HomeMy WebLinkAboutTRUSSES - 06-00199 - 331 Eagle Summit St - New SFR10/28/OB THU 09:22 FA% 4085226459
BUC WEST TRUSS
la001
N J00 LAIIE
07213.46 HIP
19
tST (rUAM rrAwf, FWflnv 1.+1.+... •••
2$t45 33-T$ 35-1$
4-9-4 i� 0
-1 S0 4-9.4 1n-9-12 �O a1}12 8•&12 �2-f 3
1 tit 4-9.4 3243
Uto LIMA Y.Teo Knarn
m &==
13.3.E
B."8.811 �
6+1-0 5."
LOAIXKG (pst) SPACING 2-0-0
TCLL 35.0 Plebes Increase 1.15
TODL 7.0 Lunter Increase 1-15
BCLL 0.0 Rep Stress Inca NO
em 7.0 Code IRC200YTP12M
LUMBER
TOP CHORD 2 X4 SPF 1650F 1.5E `E�aoapt'
77 2 X 8 OF 1800F IAE, T2 2 X 6 OF I SWF 1--6E
SOT CHORD 2 X 8 OF SS
WEBS 2 X 4 SPF StLWStd'Except'
W2 2 X 4 SPF 16MF 1.5E, W2 2 X 4 5FF 11850E LEE
WEDGE
Lett 2 X 4 LSL Truss Grade, Right• 2 X 4 LSL Truss Grade
REACTtoNs (Ibistze) B=420G40.54. 1-1=421011-54
Max H=B=-167(Ioedcase 3)
Max Uprifit3=-246 JWW case 4). H- 2467(Ioad case 3)
- QEFL In (loc) Wall Ud PLATES GRIP
C51 Vert((LL) OA t K-L y971 240 M1120 1971144
BC 0.70
TC 0.vargn) .0.68 K-L >681 180 MI1I SH 141113B
WB 0B1 HorgTL) 0.13 H nie n1a WekjW. 209 lb
(Nistiix)
BRACING
TOP CHORD Shudwal wood sheathing dkedy applled ar 1 ,8-10 cc purrcm
BOTCHORD Rigid veiling dtec8yapptlad «44-7acbraclre.
mas 1 Rav at n dpl D4. F-K
FORCES (lb). Nkxkwm Campr6ssbuMaxkmrt n Tension
TOP CHORD A4 1.M 8-r,--6aW4148. C'D--••862314178, D•E-737214700, E-F= 737514703, F-G=66M4181. C Kr-W5714153, H-14Y82
BOT CHORO B-M=452015M, ?M--MZ7Ml4. N.Or-3527J5514, L-C--352715514. L-F=-083311684. P-Cl-48331T684.Q R=-0833 MM. R-S=-4833f7884. K4S=-48331 SPA. K T-338715520. T U=3387i552G
J-13=-=715520, H-3'M57M73
WEBS G1Ji=2021289, D.&V-OW1343, D-L=173612b33, Ea.=-65MAD, E-K- 441336, F-K=173412Cii0. F•J-•1I00t349, GJ=-20?1`Z09
K TFS
13 Unbslarrsed noel live loads have been considered for this design. left a1d ngM posed Larrw DOL==1.33 plate grip DOL=1.33.
2') V;frrld: ASCE T-98; 90nmph: h-2811: TCOL=4.2pst. BCDL=4.2. Category it: Exp C: erdosed: AiWFRS Saddle end zmie: candle rer 1e1 � thl exposed : porch
3) Provide adequate drenego to provanl wober parading.
4) Tlis mass has bead designed for a 10.0 psi bottom diord We toed narmaixurent vrAh arty other live loads-
5) Ail plates are fAT20 plales 1.101355 001811filss Indicated.
6) This truss requires plate inspection per the Tooth Count Method when Ws miss Is chaser for quality aswranoa fnsped5on.
7) Provide medret ical wrinec5an (by others) d ass to bea ft prate capabla d v+ithslanring 2d84 b uplift at ioM B and nd re erlb uptiR at jwd H.
8) TNs lnrss is designed in aacacfaroe vriih Eire Z003 Inrtemallonal Residential Cade sectio+� R502.11-1 and R602.10.2 and refersnoecl standard ANSUTPI i.
g) Use USP H.IC?s (With ac andnalinto Girder 8 1 Dd nails frlio Tnss) or egue�aierrt spaced at 17-6-12 oc rneu. slafin9 al 8•0-6 flan the 111R erd to 25-7-2 to conned truss(es) Jt (1 pry 2 X 4 SPFj KI HJ (4 pry 2 X 6 DF), J 1 {1 ¢Y
2 X 4 SPF}. K1 HJ (1 ply 2 X 6 DF) to flail face of bottom chord.
10) Use USP JU526 (VV?h tOd Halls irdo Girder & 10d naTs into Truss) or ewtvatenl spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 23-7-4 to camecl trur�(es)JI 0 pry 2 X 4 SPF) to frarri fade of botlarrl
11) Fill all nail holes wtrere hanger is incorltact Frith lumber.
1211a Ma LOAD CASE(S) sec5un. loads applied to the Naas of the truss am noted as frcrNt (F) en back (B).
LOADCASE(S) Standard
`Corrtinnecion page
10/20/06 THU 09:23 FAX 2085226459 BHC WEST TRUSS1@003
w
07213-M
LOADIKG (psf)
TCLL 35.0
TCOL 7.0
BCLL 0.0
ECOL 7.0
CATHEMML 13 I 1
s
-1$0 S74 11Z-0 i 1543,12 73-315 2844 33,"
14-0 574 574 5.74 663 4-1i-6 S"
Rd MEM=
SPACMG 2-"
Plates lnorease 1.15
Lumberincrease 1.15
Rap Strew Irwx YES
Cade IRC2003f PI2002
LUFAEMER
TOP CHORD 2 X4 SPF 1650F 1.5E
DOT CHOW 2 X 4 SPF 1650E L3E
WEBS 2 X 4 SPF SludMd'Exoept'
W4 2 X4 SPF IWW 1.5E
WEDGE
Lett 2 X4 LSLTrussGrade. Right: 2 X4 SPF SWStrd
REACTMNS (11gslae) 8=176t3N.54, H=16MVd 5.8
Max KomB=376(laed case4)
111ax Up(iftB= 7611(load case 5). H-671(Ioad case 6)
E
M_
--- axru EsSO YtlD� Oa la®=
6104 13 38 23.315 334-8
610.7 6.4-15 10�9 10-0.9
CSI
DEFL a1 Oar.) Well Ud
PLATES GRIP
TC 0.52
Ved{LL) 0.36
IJ >,M 240
W120 1971144
BC 0.72
VeriMj -0.53
J-K >745 180
V VB 0.71
Hcrz(TL) 0.32
H n1a 94e
1AW91 t:148 Ib
(Matrix)
BRACING
TOP CHORD
Structural wood streaiting directly applied cr 240-12 oc purlins.
BDT CHCRD
Rigid ceiling dhay applied or 54-10 oc tracing.
WEBS
1 Raw at midpt D-J. E-J. F-i
FORCES (ib)-A4mdmumCarnpr WlO1lltitaximumT0ulan
TOP CHORD Ar -M. 6-C= WIU1869. C-0=415811878. D-E-i831 WO. E-F--1430 M. F-C---2M(M. C H=-23ONS4
BOT CHORD S-KO-170Sf3703. J► K 748H 662. I,S--56111654, tw-67&1881
WEBS C-K=2571175. D4C=12fi3M68. D-J-1210,1663. E-J--73Af1175. F-I=7451516, F-1=29M. G*:-2811199
MOMS
1) Urtidenced oral live loads Iwo been considered far this design
2) Wind: ASCE 7-96: 90mph: h=261t: TCDL=4.2pst BCDL=4.2W. Category It Exp C: enclosed: CIIVIFFRS gable end mare cantilever left and right exposed : parch let and right exposed; Lumtari7OL=1.33 Oslo gip DOL 1.3 .
3) This truss has been designed for a 10.0 psi bottom chord five load rAnconourrml, with any ofim rrre loads.
4) This tt<usssewiresplatS hIspeMm perttie Tooth Cat" McModiwheaft trussis d msen for qual'dyessurance Inspection.
5) Beaartng at M*) 8 considers parallel to grain value using ANSY PI 1 art& to ¢sin torrrxda. Bu9drlg deslgrler should ven'iil capracily of bearing surface.
r
6) Provide meciiterical oonr ecison (by others) of truss 10 beam" plate capable ar %%Wv tandicg 768 lb upiA at joke B and 6711b uplift al laird H.
7) Th-s truss is desgened In accordance YAh the 20M Iniemallanal Residantial Cade sedtions R502.11.1 and RMX 10.2 and raierenced standard ANSYTPI 1.
LOAD CASE(% Standard
sot- oar 4
w Oyu
0
O 07213-06
A1SA
Cn
N
lane ofisetse
cam/)_ LOADING (cast)
TCLIL 35.1)
TCDL 7.0
V BOLL 0.0
BCDL 7.0
B." 16-" 17-7.8 2&" 33-"
i84 8-0-0 8-0-0 1-T-8 7-1t38 7-AD-8
ea►aar.
WE -mar.-
®=
6-147 a 153.6 23-48 334a
Fo- -7 64-15 11}1-2 10-"
SPACING
2-0-0
CS!
Plales Increase
1.15
TC 0.95
Lumber kwaam
1.15
BC 0.62
Rep Stress bw
YES
WB 0.74
Code IIRC2QMrr1P12W2
( )
LUMBER
TOP CHORD 2 X 4 SPF 1V" 1.5E
BoTCHORD 2 X4 SPF 166DF 1.5E'Frc0cpt"
812 X 6 DF 1800E L6E
WEBS 2X 4 SPF Sha9Id'E=ePr
W6 2 X 4 SIFF 1650E 1.3E
WEDGE
RigM: 2 X 4 SPF BprdlSld
REACMNS (IhXizG) B-1773fOb8, G=1613 Macharical
Max F W zB=354(k ed case 4)
Alai IJO Rt3=-766(laad case 5). G=470(load case 6)
FORCES (lb) - Maximum Corr:presslOrkW&*mm Tension
TopCHORD A B=D176. B-C-447111829, C-D=-18871i324. 0-E=12gMB. E-F=21571103Q. F-G=-24111916
BOT CHORD 8,�164?13738,1,1=-1263l296?, H•1=39�11268, G�t-�3811640
WEBS C-.E=-10701731B, C:1;1648J39�7, d-t= 4Zi16'J0. E (�33f539, E Uk5T5f7D3, F tip-659t3b9
DEFL in (toc) Vded L/d
Veri(LL) 0.42 G-H > WG 240
VwgTL) -0.56 CH >719 180
Horz(TL) 0.28 G Na nfa
BRACING
TOP CHGRD Shatural,~road sbealiNng directly applied.
BOT CHORD Rigid co4ing direct3y applied or 6 212 x bracing.
WEBS 1 RoN at mcEpt C-1, D•I, &I, E-i
PLATES GRIP
Ili92D 1971144
Weigl'rt 151 lb
ROTES
1) Urbifeneed rani live loads have been corisidered for the design t FRS 9s end :cantilever left and deM etcpoecd : parch fait and right exposed; Lvrnber DGL=1.33 plate grip O0L-1.33.
2) Wind: ASCE 7-SB; 90mpk h=25ft; TC DL=4.2� BCDL= 4.2pst Category 11; Exp C;
3)Ptosr7dcedeValedralnagetopreventva wpmlding.
4) This truss has been designed for a 1 D 0 psf babam eland five load nanowcutrert with any other ltve loads.
6) Tbls truss requses plate inspedlim per the Tooth Courd Method Ntmmfts truss is Gbasen for quelfty assurance inspection.
6) Refer to gtrder(s) for truss to truss aonnectibm.
7) 8ewbV ail Wags) 8 constdas pars'Eet to grain value using ANSVTPI 1 an* to grain foanWa. Bulding desWw should verity capaetlyr a( boating suriaee
8) provide mucharkal cerAectim (by diners) of truss to bearing plate capable o1wdhstandirg 766 lb uplift at joint 8 and 670 lb upid at joint G.
9) This truss Is designed fnacoordance with the 2D03 IrdamaCio►rel Residential Cade sections R5MI1.1 and RM t0.2 and referenced standard ANSVTPl 1.
LOAD CASE(S) Standard
SCO6.1wo
M YW
O 07213-03 AIISB SPECIAL
mar wcc-r rmeun FAt I -W IDAM FALLS. ID 83402
4-" 6-10-7 t9-7-8 254W 334$
16rJ 6 f 0 7 7-1-9 5-74 6-110$ 510.8
imra wUQH=
as mup=
Cn (n
6-t67
1�&6
7348
33 4-0
11
tat
Plebe Offsets :o-7-5.Ed B :o-a-a o-1-s :oa-oa3-0 I:o�t o-2
0
LOADING (psi) SPACING 2-0.0
CSI
TC
0.71
DEFL in
Verb(LL) 0.36
(Eoc) Well Ltd
G-H >90 240
PLACES Cs[iiP
fdittYll 197l144
TCLL 35.0 Rates [11crease 1.15
7.0 Lumber htaeaae 1.15
BC
0.73
Vert(11) -0.53
W >749 180
MILMH 1481iti8
TCDL
Bm 0.0 Rep Strew IYES
{ B
098
Hwz(TL) 0.32
G rda �a
Weight: 145Ib
�
BCOL 7.0 20 :1tTP
W
BRACING
LUMBER
TOP CHORD 2 X 4 SPF 165CF 1.5E
TOP CHORD
BOT CHORD
Sttuovel ,rood shrrtotttitg directly applied or 242 ac purlirs.
RW oeffing directly applied or 5-0-2 w bracing.
SOT CHORD 2X4 SPF 166OF 1.5E'Euowr
`am
1 Row at midpi C4. E-1
St 2 X 6 DF 1800F 116E
WEBS 2X4 SPF Strtdi5ld'acept'
WO 2 X 4 SW 165OF UE
WEDGE
Right: 2 X 4 SPF StudlSEd
O
to
m REACTIONS (lb)stxe) B=1773M-6-& C--16131Mechari=l
h4ax Horz8=313(lcad case 4)
Max UpliEEB=753(ioed case 5) G=657(10ad case 6)
O FORCES (tb) . Matdrnum Caapmsb dMaxirrsrm Tension
N TOP CHORD A43=V75. B.G---4475t1774, C4)--1905l777. D-E=t423170B. E F=2111i942. Fla=24331M
BOT CHORD BJ=-166113744. 1-J=15921M. H-1=.07114C6. GH= 6441t870
WEBS G.--1138J2394. C.1=-244311188. o-1--3251422. E-I=.2571315, E-H=4551585. F-K=-451fd00
w
NOTES
N 1) unbalanced roof Ihre loads have been carWdemd for lhtis design.
2) vaid: ASCE 7-96; 90mptx h=25% TCDL=4.2pst. BCDL=4.2psF, Category 11: E yp C; enclosed; I.tWFRS 93bte snd zorn cartiever left and riabi ammsfld : parch lefl and right exposed; Lumber DOL=IA3 ptabe grip DOL=1.33.
O 3) Provide adequala drainage to prevertvmtw pending.
0 4) This fuss has been designed fora 10.0 psi bottom td mM (Iva load nenconcutrent wf1h aW otter live Toads.
5) All plates are NUN plates urtt m dihemfte indcabed.
6) This trues requires piatu Inspection per irte Toot Caatt )Ae ttod when this truss 15 dmen fix quaft assuranoe MsPedw
E-I 7) Refer b B'rder(s) kr truss to bnrss connedions.
8) Bearing at jair4s) S eaatsldus parallel to gain velus using ANSVTF1 I angia to graln fwmtla. Buiiding designer should Ohl capacity of beadrg surface.
cp 9) Provide eteoharticdl confection (by cihom) of truss to boating plate capable of wXhstandirg 7531b uplift at joint Bard 657 lb uplift a1)tint G.
0 10) This truss Is designed In accardarce Nith0m 2003 ItttematitwW ReWmTml Cade sertians EM.11.1 and R602.10.2 and refarenred slefdardANSI/Ml 1.
LOAD CASE(S) Slaod3rd
o`
.-1
Sde . P)L7
D7213-06
A1SC
m
N
N
to
Go
0
N
Lr,
N
0
r
LOADING (psI)
TCU- 35.0
TCOL 7.0
EICLL 0.0
BCDL 7.0
-1-b-0 6010 12-0-0 16-9-12 1 21-7-8 27�0 33-$
1-6-0 6.0.0 640 4-9.12 4.9.12 51" 5-ID43
TWA==
"YUl1=
MA W20=
6-10-7 13.4.6 23-" 33-"
&to•7 6.4.ts Wt-2 iDCo
SPACM 2-"
Plates Ircmese 1.15
Lumber Increase 1.15
Rap Stress Incr YES
Coda IRC2DQ3rrFI2002
LUMBER
TOR CHORD 2 X 4 SPF 16WF 1.6E
B(>TCHORD 2X4 SPF 16WF 1.6E'Exoept'
Bi 2X6OF18W1.6t:
WESS 2X4 SPF SLdStd'Eaw*r
W4 2 X 4 SPF 165W 1.5E
WEDGE
Runt: 2 X 4 SPF StudfSW
REACTIONS (IIYs e) B=177=-&B,1-11=161aWl8charical
Max I-torzo;-2720oad case 4)
Max U0115-738(bad caw5). H*-641(load case 6)
M=
C&1 DEFL in (toe) v&H Lid PLATES GRIP
TC 0.80 VegLL) 0-37 14 :,M 240 min 1971144
BC 0.80 VagTL) -0.54 J-K >739 1W
wa 0.3B Hoc TL) 0.30 Fi silo afa
(M�) Welgk: 148 [b
SRIICIKG
TOP CHORD Sbuc[ta-al wood d smNng directly applied or 2.9-15 cc pur6rs..
WT CHORD RVd Wlbrg drectly vXNad or 6-9-14 cc b-acIng.
WEBS 1 Ran at nWpl E-J. Ed
FORCES (1b)- maximum CompressioniMaAmm Tendon
TOp CHORD A 6--v7s. a.(— 9'111885, G)r4245JISG2. Dar=t816R5Z E-F--1502A15, F-G=21MM95. G+t--242 M97
BUT CHORD &K=-IWW764. J-Kr-=17K I-J=7Ml684, ti-t_=-67411895
WEBS C-K= O• 2671188, KL1344rA91, 134=3341*4, E4J 384Yi01. E4-510td14, F-fF-375i643, G#-�7iN282
NOTES
1) Unhaianoed rook live [Dads teve bets cortsidered for this design.
2) Wind: ASCE 7-95; 911mph; W-25% TCOL=4.2v&. SC0L=4.?vst, Category 11; tv Q enclosed, PAWFRS gable end zone, carrtibw raft and righ exposed; porch let and ftM exposed; Lumber OOL21.33 plate grf M01.33.
3) pmvfde adaquate d-ainage to p event water PoadtrB.
4) This truss has been designed for a 1000bottom dratd live toed nanooncumardW%6ny other fire IOWL
5) This truss regdm plate inspedlon per the Toa4h Coup! Method vdva ft truss Is dvaen for quWNr assurance inspeultom
6) Refer to grdea(s) for buss to truss comeCllarns.
7) Bearing at joints) 8 considers paraifal to grain value using ANSUrPI l an& to grain formula. Buidixg desfgrer sixxJd verity eapec ty ai bearing surface
B) Provide rneehanit:al oerrnedtion (by aftm) of truss to beexing pkft capable of %ithstandfrlg 738 [b uplift at Nbtt Band 641 lb, upiitl at joint H.
8) This truss is designed In a000rdanco vrith Ilm 2003 Intsmallonal Reslderrtlal Cade sections R502_11.1 and R802.10.2 and relereroed slanderd ANSVTFI 1.
