameters and proper QP
2.2x1 ompressbn wall,bmctrg must be Installed where shown+. bee atlon of component N Me responsibility of the bulking desiggner. y�P
3.Additional temporary bracing to Insure stability dudrg construction 4.Gesgn aassimes the lop and bottom chortls to be lateralty braced al K,
DES. BY: LA 'e Me responsibility of the ercnor.Addllbnal permanent brae of 4'o.c.and at 10 ox. unless bunted throughout their lenr by
DATE: 5/22/2015 pen AY ponsi Ayo D< g goo. 8.mnlmnuoussheathingsu&asp"oWsheNmng(rL)anwordrywallleL).
MecveragsVudure ismeres buil fthe Wikin des be briag'mg or Weral bhang required where shown++
4.No bad should be applied to any component until alter al brecing and 4.Installation of truss B Me responsible,of the ropenrve contractor.
SEQ. : 6273460 rnsrenen are complete and at no time should any bads greater than s.Desgd assumes o-usses are to be used kanon-conosive emirommem, .f ` 51398 4V�
dam,leads be applied to any compo.rat rk are air'dry ofkllbn'of use
TRANS ID: 428056 5.compuTrus has no enamel war and assumes no responsiGlity,air the fi.nes�nry,umes NI beadrg at al suppor6 shown.shim or wetlgeit
hbnrsto ,harichig.shipment ark lmddw1Aon of omponenb. 7.lies,inermarder Magas,draloge arooked. SS,O G
6.Thee resign Nlumeded bgen tome Gmifaeon set both by 0 Plat sM1 1 be looted both frawas.goaded
paced so their enter NAL
III
111111111111111111111111111111111111111111111 TPUWfLA n SLSI,op nlwhith wiA be furnished upon request mad with t t
9 0gb emotes of Me games.
NtITCk I)$A, nC./F.GmpIITIVS O(lWarE 166(1-LE 10.For bask contractor plate resign values see ESRU311 ESR1988(MITI
VIII VIII II This design prepared fro¢ computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFIZATIONS TRUSS SPAN 33'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
T0: 2.4 DF #15BTR; LOAD DO RATION INCREASE = 1.15 1-3=(-920) 191 5-1=( -61) 62 3-6=(0) 347
2x6 UP IS TI SPACED 24.0" O.C. 2-3=( 0) 0 1-6=(-138) 741
BC: 2.4 DF #IBBTR 3-4=(-931) 216 6-4=(-135) 744
WEBS: 2x4 DF STAND LOADING
r- 12"DC. OOH. LL( 25.0)+DL( 7.0) ON 'TOP CHORD - 32.0 PSP
TC LATERAL SUPPORT
BC LATERAL SUPPOT <= 12"OC. PON. DL ON BOTTOM CHORD = 10.0 PSI BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
12'- 2.9" -57/ 37V -60/ 62H '1 0.00 yyyyy, ( 0)
NOTE: 2e4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 15'- 0.4" -596/ 820V 0/ ON 185.50" 1.31 DF ( 625)
ALL TOP CHORD AREAS NOT SHEATHED 31'- 0.0" -126/ 680V 0/ OH 5.50" 1.09 DF 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin
M-1.5r4 or equal at nou-structural BOTTOM CHORD CHECKED FOR LOPER LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
vertical members Inon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14AX LL REEL = 0.000" @ 0'- 0.0" Allowed = 0.200"
MAX TL CREEP PEEL = 0.000" @ 0'- 0.0" Allowed = 0.267"
Unbalanced live loads have been MAX LL DEED = -0.017" @ 22'- 10.9 Allowed = 0.754" !
considered for this design. MAX TC PANEL TO DEFL = 0.084" @ 18'- 11.6" Allowed = 0.799"
REFER TO COMPUTRUS STANDARD
GABLE END DETAIL FOR COMPLETE MAX HORIZ. LL DEFL = 0.008" "
@ 30'- 6.5
SPECIFICATIONS. MAX HORIZ. TL REEL 0.014" @ 30'- 6.5"
Wind: 140 mph, h=22ft, TCDL=4.2,ECDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
15-06 15-06 in the plane of the truss only.
19-06 3-06 8-00
12 12
6.00 p -M-4x4+ Q 6.00
2
M-4x6
3
IN
i ���Ep PROFESS
92 PE r
4 an
M-3x4+(s) M-3x6 M-1.5X3 M-3x4 0 2
M�3x4+ Y OREGON
12-02-1s 10-09-01 6-00 p 1' 14, g9 Q}
MFRIIEw-
2-00 31-00
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 EXPIRES:12/31/2015
Scale: 0.1999 'q�n`Wvuiz q,
WARNINGS: GENERAL NOTES, unless othervase noted'. stir 4�s]AS e '('
1.B9lkeranderectioncgntra Llorshoutlbe advised of all General Notes 1.This design R based only upon the parameters shown and 6 for an individual
Truss: B3 am Warnings before construction commences. bulking component Applicability of design paremeters and proper
2.21 comarveslon web bracing must be imretaWd where shown n Incorporation of component is the responsibility of the bultllnA designer. FP C
3.Atltlilional temDororybradng to Insure stability during construction 2.Design assumes the top imp Wit..brands to be laterally brobe!a 7,
DES. BY: 22 is the responsibility of the eremor.Additional permanent bracing of 2 olouo MIIIoln reamcvely un eahearea thr ghoul tte it len9lh by
DATE: 5/22/2015 gsa plywood here Shown
rywag(ec).
Me overell sbvmure IS responsibility of the bulking designer. 3.�nlormal,mature,
m hterelbraywo required where shown++
C Na bail should be applied to any component until after ad Maper,and d.Installation of truss is the responsibility of Me respective contractor.
SEQ. : 6273461 ad
a of complete and at no fine ahouIt any loads greater than 5.Des assumes trustees are to be used in a non-covosrve emeromment, a
design mads ra applied to any component. a.are far'dry boedrom of use. 71 ,p 51398 G
TRANS ID• 428056 6.Design assumes full beading at ah supports shown.shim or wedge if O A
5.eompuTms has no control over and assumes no responsibility far nn. A�, C)gTBR '
fab Ingres.handling,shipment and Installation of components Z Design assumes adequate drainage 6 provided. as5(� � e
6.This design'¢tarnished subject to Me limitations set forth by S.Plates shall be lobster on both faces ortmss.and placed so their center NAL
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PIM CAInBCSI�plesolwnitl willbeNrnisheauponrequet Iagreindicatencsiz loimceminces
9. For
sinectoofplatdesi design
NIITE(USA, nC.IF.OmpdTNS$0(tWare 1,6.6(1 L}Z 19.For basic connector plate tlesgnvaluea see ESR-1311,ESR-1988(MITeN)
11111
IIIIIIIII This design prepared from computer input by a
PACIFIC LUMBER AND TRUSS-BC
LL'MB ER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
'C- 2x4 DF tleB^.R LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-33) 621 6-3=(0) 374
BC: 2x4 DF BI&BTB SPACED 24.0" O.C. 2-3=(-819) 92 6-4=f-331 621
WEBS: 2.4 DF STAND 3-4=(-819) 92
LOADING 4-5=( 0) 101
TO LATERAL SUPPORT <= 12"OC. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD 10.0 PSF
TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL - 25 PBD Ground Snow (Pg) 01- 0.0" -161/ 900V -88/ 88H 5.50" 1.44 DF ( 6251
16'- 0.0" -161/ 900V 0/ OH 5.50" 1.44 IF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design clerked for net(-5 psf) uplift at 24 1 spacing.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
AND BOTTOM CHORD LIVE LOADS ACT MON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = C.200"
MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed 0.267"
MAX TL CREEP DEFL = -0.042" @ 8'- 0.0" Allowed 1.006"
MAX LL DEFL -0.036" @ 1B'- 0.0" Allowed - 0.200"
MAX TL CREEP DEFL -0.046" @ 1B'- 0.0" Allowed 0.267"
MAX TC PANEL LL DEFL = -0.070" @ 4'- 2.8" Allowed = 0.545"
MAX BORIC. LL DEFL = 0.007" @ 15'- 6.5"
MAX HUNTS. TL DEFL = 0.012" @ 15'- 6.5"
Wind: 140 mph, h-21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
I load duration fact,l.b,
12 12 Truss designed for wind loads
6.PC p iiM-4x4 Q 6.00 in the plane of the trass only.
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Cl EXPIRES:12/31/2015
Share: 0.3337 -'rl&
WARNINGS: GENERAL NOTES,unless otherwisarril
1.Bader and manor contractor should be armosed or all General Notes 1.This design m based only upon in.parameters shown and's for an indrvldual
Truss: C 1 and Warnings before construction commence, building component.ApprcaWwy of design parameters and proper
2.2a4 compression web timong must be installed he.shown w Incorporvaion of components the responsibiley at the binding designer. �! p
3.Miller It pony bi to insure atlbufty during construmbon 2.Design e99urMs the top and bottom chords to be teterally braced at 2
DES. BY: LA '¢me 'lent of the erector Additional ermanent bee of 2o.c and as l it o c restWeRody unless cased throughoutther dog9fo by
Po M p , cominuou he M g A as ptywand sheathng(TC) m/rdr,ram C).
DATE: 5/22/2015 the IIstructure s to po 'duly ftheb lkim,d designer, 3,2almpactbndgylateralroad,mpuired"for shown.-
d. No bd ad should be appaed t y co po ent mil seer.11 brach,am 1. statlNbn of buss N Me respons bury of Ne rispecti contractor.
SEQ. : 6273462 lasteers are complete and to to should any bads greeter Man 5.Design aseurnis Movies are m be used m a mon-commove ememnment c Q'
design toe be pp1lMt ycomponem. am arefor erycontalon'of.. �A ,p 51398 0
TRANS I D: 428056 s Design assma been,at as supports shown.sn rwadge It O (+ t2
s.Comp Tms has no goi orm end assumes no responsibliey be Me eca:sa ra1S1ER 1p
hbma0on,handlirp,shipment am installation of components. 7.Desgn assumes adequate dminagaY ruvlded. Sf G
6.Thus design k frommed subi to the Bmaefions set roan by ILplatesshad be mcand on bon lam of truss,am paced so their anter `ONAL�
111111(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII PIANCAin Inc
/ conks rods,S,wit r famished upon regia t 9 Dgl a indicate size of pleas ineInches
MiTSk USA,Io[./CCmpuTNS Software 7.6.6(1 L)-E 10.For beslcconned.,,M4desgnvaluessee ESR-1511,ESR-1900(M,Tek)
VIII II III IIII This design prepared ironcomputer input by
PACIFIC LUMBER AND TRUSS-BC
:.UMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
7C: 2z4 DF @[&BTP LOAD DORACION INCREASE = 1.15 1-2=( 0) 101 2-5=(-34) 622 5-3=10) 374
B
2,4 DF @L&BTR SPACED 24.0" O.C. 2-3=(-821) 93 5-4-(-341 622
WEBS: 2x4 DF STAND 3-4=(-820) 92
LOADING
TC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP
BC LATERAL SUPPORT <= 12"0C. PON. DL ON BOTTOM CHORD = 10.0 PSR BEARING MAX VERT MAX HORS ERG REQUIRED PRO AREA
TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 0'- 0.0" -1'10/ 923V -72/ 87H 5.50" 1.48 DF ( 625)
For hanger specs. See approved plans
LL - 25 PSI Ground Snow (Pg) 161- 0.0" -80/ 671V 0/ OR 5.50" 1.07 DF ( 625)
" -
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net)-5 sf) u li`t at 24 "on s acro
REQUIREMENTS OF :BC 2012 AND IRC 2012 NOT BEING MET.
