HomeMy WebLinkAboutTRUSSES - 06-00340 - 642 Harvest Dr - New SFR13
M
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s
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11'10"0 ^I
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w o
`rs HGU5 26-3
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14TO 25'4'0 23'10"0 L 12'4'0 I- 5'4'0
FAA FAI
715 Bombardier Ave
Iaho Falls, ID 83402
YOUR TRUSS
Hfice: (208) 623-6691
EXPERTS
Fax: (208) 522-6459
s
H
T
REXBURG,ID
a
SPECIAL
WER DATE I I
Roof Trusses
wuuecrunm (r Kubb UI INu
TODD MOSELEY
Howard Res
W#
DELIVERY INSTRI
WD # B06075-6
JOB#
s i%Er MARK SUTTON
BY DATE
BID MLS
LAYOUT MILS 06/14/06
ENG. BY / I
0600340
642 Harvest Dr
PHONE S
PROFILE
LABEL
QTY
TIC PITCH
SPAN
CANTILEVER
IOVERHANG
BRACING
NOTES
BIC
LEFT
REM
LEFT
RIBNT
BIC PITCH
!ROWS
Al
6
8.0.00
7-08-00
of
1
0.0.00
2x4 2x4
i1CTin
A1A
3
e 0.00
7-08-00
05-000
Ot-060
t
4
0.0.00
2x4 2x4
A1GE
1
80.00
7-08-00
1
7
0.0.00
2x. 2x4
A1V
9
B 0.00
7-08-00
05-00-0
01-06-0
1
2
.Ly-`Uri,
3.0.00
2x4 2x.
9
0.00
-
09-02-0
2
8
B.0.00
IX4 2X
2x.
A2-2
2-2
8 0.00
3-11-06
09-02-0
2
8.0.00
4L
A2GE
1
8.0.00
1
8.0.00
2X. x
®
AVG
t
8.0.00
7-06-13
1
0.0.00
B1
8
8.0.00 00
0.0.00
-04-006
02400.0
t
1
B1-G
13
0.0.00
4)4-0s0
o2-00.0
01
0
,
p
Ct
3
8.0.00
2-08-00
Ot-06.0
01
3
.6L��
0.0.00
2x. 2x.
C1GE
1
8.0.00
2-08-00
O1-06.0
O7
5
0.0.00
2x4 2x4
D1
6
0.00
6 8.0.00
6-08-00x.4
Ot-O60
01
0
®
Dt-G
1-2
.0 00
5-0"0
0
0
0.0.00
x
D1GE
1
8 0-0.00
&
�
011-06-0
1
1
00
:"0.
E1
6
6 0.00
6-00-00
Ol-0fr0
1
0
0.0.D0
2x4 2x4
dt�
E1-G
1
8.8.0.00
014)&0
0
1
0.00
0.8.0.00
26-00-010
E1GE
1
01-0Cr0
1
0
0.0.00
26-00-00
FI-G
1-2
.0.00
88.0.00
2-04-00r
01
0
F1GE
t
B.0.00
2434-00
01 -0fr01
0
0.0-0.0.004
PBAt
19
6-0-00
0-03-08
02-00-0
0
0.0.00
2x. 2x4
Items
CITY
ITEM TYPE
DESCRIPTION
NOTES
1
HANGERS-
HGUS26-2 SIMPSON
Face Mount Hanger
I
1
HANGERS -
HGUS283 SIMPSON
Face Mount Hanger
15
HANGERS-
HUS26SIMPSON
C1 TY OF KE
Trusses can cause property damage or personal injury if improperly installed or
braced. Customer's or his agent acceptance hereof shall constitute his affirmative
representation that he ly framed in proper safe methods of truss insta[la;ior
and bracing. Refer to vide; pamphlet entitled " Bracing Wood Trusses: ntary
and RecommendatioW, publiisfued by Truss Plate Institute, Inc, Do not cu% atber. or use
damaged trusses without engineering approval. It is the customers responsibirdy to provide
access to the job site. Trusses remain our property until full payment is made.
Accepted By: Date:
Job
Truss
TrussT`-le
ety
ply
TODr%640SE-YCONST-HOWARDRES
B06075-6
Al
R106AWLISS
6
1
tans, vnt-1 i tUJAn rsJwf, a.rrr"rsuA.a "arwc
VI�f/\{J rQ/G� iYY�I IiJRGfa Y1YWlY i..i�Y1r a�Ya MYa aV w.as..ao s•.wV �aa� a
5xf
6-3-5 , 12-11-5 , 16-10-0 , 24-8-11 , 31-4-11 , 37-8-09-2-Q
6-3-5 6-8-0 5-10-11 5-10-11 6-8-0 6-3-5 1-6-0
Scale = 1:65.8
9-5-0
9-5-0
LOADING (psf) SPACING
TCLL 35.0 Plates bxrease
TCDL 7.0 Umber
BCLL 0.0 Rep Stress bur
BCDL 7.0 Code
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650E 1-SE
WEBS 2 X 4 SPF StiudlStd
BRACING
TOP CHORD
Struchtral wood sheathing directly applied or 3-6-14
oc purtins.
BOT CHORD
Rigid ceiling directly applied or 6-0.6 oc bracing.
WEBS
1 Row at midpt D-J
REACTIONS (Ib/siae)
A = 1826/AAulwNc W
G - 198SW5.8
Max Harz
A =-293(load case 3)
Max Uplift
A = 728(load case 4)
G - -016(bad case 6)
FORCES (tb)
Maximum CompressionlMaxinxun Tension
TOP CHORD
A-B =-286411102
B-C = 2575/1122
E-F =-253211107
F-G = 2843110M
G-H = W4
C-D =-19871915
D-E =-19871915
BOTCHORD
A-K =-1108I2286
J-K = 360/1797
W = 709/1784
G4 = 309=4
WEBS
B-K = 4631307
C-K = 4261562
C-J =-385f567
D-J = -498258
F.
US M020=
rafi em112(k,-
18-10-0
9-6-0
2-0-0 cm
1.15 TC Om
1.15 ac am
YES tiles OJT
()
5xs timt20
l.5nr4 amm i l
J 1
5xa �= 5x& ti�tTO=
i 28-3-0 i
9-5-0
A W9! a a,}ab IUc0.}a a0-a
DEFL in (loc) tided Ltd
vea(LL) 0.31 AX >989 240
V'ett( 4LM ASK >M 180
Harz(TL) Q.13 G Wa crla
1kEBS
E-I = 392/584
Ea = 39V511
F I = -41118282
NOTES
1) Unbalanced rod live toads ham been
considered for this design
2) WErxt ASCE 7 W I)Mytph: h=25tl;
TCDL=4.2pst+ BCDL=42ps$ Category II: Exp C:
enclosed: MWFRS gable end zone: cantilever left
and right exposed. porch left and right exposed:
Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adegtteee drainage to prevent water
F
4) This truss has been designed for a 10.0 psf
bottom chord live load narxmic Trent with any
other We loads.
5) This truss requires plate inspection per the
Tooth Court Mettxxf when this truss is chosen for
qualfty
6) Refer W girder(s) for toss to truss
oomectiorts.
7) Provide mechanical connection (by others) of
toss to bearing plate capable of withstanding 728
lb uplift at joint A and 816 lb uplift at joint G.
8) This truss is designed In aocordanoee with the
2003 honal Restdertilal Code sections
R502.11.1 and R802-102 and referenced
standard ANSUTPI 1.
LOAD CASE(S)
Standard
37-8-0
9-5-0
MAIM Gm
mm 1971144
Weight 159 lb
Job
Truss
Tni ss Troe
ety
Ply
7C0r1 RELY CCNST-HCANARD RES
B06075-6
A1A
110`11 iSS
3
1
.bb
DIYR,r YYCJ 1 t9UIY7V r#%LWJ. 1l"W" rrYia, YJa rwc
i
W1CAWbrWW4L I LKrJ{iY{W YKiFpYOQ.V YKr MA.Ag-X" iVWD-ir-ID GWV VOW=. 1
11-6-9 6-3-5 , 12-11-5 , 18-10-0 , 24-8-11 , 31-4-11 , 37-&0 9-2-Q
1-6-0 6-3-5 6-8-0 5-10-11 5-10-11 6-8-0 6-3-5 1-6-0
Scale = 1 W.7
1000 MI120=
1.5x4 AdI120 II
5x6 N32O
c
34 btM // 56 lam— 5x8 MQ20— 5616film—
5-0-0 , 9-5-0
5-0-0 4-5-0
LOADING (psQ SPACING
TCLL 35.0 Plates hus ease
TCDL 7.0 Lumber
BCLL 0.0 Rep Strewby
BCDL 7.0 Code
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5£
BOT CHORD 2 X 4 SPF 1650E 1.5E
WEBS 2 X 4 SPF Shd/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-3-2
oc purlins.