LOAD CASES) Slandmd
Arm.109
ao
0
0 0T213-Dti
�ltr 7h7C
V)
U)
_ �
Plate OBseLs [1I
LOADING (psf)
0
TCM 35.0
TCDL 7.0
V
S LL 0.0
M
UML 7.0
00
A1SU SPECIAL. JiabPakranos nai
_l5), I W4FtO FALLS. ID SM02 6.2m S Feb 2121)05 J47ek IndWes, I= Thu (d 26 09:2BAa 200G POW 1
-16-0 5.0-0 10C�0 t�912 ?37$ 28-7-8 33.7-6 3i1-6
1-6 0 S Dd 54U 6412 6312 5" 5" 140
sar• � ss
seuno=
ss ls"O=
sa uuo=
star I33.6 16¢42 2337.8 n7-8
6.10-7 6 -15 �' 36.6 6�12 laao
SPACING 24).0
Plates hawse 1.16
Lumber Increase 1.15
Rep Sbass Incr YES
CadeIRC200UM12002
LUMBER
TOP CHORD 2 X 4 SPF ISMF 1.5E
BOT CHORD 2 X 4 SPF t65(IF 1.5E'Decept•
512 X 6 DF 1800E 1.6E
WEBS 2 X 4 &PF Shxnd'Exoepl'
W5 2 X 4 SPF 165OF 1AE
IEAMONS Qhfsrw) 13=1 TT i&". H=17T74"
Mau Horn B=21140oad case 3
Max Ug9Mi--726jkmd case 4). 1-1=726(load rase 3)
CS1 DEFL In (loc) Lrdefl Ud PLATES Grip
TC 0,6g Ved(LL) 031 HJ >999 240 MII20 197/144
BC 0.65 VerKIV) .0.50 L-!A >797 180
WB 0.75 "w4TL) 028 H Na Na
(Mtlix) Weigfht:150 lb
BRACING
TOP CHARD Structural%+mad sbeAKngffrrec0yapplied or34a oc purfim.
BOT CHORD Rigid vAIng dkecdy applied or 6-8-2 oc bracing.
FORCES (lb)-MmiammCompres IM"axlmumTaslnn
Tap CkHM A.B=075, B-G-4610 072, C D=-421V,207T, D.E=19031 W. E-F=207WI02B. F-G=216t11017, GH=249WiD37, H-1--W4
BOT CHORD 8-M=1900l37M, L4A--107312157. K-L=-i0791t12076, J-K=751J1716.1-14 74 ZI 8"
WEBS C4A=1T6f173, 0401-1310)2449. D-L=3381139, E-L=490t284, E-K=-0211212, F-K=39@f6M. F-J=252135Z GJ-27MI8
NOTES
1) Unbalanced rooffive loads have bwn considered for this design.
2) Wind: ASCE7-9&- Mmpk h=25$ TCDL-4.2pst 9CDL=4.2psf; Category 3; Exp C; encktsed: MW RS gable eW zone: canliivier left and d*d eVosed : porch left and right exposed; Lumber DOL 1.33 pigs gip 130L=1.33.
3) Previde adequate drahWe to prevertwster pandtng.
4) iNs truss has been designed for a 10.0 psf bait m chord "loud narconevrert with any other live loads.
Sy This truss requires plate Inspection per the Tooth Cataht Melted vdwn lids truss Is ebosen for quality assurenoe Irspection.
6) Besrbng a1 jobgs) 8 oeosidem parallel to gran Value using ANSI1TRl 1 angle lA gain ftxa,, a. Buildly designer should verify capacn of bearing surface.
7) PwAde rnecir 1cd cammclrcrr (by of ws) of truss 10 b mbli plate capatb of wdhdanding 7261b up d st joint Send 726Ib uplift at)alrn H.
8) This tnrss is dlesignod in accordance %%flh the 20031ntematiWwl Residential Code sections R502.11.1 and RBD2.10.2 and referenced standard AfJWP11.
LOAD CASE(S) Standard
0
0
0
19
U
a —
H Plate Onsets my):
chi) Loom EtG (psf)
Ww TCLL 35.0
.- TCDL 7.0
U BCLL 0.0
z 8031- 7.0
W
A2 ISPEML 12 1 1
xv
S-7.4 11-" 1694 2 22-3.14 27-6fl
5-7.4 57.4 5-7.4 5-82 52-10
SBIar-
0
RAT. K i I
7-5-5 16412 22-3-14-
7-5.5 9<-7 5 -2 5-2-10
SPACXNG 2-" C51 DEFL In god) !ldefl LM
Plates Irmmasa 1-15 TC 036 Vert(LL) 023 J-K >999 240
Lord" Increase 1.15 6C 0.44 Vert(TL) -033 J4( >684 180
Rep Stress (nor YES WE 025 Horz(TL) 0-06 G ala Ma
Cade IRC2DOUIPI2002 (mstax)
LUMBER
TOP CHUM 2 X 4 SPF 165OF I.6E
SOT CHORD 2 X 4 SPF 16WF 1.5E'EKcept'
832 X 4 SPF SUWSbd
WEBS 2 X 4 SPF SWSW 'Except•
W8 2 X 4 SPF 1660F 1.5E
REACTIONS (Ibls¢e) A=133111) &", Gr-13311Mechankal
Mu HomA-418(kad rase 4)
Ift UjpliftA=655(kmd case 5). G-545(ioed case 5)
FORCES (lb)- vAximisn CamprowWrAAa)dnwm Tensbn
Top CHORD A�20421T92, B-C-18'31f849. C-DGiM=i, D-E 15921788, E-F=1BDdf670. F-G=-1275f502
SCIT CHORD A4(--.,MI579, J-K-66411179, Na-=I, H-1=-33156, E-H=466)279, G-H=-127rM
WEBS M--41651238, C-K=-39M73. C-J=671 (442. D4-- 2T31337. H-J=4021883, D44-4561798, F-H=41=037
s
PLATES GRIP
MR20 1971144
111'dght: 130 Ib
BRACING
TOP CHORD Sh xturelwood sMathilg dreatiy applied or 4-7.4 oc purlim. except end veffirals.
BOT CHORD Rigid deft dhcdyr applied or 7.2-11 cc bracing.
WEBS I Roby al midpl C-J. DJ
NOTES
1) Unbalanced mdlirre loads havebeen considered for this design.
2) Wind: ASCE 7.8B 90rnRh� hF251i: TCDL -0�sf BCDL=4.2W Calegay+ ll; FxD C: endaeed; WiFRS gable end mama. carlirlem left and right exposed : porch left and rigk exposed. Lu tar OM-71.33 dale chip DOL=1.33.
3) TNs tmss has been des red far a 10.0 psi bcdom ckad We bad norlcarurterd % th arty adw live loads.
4) TNs tnm reglr m plateinspectian per no Tooth Count Meets wt con M Inrss is chosen for quality assurance inspect m
5) ReW to gkder(s) for buss to truss ommecttaas.
6) pro We mectmIcal cmnection (by others) of buss to bemkq plate capeVe of vlllhstanding 565 lb uplNi al jalnt A and 6451b upiiit at )Qinl G.
7) This truss is designed In 9oco dance with the 2003 Intema5z al Resldedlial Code sactlmis R502.11.1 and R602.10.2 laid referenced standard ANSVTPI I -
LOAD CASIE('8) Slmdard
ns.-+eta
CD
0
A2A
LS,ID
2-38 i 5 i t3-40-6 16812 i 72014 273.8
2 38 5-8-7 S37 241-8 5.&2 5-2-10
,Q+
� 2a,a
e.o-ts 131n-s
zzau
27-3.8
547 54-7
S210
a2•3.8
E-� plane c:o-300.o t-sago-
LOADING (psf) SpACllilCs 2-0-0
CS!
DEFL in
Vert(U-i 0.29
Qoc) Wed Vd PLATES GRIP
f►tN y999 240 il4t2D 1971144
TCLL 35.0 Fgates increase 1.15
Lumber Increase 1.15
TC 0.52
BC 0.93
Vwt(M) -DAI
KN >793 180
TCOL 7.0
OD Suess bw YES
VWB �
tiar�Tl) 0.15
H rrla WetgM: 162Ib
eBCLL
CDL 70 CCodeIRCID0arMI2t102
��)
LUMBER
TRACING
TOP C1#RD
S[rucOtrrai wood sltoathing dlre�dBy aid or 3-11-13 oc pulins, except end �rertlr�ls.
TOP CHORD 2 X 4 SPF 1 fi50F t.SE
80T CHORD
Rigid teltrtg direrJ6y applied or 2-2-0 cc ttracitig. Except:
BOT CHORD 2 X 4 SFF 1650E 1.5E `Except'
Bi 2X 6 DF 18WF 1.6E, B2 2 X 5 LSL Truss Grade. B3 2 X 4 SPF 24DOF 2.OE, 134 2 X 4 SPF ShASh1
1 RaH all mk%it DL
B62X 4 SPF StudrStd
WEBS
1 Raw al rritdbt 13-lll E-L
WEt3S 2 X 4 SPF ShXVStd'ExciW
M2X4 SPF IWF 1.5E, W102X4 SPF 1650F 1.5E
O
REACTIONS (lb)stze) A=1334Wech2nical, 1-1=133411i1echarical
m Liax HazAP514(load case 4)
N lAax Up1iftA= 6Woed case 5j. H�46(Eoed cases)
N
Go FORCES (lb)-MaxanunComM sbnVa*mmTension
N TOP CHORD A D—M711309, &C=2193iM. GOG14471643, D-E=13211755. E•F=-1606R88, F-G=-1607166g, G-H—t27',4 5W
80T CI-EDRD A.o— 85iI155B. N•0=73110i. B-N=2771301, RLN= 25?-3f4W4. L4A=10u711746, K-L- 74r138, D-L�42J192, J-K=-0139.1-,t=7'11141, F4=457MS, H-1=-129=
WEBS 8-111=228471470, C-Rrt=2931403, C-L--8551".t . JA -0718, E-1.=54t31791, E-1=-0t31607. G1=-424/1413,1-L=3831890, A N=•556tB36
w NOTES
1) Unbaianoed rodlive loads ttave been considered fix tills design Lumber DOL=tM Plate gip DOL 1.33.
N 2) va d: ASCE 7-88- 91)mph: b=26ft TCDL=4.2, SCOL-4.2pbfi Category it Exp C: enclosed: lAWFRS gable end zone; cantdaver left arts dgtd exposed . parch left and right eVosed.
3) This truss has been designed for a 1104 Vd Whom chord lire toed ronivonatrrrett with arty other live loads.
0 4) This truss requires plats kopeclien per the Toaih Cocrrd RAelhod wirers tots truss is clum t for quality assurance inspection.
0 5) Refer to gtder(s) for truss to truss connections.
6) Provide rmschankd con nectian (by o0wrs) cl truss tobearire plate capable of ett?*Wr ring 558 lb uptitt al jolrttA and 546 lb uplift 3t joint H.
7) FolluNbg jdrds to be plated by qud' fW deslpxy: Jckgs) B, O, ono plated.
8) This truss is designed in awardance with the 2003 Intcrnadwml Residential Code sections RS02.I1.1 and RWLtO.2 and referenced star dwdA NSVWl 1-
m LOAD CASE(S) Slardad
0
N.
m
N
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V W!�I 38 iI!1� 41 LtiE P� d W!o<te illldn 4i SUS litt�H W QWe* opo Gupmq q m410 (swo Lq) ucgomL as iml eP AOM (L
swlpauuoo =4 a1 S5n.4 X4 (ODRIe W JBP)A (9
vepodsm eouelnsse l vrb q uasmp si ssnsl am ve4ni PxM WWOvlool"Ad un!pedsul eieid muyd eiSSn4 Sul (S
AP I s"?I jNp +ue V1<M Iuaunouamou pecq wy piNo wMM lsd 0'01 a nl poAsep umq seq =4 spu (4
'6u!pucd s3lmve" of e6egelp slmb*El eP MM (£
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P{smmS ddS 6X Z:M
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Pi9M4S JdS V X Z sew
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esea�sul 1
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w�£aaI .s :j oHvcl Im iv:i OW131) 1MM 3148
NOVW404
m
9MZL0
1
0721346
A3B
SPECt4L
64 8 0 13-" � 19-2-12
6-105 &1 -6 SS12
W WWI
� � o
W wo-
a,
a
e
ae W= o
9 T 6 19.2.12
37� 9.7-6
lG(tier)
SPACING 2�-0
CSI
TC 066
TCLL 35 0
CLL
TCOL 7.0
Plalas,,aerie 1.15
Lumber Increase 1.15
Dc 0M
DOLL 0.0
Rep Stress Uff YES
Wa 0-51
BCDL 7.0
Code IRC200anVI2=
(Matrbt)
LUMBER
TOP CHORD 2 X 4 SPF 1660E 1.5E
BOTCHORD 2X4SPF 16W 1.bE
WEBS 2 X 4 SPF ShWStd
WEDGE
Lest 2 X 4 SIFF StudlSbd
RMCTIiONS (tom) E=132aM-&8. A=928JMecharzlcal
Max HarzE=387(ioedCasa 5)
Max UpffE 462(toed case 5). A=342(load case 5)
FORCES (lb) - Maxlmean ConWeWkn%4attimum Tension
TOP CHORD A-13;:--1259371), S-0-- iM424, C-0=201t4, D4:=2tW9
SM CHORD A-F=26tii K E-F-71M409
VJFAS B-F=9=28. GF--48.41861. C S-785f44S
DEFL In (Ioc) WOW Ud
Vert(LL) 0.27 A-F >841 240
Vat(TL) -033 A F >691 160
HwAM) -0.M A N'a rVa
s
PIATFS Glop
14120 1971144
Weight 877b
WACING
TOP CHORD Structured wood sfieaU M e5»ch appllad or 5.5�7 oc putins, em W end v+erittats.
BOT CHORD Rijd calling dieaillt applied or 10-0-0 oabracing.
WEBS 1 Rai► at midpl D-E, C-F, C-E
NOTES
1) Unbalanced roan live loads have been oonskkwW for this das*L porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) wind: ASGE 7-98; 91knph; h=251t TCDL= 4-W; BCDL= 4.2ps1; CatagEry 11: Exp C; enclosed; MWFRS gable andzam; carnavu heft and right exposed ;
3) Prm+Ida adnivats dralrea to pre+rerd %mbw PaMing.
4) This truss has been designed far a 10.0 psi bottom chord ive load narwricurrent with any other [NO toads.
5) ThIs truss reqdrees plate hapection per (he Tooth Count Method %fien Ibis truss is ndhasen for qualitj assurance Inspection►
6) Refer to girders) for truss to buss canneations.
7) proyMa rnachaniaal connection (by others)dtruss to bearing plate capable of w[Wandire 482tb uplift aA JaW E and 342lb upI R at joint A.
B) chits truss is designed in aocvrdanca vdth the 24Xl3 latermliond PjWdeetlal Cade secOons RMA 1.1 and Rt MI0.2 and redamriced standard ANSIIiPI 1.
LOAD CASELS) Standard
soN •�'S[�
07213-05
A3C ISPECWL 11 I 1
C/)
t-+
N
U
W
s
LOADiHG (Or+f )
TCLL 3&0
TCDL ZO
SUL 00
BCOL 7.0
LLfMUR
Top CFIORD 2 X 4 SPF t65aF 1.5E
BLOT CHORD 2 X4 SPF 1650E 1.5E
WEBS 2 X 4 SPF SUXUStd'EX DOW
W4 2 X 4 SPF 1650F 15E
WEDGE
Left: 2 X 4 SPF Sh dl91d
511641 110" N 192-12
SI0$ 54018 7S12
ie ua==
U4 iA®'1
sa uun a arumn= � u�=
97� 1s2-12
978 97-6
SPAtCIKG 29-0 CSI DEFL in (I=) W Uld
Platas 11178 ss 1.15 TC 0.64 Ved(LL) 0.24 A4` 2-M 240
Lumbertntswas 1.15 BC 0.62 VOI(TL) ..0.32 A-F 1--713 160
Rep Stress lncr YES WB 0.54 HwgTW .0.02 A r,& hfa
Coda IRC2003RP1200tz (kink) -
REACTIONS 03UEC) A-928R►teohanW
Max HorzE=331(imd case 5)
Mastlplitt£=425(laad case 4). A--&56(Icad case 5)
FORCES (lb) - Maximum CanpresslanIMeaimum Tension
TOP CHORD A B-125tf408. B-C=•945sfd93. C-D=-46t23, D-E=-3=19
BOT CHORD Af251f942, E-F=-12fiGIA
WEBS B-F=40279. C-F=-374M, C-E= 78V417
5
PLATES GRIP
MIt20 1071144
Welt: 83 ib
BRACERS+
TOR CHORD Shxtural %vood sheathiru dhwgy applied or 64144 os puffins. excep4 am verticals.
BOT CHORD ftld ce9ing dirwdy applied of 10-0-0 oc bra6vv.
WEBS 1 Raw at midpt D.E, C4:
NOTES
1) Vnbala►ced rodlimloads have beencansldemd farft desigm lefts rtghteVasW; Lumber DOL=1.33 plats gip DOL=1.33.
2) Vrmd: ASCE 7 99; 90mp% h=25R; TCDL=4 2p.�i; BCliL=4.2p sf Categorylli Exp Cy errdOs9d: MWFRS gable erl6zorre: r�rtt6auer left and rigTt eocposed : porr.h
3) Provldasdegrs3te drainage tnpreverllwaterpondtng.
4) Thee taus tress been designed for a 10.0 psi bottom dvxd live toad rarroortr.umyril Mth arty aster five Ions.
5) This buss requires plate Inspection per the Tooth Court MAW vftri ttis hm Is chosen for gUaRy assuranca irsper�fan.
%Refer to girders) for trtm to truss cowl oohs.
7) Provide nwhanioaL comedian (by dlhers) of truss to hEsaaing plate capable aiwithstandina 425lb uplift al J&d E and 3% tb uplift et Ord A.
a) Ttfs tress is designed in a000rdanoe with the 2003 trdanalionad Reslderdtal Cade sections R502.11.1 and REM 10.2 and rehwenoed slandad ANSUM 1.
LOAD CASFA Sla ximli
sob- i aea
ao
O
ff
A313 I SPECIAL 11 I 1
S
srs o t 144-2 1gs~1 z
Soo 5-0-0 4-7-2 41040
:awe=
sa uacc adRa�nrr
_ n-
10•Qa
Woo 9.rr12
NG
SPACING
240
GSI
OEFL b cat) 'T&n Ltd PLATES GRIP
M1120 1971144
35.0(psQ
TCIi 35.0
TCLL
TCDL 7.0
Plates Increase
Lurrrberlmsase
1.15
1-IS •
TC Q.77
BC 052
VertVed(TL) -0 31
-
Hamm) 0 O:i
A-G >730 180
A .. rs�ai . nfa .. _ ... .... _ _ _.._. ..
.. .
BOLL 0.Q
�1t�tR
YES
WB 0.38
(maw)1Meight:86ib
BCDL 7.0
p12002
LLIGfBER
BRACING
TOP CHOW
Structu al wood sbcaNng &DCHY appfa�.d ar 5•&9 no Pudlns, eooepi erd vertical s.
TOP CHARD 2 X 4 SPF 1650E i,SE
TOP
BOT CHORD
Rigid csQng dim* apptled ar 10•Q4 oc bradng.
CHORD 2X 4 SPF 1650E 1.9E
WEBf,
S
1 Raw as midpt E D F
WEBS 2 X 4 SPF StAYStd
REACTIONS @Vsto) A-s3645$ F=93=451.6
Maas Ho(zF=276(bad rase 5)
max Upidk-- z65(loW case S). F=-435(Wd cme 4)
FORCES (lb) - Molmtm Catnpressian 18Xlmurn Tension
TOP CHORD A4B=13ZR145Z 1340= 6f3M C-0=722W7, D-E=-213I17. E-F=18t174
BOT CHORD A-G=,I911031. F-G -154W
WEBS B-G=-3971259, C-G=-1 11?J196. "-264374. 0-F=656r371
NOTES
1) Unbalanced root tine loads bam been considered far this design. left and dot Itsr�Der DCL=1 i plate grip DOL=1.33
2) W-srd: ASCIE 7-98; 90mph 1vZ5t TCDL=4.2pst: SCOi.=-02psl; Category II: Exp C: endase % M%VFRS gable end mw, rcartiever left and 691t exposed; Pori
3) Provide adequate drainage to p nwe d water pondr g.
4) This truss has been designed bra 10j0 psi botimn chord live load noncoramerrt vAh any other live beds.
5) tins truss requires pats Inspection per the Tooth Court Mdihod when this truss is chosen br quality assurance tns4aecWA
6) Wide macharvcal oonnection (by aftm) of tnss to bearing pia% capable of wZWarding 30 lb uplift at joint A and 436 lb uplift at jars! F.