7ERTICAL DEFLECTION LIMITS: LL-L/AO, TL-L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX LL DEFL = -0.036" @ -2'- 0.9" Allowed = 0.200"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX TC PANEL LL DEFL = 0.107" @ 11'- 9.3" Allowed = 0.545"
MAX TO PANEL TL DEFL = 0.416" @ 11'- 9.4" Allowed = 0.817"
MAX BORIS. LL DEFL = 0.007" @ 15'- 6.5"
MAX HORIZ. TL DEFL - 0.012" @ 15'- 6.5"
Wind: 140 mph, h=21.2ft, 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
8-DO 8-00 in the plane of the truss only.
-.
12 12
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IN
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2
Scale: 0.3360 EXPIRES:12/31/2015RRIlj,
WARNINGS GENERAL NOTES,unleesothembe noted. tO WA
1 Builder and areetwon contrctorShould be m&ised of all General Notes 1.Thla malgn Is based only upon the parameters shown and N for ind'wdual
l Truss: C2 l and W g before crmhucton commences Dulkllrg component Applicability of resign parameters am proper n qP T
2.tad bompreamon web madng must be Installed where shown t. Incarpontlon of comp mens MeresponsibllhyofthebullcingE g
2.De>gn aeaumss the top and bottom chords to be laterally braced el er
3. o Mei responsibility
me b ct ths dditionns almuity unament among
DES. BY: LA 2'oc.and at to o.c.rsspeeNay unless braced throughout cash tenor by
b Me of Me responsibility
Additional Me fundingdesuht,of llnuouaaheathing soar as plywum smaMing(TC)endlordrywall C).
DATE: 5/22/2015 the mean struCure is Me mponalblsy of the building desgner. 3,2mrlmpail bmgag or lateral among required whereshown..
4.No bac should be applied to any component until alter an brans,am 4. InsblWWn of true M Me respomibliyaf Ma res M.WMMdor.
SEQ. : 6273463 fasteners are compete am at no time should any loads greater man 5.Deals assumes mosses are b be used In a noncormNe emmonmera,
design bads be applied to any component m are rot Or,mmNoIs
e. 51398
of e. p k 51398 y4
TRANS ID: 428056 5.ComWTnn has no common ower am assm
urno respomibllily lar the 6. Dl acouasm Nl beamg at al su000me shown Shim or wedge if
f fl nam tion,ban&,,,abnormal aIr lludlatbn of components. 7.Dealt,assumes adequate draNage be y mldea. S GSA
6. Thb design b humored noted to the Insiders sal NM by 0. Plates aha)he located or both fares al them,am plated ao Mae anter SrONAL� s
�'i 777777(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPIM'fCA in BCS(,copse of which wlI be furnished upon request lines lDgsaInsured.Bassle of plate inr
gincbes.
MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For baslccbnnetlar patembegnwluesaee ESR-1311,ES11-1988NATek)
(IIII VIII III) This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" ICOND. 2: Design checked far net l-5 psf) uplift at 24 'rT spacing.'
'C: Ise IF 4I&BTR LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=21.2fL, TCDL-4.2,BCDL-6.0, ASCE i
BC: .a4 OF 41&B-,P SPACED 24.0" O.C. (All Heights), Enclosed, Cst.2, Eep.B, MWFRSl5)'
TO LATERAL SUPPORT <- 12"OC. UON. LOADING load duration tactor=1.6,
RC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEP Truss designed for wind loads
DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only.
TOTAL LOAD - 42.0 PSI' Gable end trussto continuous bearing wall `10 .
M-1x2 or equal typical at stud verticals.
LL = 25 PST Ground Snow (Pg) Refer to CompoTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR ISIAH LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
B-00 B-00
12 IS
6.00 p I IM-4x4 Q 6.00
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 EXPIRES:12/31/2015
Scale:-0.4605 'q��Ge'4i'
WARNINGS' GENERAL NOTES,unless oM.nisheD teB. ,>v FWA
1.BuIder and erection renmadar should be advised of all General Notes 1 This design is Wsed only upon theparameters show d' b an individual O T
Truss: C3 and Warengs before construction commences, building component Applicability of design parameters and proper
OP �e �A hep
2.2x4 compresson web Brad,must be Installed wM1ere showna ncmper afon of component N to responsibility of the building designer.
3.Additional temporary bracing to Insure stabilitytl her construction 2.Ossgn ssm.the top am bottom chortls to be laterally brach at 2
DES. BY: LA to Ne responsibility of the erector.Additional Po_c.andH10'o.c.respectNery unless both throughout their bnyyth by
D M1Y permanent bradrg of eamnuous sheathing such as plywood sheatheigi and/or Mysell(BG).
DATE: 5/22/2015 Ne overall structure'a the responsibility affair Wilding designer. 3.2x Import dldgrW or lateral bracing required where shown.a
4.No toed should be applied to any component until after air dating and 4.Installation of Nae sloe respomibliry of Me respetlrve wMtador.
SEQ. : 6273464 fademme mecomgeteand atnotime should any meds greater than s.Oesgnassumestmssesare tobeusoinSnum.mosrva,swa plan,
desgm x mpp
loads applied to any conent. am are nor•dry common of Tae. +� ,p 51398 ,(Ar
TRANS I D: 9 2 S 5 6 s.Compoi has no control over and assumes no rasporeitaiy for the s.cesn assumes ml Waring at al supports shownshim or weeps if O� NG)f]'[yR�
fadi®eon,handergshipment am nomination of components gai
)_deign assumes adequate drainage smvbed. ss G
S.This design Arrestedsubject to the lineations set to"by S.Plate al 1 be IocoteO n both faces ofwss am placed sv their anter ZONAL
IIII VIII VIII VIII VIII VIII VIII IIII IIII ANCA in BOBI,copies of whip,will be Nrn'shed upon request lines comospe with pint center lines,
MiTek USA,InelComul Software to Ogb"satesctceofPlten,nohwesseaEBRtan,BBR-
p ( ) plate design values 1988(MiTed
I
VIII I I II IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
_UMBER SY'CIFTCATLONS TRUSS SPAN 121- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ca---.00
2x4 DFglcdC'^. LOAD DURCTION INCREASE - 1.15 1-2-( 0) 101 2-6=1-231 442 6-3=(0) 294
3C:
L.4 IF g15BTR- SPACED 24.0" O.C. 2-3-(-590) 67 6-4=1-23) 442
WEBS: 2x4 IF STAND 3-4=I-5901 67
LOADING 4-5-( 01 101
TC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DLI ".O1 ON TOP CHORD 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. USE. DL ON BOTTOM CHORD 10.0 POP
TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA
OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 ESE Ground Snow (Pg) 0'- 0.0" -139/ 732V -69/ 69H 5.50" 1-17 DF ( 625)
12'- 0.0" -139/ 732V O/ OH 5.59" 1.17 OF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING NET. COND. 2: Design checked Eor net(-5 Osfl uolifC at 2C "ou spacing.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/IBO
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUIRENT'LY. MAX LL DEFL = -0.036" @ -2'- 0.1" Al to wed = C.200"
MAX TL CREEP NEED = -0.046" @ -2'- 0.3" Allowed = 0.267"
9AX LL DEFL -0.036" @ 14'- 0.7" Allowed = 0.2CO"
MAX TL CREEP DEFL -0.046" @ :4'- 0.1" Allowed 0.267"
MAX TC PA,"EL LL DEFL = -0.018" @ 3'- 2.3" Allowed = 0.396"
MAX TC PANEL TL DEFL = 0.102" @ 3'- 2.7" Allowed = 0.594"
MAX HORIZ. LL DEFL = 0.003" a 11'- 6.5"
MAX HORIZ. TL DEFL = 0.006" a 11'- 6.5"
6-00 6-00
_ I Wing: 140 mph, h=20Jft, TCDL=4.2,BCDL=6.0, ASCE 9-10,
%2 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
6.0o p
IIM-4x4 Q 6.00 load duration facto,1.6,
Truss designed for vied loads
4.0" in the plane of the truss only.
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 EXPIRES:12/31/2015
I Scale: 0.9135
�q M s
WARNINGS: GENERAL design
Is
unless otherwise pats: V WAS
J
1. Builder and erection contactor aM1oultl be etivlsetl of all General Notes 1.ThYtlee'nls bests onlyupon me erameterm mown and is for an indrvkual
Truss' C'2 and Warmngabelom ahemb m,muammenas, bulking comp of campomen 'uiu responsibility
design yn.oftereand ngproper
3,2.Ad conal temonarylamdngmusure stability
during shown r, ImageIncorpoassume
of am pop and
lame re card to oR orally ased.Qnen
],AaEili000 temporary bOelnB to Insure ale EilMy tluring construction ?,Dead,nadsaRC9 aIle top Ona Lely ananswer
wer ar edtroughybreLMel .�
DES. BY: LA is fire responsibility I the erector.Additional Ibrmtln f coni.end weatherat 10' ,reapemwlyood shmaoetllhmugnoW melrkxcby
pots ure eermene" go continuoussshgingor such as haded"ere wn+tlrywel ).
DATE: 5/223415 me overahll outbe applied
toanyco responsibility dirt
al baso. 4,glmpem bof Crus a thlaterelpMtlrgity of ewhereum contractor.
perform
/� -] a.rvotad snookbeapeantoany component any Ruler alomr than
e.Retain
lassof Was Ythe am Up
Is,use of theorecomm "memo
S Ey. 627.J46rJ Ysignpere a applied
Rona no him snoua any katls greRler then 5.a.a Im'it,atrussesereroe.used ins four-conosM enWronment,
design teas be im co�m any component ntl are scum Adm n'or ase. ,p 51 vmnll
398
TRANS IL': 42856 5.tom crus has noaMpl war and assumes no res S, "assumes Ml bearing al al auppo"s shown.Shim or wedge If OA, E`
W po lefor the ^t(a C`il$'j'ER SS'
Ydlon ,hendgrg,shipmenaeM lnslelYt'ron 1components. ].Oeag ea coos Wadi drainsig,b ked. It G
S. This dead,"Y Rmiededs burin to me limestoneeat forma 9 Mete hall be bra edobn1 both Yaad vuss a Jplead sa mar anter %NAL +
1111111)IIII)IIII)IIII(IIII)IIII)IIII IIII IIII MTe�SA,InclCompaTras Software 786CA in BI wpm of whadir will Is, (1LE upon requeal LO.Fop es!cannairow atedeagn,at come,arms.
vtesaee ESR 1]11 ESR 1988(MITek)
9 OgAs cleat t e n toes +
I
11111111111111
IIIIIIIIII This design prepared from computer input by '
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS 'TRUSS SPAN 12— 0.0" JCOND. 2: Design Checked for nett-5 psf) uplift at 24 "or spacing.
