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0 Copyright CompuTrus Inc.2006
BUILDER ISSUE DATE ABOVE PIAN PROVIDED FOR TRUSS
PLACEMENT ONLY REFER TO
LENNAR 12/12/13 TRUSS CALCULATIONS AND
PROJECT TITLE: REVISION-: ENGINEERED STRUCT"'AL
LENNAR-MULBERRY AMERICAN 2577 O AWwcswauLF LNG 11mlin
INFORMATION RUOFRE
DESIGNEIBI-EFOR
RAL OF RECORD
PLAN: DRAWN BY: UP REVISION-2: T06TRUPONSe CONNECTIONS NOBUILDIN
TO TRUSG CONNECTIONS.BUILDING
2571 A / MULBER H DESIGNERIENGINEER OF RECORD..
REVIEW AND APPROVE OF ALL & 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.
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0 Copyright CompoTme Inc.2006
BUILDER: ISSUE DATEABOVE PUN PROVIDED FOR TRUSS
LENNAR 12/12/13 PLACEMENT
PROJECT TITLE: REVISION-L ENGINEERED STRUCTURAL
DMWINGS NERVEN OR ALL INEEROFECFURTHER um er
LENNAR-MULBERRY AMERICAN 2571 DESINFORMATION
FOR ATION BUILDING
PLAN. DRAWN BY' JP REVISION-2: RESPONSIBLE FOR ALL NONLTRUSS
TO TRUSS CONNECTIONS.BUILDING
2571 A / MULBER N °EaEVNiEw nu°o AIRRo ;F°Koro & TRUSS COMPANY
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR rO 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.
•
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
TPINVTCA in BCSI,copies of which will be furnished 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)andtor 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 non-corrosive 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-1988(MiTek).
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Job Transmittal
MiTek USA, Inc. Illlnl II I IIII II II
250 Klug Circle, Corona, CA 92880
(951) 245-9525 Fax (951) 273-0040 Transaction ID: 428056
TO: PACIFIC LUMBER & TRUSS DATE: 5122/2015
ATT: Bob Cairns
Drawings Repairs Sequence Ws Description
27 0 6273454-6273480 LENNAR 2571-A MULBERY AMERICAN5 - LEI
Transmittal Notes:
Design Notes:
FTP:428056.zip
5/22/2015 4:02:04 PM Page 1
VIII I 1111111 This design prepared from computer input by
PACIFIC LUMBER ABU TRUSS-BC
VJMRER SFE-IFICAT:ONE TRUSS SPAN 401- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ca=1.A0
CC: 2x4 DF 4,&P P; LOAD DURATION INCREASE = 1.15 1- 2-1 01 72 2-10-I-527) 3B1"c 3-10=(-3951 230
2x4 D= 24DOF t1, T4 SPACED 24.0" O.C. 2- 3-1-41191 589 10-11-(-403) 3185 10- 4=l 0) 563
Or 2.4 DE @1&RTR 3- 4=1-3951; 391 11-12=(-403) 3185 4-11-(-944) 169
WF,ES: 2x4 DE STAND LOADING 4- 5=(-26221 316 12- B-(-527) 3816 I1- 5=1 -69) 1275
Id,l 25.01 IDL I 7.01 ON TOP CHORD 32.0 PSE 5- 6=(-26221 316 1L- 6-1-944) 1b9
TO LATERAL SUPPORT <= 12"OC. PON. DL ON BOTTOM CHDRD = 10.0 PSE 6- 7=(-3751) 391 6-12=( 0) 563
BC LATERAL SUPPORT <= 12"OC. PON. TOTAL LOAD 42.0 PSF 7- 8=(-4119) 5B9 12- 7=j-3951 230
8- 9-( 0) 72
OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pgl
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRI AREA
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.LN. (SPE^IESI
0'- O.0" -218/ 1908'V -110/ 11011 3.d5 DF 6251
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 40'- O.C" -218/ 1908V D/ OB 5.5)" 3.05 IF 1 6251
ANC BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
COND, 2: Design checked for nett-5 psf) uplift at 24 "Dc spacing.
VERTICAL DEFLECTION LIMITS: Ll 1/240, TL=L/180
MAX LL REEL = -0.036" @ -2'- 0.0" Allowed 0.200"
MAX TL CREEP DELL -0.046" @ -2- 0.0" Allowed 0.267"
MAX LL DEFL = -0.309" @ 20'- O.D" Allowed = 1.954"
MAX TO CREEP PEEL = -0.727" @ 20- 0.0" Allowed - 2.606"
MAX LL PEEL -0.036" @ 42- 0.0" Allowed 0.200"
MAX TL CREEP DEFL -0.046" @ 42- 0.0" Allowed 0.267"
MAX PORTZ. LL REEL - 0.105" P. 39- 6.5"
MAX HORIZ. TL TEFL 0.134" @ 39- 6.5"
Wind: 14C mph, h-15ft, TCDL-4.2,BCDL=6A, ASCE =ID,
'All Y.eightsl. Enclosed, CaL2, Exo.B, MWFRSI]u;,
load duration factor=1.6,
Truss designed for wind roads
20-00 20-00 in the plane of the truss only.
-02-08 6-04-12 6-04-12 6-04-12 6-04-12 7-02-08
12 12
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10-04-14 --_-- 9-0--C2 9-07-02 10-04-14 MEAR10-�
2-0C 40-00 2-00
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN A4 tale 0.1484
ORRUWARNINGS GENERALNOTEB less hervisenoted. ,S9 WA${�.�e�-
1Ruidetandentering conlrtl should be advised ofall General Not I.This design based only upon he parameters show d is" I "tidual `4Y It"
Truss: A4 and Warrings berom construction e building component Applicability or design parameters and p a
2.2,4 compression web ending most be handled where shown+. Incorporation of component s he responsibility of the bdld'ng&sgner.
3.Additional temporary bracing to Insure stabllhy during construction 2. Design assumes the top and bottom nhmtla to celetrtalry braced at y
DES. BY: LA she responsibility of erector.Additional ,.,all I ...c.and endo.c.rezpetllvery vnkaa entad lnrougnout metr kngh by
pons) dyo permanen 90 mnaguous sheathing sugh as pkywood aheathdg(fO)anNordrywall Cj.
DATE: 5/22/2015 me overall structume lM responsibility of he Nixing assue, 3.2r Impact bright,or lateral bracing recalled where shown++
4.No base should be applied to any component until after a1 tracer,and 4. Installation of truss is the reeponslblNy of the mrspegi mmramm.
SEQ. : 6273454 fasteners are wmgem and at no time should any laws greater hen s. Did,n assume rmsses are to be mead a non-ernmehe enwonhord.
design laws pre applied to any component. am .firm-dry condagn.of dee +� ,p 51398 ��
TRANS ID: 428056 5.Comp Urns has no control over and assumes no res,ra ley hn he s. G gbassumes Mlcead atalsupportsshown.slamorwMge it O NCamansi
/S�iL� sG
Fabrication.handling shipme t andinstallatbn of components y Deng atyssu adee at drainage aresident. SS GSC"
s.cola d g b furnished subject t the limberness set form by a. PI te$shall be doted Nh fad placed so het comer ZONAL
1111111 VIII VIII(IIII VIII VIII VIII IIII IIII rnwacA- Resl,copie twn-rn w9lce lurnisned upon negaen E inm wiml m t Iat
s. Ogtts dint of plate n nMr
MiTek USA Inc ICOmpuhus$bRware 7.6.6(1 L)E 10.For basic connector plata tlasgn values see ESR-1311,ERR1988(NaTek)
11111111111111 This design prepared from compcter input_ by
PACIFIC L@(BER PNC ':'3US5-W:
d3
SPL IFT=ATIONS TRUSS SPAN 40'- 0.0" COecked for net(-5 pr, up it- at 24 "cc spac_rq.
,'xN D. 2: Design ch
4 CF il&BTP LOAD DURATION INCREASE D.C. .15
.'.r.4 E q16BT P. SPACED 24.0" Wind: 140 mph, h=15fq TCDL=4.2,SCDL".0, ASCE 7-10,
C
(All Heights), Enclosed, Can.', Ex p.B, MWFRS(Dirl,
^.'C LAT2:RAL SUPPORT <= 12"OC. UON. LOADING lead duration factor-1.6,
BC LATERAD SUPPORT <= 12"OC. UON. LL( 25.01+DL( 1.0) ON TOP CHORD = 32.0 PSF Truss designed fox wind loads
DL ON BOTTOM CHORD - 10.0 PSF in the plane of the truss only.
Udhalanced live Leads have been TOTAL LOAD - 42.0 PSF
considered for this design. Gable end truss on continuous bearing wall UON.
LL = 25 PSF Ground Snow (Pg) M-1x2 or equal typical at s.ud verticals.
Refer to CompuTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete sped Hcatfons.
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHCRD LIVE GOADS ACT NON-CONCURRENTLY.
WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRU551E51, 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 MEET BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL
BRACING 10 THE HINGE TYPE CONNECTION,
20-00 20-00
.0-C6-C3 9-OS-13 9-05-13 10-06-03
12 IIM-4 xr' 12
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M-3x61 S) M-3x6(5)
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Al EXPIRES: 12/31/2015
Scale: 0.1990 RRII.j,
WARNINGa: GENERAL NOTES,unless otherwise noted: Wa1S eq
1.BuiYJer aid crectiancontractor smud be advised Grail General Notes 1.This design is based only upon Me parnalussshown and N Nr an lnmvdual
Truss: P._ and Wamings before construction commences. binding component Applicability of design parameters and pmyet Qe ,Sti C� '�aj
2.2a4 compression web bracing must be Installed where shown+. Incorporation of component is me responsibility of the building desgne,
3.Abdbional temporary bracing to Insure stability during construction 2.Design assume the top and Boston mods to be laterally maced at
DES. BY: LA 's Me res nsibi of the stertor.Additional2'o.c.and at 10 do,respoomerly unless braced throughout their Fi n by
DATE: 5 22 2015 me overall strudoie is the res permanent broang of mntiwoussremndg such aspywood sneatmng(T(Harkrordr
/ / achattkry of me Wiling designer. 3.2e Impact bm n9 minimum Ywall C).
4.No bad shout baa dto an coni p gig or lateral ee whereshe contractor.
nt
peYe y portent until ll eater than
and 4.lesign on of Miss b the e us be used
r a respecdvoreenwhom
SEQ. : ID: 455 dstenemaresvmplmc.m.t nohmesnoal any bads gremmman s.Design or-it,cmaaesarero muses na nGmsomG.N.enwbnmem, AI
N' Cc.gn b.ds he pled to any mmponem. .mare ssumesnndna�or as e. y1 ,p 51398 0
TRASS ID: 928056 s.coWUNTi has nommrel war and assumes nG responsibilly ler the s. ne•�q^as°°"'••ms xanrg at as supports snows.shim or wedge it O eC7STER� '
kbri®t handling." shipme to a'installation of components necessary
g assume•adequate drainage
s. Thisdesgne lu aneaswjf. m limitationsset bull by a lines n ce arm
r mo WNslEwlm dp&ced an heir senior SSIONAL�
1111111 VIII VIII VIII VIII ILII VIII IIII IIII TPI,WfCA- SCSI espies fv?i ch Ill be Nm3M1ed uponrryuesl. ca wkhp tcenterlines.
9 Dgds indicate More i rile
MiTek USA InclCompuTrus Software 7.661 L)E m.For baadc•nnendr pate design see BSN-13 n,EBR 1g6e INUeq
IIII(IIII IIII This design prepared from computer input by
PACIFIC LUMBER AND T.ROSS-BC
COMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 IF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-239( 1462 3-7=(-454) 229
BC 2x4 DF ®I6BTP SPACED 24.0" O.C. 2-3=(-16141 281 7-B=(-116) 773 7-4=( Ci 606
WEBS: 2x4 OF STAND 3-4=(-1218) 108 4-8=(-9567 172
LOADING 4-5=( -1341 '6 8-5= -i8i: 85
"C LATERAL SUPPORT o 12"OC. UON- LL( 25.0)IDL( 7.01 ON TOP CHORD = 32.0 PEE Si=( 0) 0
HC LATERAL SUPPORT I- 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PER
TOTAL LOAD = 42.0 PSF
OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
O'- 0.0" -182/ 1064V -84/ 254H 5.50" L-O IF 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SFA'PIAL 191- 5.5" -102/ RPV 0/ Of 5.50" 1.31 DF 1 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
LIVE
OND. 2: Design checked for net(-5 psf uplift at 29 "oc spa czng.
ROTT OM CHORD CHECKED FOR IOPSP LIVE LOAD. TDP Lr
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=0/240, TL=O/1 BO
MAX LL DEFL = -0.06" @ -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.0446" @ -2'- 0.0" Allowed = 0. 7"
MCR LL DEFL = -0.052" @ ,'- 11.8" Allowed = 0.92927"
14MI1TL CREEP DEFL = -0.119" @ 6'- 11.8" P1loved 1.236-'
MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0"
MAX HORIZ. TL DEFL = 0.02?" @ 19'- 0.0"
Wind: 140 mph, h=22.4ft, TCUL-4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cut.2, Ex,B, MWERB(D1Q,
5-11-11 6-01-12 0-03-12 load duration fact,1A,
v- - - ---"(-1 Truss designed for wind loads
12 in the .lane of the truss only.
4.00 o M-1.DEE 5
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EXPIRES:12/31/2015
r JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A5 Seale, 0.2-00
WARNINGS - a GENERAL NOTES unleacomerwk tnd ,`O WAS
SL B, T
1.Bwtler and election contractor shouldb adverse of all General Not 1 This design is based only upon 111 Parameters show d' k InENMVal �.
Truss: A5 and Warnn,before construction bulking compo'ent Applicability responsibility of a eteland designs,. Q CB CT 'p
2.2x4 compression web among most be Installed where shown�. incorporationo componento gA. O
�'.. 3,Amounted temporary braang to lneare etaogy during construction 2 dealt ....Me ton and Cotlom Morrie to be laterally braced at
DES. BY: LA is me res sibil of me ereaor.Aedmonal feta of 7o.c.and m m'o.c. penal unless braced throughout Meir leng9thN by
poo by permanen wry continuous aheamim,soca as ppwned sheathiry(rc)aed/orerywaA(Rc).
DATE: 5/22/2015 me overall ahudure'a the responvb4hy of Me buids,desgn, 3.2a Impact Imaging or lateral Islas,required where shown..
4. No sae should an apphod to any component until after an dairy and 4. Installation of turns is the responsibility of Me so,mb a contractor.
SEQ. : 6273456 Imitenens are compete and at no time should any loads greater than 5.Design assumes truces aro of be used in a noncommNe enmronmeat $1398 Qr�
design loads De apled to any component. end are far cacommon'of use. O �A �(1
TRANS I D' 428056 6. esign assumehill bearing at all supports shown.shim or wedge if O G-
S.CompuTrus nes no control overene ezaumm no responsibility rot mef$TE4
fabrication,handling,manned and Installation of com b
necessary. FS �,s�(j
pmen Pon en ],Design esnaslocaedon drelnpee Froward,
S(Q 10
6.Tins b CSI causes ofwhiMw limNloreset dloth by 6.plets count as located arth tem::,dna Placed ac men amen NAL
111111(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPIANfCA in BD61,copes of whlM coil be furnished upon request lines meowed with pint anter Imes.