BOTCHORD
Rigid ceiling directly aped or 6-0-0 oc braclr�
WEBS
1 Raw at rnidpt
D-L, D-K, E-K. F-K
REACTIONS (lb/size)
H - 167t/05-8
M - 22830&8
Max Horz
M = 277(load dslse 4)
Max Uplift
H --726(load case 6)
M = 4MIoad case 5)
FORCES (lb)
Maximum Comp Tension
TOP CHORD
A-B = 0171
B-C =-365183333 C-D = -m5
F-G =-1984MS7
G-H =-2296MM
H-1 = 0174
D-E =-1317f732
E-F =-1317fM
BOT CHORD
B-M =-559/428
L-M =-308/203
K-L = -553/908
J-K =-55111324
H-J =-687/1777
WEBS
C-L =-482/1053
24f-0
1-15
6hccease Luis
YES
18-10-0 , 28-3-0 , 37$0
9-5-0 9-5-0 9-5-0
CSN C63- In (Ic) Vdd Ud PLATES GRIP
TC 0J53. VergL* Q25 6W >G9 M I= 1971144
BC G-W MrrjiL.) 4i!3:i 1W >90 tM
Vita 0.lt6 Hcrz(TL) OAS H rda rda
Waft) V4** t 166 tb
WEBS
D-L = 48021261
D-K = -495f787
E-K = -502l259
F=K =-2641237
F-J =-396/516
G i =-426/286
C-M =-2249/891
U07M
1) Unbalanced root Uwe bads have been
corisidered for this design
2) VYind: ASCE 7498; 90rn h=25tt;
TCDL=4.2pst: BCDL=4.2psk Category II; Exp C;
MWFRS gable end zone. cantilever left
and right exposed: porch left and right exposed;
LwTdwDM 1.33 pkft grip DOL=1.n
3) Plavfda ackm d airraga to praim t user
4) This buss has been designed tar a = psi
bottom s'lsorc! he toad no ooncuaw t with any
other we toads.
5) This truss requires plate Inspection per the
Tooth Court Method when this truss Is chosen for
qwh►assurance
6) Provide meciharkel connection (by others) of
truss to bearing plate capable of withstanding 726
lb uplift at joust H and 938 b uplift at joint M.
7) This truss is designed in accordance with the
2003 tnterrsatiarhal Residential Code sections
R502.11.1 and R802.102 and referenced
slandard ANSVrPI 1.
LOAD CASE(S)
Standard
Job
T.
T.Tw
13ty
Ply
TCDDMDSELYC@6f-HVNAA[ lES
W60756
A1GE
ROStSS
1
1
.bb 6odlu,e0
Bw WES I (IU/W(J r/LLtJ�. AINR)r/LL1S, UaHx7C
Dears rmn zwa m rex nmea,w, ac m as ry ca.,eev ewo rays i
12-11-5 i 18-10-0 243,11 37-&0 �2-P
12-11-5 5-10-11 5.10-11 12-11-5 1-6-0
Scale =1:. .0
5x3 MI120=
u
37-&0
37-&0
Plate Offsets (X.Yk VJD,"
0-18L fMO44A-2Q
pt61d.0-21A
tsD-3-B.Q-1-BL BD!0300301
LOADING(psQ
SPACING
2400
CSI
VER.
in (lac)
Vdd
Ud
PLATES GRIP
TCLL 360
Pleles 6,meea,
LIS
TC a"
VNNLL)
-0.02 T
N7
120
M= 197M44
TCDL 7.0
Welbel(ticee®
1.15
BC 0D6
Viiii
41J32 T
Nr
120
BCLL 0.0
Rep Shea li
YES
WB 0.79
HNZ(TL)
t101 S
we
Na
BCDL 7.0
Code f1120D3RPG902
(NYbu)
WeldlG 2" lb
LUMBER
TOP CHORD 2X 4 SPF 165OF 1.5E
SOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF S1udi
BRACING
TOPCHORD
Strucluml Wood sheathing directly applied or 6-0-0
oc purllrs.
BOTCHORD
Po9Id mihV directly applied or 104)D ac traug
WEBS
1 Raw at mldpt
J-AD, I-AE. H-AF, G-AC, KAC, LAB, M-AA
REACTIONS (Ib/size)
A =
s =
AD =
AE _
AF =
AG =
AH =
AJ
AK =
AL =
AM =
AC =
AS =
AA =
Z =
x =
w =
V =
U =
Max Harz
A
Max Uplift
A =
s =
AD =
AE _
AF =
12&37-"
31007-B0
19607-8-0
19773780
18W27-8-0
18N96-0
203I3780
193M."
201?7&0
1651378-0
297a74T0
1=3780
18& -"
Isb37d-0
202W-8.0
195m-S0
197w-8-0
1903780
218W410
AG =
AN =
Pi =
AK =
AL =
AM =
AC =
A9 =
z =
X =
w =
V =
U =
Max Gran
A =
S =
AD =
AE _
AF =
AG =
AH =
AI =
AK =
u=
AM =
AC =
AS =
AA =
Z =
x=
W =
V =
U =
-40(foad. 4)
41190bad— 5)
87(badcase 51
-90(oadcase 5)
-730mai 5)
-131(bed. 5)
-6(mad— 3)
JWloadcase 4)
415(loard. 61
A0(badra el
-7t)(badcsse 6)
129(bad. 1)
310(badcase 1)
196(bad. 11
197(loadcase 1)
196(bad case a)
1850-ad. T)
203goad— 7)
193(badcase 1)
2ND.d. 7)
165om d. 1)
287(badoase 7)
197(toad. 1)
lWicad, 7)
1a5(oadcase, 8)
202(load case 8)
195(laadcxxse 1)
197(loadcase 8)
190(badmse 1)
219(bad rase 8)
-2910bad case 3)
FORCES (Ib)
Mammon CortbressiuVMaurtam Tentem
412(baci 3)
TOP CHORD
-T7(bad case 6)
A-S =-2381194
64(badesee 4)
BC =-1T7/180
-07(bad— 3)
C-0 _ AMIT7
61(badcsse 4)
D-E _-80/176
TOP CHORD
E-F = -74/2U
F-G = -T7251
um = 777G6
MO = -7411fig
OP = -7u1m
PQ = -73W
QR = -78158
RS =-117173
ST = Ml
G-H = -25=
H4 -2Yd3
w = -2VM
1 K _ -25223
K-L _ -25rM
L-M = -25Q73
SOT CHORD
AAY = -w1w
AL -Ali = W197
AK4 _ -09l197
ALAI( _ -aTI97
A4A1 =-39/197
AWN = 391197
AG,AH = S4197
AF-AG = -191198
AE# _ . 190
AD-AE _ �198
AC -AD =-391190
ABAC =-39/198
AAAB =-391198
ZAA 19198
Y-Z = -�Iw
X-Y = 39190
w-x = -N1198
U-V = 391196
S-J =-39'198
WEBS
J-AD = AtS181
IAE _ -169M4
HAF =-16877a
G-AG =-157157
WEBS
F-AR =-175/105
E- J =-1661104
D-AK =-172/106
GAL = -149M
SAM =-22&139
K-AC =-169184
LAB =-168183
AMA = -157/8
14-Z =-1741102
O-X =-1681106
P-W =-170/103
O-V =-160/103
R-U _-1951111
NOTES
/)UOId®dndFe bads tale beEr,
2)V*xk ASCE -9k9D,a
TM=42SCE 7-DL: 2plx' Category
TCCL�t: MINpst BCS gable n Camgxy II: verExp le
a id dgm MFRs gable end zone: right
expos left
adha, ®Posed: late left and rightexposetl:
4 Tmilm 0L=1-33 plate gip DOL=1.33.
wo,
the
Tniss�tedir wind beds b the plane of
ndl
on Noinii
ForstudIll
expnseSta lard
End D tbtheie� sea MRek'SlaMard Gable
End odcl f
APmbde adequate drainage to prevent water
5) This truss hae been, designed for a 10.0 psf
bdmrr d,nd fire bad nommrarrer4 with arty
other line bads.
6)AN Palm are 1.5x4 MII20 bless otherwise
T) Ths truss reglsres plate inspection per the
Toot, Carr[ Melhod when this truss a chosen for
8)Gehle mmiur. wriemuo. bottom chord
beadn9
%Gable sbrls spaced at 2-G0 oc
Continued on page 2
Job
Truss
Trust True
of
Ply
lODr%MOSELYCONST-t[a1RfAR0RES
B06075-6
A1GE
WVOPAM1
1
Jab
esnrti: wts r ta�n�.r rr�w�, �nvru rsuia. au aKwe
NOTES
10) Provide kcal comeaion (by others) of
truss to bearing plane cap3ble of vng 82 Ib
uplift at joint A. 77 lb upUl at joint S. 64 tb upGft at
joint AD, 67 lb uplift at joint AE. 61 tb LqM at joint
AF, 40 Ib uplift at joint AG, 88 Ib uplift at joint AK 87
lb uplift at joint AJ. 90 Ib uplift at joint AK 73 Ib uplift
at joint AL.131 Ib uplift at joint AM, 67 Ib uplift at
joint AC, 66 Ib upM at joint AB, 85 tb uplift at pint Z,
90 Ib uplift at joint X. 84 Ib uplift at pint W, 95 Ib
uplift at joint V and 70 lb uplift at joint U.