TO 2x4 IF #I&BTR LOAD DURATION INCREASE = 1.1S Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL-6.0, ASCE. 7-10,
BC: 2x4 OF gl[BTR SPACED 24.0" O.C.
(All Heights, Enclosed, Cat.2, Exp.a, MW FNS(Diq,
TC :ATFeAI. SUPPORT 12"OC. U)N. LOADING load duration factor-1.6,
3C LATERAL SUPPORT r- 12"OC. UON. LLi 25.0)vDL( 7.0) ON TOP CHORD = 32.0 PSE Truss designed for wind loads
DL ON EOTTOM CHORD = 10.0 PSE in the plane of the truss only.
TOTAL LOAD = 42.0 PER Gable entl truss on continuous bearing wall PON.
M-`x2 or equal typical at stud verticals.
LL - 25 SHE Ground Snow IPq) Refer to Compu"rus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL comp..[e soeC ficat ions.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
E-00 6-OC
12 12
6.00 p 1IM-4x4 6.00
3
i1� �� RofFs�i
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EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN D1 ale: 0.5115
_ ,III @
WARNINGS GENERAL NOTES,unless.thinwhatmodual'. 10 W
t, Bmider and loartion contractor h ld be shaped of all General Notes 1 This design s based only upon the parameters shown and Is for an ind'waual SOF T�
Truss: DI and Marriage before m t d mmena. building component Appl ablYty ofilesign parameters and proper
2.Ea4 sona,.asioneb brungmost he"namled wee.shownncapemon of compos l sot responsibility of the h big designer. �P O
3 Make nal temporary bracing to Insure Mobility during constroc5on p Deto assumes the ton am botram dons to be Imb elf,braced e11 x
DES. BY: LA s the res slNl otthe erector.Mdilbnal P ox,am at to'bc.r peervey unless braced throughout their he by
pon 4y pemanent brearg of continuous sheathing sora as pywow sheatMng(ic)arwor dr aa)
DATE: 5/22/2015 me overall structure as the resronsibaey of me bmaing designer, 3.4e lmpad bndi or Waal bndrgreluired ween shown.+
4. No bad should be applied to any component ural after all bracing am 4. Instalamn at truss is the responsibility of the respective contractor.
SEQ. : 6273966 rastene,are compete and at no bre should any leads greeter than 5.Design assumes msees are ro m used in a nor-comosNe envvomment
des,loam be shaped to any component and a,.farr-dy coodnlon•of as.. eP ,p 513960 W
TRANS ID: 428056 5,compubus has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supreme shown.Rod or wedge if �y(. �-1$'[Lt-
hbricatlon,handling,shipment and installation or componams. z ooign.ssumeaaeequetedramMe k promee. FSy.i- �yG
6.This design s formatted subled to the limtlabous set forth by 8.Plates shell be amtetl on boot fads of,rues,and gacotl so mebcomen NAL
IIII VIIIVIII(IIIIVIIIVIIIVIIIIIIIIIII
TPINUICA., 9 ogb,. as aeofplatinrlddiea.
MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 19.For bae'w connector plate design values see ESR 1311.ESR-1988 IMDeld
II' 11 IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LCI4DFR SPECiFiCA:IONS 12-00-00 GIRDEF SUPPORTING 16-00-00 IHC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
2z4 DF Cti TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6=(-554) 2799 6- 2-(-1981 824
3^_: 2,6 D SS 2- 3=(-2296) 505 6- 7=(-547) 2705 2- 7=(-832) 2C5
WERS: 2.4 OF S-AND LOADING 3- 4=(-2296) 5057- 8-(-547) 2705 7- 3=(-404) 1866
LL = 25 PSE Ground Snow (PH) 4- 5=(-3192) 663 8- 5=(-554) 2799 7- 4-(-832) 205
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 8-(-198) 824
RC LATERAL SUPPORT <= 12"OC. OOH. HC UNIF LL( 175.0)+DL( 139.0)- 314.0 PLF0'- 0.0" TO L2'- 0.0" V
HEARING MAX VERT MAX HORZ BRG REQUIRED BIDS AREA
Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Hangers at-,ached to the bottom chord REQUIREMENTS OF LBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -979/ 2268V -51/ 51H 5.50" 3.63 DF ( 625)
will have 1.5" max. nail penetration. 12'- 0.0" -474/ 2268V 0/ OH 5.50" 3.63 DF ( 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa ci cq.I
'IERTICAL DEFLECTION LIMITS: LI.L/240, TL-L/100
MAX LL DEFL = -0.044" @ 6'- 0.0" Allowed = 0.554"
MAX TL CREEP DEFL = -0.104" @ 6'- 0.0" Allowed = 0.-39"
MAX VORIZ. LL DEFL - 0.014" @ 11'- 6.5"
6-00 6-00 MAX DORIS. If DEFL - 0.023" @ 11'- 6.5"
'(- Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3-07 2-05 2-05 3-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFl ir),
4 ---- --�( - -- ----fi--- -- -- -4 load duration factor=1.6,
12 12 Truss designed for wind loads
6.00 p M-4x6 Q 6.00 in the plane of the truss only.
0n
I
:M-4x4 ��M-4x4
2 3.1" \\
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M-5x10 M-5x10
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92 PE r
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD EXPIRES:12/31/2015
Scale: 0.9436 0"'Ll
WARNINGS: GENERAL NOTES,unless ofteraise not":
1, BYIMerand election contractor should be aevked of all General Notes 1.that design l5 based only upon Ne parameters,shown and l6 for an monomial J� OF WASlja
Truss: DGI RD and Warnings before wmm
nstructlon commences, bilMing component.Appllcablllry of deagn parameter,and prop., QP
2.ON compression web bmdng must be line ad where shown+. corporation of component is the responsibility of the bolding desyner. Re O
J.Additional temporary bracing to Insure elabconstruction
llity during Z_Design assumes the top and Whom chords t0 be laterally laced B1 x
DES. BY: LA ishe responsibility f the erector.Additional tbrad 1 2o.,add at 10cr.respegrvety,unless braced throughout their Nngth by
pons, iy o permanen w9 o continuous,he°thMg such as physic.,sbenhini endrordrywell(6e).
DATE: 5/22/2015 the overall structure is he raspon516apy of he boiling desigmr. 5.2ilmppaadbrdgirgor Wteral Gadngrequir"whereshown++
4.No bad should he applied to any component until alter all b add,am 4. InatelWtbn of truer n the resp0n5ibppy of he mspectom contraltor.
SEQ. ; 6273467 hatartm are complete am at no time should any bads greater hen s.DraI.fume trusses are W be used In a nor-commove amo-onmerd.
des bm5 m applied!to an t. m arc for•dry condition'ohne +� 51398
T RAN S I D: 9 2 B 0 5 6 s.ca,lous has soorontrol oveemia aa..-no ma'snaibllay for he S. aD"n aesumes NI beard,at al euppo shown.Shim orwedge if C.A�SCl$I$A� �S4'
recession.handling,shipment are imrelMbn of permanence, neceas°n' S G
and
S.This design is firdshed subject to the Interim set fork by 9: PhiwheG bposted o boMmk sa�trmovis and paced so heir center 'SIC,YAL
IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIPWCA n BCBI.,pies of whtl w p be hrnbhM upon request. Oea wpmotet fines
EDndicatsee
ofpeMiTekUSA,Inc.IGompuTrus S0fverme 7.6.61 -E 10Fobsiconnector design values see ESR-1311,ESR-
1988(MiTek)
ILII III III This design prepared from computer input by a
PACT-FIC LUMBER AND TRUSS-BC
.UMBER SPEr IF.CP.TIONS TRUSS SPAN 13'- 0.0" CON D. 2: Design chdY rod foI net p s f). nE ift a[ 24 "oc s aunt.
-C 2'x4 DF 4soTP. LOAD DURATION INCREASE = 1.15 Wind: 190 mph, h=2'u.SR, TCDL-4.2,BCDL=6.0, ASCE -10,
BC: 2r.9 DF YISBTR „CACEU 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.O, MWFRS!Dir),
TC LATERAL SUP?ORT <= 12"0r. 'JON. LOADING load duration factor-1.6,
HC LATERAL SUPPORT <= 12"Oc. NON. LL( 25.0)+DLI 7.6) ON TOP CHORD - 32.0 PSPTluss designed for wind loads
DL ON BOTTOM CHORD = 10.0 PSE in the plane of the truss only.
'TOTAL LOAD - 42.0 PSF Gable endtruss on continuous bearing wall UON.
LL 25 POP Ground Snow (P ) M-1x2 or egoal typical at stud verticals.
g Refer to CompuTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUPRENTLY.
6-06 6-06
12 12
6.00 p I I M-4x9 Q 6.00
3
v / \d
m
ro
m \
_ _ I
Tff� _ / TTTTTTJZO
PRO
M-3x4 M 3x4 92 PE 9r
2-00 13-00 9L 1'' bNalb A�
P+
MER R 10-9
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - El EXPIRES:12/31/2015
Scale: 0.4469
�q'01"la f�
WARNINGS' GENERAL NOTES nle omerw noted ,V' F WASb�e'`,I
L Builder and section contractor should be advised of all General Notes 1 This design're based at,.,on the p e tars shown and'a to...immavabal
Tru B;S: E1 and Warnings before strudon commences, building component Applicability of design parameters d proper
2.tad wmpreseon web bracing must beinstalled where shown+. Incorporationr po nt ism responsibility of the building dsigner. y�P O
3.Additional temporary bracing to Insure at. In,during construction 2.Design assumes the top and random NON.to be laterally ore.at
DES. BY: LA z o.c.and et 10'o.c.r pe thely unless braces throughout their lenyyin by
eche responsibniry of the eroctor.Additional permanent bracifg of continuous sheathing such as Mrsood sheathing(¢)and/or drywall(BC).
DATE: 5/22/2015 meoveralletrudurelsthereeponsmnny of thebeirla,desgner. 3.N Impact bridging or lateral bradrg returned where shown++
d.No bad should be appfied to any component until after al bracing and C Installation of base N me responsibility of me respeNve contractor.
SEQ. : 6273968 Faatenemarecompeteand at nodmesnonldany woos 9realer men s.Gesgn assumestrus.es are to be used in a rarmuaosme environment
design loads be apgied w any component. and are for•dry bend of ux. ,p 51398,<T
TRANS ID: 9280TJ6 s.Conali has no control wen am assumes no resbromenmy of the 6. man weumesMxanry at al supporta shown,shim or wedge'it O� AGlST6R� aQ+
FaMcabo handling,shipmentora insmlbtan of components. I Des, assmea amounts.dg v vasa. Ssst �(3
S.They design A furnished s b)ct to the hmna rmas ad Farm by 8 oats hal be b tea bom m I Insys,and paced ase they center ONAL
IIII(IIII VIII VIII(IIII(IIII(IIII IIII IIII fPIM?CA'n BCSI, opies of which win be NrnshM upon request pairs Forbadewith joint benter lines
s Gyns"di t folate n'Nes.