9.Far basic
co a e¢e of ante in intoes.
MiTek USA, n C./COmpuTN550M/are].6.6(1 L)-E 10 Far Mzic annetlor pale design values zee ESR-I 311,ES R-1966(Mrteq
VIII II II IIII This design prepared `rom Computer icpct by
PACIFIC :-UMBER AND TRUSS-RC
n SFECIFI-ATIONS TRUSS SR.AN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/G'F/Cq-'.00
... ^,F Aiv TP; LOAD DURATION INCRBASF. - I.:S 2=( 0) .2 2-I1=1-10051 -101 2- 3=I-�6Cil ''-0;9
2u4 DF 2410E C4 SPACED 2N.0" O.C. 2- 3=(--50-1 1068 11-12=I -555) 4135 3-11- -119) 191
K: 2x4 IF 01&BTP.; 3- 4=1"306) 879 12-13=1 -375) 30531 - 4-( -336) 347-
2x4 OF 240OF B1 LOADING 4- 5=(-3260) 408 13-14=1 -410) 3179 4-12=(-1445) 232
WEBS: 2v.4 OF STAND; LLE 25.01+DL( 7,01 ON TOP CHORD - 32.0 PSF 5- 6-(-2606) 310 14- 9=1 -513) 3830 12- 5=1 -2) 462
"t x4 DF BI&BTR A DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2620) 317 5-13=1 -865) 146
TOTAL LOAD - 42.0 PSF 7- 8=(-3796) 394 13- 6=( -76) 1295
TO LATERAL SUPPORT <- 12"OC. PON. 8- 9=(-4133) 574 13- 7=( -938) 176
BC LATERAL SUPPORT <= 12"OC. HUN. LL = 25 PSF Ground Snow Ed) 9-10-1 1) 72 7-14=1 0) 591
14- 8=( -378) 221
OVERPANGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THF. SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BR(i REQUIRED BRG AREA
1,0=10NS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD, TOP 0- 0.0" -218/ 1908V -110/ 110H 5.50" 2.65 OF ( 6.0)
AND BOTTOM CHORD LITE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -218/ I908V 0/ PH 5.50" 3.05 OF ( 6251
COND. 2: Design checked for net(-5 psf) a ilf: at 24 "oc spacing.)
VERTICAL DEFLECTION iIMITS: LL-L/20, 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 - -0.538" @ 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 = -0.096" @ 42'- 0.0" Allowed = 0.267"
MAX HOPES. LL DEFL = 0.212" @ 39'- 6.5"
MAX RORIE, TL DEFL = 0.352" @ 39'- 6.5"
20-00 20-00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=5.0, ASCE -,-10,
(All Aeights), Enclosed, Cat.2, Exp.B, MWFRS)L3r),
3-37-1; 5-03-i5 3-07-14 5-04-04 6-04-12 6-04-12 7-02-OB load duration factor=1.6,
E- - {- - i- -- -- 1 Truss designed for wind loads
12 12 in the plane of the truss only.
4.00 o M-4x6 -1 4.00
4.0"
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A3
Stale: 0.1484 EXPIRES:12/31/2015
MER
WARNINGS: GENERAL NOTES, u urnme MerwisQV enoted'. �q WAS
eq�
career and erection contractor should be advised or all General Notes L This design is based only upon the parameters shown and is for an individual WAS
Truss: A3 and Warnings before construction commences. maddmg compon.m.Applimbllfty of design parameters and proper
2.2.4 compression web bracing must beintalled where shown+. incorporation of component is the responsibility of the holding E signer. T
3.Additional temporary belong to haeme stability during construction 2.Deo assumes the lop and bottom chords to be Ntealp braced at
DES. BY: LA is the responsibilityof the erector.Additions 2'De.and at 10'o.c.Seasonal,unless braced throughout their leng9t1h by
permanent brean6 of continuous sheathing such as plywood sheathin8(TC).ndrpr drywallgo).
DATE: 5/22/2015 the overall structure is me responsibility of the building designer 3.2a lmppeem Cnagang or lateral bracing regained where shown++
6.Me bad should be Magid to any component until after all bracing and 1. Installe[an of truss N Me responsibility of me«apepwe contrai
SEQ. : 6273457 fasteners are compete am at no time should any loads greater than 5,oeegn assumes trusses are to be used in a nomominsre environment c
design loads be applied to any corgamem, a..re far'dry conal of an eP ,p 51398 ry
TRANS I D: 428056 I 5.Comp ides has no control over am assumes no responsibility far the 6.Grua assumes ful bearing at al supports shown.Shim or wedge 11
ary
s.this designn.handling,et subject rothe rmnemry Seton byts ei° ase `9omia
.mamla�tedon S �s does, 8d pacer so mai«mar �S'rrON LA G
1111111 I I IIIIIIII)IIII IIII) III IIII TPUNTCA'in SCSI mPies of whiciawiA be Mrnbhed upon request Ude with pat i do
9 Eight Meat iplate tedngcha.
MiTek USA Inc/CompuTrus Software 1.66(1 L)E 10 For beat connector pate design valuessae ESR-tan ESR tsar(mMek)
1111111111
IIII This design prepnred '.rom co^.puler input by
PACIFIC LUMBER ALL 'PRJSS-BC
-HKR SPEC=_CATIONS TRUSS SPAN 40'- 0.0" :BC 2012 MAX MEMBER FORCES 4WR/SDF/Cq=:.00 M
2x4 DF ,Yi457R. LOAD DURATION INCREASE - 1.15 1- 2=1 0) 72 2-L1-[ -6331 4055 2- 3-1-4306)
BY: 2x4 DF 416B7.R. SPACED 24.0" O.C. 2- 3-I-43061 "a75 -i2=( -296) 2021 3-11-1 -289) 2:2
WEBS: 2x4 IF STAND 3- 4=1-39B51 4-2 12-13=( -158) 1284 11- 4=( -175) 2158
LOADING - 5=I-139-1 187 13-14=( -315) 65 4-12=( -990) 176
TO LATERAL SUPPORT I- 12"OC. PON. LL( 25.0ITDL( 7.0) ON TOP CHORD = 32.0 PEE - 6-1 -739) 135 14- 9=(-1387) 124 12- 5-( -4) 486
6C LATERAL SUPPORT 1= 12"OC. PON. DL ON BOTTOM CHORD 10.0 PBF 6- '1=) -7541 133 5-13=( -895) 150
TOTAL LOAD 42.0 PSF 7- 8-( -356) 1975 13- 6=( 0) 219
OVERHANGS: 24.0" 24.0" e- 9-1 -1721 1561 13- 7=( -78) 1145
LL = 25 PSF Ground Snow (Pg) 9-10-) 0) 72 7-14=1-2433) 475
14- 8=( -561) 244
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
PEQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING MET. BEARING' MAX VERT MAX HOP.Z ERG REQUIRED HRT AREA
LOCATIONS REA.CTTCNS REACTIONS SIZE SQ.IN. ISPEC_ES,.
BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD, TOP 01- 0.0" -172/ 1311V -110/ 110H 5.50" 2.11 OF 625;
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -308/ 25127n/ OH 5.50" 3.-r, -r 1 625'
40'- D.0" -231/ H4V 0/ CH 5.50" 0.13 DF (2.5)
CON_D.. L: Design checked for heti-5 psf) uplift at 24 "oc spa cicg.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0
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.'" Allowed - 0.477"
MAX LL DEFL - -0.036" @ 42'- 0.0" Allowed = POC"
MAX 11. CREEP DEFL = -0.046" @ 42'- 0.0" Allowed = 0.267"
MAX Br PANEL TL DEFL = -0.256" @ 35'- n.3" P_loved = 9.596"
20-00 MAX HORIZ. LL -FL - 0.091" @ 30'- C.0"
2C-10
- -
- --� -- - MAX HORIZ. TL Dr FL 0.15Y' @ 30 - 0.0"
1-0 - -
7-02-08
I 'r--r- - Wind: 140 mph, h=15ft, TCDI,4.2,BCDL-6.0, ASCE --10,
12 12 )All Heights), Fnclosdd, Car.2, Exp.B, 14WF'RS(Li r)
M-4x6 ,
4.00 D o 4.00 load duration factor=1.6,
4,01. Truss designed for wind loads
E ,X in the plane of the truss only.
!H-6x16 1S)
M-3x4 3.0" M-4x8
0M-Sx8(Sl
.25 '�
4
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7-05-12 6-1-0-OB Y 5-0--_2 10-00 10-00
-oc 7-o5-12 '-00-04 a-os z-oo FRRIU-
2-C2 PROy:Pe evLLBEARS 4C-00 2-00
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - A2
- Scale: 0.1365 Osyn4�
WARNINGS: GENERAL NOTES,unless Dtheralowndee'. ,�9 FWAS
1.Buideraad erecdoa contramorehoud be advised ofall General Notes 1.Time desgnie based only upon the parameters shown and is for an individual G �'
Truss: .112 and Warnings before construnion ammemas, building component Applicability of design parameters and proper
2.2x4 compression web bradng must be Installed where shown t mcorporatbn of oomponem bine responsibility of the building Greater. �P �./g
3.Additional temporary bracing to insure atabilRy during construction 2_Design assumes Me top and bottom brands W be laterally bmbod at x
DES. BY: LA is the res bit of mectbr.Additonal rmanent brawn of 2oc.and at 10ar,rcspectiveN unless braced throughout their am
by
ponsi hyo pe 9 angmuous sheathing an&asplywood sheathing(rC)antllortlrywall(BC).
DATE: 5/22/2015 me overall structure is the responsibility of Me budding designer. 3.2r Impact Gkgirg or lateral brains,required where shown
d.No dad should he applied to any component urNl after el Meting and C Immolation of truss a Me responsibility of Me raspetlrve contractor.
SEQ. : 6273458 dstemers are compete and at no time should any dada greater than 5.Deagn assumes musses are to be uaeram a nomconmeave environment. tr
design loaas x upend,w any bomponem. and are far eery Rosati of use. '? ,p 51398 Av
TRANS ID• 928056 6.oegaaressumlesfulbeadmgatalsuppomasnown.snimorsawl O @C FV
5.CompuTmz nes no wmrol over and assumes no responsiMlRy far tn° recourse,
ISI'(f0. Ste'
firmonarrom handling,shipment and mdbIyj of bomponenb.
a `gatfa �a
6.cob a g hashed s bl d 1 the lmdabons set IoM by 8 Platesi ce,®ted I provided and S G
Ala so Meir amer SIONAL�
111111 VIII(IIII(IIII VIII(IIII VIII IIII IIII
T?VfVTCA SCSIcaprom of what, A be Learned upon requard jointlines calmore with lines
MiTek USA re./CompuTrus Software 7.6 BID L)E 9 Dgas oat sure l atts ,ones
10l=or basic connempr pale design values see ESR-1311 ESre1989(diTek)
'Phis design preoareA fr x. oomputer lnpot by
IACT PIC LUMBER AND 'FRI
-"rig Sn'r;C_F'-f-IONS TR V55 SPAN 311- 0.0" IBC 2012 MAX MEMEEP F2R^_E9 414 GDF/--i.CC
".sF 3c st6BiP LOAD DURATION INCREASE = 1.15 1- 2-( 0) 10: 2- 7=1-223) 1R39 3
EC: 2r.4 JF ul[6TP SPACED 24.0" O.C. 2- 3=(-2233) 299 7- 8=(-2301 1536 3- 8 1 16°
6EBS: 2::4 ]F STAND J- 4-(-15C1) 251 8- 9=(-231) 1119 8- 4-( -°2) 913
LOADING 4- 5-1-15091 259 9- 6=1-2281 1872 8- 5-(-353) 194
TO LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DL( 1.01 ON TOP CHORD - 32.0 PSF >- 6-1-22341 300 5- 9y 0) 339
RC LATERAL SUPPORT <= 12"0C. PON. DL ON BOTTOM CHORD = 10.0 ASP
TOTAL LOAD = 42.0 ASP
OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED PRO AREA
LL 25 PSF Ground Snow (PSI LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
For hanger specs. - See approved ptons 0'- 0.0" -X58/ 1542V -161/ I14H 5.50" 2.47 DF ( 6251
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 31'- 0.0" -168/ 1302V 0/ OR 5.50" 2.08 DF ( 6251
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
CON D. 2: Design checked for net(-5 psfl op1iP at
BOTTOM CEORD CHECKED POP. HOSE LIVE LOAD. TDP - 24 "oc soacina
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. V_RTICAL DEFLECTION LIMITS: LL=0/240, Tl, -
MAX LL PEEL = -0.036" 0 -2'- 0"0" Allowed wed = 0.200"
MAX TL it DEFL = -0.096" B -2'- 0.0- Allowed = 0.263"
MAXAX LL DEFL = -0.094" @ 15'- 6.0" Allowed = 1.504"
MAX TL CREEP DEFL = -0.224" @ 15'- 6.0" Allowed = 2.006" '
MAX BORIS, LL DEFL 0.043" @ 301- 6.5"
MAX HORIZ. TL DEFL = 0.072" @ 3Dr- 6.5"
Wind: 140 mph, h=23ft, TCDL=4.2,BCDLd.0, ASCE 7-10,
(Ail Heights), Enclosed, Cat_2, F%p.B, MWFRS(D1r1,
load duration factor=1.6,
]5-06 15-06 Truss designed :or wind loads
in the plane of the truss only.
8-C2 1-04 7-04 8-02
2 12
6.00 p M-4x6 Q 6.00
4.0"
4
I
'3 �\ M-3x4
R 0i
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M-50151 9� , OREGON l0
L _ L tqY 0�
B-00-04 7-05-12 -05-12 B-00-04
31-coO M 14, �P
---
- --_- - ERRIU
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B2 EXPIRES:12/31/2015
Scale: 0 IBBO ORML
WARNINGS GENERAL NOTESunless other noted'. WAS Q
1.Builder and edition cordectorshoud be advised ofall General Notes 1.This design Is based only upond parameters shown and he for an ImINltlual J O4 T
Truss: B2 and Warnings beftruQon commences, bulltling component.All,prettle, ftle , tre and propper
2.2r4 compression web bracing must be Installed where shown+. incorporationf component s the responsibility of the bulking Eesyner RC AO
3,Additional temporary bracing to Insure stability during mnstruclion 2.Design assumes the top and Botlom cholds to De laterally placed at
DES. BY: LF r o.c.end at tao.c.«specavely unlessbreced throughout their length by
DATE: 5/22/2 0 15 the a hoslplostrudu,ofthe¢spa.Additional Menhaden t bracing of mminuoussheathir sum asply«oW sheathing(Ic)amrordryeallfeC
ponslWiry ofthe budding enigner. a.NImpact badging or Wemi bracing raqured where shown..
-2 4.No bad shouldbe applied to any component until l uchose,and 4 Installalon of muses the responsibility of me spetthe contractor,
SEQ. : 62 3959 fafleo emmpt and at no time shops any was g at than a Deign aasames trusan are fo be used r m nmem.