7) Ttds truss Is designed in aacordsnce with to MM b bem-Alonal ResidEr Wl Coda sections R502.11.1 and R002.102 and referenced sWrdmd ANSUiPI 1.
LOADCASE(S) Standard
AM
D721US
-1-6-0 4-0-0 0-0-0 1343-14 t B 1 z
1-W 440 4.060 58-14 5*44
�1l�Zcc
�dwn=
4-10-7 9 144 134814 ►wiz
4-10.7 44 D-7 4-0-0 65.14
CA
UM=
F
LM Ir
hc.
scar-tal
LOADING WA SPRCING 2-0-0
CS 0.56
DEFL In (Ions) ltdell Lid PLATES GRIP
VwgLL) 0.16 W >989 240 t4lim 197/144
7CLL 3" Plates map- a 1.15
1�L 70 Lumbar Increase 1.15
BC 0.75
Vert(Ttj -023
Hrtira(TL) • -ilAti
W >B99 180
•-- -_
BCLL 00 Rap StrewInCi1iP120 O
Wo lit
•---- ---"-- . _...-_.. . , _ .. ._
1Neighk itl� lti '
BGDL 7.0
(matrix)
t.UNBER
BRACING
TOP CHORD
Structural wood dmaihtng directly epmlted ar 3�-6_t2 cc purGrrs. s�ccept end veAica6s.
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid oeilktg dkudy ap&d or 6.7-13 a bracing.
BoT CHORD 2 X 6 OF 1800F 1.6E
WEBS
I ftcw at midpt F-G. F-H
WEBS 2 X 4 SPF StudlSbd'ExcW
WJ 2 X 4 SPF 1660F 1.5E, W6 2 X 4 SPF 1660E 1.6E
RMY1ONS (Ibfsi¢e) G=293aM-&B, El---22240-&B
Marc H=G40load case 5)
Mau UpVIG^ 1721(bad case 5). B=1740(load case 4)
Maas GravG=2936(laad case 1). 8=2881(boad case 7)
FORCES(lb)-66ImKim=CmrnpressbrU?.IaxlmumTensbn
TQP CHOM A-I3=N16. B-G=340220'.i. C-D=3337nW. D-E=261711625, E-F=220911293, F-G=2214f1222
BOT CHORD WK=175Ed M. K L=t756f2785. L-M=1755127&% J-W-17SN2785, J-N=134812355, N-Q--1348rZ-iN. O-P=134aU355, P-0--134WM5, m i34&2356. I-R-423=209. R-S=1233P2209, ST=123MM,
H T=4233MM, HJU=A4Q40. U V=4tr240, V-W=44f240.1N-X '"240, G-X=-44i24D
WEBS C-J=208f102. D•J-79811283, D4=.UIJ940. E41r-6831i103. E�103W50, F-H-1713f M
NOTES
1)UnbWsm*d roof Umloads have bam considered for this design. EI; Exp C:enclosed: AtWFRS gable end:,arle; cBnblevuleti and rbghl exposed: parch lest and right e:xpesed; Lumbe'UDL=193 piabe grip 0 =1.33_
2) Wind: AME 7-0; 80tnpb: l�2SIt TCDL�.2p6t. BCDL=-0�si: Category
3) PraWa adequate drainage 10 prevent WSW pending.
4) This truss has been deal9ned for a 10.0 psf bottom dlord lice load moron cuffs d with any other live loa&.
5) TNs buss requires plate Inspection per the Tooth Count Method xvhm Ilia truss is chosen for tMe ty asstmme Inspection.
B) Provide mectsra=d ce nnection (by others) d truss to beafng pate capaVe etvrttttstanding 1721 lbuptit al joint G and 1740 lb, volft at joint 9.
7) lift buss is desgned In aomd3ma v th the 2003 Irdar nailicad Residerrtlal Code sectiom R50211.1 and RM2.10.2 and rvfenenoed stardard ANSUTPI 1.
S)Hanger(s) or cdw eomeclion davlcgr.) shoe be provided suti-iciaM to supped taarrAnbi tW load(s) 342 b &vn and 235Ib up at 1&-104, 342 Ib 6cwn end 235lb up a1 17-7-4. 3421b dawn and Z35 lbup al 16-0-12. 342 lb
down and 235 lb up at 144L12, 342lb dorm and 235 lb up at 12-0-12. 3421b down and 236lb up at 10412, t066 lb dam and 7651b up at a-0-12. 342lb deem and 235 lb up at 0.7-8. 342 tb down and 236lb up at 1-10.8.
342 lb down and 235 lb up at 3-8-0, 342 lb dc%TL and 235 Tb up at 5.6-0 342 lb dam end 236 lb up al 7-0••0, m W 342 lb dawn and 235 lb up at 9-5-0. and 1068 Ib down and 766 lb up al 11-6.9 en bottom chars. The
desiga+dection of such connection devlre(s) Is the responsib3ityof others.
9) In the WAD CASE(S) sectim loads applled to the tape of the truss are noted as tram (F) or beck (B)-
LOAD CASE(5) Standard
Ccnfirruod an page 2
SFEMAL
LOAD CASE(S) Standard
t) ftegulsr: Lumbar Increase =1.15, Plate Increase=1-15
Urfftm loads (pp)
Ved: A��, D F fit, e-G =14
cencerttrstsd Loads (Lb)
Vert P=tGWB) R-342(B) i=3gB) U=342(9) V=342(e) W =342(B) X=342(Bj
N
0
19
3-06
LOAfliNG (psij
TCLL 3S 0
TOM 7.0
WAL 0.0
MML 7.0
HIP
S p p tiaaa 13-8 4 i 17-4 x 2 22 2148
s nr, sa o 384 3." So a 3 0 0
any W�»r=
imer_ urzxr-
act®y
o- -e 74-9 vt>_z-t5 ng: 27r48
a i-B 6r11-1 6 7-11 6S 11 8-11 1 0-2.8
SPACING 240
Pletes IrffB se 1.16
ttumberlorrease US
Rep Stress tncr NO
Code 1RC2003FFP12002
LUMBER
TOP CHORD 2X6DF18WLGE
SOT CHORD 2X8OFSS
WEBS 2 X4 SPF SWNStd'Euooelrl'
W3 2 X 4 SPF 1850F 1.5F- W4 2 X 4 SPF 16MF 7.5E
REACTIONS (lb)sbm) A=8749►'0-7-1Z G-4BDUO-7-12
Max HwzX--Z i3(bad case 4)
Max UpMA� M1(load case 5). af--402;i(load case 6)
CM
DEFL in (roc) Udell LM MATES GRIP
MM 1971144
TC 0.43
SG 0.76
Vert(LL) -0.18
Vert(ZL) -0.29
H-1 >999 240
W1 >90 180 W120H 14VID8
yys 0M
Hw4TL) 0.03
G Ma nfa
Wsiglt 374 lb
tea)
BRACING
TOP CHORD
Stn ci urei vuood OmMngdrecisyapplied or4.11-6cc pudtns.
80T CHORD
Rigid ccaro d xdy applied or 9-11-14 ac brardng~
FORCES (lb) - Maxsnxrm CampessIWO&xdnum Tension
TOP CHORD A48=-12448f46M. B•C 1223014B30. C-O=,%V1J945 D-E=-9Mam5, E-F=1300 m;67, F-G=1322115348
BOT CFHM A-K---4oWt022B, K ,- 40WIID22B. L-M =-409D110228. "=40901S022B. 3.N=409WI02M. J-0=-3394MB1, O-P--MSq 83$1. FLU=-3394M81. K1=339418381.1-R--3482AWM. R-S•-34821BM
3-T=-3481186d9. H-T=34$Lf8659. HAI;= >Q+ IOMS. u-V=-4340M0825. v W=4-A r1UB25. G-W=4340110825
WEBS 1Fd= 202i161. C,*-1643M I B8, C-I=-133012813. D-1=146H K E4=455MI . E•H-232413187, F4H=14V162
NOTES
1) 2.* truss to be connected together vrifh 0.13MY Nails as fi myw-
Tap chords connected as {chows: 2 X 6 - 2 rows at 0-9-0 om
Batlan chords aanrected as b1aris- 2 X 8 - 2 rwa at 0-7-0 oc.
Webs oenmcted as folbws: 2 X 4 -1 raw al oc.
2) All k�eds am conssidered ego�y applied to all plies. excepl If anted as 6an1(F) or back (B) face In the LOAD CASE(S) section. Ply to ply canneCtians �� heart provided to Qs4lbute arty Wad:' noted as (F) or (B),unless
divr iso indicated.
3) Unbelarwadrnaf live loads havebeen considered for this design.
4) Wind ASCE 7.88; 9MO; h=0%7COL-4.2pst BCDL=41.2psF. Category 11; Exp Q erndosadt 6SWFRS Sable and zone; cantilever left and right used; poach left and right exposed; Lrrrbeir DOL-1.33 9lale gip DOL=1.33.
5) Provide adequals drairr1e to ptevOrdwater poring.
6) THs buss has been designed for a 100 psf bottom chord live load nancon umat wdh any other live hods.
7) NI plates am hffM VIOUS unless dllMWASe Indioaled.
8) This truss requires plate Inspeetion per Iha Tooth Count %Whod wtwYL tNs truss his ehoew for quality asemwe inspeCUai.
9) Pm*9 rneccharecal wmriection (by oUtars) of truss to bearing plate capable of v itbstarrdng 3391 Ib upttlt eA Wra A and 4023lb wtft at jag G.
10) This truss-s designed taaaardaroe Mb the 2103 Internalianal Residential Code ssallons MIMI 1.1 and R80210.2 and raiwa iced slardardA14SVTPI 1
11) Use USP dUS2e MM 10d rws IMo Gtrdat & 10d rWs trio Tmw) or equlvaW spaced at 2-" ae max. starting at 1-0.12 from the fait eod to, 10-1-12 to oomecl truss(es) A3C (t ply 2 X 4 SPF) to beck face of b0W chord.
12)Use U5P THD26 JVMh 166 neis into Girder & KASD nnals irrlo Tnss) or equivaknt spawd at 2-0.0 cc max. stadirg at 12-1-12 from the left end to 26-1-12 to domed truss(es) A?D (1 ply 2 X 4 SPF). A2D (1 ply 2 X 6 DF),
AID (1 ply 2 X 4 SPF) to back Face of bottom dtord_
13) Fc3 all nail hates winere hanger is In ccnWrtwdh lumber.
Ca tinuad on paga 2
Dab• V".t
O E1MUS B1 HIP 2 1 ,AabFZe .....aR`9 {Wy
B
fL
IAAD CASES) Slaridard
1) Relpulw: lumber InaeasL-1. W. Rule Increase=1.15
Unffwm LDWs (00
Vcrt: A C=84, C-E—K E-G=434, A-G=14
Concerft" toads ((b)
Veil: H-1309(S) K 914(B) l-9t4(B) lA=+914(B) N=914(S) 0=914(B) P=914{H) 4-1309(H) R=13MO) S=13MB) T-130RB) U=-130%8) V=-1309(8) W-1317(B)
s
s
KID
Plat
cam/! LOADING (pd)
TCLL 35L0
TOOL 70
SCOL 7.0
c4
s
-1.3-0 4-" 840 i 1364 Is-" 234-9 274-8 28-10-8
14A 44-0 4" 56-4 584 44" 400 160
Ts�� uu,sys WA WhCH=
lAdrenew
E F
8-IL0 13-&4-
0-04 584
SPACING 2-010
Plates hrcraese 1.15
Lumber tnoraese t.15
Rep Suess lncr NO
Code IRC80031TPt =
LUMBER
TOP CHORD 2 X 4 SPF 1WN 1.5E
BOT CHORD 2 X 6 DF 1800F 1.6E
WEBS 2 X 4 SFF SWS1d
WEDGE
Deft: 2 X 4 LSL Truss Grade Right 2 X 4 LSL Truss Grade
REACTIONS (Iblstm) 13-3(i901t,3-8, H=309Qf -38
Max Horz5- 17200ad case3)
Max UpUkBr-1491(load case 5). H-1491(load case 6)
CS1
DEFL In Qoc) Udafl Lid
PLATES GRIP
TC 0.47
VargLL) .0.25
J-K >999 240
M1120 1971144
MII18H 11411138
SC 0.73
11ert(iL) -0.39
J-K >BM 180
WD 0.91)
Horz(TLI 0.11
H Ma nfa
Wbot:143 lb
(ham)
BRACING
TOP CHCR v
Shudwd wood shealhirtg directly applied or 2-11-12
ac purtins.
BOT CHORD
Rlgfd OAN d! ody applied or 6-33 oc is -acing.
FORCES(lb)-MaxiowmComprassadMaximimTooion
TOP CHORD A41=0". 04Cr49=44% C.D--457YM34. D-E-461912455. E-F=451912456. F4=4673f2434. G-H=49C►9►2450. H-14M
BOi CHORD B-L=-212713M. K-L=208213BS3, JNC=19BB139b3, H-J=1966J3995
WEBS C4.,--210167. D-L=g16f1501. "=-670)11T0. E K=204133, F-K=67111170. F4-�1711507. G-1=Z161t5S
NOTES
1) Unbalanoed red ova loads have been comidemd far ihls design.
2) Wind. ASCE 7-s% 90rnpft h=25t TCDL=4.2pst BCaL-4.2psf; Category 0: Exp C; enclosed; KfWFRS gahla aid one; cantiiaver fait and ftht exposed; pvch left and right exposed; Lumber 001.=1.33 plate grip OOL-03.
3) Provide adequabe drainage to p wism water ponding.
4) Tlns truss ties been designed for a 10:0 psf txrd= chord IW load norroonaurred with any other live bads.
5) Al ptales aro MT20 Okbas airless dlrenrrlsa Indicaled.
9) This truss requ ms p1ate hg)eaion per ft Tooth Count Method when ft puss is chosen for gMfty assurance Inspection.
7) Provkb rrwchar cd comedion (by dhers) of truss to beafrlg plate capable of vAthstanding 14911b uplift at joint B and 14911b upm al jdrrt H.
8) THs,b use is desigw1l in accordarmwith the 20M kftmetimml Residential Code sections R502.11.1 and R802t0.2 and rdarenc+edstandard ANSiITPI 1.
9) Girder carries lip end with&40aW seibadk.
10)Harrger(s) orslur comiadmdavka(s) shall be pmkied sutlfdert tosupport ommrdrated loads) 8491bdcrvnand46B Ibup a1 I9.4-0, end 849lbdbe;n env468Ibupat 8-0-0a16n16omctxxd. life des(gnlse�ediorl
ef
such connwilundavW:s) is the responslWAY01oftm.
11) in the LOAD CASE(S) my l', n. lards applied totha fare of the buss are noEed as front (F) or track (B).
LORD CASF45) Standard
1) Regular: Lumberincraase=l-15. PI01e tnuvasEr-1.15
Zgk-ens
continued on page 2
10/26/06 THU 09:29 FAX 2085226459 BMC WEST TRUSS
Q 024
w
N
O
19
C1 COMMON i 1
.lab Retwmcoiamdonall
LS. ID 88402 6.20D s Fe
.1 8 61-0 12 212 184-2 244.8 2511.8
t�-0 61-6 6�1� d•{�6 61.6 1�60
WWI==
I�
i
D
&" 1S11-a N 24543
846a 7-4B B."
LOAVNG (PSO
SPACING 2-0A
CS1
TC 0.46
DEFL in (loc) fldd Ltd PLATES GRIP
Vert(LL) 0.19 B•I ;,N9 240 14120 1971144
TOIL $50
Pfates Ircuase 1.15
Luger Insesse t-15
BC 0.36
Vert(TfL) -0.25
B4 '>999 180
TCDL 7.0
BCLL 0.0
Rep Sbmss tncr YES
WB 0.84
Hw4M) D.05
F n/a Wa Weight 98
BCDL 7.0
Cade IRC20031TPIY002
(Mal*)
R16t?t
LUMBER
BRACING
TOP CHORD
Sbuctu;W wood sheathing dlrec4ly 2p➢lied a &" Oc purthm
Top CHARD 2 X 4 SPF 1650E t3E
BOT CHORD
Rigid oeAil9dreaBy app6eda9-4-12 ocbraclrtg.
BOO 0413RD 2 X4 SPF 1650F 1.5E
Wt98S 2 X 4 SPF,9kKI/Std
REACTIONS (Iblstze) I3=1322aF0-&8, 17=1320-&B
Mn H=13=262(loed case 3)
max VptiftB=-6Bb(Ioed case 5), P--485(load cads 6)
FARCES #b) - hfax =rn Can'tprwGb*+{&*nU[nTGmI0f1
TOP CHORD A-B=174. B-C-170d1834. C-0=144aM7e, D-t_=14431876. E-F=1704f634. F.GxW74
SOT CHORD B-1= Wllt2g1. H-1=M5t' 875, F-H= 429i1241
WEBS C4=-434t269. D-i-37RW5, 04t-37035,1=-H=434M
NOTES
1) Unbalanced roof fire loads have been oanstdered far ttis dleslgn. IeR and right exposed; I�srtber QOL-1.33 ptale grip DOL=1.33.
2) Wr d: ASCE 7-96: 90mptr tF2`aft TCOL4- .2pd . eCDL= 4.2pst; Catsga�y 11: Exp C: ertclased� MWFRi.S gable and cone; ca lslt and right oxposed : Dorsh
3) Ttlls t uss has been designed for a 10-0 psi bottom chord five bed nw=r amwt with any other live loads.
4) TNc truss rEqukm dale inspedion per the Toalh Caunl Method when this buss is clrosen for quality assunmoe inspectlon.
51 Provide madhankal cannedion (by Oltters) of truss to bearing ptale capable of cvitttstandng 585Ib upM et j0tnt B Arid 585 Ib tpltft at joint F.
6) This buss Is designed In aocodance with fhe 2003 Irterretiaael Res dentlel Cade suctions R502.11.1 and R802.10.2 and rsNm red standard ANSVTPI 1.
LOAD CA3E15) Standard
.-W6. 01D
m JOnn
N
� 07213C$
U)
�r
Ff
` ' Plate Of�.+C1se s (7�
W LOADIM (PSO
TCIL 36.0
TODL 7.0
BCLL 0.0
BCOL 7-0
M
to
m
N
N
to
ao
0
N
w
0
c�
0
TD SS TSUsa er4L rww Nn n%.%wLQ.A
CIA HIP i 1
lJobRaferance(eptionall
-S, M M2 6.Z DU s Feb 21 ZD0S IV& hsustrias, lac Ttxr Oct 26 09:2995 2006 Page 1
-180 frPO 120 D t 8 ta-5S 245.8 2Sit.e
18-0 11-0-0 6 0-0 o6a 0.0-0 6.0-0 t LO
eeettau-
LUMBER
TOP CHORD 2 X 4 SFF 1650F 1.5E
BOT CHORD 2 X 4 SPF ISWF 1.5E
WEBS 2 X 4 SPF Sttxil3td 'E0Wr
W 1 2 X 6 OF 1180017 i_GE
0
V,
e.6.9
7-L.8
888
.15.0-0- :D-1-00,"
SPACING
2-"
C9
TC OA7
QEFL in
Vori(LL) 0.18
@w) llidafl Ud
EW >9N 240
PLATES GRIP
1111120 1971144
Plates Irtnxease
Lnmrberfnereae
1.15
1-15
BC 0.37
Verl(TL) -0.26
F44 • �-999 i80
Rep Stress roar
YES
WB 0.59
Horz(TL) 0.05
F rnrd r1a
Weight1121b
Code IIRC2DM1l1PIWW
(tiAatrbc)
BRACING
TOP CHORD
Sbucttrrai mood shsait N directly applied or 6-0-12 oc ptrlins.
80T CHDRD
Rigid telling directly applied or 9-" or. bracing.
fimTIONS (Iblsim) B-1328M.&g, F 1328l0.6-B
Max Horat?~260(load case 3)
Max UptM&=5B6(1oad case 5), F-585(load case 6)
FORCES (lb) - Maxkum Canpres kdh4axlmum Tw60n
TopCHORD A-B=M4, B-C--170Wb38. CA--143Ss671. D-E=143MM. E-F=i7CTffi35, F G*74
BOLT CHORD B-J=-SW129k I-J-2GB1863. H4�-26@= F-H= -43111255
WEBS CJ= 4271282, D-J-3 J5t8. D4t=36017, E-1-1=4311267. D-I= VI5
NOTES
1) Unbatrnced roil five coeds have been oansifti ad for this diastgn
2) Wnrdk ASCE 7-08; Wngi X tr-i5tt TC0L=4.2psf BCOL=4.2pst. Category II; Exp C; en*red; kfiV S gable end zone; cantilever bft and right enosed ; poroh left and right exposed; Lumber VOL 1.33 plafa grip DCL=1.33.