MlTek ll$A IOC ICOmpUTfU3$OflWSfN 76.6(iL)E 10.For base channon state design values see ESR-1311,ESR 1988(MiTek)
VIII 1111111 This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
3ER SPE7:7ICATIONS TRUSS SPAN 201- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
2z4 OF 0L68TP- LOAD DURATION INCREASE - 1.15 1- 2'( 0) 101 2- B=f-1681 1161 3- 3=(-283; 153
2:<4 DF Ni4BTI SPACED 24.0" O.C. 2- 3=(-1388) 220 8- 9 -95) -71 B- 4=( -21; 451
iKEES: 2i.4 DF SCANO 3- 4=(-1216) 152 9- 6=I-168) 2:61 4- 9=( -211 451
LOADING 4- 5=(-1216) 152 9- 5=(-283) 153
TO LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)iDL( 7.0) ON TOP CHORD 32.0 RIF 5- 6=(-1388) 220
BC LATERA:, SUP20RT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSI 6- 7=( 0) 101
TOTAL LOAD = 42.0 PSI
OVERHANGS: 24.0" 24.0"
LL = 25 PSI Ground Snoy (Pq) BEARING MAX VERT MAX HORZ BRC, REQUIRED BEG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPECIESI
LIMITED STORAGE DOES NOT APPLY DILE TO THE SPATIAL 01- 0.0" -]B6/ 1OB9V -110/ 11014 5.50" 1.74 OF 16251
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -186/ 1OB9V 0/ OR 5.50" 1.-4 OF 6251
BOTTOM CHORD CHECKED FCR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) colift a[ 24 "oc spa ci ag.�
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL-L/240, T -L/180
MAX LL DEFL = -0.036" @ -2'- 0.0" Alloyed 2.200"
MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Alloyed = 0.2E7"
MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed - 0.979"
MAX TL CREEP DEFL = -0.087" @ 13'- 5.8" Alloyed 1.306"
MAX LL DEFL = -0.036" @ 22'- 6.0" Alloyed - 0.200"
MAX TL CREEP DEFL = -0.046" @ 22- 6.0" Allowed 0.267"
10-03 10-03 MAX HORIZ. LL DEFL = 0.016" @ 201- 0.5"
- MAX BORIS. TL DEFL = 0.026" @ 201- 0.5"
4-10-04 5-04-12
5-04-12 4-10-04
Wintl: 190 mph, h=21 Jft, TC DL=9.2,BCGL-6.0, ASCE 7-10,
(All Heights), Enclosed, Cot.22 Exp.B, MWFRS(Dir),
12 12 load duration factor-1.6,
6 00 p M-4 x6 Q 6.00
Truss designed for Mind loads
4,0" in the plane of the truss only.
M-1.5x3 M-1.5x3
5
INo o
1 M-3x4 M-3x4 M-3x4 M-3x4 1 o Q 92 PE 9171
M-3x6(S)
L L
7-00-03 6-05-11 7-00-C3
- - -k--- ---- 9L ,�OREGON1a �1p2
14-00 6-06 �O '9Y 14,
2-00 20-06 2-00
MERRO-�P
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 EXPIRES:12/31/2015
Scale: 0 2494 �R$RRILj,
WARNINGS GENERAL NOTES Merstr td'. NrAs ems
1.Builder d cl trador snoop advised a 'sed or all General Notes 1.The deaabased d b upon to parameters shown and is for annd'Ndual a OF
Truss: F2 and Manings Before construction commences, building menprent,Applicabiay fdregn parameters and proper
x.2s4 compression web threat,must be lnsal0d where shown a ncnrpomtlon of component is the responslNmy of the building denfr . �! O
],Atldilioaa tem nra[In to Insure stabil Burin 3,Design BaeurMa the top and bohOm chords to be lateralM OreCM al er
porery B M during 'Z
DES. BY: LA a me resPonsiaifty ortne erector.Additional permanent brxan or continuous
o,c.end at pemvelyas oodusorders erbcedthmugnoor drywayyM by
DATE: 5/22/2015 me overall swcture a the res nsibil' of the builoi der ,9 2ro lm:d bringing
engror aura Waramdannul where Show/or tlrywalgec).
W M rig gabs. 8,b allparo Dofores os lateralhbraNnenBftyofthe where Mownn
<. Nobadshoobelete anto ano component until bods alater than
and 4.Be...ion of truss Nthemstonsibldy ofthe Ismar.ra
TBQAN ID: 428 deraneare pce complete and any component
should any roeda greater roan s. and at.or od, waseze of.. a.Win b conmia-e enmonmem' .� 51396 04
deagn beds as applied to boy rand nbrurt. ed are sor'dry CdMalon'of use.
T RAN S I D: 4 2 8 056 S.compurms an n0 comm over and ndefires no compeidtir.for me s. n�mu.ssames ml bearag ata sapporte anpwn.shim or wedge d 0NC/S1'ER� '
abrkeaon,nenelirlg,shipment and msalatbn of mmponene. 1.Dngn dimmer aaequme dorma9e arovided
Tho n a . SS G
6. dawgfurnamed!subect jto the 9mdaaom diet oft by 8.Pales shat W located on both faces JUrrrss.and parted so their
nter NAL� a
111111 VIII VIII(IIII(IIII VIII VIII IIII IIII TPANDCA In BCSI,capias of which wine entered!entered! em boahupon reauImes bru ade with pith Im
center es. a �O
e
9. Dgdb IMlna alis of pate m in..,
MiTek USA,In
Software].6.6(1 L)-E 10.For bealo connedor plate design values see ESR.1311,ESR-1988(MITep
11111111111111 This design prepared from computer input by '
PACIFIC LUMBER AND TRUSS-BC
1014 BF.R SPF.CIFTAT?ONS TRUSS SPAN 22- 6.0" IBC 2012 MAX MEMBER FORCES 1i0/GDF/ q-1.0'
TC:
2.4 IF RI&BTR; LOAD DURATION INCREASE - 1.15 1-3=1--281 125 r-I=(-43) 54 3-7=10) 27-
2x6 DF SS T1 SPACED 24.0" O.C. 2-3=1 0) 0 1--=(-74) 584
PC: 2x4 IF $16BTR 3-4=(-"41) 160 7-4=(-69) 587
WEBS: 2x4 DF STAND LOADING 4-5=f 0) 101
r- 12"OC. UDN.
LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSE
TC LATERAL SUPPORT
CC LATERAL SUPPORT <= 12"DC. LOW. DL ON BOTTOM CHORD - 10.0 PSE
TOTAL LOAD = 42.0 PSE BEARING MAX VERT MAX HORZ BEG REQUIRED RHO AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPECTESI
NOTE: 2x4 BRACING AT 24"OC LOS. FOR LL = 25 ISE Ground Smw IPg) 5'- 0.7" -47/ 33V -57/ 94H 0.00" 0.00 YS''9 S'q 1 01
ALL TOP CHORD AREAS NOT SHEATHED 7'- 6.4" -345/ 654V 0/ ON 95.50" 1.05 DF ( 6251
----------- - - -- - ------------><» LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -198/ BIOV 0/ ON 5.50" 1.30 DF 6251
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
OVERHANGS: 24.5" 24.2" IV [COND. Design checked for nett-5 os`) uplift at 24 roc spacinq.'
BOTTOM CHORD CHECKED FOR PSF LIVE LOAD. TOP
AN, BOTTOM CHORD LIVE LOADS
ACT NON-CONCURRENTLY. MAXVERTICAL DEFLECTION LIMITS: LL=0/249,Allowed
11-1.5;:4 or equal a_ non-stir cctsa: MAX LL PEEL 0.000" @ C'- O.0" Allowed = 0.200"
vertical members MAX TL CREEP PEEL - 0.000" @ 0'- 0.0" Allowed = 0.267"
MAX LL PEEL - -0.036" @ 22'- 6.0" Alloyed - 0.200"
,..balanced Live Loads have been MAX TL CREEP DEFL - -0.046" @ 22'- 6.0" Allowed - 0.267"
cons idexed Eox this design. REFER TO CUS STANDARD MAX TO PANEL LL DEFL = -0.018" (e 17'- 2.5" Allowed - 0.433
DETAIL "
GABLE END DETA11. FOR COMPLETE MAX TC PANEL TL DEER = 0.041" @ 10'- 8.6" Allowed = 0.632"
SPECIFICATIONS.
MAX HORIZ. LL PEEL = 0.005" @ 20- 0.5"
MAX BORIS. TL DEEP 0.009" @ 20- 0.5"
Wind: 140 mph, h=21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
fAll Heights), Enclosed, Car.2, Exp.B, MWFRS(Dir1,
load duration facte,1.6,
10-C3 10-03 Truss designed for wind loads
- -_-- -'(- T 10-C3 3-09 6-06 in the plane of the truss only.
M-4x4+ 12
6.00 p - Q 6.00
M-4x6
3
PN
e 92 PE
6
4 0
M-3x4+ s
M-3x6
M-1.5x3 14-3x4
5 0
o M-3x4+
11 ___ - 9L OREGON It �t4?
9-11 9-01 6-06
i� qY 74, 21
2-00 20-06 2-00 1 RRIU
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Fl EXPIRES:12/31/2015
0.2'44 �QRWL[B
WARNINGS: GENERAL NOTES,unlessotbawbe noted a10 pWNASy)'�.�`
1.Builder and erection contractor should be advised of all General Notes 1 This design is based Only upon the parameters shown and is for ad'vlduel Q. ��
TL1188[ F'1 and VArmmgs before construction commences, building component Applicability of design panmet dp pr Q rS ^iJ, .p
22x6 core lon web bracing t be installed where shown+. ntcorposdan of component b Ne responsibility of the leaking designer. P
3.Adddipnal temporary bracing to Insure sradlily during construction 2.t)esign assumes the top and bottom notes to be laterally amid at �It
DES. BY: LA re Me res mil of erector.Accidental tMail r 2'oo.and at to'our respenti unless braced throughout Uel,knglh by
pont% M o perrranen 9 o continuous sheathing such as pfywood sheathing(TL)andlor d}wall C).
DATE: 5/22/2015 Me overall structure Is the responsibility of Me huildiy desgnen 8.2x Impact bricigirlg or lateral bracing requved where shown++ -�
a.No bad should he ,bei t y component dl fl 1 o ng d C Installa and of buss z Ne respo dbity f m res�tliv re actor.