T any force ce ppied m any mmponem am are for-dry camp tin•of use p 51396 `v
TRP,NS D; 9280566.Design aasames ds dead at e: n n.sumo er O '�
5.comp r n control ed And nssumesn espo 'ents.drthe m dry Mete, Ppo tie if A PC/5`TER�
kbeah handling" ,shipments a'installation of components. y F V
6.m5 design e Nursemaid subject to the limitations set forth by a Planti I the loapertures on bdotn fad la.mare and paced so their center SS�ONAL�G
IIIIIIIVIIIVIIIVIIIVIIIIIIIIIIIIIIIIIIIIITPIMRCA in SCSI mptn ofwhich will be crashed upon request coanced arch joint center line
MiTek USA Inc/CompuTfUS Software].66(1 L)E 10,F 9. Differ Indicata of plot.In ifphaa.
basic connector plate design vetoes see EBR-t 311,ESR-1989(MiTek)
11111111111111
IIIIIII This design prepared from computer input by
PACIFIC LUMBER AND TPUSS-BC
V!IBER SPE^_IFICATICNS TRUSS SPAN 31'- 0.0" ICOND. 2: Design checked for nett-5 psfuplift at 24 "so spadng.
CC: 2e4 IF MI&E`P LOAD DURATION INCREASE = 1.15 Wind: 190 mph, h=23f t, TC DL=4.2,BCDL=E.D, ASCE C-10,
3C 2r.4 ]F &16sTP SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MRFRST, C,
TC LATERAL SUPPORT <= 12"OC. UDN. LOADING load duration factor=l.6,
BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)aDL( 1.0) ON TOP CHORD = 32.0 PSE Truss designed for wind loads
OL ON BOTTOM CHORD = 10.0 PSP in the plane of the truss only.
Iinholanced live loads have been TOTAL LOAD = 42.0 PAF
considered for this design. Gable end truss on continuous bearing wall 00N�
M-1x2 or equal typical at stud verticals.
LL = 25 PSF Ground Snow (Peg) Refer to CompuTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQ]I P.EMENTS OF IBr 2012 AND IRC 2012 NOT BEING MET.
PDTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
15-06 15-06
12 IIM-4x4 12
6.00�rl ) Q 6.00
tlPRO
ei
F
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9
1
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15-06 15-06 �O 9y 74, ZG1
2-00 31-00 R RILE �P
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B1
EXPIRES: /2015
Scale. 0.2600
WARNINGS OENERALHOTES MIMlse noted AS 8
I
.Buiklerantlerectonono-attorshoultlbeadvsetlofallGenmalNot T TM design based only po meparameonsM w d" f nlntlMtlual J� OFwes �T
Truss: B1 and Val ngs before construction commences. bulltling companent Applicability ofdeslgn Gararrwm and pi 4,
2.Na ompresslon web bracing must be Installed where shown Inorporadon Ofomponent is the responsibility of the bull ng Etl sgnec P
9.Addhl (temporary bracing to made stability during Construction 2'Design assumes the top and wind.ClloMe to be Merely,braced at
CES. BY: LA is therezponsbilRy of the eretlor.AdUaonel permanent Mating of Yo.c.am al IT o.c.respoamly unlees hired throughout their hsmyth by
Ise ares ahucture is the res mntinuocssheathirg suU aspywa sheathing(TL)aM/ordr llteC).
DATE: 5/22/2015 pa vbilhy of Meb b'gd designer, 3.gal pati bridging Ixteal loadingeg led where ah
a. No bad rho b be applied to any copo nt until afterII b irg am a. Installation of buss a theresponsibility Eiity f th ezpeUry medor. L
SEQ. 6273960 taste a complete and tot eshoulda any loadsgreater the 0.Design ass tr are to be reed a orvconos Irooment
desig d be applied to y w m. M are for od, mame of use +p ,p 51398
TRANS iD: 928056 M s.Deng ass.mtx ,at at paces shown sin edge;( O 2 TS.I.Eg�
s.comps n bd m meso po bl roan C
hbriat n etre,shipment m-smnetion of components. i design ss wag ate d r nage a roved ks"- L G
s.Thee g btunbheda MW to the litimuns set roan by 0 Pmt she$be bated boor races of truss am Maeda so their center
111111VIIIVIIIVIIIVIIIVIIIVIII(III(III PIN LA RLS( pies I aU Ab brush uponr qunl s Windt wawa t m lines.
9 Dgaa Biot (plate ninches
.
MiTek USA tine./CompuTr software 7.66(1 L)E IDFor bask onnettor plate design vaWes see ESR 1011,EGR 1900(MITek)
VIII IIII Th, s design Frepared from comin,
-t inut Cy
PACIFIC LUTAPER AND ':k:'S-BR
:SIBS', S F:CAT:ONS TRUSS SPAN 33'- 0.0" IBC 20'-2 FAX MEMBER FOR('3F CE/rO=L`7
F^E
__. 2x4 DF M_6B':R; LOAD DURATION INCRBA9E 1.15 1-3=I-92C1 191 5-1-V - 6 2 o-_,., _,
2r.6 DF SS L1 SPACED 24.0" D.C. 2-3-( 01 6 1-6=1-1IS) -:
4:
P 29 C k_68TR 3-4-(-931) 2'6 6-4-I-1151 -44
WEDS: 2r.4 Dm STAND LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSI'
TC LATERAL SUPPORT c= 12"OC. OU. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX DORZ BRG REQUIRED BOG AREA
BC LATERA). SUPPORT <= 12"OC. LOU. TOTAL LOAD - 42.0 DEC LOCATIONS REACTIONS REACTIONS SIZE SQ.TN. (SPECIES)
-------- ------- 12'- 2.9" -57/ 31v -60/ 62H 0.00" 0.00 yyyyy 1 0)
NOTE: 2x4 BRACING AT 24"OC LON. FOR LL = 25 PSI Groond Snow (Pg) 15'- 0.4" -536/ 820V 0/ OR 185.50' 1.31 OF ( 625)
ALL TOP CHORD AREAS NOT SHEATHED 31'- 0.0" -126/ (80V C/ OR 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. CONDI Design checked Cor net(-5 ps f) oplif_ at 24 "oc spacing.
or egaai a_ nen-stuctoral BO'FT014 CHORD CHECKED FOR LEESF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/'40, TL=L/1B0
Cor^caL -ec.bers :von;. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL OREL = 0.000" @ 0'- 0.0" Allowed = 0.200"
MAX. TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267"
Cnbaldnred live loads have been MAX LL DEFL = -0.01"" @ 22'- 10.9" A'lowed = 0.-54"
ecesldered for this design. MAX TO PANEL TL DEFL = 0.084" @ 18'- 11.6" Aaowed = 0.-99"
REFER TO COMPUTRUS STANDARD MAX HORtZ. LL DEFL = 0.008" @ 30'- 6.5"
GABLE END DE"AIL FOR CONPLF:'f l:
SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.014" @ 30'- 6.5"
Wind: 140 mph, h=22ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat_2, Exp.B, MWFRS(Dir),
load duration factor-l.6,
Truss designed for wind loads
15-06 15-06 in the plane of the truss only.
19-C6 3-06 8-00
f _
12 12
6.0C r,J -M-4x4+ \6.00
M-4x6
A
\ SPED I OFFS o
m 92 PE 9r
/ I
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l
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to
M-3x4+ Y 1 OREGON I 9�i �F O,xb �
12-02-15 10-09-01 B-00 0 y 14, 2 P�
. .c _ 31-00 - MFRRILLO
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - B3 EXPIRES:12/31/2015
Scale0.1999
WARNINGS GENERAL NOTES,unless otherwise
-_td
1.Builder and emglon mntrano h b b" advised III G .N t 1 This design a based
only upontheparameters 'ven a d b t timW
Truss: B3 and Warnings before Construction Commences ocoofwmtAppl 11dy to p amees
22x4 compressor web bracing must be unstudied n barb+ Count s Me responsibility
yl^B.0A�YrT
FP
/M bltllrn eeslgner. 0.e O
3.AdtldoMal temporary brae to insure stabil during 2.Design assume the lop and bottom Charlie to be lalerelly braced al
DES. BY: LA D ry ne ttr g constructlon 2 r.c.and at 10 D.C.respectively unless braced Mroagnom meir len99M by K'
is Me responsibility of Me erector.Mdifional permanent breang rt uontlnuouuneetning sato as prywodo s�eaM,ng(TL)anolordrywall(tic).
DATE: 5/22/2015 the overall structure is Me responsibility or Ne bulking designer },2a lmpaclbMgianor lateral braarg rulutrM whore sown••
4.No bad should be applied to any component until a IID c,and 1. 1 ..N.bn or m the
reapoes biay c'i ro�cW _at_
t tlor.
SEQ. : 6273461 raatenen are Complete mad m no tore should any bads greater Man b.0 g assnmeso- retom lie no, arslve OMC
n'ronmem. I�
TRANSesign loads lie applied to any mmponenl. and ere far dry ren "of use. '+ R 51398 Qr�
BANS ID: 428056 5.compaT„s has no mmral o.erzbdassamen po Uilityfato 6,Deal aesu dor bea m,at.1sppau ahwn.sni doge it Off, x'51398
rabr�e n elan.sM1pme t d nalkbon or Components. T Desgn aseumes WI t drainage- po•wn.. FIN! G
IIIIIIIIIIII)IIII(IIII)IIII)IIII(IIII IIII IIII ttTPbMV6des AkOblcoybhad sbofwhic^willmeaNrnseMuWoedeest 8lines.Plates n�war ocap;nact lhce of human and or
rONA1
MiTek USA Inc.IComDuTrus Software➢.66(1yZ 10�o east Connector plateCaudle slues see BSR1}T1 ESR-1588(Mirek) r.
VIII I I II IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-9C t
LCMB'cR SPEC:E_CA'.IONS TRUSS SPAN lc'- 0.0" IBC 2012 MAY. MEMBER FORCES 4WR/GDF/Cq=:.CO
2x4 DF @--.F-R LOAD DURATION INCREASE = 1.15 1-2=( 01 101 2-6-;-33) 621 6-3=(0) 371
B': 2x4 OF 41uBTP SPACED 24.0" 0.C. 2-3=(-619) 92 6-4-(-33) 621
WEBS: 2x4 OF S-AND 3-4=(-819) 92
LOADING 4-5=( 0) 101
TC LATERAL SUPPORT I- 12"OC. DON. III 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE
BC _ATERAL SUPPORT c= 12"OC. DON, DL ON BOTTOM CHORD = 10.0 PST
TOTAL LOAD = 42.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )SPECTF.61
LL - 25 PST Ground Snow (Pq) 0- 0.0" -161/ 900V -88/ 8811 5.50" 1.44 OF ! 6251
16'- 0.0" -161/ 900V o/ OH 5.50" 1.44 DF ( 625)
'IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ;FOND. 2: Design checked for net(-5 psf) uplift at 24 "or spar..
9'.
BOTTOM CHOP.D CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I4AX LL DEFL = -0.036" @ -2'- C.0" Allowed = 0.200"
MAX TL CREEP DEFL - -0.046" @ -21- 0.0" Allowed - 0.267"
MAX TL CREEP PEPE = -0.042" @ 8'- 0.0" Allowed = 1.006"
MAX LL DEFL - -0.036" @ 18- 0.0" Allowed 0.200"
MAX TL CREEP DEFL - -0.046" @ 18- 0.0" Allowed 0.267"
MAX TC PANEL LL DEFL - -0.070" @ 4- 2.8" Allowed - 0.545"
MAX HORIZ. LL DEFL 0.007" @ 15'- 6.5"
MAX HDRIZ. TL DEFL 0.012" @ 15'- 6.5"
Wind: 140 mph, h=21.2ft, T=, 4.2,BCDL=6.0, ASCE 7-I0,
8-00 8-00 fAll Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirlr
- - T --- - -- load duration factd,l.6,
2 12 Truss designed for wind Loads
_.00 p IIM-4x4 Q 6.00 in the plane of the truss only.
4.0"
PR��OQ$0
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - Cl EXPIRES:12/31/2015
Sca Le: 0.3337 onxt B
WARNINGS: GENERAL NOTES,uokssothemae notedP. ,�Q �.N/A5.
1. Builder and erection contractor should be advised of all General Notes t This design a based only upon the parameters shown aid k for an inaNidual O T
Truss: C1 and Warnings before cormbuaion commences. building component Applicability ofdeaen parameters and proper Qr �� C� FI
1.2x4 compression web bradng must be ihsmllea where shown•, mco poration of component a the responsibility of the building designer. Re O
J.Manhattan temporary bracing to Insure stability during consbucumb P.Dese assumes the top and bottom Nods to be ce
laterally brad at x
DES. BY: LA isthe ria,maibilay of the eream.Arldderil permanent bradng of 2.:mondat 1 On.o Mosey what.braced Pmughoat Our,length by
DATE: 5/22/2015 Pe overall structure u the respan9alily of the bwildirg designer, a.
continuous
brat lip or lateral Fico lreood ulneddwhere shown+arywall(eC).
Fiscal
s. No aaer sane complete fte ape and at no timponed undany lens n ate:th aM a.DesignInstallaassnon as trutruss e Perespo ifte useility of Pe respecombormve wdraaor.
SEQ. : 6273962 dsign ldsthe ppliandatnotime
paMnat should any aaat greater than s.Deign aorae:o-wtset.re ro b.w..a m.non.nnh.roe em�mnmem.
assign loam be no con 10 any r and caem. rre are for day of ase. aP 51398 ��
TRANS ID: 928056 s.mesgn assn NE xadrg at au sappom snow n.Shia or wedged CIA,
5.eomfirifticaMM"nes no,ship over and assumes no reeponsiards for me necessary � Cjgh0. '
Imp agn is al etimul suet of a mlmti00 el Component. ) Plan a cl at both
fac pD inspect
sf G
6.Th'rs d g N I cap subject d t the Il ow turner tet ropo by a pmt ecale acmetl o IroP k effuse am,plecea so their comer IONAL�
(III I IIII VIII(IIII VIII(IIII VIII IIII IIII TPIhNCA' BC51.copies I n'a wiN be NrngnM upon request. 9 Og ceiE est en joint f t mili inches,
M17ek USA nclCompuTms Software 766(11UE IO.F basic es ctor plat design values see ESR-tan,ESR rase lM Teq
VIII II II IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" IEC 2012 MAX MEMBER FORCES 41IR/GDF/Cg-1.00
TC: 2x4 DF $I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-34) 622 5-3=(0) 374
BC: 2x4 DF NIIMTR SPACED 24.0" O.C. 2-3=(-821) 93 5-9=(-34) 622
'WEBS: 2x4 DF STAND 3-9=(-820) 92
LOADING
TC LATERAL SUPPORT <= 12"OC. USE. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI
BC LATERAL SUPPORT <= 12"OC. USE. DL ON BOTTOM CHORD = 10.0 PER BEARING MAX VERT MAX HORZ PRO REQUIRED PRO AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIESI
OVERHANGS: 24.0" 0.0" 0'- 0.0" -170/ 923V -72/ 8714 5.50" 1.48 OF ( 625)
LL = 25 FSF Ground Snow (Pg) 161- 0.0" -80/ 611V 0/ ON 5.50" 1.07 IF 625)
For hanger specs. - See approved plans
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
REQUIREMENTS OF I3C 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
BOTTOM CHORD CHECZED FOR IOPSF LIVE LOAD, TOP MAX LL PEEL -0.036" @ -21- 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 DEEP = 0.107" @ 11'- 9.3" Allowed = 0.595"
MAX TC PANEL TL DEEP = 0.416" @ 11'- 9.4" Allowed = O.B17"
MAX HORIZ. LL DEFL 0.007" @ 15- 6.5"
MAX HORIZ. TL DER, = 0.012" It 151- 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(Dlr),
load duration factor=1.6,
Truss designed for wind loads
B-00 8-00 in the plane of the truss only.