3) This truss Fes been dedi+gned for a 10.0 psi bottem chord lbe bad nancvnorarent with any eater live loads.
4)This truss regrires plate Irispecthn per the ToothCour1 MathW wirw3n this truss is chosen for quriliy assumnoeinspection.
5) pmvWa mschaniod antnne ban (by others) of truss to bearing *le, capable of Withelsnding 586Ib uplift at pint B and %5 ib uplift al joint F.
sl Ttns truss is desiWwd in accflrdanoe with the 20M lrdarnalinaal Residential Code meo kw s R50ZI 1.1 nand R902.10.2 and reierenred standard AAISIITPI I.
LOAD CASE(S) Standard
07213-M
C1g IHIP I I 1
s
-1-6-0 5-11-0 IQ-" 14-SA 19-" _ 24-" 25.11-8 I
f 6-0 S�0 6&Q 4$9 5" 5-afl f 8 0
&-IMAM=
scowl==
8 s g 1511-0 i 24-"
asa _ 7-" ass
EDMKG (psi)
SPACING
2-"
CSt
TC 0.28
DEFL in (ioc) !,'deft Uld PIATES GRIP
Ved(LL) 0.16 G1 >51W 24D 119120 197/144
TCLL 35.0
TCDL 7.0
Platesirlvease
Lumber Inmessa
1.15
1.15
Sc 0.36
Veri(TL) -0.23 Gl 2-9M 180
.
BCLL 00
RepShremIrcr
'YES
we '026
_ _ Hora(TL) •005---G---rria—rife....._._.--...---•_-_.
Welglrt 100 lb
SWL 7.0
Code IRC2003F PLM
(Mam)
BRACING
LUMUM BER
TOP CHCAV Stnsdlualiod i wood 4waWre directly appor 5-2-1 t oc pudIn :.
Top CHORD 2 X 4 SPF 1650E 1.5E
BLOT CHOtRD Rigid oeilis>g mdyappiiedor9-" oc tracing.
d�
BOTCHRD 2X4 SPF 1650F 1.5E
WEBS i Ra rnfdpt EJ
WEBS 2 X 4 SPF StudGlRawat
REACTIONS Qhfsim) B-132Bi ". G=132805-8
Mu HorzB-2t3@md case 3)
Max UpIMB=-572(loed case 5). G=572(load Case 6)
FORCES (ib)- Maximum Compressloc4ardreum Tension
SOP CHORD A-B=W4, S-G=-1732iM. C-i�143'1=1 a-E=-t024f513, E-F=1432i539, F-Cr-173Z'fia6, GH-0fT4
BOT CHORD 64Mi32a, IJ—XVICS. G-1= 4I D1132$
MBS CJ=-U31216. DJ-256f328, E-.P-2121213, E4=-264W1, F-t 314 216
ROTES
1) Unbalanoed root live lands have been oonsidered for Uzts design
2) Wind: ASCET-0. 9Mnpk tF25it �L=4.W BCDL=42prak CaUsary U; Exp C; enclosed: MWFRS gable eM mrter canblmr ell and right exposed; porch M and dglrt exposed; Lursiber DCL=1.33 plaRegrip DOL=1.33.
3) Prmiide adequate "page to prevent water pawing.
4) Ttuss has been designed fm a 10 0 lb pd bom chord tine load noncormneit wBh am cow (Iva loads
fs b
5) This truss regvm plale inspection per the Tooth Coup! Method when this truss Is chosen for Quality assurance inspeeUorf-
6) Provide rmechacicel connection (b1► Mom) of truss to bearing plate capable oiwNtstanding 572 Ib uplift at Out B and 572lb uplill al joint G.
7) This tress is desigrsd to aocordanoe With the 2003 International Residangal Code sections R50211.1 and Rt3I1 U and referenced standard ANSIITPI 1.
LOAIDCASE(s) Siaidard
lode -1:r1 2
00
N
C
07213-08
Type
C1C J KF
TCLL 35-0
TOOL 7A
BCLL 0.0
BCOL 7.0
1sSA 25.11-B
. 1-" 8-a0 1-b-0
1.8.0 a4a e-54a BA-0
SPACING 2-"
Plates [ruse 1.15
Luber baeass 1.15
Rep Sltesskw NO
Cade IRC200C3TM042
LUMBER
TOP CHORD 2 X 4 SPF 16OF 1.5E SxoeW
72 2 X 6 OF 1 BMP 1.13E
BOT CHORD 2 X 6 OF t800F 1.6E
WEBS 2 X 4 SPF ShrdW
REACTIONS (iblsbw) 8-307&0.5,8. E=307310."
Marc Horn B-169@w d csise 4)
Max UpbR1-1765(load case 5). E-178/(load case 6)
mauno=
am7aav=
8�0 Iasa cube
8-0-0 B-58 68Q
CSI DEFL in (Ica) VW L1J PLATES GRIP
TC 0.44 Vert(L.L) 029 G-H >999 240 MII20 1971144
BC 0.64 VefE T`L) -0.38 GPI >752 180
VVB 063 Hw4n) 0.05 • E Na Nb- Welgl . 237Ib
(Maa)
ERACM
TOp cHDRD Structural woad sheethbtg d x* applied cr 6-" cc puffins.
BOT CHORD Rigid cealrg directs applied or 1044 oc bracing_
FORCES (lb) - Maximum Cbrmpnassan%Aax =mTOrt ;bn
TOP CHORD A43=O►74 B-r_-501gt2988. C: 3G-397&B14. 0-E=-501312M. E-F=M8
BOT CHORD B-H= 2540f4015, H.1-25DQf3958, W=2500I.i85k J-K25WrAW. K.L 25DD1395% G4r=250=858. E-G--23MI401 D
WEBS Ck-1462J2612, C-G-2221'167. 0-{r-151012M
NOTES
1) 2-pty truss to be ccnnected tagethwurlih 0.1317rr Wls as tdlGws:
Tap chords o wro: tad as tollo : 2 X 4 -1 roar at 0•t;<-0 oc. 2 X 6 - 2 rows at G-94 or-
Bottom chords ccmiecbad as foi2ows: 2 X 6 - 2 rows al 0-7-0 cc.
Webs corroded as fatlaws: 2 X 4 -1 raN ell 0-9-0 arc
rued (F) arback(Bj face In the LOAD CASE(5j secricn Ply 10 ply oortrectians have been pcouided to d crba aNy beds rated as (F) or (B), ttrtess
2)AII loads are considered equally applied to a0 plies. exceo if ad d as
dtavAse Indloat0d.
3) Usbalanoed roof We loads have been considered for this desig&
4) Wind: AsM 7-Dt Wmph; tP25A; TCDL-4.2ps1; t3CDL=4.2psf; Category ll: Exp C eWoset AS V4M gable end zoe; candle+ left art dq* exposed . porch IsR and.dgM exposed: Lumber DOL=1.33 plate afp DOL=1.33.
5) Provide adequate dranage to prevent w9ler pcnding.
6)TNs truss has bean designed for a 10.0 psf bdtt m chord live load norxwncurreM wttharry aaherliu0lauds.
f7 This buss regrtf w plate inspection per the Tooth Count Method Nten this truss is chosen for quelity assarame, tupeciian.
8) PwAde mechukall eomedlon (by others) of trim to bearing plate capable dwithslandirg 1786 lb uplift all Joint B and 1781 1b upW at Jain E.
9) This puss Is dazoied In acconimve Wth the 20M ttttwm5anal Residertial Cade sections R502.11.1 and R802.102 and regreroed standard ANSlJ TPI 1.
10) Use USP HJ= (Wdh 16d wafts Nlo Girder 810d oasts IrnoThiss) er equlvalorn spaced M 84-12 cc max. stariirg at 5-0-6 tTern IAe left end to I6.6-210 cameet trusa(es) J1(1 ply 2 X 4 SPF), K1KJ (1 pry 2 X S DF), J1(1 ply
2 X 4 SPF). Ki HJ (1 ply 2 X 6 DF) 10 trout face of b=m cbard.
11) Use USP JUS24 (Wdh 10d naffs Irmo Girder a 10d naffs Into Truss) or equivalean spaced at 2-0-0 cc max. starting at 10-0-12 from the Eeft end to 144-12Io ccrmd truss(es) J1 (1 ply 2 X 4 SPF) to frog face of bcticm chord.
12) Fe all nag holes where hanger Is it oardact Mitt lumber.
Sob . rdLr
LOAD CASE(S) Standard
Cc*vjed on page
Co Job muss •-
Cq
O D7213-CS CiC HIP
19
B&CW_U(jDAHoFALLS1. E MD FALLS. ID83402
MADCas6(s) Simlad
1) Replac Lumber U=&sw 1.15. Prate lrwmse-1.15
UnUoFm Loads (pIl)
Vert A-C=-BA, C D=-84. D-F-44, WE-14
Ca wsrb W Loads (lb)
Vert H=1 DGgF) Cs=1084(F)1=-342(F) J= 342(F) K-312fl L--342(F)
0721345
C1GD ICONOXIN I 1 2
LOADING (psfl
TCLL 35.0
TCDL 7.0
am 0.0
BCDL 7.0
LUMBER
TOP CHORD 2 X4 SPF 165E 1.5E
SOT CHDRD 2X8DFSS
WEBS 2 X 4 SPF ShWW `Except'
W 12 X 4 SPF 1650E 13E
61�6 12-2-12 1 B4-2 2458
61� 64 s "-6 6-1-6
5,6 r112D7
�z�y env Max 11 ralc ran=
"12MG2011 4A2&0av
616 12-2-12 1a4-2 245$
618 6-1-8 64-6 61-6
FACING
2-"
CSl
Tr- 0.60
DEFL in (1oc) wall Ltd PLATES GRIP
Vergi-L) -4.19 CH >ON 240 A1I1M 1971144
Plates Increase
I- nhberlrlrsease
1.16
1.16
BC 0.72
Vert(TL) -0.30
GN 2-946 180
Code
O
96
Hwdn) OA7
E Na - Nor Weighl: 270lb
1RC100CiriF12Q
(matrix)
BRACING
Tap CHORD
Structlrat wood d2cel11lrag dkociiy applied or 4-2.5 oc pudins.
80T CHORD
ftid ouillM dirediy applied or 1040 cc tracing.
REACTIONS (Ihfsiae) A-019244K E=732505.8
Max Ho zo 2b2tload case 3)
Max UpliitA=2937(load cane 5). E=3077(Inad case 6)
FORCES (lb) - Maximum compres Kw Alaxlmum Tension
Tap CHORD A-B-1017814222. Bic-- i 712m. CA =-GM2409 D-E=1017Ef4223
BOTCH= A,1=4%7M33. I-J---3567{B=, J-K=3657b=. "=-3557;W3;i, 4it=-35S?A=. L-AO-35b713333. h6.N-3557f8333, G-N=-MT183A G0- 34faeM3. O-P--�11318333. P -3413f8333. F-0-3A1316333
, F4R-34131t'1333, R.S=-311318333r S-T=341318333. E T--W13=3
VVESS D41--1398f3163, B G 3MRs30, C-G,- 14. DZ -32 INI532, O F=1398f3162
[COTES
1) 2-1y Wss to be ooarmcle i topther w11h 0-131'xr Nails as fotloom
Top dew& oanr eowd as fdlavls= 2 X 4 -1 row at 0.94 oc.
Bottom chords connected as follow: 2 X 8 - 2 rows al D4-0 oc.
was connected as foloves 2 X 4 -1 row at 0.9-0 oc.
2) AU loads ass a zdde>red eWaNy applied to a4 piles, except if rated as fsaN (F) or beck (B) face in the LOAD CASE(S) section Pty 10 ply cornyliom have been provided to distribute ady loads noted as (F) or (8) toeless
olhenAim k4icaled-
3) Unbalanced mof IW loads have lean oonstdered for this deslgrn
4) Wind: ASCE 7-96: 90mpk tr-25t TC13L-4.2W, BCDL=4.2psf. Category tl; Exp C; erdosed: MV FRS gabEe end zone: cantilever feR and right exposed : porch left and dgh4 expwW. Lumber DOL=1.33 plate grip DOL=1.33.
5) Thhis truss has been designed for a 10.0 pd bottom chord Erne load nanconrxiront witty any other live loads.
6) This truss requires plate inspection per the Toa{h Co1mt Method when Hai& truss is chosen for gjBRV ass mnoe ttispedon.
7) Provide medw ical oonnedon (by others) of truss to bearing Mate capable of wi standing 2037 lb 401R d jerkd A and 3077 lb uplil at joint E.
8) Ibis tins is desgned In accordance wHh the 2(103 Ilternational Residr+ntial Code sections R502-11.1 arld R802.102 and mil renoed standard ANSUTPlI 1.
9) Use USP TH026(Wdh 16d nags li to Girder 8 NA913 nets Irto Truss) or Bquiraled spaced at 240 cc max. starUngat 1-6-12 kw the left end to 23-542 to connect truss(es) D1(1 pty 2 X 4 SPF) to tack faas d bottom chord.
10) F111 all nail hales when hanger Is in owdect with Im9w.
LOAD CASES) Standard
scd.=1:Ao
Car linuad an page 2
OOM MON
ZE,
LOAD CASE(S) Standad
1) ReFlar. Lumbeir (naease=1.16. Plate bxm98=1.1S
Unff n Leads (Plii)
Vert A-c=-84. GE—M. A-E-14
Co rAm*aW Loads ((b)
Vat 1-997(B) .L--997(B) K=-%7(B) L=-997(B) M=997(B) N=-997(B) O=-W7(B) I}--997(B) 0=4MB) R=897(B) 5--997(8) T 997(B)
N
Cl)
O
19
V)
U)
04
H
y
U
W
H
07213-H
LOADING (psi)
TCLL 35`0
TCDL 7.0
sm 0.0
BCDL 7.0
UMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
80T CHORD 2 X 4 SPF 1 BEF 1.5E
WEBS 2 X 4 SPF SWdGW
WEDC-E
Right: 2 X 4 SPF Sh dMLd
CMQACIN 112 1 1
1.6Q 1 54-3 1P86 WIP) 21-1-12
160 54-3 543 54-3 5-1-3ws rem=
D
s
all
a
7.412 i
13-11-0
214-12 -
7-542
6-54
7-2-12
l 03-0
9PACWG
240 0
CSI
DEFL in
Vert(LL) a.11
(Iac) VWI Ud
F G �499 240
KATES GRIP
ti/i120 197I144
Plate5111x Be
tumber Irletease
1.16
1.15
TC 0-38
BC 0.32
Vats) -0.15
B-H ?989 180
Rep Suess klcr
YES
WS OA3
Hw4n) 0.04
F n/a via
tNagFd: 821b
Code IRC2002ffPITOQ2
(Matrix)
B6t1lCBJG
TOp cHom
SinuctuM wood shea"tWN dra dIv applied ar 6-7.6 oe purfins.
BOT CHORD
Rigid ceting drecily applied or 1 D-0-0 0c bracing.
REACTIONS Qbfstze) 8=117WD.&-B. F=10111Mechanicai
Max HorzBz246(lcad case 4)
Max llpiiflB=-621(load cases) F=422(Wdcase 6)
FORCES (lb)- Maximum Compm WoniMaximum Tensim
TOP CHORD A.B=0(74. B-C=t4671541. C-0--1238f5T7. D-E= 1243f502. E-F=14421554
BOTCHOW . E�.H=4821`it05. G-H=241/754, F-G-3MIlM
WEBS C-H--3691229. D-I-t=-32t1452, D-G=335W. E-G=36W32
NWE3
1)Urtdamed roof We loads Have been omsidered for this dssksn. M : Lumber OOL=1.33 plate grip DQL=133_
2) Wind: ASCE M; 90mph: h=26n; TCDL�_2pd. BCaL=4.2p51: Cabagary ki; Exp C; erdos�ed; N WFRS gable end zone. cmdever V A and tight exposed : pad>I
3) This truss has been designed for a t0.0 psi bottom chord tare load nonoarurrefit with any a0w We loads.
4) This truss regLfrw plate impecbon per the Tooth Court Method when tWs truss is ebosea for glralily assurance Irrpedtn.
5) defer t>D glydhr(s) far truss 10 truss 0Wr=tlans.
6) Provide madiar+td oonr n (by c ihem) of truss to bearing p1sbe capable of vANSI ad"e+g 521 Qb upM at jaad B and 422 lb uplift at )drd F-
7)Th"s truss is das%ned In wccrdenae vrtth the 2003 Interm onal Residential Cocoa sections R502.11.1 and II OZtO.2 and refamnced dandardANSVTPI 1.
LOAD GASE§) Standard
Sdi-I:M 4
n
0
119
HOWE
54-9 04-6 i ts" _21-4-12 F -1 Q-1Z
1-0-p 5+3 5.4-3 5-4-3 � 54.3 � 1-&0
sA IttlD r1
!e Uuvm
�9YIGD=
Cn 7-5•12 1311-0 214-12
a- 7-5-12 654 7.542
E"{ Plate lXY): O0- 10.0• E�1504-8 .00-11 D-O- .
G (psQ SPACING 2-0-0 CSI
TC 0.42
PLATES sMP
DEFI. f1971f44
VOI(LL) 0.09 M n-90 240 mm
TCLL 35.0 Plailes; Increase 1.15
TG13L 7.0 Wmborteaease 1.15 BC 030
Ver1(TL) -0.12 HJ '>999 180
H da
RWSlrewInY NO VVB 031
CodeiRG210DUM12002 ( )
Horzm) 0.04 nfa
Weight 131[b
BCDL TA
LUMBER
TOP CHORD Sfruchlral wood sl�atlttrtg directly appltcd a 5 9-15 cc p4tritrls.
TOP CHORD 2 X 4 SFF I SWF 1.5E
BOT CHORD Rlgid calling dire* applied or 1040 acbracing.
SOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2X4SPF ShrdlStd
OTHERS 2 X 4 SPF ShdfStd
REACTIONS (Ibfstm) 6=117WD 6-8. H=1178f0-"
Max Horzt3=2.'9d(load case 4)
Max UpIW-523(kad case 5). E- b23&W case 6)
m
N FORCES (Ib) - Maxim= Ccrnpreaslar�Um Tension
B=of74. B4r-1462i547. C-D=t3t38f527. D4~-12241554, E-F=1224t&W. F-G=136W524, G-H=146W52, H4=W74
TOP CH= A
as GOT CHORD %K=-"tDg6, J-K-283r183. HJ-395ltDM GRAB=-53hi1
K P K Z=2971433, E-Z=3011437. E-AA=298143i. J.AA�-29M433, J-A8�65iMX FA"S6f213. C-P=-G 184, P Z= ZW5, Z.AA=56182 AA -A
Nli=581T1.
WEBS D•P=362 615, -35=7.
NES
)Unbalanced root live loads have beenconsidered for 11tis deslgL
2) Wmd: ASCE 7-JS; 90 TO; h=20k; TCOL 4.2psf; 8CDL=4.2psf: Cau*ory fil; Exp Q andiosed; MWFRS gable aM zor e. car►1iiww left and right exposed: pach left aW rigM exposed; Lumber DOL=1.33 pliale grip DOL=1a3
3) Truss dosigr ed for wind !cads in the plane d the buss ottly. For duds a gwad to vAnd (normal to ffw face), see MITak -Sartdard Gable E-Z Dow
c� 4) This truss has been designed for a 10.0 psf bottom dxsd live bad norroarta>:rernl with any other Five loads
5) All plates ace 1..6x4 MI120 urtess dlfunwise Indtcaled.
c 6) This buss nxpb s plate Impect on per the Todh Count Me@rod wiles ills truss is d Kww for Qu63ity assurance fnspecFon.
7) Gable studs spaced al 2-" cc.
a 8) Provide mechanical aonnwfan (by ethers) af truss to bearalg plate capahte 0hAfttSb1fKt 9 523 lb upuA at joint B ar1d 5231b uplift e1 Jogtt H.