SEQ. : 6273470 first ra�� ple.�md at wr should ybads greater th 8_anaereassuCfor ry arAconare laheused non mnment' y1 51398 0�
TRANS ID: 928056 g applied v p° 6.Deaeregsan assumes Ni beery et i pvorts nown.sn aegad O 'QHr, tG
S.comp Trus nes no control e M hies oresporls clay rot the nt ry ISTE� St"
lebt t handling saw t M installation of components ].Gasp ass hies aimunithe drainages vided. 'sfl NG
6.Th'etl g 's Nnshed li to the linamons set font by B.Plate shallbed ted both �t m paced wthen career OVALE
IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII PMRCA BCSIcope I nawnb NmSLLt upon«guest 9 lines
ntlantendsofplatNlute.
MiTek USA OG/CorOpuTN6 SORwa,2766(1 L)2 1Q For basic necmr plate design value see ESR-1311,ESR-1988(i
11111111111111
" IIIIIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 31-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF HILBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-16141 334 1- 7=( -278) 1372 7- 2=( -558) 2680 5-10-(-722) 3486
BC 2x6 DF IS 2- 3-1 -4261 2028 7- 8-( -268) 1320 2- B=(-3270) 762
WEBS: 2,,4 IF STAND; LOADING 3- 4-( -892) 250 8- 9-(-1618) 428 8- 3-(-5460) 1228
2x6 DF q2 A LL = 25 PSK Ground Snow (Re) 4- 5=( -912) 232 9-10=( -856) 4058 3- 9=1 -968) 4524
TO CHIP LL( 50.0)+DL( 14.0)= 64.0 ELF 0'- 0.0" TO 20'- 6.0" V5- 6=(-4784) 1040 10- 6=( -876) 4160 9- 4=( -164) 630
TO LATERAL SUPPORT <= 12"OC. USE. BC UNIF LL( 362.51+DL( 266.5) 629.0 PIE 01- 0.0" TO 20'- 6.0" V 9- 5-1-38681 908
BC LATERAL SUPPORT <= 12"OC. USE,
rh, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX SUEZ IRS REQUIRED BRG AREA
( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES)
Attach 2 ply with 3"x.131 DLA GUN 0'- 0.0" -430/ 19B4V -91/ 91H 5.50" 3.17 DF ( 625)
nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 7'- 9.B" -1820/ 8198V 0/ ON 3.50" 5.52 OF (1485)
9" oc in 1 yow(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 6.0" -883/ 4025V 0/ ON 5.50" 6.4 4 OF ( 625)
T' oc in 2 yowls) throughout 2x6 bottom chords,
9" oc in 1 rows) throughout 2x4 webs, COND. 2: Design checked for net(-5 sf) uplift at 24 tier s acing.
9" oc in 2 row(s) throughout 2x6 webs.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
MAX LL PEEL -0.014" @ 3'- 9.5" Allowed = 0.360"
MAX TL CREEP PEEL = -0.033" @ 3'- 9.5" Allowed = 0.481"
MAX LL DEFL -0.044" @ 14'- 11.2" Allowed = 0.604"
MAX TL CREEP NEIL -0.105" @ 14- 11.2" Allowed - 0.806"
MAX HORIZ. LL FEEL 0.008" @ 20'- D.5"
1C-03 10-03 MAX HORIZ. TL DEFL 0.013" @ 20'- 0.5"
�( Design conforms to main windforce-resisting
3-11-05 4-01-03 2-02-08 4-06-08 5-08-08 system and components and claddinq criteria.
12 12 Wind: 140 mph, h=21.7fty TCDL=4.2,13CDL=6.0, ASCE 7-10,
6.00 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFI[ ir1,
4.0" load duration factor=1.6,
4 End verticals) are exposed to wind,
Truss designed for wind loads
M-7x8 in the plane of the truss only.
3 1 I
�M-3x10
s
M-3x8
A
M-5x10 M-5x12 S��PE0 PROFESS
�` Z9 �°
a 1-
3-09-09
� M-3x8 M 10 M 18x10 � M-3x8 6 �� Q�� 92 PE r
3-09-09 9-00-03 2-05-09 9-08-04 5-06-12
, _ y` y�OREGON1a
7-07 0-05-OB 12-05-06 i0 a" 74 Zo P}
PROVIDE FULL BEARING;Sts, B 6 20-06 MFRRIU-0
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD Seale: 0.2602
WARNINGS: GENERAL NOTES,unessothervnse noted: air 4 WAS e
1.6uikeranderection wnhaCOrshoudbeedvi Od Ofall Geneml Notes 1.This design 6 based only upon the parameters shown and k for p an lndividi Q, �O
Truss: FGIRD and Morin,before construction commences. Wilding component.Appli relu of design
responsibility Eat tlio ode O C CJ, TP
2.14conpreesion web bracing mum be Installed where mown., macaron t pone pone yo a iagrm. O
3.Addtlionaltemponry boding to insure stability during constructed 2.Design assumes Me top and bottom chords to be lalerelty braced at 2
DES. BY: LA is responsibility of erector.Additional ibrecin i 2'o.c.end et la o.c.mpemrvely unless Omcedihmu9houlMeu ledggedM by
penal dYo permanent go cotinuous sheathing such as plywood sheaNirg(TC)antl/ortlrywall(SC).
DATE: 5/22/2015 Me overall structure is Me responsib4ity of Ne bulking designer. 3.2s Impact bridging or lateral mai owned where shown++
4. No load should be applied to any component until after all bracing and 4.Irradiation of truss is the responsibility of Me respective Pentagon.
SEQ. : 6273971 fasteners are complete and at no time should any loads gremerthan 5.cesgnassumes mandesare tobeusedlnanommarmN¢environment, .� 51398 4�4
loads be applied to any component. and are for on,condition'of use. .{a
TRANS ID: 928056 s.design Compurms has no control ever and assume do responalb ire for the 6.Design assumes Nil bearing at act supports shown.Shim or wedge g
fabri®lion,handling, decades, +
shipment and installation of components. ),Design assumes obscure drainage is rovkeb. S`rrQ �G
6.This design a furnished subject to the limitations ser forth by S.Place stall be located on Win faces of truss,end paced so their rimer NAL
111111(IIII)IIII(IIII)IIII(IIII(IIII IIII IIII TPI/WtCA In RCGI,copies of whirl will be furnished upon request lines coincide with joint center lines. ,
9. Dight;peaccotearm ofate d in inches.
MIT¢k USA,Inc./CompuTrus Software L)-E 18.For basic connector pate tlesgn values see ESR-1311,ESR-1985(MiTek)
VIIIIIIIIIIII This desiqn prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPEC:F:CA.TIONS TRUSS SPAN 1'- 115" LBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
2x4 BF OI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0; 0
BG 2z4 DF @liATP. SPACED 24.0" O.C. 2-3=(-B9) S
TC LATERAL SUPPORT <= 12"OC. VON. LOADING
eC LATERAL SUPPORT <= 12"OC. NON. LL( 25.01*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX LOGO BRG REQUIRED PRO AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -1B2/ 583V -7/ 69H 5.50" 0.93 IF ( 625)
1'- 8.8" -12B/ 65V 0/ On 5.5D" 0.10 OF 1 625)
LL = 25 PSF Ground Snow (Pq) 1'- 11.5" -62/ 41V 0/ OR 1.5D" 0.09 OF ( 6251
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "so spaGln .]
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed 0.200"
EAC SAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed 0.217"
MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.-" Allowed = 0.095"
MAX TO PANEL TL DEFL = 0.004" @ I'- 0.-" Allowed = 0.143"
MAX HORIZ. LL DEFL = -0.000" @ 1'- 12.7"
MAX LORIS. TL DEFL -0.000" @ 1'- 1D.7"
Wind: 140 mph, h=19.7ft, TCDL=4.2,RCDL=6.0, ASCE 7-10,
3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir),
load duration factor 1.6,
Truss designed for wind loads
/ in the plane of the truss only.
l
.ti
l
m
m j
M-3x9
Y
i
ED P_R�OF,F.
IN
ZL1,79
--- - Q
z-oc 1-11-0e 92 PE
PROVIDE FULL BEARING;Jts:2 4 73
9` OREGON1t.
�O RP 14, 2') p4
PRO-
EXPIRES:
RO-EXPIRES:12/31/2015
71-A MULBERRY AMERICAN G2
JOB NAME : LENNAR Scale D.7914 vo�$�p t
WARNINGS GENERALNOTES i t rmilisenoted. �NrASx�Y.fT
1. Bu!Mer and erection contractor b died t IIS IN t 1.Thisdesignbased only upon the parameters show nds b Indhdual Q
Truss: Cit and Warnngsbefore const cion commences thk gcmp tApplcabllltyordealgnparamet sandpmpeer qP CT trop
2.dao compression web bracing must be instilled where shown t Incorpomtlon of comp n t is the responsibility of the bu Id ng E yner �T Q
3.Additional temporary bracing to Insure stability during conatrualon 2'Geegn assurres the top and bottom Uords to Mlatemly,bread al 2,
DES. BY: LA 2'os.and at 10'U.,re pedively unless brand throughout their limAg1h by
K 0e responsibilhy of erector.MCNonal pemunenl bradrg of continuous sheathing such as plywood sheathing(iC)and/or drywall(BL).
DATE: 5/22/2015 the overall structurels the mr,chadBirty arms Duldlrg designer, 3 2e Impact bridging or lateral orale,requirM where shown
4. No baa should Be applied to any component n l ager all oro[ng and 4 Installation of truss to responsibility f N rasps dv comment
SEQ. : 6273472 Radicals are complete and at no time spotlit any loads greater than s.Dar assumed In.ere ro the uvea In a min-comes.dinvinernmern.
TRANS ID: 928056 Com b di;He shay vgmt y p° um,;,ee s nDechal�ggn ass ma mi ee ling al �supports hewn.Sm edger C 1.3..9A8
5.Compal h miI d po entry rorthe fabrication.handling.shipmentaM installation olcomponend. T Deag °ous' or ,.at.Clan age as prowaea. SSS �G
s.meg de 's punched!tumbled d the limitations set roM by 6 Pot sM1 R be locoed dom d (truss,and paced an then center �NALE
1111111(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPIM1NfLA"n BLS(copies of whirn vnR be Nrnshed upon request. Idicia aithp t center lines,
9 For
sic connector
a of We cM1
MiTek USA frac/CompuTnrs Software 766(1 L)E mP bait d tete deign l ee ESR-t3n.ESR-f 988(Mitek)
VIII 111111( This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LJMRER SPEC I FIC ATI CNS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Co=1.00
2x4 DF I16BTR LOAD DURATION INCREASE - 1.15 1-2=( 01 101 2-4=(0) 0
IT: 2x4 ]EII6ETR SPACED 24.0" O.C. 2-3-(--4) 14
TC _ATEPAI. SUPFORT <= 12"OC. PON. LOADING
BC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)tDI( 7.0) ON TOP CHORD - 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
DL ON BOTTOM CHORD - 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" TOTAL LOAD 42.0 PSE 0'- 0.0" -164/ 475V -R/ 71H 23,50" 0.76 DF ( 625)
1'- 10.7" -37/ 49V 0/ OH 1.50" 0.08 DF ( 625)
LL = 25 PSE Ground Snow (Pg) 1'- 11.5" -85/ 34V 0/ On 0.00" 0.00 DF ( 625)
LIMITED STORAGE DDF.S NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 pf) uplift at 29 "oc s acing.
REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/24D, TL-L/18C
12 BOTTOM CHORE CHECKED FOR IOPSF LIVE LOAD. TOE MAX LL DEFL -0.036" a -2'- 0.0" Allowed = C.200"
6.00 ,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" R -2'- 0.0" Allowed = C.267"
MAX HORIZ. LL PEEL = -0.000" g 1'- I1.7"
MAX HORIZ. TL PEEL = -0.000" p 1'- 10.7,-
Wind:
0.7"Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor-1.6,
3 Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : LENNAR
2571-A MULBERRY AMERICAN - 31 Scale: 0.7914 EXPIRES:12/31/2015
WARNINGS: GENERAL NOlE6,mmeac othenvuenoted'.
I Builder antl erection contactor should be advised of all General Notes L This design h based only upon me pammemor shown antl u for en individual J� OF WASg��IT
Truss: Cil I and Warnings before construction commences, bilker,component Applicability ofdesgn parameters and proper
I 2.2,,4 compression web bracing must be managed where shown n Incorporation of component is the responeSlfty of the building deligher. AP TO
a.Additional tempom,bracing to Insure stability our,cunstudssm
lon 2.Design auabottomM
s the top shot cNe to par small,award al .y
DES. BY: LA u Me rn bit of emector.Additional 2'o.c and at tab c.rmperevely unless braced throughout their as m by
ponsi Mo permanent bream,of cornenuom ahimahl,such as plywood sheathrm C)and/or drywal&).
DATE: 5/22/2015 ', the overall structure h the responaNldy of Me Wilding desgner. a.2x lmppeed Imaging or Menial brew,reguired where Moen e e
4. No bac should be appled to any component until after al bracing and 4.hetallkan Of bias N the rnpons&k of ma respective wnnder.
SEQ. : 6273473 Mtenmamwrr,leteaMatnotlmeshuukanyldadagremerman s.Design assumes museum are to be masa in a non-conoalve emtonrnea,
digin cods be smaller to any component. ra we o m'it,wmadan of use. 9 k 51398 0�
TRANS IC: 428056 s.compurms has no aura over and assumm no reponsiWm for the 6.�an mwmes hull beam,at al supports shown.Shim or wedge n O NG�SpTe
tabmial handling sn,mam not a1stallatere of comwneraa ) Deluge asuramear welcome drainage provided S G
6. ThNd g isnn
" k subject t the hmaeaons set form by 9.planes and be located on both aces oPmades.and Placel so their anter SIONAL� a
IIII I IIIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPNNICA in BOSl,.,are 1 when Ml be Nrnahed upon rmuest 9 Mae Principe
ra ate�joint
plat inrmem r
MiTek USA Inc/Con rU9 Software 7.66(1 L)E 10
.F basic connector pilots d sign values see ESR-t 311,ESR-t 988 torrent ,
VIII II I II I'll This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-2C
LUX AEP SPECIEiATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX. MEMBER FORCES 4WR/GDF/Cq=1.00 �
2x4 OF 4lfBTP. LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-321 25 3-5=(-1507 70
BC: 2z4 DE RTfBTP SPACED 24.0" O.C. 2-3=(-1081 5-
WEBS: 2r.4 DF STAND 3-4-( 0) 0
LOADING
TC LATERAL SUPPORT <- 12"OC. PON. LL( 25.0)kDL( 7.0) ON TOP CHORD = 32.0 PSP
BC LATERAL SUPPORT <= 12"OC. PON. DL ON BOTTOM CHORD = 10.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 0'- 0.0" -134/ 525V -35/ 102H 5.50" 0.B4 OF ( 625)
LL = 25 PSI Ground Snow IPE) 4'- 11.5" -22/ 199V 0/ OR 5.50" 0.32 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2: Des iqn checked for net l-5 psf7 cpl aft at 24 "oc sp.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 DEFL = -0.036" @ -2'- 0.0" Alloyed = 0200"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL -0.046" @ -2'- 0.0" Allowed = 0.269"
MAX TC PANEL LL DEFL = 0.033" @ 1'- 10.8" Allowed = 0.295"
4-07-12 0-03-12 MAX TC PANEL TL DEFL -0.039" @ 2'- 6.3" Allowed = 0.442"
12 MAX HORIZ. LL DEFT. _ -0.000" @ 4'-
6.00 C7 MAX HORIZ. TL DEFL -0.000" @ 4'- 1.7"
///---
14-1.5x3 4 Wind: 140 mph, h=20.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, I
3 (All Heights), Enclosed, Cat.2, Exp.B, MWIRS(Dir),
load duration factor-1.6,
Tress designed for wind loads
in the plane of the truss only.
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 EXPIRES:12/31/2015
WARNINGS GENERAL NOTES unlessotherwasnotad a1O FµtASX
O 1. Builder and erection contractorshoul be awned or all General Notes 1,TMs design's based only upon the parameters show MA for an adeAmal C e0 Gy A�
Truss: G3 i and W3mngs before construction commences arms,component ApplicablNy or though Parameters and proper
2.2x4 compression web boweng must be Installed where shown e. ncorprmidn orcomponent,l the responslbild,of the building designer.
3,Additional temporary mating to Insure stability during construction 2.Desgn assumes the`oo,AM bomm chortle b be aterally baced at
DES. BY: LA ¢the res dal Ire ereaor.Aadnional Permanent braiding of 2 o.c,am At 10'an. peolvaly unless based!Mroughout Mev len th by
ponsi Ryo 0< g Paramours shearing such as pbwood sheathing(TC)and/or ch,maxe
DATE: 5/22/2015 Me overall structure is the respenamm,,of Me human,designer. J.2x lmpaid bridging or lateral among on,ired where shown..
4. No bad should be po
appaed to any comnent urdll after all learnt,and 4. Installation of truss b Me resposibYay of Me resporve
econtractor.
SEQ. : 6273979 rasremers are rnmgem and at no time should any loam greater Man b,Desgn assumes Heads are ro lx used In a noo-wrroalve eamomment Al design loads be aporm to any component and are Ed,ran, of use. '� ,p 51398
TRANS ID: 928056 e.D�n ansa Nb been,m all suppom shown.shim or staged O BC a�V
• S.CompuTaz nano,Shipmenta M assumes no rcormorantts,rot Me dry I$]EA Sj'•
fabrication handling,Shipment am inetalggrn of cormorants, ).Dedgn assumes Weg ate manage a p1ovgednd garzd so Mev renter SerIO1VAL�G
6.inose g AMaimed subject to Me limitedons set rorlh by a Plan shuceldate! ndork o11
111111(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII MITek USA Inc.,CompuTrus ISowtb r Nmahed aPan cedant 9. comm sahpm center INVATCA SCSI,cop fwh
Soffware 7661 E m.Dgft a sicco prsate size fplate inlet
( ) pate design values see ESR-1 Jtt ESR 1985(Mi Tek) I
VIIIIII IIII This design prepared fror,. computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
C:
2x4 OF 01&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-16) 293 6-3=(0) 181
BC: 2x4 DF kl6ETP SPACED 24.0" O.C. 2-3=(-392) 45 6-4=(-16) 293
WEBS: 2s4 DF STAND 3-4=(-392) 45
LOADING 4-5-( 0) 101
TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.01IDL( 7.0) ON TOP CHORD - 32.0 PSD
IS LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSE
TOTAL LOAD = 42.0 PSE BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.574 or "hal at non-structural
LL - 25 PST Ground Snow (Pq) 0'- 0.0" -100/ 564V -9B/ 48H 3.50" 0.90 IF ( 625)
81- 0.0" -100/ 564V 0/ OH 3.50" 0.90 IF ( 625
vertical members haonl. LIMITED STORAGE ODES NOT APPLY DUE TO THE SPATIA(.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING, MET. COND. 2: Design checked for net(-5 sf) a li't at 29 "oc s acin
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 = -0.036" @ -2'- CA" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ -2'- 0.0- Allowed = 0.267"
MAX LL DEFL = -0.036" @ 10'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ 10'- 0.0" Allowed = 0.267"
MAX TC PANEL LL DEFL = -0.008" @ 1'- 5.6" Allowed = 0.247"
4-00 4-00 MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.7" Allowed 0.370"
MAX HORIZ. LL DEFL 0.002" @ 7'- 8.5"
4-00 6-DO MAX HORIZ. TL DEFL 0.003" 6 7'- 8.5"
12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
6.00 Q 6.00 (All Heights), Enclosed, Cat.2 Exp.B, MWFRS(Dir),
load duration factor=1.6,
IIM-4x4 Truss designed for wind loads
4 0" in the plane of the truss only.
.
14-3x6 M-3x6 Truss designed for 4x2 outlookers. 2::4 let-ins
of the same size and grade as strcctcral top
�r chord. Insure tight fit a: each end of let-in.
M-1.5x4 '� M-1.5x4 Outlookers must be cut with care and are
permissible at inlet board areas only.
M-3x6 - � M-3x6
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MFRRI0-6
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H1 EXPIRES:12/31/2015
Scale: 0.4786 RRILL
WARNINGS GENERAL NOM, I Meru tdWAS 19 r
1.Balser and stamen committer should be advmed of all General Nola 1.This design ab d only stand thepe ters shown and a for an lneNNual 'J OV WA
Truss: H1 and Menrigs beame commudlon commences Balding compose.Applicability of design perammeo and proper QP ,S� CT �rfi
x.2x4 wmpresson web brads,must be installed where shown s. acoporatbn of component tat the responsibility of the Wiwhg dmW?wr. 0.e 0
3.Additional temporary maths to Insure solubility during conNluchon 2,Design maumae the top am whom chbds to be writ!,braced al
DES. BY: LA 2'o.c.and at 10'oe.mspediveiy urgent Wyche thmughouuheir IN,npth by
is rnponsiNlhy of the among,Additional permanent baring of
wntlneoue sheathing such n plywood aheeMinp(iq lune/m tlrywa0&y
DATE: 5/22/2015 Me ouemll structure is the seeponalblllry of the bulking designer. 3.2x 1mppeed bridging or Metal Waldo lepulmd where clown as
C/�
4. No dad Should he appled to any comphem component until aal Wacing and 4,latralelsn of bws N Me responsiblay of Me resp a wnbador.
S EQ• : 6273475 adverse am compkh am at no lime should any dads greater than 5,peagn assumes blRaes am to he used in a nommithoaNe enirionment, `
design made be applied to any wmponem. am am For dry wndwn of Mae, +p A 51398 0�
TRANS IC: 42 B()`J6 6.necessary,sassumes ruled in,mal support shown.shim or wedged O A
s.Workmen,has wnWmam,enta ma»ales no rnp,cmardry Far iA Cj R
abriweon.hnmirig.shipment add installation olwmponems T.Design ancones West eranage a provldm.