12 12
6.00 p I IM-4x4 Q 6.00
4.0"
I �
In
i
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MERRII�
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C2 EXPIRES:12/31/2015
Scale: 0.3360
WARNINGS: GENERAL NOTES,unless olherwissomme: 49 f SMAS
r 1 Suildm no pension conlradorshoud be advised 1 LIG IN t 1 Th design based only upontree parameters show d' b m,idual
9 and Wari damn contra commences building component. bl foes 1 tl er P Q C Cf
`1'LUSS: C� rigs 9 P PP -Mo gn parameters p Q Q'L T IA
2 Ara weal temporary
o compression web changg insure stability
M1 h po do f component the responsibility be the buildinghtwagon. � O
3. is mel responsibility of
b"r.Ad slanllilytl g t N o D ig Sc o. tep dbottom cssNcbbe laterallynraUa at x
DES. BY: LA is me respons tilts of Ma erector.Atldgonal permanent bracing of ormirm ec and
slheathin r h aspNu odSshmathin ML Arden theirself9B by
g such plywood here shown nyxaII1BC).
DATE: 5/22/2015 Me overall round!ture beep the d to any responsibility of nt barkingafter
dealbracing
3.hlmpad bridging hus or the re patiigity of thered whemshown
6.No loads areNDeappliedtoany component untilaMf alleater than 5.
4. Installation Ofes trusses
re tonsibile of therespectiveemonoor.
SEQ. . 6273463 fasteners are be applied
and m creopmnoma.m loam gre.mrman s. and am ase hilyenta are leen used in.non-eoppsme envnonment �
Comp maasbe applied m over ampassuL iaresuancpnaaian^owsa. +P �, 5ST-S 2
TRANS ID: 428056 s.comvana3 has no control over end assumes no responsibility for the 6. De�gnassumes tall Dearing at all suppcds shown.Shim OrwMhe if O AGjy ly4��14'
fabrlwGon.handling.shipment and installation of components. 7,Design assumes adequate drainage is groveled. ad SStO G ,
6.This design n is furnished subject to the limitationsset ford by e. Plates shall bad located oa DOM faces Wines,ana laaso their center NAL
IIIIIIIVIIIIIIII VIII VIII VIII IIII IIII TPIM4CA in BCSl,copies ofsehlch will be furnished upon adman lines.,made va lnt center lines.
9. D'gm lndiand six or plate In inches.
MiTek ll6A,Inc.ICompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR 1311 ESR-1988 afiTek)
11111111111111
IIIIIIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPBCIET= NS TRUSS SPAN 1L— 0.0" GOND_ 2: Design checked for nii psfl uplift at 24 "oc sod cioq 1
2x4 JP If&PTP. LOAD DURATION INCREASE = 1.15 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCF. 10,
BC: 2x4 J. y168TR SPACED 29.0" O.C. !All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
TC LATERAL SUPPCRT <= 12"0'_. CON. LOADING load duration factor=1.6,
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 1.0) ON TOP CHORD = 32.0 PER Truss designed for wind loads
DL ON BOTTOM CHORD 10.0 PSIin the plane of the truss only.
TOTAL LOAD 42.0 PSP Gable end truss on continuous bearing wall UON.
LL = 25 ISE Ground Snow IP ) H-1x2 or ,qua] typical at stud verticals.
D Refer to CDmpoTrus gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSI' LOVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
8-00 8-00
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - C3 EXPIRES:12/31/2015
Stale: D.4605 11
8
WARNINGIN GENERAL NOMS,unless otherWrcWAS
noted 1O NA �
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 an ma'rvmusl 'J O4 A
Truss: C3 and Wamings before coebuLflon commences. bu..Or gcomponent Appllwbilby of design parameters and proper
2 zea compression web bracing must be installed where shown t ,ncorporafwn of component is therespooslbllhy Ofthe buiding deli ne.
3.Adddional temporOry beading to insure Stability during wnstmtlbn 3. Design measures the top and boftum nhIdda to be Nltte,braced at r
DES. BY: LA 'wtheridemibaiyof thengtoinsurelsnnaly durin permanent bracing 1 Z'°.c.and at to'o.c.respedvely unless braced throughout their Pi by
N° wntk,uoussheathirgsurdasplywoodeheaMiq(TC)antl/ordrywaatBC),
DATE: 5/22/2015 the overall stiCare is the responsibility of the budding designer 3,n Impact brlelging or lateral beading rertuber where shmen a a
a.No lead should M applied to any component until after all bracing and 4. InsU]WWn of buss is the responsibility arms re a ive coutradon
S EQ. : 6273464 hatenere are complete and at no time should any loads greater than 5,Deago assumes mosses are to be used in a nonwnoslae enmromment
design loads be ato any component and ora roma,romiti°n'of eee. 51398 r4r
TRANS I D: 9 2 B 0 5 6 5.comp,Tm:has no wntrw met and summa:no respon ialit,far the 6 Desgina..I.dl bearing at a1 supporh shown Shim or wedge ifma
�A �'CISTEB�
fabrim .
b handling.shipment am"stallatiion of mmponenb, y D sg asumes apartment drainage yovaam f
6.This sg atarnished s mjectt thelimgabons set form by B Plate snail bel led both faI truss,am Named so del center " E%NAL�G
777777 VIIIVIII(IIIIVIIIVIIIVIIIIIIIIIII TPLAVIdA BG51,copes of hiencomemefamished upon request I nald withrotiii kne s
s tplal Incl
MiTek USA Inc./CompuTms Software].66(1yE to9 DI.Mlm1 For bascm n plte design l. ea ESR-1311ESNs 966(Mi7sk)
11111111111111
This design prepared fro- cemputer input by
PACIFIC LUMBER AND TRUSS-!1C
NEER SPF.^,IFCCATIONS TRUES SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 9W3/6C P/Lc=!.07
2x4 DF d'-&BTB LOAD DURATION INCREASE = 1.15 1-2=( CI 101 2-6-(-231 442 E-3=)0) 274
3C: 2x4 DF Y_&RTP SPACED 24.0" O.C. 2-3=(-5901 67 --4-!-1_3l 442
FEES: 2x4 DE STAND 3-4=(-590) 67
LOADING 4-5-( 0) 101
TC LATERAL SUPPORT <= 12"OC. JON. LL( 25.0)aDL( 7.0) ON 10P CHORD = 32.0 PSE
EC LATERAL. SUPPORT <= 12"OC. JON. DL ON BOTTOM CHORD 10.0 PSE
TOTAL LOAD 42.0 PST BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Crouud Snow iPg) 01- 0.0" -139/ 732V -69/ 69H 5.50" 1.17 DF ( 6251
12'- 0.0" -139/ 732V 0/ ON 5.50" 1.17 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DILE TO THE SPATIAL
REQUIREMENTS OF .BC 2012 AND IAC 2012 NOT BEING MET. COND. 2 Design checked for not(-5 On l uplift at 24 "oc spa cinq.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTTON LIMITS: LL--:./240, TL=L/lBO
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed - I.200"
14AX TL -BEEP DEFL - -0.0]6" @ -2'- 0.0" Allowed - 0.2E7"
MAX LL DEFL = -0.03E" @ 14'- 0.0" Allowed = 2.200"
MAX TL CREEP DEFL - -0.046" @ 14'- 0.0" A.IOwed - 1.2E7"
MAX TC PANEL LL DEFL -0.018" @ 3'- 2.8" Allowed 0.396"
MAX TC PANEL TL DEFL 0.102" @ 3'- 2.7" Allowed - 0.594"
MAX DORIS. LL DEFL = 0.003" @ 11'- 6.5"
MAX DORIS. TL DEFL = 0.006" @ 11'- 6.5"
6-00 6-00
- -- ----- ---- - - _� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
12 12 )All Heights), Enclosed, Cat.2, Fxp.B, MFFRS(Dir),
O p
IiM-4114 Q 6.00 load duration factor=1.6,
Truss
dtl for wloads
in the plane of the truss
only.
i
1 �
PROFESS
M-3x4 -- - M-1.5X.3 M-3x4 �� IN
e 2 PE v�
6-00 6-00 7 OREGON JZ
2-00 12-00 L-00 �Q 9y 14, 20 }'
MFR R I l�-gP
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D2 EXPIRES: 12/31/2015
ea LP 0.4135
WARNINGS GENERAL NOTES 1 M is t O RR1L(,
B
1.Builder and erection contactor should be advised I IlGeneral Notes 1 TM1mdesign ab a ly upontheparameters show a' eindividual ,� OFwAsr
Truss: D2 and varnings,Waningtheirms construction commencesbuilding component Applicability ofdesgn parameters and proper
QP Re CT E'
2,N4 compression web bracing must be installed where shown a, Inrnrporallon of component'a Me responsibility of the bolding designer.
I.Additional temporary bracing M insure sletlltty during constucton 2.Desigoesumes the top and bottom Mohs b be friendly,braced at .�
DES. BY: LA 2o.c.am auoo.c.rescenmeN anNas bocM MrougnoN may hn99Mby
A Me responsibility of Me erector.Additional permanent tractng of centtnaouaaheambg such as pvwootl sheath,OBRL)eM/ord wal(9C).
DATE: 5/22/2015 Me overall structure is the responsltifty ofthe bunting desgne'. 1.2s Impact bridging or Wished bracing required where shown
4.No Wad should de shifted to any component vnl l tt II bracing and 4. Installation Of tr the responsibility irty f Me respective contractor
SEQ. : 6273965 fasten compete and at no time should any l mgreater than s Design ass„ o- etoce ed on- moans eowmnmam o
TRANS ID: 928056 designIces he applied to any component s De gaasvume cBU omphare
'nofinei part: naan.Shim on wedge? '/a� q�51398� y
5.Com WT. h bol d mss no responsibility brM
necessary handln9 shipment dinstallation hitch proem,
6This design Bursted subject to Me mttetton t T Designau aeeq ate drainage' p bed.
I a Plebes 1111 e asted ba"areas d Interest sMeh center SSIOCNAT�LR G
a
111111)IIII)IIII(IIII)IIII)IIII)IIII IIII IIII I
TMAA7hA'h SCSI ofveg to furnished request lines consider oM t
MiTek USA Inc/CompuTrus Sofware],66(lL-E 9 DgAindicate pp "arrows.
mP basic
connector plate
w
design values see ESB-icon ESR-t 988(Mrtep
11111
111111"1 This design PrePared from computer input by
PACIFIC LUMBER AND TRUSS-BC 1
LIMPER SPECIF:CATIDNS TRUSS SPAN 12'- 0.17" CONO. 2 Design checketl for neU-5 psfl oplii3 at 24 "oc swcngy
TC: 2x4 DE 416B".P. LOAD DURATION INCREASE = 1.15 Wife: 140 mph, h-20.7ft, TCDL=4.2,BCDL=6.0, ASCE 9-10,
BC: 2e4 DF A165TP SPACED 24.0" O.C.
(A11 Heights), Enclosed, Cat.2, Exp.B, KW FRS IDi rI,
TC LATERAL SUPPORT - 12"OC. UOS. LOADING load duration factor=1.6,
BC LATERAL SUPPORT I- 12"OC. PON. LL( 25.0)+DLI 9.01 ON TOP CHORD - 32.0 PSF Truss designed for wind loads
DL ON BOTTOM CHORD = 10.0 PER in the plane of the truss only.
TOTAL LOAD 42.0 PSF Gable endtruss on continuous bearing wail LON.
LL 25 PER Ground Snow IP ) M-lx2 or equal typical at stud verticals.
9 Refer to CompuTms gable end detail for
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEIri MITT.
BCTT014 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
6-00 6-00
12 12
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EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - D1 Scale: 0.5135 ORRILL
e
WARNINGS: GENERAL NOTES,unless otherwoteB
ben . f WAS
1. Builder and erection contractor should be avant of all General Notes 1.This design is based only upon the parameters shown and Is far an individual r �0 4(rjn
Truss: D1 and Warnings before mnstructm
ian comences, building component Applicability of desp /Jn parameters and Drayer 0 .P
2 Pie compression web braising most be Installed where shown+. Inc poatio Immpor nt is the responsibility of the building&signer. �P 0
3.Additional temporary bracing to Insure stability during construction 4_Design assumes the top am boXom ClorI Ilaterally braced at 2
DES. BY: LA ¢the responsibility I the tractor.Additional tbrad f �'o.c.and el 10'oa respectively unless braced throughouttheirlan99ft by
ponsi iry o perrtNnen rg o continuous sheathing so&as dywoed Minsthing(IC)and/or bryeat C).
DATE: 5/22/2015 Me overall structure is the resgnsibiliry ofthe Wiping desgner. 3.2v Impact brRglog or lateral berm,harguared where shown++
a.No pad should be applied to any component unm after ad Macing and CInstalMpM b
Installation uss sloe respenality,ohcomm
ne safeties naor.
SEQ. : 6273466 fasti are mmdele and at no time should any wads greater than 3.Design assumes nlmas are to W aced In e wn-canoaNe environment �
design wads be..died to any mmponem am are rot dry common of Ins. P ,p 51398 tp
TRANS ID' 928056 s.Deeynaesume imarinataesapporlsshr..vn.snimorwabgeif 0
• 5. M"re uims has no mmrol over am assumes no resporeiMliry rot the ne 7$1ER Sq
mwh handling,snip tminstelmrwnofmmponents. icegaa�ss con edegame
Thdrapegeo�irouswzene daces so mevceder s`r�ONAL G
B. bd , lumishedsit the handsomer set fold by 8 Planes shal W wetted on Wm fa o
1111111 VIII VIII(IIII VIII VIII VI I IIII IIII TPIMRCA in BCSI,iopas of when will be furnished upon«quetl g lines carbide Di ntl at Rh of plate inrlines
inchs.