9) The truss is designed In amordanoe wVLh the 20D3 thImMifonal Residardial Coda seckns R502.11.1 and R802.10.2 and referenced standard ANSM 1.
LOAD CASE(S) Standard
m
0
m
N
0
.-i
sb-IZ*A
d0
c-�
C
19
U)
CJ�
Plato
__
E-4
LOADING 061)
TCLL 35A
TCDL 7A
U BCL.L 0.0
�
C BM 70
E1
22-0 74-8 5142 14-0-10 1&tt$
22-0 74-9 1.94 4-11f-14 4-ILM4
ad rit:o=
'2.& kU fl It E
6,
bllilia71)
M21iin=
I.ZX*?MZD11
7"
14 0»t0
1�115
7-4 9
64-2
4-10.14
0-0-0 V G-4 G 4-0
SPACING 240
Plates lncnm a 1.15
Lurribef Increase 1.15
Code 1RC2003i1Ptt2M
CSI
TC 0.88
BC 076
(M*U) 46
DEFL
VergLL)
Vert(TL)
Horr�Ti.}
6► Qac)
M11 B-K
4113 B-K
0.03 H
Wall
:-910
a389
rlfa
Lfd
240
180
PLATES GMP
RWO IM44
Weigbt:113 TD
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 16WF 1.5E 'Except'
62 2 X 4 SPF SbAStd
WEBS 2 X 4 SPF SZUdI' W
SLIDER Left 2 X 6 OF 1800F 1.6E 4-6-5
REAcTjoKS Chlslm) 8¢112ZN.9-B, H=9111DS8
Max Hai B=Wlmd case 4)
Max UpUUP-611(load rase 5) H=-376 fled case 6)
FORCES (ib)-MaAmmGaWessiDrNaxlmumTension
TOPCHORD A S=aW B-C-121IV43B. C-D= 4W4B4. D-E=983P556, E F=7731479, F-G=762t314. G-H=87&M
BOT CHORD 6-K=-4911825 J-L=S1110Z K-L=-51f102. D-K=4leM45, J-M=W62, I-M=DM H-1-2W44
VdiEBS 14(=277R&. E-144 4[d4tr158. E41 20W161. F-1=430=3, GI=20SM2
BRACING
TOP CHORD Stmdkvd rood d eathirs directly applied or &" on P11"I rs. ezww WKI verticals.
BOT CHORD Rigid cieffelg die* aPP%d er 1D-0.0 cC fig -
WEBS 1 RoAP al mldpl E-1
NDTES
1) Unbalanced roof 6+a loads have been cansidw9d k r M design.
2) Wind: ASCE7--98; 90mphc h-M-. TODL-Upsf: BCDL-4.2psf. Category II: Exp C; enclosed; MWFRS gable end zow: candeusr left and right amsed ; parch Wfil and rsgbt exposed: Lumber DOL-1.33 plate grip DOL=1.33.
3) This truss 11es been designled for a 10.0 psf battom chard live Iced nonconeurrent wzih wq older two beds.
4) This buss regzdres plate Inspecom per the Toots Gcurd Methml when this buss is ch osee for quality assara= lrlapecOw.
5) Provide mechanical connection (try ohm) of Buss ba bearfne plate capable of%M%sLwcQ g 511 ID t1111'd1 at joint B and 376 lb uplift at Wrll H.
6) TUr, tyxw Is designed in accordance vdth the 20M lydernalional Residential Cade secW m R5W.11.1 and R802102 and referenced slandard ANSVTPI 1.
LORD CASES) Standard
sue.- b".7
w
O
s
07213-06
LQAEIING (psl)
7CLL 35.0
TCDL 7.0
BCLL 0.0
SCDL 7.0
EIG
SPACING 240
♦Tales lnraaaw 1.15
Lumberfavease 1.1.6
Rep Sirens Inor YES
Coda IRCM03lTF12ti02
LVMMR
TOP CHORD 2 X 4 SPF 1650E UE
BOT CHORD 2 X 4 SPF 1690E 1-5E 'El OMe
52 2 X 4 SPF SIudf5ld
WEBS 2 X 4 SPF ShxltSDd
OTHERS 2 X 4 SPF SWSW
SLIDER Lest 2 X 6 OF iS00F LGE 4-6-5
MY MY 6erar.r r9b-LM +rrurfc, - ..�
1 1
1jdbR.Eferervm(oPIbnE1
6.290 S
-2-2-0 T-" 9-t-12 14410 1r;11-a
2-2-0 1-9-4 4.1a14 4-10.14
2s Mm=
I.Mar s
w1dwil E
s� ulr� u � 4121�OD=
7-i-a 14410 t&17 8
74-a e-&2 4-10-14
Cal DEFL €n poc) VVI Lid
TC 0.68 VergLL) 0.11 ELK }999 240
SC 0.76 VedUL) -0.13 B-K >895 180
WB 0.46 Has(YW 0.03 H Na da
(M*k)
RFACTLDNS (mkbm) 13=-112ZW3S, H--911M-"
Max H= B-488(Eoad case 4)
Max Up81B=511Qo0d case 5). 141=476(lcod case 6)
FARCES (lb) - AlardrmmC mpres! iw Alaximtxn%ion
TOP CHORD A43--WT. B-C-121 U438. OD=SS:EW. D-E=-S831raN, E-F=T13F479, F-G=-7Wnl4. C-H=876045
BOT CHORD "=-4Btl82S, jAF=-S1f102, K-AF=41/iM. I)-"19t245 J AG---Q°Gl. (•AGM2. KL=-28f44
WESS I-K=2771554. E-K =49NT59, @-1=20161, F-i= 3. GL=�QEslf
G-t!
PLATES GRIP
M1120 1971144
Weight 161 lb
BRACING
TOP CHORD ahwt raJ wood aheathirg dWulfy applied or 60-0 oc pulfw, except end va tiMs.
DOT CHORD, I1tid oding direcft applied or 10-" oc bracing.
WEBS i Rtmw al rr idpt E-1
NOTES
1) Unbalancod coal live loads have been considered for this de sign. Lumber DQL 1.33 plabo grip DAL=1�3.
2) Wind: ASCE 7-90; S&mh; t1-25it; TCDL=4.2psP.. BCOL=42psF, CMBWV II: Expo. used; MWFRS gable end zcna; caMew left and right exposed; poach left end right expmed;
3) truss designed for wind loads In lha plane al the truss ody- For sbuds exposed to wand (normal to Ow fowN seo MTek'Standard Gable End D+etar
4) Tots puss has been des*M for a 10.(I psi bottom curd We load rlonconowerd with arty o[hor live loads.
6) Am plates are 1.5x414 IM urdws olhwA so Mcabad.
6) TNs tnss requires plate Inspedioa per V e Toolh CounA h(a tt el v4wn this MM is Oman for grall y assurance Inspedicr►
7) Gable duds spaced a12-0-0 oe.
8) Provtde mechanical connedian (by a hem) of tress ttD begfig date capable alvlitttstanring 5l1 b upM al Wmt B and 376 lb uplift at joint H.
9) This buss is designed In accordance with ills 20031rAerndDW Reskledd Cede secdors R502.11.1 and R60M0.2 and eeknwoed standard ATdSVM 1.
LOAD CASES) awdard
Cob- 1.?27
m JQD ...,� ..
0 07213-05 IEIGD SPECWL
OYRUM CAI 9 C M 2%dri7
Cn
t-1
Plate Offsets �
Cn LOADING (pst)
TOLL 35.0
TOOL 7-0
U 6CLL 0.0
BCOL 70
s
2
9$"
3.e4 7-" a142 13.1.0 168-0 i 16-11-8
3.84 1-9.4 D454 : 3" 350 2-M
mn►um a
D
wff
30/1Jx i
3m Lull
r.6ruSa-
i13
F
MUM=
A
0
O R P 3 T
t dum= 3t9 4=3 Iar12NIA=
Y�
K
E
aDeH4Lw-
tapLrtL7
sarA2711
H
YN
b%MN- I
N
WHO =
2069um11
a44=11
rsto 4G0=
34A ya1 g
s a 8 1'3-1-0
16 &0
18.1119
3-8.4 3.8.4
2-3.8 I SD
330
2 5 8
JA-8-1z0-0.14J:a2-12 D-2-4
-0.7-1 a
SPACING 2-0-0
C51
IDEFL
In (hoc)
lldeft
Ud
FLATES GNP
M1120 18T1744
Plablnorease 1.15
35
TC 0.25
Ved(LL)
-0.09
O-P
>999
240
Lumbar tnwwse 1.16
BC 0.77
Va* L)
-0.14
O-P
H
>999
180
�
ass IncrD
WB
HwA(TL)
0.11
n!a
We*� 379Ib
Code
patfx0.76
LUMBER
TOP CHORD 2 X 6 DF 1800E 1.6E
DOT CHORD 2X8DFSS'-=*-
02 2 X 4 SPF Stadocl. 64 2 X 6 LSL Tuuss (bade. B6 2 X 6 LSL Truss Grade
WFEBS 2 X 4 SPF S -qtd 6ExoWr
W32X48PFt650F1.6E.W22X4SPFt650F1.5E.W1I2X45PF I8WF1.5E.W102X4SPF16WI.5E
REACTIONS (Ibfsme) A 71W*3-13 (IrtAtC 034). H-CASIZ-5-B
max HorzA-351(load case 4)
Max UpIIftA-?sWk*d case 6). H=26Woad am 6)
kw-
131MCING
TOP CHORD SCr cwrjwood sbeaU M direr9@yy applied or t's0-000 purlim except andvedicafs.
6OTCHORD Rigid cei&V directly spelled or 640 ocbracing. E=ftit
1 Raw eA rnidpi D-L
FORCES (lb) - hlaximum Ccmprsssk"?OlmdmLan TensrOn
TOP CHORD A -lam 954313960. B4`.= G 723wa29. D--640912767, D-E=6426J2779. E-F=�i673f2721, F-G z62M1 K C 4=-628?IM
BOP CHORD A-0=333817968. O-It=33W75K P R 3338f1b66, p s--333WW8. S-T=333W5W. O-T=-033W56iL N-U=-16S/46. 0,U-16146. C.Dz-65Esf1455. N-V=709 2713. WV=7271309. L-W--W71894.
D.L=-83W7S LAN=182414488, K-W=1824f4468. K X=t934f4639 J-X-1908r4573. IJ=19r21. FJ-1477f568. H-1-102J273
WEBS "=.I I0PJi538. WC =1997t920. L-0=-?;W&M. O-0G2135f4811. D-K=973dM. E.K=16U139. F.K= 40WS48. G.1--2178P8=. Ld'&--38?.1M. HJ-244iE9
NOTES
11 2-ply truss to be oorntecced togeMer with 0131'W Nails as fdlmum
Top chords awww wad as f kxvs: 2 X 6 - 2 rms at & 8-0 oc, 2 X 4 -1 my 010-9-0 cc.
Bottorn chords eonner*d as Idiom: 2 X 8 - 3 rows at 0-7-0 cc. 2 X 4.1 row at a8-0 ao. 2 X 6 - 2 rows at 0441 cc.
Webs cormocted as Idiom: 2 X 4 -1 row at 0.9.0 oc.
2) PA loads am oonsiderOd equally applied 10 all piles, except ft noted ashortit (F) or back (B) face In the LOAD CASE(S) section. Ply 10 ply aenllee#auls have t>Ieen provided to dlsttitxrte only loads noted as {F) a (B), unless
asherwba ltd9caled.
3) Uinbalanoed rocs live loads have beenconsidered for Ws desiglr. ose� MWFRS gable end zone; canliie+rrpr left arrd right eased : porch left and right exposed. Lumber DOL=t.33 plate grip DCL=1.33.
4) Wird: ASCE 7-0 : 90Lrlph: tt=251; TCDL�.pst, BCDL-4.20. Category W; Exp Q erd
5) TNs truss has bean designed for a 10-G psi bottom chord be toed noncanasront vdth any other live loads.
6) This truss requires piece kmPwtian Per the Tooth CDUA Mathod vAwn this truss is chosen far q►aW assurance Inspection`
7) WARNING: Requirod bearing sae all )oird(s) A l3eaW than lnpul hearing size.
8) Prvvids nochactical connection (by allwss) of muss to bearuu9 PaW capable d wNtstarding 2988 lb t0ifl st joint A and 26831b upild at joint H.
9) This buss Is designed in a000rdonce %with the 2003 h2wratlowl Rastdaltial Code sections R502.11.1 and R802.102 and rdererced standard ANSffFl 1.
10) Use USP THEM (V 16d pals ante Girder & N= malts Into Truss) or equivalent spaced at 240 oc max. starting al 0-11-4 from the left end to 16-7-12 to ownect buss(esj R2 (1 ply 2 X 4 SPFj to track loot d txtti0rn
tth
chard.
11) Fill all `rail hdas where tenger Is in oocttact with kvW3er.
am&.1:►4A
GOACA U MObndard
07213-D6 J E1 GD
LOAD CASECS) Standard
1) Regdar. Lumbar incmase=1.15, Plate lncrose=1.15
Uli[nrm Loads (pti)
Veit A D- 8 . D-G= -84, A-0=44, M44m-14. J-L 14, H-1=-14
Ccaxw&aW Loads (1b)
Vert iG=1309(8)J-13"B) 0=1317(B) R=1317(8) X=130%B)
GIO .[00 „u
o B721 US E2
SPECIAL
1
0
cin
H
Plata C%sels aYp 0 4.1,0.43L
iE:O-6 7 43�k {J •4.0.341. fl
W
LOADING W
SPACIKG 244
TCLL 35.0
Pktas dnauaae 1.15
TOM 7.0
IBrrti>Prtwnme 1_t6
U
6CLL 0.0
Rep Stnass Incr YES
�
BCDL 7.0
Code IRC 411Pi0.000
a?
0
As
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.3E
HOT CHORD 2 X4 SFF 165OF 1.5E •Except'
B2 2 X 4 SPF StuMtd, 64 2 X 4 SPF Stud/Std. 66 2 X 4 SPF SWStd
WEBS 2 X 4 SPF Shrdt9td
SLIDER [Bet2X613E 18W 1.6E4.6-5
S
7.4-8 . &142�8,0 i6 60 >IE!
2-2-0 Pi1l-o 2.&6
Sol Uwe a E
Ju��- � i er►sia[1 saYJm=
1-scs�2Da
7A$ �gq 16t30 1&tt8
7-4-9 2.0 $10-0 2-G8
CSI DEFL in Qoc) Weft 11d
TC 036 VergLL) 0.11 B•N 19M 240
SC 097 Ver141L) -0.13 B-N :,IM 180
WB 0.51 Ha7CM) O.D5 H Na tYa
BRACING
TOP CHOFW Shmhual wood shealhing dinedrty► applied or 64- 41 or, purllns, ercepl end verticals.
BOT CHOM ftigld celing direetty applied or 640 oc bracing. Except
1 Rmv at rrtidpt E-K
REACTiDNS (Iblstne) f3=11?21�.i-S� H�J11rD-Ira
Max H= B=466(load case 4)
Max Liow-619(Ioed case 5) Hm-367(loed case 6)
FORCES f b) - Ma*rum Carnpressiortilt►twImum Tenslcn
TOP CHORD A48--= B-O--1176M9. C-D=9401464. 0-E=-8771531, E-F 8711334. F-G=7751321, G•H=.8761361
BOT CHORD 8�1=5&61790, nl-D`b4f8s N-�1i4f6, O 11=-44Q1215. L-14�-781i5, l.•P~--38I33. K-P=39133. E-K--3QQr2Dr7.J•K=340(T32.1 Q-17128. J-Q=17k8� F•J=3SBf 113. H-�-01J3B
WEBS K N=-0141722, E-W-59 i748. F-1(7-23&f234, GJ-324j800. H'92'� K-h4-0J92
PLATES GRIP
140120 1971144
Wef :115 1b,
140TES
1) Urbelanced roof live loads have been considered fat this dm%n.
2) Wind: ASCE 7 90, S(Impk h=251t TCDL=4.2pst 6ML=4.2mt Category► It Emp G: enclosed. MWFRS gable and zone cartiever left and right emosed i parch left wd right exposed: Lumber D0L=1.33 plate grip DOL-1.33.
3) This truss has been designed fiv a 10.0 psi belt m chord five load nonconoturertt vdih any ether live toads.
4) Thls truss raWtres plane Inspection per the Tooth Cowl NIeh d when this truss Is obosen for quaRy assuramm inspection.
5) pjvjM rnedwricai oorrneclion (!y others) ai trues 10 bearing plate cHIPabte of w%Wztartdirt8 519 Ib udftl ail joltd B and 351 lb uplift at job t H.
6) TNs, truss Is des%ned in aocordanm w1b the 2003 llernabional Residential Code sections R502-11.1 and RW-10.2 and retverx:ed standard ANSIRPI 1.
LOAD CASES) Standard
Su&-1..131
U16
FIG
1n
U)
Q�
H
Cn
U
E-r
-1-" i 6.2-0 124-0 13-10.0
1-6.0 62-0 6-2-0 1 6 0
e=t 1ttm=
LOAMNG&O
SPACING 240
CSI
TCLL 35.0
Plates increase 1.15
Tc 0.23
TCDL 7.0
Luarber Increase 1.15
6C 0.08
13CLL 0.0
Rep Stress Ina NO
WS D.D6
BCDL 7.0
Cade IRC200311P12002
(Motrk)
LUMBER
TOP CHORD 2 X 4 SPF 1654E 1.5E
1307 CHORD 2 X 4 SPF 1659E 1AE
OTHERS 2 X 4 SPF Stu MW
12J-0
.o�
OEFL in (loc) lbdet) 1.1d PLATES GRtP
VwgLL) 402 1 nY 120 MIM 197144
Vert(R) -0.03 1 rs'r 120
i-lWAM) 0.00 H nra Na
V1'eiUhR: 49 b
BRACING
70P CHORD Sbuchni wood sheathing direc0y aid cr haw cc paling.
WT CHORD RWd w ling directly applied or 10-0-00c: Wdi lg.
REAcTMNS Wsfxe) B=297112-0. H=2971124-0, L=15ti1112-0-0, M-208112-4-0, N-154f1240. K-2Wt2.4.% J=15UI2-d-0
Max Harz 6=135(foad case 3)
Max Vpli ar-1 D7(loed case 4 H-13D(foed case 6). M-- 101(load cases 5),1-38(load case 4). K=-B%Ioad case 6)..1=48(laad case 3)
lttax GravB4ST(load case 1), Hi=297(Icad case 1). L-156(loW case 1). lb-216(lcad case a N-154OW case 1). K-216(load case 4 Js 154(lood case 1)
FORCES (Ib) - hlaxlmrrrn Cornpressiorrlktiax awm Temlcn
POP CHORD A Et-W1, B-G=-B8190. C4>✓75W. D-E=78M I& E-F=78110i, F-G=-75144. GH=-94142, H-1=DI11
BDT CHORD B-N=.14f119, M-W-14J11g, L-h1=-141119. K-L---1411tg, .Hi=-14fl19. H-J=14111g
WEBS E-L=t3z,0, D-M=-16Q1t08. C-N=-15i185. F-K=16D1107, G-J=1WJ85
HOES
1) unbalanced rod live loads have beein oonsidered tar this daslgn.
2) Wind: ASCE 7-9 3; 9Qrnptr, h=25% TCDL=4.2W. BCQL=4.20.. C.Me3W 11; Exp C: en obsed: MWFRS gable end mm; carver left and Halt exposed; mch left and rightegaset Lumber DOL=1.33 plate 9V DOL-1.33-
3) Truss designed for wind loads In tt>B plane of the WSS ody. Far studs exposed to wW (rlor"I to the face). see hffTdc "Standard Gable End DBW'
4) This truss has bem designed for a 10.0 psi botlmn dwW We Soad Acne wwTad with any ottw Iivs loads.
5) AN pules are M4 MIMI unless Gttmffitse WicaW.
6) This truss requires plain nrspEdlon per the Tooth Cmd Method when this truss Is chosen for quality assurance inspection.
7) Gable requirm 00rdtmmus bOHom chord bearing.
g) Gable dWs spaced all 2-0-0 cc.