S,ma aasgn a furnish.audited to the limitation set form by 8. %ette shat be bvlm on bmh Nxao'Wn,em pNcee wlheir wnhr SIONAL a
(IIII(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII 1PUWrcA in BLBI,copes of which 01 Ds drnahm upon replant, linea whets w.apo(cener tote, ,
9. Bgro Mc we arse of phte'm igtlms.
MTOk USA,)OG)COmpVTNS$0(hVef¢7.6.6(1 L)-E 10,FarEnlc wnnedorpwedngnvalun see ESR-1311 ESR-19B8(MITek)
VIII III I'll This design prepared from computer input by e
PACIFIC LUMBER AND TRUSS-BC
?Ep
SPE[-F"CAT:OFS TRUSS SPAN - 10.5" T_R^_ 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
2x4 DF 4:59-1. LOAD DURATION INCREASE 1.15 1-2-(-394) 46 4-4-1-15) 295 4-i=(n7 ;El
BC: 2,4 DF d:SB:?. SPACW 24.P" O.CC. 2-3-1-3941 46 4-3y-1T1 295
WEBS: 2x4 DF STAND
LOADING
TO LATERAL SUPPORT <= 12"OC. Old, LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSIBEARING MAX VERT MAX BORZ RAG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UOS. DL ON BOTTOM CHORD = 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD 42.0 DEC 0'- 0.0" -39/ 325V -31/ 31H 2.00" 0.52 IF ( 625)
7'- 10.5" -40/ 336V 0/ OH 3.50" 0.54 IF 625)
LL = 25 PSF Ground Snow (Pi
COND. 2: Design checked for net(-5 psfl upLft at 29 "oc spaci nn
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190
MAX TO PANEL LL DEFL = 0.006" P 2'- 0.2" Allowed = 0.241"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.017" @ 2'- 0.2" Allowed - O.1-1"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HCRIZ. LL PEEL = 0.002" @7'- 7.0"
3-10-0B 4-00 MAX HORIZ. TL DEEP O.003" @ 7'- T.0"
12 12 � Wind: 140 mph, h=15f t, -CUL=9.2,BCDL=6.0, ASCE 1-10,
6.00 V Q 6.00 (All Heights), Enclosed, Cst_2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2 EXPIRES:12/31/2015
ale 0 5481
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WARNINGS GENERAL NOME,mostabothearrisenoted: a19 WAS
1. Builder and erect on cont q should b M ee f IIGeneralN 1 t This Masao a based only p sh p t how e" f Individual OV W T
Truss: H2 and Bracing.before comitructioncome building component Applicability fd g premium dp p QP �w �T 'fN
2.2a4 compression web bracing must be inspllee wMre shown s. incorporationf component is the responsibility of the buli designee Ae O 10
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Whom chords to be laterally braced at 2,
DES. BY: LA tithe responsibility of erector.Aeahional r o.C.rand etT c.r respectively unless braced throughoutthetrkn99m by
ponsi ityo permanent bragng of continuous sheathing such as prywnoa sheathing(TG)antllortlrywall%ey
DATE: 5/22/2015 the overall structure is the esponsblity ofm funding dg . 3.2,r1 pact throstungo lateral bracing rebuireft where sM1
4.No load h ld be applied to any component undl after an Bracing d 4 Installation of town,a usth responsibility of me impact commucor.
SEQ. : 6273476 fasreers are compete and at no time should anyldaesgreater than 5.Debate wassumen Maine arero be used in a nomemoverve Wardromment. c
design a be pent ycenterboard, na aro d, naha of use 51398 y
TRANS ID: 428056B.Desgn....EN beareg at an sapporls shown.shm Or wedgen
S.GomvT n tri and no responsibility roan
rabn b n.narrg.shipment M nst.IMbn ofmmponenb. T oesassumed areaddeate drainage a Pt aee.a q.ua so their center
ES'CIONAL G
s.The Ong,a furnehed Mutinied to the limhations set bM by a Plates shag b r bcated o bosh b
1111111 VIII VIII VIII VIII VIII VIII( IIII TPWJUGA"nBCS[comes
rus Software 7.511
upon request glines compare Dgaa aGera �joint
of plate center inches.
MITek USA IOGICOfRpuTfu3 So(1w2re 766(1 L)E 10.Forbaw connector plate design values see ESR-1111 ESR1908HIITeg
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VIII This design prepared from r.Cmputer input by
PACIFIC LUMBER AND TRUSS-NC
LHMBER SPECIFICATIONS TRUSS SPAN -'- 5.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.0J
TC 2e4 DE t11BTR LOAD DURATION INCREASE = 1.15 1-2=(-318) 79 1-5=1-23; 227 5-2=1 Ir 158
C:
2x4 JF qs PER SPACED 24.0" O.C. 2-3-(-280) 95 5-4=1-23] 227 3-4=(-331) 80
WEBS: 2x4 DF STAND 3-4=( -20) 38
LOADING
TC LATERAL SUPPJRT <= 12"OC. UON. LL( 25.0)fDL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATE EA.L SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD 10.0 PSF BEARING MAX VERT MAX HORS BR5 REQUIRED INC AREA
TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 0-00-00 2-00-00 0'- 0.0" -39/ 312V -32/ 32H 5.50" 0.50 OF ( 625)
].L = 25 PSF Ground Snow 1P ) 7'- 5.5" -38/ 315V 0/ ON 5.50'1 0.50 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for nett-5 psfl uplift at 29 "oc spacing.
REQUIREMENTS OF 6C 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
BOTTOM CHORD CHECKED FIR 1OPSF LIVE LOAD. TOP MAX LL DEFL 0.010" @ 5'- 8.8" Alloyed = 0.327"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.011" @ 5'- 8.8" Allowed = 0.436"
4-OO 3-05-10 MAX LL DEFL = -0.002" @ 7'- 5.6" Allowed = OAC!"
MAX TL CREEP DEFL -0.002" @ - 5.6" .A1 loved = 0AP1"
4-00 1-0--04 1-10-06 SUAK HORIZ. LL DEFL = 0.001" @ - 0.011
- -- T - -- MAX NOP.IZ. TL DEFL 0.002" @ 9'- 0.0"
12 12
6.00 � V 6.00 Design conforms ne .,in d claddingresisting
system and components and cladding criteria.
Wind: 140 mph, h=20.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
IIM-gX4 (All Heights), Enclosed, Cat_2, Esp.B, MWFRS(Dir),
load duration fartor--1.6,
1 q,0" End vertical(s) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3 EXPIRES:12231/2015
Gale: 0.4921 Vi
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Iii WARNINGS GENERAL NOTES,unlessoMeme td "
1. Baia d n am
n ntrador should be advlt an General Notes t This design b
n ases upon
only theBahamas show and Is for anndNRlual J� 04 WASy YT
Truss: H3 and Won gs before anstrudlan commences, bulalrg component AppfcrblMr ofdesgn mornmebre and proper 4,
1.3x4 compression was baring moat be I are Bad where shown s. rico poretlon of ampanent50e espondplty of the bulld'ng agner. FP O
3.Additional ren,cme,bracing to Insure stablllty during ansrmaan P. Design assumes the top am broom brands m W Iatemlly bmmd Rir R
,g K,
DES. BY: LA is the mr,romeneley of the erector.Addltonal permanent bmang of mn.lnuo a sheathingid at 10 ox.`uA repl�om sheenrest �hlrgana t(FC)ind/orhout tde�I(Gis
DATE: 5/22/20 15 Ne owerall structure aMe responsibilty of the building drij 3.9,Imppaact bnoging or lateral braang moused where shown..
4. No baa should be rippled to any component urtt after al bracing and L barren tern stores Is the responsibility of me respectNe members.
SEQ. : 6273477 sentimet,are complete am at no time should any loess greater than s.Design resumes o-usses are M the used in a noncnnoawe swironmem,
a aide ce. ice to an t m are for•ddoomnom of use. +P 51398
TRANS I C: 428056 LN1g" no over was s.oesgn aasu fol bearing at al supports shown.shim or wedge if O '4A .4v
3.comporms angle control n.foon,nsleiNy for the A CI$TBK Sr
fabr b hantllirg,zhlpme I m" telistion r ponenh. T.I)qn nsu adar t drainage a pmvemol �SfrO G a
s. Tho aeagn a fum5hmsgece to the narrators set forth by S.Plteshel be bated on from teas of our+and paced so them venter NAL
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PINGA in Seal wonni rib unnamed! ponrquest 9 Ct.undare war joint laninr1^swers
MiTek USA,Inc./CompuTNS Sofware.].66$P2M L)-E 1o.For wrib connector pare design values see ESR 1311 ESR1988(Murder
VIII IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-SC
LUMBER SPECIFICATIONS TRUES SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/G'OF/Cg71.50
TG 2x4 DF NI bETR LOAD DORATION INCREASE 1.15 1-2=( O) 101 2-5=(-25) 22 3-5-1-1191 55
IT 2x4 DF k16BTP SPACED 24.0" O.C. 2-3=(-107) 41
WEBS: 2,,4 IF STAND 3-4'( Ol 0
LOADING
TC LATERAL SUPPORT <= 12-OC. DON. LLI 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSD
BC LATERAL SUPPORT <= 12"OC. UOS. DL ON BOTTOM CHORD = 10.0 PSP BEARING MAX VERT MAX HORS BAG REQUIRED IRS AREA
TOTAL. LOAD - 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 0'- 0.0" -139/ 509V -28/ BOB 5.50" 0.81 DF ( 625)
LI, - 25 PSF Ground Snow (Pq) 3'- 11.5" -P/ 155V 0/ OR 5.50" 0.25 IF 1625
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CORD. 2: Desi -
Design checked for net( M ps-`1 LLift at 24 "so spacing.
REQUIREMENTS OF IRC 2012 AND IAC 2012 NOT BEING MET. i
VERTICAL DEFLECTION LIMITS: L =L/240, TL-I,/i80
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX TC PANEL LL DEFL - 0.025" @ 1'- 8.2" Allowed = 0.220"
3-07-12 0-03-12 MAX TC PANEL TL DEFI. - 0,027" @ 1'- 8.2" Allowed = 0.330"
MAX HORIZ. !.L HEEL -0.000" @ 3'- -
1`
6.00 Ell MAX HORIZ. TL DEFL -0.000" @ 3- 7.
Wind: 140 mph, h=20.2@, TCDL-1.2,BCDL=6.0, ASCE 1-10,
M-1.5x3 y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration facmr-1.6,
russ designed for wind loads
in the plane of Che truss only.
/ c'
,
0 0
M-3xd M-1.5x3
0 P_ROOf+FS
S1,2v
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3-07-12 0-03-12
2-00 3-11-08
yL ,�OREGONNN �Q
14, 13 P+
MFRRI<.L�
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 scale: 5.5949
tett
WARNINGS GENERAL NOTES, unlessothernal enoted, Bqq��r
1.Builder and erection contractor should be advised of all General Notes 1,The design based only upon the parameters shown and 6 for an Individual WA$77�,
Truss: I2and Warnings before construction commences. budkid,component.Appnnblley of design parameters ate proper
2.2aa compression web bracing must he installed where shown•,
incorporation of component is meresponsdlay of the building desgnec �� p
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and Whom chords to be laterally teamed a1 7,
DES. BY: LA is the res 2..c.eMsiffi o.c«spet4•eryunk b.c t.ugh.Wthe,,k by
responsibility of Be erenor.AddNonal Permanent bracing of continueuasheMhiringsuchasplywoodzheath4 (Fgandi.,d w.. C).