MiTek USA Inc.ICompuTms Sof vare]66(1 L)E 10.For basic m ct rplate design values see ESR-1311 ESR-1988(MiTek)
VIIIA IIIIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 16-00-00 IBC 2012 MAX MEI4BER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 IF 415PTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3192) 663 1- 6-(-554) 2744 6- 2-(-148) 824
BC: 2x6 DF ES 2- 3-(-2296) 505 6- 7-)-547) 2705 2- 7=(-832) 205
WEBS: 2x4 IF STAND LOADING 3- 4=1-22961 505 7- 8-(-547) 2705 7- 3-(-404) 1866
LL - 25 PSI Ground Snow (Pg) 4- 5=1-31921 663 8- 5=(-554) 2744 7- 4-(-832) 205
TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL) 14.0)- 64.0 IF 0- 0.0" TO 12'- 0.0" V 4- 8=(-148) 824
BC LATERAL SUPPORT <- 12"OC. TON. SO UNIT LL( 175.0)+DLI 139.01= 314.0 PLF 0'- 0.0" TO 12'- 0.0" V
BEARING MAX VERT MAX HORS BIG REQUIRED BRG AREA
Single member as shown. LI14ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ISPECIES)
Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND LRC 2012 NOT BEING MET. 01- 0.0" -474/ 2268V -51/ 51H 5.50" 3.63 IF 625)
will have 1.5" max. nail penetration. 121- 0.0" -474/ 2268V 0/ ON 5.50" 3.63 DF 625)
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND, 2: Design checked for net(-5 sf) uplift at 24 "oc s acid
VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180
MAX LL li = -0.044" @ 6'- 0.0" Allowed = 0.554"
MAX TL CREEP DEFL = -0.104" @ 6'- 0.0" Allowed = 0.'39"
MAX HORIZ. LL TEFL = 0.014" @ 11'- 6.5"
6-00 6-00 MAX HORIZ. TL DUEL = 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, Cat2, Exp.B, MWFRS(Dir),
¢ I I load duration factor=1.6,
12 12 Truss designed for wind loads
6.00 D M-4x6 Q 6.00 in the plane of the truss only.
3 4.0"
II
I
,M-4x4 �-M-4x4
2 3.1.. 4
on
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - DGIRD Scale 0.9936 EXPIRES:12/31/2015
WARNINGS' GENERAL NOTES,unless othem led al9WAS
RRiLLB`a,-
1.Builder and section comador should be advised of all General Note 1 The design is based only upon Me parameters h d is far an addandual
Truss: DGIRD and Wbnngs before construction commences building component.Applicability fdesign Parameters and partner
2.2x4 compression web bracing must be installed where shown+ incorporation of component is the redI,malblli of the building designer. �e 0
3.Additional temporary bracing to Insure stability during constructed 2.Design assumes the top and bogom chards ro be laterally bracotl at .L
DES. BY: LA is Ne responsibility of the irector.Additional permanent bracing of 2'o.c.and at lo'o.c.respecdvely unbssbreced rhmug
houtrheir 6 In by
Ne overzllswdure is the responsibility fine building des continuous sheathing such as plywmd sheathing(TC)and/or drywall(EC).
DATE: 5/22/2015 ponsi yo g gner. 3.2x Impact bridging or lateral bracing required where shown++
4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector.
SEQ. : 6273467 fasteners are complete and at no time should any loads grearerthad 5.Design assumes trusses are to be used in a noomvosve emronment
design leads be eppliad to emy component. and are for nary condgiom of use. `% .P 51398 /y
TRANS ID: 428056 5.compuTms has no centra mar and assumes no responsibility ror the 6.Design assumes mil beanng at all supports shown.shim or wedge it
f rbricatiam handling,shipment and installation of components. 7,necessary,
esgn arssumes adequate drainage b prbvltletl. `ss w
3,tela desgn6mrnhheasubledromelimiladonssMlodhby B.Plates shall be located on both faces of wss and placed so their tamer ZONAL y'
IIIIII(IIII VIII(IIII VIII(IIII VIII IIII IIII TTek U Ain SCSI,copies of which vAl be 7.6.6(1 upon request S �irits inidlmte joint center lines.plate In inches.
MiTek USA,Inc.ICompuhus Software].6.6(1 L)-E 1U.For basic connector plate resign values see ESR-1311,ESR-1988 turned
VI IIiI This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUHMBER SPECIFICA'S 1CNS TRUSS SPAN :3'- 0.0" COND_2: Design Checked for neti-5 pef) 21ift at 24 %C s atin
T TFk16 P_TP. LOAD DURATION INCREASE = 1.15 died: 140 mph, h=20.Bf t, TCaL-9.2,BCat=6.0, ASCE '1-]0,
3C: 2e4 DF y16BTP- BI'ACIIU 24.0" O.C.
)All Heights), Enclosed, Cat.2, Exp.B, Mh'FREIDir;,
TC LATERAL SUPPORT <_ 12"OC. UON. LOADING load duration factor-l.6,
SC LAT5RAL SUPPORT o- 12"OC. UON. LL( 25.0)eDL( 7.0) ON TOP CHORD = 32.0 PSE Truss designed for wind loads
DL ON BOTTOM CHORD = 10.0 PSE in the plane of the truss only.
TOTAL LOAD - 42.0 DO Gable end truss on vortionous bearing will SON.I
LL = 25 PSI Ground Snow (Pg) M-1x2 or equal typical at stud verticals.
Refer to Compu Trus 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 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUPRENT I.Y.
6-06 6-06
12 12
6.00 p I IM-4x4 Q 6.00
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - E1 EXPIRES:12/31/2015
Scale 0.4867 IIS g
"
WARNINGS' GENERAL NOTES, otherwise noted WAS
1.Suikeranderemon contractor should be advised ofall Geneal Notes 1 IrRis deal 'is ba ea only upon the parameters shown0 1 "dNlduel
TIlus5: E1 and Marble;before construction commences, building copo t Applicability of design parameterstlp per
2.2,e4 compression web Womng must be Installed where shown a. Incorporation of component'rs Me responsibility of the building designer. Q y`P Ap
3.Additional temporary bracing t0 insure stability during construction 2. Design assumes the lop and bottom chortle b as III annual at .L
DES. BY: LA athe rn b,l of erector.Addmonal 2'o.c.and at 10ac.respeMrcly unless braced throughout thetr krqN by
pons,"ity o permanent bracing of continuous sheathing such as plywood sheatheipTC)anchor Benefit Be
DATE: 5/22/2 0 1 5 Me overall structure is the responsibility of Me building designer. 3.2a impact brkgirg or lateral bracing re0wrel where shown<<
S E • 6 2 7 3 4 6 8 4.Nlie e n e ab applied to any component timy after manvg and a. stagllation ofbuse is Me responsibility of Me rttlxcan t ctor,
Q• complete and at no time should an loads greater the 5.D assumes trussn are to be asset in a non-conceiver ronmem,
TRANS ID: 428056 deal ace pdiad to any compound. 6_ and are for dant'ountr'df use �1 51398 0
5.comp Ti n trot M times expo stmt'for theensu ss hearing ate ppoits shown.sin edge if L'GtSl'ER� FV
famiwtid handling.shit/ t d"insulation f conformism; 7 Dng degate drainage cFlooded.t , ne Recall so their SSrONAL G
6. This d g a N hails bj dI the irate s set four by 8 Platershall las apseed bMh faces
II I VIII VIII VIII VIII VIII VIII IN IIII TFIN✓fCA BC51,copies of which will air famished upon added! lines comeds9 Dgaa Maple e h pinte Of pat lin erncche.
MiTek USA Inc.ICompuTrUS Software 766(1 LfE 10 For basic connector plate design rilessee ESR4311 ESR-1988 HATeg
This design prepared fro- computer input by
ACT FTC LOMRER AND TRL'!SS-?r
;_';'(P3 SPEC g:CA,C=CAS TRUSS SPAN 20- 6A" IBC 20:2 MAXMEMBER FORCES 4'WR "_
/GnP/^d= .
dif;KP LOAD UUPAT=ON INCREASE = 1.15 1- 2=1 0) 101 2- 8-1-'c 81 : 3- 8=I-r33!
RC: ;:'4 DF 41&B-P. SPACED 24.0" O.C. - 3=(-1388) 220 8- 9-! -95) -71 @- I-; -211 451
ALES: 2s4 OF SCALD 3- 4=(-1216) 152 9- 6-(-168) 1:51 fi- 9=; -211 <5:
LOADING 4- 5=(-1216) 152 9- -= -283) 153
TC LATERAL SUPPORT <= 12"OC. TOM. LL( 25.01*DL( 7.0) ON TOP CHORD 32.0 PSI - E=(-1388) 220
BC LATERAL HUPPORT <= 12"OC. TOM. DI, ON BOTTOM CHORD - 10.0 PIE o- 7-( 0) 101
TOTAL LOAD 42.0 PER
OVERHANGS: 24.0" 24.0"
LL 25 PIF G,.Tnd Snow IPq) BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -186/ 1089V -110/ 110H 5.50" 1.-4 DF ( 625)
R6pUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.D" -186/ 1089V 0/ OR 5.50" 1.-4 D, ( 625)
30TTCM CHORD CHECKED FOR IOPSI' LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfi uplift at29 "o
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -
VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
MAX LL DEFL = -0.036" @ -21- 0.0" Allowed - C.2DD"
MAX TL =BEEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX LL DEED = -0.037" @ 13'- 5.8" Allowed = C.ii
MAX TL CREEP DEFL = -0.OBT' @ 13'- 5.8" Allowed = 1.306"
MAX LL DEFL = -0.036" @ 22'- 6.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ 22'- 6.0" Allowed = 0.261"
10-03 10-03 MAX HERIZ. LL DEFL = 0.016" @ 20'- 0.5"
----� -- -- ------ - -- -r MAX HERIZ, TL DEFL = 0.026" @ 201- 0.5"
5-04-12 4-10-04 4-10-04 5-04-12 _ Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
1 1 - 1 (All Heights), Enelosed, Cat_2, Eep.B, MWFRS IDirl,
12 load duration factor=1.6,
s.JO p M-4x6 Q 6.00
Truss tlatl for wind toads
plane
9.0" in the plane of the tmss only.
9 Al
1'
M-1.5x3 AT x3
I N �SS/O
0
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1 14-00_ 6-06 -. 9Li�qY 14,
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F2 EXPIRES: 12/31/2015
ral< 0.2494 MQRIZILLB
WARNINGS GENERAL NOTES, unless otheranterholed. 1Q WASp��
1. Builder and election contractor should be advised of allGeneral Notes t.This design its based bill uponthprommushe shown and is for n-ndNaual J OF W T
Truss: F2 and Via g before construction commences. building component Applibilay ofumbigh pridernated,Andproper
z 2m compress on web bins ng must ee Installed where shown. Imosporauon of component's me responsibility of banking desgner.
3.Mdlioml temporary bracing to insure stability during construction 2.Design assumes the top and bottom chloride to be laterally leaded at
DES. BY: LA 2'o.c.en a at 10 did, peevery, mess braced mmughout their amg1Im by
is the responsibility of the sudden Montreal permanentbracing of continuous sheathing and as Plywood cieetMng(ic)mdlordrywall(SO
)
DATE: 5/22/2 0 1 5 me overall structure is me responsibility of me building designer 3.2a Impact Bull or iteral bracing regubei where shown•♦
4.No bad sho b de applied to any component until M II brazil,and 4. Install f tr me res odes l cf me«adery t tlw. d
SEQ. : 6273469 hates pate arm at no time shoos.y a greater than s.loverigh shummuse trusses are ro be used n a hDricomerreve enedorreent,
edeas seadsce applied to any component. dare roti dry nab rot obas
TRANS ID: 428056 l ,P 51398
i s.cum T n enrol over and somemun 6.Des,thea Nita ding at an supports shown.Se edge if O
faN non,handling,shipmeI add smllation of components
necessary9 p A� CI$7E0. a
6.TL'rsd g m eahed sugep to the limile0on Iform bY a Psalm shall be)local on lour lances of loss era paced so mer renter `rSIONAL"O
IIIIIIII IIIIIIIlulllullVl)III)III
TFHAVTCA SCSI, t Ad Sae hundreduponrryrml. 9 ends cwt suewadent idlesnacne
MiTek U$A,Inc lCompUTrU550fIWGfe 7.66(1 L)-E 10F be' ct p�tedesgn lessee ESR-1311 ESN1888ftil
11111111111111
This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-PC a
: MBE.R SPEC:E:CA-IOS'S TRUSS SPAN 22- 6.0" IBC 2812 MAX MEMSER FORCES 4'WR/GDE/Cq=1.00
TG 2s4 DE y-5B^R; LOAD DURATION INCREASF. = 1.15 1-3'I-'2B) 1 b1 54 3-c=(01 27-
2xE D'S SS T1 SPACED 24.0" O.C. 2-3=( 0; 0 1-- -74) 584
BC: 2x4 IF H-&BTR 1-4-(--41) 160 7-4=(-691 587
WEBS: 2x4 DF STAND LOADING 4-5-( 0) 101
TO LATERAL SUPPORT <= 12"DC. UON. LLA 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF
DL ON BOTTOM CHORD 10.0 PSF
BC LATERAL SUPPORT - 12"OC. DON' TOTAL LOAD = 42.0 PEE BEARING MAX VERT MAX PORE BRG REQUIRED BIG AREA
_ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
NOTE 2x4 BRACING AT 24 OC UON FOR II 25 PSF Ground Suow (Pg) 5 0 7" -47/ 33V -53/ 4411 0 DO' 0.00 yyyyy f 0)
ALL TOP CHDRD AREAS NOT SHEATHED T 6.4" -345/ 654V 0/ 011 95.501, 1.05 DF 1 6251
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20 6.0" -190/ 810V 0/ 011 5 50" 1.30 DF A 62 5)
REQUIREMENTS OF IBC 2012 .AND IRC 2012 NOT BEING MET.
OVE BHANGS: 21.0" 24.^" COND. 2: Design checked for nee(-5 ps fl up Lift at 29 "oc spacic�
BOTTOM. CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - --AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/24C, T li
-' °'' Cr ed cal at non-sL vc[u hal MAX LL DEFL = 0.0000" ;1
" B 0'- 0.0 Al loved = 0.200"
v!ertical members (von!. MAX TL CREEP DEFL 0.00 @ 0'- 0. " Alloyed = 0.247"
MAX LL DEFL = -0.036 @ 22'- 6.D" Alloyed 0.200"
Alnbaiarced live loads have been MAX TL CREEP DEEP = -0.046 @ 22'- 6.D" Alloyed 0.267
n "
cosidered for this des iqn. REFER TO COMPUTRUS S'T'ANDARD MAX TO PANEL LL SEES, - -0.018" @ 17'- 2.5" Alloyed - 0.433"
GABLE END DETAIL FOR COMPLETE MAX TC PANEL TL DE FL = 0.091" @ 10'- 8.6" Alloyed = 0.632"
SPECIFICATIONS.
MAX HORIZ. LL DEFT, = 0.005" @ 20'- 0.5"
MAX BORIS. '.L DEFT, = 1.009" @ 20- (1
'diad: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-:0,
(All Aedghts), Enclosed, Cat.2, Exp.B, MWFRS;D'rl,
lc ad duration factor-1.6,
0.0310-03 T-ass designed for vi nd !odds
In the plane of the Crass only.