9) Provide meal$rkal oorv�ection (by aihers) of truss too bearing plate capable of v Ahstandin3107 lb uplift at pint B.130 lb uplift at joint H. I D1 lb uplift at Joint M, 38 lb up1M at WrA N. 99lb uplift at Jc*ad K and 38 Ib upffi at joid J.
10)TKsftws is designed In, acoonlanoetetih the 2003 Intannotlon31 RasideadEd Code sections R502.11.1 and RGM 10.2 and m4wenced dlarldard ANWWl 1.
LOAD CASE(S) Standard
co& - %M-4
3-06
GD I KWCv'05T 11 I 2
W
0
\
m
N
0
LOADING (psS1)
TCLL 35.0
TCDL 70
BCLL 00
BCDL 7.0
LURIBER
TOP CHORD 2 X 4 SPF f6WF t.6E
SOT CHORD 2 X 8 DF SS
WEBS 2 X 4 SPF SkodfStd
6.2.0 12-1.0
6,20 6-20
AMhttm-
G2-0 12-"
62-0 62-0
SPACLNG
Z"
CSI
0.32
DEFL to (lac) !!'deft Lied PLATES GRIP
Vwt(LL) -0.09 A-0 �,M 240 MUD 1971144
Platasincsease
Lumber Irnonenasa
1.15
1.16
TC
ac 0.80
Vert(iL) -0.14
A-0 >9% too
Rep Stress Incr
140
WB 0.86
Horn(TL) 0.01
C nfa nJa Weight:112lb,
Code IRC200aFfP12002
Work)
BR1ZCBbG
TOP CHORD
Struabm- wood sheathing dredy applied or 6" ac; puriins.
BOT CHORD
Rkfd calling dnactlyapplied or 110.0-0 oe bracirg.
REACTIONS Qh(s w) A=4261104A C=1691M-6-8
Max HarzA-126(load case 4)
Max t l'pld0k=-17W10ad cam 5). C=70500ad cam 6)
FDRCiS (Ib)-Maximum CompressiorAlaximum Tension
TOP CHORD A-B=-314311296, B^C=3195111305
BOT CHORD A-E=102SVZ537, E-F=-10Q11M7. F.G--tV_ T537, D•Cr1 OQWM37. C4)--1029r&W
WEBS B-13-125af2863
NOTES
q 2-* truss to the conneded Iageihwvkth 0.13Tk3r Naas as tdows:
Top chords comasted as fdlahs: 2 X 4 - 1 rvet at 0.9-0 ac.
Botttun chords connected as fblueis: 2 X 8 - 3 rows at 04-0 oc.
Webs oernrnacted as fdlvss: 2 X 4 -1 raw at 0-" cc.
2) AS keds are considered equally applied to all plies. except If noted as (roast (n or back (B) face in the LOAD CASE(S) sectlan Ply to ply aonowtions have been proMed to dsti t do arty bads naiad as (F) ar (0). amass
atimmwise Indicated.
3)1.hhbdfanced rodtive leads Iurve been cons dared for lhts design
gable end z
II: Exp C; er
4) Wind: ASCE 7-9 t 90rn ph; W-25t TCDL=d.2psf; OWL-4.2pst,, Category hdar•,ed; AIVYFitS one: carhlile►�er lit andright exposed :porch !aR and right ehiposed;lumber DOL=1.33 plate grip t30L-1.33.
5) Th% burs has been designed for a 10.0 psf bottom chord the load norc ahasrrent V111h any hither live loads-
6) This truss rewires plate iLVmtlrsn per the Ton1h Count Method %%ban ltts tines Is dhosm for WdMY assumrne ilspeckn.
7) Pruvide hrrwdericat oannecilon (by afhers) of truss to bearing plate capable of Aeltstanding 1756 lb upid d joust A and 705 ib t#i0 at joint C.
8) This buss Is designed in amordanee wflh the 2000 Irkmv t ml Resid rdW Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1-
8) Uiss USP THD26 (V4 M 16d naps Irdo GUber & NASD naffs bdo Truss) or aWiveied spsced at 2-" cc max. star irg at 0.11-12 Brsn the Left end to 4.1 L-12 b oun ned trusses) A1SC (1 ply 2 X 4 SPF) to barb face of bottom
chord.
10) Fit all nail holes whets hanger is In contad vAh lumber.
LOAD CASE(s) Standard
Store -1=9
Continued cn page 2
,gyp IIU" ....-- •ir-
IONSPOST
0 07213r06 �. F1OD 2 JOb Reference (onlionaq
..�...,, �... e• a . a, nn &2DO s
LOAD CASES) Standard
1) ReWlar. Lumberlamsmaml•15, Plate Ir OM90=S.15
Lllab.1 Loads WO
Veer A-C=14, A-8=$4, &C=ai
Ccna wbabed Loads Qb)
Vert E=-158%B) F=1599(8) fr15"S)
V'!
isa
E-r
E-4
U
GO
m
0
m
N
0
G1 1001RA r 12 1 1
Plale C�
0 L OADWG (cast)
TCLL 35-0
TCOL 7.0
Q BCLL 0.0
�
BCDL 7.0
m
m
N
N
m
00
0
N
mv
CID
m
0
Iff
j
SPACING 240
Rates Increase 1.15
Ujmber 6szeese 1.13
Rep Sbws Iner YES
Code 1RC2003/TPI2002
LltltitBER
TOP CHORD 2 X 4 SPF 16MF t.SE
BOT CHORD 2 X 8 OF IWWF 1.6E
WEBS 2 X 4 SPF Sb dGtd
WEDGE
Lam: 2 X 6 OF 1 B00F 16E, Right 2 X 6 OF I800F UE
REACTIONS (Ib/stze) I3.500-M, D=5881U-m
Maya Harz8---IW(toad cam3)
Maur UpNB-- 28t(load case 6). 0=261(ioed case 6)
FORCES (lb)-Ma*MM C«npresslDn/Maxkmm Tendon
TOP CHORD A- -MW. BZ-51311BB. C-D--51NIS7, D4E=M7
BOT CHORD B-F-95W7, D-F-4W37
WEBS C.Ir--WA79
6.0D S V80 21 ZU07 Nf rem incusvaea, air.. eau va A0w=.e;U.
-n-ti9 4." g d p m t
1$0 4S4 4$0 1$0 mu-1123 s
a.+ Min=
c
1,
I-06y I "A
04 7-64 04-12 14"
CS' DFFL In Qoe) Well L!d PLATES GRIP
TC 0.24 Vorgi-L) 001 S-F >999 240 M1120 1971144
BC 0.22 Vert(TL) 001 BF 2-999 180
WB 0.10 Hora(M) 0.00 0 Na nla
() Weighl: 43 tb
MabU
TOPNG
CHORD Shnuial wood sbealhin9 atrec9V app6ad a 6.04 0c perllns.
BOT CHORD Rigel oelirtg dire * applied or 104W or. bracing.
NOTES
1) Urkdanoed rout litre loads Nve bem coaibidered for" design.
2) Wird: ASCE 7-98: 90mpk "5ft; TCDU--4.2pst. BCDL=4.2.; C h* y it; Exp Q enclosed; MWFRS gable and zone; eantliewer left and right exposed : porch left and right exposed; Luff t:er DOL=1.33 date grip OOL=1.33_
3) Ttis truss has bran designed for a 10 0 pat baibom chord five load nonconc Trent w1h any other Kve bads.
4) This truss reWh s plele Inspection per the Tooth Count Method when this buss is dx*m for quality asmrwm lnspacUm
5) PraMe mBdraricei oenrocti0n (by dlhem) d truss In bearing pate capable of Kith LvW1Jng 281 Ib uplift atbDir t B and 2611 Ih w9ift at Joint 0.
6) This truss is designed InaooardarnewKh the 20M iMemsboM PAsiderdial Code sections R802A1.1 mAR -ts0.2andreferenced aWndardRNSVFPl 1.
LORD CASE(5 j Slamlard
En
a
H
U
M
to
-44
a,
N
N
mt�
00
0
N
10
c�
0
R
01213-M
LDADM (psi)
TCLL 35.0
TCDL 7.0
BCLL 0.0
BCOL 7.0
GIG
A
SPLICING 2-0-0
Males Increase 1.15
Lumberincrease 1.15
Rep Stress boo YES
Code atC200VIF12002
LUMBER
TOP CHORD 2 X4 SPF 165OF 1.5E
DOT CHORD 2X6OF 18WF IAE
OTHERS 2 X 4 SPF StudMW
W LEDGE
Left: 2 X 6 OF 1800E 1.6E. R191± 2 X 6 OF 1800F 1.6E
REACTIONS (Ib►sizD) B• 5813 4.'i•8. D=58a(O-M
Max Hors8-- I,Rgload case 3)
Lbx UPIMS-281(load case 5). D-281(load case 6)
FORCES p)-Maotimu[n CanPVA--ionlMexlmumlemion
TOP CHORD A-B-CM. B-C =4621138. G4k4WJ137. D-E=d177
DOT CHORD B►D-5001
^.---
G.200 s F'e►r 21 2C[Li M(Tek tr►lustries, Im Thu
-1-fr0
440 spa ra�o-o
1464 coo 4.3-0
�MR►lba
C
4
tt${) &Z4 21V h6a•o
asa 7-94 o-t-12 1•aa
CSI DEFL In (1ac) Well Ltd FLATES GA1P
TC 0.25 Ved(LL) 0.08 B-D, :-M 240 M1120 1971144
BC 0.21 Vert(M) 412 B-D :,M 180
WB 0.00 Hor4M) OM IDfAa da Weight: 4S (M�)
BRACING
TOP CHORD SMxtua9 wood she aft drady applied or 6-" oc pirlirs.
BO'T CtIORD Rigid oelitng dractly applied or I&" oc bradng.
NOTES
1) Urtelaaoed rodlive loads have been considered for this design. Q1{tIVFRS gable end cemh aver left and do &Wsed : porch l�l 8rhd rfgM exposed; lumber DOL=1.33 plaUa grip DOL=t.33.
2) Wind: ASCF 7-98; 90r O. h--250; TCQL�3psi: BCOLa4.2pst; Carl SM 11; � C, a closed;
3) Truss des%nod tier wind loads in" plane of the truss Orly. For studs exposed to wind (normal to Ste few). see MiTek'Slendard Gable End QelaH'
4) This truss has been desig W for a 10.0 9d bottom chord Qua load nww,oncct awd w1 h any direr Iva loads.
5) This truss mequtms plane hmpection per the Tooth QUM Method when iffs truss is chosen for qua ft assurance Insper tie t.
6) G616 studs spaced al 2. -0 cc.
T) Prwiijs mochanIcal aonnectiion (by others) of truss to bearlrhg plate capable of witirsten by 2811 lb uplift at joint B and 281 lb uplitl at)dnl D.
8) This truss is designed In accordanoevAlb the 2003lntmmtionel Res! al Gate secdom>s R50Z.11.1 and R802.10.2 and rel Kwred standard ANSVTPI 1.
LOAD CASE(g) Standard
13-M
HF-AI E
Kli+IGPOST
LOA1HKG (psi)
SPACING
2-"
TOLL
350
Plates Wessel
1.15
TCOL
7.0
Lumberinarsse
1-I6
BCLL
0.0
Rep Stress Incr
NO
BCDL
7.0
Code IRC2D03JTPMM
LUMBER
TOP CHORD 2 X 4 SPF 1660E 1.6E
BOT CHORD 2 X 4 SPF 16WF 1-5E
OTHERS 2 X 4 SPF SWWSW
17-7-0 -- '
E} 9 S 8-D-8
17-7-0
17-7-0
CS1
DEFL in (1Dc) Well Ltd
TC 0.10
veffqu) we - We 999
Br_ 0.09
Vel(M) ri a - NO 999
WS 0.22
Hwz(TL) 00) I rub We
(M VK)
PLATES GRIP
4012D 1971144
t,A gbt- 97 lb
BRACING
?OP CHORD Shunt wood sfles&ng &a&y applied or 64-0 cc pwiW&
BOT CHORD Rigid ce&V directly aPpilied of 10-" cc brecirg.
WEBS 1 Row all rrddpt E-44
REACTIONS Qlatsba) A-1401f7 7-0,1=14a/17-7.0, tb1=117117 7-0, W1871i7--7-O. C�--178//7.7-0, P=259)17-7-0, L=197117-74, K-l78it7 7-0, .t--25S117-7r0
Max HomA-338(load case 3)
Max upli kA=t14(IDeel case 3).1=-67(IDW case 4). f�1WOW case 5), �16+0(load case 5), >P-22a(load case 4 L=156(kx3d case 6� K=-161(load case 8), ,1=223(toed cage 6)
Max GravA=26Woad case 6),1=2 Woad case 6). 81i=Z[ 6@oad case 8). W-205(iced case Y), 0=17800ad case 1). P--25%load case 7). L=2a5(IoW case 8). K=t 78(load case 1� J=25%IW case 8)
FORCES (Ib) - Maximum CcinpesslorztWWxU rn Tension
TOP CHORD A.B=-3751tB4. B-0-222J196 C4?=1221141, D-E=116/182, E-F=11alt65, F-G=1 ta180 GH=-16M. H4-M2Jl24
BOT CHORD A'P- S?1276, O-P-4=75. N-0-82J275. IM W275. L-I%"2 275, K L=-82i275, J-K=88I275. W-OW75
WEBS E-11�-1W0, a14-175f174. G0G1601164, B-P-203)219, F-L=-1751t70, G4C=1601t85, H-J=-2031219
NOTES
1) Unbalanced roe► Ilve loads have been oo Wdered fw this design.
2) Wind: ASCE 7-SB; 80tnph; h=25tt; TCOL--4.ZW,, BCDL=4.2W. Caftmy ll; Exp G; erased; MWFRS gable and zm-w eaMover left aril right eg0SW : porcfi 1eR arxi right exposed; Lumber DOL=1.3;i plate grip DQI.=f�3.
3) Truss deslgaW for wtnd leads In the plans of the truss arty. For sbx1s exposed to wind (normal to the fooe), sm!WTsk'Stmviard Gable End OebW
4) Thls truss has been designed for a 10.0 qd bottom drard live load nonconorsrenti th arty 01her ItM loads.
5)Al plates are I-W W120 urlwacOmwiselndir-�
6) This truss resumes plats kepeom per the Tooth Count Method oxftn this truss is chosen for quality assurance kopectlon
?)Gable requires ooc mna bottom chard bearing.
B) Gable Muds spaced al 240 cc.
8) Provide meoberkal oonnecbon (bV aMem) al truss b bearitlg plate capable cf wi slandkr9114 lb uplift at joint A.67 lb uplift at ptr�! I, 159 tb upM at jairt N, t 6D lb uplift at jolnt O, 223 lb upitft s1 jokd P, 155 lb uplift al jairtt 1,
161 lb uplift at joint K and 223lb uplift at joint J.
W) This truss Isdestaned in a000rdance with the 2003 InWmatkml Raskknt al Code seadare R502.11. t and RMA02 and referenced standard ANSVrPI 1.
LOAD CASE(S) Standard
sd.- 05a
w Job buss.Jr.'
'lip
072*46 - - HF-A3E -- WNCsPOST
sae 11-s-o
g4_0 2-aA
oauao=
11-See
LOADING (psi)
SPACING 240
CSI
DEFL In (icc) ifdell Ltd PLATES GRIP
Verf(LL) nla - rda W9 N6120 tgM44
MIL 3&0
TCIDL 7.0
Plates lnaresse 1-15
Lu dw Increase 1.15
TC 0.10
BC 0.06
veet(TL) rJa
Hwz(TL) 0.00
- nfa W9
H ch nta
BCLL 00
Rep Stress Incr NO
1W 0.22
%le fghl: 79lb
SC L 7.0
Code IRC20MITP1M
(Matrix)
LUMER
BRACING
Tap CHORD
SmwbzW wood shmUrC direc6y appled ar 6" cc purlins. 60NO end vBdk:&-
TOP CHORD 2 X 4 SFF 165OF 1.5E
BOT C'bORD
Reid oeilbg dkedly applied or 10." as bracing.
DOT CHORD 2 X 4 SFF 1 BWF 1.5E
WEISS
t Raw at ff dpl £,1, G-H
WEBS 2 X 4 SPF SW(JXW
OTHERS 2X4SPFSludMW
REACTIONS OhIsize) AOIG1111441, H=S8I11-6-B, J oWl1-5-8. K=2011-5-8, L=177111-5-8. hV25WI1-5.8.1=125/1154
Max KwzA=35gload rase S)
O Max VgittA=13gloW case 3). H=2F�> W cases). J=60Raed case 4). KG187tloW case 5j, L=15f(load case 5). M=-224(load case 3).10(taad �Casa 8)
Max GravA=338(loa�d case 5). H=18(laad case 1). J=19%laad case 1J K-2DB(load case 7) L=177(load case 1). M-25%load case 7). 11=i35(load case B)
to
N FORCES (Ib) - Maximum CanVress oWaxlmam Tendon
TOP CHORD A B�4641213. 8.C,,.r-2B7/165. C43--I 1171. D-E-7WM. E-F=-681111. F-G=-laM. "=-I 1120
to
ap BOT CHORD A-N>=111, L-��-112. K L=11Z J-i�1f1,1-.�112. H 112
O WEBS E-J=171111k D-047811182, C4L=-158f181. B44-2031219, F 1=/=04
N
NOTES
t) Unbalanoed rod live loads have been cansklered Wr this deslgzr.
W 2) Wind: ASC6 7-38. 90mpk tFZR: TCOL=4.2psf;11C M--4.2pbfi C2bVV II: Exp C: aWased: ?AVFRS gob a end zone: c�lsves UR and right exposed : porch latt and rVd exosed: Lumber QOL=1.33 plate gip DOL-1.33.
3) Truss desoW for vdr d beds In the plane a1 the truss oily. For stids exposed to wind (normal to the (ace), see fffe3k Standard Gable End Delal
4) Ttis truss has been dlaslgnad for a 10.0 pal bottom chord live load noncom rc vM wish airy eater live bads.
5) All plates are 1.5x4 M1120 unless dhwMse IncIlmded.
W 6) This truss fequkes plate Inspecion per the Tooth Courd Method %fin this buss Is chosen for quaity assuranoe inspection.
O Gable regJees ooe*ums bottom chord hearing.
S Gable sleds Spaced at 2.0-0 cc.
9) ProvWo meclranicai come don (by dhers) of tnm to bearing dais capable at tatWwdhg 138lb uplift at josd A, 25 lb uplta Err joins H, 50(b uplift at julit J. t67lb upM atlaint K. 157 lb uplift at joint L. 224 lb upllft at I&A M and
90 lb upltR s1 joint I.
10) TUs truss is de stned to accordance vAh the 2000 htsErBlkMW Rssldexdial Code sections R50211.1 and FUM 10.2 and rah m eed slarndmd ANSVWI 1.
c LOAD CASES) Standard
en
N
O
r-I
r6t -1:11 s
3�w
I miGPOST
4-2-0 8,510
42-0 42-a
Am tstID=
0
UirF®0 /.4c/NJ�l1 13s1UMIJ 1ewMfmll a+aR®@
e�SO
i
s
LOADING(psf)
SPACING 2-04
DEFL it (lox) vwn Lid PLATES GRIP
Ver1(LL) nrla - rule no MI120 1971144
TCLL 350
PlaIflcraase 1.15
tes
Lumberkcrearse 1.15
TC 0.08
BC 0.03
Vert(n) nia
- rrla 999
TCDL 70
em 0.0
Rep Stress Ira NO
YVB 0.12
0.00
E rile rlra Weight 34 lb
BCOL 7.0
Coda IRC20DYTF12002
(Matrbc)
BRACING
LUMBER
LU6tBFUM
TOP CHORD
sbvdw-d woW sheatWng dimctljr applied ar 6-0-0 oc pu*m
CHORD 2 X 4 SPF 16b0F 1.5E
MP M
SW CHORD
Rlgid m*rg directly applied ur100.0 oc b-acingL
BOP CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF SbAStd
REACMNS (Iblsi7s) M10ff8 511 E=10118-5-0, G-gae . H=23SM-&0. F=235184.0
Max HorzA=155(toad case 3)
Max UpIM-46@oed casa3� E=25(bad case 4), H=-2WIoW case 4 F=-206{ oad case 6)
Max GmvA=10Bgoadcase4). E--101(ba lcase 1). G=Wload case 1). H=236@oadcase 1). F 235(load case 1)
FORCES (lb)- Mnadnwrn Compssskn%i :kmm Tension
TOP CHORD A-l19Qf89, &C=111i�7, C1 f91TZ 0•E-135F6?.