11) This truss Is designed in accordance with the
2003 International ResldertW Code sections
R502.11.1 and R802.102 and referenced standard
ANSUTPI 1.
LOAD CASE(S)
Standard
p urn s reo cr 'ax= =sere U==M5. mr— oar .run w ua= tear two rage e
Job
Trans
Toss Tvpe
OY
Ply
TODD ISELYCONST - HOWARD RES
806075.6
AIV
mXVmV1l1SS
9
1
Job
bmu vvt,i1 tlupmu rALLzb MOM -NJ rmi-x. uraawc
OXW s MM c 1 WAX1 rw w uo. 9 c au e-V W rays 1
11-6-9 6-5-11 , 12-11-5 , 19-0-14 , 24-8-11 , 31-2-5 , 3741-0 �2-Q
1
1-6-0 6-5-11 6-5-11 6-1-9 5-7-13 6-5-11 6-5-11 1-6-0
11-" , Scale = 1:67.8
6x8 MI120-.
5XS A®20
3x 4 &aW=
3x6 M020 /1 3104 LM20= US LRl w= 3 M 12
5-0-0 , 12-11-5 , 17-2-8 1 27 2-8 37-8-0
5-0-0 7-11-5 4-3-3 10-Q-0 10-5-8
LOADING (psi
SPACING
2-"
CSI
Dull.
in Qce} tides Ud
PLATES GRIP
TCLL 35.0
Plates Wreese
1.15
TC 0.62
VergW
0.R2 HJ >925 240
Il m 1971144
TCDL 7.0
Uaabarhumase
1-15
BC am
VW(TL)
AIM H-i >732 180
BCLL 0.0
Rep Stress b=
YES
we 0.99
Horz(TL)
0.19 H nFa ria
BCDL 7.0
Code 1iRC26oyna=
(matrix)
Weight 164 Ib
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1SE
tftft m
BOT CHORD 2 X 4 SPF 165OF 1.5E
D K = .435/T03
WEBS 2 X 4 SPF St1d#Std
E-K = 499M
E-i = 201/605
BRACING
F=J = -MM063
TOP CHORD
GJ = -459031
Stnxturai wood sheathing directly applied or 3-3-1
C-M = 2216(842
oc purlIns.
BOT CHORD
NOTES
Rigid ceiling directly applied or 6-" or bracing.
1) Unbalanced roof We loads have been
WEBS
considered for ttus design.
1 Row at midpt D-L. E-K
2) Wind: ASCE 7-98; 90mph; h=25ft;
TCOL--42pst BCDL=42pst. Category 11: Exp C;
REACTIONS (Iblsize)
errs MWFRS gable end zone: cantilever left
H - 167110-5-8
and right exposed: porch left and right exposed;
M = 2283/0"
Lumber DOL=1.33 plate grip DOL=1.33.
Max Horz
3) Provide adequate drainage to prevent water
M --279(load case 3)
ponding.
Max Uplift
4) This buss has been designed for a 10.0 psf
H =-726(ioad case 6)
1 i ff I dnrd liva kuW ncraco naurerd ulth arty
M = 49KIoad case 5)
c&w live 1Qa4s.
5)Thisbum reqAes plate InWactim perthe
FORCES (Ib)
Tooth Coast Mah)d rdmu Oft truss is drown for
Maximum Co 14A Tension
morass rarme inspection.
TOP CHORD
6) gearing at joirgs) H con ddars paraf{e1 to grain
A-B = 0171
value uft ANSelTPI 1 angle to grain iornmda.
B-C = 35I MM
Bing designer should verily capacity of
C-D =-1274MIO
bearing m- rfaoe.
D-E =-1210/664
7) RvAde me@m6cal connection (by others) of
E-F =-1869i891
tuns to bearing plida capabt8 of wNxIanding 726
F-G =-288011271
b upidt at joint H and 938 b upti t at joint M.
G-H = 3421/1344
8) This miss is designed in accordance with the
H-1 = W1
2003 Irtemabonal Residgrtital Code sections
BOT CHORD
R502.11.1 and R802.102 and referenced
B-M = -558/421
stmdard ANS11TP1 I.
L-M = 3261188
K-L = S69rg20
J-K =-71811448
LOAD CASE(S)
H-J =-1028/2786
WEBS
C-L = 46711079
D-L =-5141155
Job
Tnas
Truss Type
ay
ply
TODD RM3SFLY CCMF - HowAla) RES
B0607&6
JA2
I mxvmwLw9
1
1.lb�b�
O{YN YYCOI �ILlNfIV f'�,lW/I W/Y1V rI�LL.a W WMlG
Vi11V i f-GH LI CNiJ N.11 �Qi\ YRiY.lN1{iJ1 YI1r I�YYI JYI w W. IL(.I cwv � olJ�r I
r_
/
3w
5-1-6 ,6-5-61 9-2-6 , 16-6-14 , 23-11-6 ,
5-1-6 1-4-0 2-9-0 7-4-8 7-"
6x6 lWMW=
r300 r B 1.5x4 MUM I I
H
1.5x4 RitbZO I I
6-5-6 , 9-2-6 , 16-&14
6-5-6 2-" 7-"
LOADING (psf) SPACING
TCLL 35.0 Plates Inrreew
TCDL 7.0 Lumber
BCLL 0.0 Rep Stress hu
BCDL 7.0 Code
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
SOT CHORD 2 X 4 SPF 165OF 1.5E •ExOW
B3 2 X 4 SPF SWWStd
B4 2 X 4 OF 240OF 2.0E
WEBS 2 X 4 SPF ShdfSW
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc puriins.
BOTCHORD
Rigid ceiling directly applied or 3.5-1 oc bracing.
WEBS
1 Row at midpt GI. E-1
REACTIONS (lb/size)
H = 191&9-28
F - 407/Medsnicat
Max Harz
H = -443(bad case 6)
Max Uplift
H --758(bed case 5)
F =-141(bad case 6)
Max Grav
H = 1918(loadc�se 1)
F = 576W case 8)
FORCES (lb)
Maximum Comp Tension
TOP CHORD
A-B =-193/512
B-C = -353fM
GD =-3261856
D-E =-87112104
E-F = -677/264
BOT CHORD
A-J = �15/215
W =-19531844
14-1 =-18841717
D-1 =-1310/469
G
3x4 NIM20=
2" CS1 QER- In (l)c) Ildeft Lid
1.15 TC 0.68 1feR(LL) 0.12 F G >995 240
becteese 1.15 BC am MWTL) 4L1B F G >90 t M
YES MS a73 Wrz(TL) ono F a1a n1a
PERIM )
DOT CHORD
A,i = -315t215
E,JI =-1S581844
H4 =-18MY17
D-1 =-131090
GH = 447/441
F-G = -19%W
B-J =-1176f502
C-J = -W141
D-J = -386/1018
G1 = -5301617
E-b =-1895/810
E-G =-279/322
NOTES
1) IT►stratarroed noati me toads have been
consideredfartIftd 1 il;
2) Whut AWE 74ft 91hox lv--�
TCDL--42pA 13CQL=4.2pst Categuy Q; r:J:p C.
endased 5WVFRS gable end == cantilemu left
and eight exposed : pomh ie8 and right exposed:
LwTd er DOL=1.33 ire Quip DOL=1-n
3) This toss tress been designed for a 10.0 psf
bottom chard live load nonconctment with any
other live bads.
4) Ttds buss requires plate inspection per the
Tooth Court 144edwd vrtsen this truss is chosen for
quality assuranoe Inspection.
5) Refer to girders) for tress to truss
oorxrrectians.
6) Provide mediarkal wnnection (by others) of
buss to besting plate at jobt(s) H.
7) Provide meclmnlcal connection (by others) of
toss to bearing plate capable of withstanding 758
b uplift at joint H and 141 b uprrft at joint F.
8) This toss is designed in accordance with the
2003 Inhernational Residential Code sections
RWZ11.1 and R802-102 and reierenoed
standard ANSIlTPI 1.