_1-03 3-09 6-06
r
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6.00 p - Q 6.00
M-4x6
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EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - F1
Scale: 0.2'44
I WARNINGS: GENERAL NOTES,unless oteeuoice noted: ,`O �N1 e T
1, Builder bit shrimp,conobbul should be ammee of all General Notes 1.This design s based only upon me parameters shown and's for an Individual �, �O F
Truss: F1 ane Warnings before construction commences. W�Itlin9 compo'ceon�.Applicability of designio�ommemlf the and
dinropeerl O C�
2.Bind compression web bracing must be installed where shown s' 2 Deal assumes the op dna Eodpm[spins to ori mterolty Uroatl at
designer �Q' 0
J.Additional temporary bracing to insure stability during construc9on 2'a Nra a119'o c res and
niche ds to b throughout meih k m by
DES. BY: LA is me«sponsibll0y of the eredoh.Additional permanent bradnA of continuoussheamin d,as yoWsheamin CaMra hh5y i
DATE: 5/22/2015 me overall structure is the responvbilhy ofue buildiy designer. 3.2a'Impact bridging or lateral datlno mwe eshown ryweA(tic).
preguh
d. Noload shbut beete antoany component until aMrall eateihth and d. Installation oftrusssthe mtonsi use of mermprrmo Op environment
S . : 12: 3 4 0 d emners are complete dna at no time should any I,am greeter men s.ang,assumes mews ahs m x used in a noo-con,sNe enmr,nmem,
design masa be apwim m am mmponem, and ere An sums All p a ri of uta. a A ,p 51398 Q�
TRANS I i7: 428056 s.Gompi has no control war and assumes no responsibllit,Air the fi. n assume All eeerirg at act suppods zho-wn.Shim or wedge it O� t'Cl5CE4�
annual
fabrication handling,shipment am installation of components. 7 D sfractionsFS G
hnnishad Design a to posted!
aofage byy vld ar f
6. 1This 71AVC eCSI,poebjedtothe liberations'at
by aPmt mbueemh in b,mM1 It user arm paces so weir center �GNALEN
IIII(IIII VI IIA(IIII VIII VIII IIII IIII TPINJTCA' SCSI,rnPie I which will he NmbM1M upon modest. 9 Engles-hMltlte B e of Me, inches.
MiTek USA Inc.ICompuTrus Software 7.6.6(l L)Z 19 For base connector plate design values see ESR-1311 ESR1968 HATee)
VIII I I II IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 31-00-00 INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2.4 OF H16BTR LOAD DURATION INCREASE = 1.15 (Non-Rept 1- 2=(-1614) 334 1- 7=( -298) 1392 7- 2=( -55B) 2680 5-10=(-722) 3486
BC: 2x6 DF SS 2- 3=( -426) 2028 7- 8=( -268) 1320 2- 8=(-3270) 962
WEBS: 2x4 DF STAND; LOADING 3- 4=( -B92) 250 B- 9=(-1618) 428 B- 3=(-5460) 1228
2x6 OF 42 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -912) 232 9-10=( -856) 4058 3- 9=( -96B) 4524
TC UNIF LL( 50.0)+OL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 6.0" V5- 6=(-4784) 1040 10- 5=( -876) 4160 4=( -164) 630
TC LATERAL SUPPORT <= 12"OC. DOE. BC UNIF LL( 362.5)+DL( 266.5)= 629.0 PIT 0'- 0.0" TO 20'- 6.0" V 5=(-3868) 908
BC LATERAL SUPPORT <= 12"OC. LOT.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
C 1 2 1 complete trusses required. REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Attach 2 ply with 3"x.131 DIA GUN 01- 0.0" -430/ 1984V -91/ 91H 5.50" 3.17 DF ( 625)
nails staggered: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. 'TOP 7- 9.B" -1820/ 8198V 0/ OR 3.50" 5.52 OF (1485)
9" or in 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 201- 6.0" -3B3/ 4025V O/ OR 5.50" 6.44 DF ( 625)
7" or in 2 row(s) throughout 2:6 bottom chords,
9" oc in 1 ow(s) throughout 2x4 webs, CON D. 2: Destgu checked for net(-5 per) upllf- at 24 "oc spacing.'
9" oc Eo 2 mw(s) throughout 2x6 webs.
VERTICAL DEPLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.014" @ 3'- 9.5" Allowed = 0.360"
MAX TL CREEP DEFL = -0.033" @ 3'- 9.5" Allowed = 0.481"
MAX LL DEFL = -0.044" @ 14- 11.2" Allowed = 0.604"
MAX TL CREEP DEFL - -0.105" @ 14'- 11.2" Allowed - 0.806"
MAX HOAR. LL DEFL O.00B" @ 207- 0.5"
10-03 10-03 5
MAX HORIG. TL DEFL 0.013" @ 20'- 0. "
Design conforms to main windforce-resisting
3-11-05 4-01-03 2-02-08 4-06-08 5-08-OB system and components and cladding criteria.
12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,13CD�-6.0, ASCE I-10,
6.00 C7 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
9 0" load duration factor-1.6,
4 F-1 End verticals) are exposed to wind,
Truss designed for wind loads
M-7x8 in the plane of the truss only.
I 1.
M-3x10
5
M-3x8
2
A
M-5x10 M-5x12 f�PtE Dj PR�jO$fFS
IN
�0 1 7 M& 10 9 l0
M-3x8 M-8x10 M-3x8 Q' 92 PE
b
3-09-09 4-00-03 2-05-09 9-08-04 5-06-12
,L. I T� ,�OREGON�a �lp�
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nn P
y PROVIDE PULL BEARING;Jts:1 8 6 20-06 / McIIIRiW
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - FGIRD Scale: 0.2602 EXPIRES:12/31/2015
OMLL 4&
WARNINGS GENERALNGIE6 unless oMlemb o eed, WA
1.Builder aid summer contractor should be advised of llGeneral Not f TF design is based only upon the parametershow, a t individual J� OF WASp.. T
Truss: FGIRD and Waitangi,berore combustion commences bolding component Appllcabllry of dei parameters oproper
`WCC,
2 2,4 compression web among must be Installed where shown+. corporation ofcomponent's Me responsb Ny of the buldng designer. RC' 0
3.Add¢ionel temporary trading to insure stability during construction 2.Design
assumes the top and bottom chords to be laterally bacetl at .t
DES. BY: LA 2'do,and at 10'o.L.respegively unless based throughout their both by
s Me responsibility of the erector.Additional permanent bredirg of continuos sheathing such as attended sheaming(ID)and/or aryxall�ED.
DATE: 5/2'/2015 the overall structure is the responsibility of the building designer. a.2,lmyact bridging or lateral braang required where shown++
4.No baa should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contactor.
SEQ. : 6273471 members are complete and at no time shoma any loads greater than 6.Desgn assumes trusses are to be used a a non-cormerve environment Al
deal,,loads be applied to any romponenf and are for'dry foredo ofuse. "p $ 51398,mI 4p
TRANS ID: 428056 s.Com Tws has no control over and assumes no res 6. esign assumes lull bearing at all supports shown.Shim or wedge;( Q E' q• ,(�, w
pu onfemento air me necessary. v6� GISI'ER .T'
fabricated,handling,shipment and installation of components. i.Design assumes adequate drainage is provided. S'SIO G`-G♦`
6.This design is rurnished subject to the limitations set form by a. Platys shall be located on both faces Plains and placed so meir Len ter NAL
IIII(IIII(IIII(IIII(IIII('ll llll l 111 FFIN,U A in SCSI copies orwhiSoftw re 7.shed upon request, 9 lDigisnlJ caate sonelof plate center lines.
MITEk USA, r1F/rornPnTfnS$GftWdrE 7.8](4 L)-E 10.For basic connector pate design values see ESR-1111,E&R-1988(MITek)
11111
111111 This design prepared from computer input by a
PACIFIC LUMBER AND TRUSS-BC
'SMBER SPE73_CA7IONS TRUSS SPAN 1'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2.4 DE 4x2 LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0
RC: 2x4 DF p14BT P. SPACED 24.0" O.C. 15
TC :ATERAL SUPPORT <= 12"01. NON. LOADING
RC i.ATERAL SUPPORT <= 12"OC. UON. LL( 25.01♦DL( 1.0) ON TOP CHORD - 320 PSIBEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PER LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSP 01- 0.0" -182/ 5R3V -1/ 69H 5.50" 0.93 DF 625)
1'- R.8" -128/ 65V 0/ ON 5.50" 0.10 IF ( 6251
LL = .5 PSI' Ground Snow (Pq) I'- ILS" -62/ 41V D/ ON 1.50" 0.01 DF 1 6251
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desiau
a: 24 "�
n checked for net,(-5 psf) uplift "oc s �0.
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. -' q- p p -
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/LRD
12 BOTTOM CHORD CHIPPED FOR IOPSF LIVE LOAD. 'POP MAX LL DEFL -0.036" @ -2'- 0.0" Allowed = C.2CC"
t.CD:7AD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VAX TO CREEP DEFL -0.046" @ -2'- 0.0" Allowed = C.267"
MAX Tr PANEL LL DEFL 0.004" @ 1'- C.-" Allowed = O.D95"
MAX Tr PANEL TL DEFL 0.004" @ - 0.-" Allowed = D.143"
MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.1"
MAX HORIS, TL DEFT. _ -0.000" @ - 10.1"
Wind: 140 mph, T-Ii fq TCDL=4.2,BCDL=6.0, ASCE 1-10,
(All Heigh tsl, Fmclosed, CaL2, E%p.B, MWFRSIDlq,
load duration factoo-l.6,
Truss designed for wind loads
in the plane of the truss only.
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r
a
M-3x9
ri
6
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Q 92 PE r
2-00 1-11-08
[PROVIDE FULL BEARING;Its:2-,4,-31
r` OREGON1a �(cQ
qY 14, 2" e.
MFR R I L1-
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G2 EXPIRES:12/31/2015
VORILScale: 0.1919 L
WARNINGS: OENERALN01E6,midesoMeresse noted'
L Builder end erection contractor should he advised of all general Notes t.This design is based only upon the parameters shown and is for an individual
Truss: G2and Warnings before construction commences, bulldlrg wmponenl.Bipolar of designparameters and proper !s C
2.25,4 compression web bracing must be instated where shown t mco poraCwn of component t to responsibility of the balling des�gqne,.
toting �! �O
3.Additional temporary to insure stability during obstruction 2.Design assurnes the top and bottom chords to be Mostly braced el
DES. BY: LA Is me res til of erector.Additional 2'o.c,and at 10'o.c.respectively unless Braced throughout their le m by
ponsi Ryo pemanent Mating of continuous aheathirg surf,as pywootl sneeMing(TC)aMlor We L)
DATE: 5/22/2015 'i. me overall slrudure i3 mermponsiDNRy of me buiaing desgner. 3.2xlmpaGbddging or nivel daring requhed wnere shown++
4_No bad thumb be applied to any component until M II bracing am 4 to geese of buss n the respon Eeily I me respectve donna".,.
SEQ. : 6273972 li mete pt and at no time snbuaany l a greater thanti.D gn assumes o-uss.and De sees anbrrcon mnmem, K
design loads We appl'ed to shy cempohentnit re dor vd,co,anan of use. ep 51398
TRANS iD: 928056 s.Lompurrus ha cobM war and assumes po tile,roan 6_nesgturi, aloe hearrg at all pporls mown.sn wedged OF, �wClSIER� '
fabreaston handling,shipment and installation of wmpchares. f D ag ss ssadeq t d mag ovaed. �iTsa O
s.Thio dei by N nneds l 10 the Iimiladone set Both by 8 Plates shall as Bo®led on born faces bites,rN pared ao mei,conte, �ONALC�
111111)IIII(IIII(IIII(IIII)IIII(IIII IIII IIII TPI/WfLA h BL51,rnpie 01 which red be Nine red upon requestlines atld is pal pint center lines.
9.Farb Mitlte3 a ) g rl,
MiTek USA InC.ICOmpuTN6 Software 7.6.6(1 L)E 10 For basic connector pale design rouser see ESR-1311,ESR 1988(MiTek)
VIII IIII 'Phis design prepared from computer input ty
PACIFIC LUMBER END TRUSS-IEC
:.JM33 SPEC1 F I-AT=O-NS TRUSS SPAN 1'- 11.5" IRC 20'2 MAX 14EMBER 'DORCSS 4WR/S1P/Co=..2L
_ 2x . 1-2= "1
2-4=J LOAD DURATION INCREASE 1.15 I. . b:4 �F k6d^PSPACED 240" O.C. 2-3=(- 9; S
TC LATERAL SUPPORT <= 12"OC. USE. LOADING
BC LATERAL, SUPPORT <= 12"O,. PON. LL( 25.0)tDLi 7.0) ON TOP CHORD - 32.0 PSE BEARING MAX VERT MAX HORS ERG REQUIRED ERG AREA
OL ON BOTTOM CHORD 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" TOTAL LOAD 42.0 PSI 0'- D.0" -I64/ 475V -8/ 71H 23.50" 0.76 DF 1 625)
1'- 10J" -37/ 49V 0/ OH 1.50" 0.08 DF 1 625)
LL = 25 PED Ground Snow (Pg) 1'- LI.S" -85/ 34V 0/ 011 0.00" 0.00 DF ( 6251
LIMITED STORAGE DOES NOT APPLY DILE TO THE SPATIAL GOND. 2: Design checked for net(-5 ps f) opli E: at 24 "oc spacing
REQUIREMENTS OF IBC 201[ AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION :.:MITS: 1.1.L/240, TL=L/180
12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed 0.200"
t.00 ,AND BOTTOM C90PD LIVE LOADS ACT NON-CONCURRENTLY. MA% TL -RESP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267"
MAX PENIS. LL DEFL = -0.000" @ - 13.7"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.7"
Wind: 140 mph, h=19.7ft, TCDL=4.2,5CDL=6.0, ASCE 7-10,
(AL1 Neights), Enclosed, Cat.2, Nxp.R, MWFRS(Dir),
load duration factor-1.6,
3 Truss designed for wind loads
in the plane of Ne truss only,
0
1/ M-3x4
i;-0P��ROIN
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - 31 EXPIRES:12/31/2015
scale: 0.7914 MBR>�L 6A
WARNINGS: GENERALNGTES,whaventherwwe nandHrAs `.!-
1. Builder and erection contractor should be advised of all General Notes f.Th6 design is based only upon the parameters shown and is for an briivkual J OR x
Truss: Cil and Vr4rnings before contraction commences. bulking component.Applicabi ofdeslpn parameters and proper
2.2.4compresekn web bracing moat bre installed where shown•. 2 ndopaatlon of component is the responsibility of the bulking deaigner. A.P
J.Abnormal fent bracing to Insure stabil dulls gn assumes the top am Whom brads to be Ilii braced al
p°rary g stability g consbucg o 'f.
DES. BY: LA is the responsibility of the erector.Additional permanent bracingf 2'o.r.and at 10 oiheathin respectively unless bathed throughouttheir len by
° continuous ackinginrsuchaspywood anngreseedwhere shown
aywall(RC).
DATE: 5/22/20-15 3 Rte and all shstrudureis me to any
rof Ment bulking as bra 6. IstatpaBa bridging m lateral espoongitycite where shown•.
a. No bad should be applied to any component until ands as emtlth and a. Design ran of truss s the responsibility cite respective emorounu
TRAN S ID: 428 design
fasteners am complete.odnt nobmonew. any load:greatermas s am are assumes onadmiom of or he edina no onus edrn,ronmem,
design leads be eppliedto any component. ck are rot•dryCorl bee of at.1
TRANS ID: 42805651398
over s. odsgn resumes mF cearirg mau supporta spawn.Tram or wddge it �O 'PB .kt
6.cofabodaten has no ship entan dnsswrca no on of composieilhy'or the A C/y-('E0.
6,TN*desgn handling Publihed subject tonne nmnelbons set ONbyk 8 Flakes shag be k®ti assumes ed nbume oth bresoarueseeod dead so Meir renter �SS�ONAL G
(IIIIIIII(IIII(IIII(IIII(IIII(IIII IIII IIII
TPLAVIGAM Bof winch 'll upon Border, ieter lines.