SOT CHORD A-H=39l121. G.#1---391121, F-Gi39r121, E-F= �91121
WEBS C Cv=-=. B-H--20VM. D-F=-21)WZ
NOTES
1) Unbalanoed raoftive lands have been caneidelad for UITIS design
2) Wind: ASCE 7-3t gDnph: h=25tt T0DL=f.2pef: BCDL-0.2psf, Calegory II; Exp C; aWosod: MWFRS gable end zone: ranftw left and right exposes -. porch left and rigM exposed; Lumber DOL=1.33 piaCe gr� O0L�1-33
3) Truss desig W fe r wind loads to the plane of the truss anly. For sW& exposed to wind (normal to the trice). see MTek'Sbendard Gable End Detal'
4) Ths truss bas bem designed for a 10.0 psf bottom chard five load mumnorrred with arty miner We bads.
5) Ttus truss req*w plate ikLspeelion per the Tooth Courd Method when th]s buss Is chosen for quality assurance k�Wm
6) Gable cegd s contimmss hoblom chard boa ft.
7) Gable studs spaced at 240 cc.
8) Provide n wdopkal mnnectir n (by dJm) of truss to burning plate capable of withstardmg 46 M upM al pint A. 25 lb uplitl at job t E. 200 Ib uplift at Wrt H and 206 lb upltft at joint F.
9) Tdis truss isdagrad In s000rdarme w2h the 20M3 ldlernational Resldor&l Cade sections RSM11.1 and R80210.2 and rafmaraW standard ANSVWl 1.
LOAD CASES) Standard
m
0
\
m
N
O
SO& -tom
it
MOND TRUSS
30 1 1
-t�0 ao-t t aa.o
1-sa 4011 3-11-5
�.a.t1A�11
0
840
s
LOADING(pstl
SPACING
24)`0
Cm
DEFL to (roc) ttdhhtl PLATES GRIP
?A1120
VerE(LL} OZ5 WE �3ti3 WOW
40
2d0
TCLL 3&0
PikessIncrease
Lumbar Increase
1-15
1-16
TC 0.26
BC
-0.,38
B-E y238 160
TCOL 70
BCLL 00
Rep Stress trlar
YES
0.15
H� )OAO
E ota rtfe yqelot 33 lb
13COL TO
Code IRC20OUTPUM
(MabtX)
LUMBER
BRACING
TOPCHORD
Sbudtl�af wood sAeatling ofrectly applied a 6.0.0 cc puffins, scow end vgtirals
TOP C HORD 2 X 4 SPf 161.5E
BOT CRORD
Rigfd ceiling dkedy applied a 10-0.0 oc bradni).
BOP CORD 2 X 4 8PF 16W 1.5
WE8S 2 X 4 SPP "Sbd
REACTIONS (Ib/size) B=54410.5-8.105&05.8
Malt HixzB=2MIoad cases)
Max Upgi3=210(IaW cm 6). E=243(load case 5)
FORCES(lb)-Ma:*mMCortrpressbDAanimtsnTensbn
Top CAD A4i-a74. B4�+3g71Z C-D=108i51. D-E= 13&84
BOTCHORD B-E=1531245
WEBS C-E- 2971185
NOTES CategWyg; Exp CZaWas(A MWFRS gabM and zoW caaf ever lest and right exposed; porch left and rigid egKm k Lumber OOL 1.33 P� gdP DOL=1.33,
1)1Slfrld: ASCE 7A8; 90mpR t>=25f>: iCDL�.2psfi 8CQL=4.2psf:
2) TNs buss has been designed for a 10-0 psi bo torn chord we load rmwanamed wtfth any other lire lames.
3) TNs truss requires pls W Inspection per the Tooth Court hgathod when this truss Is chosen for quality awi mnw Inspecam.
4) Provide machanis-al aorvaction (by others) of Miss fa bearing plate cap bb of withslanding 210 lb upttft at jolrA B and 243 Ib upiA at jail E.
5) This buss is designed in ao=damawfEh the 2003 InlengElonel Residential Co(L-sadiorls RmIL11.1 amd R802.10.2 and referenow stwdwd ANSYTPI 1.
LOAD CASE(S) Stsrhtdard
,at.. u0a
ao
0
0
10
e�
N
N
ao
0
�Nq
L1.
cy
0
H
m
0
N,
m
N
O
r-I
D7213-M
LOADING (psf)
SPACM+ 2-"
TCLL 35.0
Phdas t waase 1.15
1
TCDL 7.0
Lumber lrnsewe 1.15
OGLE 0.0
Rep Stress Inor YES
BCDL 7.0
Cade IRC20031TPI2009
LUMBER
TOP CHORD 2 X 4 SPF 16MF 1.5E
BDT CHORD 2 X 4 SPF 16WF 1.5E
MONO TRUSS
A
14 1 1
_1gQ 5.11-11
6.1r-A 311-11
51�-11
r - -
CS1 DEFL In (IOC) Well Ltd
TC 0.45 Vad(LL) OAS B•D >877 240
BC 0.24 Vert(M) -0.12 B-0 >570 180
WB 0.00 Horz(TL) -0.00 C ria nfa
Watft)
s
PLATES GiJP
Nana 1971144
V4%H* 17Ib
BRACM
TOP CtjoRD StneUral wood dmWrg dhecdY apoW or 5-11-11 oe puffins.
BDT CHORD Rigid oeilirg dttecKr applied or 10-0-0 oc L1raCig.
REACTIONS (IbfsUS) C=207JMechant W. 8=44SM-5-Q. D-40Ih1BChanical
Marc H,az6--MIoad case 5) .
Max Ugl1ftC-12fKIoadcaw 5). Ba-186(loed case 5). D=SUI ed case 3)
Man G1aVC=2O7(tsd case 1) 8=448@oad caso 1). D=97Qoad case 2)
FORCES (lb)- Maxlmum CarprasslmMlaxtmumTensIon
TOP CHORD A-B=W4. B4r-14W2
BOT CHORD 6-D-=
NMES33.
1) Wind: ASCE 798; 90rnph; h=2�58; TGDL.=4.2W. BCDL=4.2pst Cagogory II: Exp Q arclosed RRV1iERS 9ah8a end zone carilever left and dgTt exposed; porch IeA and rimed-, W mbar OCL=1.33 plate grip, DOL=1.
2) TNs truss has been designed for a 10.0 psl boHorn chord Wa {cad norromuunwd with any other Ihre loads.
3) This truss requiras plate Inspec ka per [he Tooth CatrA Method M 1 M truss is chaser far quality assurance IrapecOnn.
4) Refer to girder(s) for truss to irons axwectkm.
5) Prarido rnW mnk:al cow ction (by oft s) of lnrss to bearing plate capabia of %v1*starldng 128 (b uplift at )oinl C.166Ib uplift at joird B and 52 (b upiitt at joint D.
6) This truss is designed in acoordence wM the 2>Q03 Wuwtlord Residential Code sectlors R502.11.1 and R802.1D.2 and refemwed slandard ANSUM I.
LOAD CASE(5) Standard
JIB
MONO TRUSS
14 1 1
A
-140 1-11-1/
1-ALA 5.11-11 _
LOADING (psi)
SPACING
CSI
QffL Irb (foc) !dell Ud PLATES GIW
VaILL) 0.01 e-D >999 240 4020 1971144
TCU_ 35�.0
TCDL 1.0
PWa Increase
Lumber Increase
11.5
1.15
026
Sc 010
VerO[Tw -0.02
" >999 180
®CLL 0.0
Rep Stress Ira
YES
WB 0.00
Hwz(TL) -0.00
C nfa ulna Wet.12 Bb
BCDL 7.0
Cade IRC.26iiar FYM
(Mam)
LUMBER
BRACING
WW CHOIR
SmetwW wood sheattrfrtg &edy applied or 3-11-11 oc pulins.
TOP CHORD 2 X 4 SPF iti5 0� 1.5E
DDT CHORD
RiS+d calling dime ly applied or 10" oc bra *V.
BOP CHORD 2 X 4 SPF 16EF 1.5E
REACTIONS (Ib1dw) C=109I111ecterkal. 8=36 o", D=2fi%1echanical
Max Harzt=t65(Icad case 3)
Max Uplift=-6d(loed case 5), 13=4611(load case S). 0=34(Irrad case 3)
Mawr GrawC=109(ioedcase 1). 8485(taad case 1). D=6XIoad case 2)
FORCES (ib) - Mmcimun ComenkwAlarcknum Tension
TOP CHORD A-B=0l74.13 Cr1111lMi
BOT CHORD B-D==
NOTES
1) Wnd: ASCE 7-98: 90rnpk tr-25t TCOL=42Pst BCDL-42p5F. C8109M II: Exp C: enclosed: MWFRS gWe and mne: cardilSrerleit and m*t exposed; porch left and right exposed: Lumber DOI=1.33 plods 91p DOL- .3S.
2) This buss has bean designed for a 10.0 psi bollorn chord live load nanoonanrerti wish any ciher live loads.
3) This truss requires plale inspectim per the Tooth Count Method when U1is truss is chosen for quality assurance Inspection.
4) Refer to girders) for truss to truss cormeclEom
5) Pravllle med►anx-al oon nix4on (by others) of taws to bearing pate capable of vAh:611aeding 65 lb uplfl at faro C,1661b upW at joint 6 and 34 Ib uplift at jdrd D.
6) Tits trim Is designed In accadance with the 2DDS hgemational ResWedal Code secitiorm R502.11.1 and RGM 10.2 and rderenced staldard ANSVTPI 1.
LOAD CASE(S) Standard
Sao - 1214
07213-M
diC
MONOTRUSS
14 1 1
fn
rrrn-�
1�
U
s
s
A
1 V
� ltiA �-11-11
a
LOADING (pst)
SPACING
24.0
C31
DEFL In (foe) lldd W PLATES GRIP
VergLL) -0.00 B :.m 240 h9120 1971i44
TCLL 35.0
TC13L 7.0
Plates Increase
Lumber Increase
1.15
1.15
TC 021
EC 0.03
Ved(TL) -0.00
B-D I-IM 18D
BC1L 0.0
Rep Stress Inor
YES
W8 O.W
Hor2(TL) -0.00
C n1a nfa
Weigh: 71b
BCDL 7.0
Cade IRC200UTPZM
(t'1{ahix)
BRACING
LUMBER
TOP CHORD
Smm;Wral wood sheathing cruel iy applied cr 1-11-11 ec putEns.
Tap CHCRO 2 X4 S�PF 1680F 1.5E
BOT CHORD
Rigid coang d rody applied or ID 40 ac trading.
BOT CHORD 2 X 4 SPF 1660E I -SE.
REACTIONS (tbl bw) 6=288N-5-8, 0=13blac leriml, C=2 40ledanical
Max Hmz8=114(lcad case5)
MaxUp[ift8=-157(ioadcase 5),0--17(loadcase3).0-14{Taedrye4)
Max GrsvB=2IWlo9d case 1), D=3.3(Icad case 2), C=241aad case 3)
FORCES (lb) - maxirrrum CwWcsslo0Aadrrxan Tes>�m
TOPCH0RD A'B=MB-C-8D112
BOT CHORD 13.0=00
NOTES
1) Wrrd: ASCE 7438; 90snp0r IP251t TCDL=42paf; BCDIL-4.2ps . CabegOry 11; Exp G; ersrlosed: kfi%FRS gable end zone: cardilmw left and right exposed . porch left and rigidexposed: Lumber DOL=1.W pfabs grt3►W1.= . .
2) TNs truss ices been dastgned trx a 10.0 psi b A m chard We 10ed rlofcww Tw t with aW other Ike loads.
3) This buss requires plate c*ecWn per U* Tooth Count Method When this truss is chosen for grralray asaunance hspedkn
4) Rdw to glydec(s) for truss 10 buss ooruiectians.
5) Pmvfde mechanical cwrac5on (by dhems) of truss 10 bamiM p#abe capable of wfthslanding 167 Ib uplift at)oint B, 17 lb WHI atjdrll D and 14Ib uplift atW99 C.
e) This buss Is designed In aom awewtfh the 2M3 Irrfernafbnel Residsrtlal Cade sedi0ns R502.11.1 and R902.102 and refm mced standard RMUTP11-
LOAD CASE(5) Sandard
!cis- 1.142
3W 1,12 IMOOIOTRtl5S IIQ I 1
A
I.S+oI tacnEl
_I�.p 1-fr0
c
tiS0
5
LOADM (pA
SPACING
24-0
CSI
PLAUS GRIP aggEg 2#D MII2A 19T1144
CEFL In (�B
Vert(LL) -0.00
TCLL 35-0
plates Increase
1.15
TC 021
Bc 0.01
vedjL) .0.00
B 18D
TOOL 7.0
SCLL 0.0
Lumber kmrease
Rep Stress Irxr
1.15
YES
WS O.OD
HW41L) 0.00
nla n1a
Weg{r: 71b
BCDL 7-0
CockIRMUM PIM
(MeRrbr)
LUMBER
iropCIHG
Tap CH1aRD
Stn�ctutal woo slle�htrQ diro7lty applied a 1-0-0 oc p►sgns, except end vertIcals.
TQP CHORD 2 X 4 SPF 166UF 1.5E
R
BOT CHORD
Rigid ceiling dlreo6y applied or I a" cc bracing.
80T CHORD 2 X 4 SPF 1660E 1-5E
W E13S 2 X 4 SPF Stud0d
REACTIONS (Iblshg) 8=286&54, D-211005-8
M3xHazD=W1oad case 5)
Max llpI10-171(Road case SN D=21(ked case 1)
Max GrawB-28B(Icad case 1). D-28(load case s)
FORCES (Ib) - Maxkmm Ca upness9orMaxirnurn Tension
TOP CHORD A43-13172;. B,4G=M1, C•D-37M
BOTCHORD B4)=06
HDTES
1) Wind: ASCE 7-08: gN,Vh: h=25R TCOL=4.2psf, SCDL-4.20&. Cats my tl; EXp C: endosed: MWFRS Babbend zmw, cant wer left and right exposed Poch left and right errposed; Lumber DCL 133 plate grip D = .
2) Thls truss im been desWied [ore 10 0 psi bdtom fior d lhm ioW norlon umarrt wlih arty other lure loads.
3) Ttds truss regAres plate ilisPwdm per the Tooth Count McRad wtten this tnw Is dtesan kx quailty asswanoe inspecWn.
4) Prnslde mechanical wmectlon (by others) of truss to bearing plate capable ct wtfttarm" 171 Ib upltfl al joint Band 21 Ib uplift et joins O.
5) Ttss truss is designed n awardanee writh the 2003 Inlemabonal ResldmtW Cade sections R50Q.11.1 and R802.1 D.2 and retarstteed standard ANSVrP11.
LOAD CASEM Standard
sofa � �:12e
07213-0ii
K1NJ I MONO TRUSS
,217 a 6' W) i 11.312
2-1-1 tr 0-3 4s12
Id WIN II
s
5.1" 11-342 f
- «.o
LOADING (psi)
SPACING
24"
CSI
TC1L 35.0
Plates Increase
f -15
TC 0.56
TCQL 7.0
Umber Increase
f.15
11C 0.35
6C I- Q 0
Rep Sbws Inar
NO
WB 0.38
BCOL 7.0
Cade (RC1 0 fTP120D2
(Wyk)
LUMBER
TOP CHORD 2 X 4 SPF 166W 1.5E
BOT CHORD 2 X 6 OF 1800E 161E
WEBS 2 X 4 SPF 1650F 1.51E'Fxcept'
W2 2 X 4 SFF Studlstd
REACTIONS (Idsize) 17=750(echanicall, B=766t0-7-12
MaxMorzB=282(Ioad cases)
Msx Uplt{fF-646" case 5) B= 431(load rise 5)
FORCES (ib) - Mbximisn Corl>pressbvMardmrm T`and0n
TOP CHORD A-&- W&3, B-0=72lMl. G-H=-64.4f297. C-H=54SrM. C-1-211M. 0-1=3G148. D-E=11r0, D-F=25drl38
BOTCKCRD B,>✓40N5f30, J-1C=�0DJ�.,BO, K-L�SWi',>BD, F�.=400158D
WEt;3.S C-F=44W432
DEFL In (roc) IMd Ud PtATES GRIP
Ved(LL) 024 aF >537 240 hMW 1971144
vert(TL) -0.37 Ew >343 180
Herz(TL) 0.01 F rda War
_ IiliaigM: 62 lb
BRACING
TOP CHORD 5Vu[ra ati %%uod sheething directly aWed cr 640 oc pudins, e�ooepi sad veliicais
SOT CHORD Rigid calling diracily applied of 1044 or. bracing.
f3MB hfish and ri N ex
33.
1) tlrifrd: ASCE 7-W. 90rnpk 11=25% TCDL=-0�_BCDL=4.2ps . Ca4W 11. Exp C: enclosed: MWFRS gable cnd aorls: ca�levW left and dgl�l �Iposed :port g exposed; Lumber DOL--1.33 plate grip DOLE .
2) TM truss tees been designed for a W.pe psi tiro Taaih Count dxvd live
Whad vOm t � cl asen for quality live
assurance Ir�1ioR
3) This truss nequtress plate inspection per
4) Refer to &der(s) for truss to truss connections.
5) Provide machanicat cannaction (by others) of tnm to beeril9 plate capaMe of H$i15 ending 546 lb uplift et )olnt F and 431 lb uplift at joint B.
6) TNs!suss is designed in acraidarree with the 2003 Irdo satiomal Residerdid Code sectiorm R602-11.1 end FtWZ 10.2 and mierenc ed standard ANSIlTPI 1.
7) flee USP SKHML OM16d nags Into Glydrr & U49D na➢s Into Truss) or owivelerg spaced at 2 9-15 cc max. siz$" s12.104 from the left end to 84i -2 to conned MISS es) J 1 C 0 PLY
2 X 4 SPF) lv front Laos d bottom
chord.
B) Use LISP SM26R (Vti9th 18d nos Utto Girder& NASD dots Into Tuns) or Mulvdant spaced at 2-9.16 oc max. dart rg st 2-104 krn the WO and to 64.2 to ownedtmss(es) J1C 0 ply 2X d SPF) to back Laos of ballaM
chord.
9) Fin ail nag troles where har8er Is In oorrtad with lumber.
10) HerV er(s) or other conrmcfion devWs) stlall be provided sutlident to support ooncentra4ed laad(s)19 tb dcrm and 64 It up at 2-1 D-4, 191b daipm and 64 lb up at 2-10-4. 25 lb darn mW 55Ib up al 5-", 25 lb dawn a
ibup at 5-6-3, and 123 tb dakn and 110 lb up at 8-6-2. and 123 lb down and t181b up at 8-8-2 an tap chard. The d%i **ded!on of such oonnecdon device(s) is the responsitility of dhers.
11) In the LOAD CASE(S) section, loads applled to the Am of the tnrss am dated as bard (F) or beck (B).
LOADCASE(5) Smilad
1) Regular. Lumber Increase=1-15, Plate Increase=•1.15
Urthrm loads W
Ved: A D=- 4. D.E=•84, B•F=-14
sob+ 11M
Coy rimed on page 2
10/26/06 THU 09:37 FAX 2085226459 BMC WEST TRUSS
a 053
0
3-W
SPECIAL
ID
LOAD ING(vA
SPICING
2-0.0
TCLL
350
Pla 3s h1crease
1-15
TCOL
70
Lumber Ind
1.15
BCLL
0.0
Rep Slress Incr
YES
BCDL
7.0
Code IRC2003liP12002
2-" 0-0-ID i 13-10-6 � 166-12 21.112 27-3 8
2 3-e &W2 S-V.2 2-8-6 Sds 5.4$
"N UD=
a
cots LAW=
4.8 19®4 N r.smusma r u r rr
2,0MwU &A&MOV 2AYr�II
2 8 0-0-10 13-1" 21-tt Z 273 8
2-3.8 5.&2 5-9-12 8.0-12 546
CSI
TC 0.79
BC 0.93
WB 0M
(Malrbr)
LUMBIER
TOP CHORD 2 X 4 SPF IMF I -SE `EzcW
T1 2 X 4 SPF 240OF VIE
BOTCHORD 2 X4 SPF t650F 1.5E'E xcept'
B1 2 X 6 DF 1800F 1.6E, B2 2 X 6LSL Tsuss Grade, 1332 X 4 SPF 2400F2OE. 84 2 X 4 SPF ShxfiStd
WEBS 2 X 4 SPF Studfsld'Excepl'
Wit 2X4SPF 16OF1.5E,W102X4SPF I8NFLSE
REACIMS (ibrstze) A=1334ffiAectranical. H=1334Z%,dwricaI
Max HorzAF=4N(lasd saes 4)
Max UpldA=- W1(Ioad case 6). H=.542(load rase 5)
DEFL in (loc) wen IJd PIATES GRIP
Vert(LL) 0.33 L-M >9M 240 MM 1871144
VaXTL) -0.49 L-M >M 190
Hnra(TL.) 0. i9 H ria nfa
Wsight:162 lb
BRACING
TCP CHORD sftcuW vmW shaaMhV directly applied cr 346 oc ptrrlins, eKoept end verticals.