'd
3rrB IMM =
23-11-6 ,
7-"
PLATES GRIP
M1120 1971144
tillewt:110 Ib
Scale = 1:51.4
G-H =-1471441
F-G =-190/427
Job
Truss
TlnssTvpe
Qtp
ply
7CMWSELYCCNST-HOWARDRES
B060756
A2-2
2
j bw
orir�VVr-01,IVNr1V rNLw), 1urvlu rnLLa, w 00%VL ViaRia ra ILvv�twsm Yvuauuca, r.w. swrwu vw.c.ccwv rOyc
5-1-6 6-5-6, 9-2-6 , 16-&14 , 23-11 ,
5-1-6 1-4-0 2-9-0 7-4-8 7-4-8
5XB 19320- Scale = 1:51 A
ti00 r12 B 1.5x4 MUD ll
3V
H
G 3xB 0120=
1.5304 Lem 11
3x4 IV==
6-5-6
, 9-2-6 ,
16-&14
, 23-11-6 ,
6-5-6
2-"
7-4-8
7-4-8
Plate Offsets (X n ik-0.1454-1-4 KZO-MO-M 9MOC.O4M
W--0480.34X f .-1-a
D"-O O-11
LOADING (psQ
SPACING 3-"
CS1
IDEFIL
n (lod) Udd Ltd
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0B7
Vert(LL)
0.11 F-G >999 240
CIt m 19711"
TCDL 7.0
Lumber bummse 1.15
GC 038
VeAM
4LU F-G >IN:4 10
BCLL 0.0
Rep Wess bw NO
WB 093
H nzn)
MW F rrla rda
BCDL 7.0
Code KNIVIFIM
(Adebior)
Weight 221 lb,
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E -Except'
B3 2 X 4 SPF SlutM
B4 2 X 4 DF 240CF 2.QE
WEBS 2 X 4 SPF Stu tMd
BRACING
TOP CHORD
6-0-0 cc bracing
(Switched from sheeted Spacing > 2444 Emapt
2 Rows at 113 pus
B-F
BOT CHORD
Rigid ceiling directly applied or 5-9-11 oc bracing.
JOINTS
1 Brace at Jt(s): B
REACTIONS (Iblsize)
H =
3356AD-2-8
F =
7121kiechanical
Max Horz
H =
-776(load pse 6)
Max Uplift
H -
4326(laad case 5)
F =
-247(bad case 6)
Max Grav
H =
33560oadcase 1)
F -
1008(t)ad terse 8)
FORCES (lb)
Maximum CompressionfMaximurn Tension
TOP CHORD
A-B = -339MM
B-C =-619116M
GD = -57011499
D-E =-1526/3684
E-F =-11841461
BOTCHORD
A-1 =-552/376
1-J = -0420/1479
H-1 = -329711256
D-1 =-2293/822
G-H =-2571772
B,f = -20588M
C-i = -t eaw
D-1 = s67511782
Gl = -owla 0
E4 = .W16f1419
E4; = i
ROTES
1) 2-* truss to be connected together with
0.13rj4r Neils as fcllorrs
Top chards connected as faliaws:2 X 4 -1 row at
0-&0 or.
Balloon chords connected as follows` 2 X 4 -1
raw at 084 or -
Webs connected as foaaws: 2 X 4 -1 row at
0-" or-
2) AD loads are considered equally applied to all
plim except if noted as front (F) or back (B) face
In the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only
Toads noted as (F) or (111 unless otherwise
InClicabA
3) Unbalanced roof We loads have been
corsktered for this design.
4) Wand ASCE 7-ft 90mp1X h=25ft;
TCDL=42pst BCDL=42pst Category II: Exp C;
enclosed; MWFRS gable end zone; cantilever left
and dght: parch MRand rWt
LwT6er0OL=133 piategM DOL--IM
5) This truss has been designed fora t&0 psi
balf nrn In I he load rKWXxzjXUTent zjfla any
c0a race loads.
6) TWs, truss regtures, fdabe unspecfionn per the
Tooth Courd Kiel iod when this truss Is c hosm for
4mb assurance insimclion.
7) Refer W girder(s) for truss to truss
camectiors_
8) Provide mechanical cormection (by others) of
toss to bearing plate at jeint(s) H.
%Ptvida mechartical cor.wnxtcna (by o9w,* of
bons to bearing plate capade of v&hg9md[:v
1326 tun rupilB at job t H and 247 lb, ou =atla t F
10)Thistruwis designad Irlaccas>P,rzcevnt,f the
2003 brtetr Code sections
RW-11L1 aundRWZt0.2 and tetienerrced
sta r I ANSYTP11.
11) Desfgrn aswjTm 4x2 (BEd arisctadarn) puriins
at cc spacing hdcab Nt t 3sbaned to truss TC w/
2-10d nails.
LOAD CASE(S)
Standard
Job
Truss
Truss Tvpe
cly
Py
TODn MOSELY OCBLST - HOWARD RES
B06075-6
A2GE
1
1
�„,J
Jbb
DIVr- VVCO 1 tIUMnv rnLw1. U"V'Mi rs%J-%A. UJO.VAM
5-1-6
5-1-6
R Anti
�l
3M
4" ae0x0=
c
ViYV i �R�Lf iV�Ri YY-�GI{ YNV.ia�G.l� Ywr Y'AYJ wY w W. �L.f.l. GwV � o�. Y' 1
9-2-6 23-11-6
4-1-0 14-9-0
Ig
Sri=1:50.0
6-5-6
6-5-6
T S
, 9-2-6 r
2-9-0
R O P O
23-11-6 -
14-9-0
N 3x4lld==
LOADING (psf)
SPACING
2-"
C9
DER in 0=* Ifdd Lid
PLATES GRIP
TCLL 35.0
Plates hxrease
1.15
TC OA2
Vert(LL) rVe - we 999
Its 1971144
TCDL 7.0
Lumber bye
1.15
BC 023
%h9gTL) ata - rota 999
BOLL 0.0
Rep Stress bw
YES
we (L19
am(m) am M ale fife
BCDL 7.0
Code
tom)
WleV& 1151b
LUMBER
to) Prowidemechanical connection (by others) of
TOP CHORD 2 X 4 SPF 165OF 1- E
max Upll$
BOT CHORD
bunta bearing ptaw of withstanding 308
BOT CHORD 2 X 4 SPF 1690F 1.5E'Exoepr
N
= -12Mmd case 6)
P-0 = 4Y3
b upI2 at jo rd A. 3 Ib upffi at joint W. 102 lb uplift
B3 2 X 4 SPF StidlStd
Max Grev
O-P = 4Y3
at joint U. 49 b ulM at joint K 46 b uplift at joint
OTHERS 2 X 4 SPF SftxMd
A
= Wooed case 1)
= 4Y3
X 130 b upM at jolyd Y.108 lb uplift at joint V. 66
W
= 320aad ease 6)
un = 4I13
b tq= at faint S. 91 lb upM at joint K 86 lb uplift
BRACING
U
= 1890bad case 1)
WEBS
at j* t Q 90 b t*M at Joint P. 73 lb uplIft at joint
TOP CHORD
T
= 240oad case 2)
C-X = —+f63
O and 12$ b upM at joint N.
Structural wood sheathing directly apptfed or 600
M
- 113(kW case 1)
B-Y = -25NM
11) Beveled pleas or shim required to provide full
oc purlins.
X
- 5820cad arise 6)
D-V = 48WM
bearing surgaoe with truss lard at joints) A. W.
BOT CHORD
Y
= 321(bW ease 7)
FS = -14&74
x Y. V.
Rigid ceiling directly applied or &" cc bracing
V
= 2170aad - 8)
G-R = 174f1t0
t2) This buss is designed In aa=&nee with the
WEBS
S
= 17T(oadcwe 1)
H4J = t6E/t02
2)03 btmTmdwW Residertial Code sections
1 Raw at midpt
F-S
R
= 2MKlm d case %
J-P =-177/tw
R503-11.1 and R802.102 and referenoed
Q
- 1t130aad case 8)
K4? = 149193
standard ANSHTPt 1.
REACTIONS (lb/size)
P
= 234(laed case 1)
L-N = -MI36
A -
127123-11-6
O
- 1 d case 8)
W =
i523-11-6
N
- 29Mced rase 8)
mom
LOAD CASS(S)
U =
189173-1"
1) UM=Wooad foci Bice bads have been
Standard
T =
102341-6
FORCES ab)
oonsbril�ed�rttdsdesig�
M =
1=23-1"
Maxfm " C
n F Ifflol E Tension
2) Wfrd ASCE 74W 90mph: tF2M
X =
14023-11-6
TOP CHOM
TCDt = BCf)L=4.2psty Cam► It: Exp C;
Y =
31523-1"
A$
=-139f541
enclosed: §M FFtS gable end zone: cardever left
V -
21 t 23-114i
B4;
= -706M
and nigtrt exposed : panto tali and dgM
S -
177@3-11-6
C D
= 3
Lumber DOIL=1.33 plate grip DM=1.33.
R =
20=/ -I"
D-E
= _W496
3) Tr ss desigried for wind loads In the plane of
O =
193r23-11-6
E-F
= 41f450
the truss arty. For studs w"sed to wind
P -
204r23-1"
F-G
= .48MM
(ramml W the fbce� see Wek "Standard Gable
O -
165r23.11-6
G 4
= i1
End Detair
N -
287/23-11- ;
I✓ 4
= -222M
4) Ttds truss has been designed for a 10.0 psf
Max Horz
w
= -172%
bodam dmrd time toad nonconcurrent with any
A = 143(kmd case 6)
J-K
= 45r197
other Ilve loads.