M[Tek )$A, Oc,hCompi-Trus$OW3re 7.(1 L)E 9DIncat saIppt cm
10.For
basic connector Plane design values see ESR-1311,EBR 1988(MITek)
11111
III") This design prepared from computer input by F
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=i.00
TC:
2x4 DF 9169'R. LOAD DURATION INCREASE = 1.15 1-2=( CI 101 2-5=(-321 29 3-5=(-150) 10
9C 2x4 DF Al6STP SPACED 24.0" O.C. 2-3=1-108) 5-
WEPS: 2x4 DF STAND 3-4=( 0) 0
LOADING
TC LATERAL SUPPORT <= 12"OC. POP. LL( 25.0)-,DL( 7.0) ON TOP CHORD = 32.0 PSP
BC LATERAL SUPPORT <= 12"01. LOS, DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORS BRG REQUIRED BRG .AREA
TOTAL LOAD - 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 0'- 0.0" -134/ 525V -35/ 102H 5.50" 0.84 DF ( 625)
LL = 25 PSI Ground Scow (Pg) 4'- 11.5" -22/ 199V 0/ 011 5.50" 0.32 OF 1 6251
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2, Design checked for net(-5 p9q uplift at 24 "ac spacing:,
REQUIREMENTS OF IEC 2012 AND LRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200"
AND BOTTOM CHORD LIVE: LOADS ACT NON-CONCURRENTLY. 14AX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = D.26"
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"
T
i2 MAX HCRIZ. LL DEFL = -0.000" @ 4'-
b.00 rJ MAX HOR12. TL DEFL -0.000" @ 4'-
M-1.5X3
'-M-1.5x3 4
Wind: 140 mph, h=s), Ed, TCDLoond, ,tt.2,1=6.0, ASCE RSi D,
B )All Heights), Enclosed, Ca t.2, Ex p.B, MWFRS)Dig
Trusoad duration factor-1.6,,d
Truss designed for wind loads
n the plane of the truss only.
i m
no
/ I
i
M-3x9 M-1.5x3
07'FN gs`SyO
4, /124 29
92 PE
4-07-12 0-03-12
2-00 4-11-08
OREGON1�,
14,
MFR R ILS-6
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - G3 EXPIRES:12/31/2015
S ca Le: 0.5"B1
WARNINGS: GENERAL NOTES,unless otherwise notedLLQ
i. Buil der and ere Rion commetor should be advised of all General Notes 1.This design'a based only upon the parameters shown and's for an indvdual J� OF WA�U,y T
Truss: Ci3 an
d Wcommends, mdy
Warnings before construction comens, building component Applicaof dean"parameters and proper
2.2a4 compression web bratlng must be installed where shown a. nc ration of componem is the responsmlmy of the building designer. Re O
L Adtlilional tempomry trading to frame stability during construction 3,design adminhas me top and bonom Moms to be laterally braced at .�
DES. BY: LA T wC and at 1U ox,r pedlvely unless round throughout their lenggt1h by
c the responsibility,of the eredar.Additonel permanent building Of continuous sheathing such as plywood sheefhini and/or drywall(9C).
DATE: 5/22/2015 the overall stridure is the responsibility of me building designer. 9,Za lmi bridge,or lateral trading required where shown<<
<.No bad should be applied to any component mand after as bracing and a. Instalsood efforts is the responsldYXy ofthe rea,mumme animdor.
S EQ. 6273474 deatenem are compete aro at no time should any mads greater than 5.Design assumes busses are to be used in a nomoonodr a emhonmem.
TRANS ID: 928056 deeigo wads be applied m any comppant Band are per•dry meeean muse. 1 A $ 51398
5.Comps has no control over am assunas no responsrbimy for the "�s"�u"es re,at as supporta shown.shim or wedge if
fabodmon.handling.shipment and imfallation of mmponenm, y,masgn assumed atlequtledminpeb rovlded
s,this design b farnrshed aublem m the)imitator set form by e. pates Mae x loaded on tom Mces o�truss,am placed se,their center /ONAL
IIIIII VIII VIII VIII VIII VIII VIII)III)III pW CA In 8091 apples of miM m n Ne NmsM1ed upon neediest linea coinRde vim pint anter lines.
9.For S iMiadesrse0tvdm in piu
MiTBk USA,Inc/CompuTms$oflwafe 7.6.6(1 L)-E 10.For basic connector dale desnnvelues see ESR-1911,ESR-1988(MiTek)
I
VIII I 1111111 This design prepared from computor input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 81- 0.0" TBC 2012 MAX MEMBER I'ORCZS 9WR/G UF'/Cq-1.00
TO 2x4 DF p16BTP- LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=I-161 293 6-1 (01 :RI
BC: 2x4 DF g':6BTP. SPACED 24.0" O.C. 2-3=(-392) 45 6-4=(-16) 293
WEBS: 2x4 De STAND 3-4=I-3921 45
LOADING 4-5-( 0) 101
C LATERAL Sr'POP- <= 12"O C. UDA. LL( 25.0).DLI '.0) ON TOP CHORD = 32.0 PSI
K LA'IFRAL S'LPPORP <- 12-1. UDN. RE ON BOTTOM CHORD 10.0 ESE
TOTAL LOAD = 42.0 PEP BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA
OcRHANGS: 24.J" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. ISPE-IES1
LI. _ '5 PSF Ground Snow (Pe) 0'- 0.0" -100/ 564V -48/ 48H 3.50" 0.90 IF 6251
5:=:4 or equal at non-structural 8'- 0.0" -100/ 564V 0/ OH 3.50" 0.90 IF ( 6251
ve-cal members frond. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift et 24 "on spnci nq.
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'- 0.0" Allowed = 0.200"
MAX TO -BEEP DEFT, - -0.046" @ -2'- 0.0" ALlawed = 0.267"
MAX LL DEFL = -0.036" @ 10'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ 10'- O.D" Allowed = 0.269"
MAX TC PANEL LL DEFL = -0.008" @ - 5.6" Allowed = 0.247"
4-00 4-00 MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.7" Allowed = 0.310"
MAX HORIZ. LL DELL = 0.002" @ ]'- 1.5"
4-00 6-00 MAX HaRI Z. TO DEFL = 0.003" @ 7'- B.5"
12 12 wind: 140 mph, h=15ft, TC DL=4.2,BCDL=6.0, ASCE 9-10,
6.00 E7 Q 6.0C (All Heights), Enclosed, Cat.2, Exp.B, NWFRSIDir),
load duration factor--1.6,
IIA-4x4 Truss designed for wind loads
in the plane of the truss only.
M-3 x6 M-3 r.6 Truss deafened 4,2 kers. 2::4 _et-ins
of the same sinee a and gradeade ashCof
top
each
end of
chord. Insure tight fit at each end let-in.
M-1.5x4 M-1.5x4 OOtlooters must be sit with care and are
permissible at inlet board areas only.
�2,0'
'^ M-3x6 M-3x6
ti
m
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er
�E
,M-3x4 M-1.5x3 M-3x4 0 PROpF
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2-00 8-00 2-00 9` ,�OREGON,a �!(�
14, 2� is.
MFRRI0-�
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN H1 ¢ale 0.4-16 O
WARNINGS: GENERAL NOTES, k N - odWAf
,lO f
1.Bulger a.sheathe tomntl n ld M tiveme of all General Nol 1.TtrJ gra EaM NmeIn Pa t how E ro OrvNual O R(�t�
Truss: H1 and Vintage before borstruetion efurromenessi. bdldmy comportmentApp) nilly of design Barameters andproper
OP eS`D CT F�
2,Ara comomernme wee Raarg must las imraeed.here mown rom,madmin of component s Me nNionifli of the building aesiyne lr O
3.Additional temporary ranting to Insure staaltty erring mrnnr
trrn 2_Dea assumes the top and Wtlom chnim bbeeteraly beced el r 7,
DES. BY: LA atnensppmibti tMeeretlor.Ada9bpai tbrati of ro.p.am at 10 me.rsscetliveN unless hexa throughout men lug.by
iNo permanen rg contimpus iherithe,irM as almond sheamtr,gRC)amlpr tlryma4 )
DATE: 5/22/2015 Me overall struchure a the responsidlity of Me Wilding desgner. 3.2h,mi Ridging or lateral bracing«gaited where shown-
4.No bad should he applied to any component send alter all among and 4. Installation of truss is the resvonsMiay alms respec9ve convector.
SEQ. : 6273475 features are combine and at no time should any horde greater than 6.Design assumes Mature are to he used in a noo-eonosne enwr°nname
and an An eondamn•of rse. ,P 51398 Q,
TRANS ID: 928056 sdesign Nae:the applied to any comvoneot..Compulam has no normal over am assumes no respo°simdiyror the 6. Deign assumes Nil beadrg at all supports shun.Shim or wedge if
fabrication.handling.shipmant and Ostentation of components. ].Deign assumes,solitaire drainage is pmvtled 'ss`t V
s.The design he furnished subject to the limitations set Ruth by 8. Plants shall the mated on bflue
ss, truss,and placed so their member ONAL�
111111 VIII VIII(IIII(IIII(IIII(IIII IIII IIII TPVWTCA in BCSL oapies otwnich w tl be mrnebed upon request lines coincide w th iRmb center lines.
8 Dgib Indicate size of bate m e.hes.
MiTek U$A,Ino.ICompuhus$o(tware].6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(MiTek)
VIII III IIII This design prepared from computer input by s
[ACIFIC LIMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1,00
IT: 2x9 IF 4I&BTR LOAD DURATION INCREASE = 1.15 1-2-(-394) 46 1-4=(-17) 295 4-2=(D) 181
BC: 2x9 IF 416BTR SPACED 24.0" O.C. 2-3-(-394) 46 4-3-(-17) 295
WEBS: 2x4 IF STAND
LOADING
TO LATERAL SUPPORT <- I2"OC. UON. LL( 25.0)sDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BEG AREA
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 OF 01- 0.0" -39/ 325V -31/ 31H 2.00" 0.52 BF ( 625)
7'- 10.5" -40/ 336V O/ Oil 3.50" 0.54 DF ( 625)
LL = 25 PSF Gr0und Snow (Pg)
CON_. 2: Design checked for net(-5 psf) uplift at 24 "oc spaC
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/1B0
MAX TC PANEL LL DUEL = PAP(" @ 2'- 0.2" Allowed = 0.247"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TO PANEL TL DEFT, = 0.017" @ 2'- 0.2" Allowed 0.370"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEFL 0.002" @ 7'- 70"
3-10-08 4-00 MAX HOPES. TL REEL = 0.003" @ 7'- -.0"
Wind: 140 m0h, Iri TCDL=4.2,0[9:.6.0, ASCE --10,
12 l` !All Heights), Enclosed, Cat_2, Exp.B, MWFRSIDu�,
6.00 p Q 6.00 load duration factor=1.6,
Truss designed for wind loads
is Che Diane of the truss only.
IM-4x4
24.0"
I
M
N,-3x4 M-1.5x3 M-3x4
PtOD
'PROFF
IN 19101
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92 PE rl
3-10-OB 4-00
7-LO-OB
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MFR R IIA-0
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H2
WARNINGS GENERAL NOTES unless otlmrw tM: tl�ry e
1.
Buick,and debtor contractor should ba etl of allGeneral ry t 1.This design ra based only upon she grarmadis h individual
H2 Wilding tlp Truss: mo
and Warnings before Q
2.gra compression eb mining must be stalled he shownw poratlon do mpormatis thea po smlfy prime tubi gdesigner. �P C
J.Add temporary bar,to insure st Wliry during construction2 D g assumes the top and Eon chords t m INa be Er cad e1 2
DES. BY: LA me repo a'lay fm tlr.Amitbnal intra I 2 . .who N 10 oc respeaiwry umber brawl throughout them b by
I are she res ba olad permanent
designer t^uooasheamirg sum asppwood sheemig(Tcl arwbrdryxal CI
DATE: 5/22/2015 pons( Itv ng ig 3,2a impact bridging or Weral braong required where shown..
a. No bad shoua be applied irg to any component add after all W and e. Installation of truss is the mmporewbMy of the respemm contactor.
SEQ. : 6273476 members are complete and at no time shoua any loam greater than 5.Design assumes tmsses ere to of muffin A noawdmuvf envvpnmehH 4
design loads be applied to any component. and are for al,condition'of use ,p 51398 0
TRANS ID: 42B0rJ6 5.CompuTms has no control war and assumes no responsibility for the 6.Dublinassumes NII brad,at.0 suppom sharm BN, or wedge ifnoncesOff, 6p1S.i.Q��
graduation,handling shipment and insmlmtion of c^mponenm. ].DeNgncssumesadequaledraniru ber
6. This degn'e Junior subject to the hmilab or.1 form M 8.plates shall be bested on both hcee of'bues.eM plewtl so mea whirr ZONAL
1111111 VIII VIII VIII VIIIA VIII IIII IIII TPIMrtGA m 81 copies or whim wiY be Nrn6hetl upon request lines wmtitle sue
pint ate in Mee.
8 DigbiMiwmmotorrate desnmes.
I MiTek USA,InO/COmpuTNS Software].6.6(1 L)-E tO.For Web wnneapr plate design values see EBR13I1.ESR-1988(MITea)
11111
IIII This design prepared from computer inpat by
PACIFIC LUMBER AND TRUSS-NC
_I'M BER SPECIFICATIDNS TRUSS SPAN 5.6" IBC 20'_2 MAX MEI^.BER FORCES 4WR/G_`F/Cc=1._0
2a4 DF g16BTi LOAD DUNAi ON INCREASE I.15 1-2=(-3181 79 1-5=;-291 22- b-
0` 3A
2a4 DF' h12F SPACED 24.0" O.C. 2-3=I-2801 95 5-9=(-2,91 227 3-4-1-331' 80
WEBS: 2x4 IF STAND 3-4-( -201 38
LOADING
TC LATERAL SUPPORT .= 12"DC. UON. LL( 21r.0)fDL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"CC. LON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HOPE BRG REQUIRED ERG 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 DF ( 625)
LL = 25 ISE Ground Snow (Pg) 7'- 5.5" -38/ 315V 0/ OF 5.50" 0.50 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE 'f0 THE SPATIAL COAD. 2: Design checked for net(-5 put uplift at 24 "oc spacing,
REODIREM,ENTS OF :BC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1BO
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ 5'- B.8" Allowed = C.325"
AND BOTTOM CHORD _IVE LOADS ACT NON-CONCURRENTLY. MAX T1. CREEP DEFL 0.011" @ - I Alloved = 0.436"
4-00 3-05-10 MAX LL DEFL = -0.002" @ "- 5.6" Allowed = 0.001"
MAX TL CREEP DEFL -0.002" @ 5.6" Allowed = 0.001"
4-00 1-0--04 1-10-06 MAX FORCE. LL DEFL = 0.001" @ - 0.0"
MAX HORIZ. TL DEFL = 0.002" @ 0'- 0.0"
12 12 Design conforms to main windforce-resisting
6.00 F�' `y16.00 system and components and cladding criteria.
Hind: 140 mph, h=20.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,
IIM-4X4 (All Heights), Enclosed, Cat.2, Eco B, MWFRS(Dir1,
load duration factor=1.6,
4.0" End vertical(s) are exposed tc wind,
2
Criss designed for wind loads
j
in the plane of the truss only.