DATE: 5/22/2015 me overall structure is the resporradidy of the Wilding designer. 3,2a lm ct bregirg or Wheat We.,regwre0 where shown•
d.No bad should be applied to any component until alter all bracing and 4. Instal�po Df trussc MelespooslDpay Ol Cie respecdYe LO MRdbf.
SEQ. : 6273478 fasteners am nmgete and at no time should any loads greater b.oesgn assumes o-aeses dram he in an on-nnosNe environment
design loads be applied to any component. and are fordry condmm�of use. aP ep 51396
TRANS I D: 4 2 8 0 5 6 s,compi has no control over and assumes no responsibility for the 6,design assumes Nll bearing at all supports srnvn.smm or wedge It DIPS �CI$7$R�
fabrication.handlingshipment Installation of components, nerian. S G
s Amen pone ),oes�neesum foods.uon drainage faces truss tl. S
s.Tni%de%gnnBCSJ cop%s of which me rrmefurns settorthby 6. Plates on Wmfn«soPhnss.dna paced so neo-«mer /GNAL
illlll(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII PNNUCAInBCStespiesofsw11beernshedupon«quest lineasiandwaspint rtesterhope.
9 Dgas IMinte sire of pldte in intoes.
MiTek USA,Inc.ICompuTms SoMvBfe 7.6.6(1 L)-E IQ For bask«nnecor plate desgn wlues see ESR-1 gt l,ESR-t 900(MITek)
VIII III IIII This design prepared frorr computer i^.pct by
PACIFIC LUMBER AND TRUSS-BC
:,.VEER SPECT'.'-CA-IONS TRJSS SPAN 3'- 11.5" IBC 2012 MAX M1 MBER FORCES 4WR/GDF/C^.=:.CO
2:c4 IF 4 6BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 101 2-5={-13) 21 3-5-,-120`1 39
C:
2v.4 DE 4_6BTP. SPACED 24.0" O.C. 2-3=(-96) 93
WEBS: 2z4 IF S-AN: 3-4=(-10) 5
LOADING
TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD - 32.0 PSE
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX RORZ BRG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 01- 0.0" -112/ 482V -28/ BUH 3.50" 0.77 DF ( 625)
LL = 25 PEE Ground Snow (Pq) 31- 11,51. -20/ 266V 0/ ON 5.50" 0.27 DF ( 625)
11-1.5x4 or ectal at non-structural
vertical members )oon). LIMITED STORAGE DOES NDT APPLY DUE TD THE SPATIAL COND. 2: Design checked for net
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, g ps f) upli tt at 24 "oc spa cinq.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
BOTTOM CHORD CHECKED FOR IOFSF LIVE LOAD. TOP MAX LL DEFL -0.036" @ -2'- 0.0" Aliowed = C.200"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = C.267"
MAX TC PANEL LL DEFL 0.022" @ 1'- 5.9" Allowed = 0.227"
3-07-12 0-03-12 MAX TC PANEL TL DEFL 0.023" @ 1'- 6.,' Allowed = 0.330"
12 MAX HORIZ. LL DEFL - -0.000" @ 3'-
6.0 0
'-6.00 (7 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.7" �
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir),
4 load duration factor=1.6,
I Truss designed for wind loads
M-3x6 in the plane of the truss only.
.�� Truss designed for 4x2 DUtlookers. 2x4 let-ins
of the same size and grade as strut ural top
M-1 5A chord. Insure tight fit a: each end of let-in.
Outloole:s must be cut wi'h care and are
permissib Le at inlet board areas only.
t
m
M-3x6
t
lain
M-3x4 M-1.5x3
1
IN
�12G(1791910w
92 PE T_
3-07-12 0-03-12
2-00 3--1-08
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MERRILY-0
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Il EXPIRES:12/31/2015
Scale: 0.5B24 ��qq ll`L�11'I'B
WARNINGS: GENERAL NOTES,unless otherwse not<tl'. V' WAS
1.Builder and erection contractor snood be advised o/all Gerson Notes L This design sbased cry upon the parameters shown and ifor anlndNldoal
Truss: Il and Warnings before construction commencesbuilding component.Applicability of design parameters and pro'sir Qe �e CT F.A
2.ova run b bracing labs MSSlled where mown s Iforgetlon of emponent is Me responsibility of the bulldhp CC signer. Q'
compression pens 2.Oesg assumes the top and bottom chords to be atrlty braced at
3.Additional temporary bratlmg he Insure stability during crnslruNon 2'su and at 1V o.c.respectively less bred Mrouhout their an b
DES. BY: LA is the responsibility of the erector.Additional permanent bracing of whisou.sheathing suit as harbrya od ahearMn C.,of.,d ggMM y
DATE: 5/22/2015 Me overall structure is Me responsibility of Me funding designer. 8.2s lmvvad bMgirg or laterad crack,required where shown♦�all(BC).
4.No bee stood W applied to any component until after all brag and e. IndarEtbn of truss s Me resparbabiRy of Me resperdrve contractor.
SEQ. : 62734`79 asoner are compote am at no time should any bait greater Man 5.Design....trusses are t to used M a nonconoseve sevronmem, �
demi idada applied to m be applieany component. aarc or•dry codiNom of tae. .P ,p 51398
TRANS IC: 428056 s.coepurrus has no Forton over am assures no respreahlin her the 6. sign resumes Nl bearding at al supports shorn.Shim or wedge it �'fF GISI'Etit� '
Sfrce5on.handling shipment and installation of components. 7.design auumes Schenck,drainage orobed. Sf G
6.This deign s furnished subject to the Remmers set forth by 8, plata shag be located on both Sees of truss,and pla«d so thea center CONAL
IIII)IIII(IIII)IIII)IIII)IIII(IIII IIII IIIITFNVVVT1k in BCS( of which wt e M upon request lines etor
MlTek USA,Inc./CompuTms Soware 7.6.6(l L-E 9. DgNInd Indicate f daft,center lines.
10
For basic connector plate design values see ESR-1011,ESR-1988(MiTek)
ILIIIII IIII This design prepared from computer input by a
PAC_FIC LUMBER AND TRUSS-BC
_gip52EC_�ip-_pg5 TRUSS SEAN 3'- 11 IBC 21'2 MAX MEMBER FORCES 4WR/GDF/^g-1.C0
:
2x4 CF fi53T1 LOAD DU1.
RATION INCREASE = 1.15 1-2=i'21 49 1-4-)-25 22 2-9=!-123) 5-
K;
BG 2.4 DF YI&BT0 SPACED 24.0" O.C. 2-3=)-101 5
WEBS: 2x4 OF STAND
LOADING
TC LATERAL SUPPORT <> 12"OC. DON. LL( 25.0)fDL( 7.0) ON TOP CHORD 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= i2"OC. PON. DL ON BOTTOM CHORD = 10.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
'TOTAL LOAD = 42.0 PSF 01- 0.0" -20/ 171V -27/ 69K 5.50" 0.27 DF ( 625)
M-1.5e4 or equal at non-structural 31- 11.5" -25/ 161V 0/ 0H 5.50" 0.26 DF 1 6251
vertical members loon). LL = 25 POP Ground Snow (Pg)
CON U. 2f
LIMITED STORAGE DOES NOT APPLY DUE TO TUE SPATIAL Desiga checked for nett-5 psf) uplift at 24 "oc spacing,
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=1/240, llofedB0
MAX TO PANEL LL DEFL = -0.009" E 2'- 1.2p' P.11owetl = 0.220"
BOT-OM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX TC PANE:. TL DEEP - -').C12" N 2'- C.2" Allowed = C.330"
AND BOTT014 CHORD LIVE. LOADS ACT NON-CONCURPENTLY.
VAX HORIZ. LL DEFL - -v.O Oil" 6 3'- "
3-2--12 0-03-12 MAX HCRIZ. TL DEFL - -0.DOD" 0 3'-
�—
12 Wind: 140 mph, h=20.2fi, TCDL=9.2,BCDL=6.0, ASCE 7-I0,
6.00 F11 (All Heights), Enciosed, Cat2, Exp.B, MWFRS(D,),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
V-1 5x3 7
� i
in
_ L
,
Lill1.5x3
P�9R/�OTppFFSSi
241�E 0�yr
3-07-12 0-03-12
L L
3-11-0e 9L �OREGON�b
q1- 14, Zo P}
MERRIU-
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571—A MULBERRY AMERICAN I3 1.555, A
WARNINGS GENERAL N01E6 tl,rwl noted ,y RWAS
j tRude a sectiontractor should be lavaor an General Not 1.Th design based only upon thev t M1mw ed-Dr individual
and Warnings before construction commences. building component Appt bay m g plant m DTruss: I3
0.gra wmpress on web bracing moat heinstalled where shown.. ncorporaton of component b Me responsibility m me buN rg designer, RP p
a.Aot dempltssion web
bracing bracin toinsurehe stabilityduring construction Q.Design assumes the top and bottom chords b be laterally braced at 2
DES. BY: LA Ted andaHO'os.respectively unless braced Realignment their Win by
k the responsbllRy of the erecta.Adtlilional permrmanibradng of continuous sheatM1ing such as plywood sheemirg(TC)anNordrywallg 0).
DATE: 5/22/2015 the overall structure ache reapmn9dlhy of Me buipi,g designer, 3.0r lmDact b,tlglrg or Meal for regWred are shown«
4. No bad should low arched to any component until alter all bracing and 4.Installation of truss a the depomiffAy of me respecfve contractor.
SEQ. : 6273480 astenem are minified and.rho time should any Mads greater than 5.Desi surreal h bushes are to be mace in a nor.conome environment.
desgn loads W apgled to am ampoment, nd are far Cd,andhion of ase. ( ,p 51398
TRANS ID: 42S0S6 5.cont Trus nas no antra rarer and assumes no res a.Ne nasaun webeariWataesupporthshmwn.shimoreddgeif O NG
w �.sh t and astalMfap of components
ror the ne n S /S1'ER G�1F'
abn®e M1 ndl, D n rrponen l Caught andamereas able,trate drainue, vaed. sS
6. This desg ' furnished sbin m the handsomer set form by 8Plt shelf be located on form aces �tss,and paced so Meir center CONAL
IIIIII)IIII)IIII(IIII)IIII)IIII)IIII IIII IIIITPLAACCA in acsl-pies ofwmm all x formatted upon regureart s opia dmat ford of with pate Grilines
MiTek USA Inc/Compul-rus Software 766(1 L)E 10.F lose connector Mate design see ESR-ts n,ESR-1988(MiTek)