Max Uplift
K4_
= -55 M
5)Alf phdas, are 1.5z4 M020 unless otherwise
A =-308(load ease 6)
L-M
= -6302
indeed
W -
-Nbad case 4)
BOT C iDRD
6) This tws neQWW plate inspedton per the
U =-102(bad
case 6)
XY
= -3F19
Todh Cann[ 166bod when this truss Is chosen for
M -
d9(ioad case 6)
X Y
= 329
guWV asttmrm inspec ton.
X =
-06(l)ad case 4)
W-X
= 329
7) Gable regtsncs conflruious bottom chord
Y = 430(badcase 5)
V-W
= -1N39
V --108(bad case 6)
U-V
= -law
%Gatrte shds spaced at 2-&0 w-
S = .66(bad case 6)
TV
= (Y0
9) Bearft, at jeart(s) U aonshdas pa<altel fn g;afn
R =
-91(bad case 6)
E-U
= -176P=
value of ANSVTPI 1 an& to grain Eomuda
a =
486(bad case 6)
S-T
= 4Y3
&ddM desigrer should ver0y fact!► d
P =
130(krad cam 6)
PIS
= 41E3
bearing surface_
0 =
73(bad case 6)
G-R
= 4Y3
Job
Tnm
Tns Tape
c*
P47
T[dr-MOSELyaraT-HOWAAORES
8080758
AVG
Ii011110"l1S5
1
1 �../
Job�erm (apeo<ull
Pv.vv rr.lwl, aw..nr rnua vw..c
oaw5rmc�u.v �.a...u�m...� n..i..n IV{N.ILLG GVW rep �
13-M
fkVS
5 ale = 1:d4.9
9
1-5.4kmwll 1.514 mm 11 5.6 MUM- 1,54 Me2011 1. MII2011
27513
LDAOING(ps0
SPACING
20-0
CO
06i In Oao)
UdeO
vd
PLATES GRIP
TCLL 35-0
Models ko
1-15
TC
034
VeryLL) his-
rva
999
A� 19711"
TCOL 7.0
lb
Ltpobrae�e
1.15
BC
pm
Vedfm) r1I0 -
Na
SIR
BCLL 0.0
Bap Serves ►c
YES
1NB
026
Hon(11) 0BI G
Na
rda
BCDL 7.0
Coda RI2ORIRP®0Z
OIrrM
Weight: 996
LUMBER
TOP CHORD 2X 4 SPF 1650E 1.5E
SOT CHORD 2X 4 SPF 1650E iSE
OTHERS 2X 4 SPF ShdVS1d
BRACING
TOPCHORD
Structural wood shaeti directly appBedor64-0
oc purlia.
SOT CHORD
Rigid ceding direly applied or 10-0-0 oc brecig.
WEBS
1 Row at mdpt DJ
REACTIONS (lbrsim)
A =
24927613
G =
24927613
J =
344027613
K =
337?7613
L =
54627613
1 =
337ID613
H =
59627613
Max Hort
A =
-278(kM, 3)
Max Uplift
A =
43(badoasa 3)
G =
3(badrase 5)
K =
-155(badase 5)
L =
-241(badcase 5)
I =
-154(wod case 6)
H =
-241(badcese 6)
Max Grav
A =
249W wise 1)
G =
249(bad case 1)
J =
344(bad case 1)
K =
3561bad mse T)
L =
546(bad case I
I =
357(loedcase 8)
H =
546(lad wise 1)
FORCES (Ib)
Maximum Cor pessio
✓Maxirxen Tension
TOPCHORD
A-B =-22PJ170
TOP CHORD
BC =-1751150
C-0 _-i972/2
D-E _ -1omm
E-F = -IM11
FG = 482/92
BUTCIORD
AL = -W161
K-L _ -W164
J-K =-55/164
I-i = S5f164
H4 = WI64
G-H =-55/164
WEBS
D-h = -27716
PK =-322I94
B-L = 433FM
E4 = IW193
F-H = d331259
NOTES
1) Unbalanced roof live bads have been
considered for t1d. desbn
21 Wn3 ASCE 7-W SMVk ll
TCT1L=4-2pst BCDL42tat Cal eg ry It Exp C;
erdaek LL71FR4 gabs ardor ®aYeaer la
and d9Pt exposed: porch kd and right exposed
Lmber DOL=133 pirte,gee DOL=1-n
3) This truss has been deslgredder a 10.0 psf
boffim obord be wad rvmcurarc width any
other live bads.
41)TIv. trim —Wes plate ispection parhie
Toth Caet Method when this tnrss Is chosen for
5) Provide medrari®1 mreceon (by others) of
buss W hearing plate capable of withstanding 43
b uplift ajtint A 3 6 uplift ajoint G. 1551b uplift
Ajoa[ K. 241 b uptajait L 1541b upi t a
jolt I ad 241 b upli atjoint H.
6) Non Standard berig mKRIUL Review
repired.
2Mkt1wrvmb d iRa0linalikCode sections
R562t1t.1 and Rd2-1.2 and referenced
Vre
50lydrd ANSLqPI 1.
LORD CASES)
Slaulard
Job
Truss
Thm Type
(301
Ptyr
TODDMDSELYMNST-HOWAR13FES
B06075-6
B1
ATII f
8
1
Jrsb
own. vvrw I tLunnv rw wti wrrti rnLLa. ui Qjw"
v.cw4rav0-1 wwi roue
13-4-11
-2-0-0 , 3-9-9 , 6.6-4 11-11-5 1?-8�0 , 16-9-12 , 21-6-7 , 25-4-0 ?6-10-Q
Scala = A8.4
2-0-0 3-9-9 2-8-11 5-5-1 0$11 5-5-1 2$11 3-9-9 1-6-0
0-8-11
&S Muzv—
7x8 MUM_
7xB NM2D =
F
3-9-9 , 6.64
3-9-9 2-8-11
LOADING (psf) SPAC20
TCLL 35.0 Plates
TCDL 7.0 Lum6er
BCLL 0.0 Rep Stress
BCDL 7.0 Code
LUMBER
TOP CHORD 2 X 8 DF SS -Except!
T1 2 X 4 SPF 165OF 1.5E
T3 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 6 DF 180OF 1.6E-Excepr
B21.5 X 9.5 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD d. Structural wood shead*V directly applie
BOT CHORD
Rigid ceiling directly applied or 10-" oe bracing.
g.
WEBS
1 Row at midpt E-G
REACTIONS (lb/size)
B - 2088/0-5-8
J - 2039/0-"
Max Harz
B - 270(toad case 4)
Max Uplift
B = 381(badcass 5)
J - 353(bad case 6)
FORCES (!b)
Maximum Co Tension
TOP CHORD
A-B = O/102
B-C = 3162r2269612 C-D =-2612
D-E =-1891/259183 E-F =-168/4
F-G =-176/1838
G-H =-1887/253
H-1 =-2707212
I-J = 3180/229
J-K = 0/78
BOT CHORD
B-M =-2462544
L-M = -W1878
J-L =-13612565
2-0
trrarease Vis
Irucrease 1.15
bw YES
18-9-12
12 3-8
CS! CEFL In QGC4 V"
TC 0.fl14 Yerqu-) 4M L-M >5w
BC 0;A7 Ve V.Q -M L-M >3@9
WB (I.V Hla A-n-) am J rfa
(
WEBS
Wk4 =-12l1377
WL _ -34/14M
C-M _ -&84tm
I-L = 402012tii
NOTES
1) Unbalanced roof We loads have been
considered for dfm design
2) V*xf: ASCE 7-98; 90mph; h=25ft;
TCDL= 42pst: BCDL=4 2pst Category II; Exp C;
enclosed; MWFRS gable end zone; cantilever left
and right exposed -. porch left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf
bottom chord he load nonconcurrent with any
other We loads.
4) This truss requires plate inspection per the
Tooth Count Method when ft truss is chosen for
qUEdMyassuraanoe UM ectlon
5) CerTM dead load (&0 psi) en mwribe*( D-E.
G 1t E-G
% Bothom chord Dw a load (4010 PO and ad2tional
1 1,11, dun dead load (WA pst) applied ardyr to
morn. L-M
7) Pravda madmeal connection (by others) of
truss to bearing plate capable of wltlstanding 381
Ib MM at joint B and 353 lb uplift at joint J.
8) This truss is designed In accordance with the
2003 Intemagenal Residential Code sections
R502.11.1 and R80210.2 and referenced
standard ANSIITPI 1.