M 3 i.4
l
LI
o M.-3x.4 M-1.5x3 M-37.5
7 � 0 Pa�R]FO'r
IN
x/12411/9
4-00 3-05-10 Q' 2 PE r
7-os-ae
1-05-10 yL y�OREGON,b.
�O ply 14, ZG V1_
MFRRI
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - H3
__ -_ ____ - ._ Scale: EXPIRES: 12/31/2015
. 0.4921 ��qq_'y",,tB
ss
WARNINGS: GENERAL NOTES, unleomerw6e noted' JV" a WASp�� `.1•
t Builder and erection contractor should be advised of all General Notes t.TM1b design is based only upon the parameters shown and to for an intlWWual
Truss: H3 antl Warnings before construction commences. bulltlng component ApplicabllM1y of design parameters and proper QP �Q C� `•,�j
2 2a4 chmmessioa webh had,most be mashed where shown�. incorporation of component is the responslli of the bullding designer. R! O
2. Dealgn Saltines the top and hodom brands to be laterally olaced at
J.Adtlrionei temporary bracing to Insure stability during comtrvction
DES. BY: LA c ntin and sheathing rSuch as
hod fa receendidd throughout ad/or drievairgy
mea rcspotructur of the eespon Ability of the building
conenuouand....r..suchar pHv:,rd,seml weRCShown.GrywagtlC).
DATE: 5/22/2015 Ne overall structure is the responsibility of the buaMang desgner. 3.hlmyyed Ddtlging or htmalbrsong requiretl where shnxnee
K No bad should be applied to any component until alter ah Dmcug and a.Instal mon of truss is the responsibility ofthe respetlrve mneeCor.
SEQ. : (273977 msteners are compete and at no time should any wads greater than s.Design wasomes basses are to he used!in a nombonhaive environment, �A-
Gestin(came be applied to any component M are for'dry condition•of use ,p 51398
:'BANS iD: 928056 s.LompaTrvs has no control over and asearres no reapmnehri for the 6. I.are
Na emnig at al support shown.sham or wedged O,t, C'C/SI'E4� '
fabsst handling Shipment a installation of components. 7 Design an aleq t aainage'a g"wed. �SS G
B. This desi a NmShed ramped to the handsome set forth by 6 Plates hall he Seated o DOM faces of rase and pli so their center /ONAL
IIIIII VIII(IIII(IIII VIII VIII VIII IIII IIII TPIAVosAm Bi.,an of wDch..It ot fumishetl upon request Wes ColeWe was joint center lines.
9 Di indicate b of phase hes.
MiTek USA,Inc./CompuTrus Software.7.66 SP2(1 L)E 10.For bask mnneao,pare design values are ESR-1311 a R-1988(lniieq
11111
IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
T_C: 2x4 IF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-25) 22 3-5=(-1171 55
86: 2x4 OF M16BTR. SPACED 24.0" O.C. 2-3=(-107) 41
FESS: 2x4 OF STAND 3-4=( 0) 0
LOADING
TC LATERA:. SUPPORT <= 12"00. JON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSI
BC LATERAL SUPPORT <= 12"OC. UOS, DL ON BOTTOM CHORD = 10.0 PSI BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA
TOTAL LOAD = 42.0 NO LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 24.0" 0.0" 0'- 0.0" -139/ 509V -28/ B3H 5.50" 0.81 DF 1 6251
LL = 25 PSF Ground Snow (Pg) 7'- 11.5" -17/ 155V O/ OH 5.50" 0.25 OF 1 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2: Design checked for net(-5 psf) uplift at 29 "or, spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL L/240, TL-L/180
BOTTOM CHORD CHECKED [OR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0" Allowed = 0.200"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO CREEP DEFL = -0.046" @ -21- 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 DEFL = 0.027" @ _ - 8.2" Alloyed = 0.330"
MAX BORIS. LL DEFL = -0.000" @ 31-
6.00 t,7 MAX DORIS. TL DEFL -0.000" @ 31- '.�
11
Wind: 140 mph, h=20.2ft, TCDL=4.2,BCD6=6.0, ASCE 7-10,
M-1.5x3 4 (All Heights), Enclosed, Cate, Exp.8, MWFRS(Dir),
load donation factor-I.6,
i 3 suss designed for wind loads
in the ohne of the truss only.
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qqI Nq9S19102
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3-07-12 0-03-12
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14. 20 P4
MFR R 10-6
EXPIRES:12/31/2015
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I2 ;sale: 0.5949 q�'-A"�
WARNINGS: GENERAL NOISE,unlesiothervnss noted: ,y- �.WASf���e
1.Builher and erection contractor should be advoed of all General Notes f.This designs daaed arty upon the parameters shown and re for an lndWldual
Truss: 12 and Warnings Before construction commune, bulRllng component,App leablliry of design parameters and proper
2.2v4 compression web bracing must be Instated where shown e, corporatbn of component b Me responsibility of Ne Winningdesigner.
3.Atracer,k nal temporary tracr, insure stability during comiturbah 2.Desgmm
Design assumes the lop end bottom chords to be eralty Braced at
DES. BY: LA 's Me responsibility f me erector Additional 2'o.c.end at 1P too.ropecCvety unless We.MmughoN their krngymM by
peal dYo permanent deong of mntkuow zheathMg sum aDsywood zheaMrg(ic)emlor drywat(BCL j
DATE: 5/22/2015 Me assail structure alae responsibi of the building designer. 5.2e Impact bridging or mural trading«gulred where mown..
4.No Brad should d,apprmto any component until after at bracing and a.Installation of truss is Me respansidity of Me heads mnbactor.
SEQ. : 62734" 8 fram ne,s are compete and at no time should any keds greater then 5.Gesgr assumes busses are to Be used in a rdrunosive environment,
design loads be applied to any component ed are foray wndhion'of use rp ,p 51398 p�
T RAN S I D: 9 2 8 0 5 6 5.Compurrus has no central over and assumes no responamllKy for the B. Design assumes fall beering et all supports shown.SBIm orwmga II �A �GISTE
fabrication.handlln.Shl shipment and In eteMstlon of components neU9n Bly. s G
9 P P T.Design assumes ad,uatb drainage provided, s
s.Cris design is lurimshm sugect to the limitations set fuM by S. Plates mat Be looted on Both faces atruss,and q.cm so meB n:nrer ��NAL
(IIII IIID VIII VIII VIII VIII VIII IIII IIII TPNMCA In SCSI,copies of whim coil Ee famlahm upon request, rage min ate war pia omen nche.
9 DgH skim[e e¢e of pblees gn walu
MiTek LISA,InclCompuTms Software 7,6.6(l L)-E tli.For
bask arrector pate design values see ESR-tvrESR-f sea ttnirelp �
VIII IIII This design prepared from computer input by
PACIFIC LUMBER AND TRUSS-EC
_.98ER SPE^FI=AT-ONS TRUSS SPAN 3'- 11.5" INC 2012 MAX MEMBER FORCES 9WR/GDF/Cn=1.DO
2x4
IF 9I&ETP LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5-(-23) 21 3-5-;-1_2E) 59
B!
2x4 IF 816BTP. SPACED 24.0" O.C. 2-3=(-96) 43
WEBS: 2,,4 ]F STAND 3-4=1-10) 5
LOADING
TC LATERAL SUPPORT <= 12"OC. PON. LL( 25.01*DL( 7.0) ON TOP CHORD 32.0 PSI
RC LATERAL SUPPORT <= 12"OC. LON. DL ON BOTTOM CHORD - 10.0 PER BEARING MAX VERT MAX HORZ BEG REQUIRED BEG AREA
TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
DVERHANGS: 24.0" 0.0" 0'- 0.0" -112/ 482V -28/ 80H 3.50" 0.77 DF ( 625)
N.-1 Sa:9 or equal at non-structural LL = 25 ISE Ground .Snow IPy) 3'- 11.5" -20/ 166V 0/ DH 5.50" 0.27 DF ( 625)
'
verb ca_ members Iconl. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CON D. 2: Design checked for nett-5 ass E1 uplif' at 24 "oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
BOTTOM CHORD CFECKED FOR DILLE 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 = 0.022" @ 1'- 6.9" Allowed = 0.220"
3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.023" @ 1'- 6.9" Allowed = 0.330"
12 MAX DORIS. LL DEFL = -0.000" @ 3'- -
6.00 p MAX PORTZ. TO DEFL = -0.000" @ 3'- 7,7"
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=5.0, ASCE 7-10,
M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Dir),
4 load duration factor=1.6,
B y Truss designed for wind loads
M-3x6 in the plane of the truss only.
�It I Truss designed for 4x2 outiookers. 2x4 let-ins
of the same size and grade as structural top
M-1.5x4 chord. Insure tight fit at each end of lei in.
Outlookers most be it wit, are and are
permissible at inlet board areas only.
M-3x6
!M-3Y.4 M-1.5x3
x 0 PROfFINB
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3-07-12 0-03-12
2-00 3-i1-08
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MERRII-V
JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I1 Scale: 0.5824 EXPIRES: 12/31/2015
WARNINGS: GENERAL NOTES,unless otherwise noted ,�Q "�VAS B'9 L.
I An'Met and a adon contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and w for an Individual T
Truss: TI and Warnings before construction commences, building component.Appllcabliny of design lilamdee and propper F'
4.9N compression web bracing must be Installed where shown+. Incorporation of component is me responsibility of the buibing tlesgner. F.e TD
3.Additional temporary bracing M Insure stability during construction g.Deeg weawanea the top and bottom chods to Be,latera ly based at
DES. BY: LA Isthe responsibility of erector.AddiBonal 2'o.c.and at 10'me.respeci unlessbread throughout their lenggt1h by
potru Mo perm.nembratlng of continuous sheathing such as pMwoon sheathbgQO)aMlor tlrywall(BC).
DATE: 5/22/2015 the overall structure is the responsibYlty of me buildir,designer. 3.2,Impact bacigirg or lmeral brace,regmred when.Shawn..
4.No badshoub be applied to any component until alter all bracing and I. Installation of truss is the responsibility of me respeche connector.
SEQ. : 6273479 fasteners are compete and at no time should any bads greater than s.Desgn..acmes mosses are to be used o a bomronoahe mwonmem.
design leas be applied m any component. and.1.for v�complet of use. vas 51398 Al
Ar
TRANS ID: 928056 IF�n Sesames NO bearing at a surpasses shown.shim or wedga it O F
s.comvaT n mmrd m acmes.. po sidl8y roan p C/g�4
fabrkedon hanafy shipment rd' Ielmngn ofromcereals, 7 Deg assumes asheaduarte drainage iilavbedne paced sa mew enter �sS�ONAL G se
6.This d gar" furnished subject to Ne mgamin et bM by 8 Plaes shat be boated bom Sides
IIIIIIIVIII(IIII(IIIIVIIIVIIIIIIIIIIIIIIII MTiTakUSAInoCo puTrusSOtwB 7.66ll1g-E c t 10FrbsiPoesctor atedin!sg� l eeESR1311ESR1988(MITeld
VIII II II IIII This dssign preparea from computer input by k
PACI-IC LUMBER AND TRUSS-BC
s
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" LBC 2012 MAX MEMBER FORCES 9WR/GDF/12=1.00
TC: 2x9 DF p168TR LOAD DURATION LN CREASE = LLS 1-2�1-721 49 1-4=1-25) 22 2-9-I-128) 57
BC: 2x4 DF g16BTR SPACED 24.0" O.C. 2-3=1-101 5
WEBS: 2x4 NE STAND
LOADING
TC LATERAL SUP2OPT - 12"OC. 'JON. LL[ 25.0)+DLI 7.01 ON CUP CHORD = 32.0 PSP BEARING MAX VERT MAX HORS RPG REQUIRED HR. AREA
RC LATERAL SUPPORT - 12"OC. LON. DI, ON BOTTOM CHORD 10.0 PSELOCATIONS REACTIONS REACTIONS SIZE SQ.!N. (SPECIES)
TOTAL LOAD = 42.0 IS D'- I.D" -20/ 171V -27/ 69H 5.50" 0.27 IF f 625)
`9-1.5;:4 or equal at non-structural 3'- 11.5" -25/ 161V 0/ OH 5.50" 0.26 DF ( 6251
ver Lcal members ;von). LL - 25 PIP Ground Snow (Pg)
COND. 2: Design-checked for net(-5 psf) vol at 24 "ou soz�,
LIMITED STORAGE DOES NOT APPLY CNE TO THE SPATIAL - - -
RF.QU:REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL L/240, oweIRO
MAX TO PANEL LL DEFL -0.009" @ 2'- 0.2" Allowed 0.220"
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TO PANEL TL DEFL -0.012" 0 2'- 0.2" Allowed = 0.330"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX RORIE. LL DEFL -0.000" R 3'-
3-0--12 0-03-12 MAX RORIE. TL DEFL = -0.00D" 0 3'-
L9 Wi^.d: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,
6.00 p (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirI,
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
M.-1.5x3
f
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IM-3x4 M-1_5x3
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IN
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3-07-12 0-03-12
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JOB NAME : LENNAR 2571-A MULBERRY AMERICAN - I3 sl09 EXPIRES:12/31/2015
r
_ cae: .5,1MgRRILy
INARNINOS: GENERAL NOTES,imlessmer
bwbeuchand
t.Li Mideraneeretlmocanthromrsnomb beatlwseb or all cenmalNms t eThis design is based only upon me parameters shown and is for an individual ,� OFW 6A
Truss: 13 antlWarulage Before construction commences. iulleing component Applicability of design parametem and proper XIN
2.2a4 compression web bracing must be installed where shown•. Incorporation of component b Me responsibility of the Well ng 8esgne, P� Ox 10
3.Additional temporary bmdng to insure stability during construction 2.Enough assumes the%and bo8m ooppose b be laterally braced at
DES. BY: LA " Y o.c and at 10'o.c.r pettmty unless Braced throughout their War by
s Me responsibility of the erector.Additional Hemanent baurg of continuous sherthirg so&as plywoptl sheamerchrTi nd/nrer".11 Cy
DATE: 5/22/2015 me overall structure is the resprompiely of me bldbhg desgen, 3.2x Impact brldghlg or lalenl coal required where ahwn
4.No bad should be appBSN to any component until alter al bracing antl 4. Installation m burs Is the responsibility of me resile five compactor.
SEQ. : 62734E ANO
are complete ala at no time should any loads greater than 5.Design aasumes waaesare to be used m anoo-eonosNe environment. A'
design loads be applied to any component. and are for'ary camhbn'of use.
•p 51398�T W
TRANS ID: 426056 6.Design assumes me bearing at en suppods shown.sham or wedge if
5.OomDTms has no control he assumes no responsibility for th necessary.
ef'�s ra/S1kR
AM,opt' handling.shipment and tllatlon of components. ) Design ssumes adequate drainage-m rovibetl. sf G
S.Thbd g I herst subject to theI' Ration set form by 8 Ma hal bem tmo bore muse,end pI.-so mear vemer IONAL�
111111(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPVJJlCA RC51,copies I which wece furnished upon request. lines camorde w.al t4 in to
9 Fort optical s (ate gU
1/iIT2'rtUSA IOC/COr11pIlTNS$O(M'dfE).fi fi(1 L)E 10.For basic wnnetlor plate tlezgn values see ESR 1311 ESR-1988 di