BOT CHORD Rigid ceiling dlmx* applied or 2-2-0 cc bracing. Except:
1 Row etaddpt aK
WEBS 1 Row at midpl C-K. E41C E-1, G-H
FORCES (lb) . Macirrlran CompresslartMax mumTarlslon
TOP CHORD A-�2VWl345. B.0 -42961 M. C-0=1443t640, D-E-1307/748. E-F=f 053f3W F-G-103cl436. Ct-H=-l2W51 i
SOT CHORD A-N= -®6211469. h4N=-79ft16. 0-M-9761576. L-M=-0+351t770, K-L=-w-wl7M J-K-73?136. D-K=-37Bf184, J-0- 97/192. 143--97/192, H4r24138
WEBS C-M=1414!Qi98. C4L=17*M1. C-K=8901575. I-K=232NI30. E4(=-W7110D7, E 1-2751181. F-1=479)293, G-1=418419K A4t--�
DOTES
1) Unbalanced tool live loads have been corLsklered Car this deslgn h tali end right eKpocod; Ltrmbe+ DOlrt.33 Pilate grip DOL=1.33.
2) y' md: ASCE 7-98; 9Dmph: K=25ti: TCDL=42pst BCDL=4.2pst. Category (I-. Exp, C. enclosed: [WYFRS gable and mne: carrtilmw lelt and se right expod ; porc
3) Ttrls puss has been designed (or a 100 psli bottom chord two load nancorxxarerri wi%arty olhor live loads-
4) TI& buss mgdk s plalb kgxwtion per the Tooth Count Method cttren t ils truss is chosen for quality asautance Inspection.
5) Rater to glydw(s) for buss 10 buss carmecdNG-
6)17104de rnedaar ical eery wXwn (by ethers) of buss to bearing plate capatle of withstarrdag 561 lb u0M at joint A and 542 & uplift at joint H.
7) Tlws truss is das1gn cl In accordance with I1re 2aM kdernalianal Residenba! Code sections R5W.11.1 and ASM10.2 and rebrenced standardANSUIPI 1.
LOAD CASEp) Slandad
m
0
m
N
O
-a&- Ian
AM I SPEaaL
Plate cfteLs
W
TCLL 35.0
TOM 7.0
U BCLL . 0.0
�21 SCOL 7.0
a4
4
23-e g 115 11-166 9 I&S-12 i 7"14 & 273.8
23-0 54-7 59-T 26" ?-6-2 3-2--10
Sdfi1QD=
se ucpel 0 ----- K
Maw" 14razq=
2-34 84-15 13 f0-S 224-14 24.0-14
23.8 Sall 39.7 8-2-8 2-00 3210
SPACING 240
Plates Increase 1.15
Lumber tncreasa 1.16
Rep Stresslncr YES
Cate MC-2003RP12002
LUMBER
TOP CHORD 2 X 4 SPF 1660E 1.5E
BOT CHORD 2 X 4 SPF 16WF 1.5E'EKce;C
812 X 8 OF /HOOF 1.66. 62 2 X 6 LSL Truss Grads.133 2 X 4 SPF 24DDF 2GE
WEBS 2 X 4 SPF Stud0d'ExmO'
W112 X 4 SPF t650F t.SE
ItFACTms (Ib(sime) A=1334iMaGhanioel. H=133M54ncherical
Max Ha7A-474{bad case 41
A(ax LkilftA- 560(loed case 5), H-543(kmd case 5)
21%
CS11 DEFL b (boc) Itdefl Ud PLATES GRIP
TC 0M Vert(LL) 02t3 M-N :,999 240 MI120 1971144
IBG 0.71 VaRTL) -0.41 M-N >709 180
WB 1-00 Her M) 0.19 H nta nfa Weight 1691b
(Aabtx)
BRACING
TOp C1-IORD 9b►rctural woW sheathing diec8y applied or 3-11-13 0c pains. e=pt end verticals.
BOT CHORO RlrM oeiling directly appliedaL 4-11-10 cc tracing- Ex0eprt
1 Raw at midpl
WEBS 1 Row at medpt U-M. E-1- E-P
FORCES (1b) - Maximum ComPrss Wn N wlmum Tension
TOP CHORD A B=2697f 1297, e3G=2194f954. C-0-1446MA3. D-E=-I MW40. E-F=-1451 OB. F-G=123790- G-H=-IOM422
2534�7�1 F4�-5bM38. H�214f4QS
BOT CHORD �53MS. H-P-421=3 W��f,GM=90104,GL-�96.J L-7i(58E•LB7/8,EP��137 6=2B=
NOTES
1) Unb Au cad roof uve IaWs have been oonsidered for Ms � I1: deslgn. C; �� MWFRS gaNe end mire: cartiever left and right exposed : patch IIBQ and rfght exposed; Lumber DOL--1.33 pleats grgripDOL-1.33.
2) V4ind: ASCE 7-S8; 90MPX 1�5tt; TCOL=4.29s1; KCAL=4.2pM; Category'
3) This buss has been designed fix a 10.0 pa( bdtom dud Ne toad rnrloonarrrerd with• any dl>ar live toads.
4) This buss requires plats inspection per the Tooth cmd Method when this truss is chosen far quality assurance inspection.
5) rA ter to ghder(s) for buss to truss connecflcns.
6) Pravlde Reftnical connedion (by ofhers) of truss to bearing plate capable elwifistard g 5W lb uplift at joint A and 543 lb upffft 8111099 H.
7) FWavAnlg idids tO be plated by qualified designer. delr*) B. O, nA plated.
&) This buss Is desgned in acowdanra vidh the 2003 h ibul Banal Residential Code sedans R502.11.1 a W R802.10.2 end referenced standard AWSMI I.
LOAD CASE(S) Standard
sc*. IMA
O .lob
0 07213+U6
CI)
fn
nsets y
O,
E-r
-Plzte
W
LOA]31KG (Psl)
TOLL 35.0
TCOL 7.0
U
SCLL 0.0
9Q
BCOL 7.0
A213 I 00t!l110N
LUMBER
TOP CHORD 2 X 4 SPF t650F 1.5E
DOT CHORD 2 X 4 SPF 16901' 1.5E
WEBS 2 X 4 SPF ShxUSW `Except'
W7 P. X 4 SPF 16W 1.5E
V EDGE
Left: 2 X 4 SPF StudfStd
SPACING 2-0-0
Plates Crfa WM IA5
Lnnhber Increase 1.15
Rep Stress Ina YES
Cade IRC20WffPt=
REACTIONS ptstm) A=1323r md2nkal. G=13MW00 fankai
Max HorzA 338(load case 4)
MaX UptftA -55 &Wcase6), G=53goad case5)
54-0 967-6 16-6-12 234W 271ve
54,0 4.3-6 6-11$ doA Utl0= 6.11-0 3-94
a
Z3[!
aar�ua= I H a
9aMGD= "mm= S6Np0-
9-T•6 1643.12 27�38 I
9-T-0 &11-8 M&12
CS1
DEFL in Qoe)
Weill
Ldd
240
PLATES GRIP
M112D 1971144
TC 0.61
VergLL) 0.36 CH
>913
13C (1.61
VeraTL) -0.54 GH
>599
18D
WB 0.98
Horz(TL) 0.05 G
nFe
Na
Wdgt*:1291b
(am)
FORCES ob) - IAaxil mm CampmssiaA mdtrum Temian
TOP CHORD A43=-1gQUM. 1�1629i17tD, C-D=-1110Fr.�20. D-E=1tl31339. E-P=119J86, E-G=-121175
BDT CHORD A•1=-8231148% H-I=-6?V1277, (3-H=24%U'f
WEBS &1=-26Mg6. C-t-254f322, C+t- 1470. 04"711432, E-H=20513Ds. E-G=127EY446
SMIN G
TOP CHORD Strudwal wood 511m1hing directly 2P®lied or4-7.10cc ph[rttns, except Wad verssratsr
BOT CHORD RW wiling dtecliy applied cr 7-7-6 oc bracing.
WEBS 1 Raw at n4dpl C-H. E.H. E-G
NOTES
1) Ifibalanoed root live Weds have been considered for IN& design. DOL=1.33.
2) Vl W: ASCE 7-0B: 9�h: tF2Ett; =L=4 2*. BCOL-4.2pst. Category II- Exp Q enrtased: tMJFRS gable and Hate: cantiiev r left and dgi t exposed '.Porch left and right exposed: Lumber DOL=433 pIaEB �iP
3) TNs truss has been designed bra 10.0 psi bonne chordawe load noncanourralt vdIh any ether Cure toWs-
4) This truss (eQxfrBs We tmPedion Per the Toordl Court bldhod wtien this truss N chosen f r quality assunmOO WVOGSOM
5) Refer to gkddm(s) for truss to truss conrecftM
6) Provide rrlecharF 31 aarmtion (by dhors) of truss to gearing plats capable of watutarding 554 lb up6t1 st joint A and 538 lb UOA at I*d G.
7) THs truss is desgned In aooerdame with the MW tktamallmd Residef ial Code sediena R Z1 t.1 and R802.10.2 and referenoW standard ANSUIPI 1.
LOAD CASE(S) Standard
5,&. % $13
LOMNG 44
TCLL 350
TCOL 7.0
BCLL 0.0
BCDL 7.0
LUMBER
Top CHORD 2 X 4 SPF 1850F 1.5E
DOT CHOFM 2 X 4 SPF 165OF 1.5E
yyEBS 2X4 SPFStadGW
WEDGE
Left: 2 X 4 SPF Studi8ld
00mmom 13
S.�.p D-M 16.612 IS2-12
0 �3 g 611� 2-"
41 Fm==
0
tit jUmNwnj%r1U rra -
1
,lob Refelenco fal,92EW4
621
wll
3dMUDtl li F
4A WaD= 3mRtxPr-
�76 19-2 12
97.9 !�-76
-
SPACING2-0.0 CSI
DEFL in Qw) Iddafl lid
v�iV-) 0.2'1 A-G 1947 240
PLATES GRIP
M1120 1971144
Plates Increase 1.15 TC 0.65
BC 0.52
-0.33 F-G �697 10D
Lumber InavWe 1.15
Rep Stress Iner YES WB OMti�
TL) 0.02 F nla nta
tiffeig1rt:101 lb
Code RCa003fT1P12002 (h+U)
REACTIONS 01%i s) A=928Rfi cterkal. F=92810-"
Max MortA=42B(1oW case S)
Max UpiMp329(laW case S), F=-525(load case 5)
FORCES (Ib)-MWmum CompresslopAlanimual Tension
yW CORD A4=-1261 W. B-C` SSM32. C-D=-102Ti529. D-E--611114, E-F—GSM
BOTCHM0 AEG=—W61.150. F-G=117i202
WEBS B.0 3— f212, C G=A921296, D-G-7011936, D-F--8131�f510
BRACING ar 5A~10 ac pultfrls, a wAV end verticals.
TOP CHORD Structural wood sheaihirg direcSy ate
BOT CHORD Rigidc3irlg din ;dy applied or V-10 acbrarsg.
WEBS 1 Row at midpt D-G, E.F. D-F
NOTES
1) lhfaarloed rod live loads have bear oonaidered for this design Tll: Exp C: endow htWFRS gable end Horne: caroieve<{eii and rigRct eacpasad : Dorch !�! and right exposed: Lumber DQl =1.33 p1818 gip QOL=1.33
Z) .
W1nd:/iSCE TAB: 9QmpM, h�5il: C.QL=j1.2pst� BCOL=4.2p�sfi CaAegory
3) This buss has been dedgnled for a 10.0 psi bottom chord Wa load nonconoenrerd lath any other live keds.
4) This truss requires plate bupecitlon Per U1e Tooth Count hlethW when this truss is chosen far orally assurance inspection.
5) Refer to gtrdar(s) for buss to truss cmmections.
6) pwMe madWrical a wswcom (try mhos) of truss to bearing plane capable of NtthgAnding 329 tb uplift al jc&d A and 625 lb uplift at jalri F
7)lbs buss Is designed in amardance mdth the 20133 IntermWrlal Residentsal Code sections R502.11.1 and R.W.10.2 and reir+enced slWard ANSUTPI I.
LOAD CASES) Standard
sak. TaLs
0 01213-06 IPUHK MOND TRM
inALv%CA• 1 e In a4A/k•1
r
LOMNG WA
TCLL 3&0
W
TC01. 7.0
BCDL 7.0
U
SPACING 2-0.0
Plates Increase 1.15
Llsnber Increase 1.15
—---RepStresslncr--lYO
Codd IRC2003Fn mm
W LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CF(13OD 2
WEBS 2 X 4 SPF St aStd
A
CSI
TC 04%
sc 0.02
1 art IRrm11
21-7 2-1-7
2-1-7
2-7 7
9_1_7
OEFL In (toc) lfdeit W
Va IJILL) .0 00 B ;,9W 240
Vwt[TL) .0.00 B :OM 180
n1a do _
PLATES GRIP
M1120 19711"
3=U- 1124
BRACING
TOP CHORD ShctwW wood stieetitbtg directly applied or 2-1-7 ac purt'sls.
_ -•-•- •-• _-•-• _• •-- _ -. _... __._....._ .. _ •-•_-- •------• IM- CHORD RIOoollingiffirecttyapplied or-10-0.0ocbra*g--•---•- ----
REACTIONS (iisfslze) B=459M-7-12. E--fS6K).5-8
Max Horz B--100(bad case 5)
Max llp&tB=-210@oad came 6). E-74(load case 6)
,fib, FORCES (tb) -Maximum Compressian1?Aexk rm Tension
m TOP CHORD A-B=0f78. &C=122138, C43=11t0
N BOT CHORD B•E-►b
N WEBS C-E---77187
1n
°O NOTES
0
N 1) Wind: ASCF 7-119: 90mpf1, (>=25ii» TCDL=4.2psf BCal.=42psE: Category IF, [3cp G; enclosed; RitV1fFRS gable and moor; cantilever left and fight exposed: Isaeh left and sf+Bhl exposed; Lumber DOL=133 plate dip DOL-- .
2) This truss has been designed for a 10.0 psi boffom chard five load rgnworaffAw t v fttr any Darer live loads.
3) This truss repines plate trrspection per ffre Tootit Cart Method when this truss Is cbmn for gwIfty amawance Inspection.
w 4) PnyMe nwx* enisai connection (by others) d toss to bearing plate capable of c&itirmlww1W 270Ib uplift at joird 6 and 74 tb upVt at jam E.
5) This truss is designed Ioacoordancewith file 2003 trkenm1k +al Residerflial Coda sections R502.11_1 and RM.10.2 andcaferorced standard ANSIf M 1.
ti 6) Henger(s) or other connection devfoe(s) Ad be provided &alkierrt W support cancentrated load(s) 7134 Eb down and 56 lb ray at 2-3.4 on b0tt0m Ghxd. The desigstseleclfon oP such connectfan davke(s) is the resporsibilty of
CID others.
7) In the, LOAD CASE(S) section, loans applied to ttre face of fhe truss are noted as boat (F) or beds (B).
0
LOAD CASE(S) standard
1) Regular. Lumber kweamal.15. Plate Inerw l.16
UNfarrn Loads (piF)
Vat: A-13=84, WE=14
en Coaraentnda3dLoMs,Qb)
CDVed: E-76gF)
\
en
N
O
1 1 1
go
to
0
U)
m
0
m
0
6200 a Feb 21 MOW* * hifu.bina, EM.
10.1-2 20-24
10.1-2 MI-2
L0A1Xf4G (psi)
SPACING 2-"
1.15
CS1
TC 0.05
TM 35 0
TCOL 7.0
Plates Increase
Wtfstret' lncreasa ' t.15
SC - OA2
BCLL 0.0
RelpSttess [ra YES
WB 0.12
(MEM)
BCOL 7.0
Code IRC200(111PMM
LUMBER
TOP CHORD 2 X 4 SPF 16W 1.SE
SOT CHORD 2 X 4 SPF 16WF 1.5E
OTHERS 2 X4 SPF ShW-R d
r
i
20-2-4
2e 24
GEFL in Qm) ltdefl Ltd PLATES GRIP
Vert(LL) nfa - rula W9 MUD 1971144
41ert(TL) ... nfa rrla 9@9... . .
Horz(TL) moo K da irta We1ghL 63 lb -
@MI G
TOPCHORD S&UdUa WDW 3healh1Md1recfl►ep59ied OF"-Ooo perrfns
BOT CHORD R1gd ceding dke* appbed or t000 cc bradrrq�
FEACnOMS (id�sma) A-7B120-24. K=79P10-2�, P=164f20.211. Q=19512D-2�. R=79712�24. S=19612(0.2.4. T=199 M2-4, 0=195120-2-A, N=197n0-2�, Pfi19d20-24, L=199n0 24
max FlomA-2MIoa+d cam3)
Afar% UpfitW5.i�2{bad case 3), K=12(load case 4). �-Si(load case 6). R=89(load pse 5). S=�S{laad case Sj. T=-�8(soad cases). 0-79(laad came 6)1 N=-g0(bed cage 6), tA=8811oad case 6). l- case
Liax GravA=94(load case 4). K 79(toed case l ). P=161(lnad case* o=2gloed case 7). R-197Qbad Case 1). S=tSb1(l0ad case 4 T=19%load cane f). 0=203@wd a 8). N-187(1
cad rase 1), W 196(load
case n L=t99(load case 1)
FORCES (ib) - fJlWmum Comprr:ssiordMaxirnran Term
TopCHORD t�O�RD A-e=182112D, B-C=-14?1115r GD=971109. D E--=123. E-F-791154, F-G=791142, G*t-- Z. H-1--=43, W -'7*44. �-ICE-127M9
W E�C1i0RD A.TF-P-13310. E-O=1755=. D•R--1681106 �C.S-i7afIO4. . &T 163M. G�175M. H-N-1J6$1107,�-17aMO4. A-7-116.4fS81 123
KOTES
1) Unbalanced roof live loads have base omisidered for Vis design. er DOL=1.33 plate gip DOL=133.
2) Wind: ASM 7-98: 90m* tF25ft TCOL-4.2ps .. BCDL= 4-W. Cate It. Exp C: end0sed: htWFRS gable end z ed cai�tlever left and r;jgM exposed ;Porch left andcatgM exposed: Lumb
3) TNs buss has been designed tar a 10.0 psf battorn chord lW load nonoonammr t with arty other [too loads.
4)AII pMosam ISM td112Duniess ottrwA se lydicaled.
5) Th-s truss regalree plate Insp ar d I i per the Tooth Coup! Method %+flan this truss Is chosen tar quaky assurarrae Inspeciim
lb
6) Gable mWlms corkKms bottom chord bearing.
on
7) Provide macharrcal onedlon (by others) of truss to Ming plate capable ofwfthstarrding 52 lb uplift at Mrtl A.121b uplift a1 joint K 91 lb uptl",1 at jolyd 0, 89lb upfii at joint R. 86 lb upttft at jdrtit S. 88 lb uplift at jd T, 79
uplift at joint 0. fi0 lb uplift a1I*d N. 86 lb upUR at joird M and BB lb uptlfl at joint L.
9) Ttis truss Is dsslgned In accordance %vfth the 2003 IrAerrradonal ReskWdial Coode sectlans R502.1 IA and R602.10.2 and referenced standard ANSUTFf t.
LOADCASE491 standard
rode -L•VA