LOAD CASES)
Standard
ti
to
21-6-7 , 25-4-0 ,
2-8-11 3-9-9
L I PLATES GRIP
240 M320 1871144
tw
rib
Weight 176 Ib
E-G = -4090/447
Job
Truss
Trus- Type
Ott
TO71n MQSELY CQNST - HOWARD RES
B06075.6
BI-G
Atq /
1
3
Job
BMC WEST (IDAHO FALLS). IDAFIC FALLSr UD 034M
tk2ws Feb zi zwb m rerL mG smes, s= rMmn .tail 1u uts:l czj zuLwj Page 7
13-4-11
-2-0-0 , 4-0-9 , 6-04 , 11-11-5 1?48T0 , 18-9-12 , 21-3-7 , 25-4-0 ?6-10-Q
SCA=146.4
2-0-0 4-0-9 2-5-11 5-5-1 0-8-11 5-5-1 2-5-11 4-0-9 1-6-0
4-0-9 , 6-64
4-0-9 2-5-11
0-8-11
ea Ill m =
hell ==
7x8 M1120=
F
18-9-12 1 21-3-7 , 25-4-0
12-3-8 2-5-11 4-0-9
LOADING (psf) SPACNG 243-0 CS1 DER- In (too) Ides L/d PLATES GRIP
TCLL 35.0 Plains fna'ease 1-15 TC 0.83 Vert f LL} -0,58 L-N >511 240 A020 1871W
TCDL 7.0 Llatrber bar! - 1: 1-15 BC am VbgTL.) 41 M L-N >30 18D
BCLL 0.0 Rep Suess ha ND WB, 026 Hhrz(TL) 0j03 J nda rda
BCOL 7.0 Code llRC2= I PCM (Matrix) WdGW 650Ib
LUMBER
TOP CHORD 2 X 8 LSL Truss Grade *E=epr
T12 X 4 SPF 165OF 1.5E
T3 2 X 4 SPF 165OF 1.51E
BOT CHORD 1.5 X 9.5 LSL Truss Grade
WEBS 2 X 4 SPF % dfStd -E=epr
W2 2 X 4 SPF 1690F 1.5E
W2 2 X 4 SPF 165OF 1.5E
BRACING
TOP CHORD
Stnictural mood sheathing dtrectif►appi3edor641.0
oc pur[ins.
BOT CHORD
Rigid ceiling directly applied or 10.40 cc bracing.
REACTIONS (lb(SIM)
B = 55230"
J = 5474/)5'8
Max Horz
B = 265(load case 4)
FORCES (Ib)
Maximum CompressiodMadnum Tension
TOP CHORD
A-B
= 01110
B-C
=-841910
C-D
= 754810
D-E
= .4356100
E-F
= 016124
F-G
= 016126
G-H
= -435410
H-1
=-755410
I,f
=-842710
J-K
= 0187
BOT CHORD
B-N
= OI7064
M-N
= 014841
L-M
= 014841
J-L
= W072
WEBS
E-G
= 4220M
D-N
= 015767
WEBS
ti-L = 05781
C4 =-3223n0
k = 3235P0
MOTES
1)S*UUsSfzbeCwnaClAdUqedwvdth
0.13rjW Nads as
Top cites connected as taftm 2 X4 -1 mw at
0"or.2X8-2rcrosaltG"am
BaM=dramaonrrema -as t tf-5X25-2
rows at 040 era:
Webs aonmx2ed as fagm s: 2 X 4 -1 ruin at
G" or:
2) Art lauds are considered egaaffy applied to so
pass. emnat it rxt0ad as b= t (F) or beck (8) tam
tithe LQAD CASE(S)serstmt PA►to pIV
corute - - - - Erma been prodded to d&ftW ardy
toads noted as (F) ar (B)t urtbess adhensise
Irudicabad
3) Ehtbaarroed coot lhra iaacls have been
c adfartlrsdesigm
4) I MI I ASCE 74Vt 9(1nwk c h=2St
TCDL=42pa BC0L=t2p51: Cdpny It E Kp G
enclosed RWIFRS, gabb end was: eat heft
and ddt exposed : pamb lydt and rigt>:espmed
LumberD0L=l.33 0aW grip 0M--131
5) ThLs truss tuts been wed for a 10.0 psi
Is nttrttn d=d hs toad ncnomx=rent vtUh array
cdrer be loads
6)This >w reqdm plate bspecdw irrrthe
TootttCcunttirlbthodwhisd strusslduosen23r
quaft assurance WqxcdwL
7) CeEM dead toed (52 ps11 an mamber(s). D-F-
G H E•G
8) R -din drond me load (40A psi) and add
badom drard dead land (1&0 psi) Crdf to
note L-N
9) Tlds arras Is all 11; 1 In a000rda<rae vz2h the
2003 610easatlarral Fttedderdid Ctda sendiOres
R502..111 and RW-102 and referenced
stand; ANESFM 1.
1% Load case(s)1, Z 3,4.5.6.7. 8, 9 hasfiarre
been nno ed. Bufidtcg designer cRutst mvlaw
loads t* veriDy► #wt dwyt are eom=t for ftre
frrtm I use al1Ms ttuss,
LORD CAS
Smrxbd
1) Ragtder. Luber brxease=1.15, Ptame
(aaeasa=115
19dlfanrrr Loads (pro
Vest B4*--2M(F---2M L F-ZFU
Jt =- �-274 A f3<84. D-IF---G& E-F=-84
. F G 4K Got= 6 H4C=- E4Y10
2) BC BC Uve,- Lurrdw r trxxewe=1.25� Pierre
trwowse 1.25
tltda= I cads (pt>i)
Vest AE1--- K 113-E=28L
E P-- U. F-G=-14. H-K-14.
E41�--ti)
3) RA IM Wad Left Lumber kmrease=1.33.
Plate bumeese=1.33
tkdk nn Loads
Vert B-Nr-37iF=. L-14r75 -mil
J.L A41=8, B1>~Q D E=1a
E*�--1Z F�r1% Cr11=12 Hi, 344=V-
Han A43= erg B-F=4 F-28. JX=21
4) NVIFRS Wrd Right Lumber Disease=133.
Plata trcmese=1133
thtiQctr><xu Loam (pill)
Veit L-N=-75(F=55),
.LL=-37(F=65J AB=1Z B40=19. D•E=12,
E-F=191 F-G=-1Z G41- 19, H-J--12. J-K=8.
E-G;--41
Hat A,&--21, B-F=-28, F J=-4, J-K=16
5) 0611FRS list Wind Paraiiet Lumber
bkla 1.33. Plain Increase=1.33
lhdfiorrn 1car3; (pil)
Vann B4"1(F--54 L-tV=75(F=54
J t=41W=4n A B=5M B-I:�=33. D-E=26,
E*=33. F-G=Z. G-1111=8, H-J=15, J-K=9.
E-G -0
Harz A-B=-K B-117=42, F-J=24, J-K=18
a
0
Standard
6) l4 IN FRS 2rd Mid Parallel: Lumber
bxsPkft tncrease=1.33
lh ft m Loads am
Vet B-14r41(F=-01 1-41=-75(F=55),
J.-=41(F--54 A-8=9. B-D=15. D-E=8.
E-F=15, F4,r33. G-H--26. H•J--M, J-K=50,
E-G=-6
Hors A-B-18. B4P=24. F-k4Z J-K=58
7)Atdc FbarLumber bnsease=1.00, Plain
Dcrease=100
tuft= Loads (pit)
Vet B-Ot-2&XF=275), L-N=-389(F=-275),
J-L=-2AF=275), A-D=-14. D-E=-26, E-F=-14
, F-Gr--U. G44=-26. H-K=-14, E-G---10
a)1st «rs6alanoed Regular. Ltmlber
blaease=1LM Plain Irraeas8`1.15
lhuifin Leads om
Vert B1-28W -275). L-N=-389(F=-275).
J4-=,2M,P--275j A-0=-84, D-E=-96, E-F=-84
. F-G=-14, G-114-26. WK=14. E-G--10
9) 2nd unbalanced Regular. L urnber
braease=1.M Plain Increase=1.15
i n to rtn Leeds (010
Vert B-t4=289(F--275). L-N=38%F=274
J-L-2M(1F=274 A-D=-14. D-E=-26, E-F=-14
. F-0=84, C,4V , WK=-84. E-G=-10
Job
Tess
Truss Type
C4
Ply
TODD W)SELY CONSF - KWARfl RES
B06075-6
IC,
wk"W&W
3
1
Jbbtorooron
WU Wt5 r (UJAMU a-ALW). ROW" "MA4 ar.w+soacrc
O.'U" 5 rvo L 1 4UA= =1 {CR aluu ii ium. my— RKAS .aa fY uo. I L1.7 Gwo rdwC 1
r1-6-q 5-5-5 , 10-1a11 , 16 4-0 , 21-0-5 , 27-2-11 , 32-8-0 34-2-0
1-6-0 5-5-5 5-5-5 5-5-5 5-5-5 5-5-5 5-5-5 1-6-0
Scale = 1:57.3
3z4 L92o=
8-2-0 , 164-0
8-2-0 8-2-0
LOADING (psf) SPACING
TCLL 35.0 Plates friaeese
TCOL 7.0 Lumber bxxese
BCLL 0.0 Rep Stress her
BCDL 7.0 Code
LUMBER 1 TOP CHORD 2 X 4 SPF 165CF .5E
SOT CHORD 2 X 4 SPF 1650E 1.5E
WEBS 2 X 4 SPF SbdlStd
BRACING
TOP CHORD
Structural wood sheati ft directlyappffed ar 43-12
oc purfins.
BOT CHORD
Rigid ceiling directly applied or 7-7-11 oc brdchg.
WEBS
1 Row at midpt
D-K. E-K. F-K
REACTIONS (lb/size)
H - 17306-&8
B = 1730/0"
Max Horz
B = 348(load case 4)
Max Hp�
H =-752(b3d case 6)
B =-752(bad case 5)
FORCES (lb)
Maximum Tension
TOP CHORD
A-B = W4
B-C =-24201935
C-D = 215319498/7 D-E =-15331
E-F =-1538r131
F-G =-21531949
G-H =-2420/935
H-1 = 0174
BOTCHORD
B-L = -86211883
K-L =-622f1544
J-K =-51011544
H-J =-654/1883
WEBS
C-L =-3331216
D-L = 310MM
5x6 Mlt20=
C
5x8 MX0--
-0r
240
8-2-0
3x4 MWO=
32-8-0
8-2-0
2-0.0
tRC2003fTPI=
CSI
�'L
h Imc)
Vdad
Ltd
PLATES GR P
1.15
TC 0.36
Verkl-L.)
0.17 K-L
>999
240
MF120 1971144
1-15
BC CL41
Yed(TL)
425 J-K
�
180
YES
ws 1166
HTL)
arz(
0.t0 H
aka
Na
(Matamc)
Weigh 146lb
WEBS
D-K = -6431424
E-K =-64N1104
F-K =-643M24
F-1 = 3111409
G J = -3331216
NOTES
1) Unbalanced roof lure bads have been
considered for Oft design,
2) Wind: ASCE 7-9$ 90mph: h--251t:
TCDL=4.2psf: BCDL=4.2pst; Category Ik Exp C;
enclosed; MWFRS gable end zone: cantilever left
and rigf ai exposed : porch left and right exposed:
Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been daskpied for a 10.0 psf
bottom chord live load ra x;oncxurent with any
other live bads.
4) This truss requires plate inspection per the
Tooth Count lMethad iadraatl thistrrass is a3rosen for
sty
5) ft I - A medrernlral cnrura- ..; I (by dialers) of
truss to bearing plate of d 111 1 rrIF 752
lb upM ate H and 752 (b LqM at Joint B.
6) Tt as truss is designwl In aocoziance wth Me
20MIntemad nal Residential Codesectians
R902.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
LOAD CASE(S)
Standard
Job Trw
Tnure TV"
OY
PN TODDMOSFIYCGH6T-HON"RORES
BOW" C1GE
ROfV665
1
t �/
Jbblrldaaxa (aotivrrl
1-6-0
i,
�G
IT.-
bx4 MIIm=
32-8-0
a-.r..s reo zr eon m ten rau4ras. xtc uon.xu tuw:lcee ewa rage,
32-8-0
164-0 1-&0
`-ub=1:67.5
I$ n
LOADING (psU
TCLL 35.0
TCIX. 7.0
BM0.0
BCOL 7.0
SPACING
PiAm Ytoema
UnBer"
Rapsuasfnc
Cade Nj
20-0
ti5
1-L5
YES
CM
TIC am
BC am
ma17
asmbw
HL O
Vai
VagR)
Uorgm)
to W Id Uld
404 U rer m
4m U alb =
am T de Ne
MAGUS GRIP
Mm 1971144
VkW 105 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
LUX UPM
TOP CHORD
WEBS
BOT CHORD 2 X 4 SPF 1650E 1.5E
At
=-100(badrase 5) K-L
_ -78729
R-W =-1707168
OTHERS 2X 4 SPF SbeYStd
41
5)
L-m
= -79215
Sal =-162193
AS
= 51(bed ease 6)
IH4
= -791N
BRACING
AA
= 45(bw rase 6)
HO
= -79%
MUTES
TOPCHORD
Z
= -85(bod—%
O-P
=-79M
1) Unbalanced and live bads lave been
Structural wood sheathing directly applied or 600
Y
=-Mkmdrase 6)
PO
= ffi7il
m®tlered fa0isdailgL
oc purha.
X
= -83(balrse 0
Git
= -QM
2)WYId ASCE7-90:90rp1%tr25a
BOT CHORD
W
= .100(bad rase 6) RS
=-135r16
TCDL=A2p t BCDLd2psft Category It; Ezp C:
Rigid joi directly appfed a00 10¢brarig.
V
= d(Ioadrase 6)
S-T
=-MM9
adoSeI MINERS 17aMe end mnla cantlesar left
WEBS
1AnCxar
TV
= 0/71
and 4ghtopmN: path left and right exposed:
1 Raw at midpt
T
= 301(badcase 1) SOT CHORD
Limber DOL=lSi plate gip DOL=1.33.
K-AC.J-AD.I-AE,L-AB,M-AA
B
= 30/0oad. 1) BAI
=-S3259
3)Tnm designed for wind bads In Via plane of
AC
= 241(loadrase 6) ALAI
= £42%
thetrrss oMy. For studs exposed b wind
REACTIONS (lb/sim)
AD
= 201(Iaadcase 7) Al
= 4532S
(mane m the lire) see Walk *Standard Gable
T =
301/325-0
AE
= 19](laalrase 1) AG.AH
= SV25B
End Dalai
B =
301W"
AF
= lW(load. 7) AF-AG
= 5Y2%
4) This miss has base designed for a 10.0 psf
AC =
163W. d
AG
= 197(loadiosse 7) AE-AF
= -aYM
bol0un tivdMmed rarrsrticureN wOh em/
AD =
1911325-0
AH
= 194(laadcase 11 AD-AE
= 45329
odartlHe loads.
AE =
191M."
Al
= 204(load case 7) AC -AD
= -832S
5) AA plates a s 1.5z4 MI120 unless olhemise
AF =
113f✓32A-0
A]
= ITO(loa4, 7) AB -AC
= S32'.G
irtbra4id
AG =
197rm2"
AS
= 201(loatese 8) AA -AB
=.53259
6) This btssne9tthes date nspej per the
AH =
1043240
AA
= 19 toad rase 1) Z-AA
= 3329
Tooth Count Wind Man this boss is chosen for
At =
2041
Z
= 196icad0se 8) Y-Z
= Sar"
amity assrraroe lr
AJ =
1TU328G
Y
= 197(laad. 8) X-Y
= 530%
7)Gablereanesaortlrratsbct1mrnehad
AB =
114:12-8-0
X
= 1"loodmse 1) W-X
= $Y19
beei
AA =
19R425-0
W
= 2(R(bad case 8} V-W
= 53ij
8) Cable s ids spaced at 2-0-000
Z =
19513241-0
Y
= 170(loal. 6) T-V
= 453259
9) P cv d mruxction (by others) of
Y =
197/1
WEBS
L s to bearing plate capable of withstanding 49
X =
19/32."
FORCES (b)
K-AC
= .2210
Ib uplift at joint T. 1191b uplift at pint B. 691b
W =
2041
1AD
=-173M
uplift alartr AD.9 o uphh at joint AE. 85 m uplift
V =
170025G
TOP CHARD
liAE
=-VMW
a pint AF. 681b uplift at pint AG. 831b uplift al:
Max Harz
A8
= 0171
WAF
=-115stm
pint AIR 100 In uplift at joint A. 48 lb Uplift at jolts
B =
348(load— 4)
B-C
=-308213
6,AG
=-1SY10t
A1. 611h uplift azjoint AB. 96 N uplift at joint AA.
mm Upm
C-D
=-25$'ZIO
FAN
=-188i
85lbuaiftatjoint7 8811,udiftatjoint Y,831b
T =
39(tad rase 41
D-E
=-2131191
04U
=-17Vk6
uplift a[ jam X lW to uplift at joint W and 47 In
B =-119(load
case 3)
E-F
=-209196
C-AI
= -M77BL
uplift a Rohe V.
AD =
E9(rad— 5)
F-G
= -1691190
LAB
= -173M
10) This buss is designed it eaardeme with the
AE _
==i(Irad rat¢ 5)
G+1
= -12NUM
M.AA
= -IMt3
20XI Ymnjobi Residej Code sections
AF =
2=toad rasa 5)
H4
= -801216
N-2
= -1681m
R5C2.11.1 and R802.102 and relenencod
AG =
-88(bad case 5)
Ili
= -7W258
O-Y
=-166im
standard ANS47P4 1.
AH =
E3(bad. 5)
J-K
= -7Wnl
P-X
= -169M2
Continued on page 2
Job
Truss
Truce' rvpe
Cty
ply
TOr`^ NUSELY CONST-HOWARD RES
B06075.6
C1GE
LESS
1
1
Jab
bw wtb r (iuAnu r-ALwh LuAr" r-wu a. tuaawc
0."m:Srv=,Ll u.�7 �ctl►u14WN1ia Mvi. ty"IJ4e IVw.14.4►cWV vows
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oly
Ply
TCI n MOSELY CONSf - HOtNARD RES
806075-6
Di
WJVW W
6
1
�
6MU W t' i (IUAMU rAUa1, WAr" rALLa, u.r MW.M
0.10" s r= e 1 dim= era 6 rm aueA&U=% u-K_ WINi 4W raver i
,-1-6-0, 6-5-0 12-10-0 19-3-0 25-8-0 ,27-2-0,
1-6-0 6-5-0 6-5-0 6-5-0 6-5-0 1-6-0
SC81e = 1 M.1
5x6 M1120=
D
�o
sdi l4 mo= 5x6 =V--
8-&11 , 17-1-5 , 25-&0
8-6-11 8-&11 8-6-11
LOADING (psi)
SPACING
2"
CS!
Dm
h (hoc} 1/defl L/d
PIATES GRP
TCLL 35.0
Plates tnanease
1.15
TC am
VogLL)
0.18 EW >999 240
RMW 197/144
TCDL 7.0
Lumbertricrease
1.15
BC 042
VwKTL)
4t25 F-H >9519 180
BCLL 0.0
Rep Stress bw
YES
wa 0.83
Horz(TL)
0.05 F nfa Na
BCDL 7.0
Code =20MITPI2002
Watrbo
Wegtst 101 lb
LUMBER
2)WindASCE 7496:9timpk h=25t
TOP CHORD 2 X 4 SPF 165OF 1.iE
TCDL =42pst BCDL =42psk Category It Ezp C;
BOT CHORD 2 X 4 SPF 165OF 1.5E
errckm* Al VFRS gable end mane: cestilew left
WEBS 2 X 4 SPF StudSW
and rightexposed - parch left aid rigid
UnT bar DOL=1.33 plate grip DOL=1.33.
BRACING
3) This truss has been desonted for a 1f10 psf
TOP CHORD
bottom chord he load nonconw rent with any
Struchual wood sheatI ft drectly applied or4-&13
other be loads
cc purlins.
4) This mass requires plate inspection per the
BOT CHORD
Tooth Coat Method vhen this truss is chosen for
Rigid celfrrrg directly applied or 94W cc bracing.
grrailty ass►aanoe inspectim
5) Provide melt connection (by others) of
REACTIONS (Iblsize)
truss to bearing plate capable of withstanding 609
B = 1388fQ-38
lb upM at joint B and 609lb ups atpoird F-
F = 13880-3.8
6)This buss Is I Igrredinaom a udhthre
Max Harz
20M bternadonel ResidaAW Code Mons
B = 2750oad 4)
R502.11.1 and RIM10.2 and reluenced
Max Uplift
s.ectard ANSVTP11.
B = 4 %toad case Sy
F =-60%ioad 6)
LOAD CASE(S)
FORCES 6b) Standard
Mararru rn ConpjessJorVMwdrnum Tension
TOP CHORD
A-B = 0173
B-C =-18291686
C-D =-15841750
D-E =-1584/751
E-F = 4829MM
F-G = 0/73
BOTCHORD
5-1 =-609/1394
H-1 =-284/933
F-H = 46811394
WEBS
C-1 = -472/290
D-I = 4321615
D-H =-4321615
E-H = 4721290
NOTES
1) Unbalanced roof live bads have been
considered for this design
Job
Truss
Trup- Tvpe
TOr In WX;ELY CONST - Hf2AlARD RES
B06075-6
DI-G
1
l�
4-3-5 , 8-6-11 , 12-10-0
4-3-5 4-3-5 4-3-5
4X8 itlia20 I I
D
17-1-5 , 21- 4-11 , 25-8-0
4-3-5 4-3-5 4-3-5
Scale = 1:42-0
M N L O P K Q K J r ^ 6x18 M1120-z�-
6x18 M1120 7:r- 3X8 RMW I I IWO 0IM20= 12ct2 MW0= i0u10 MM= 3x8IllM I I
4-3-5 , 8-&11 , 12-10-0 , 17-1-5 , 21-4-11 , 25-8-0
4-3-5 4-3-5 4-3-5 4.3-5 4-3-5 4-3-5
LOADING (psf) SPACM
TCLL 35.0 Plates bunese
TCDL 7.0 Lumber
BCLL 0.0 Rep Stress bw
BCDL 7.0 Code
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E -BMW
T1 2 X 4 OF 240OF 2.0E
T12 X 4 OF 240OF 2.BE
BOT CHORD 2 X 8 LSL Truss Grade
WEBS 2 X 4 SPF 1650E 1.5E -E=epC
W4 2 X 4 SPF SftxVSW
W4 2 X 4 SPF SbdfStd
WEDGE
Left: 2 X 8 OF SS,
Right: 2 X 8 OF SS
BRACING
TOP CHORD
Structural wood sheattdng diecMi apptiad ar 2 M
oc purlins.
BOTCHORD
Rigid ceiling directly applied or 1040 oc l
REACTIONS (Ib/sme)
A = imam-" onput 0z-8)
G = 56090"
Max Horz
A = 265(t3ad case 4)
Max uplift
A = 2054(bad case 5)
G =-889(bad case 6)
FORCES (lb)
Maximum Compression/Ma4m n Tension
TOP CHORD
A-B =-188490W
B-C = 44818/2=
GD =-940211254
D-E =-94=254
E-F =-9362/1333
F-G =-969411439
BOTCHORD
A-M = 2501/15655
M-N = 2501/15655
L-N = 2501/15655
L-0 = 2480/15562
O-P =-2480/15562
2-0-0
bra>s3se
CSI
lit. In Onc) Ildd Ud
PLATES GR�P
1-15
TC 0-81
Veri(W 4M .l-K >931 240
tip 18711"
1-15
BC &M
Va TL) 4449 J-K >fin 180
ND
WS 0AII
BVATL) 0.10 G rda nta
matrix)
Weight 364 lb
BOT CHANO
K-P =-2480NSM
K-? =-16NI12265
Q-R =-1637/12265
.FR
=-1637/12265
E,t
= -987/T7t72
Ha
= 113ZIM
GH
= 4133rAM
WEBS
B3L
=-91514023
B-K
= 2ffi7n012
C-K
=-128318M
C-i
= -7432t1255
Q,t
= -'
E-t
= -GZA"
E I
= -51KM
F4
= -,15500
F-H
= 7("18
NOlm
1) Special conunectim mired to d wftft
batbun d ar+d loads equally bebween all pffes
2) 2-pty buss to be oocvmct ed oogeMer Beth
0-1311'kr Marls as tblDov
Top din rk amaneded aste 2 X 4 -1 ww at
0-9-Ow-
Bottom dmrds connected as blaws 2 X 8 - 4
rowsatG41,13 -
Webs connected as follows: 2 X 4 -1 roger at
0 9.0 oa
3) All !cads are mrsid®+ed emm ty applied b all
piles. ewoept if nd8d as ftm1 mar badr (B) bm
to the LOAD CASE(S) sedbm Ply to ply
ooaenecl6oras bma be= peei6ded to dWrihtft of
loam cu d as (F) or GIftmisa
imilcated
4) Unbalanced roof Cass Coeds hears been
considered for this design
5) Watt ASCE 7 St 90mph; h='M
TCDL=4 2pst BCDL=42pst Category II; Exp C;
ernrmsed; M WFRS gable end aorne; cantilever left
and right exposed : porch left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
6) This tress has been designed fior a 1D.0 psf
I at, -,, dot he kwd rnornoornwrent Wth army
adw We Icads_
7)TWsfuwreq&mpkftper**
Toaft Ct of a-1irod v dM this treks is j 1 t - for
qLutyasuwance ispedlnn►
8) WAWW4G: Ragated bearing sme at joint(s) A
RwAde medwkW can (by others) of
burnt o bearing ptaft d witlistandIN
2M4 Ib WM st jointA and 889 [b uplift at joint G.
1%This buss is designed in accordance with the
2W3 blGemaff 1 a! ResidentW Code sections
R502.11.1 and R802.10.2 and referenced
sW32Nd ANSVTPf 1.
11) Hanger(s) or other connection devices) shall
be provided sufficlard to support concentrated
loads) 2074 m dnrrn and 380 Ib up at 1-0-12.
2014 Ib In, - and 380 Ib up at 3-0-IZ 2074 tb
dosAcn and 380 lb up at 54-1Z 2074 tb dawn and
3W lb up at: 7-0-12, and 2074 tb down and 380 ib
up at 9042. and 5509 2 dawn at 11-0-0 on
bottom fiord The desk0selection of such
connection device(s) Is the responsibility of
diners.
LOAD CASES)
Starstwd
1) Regular. Lumber Irncmase=1.15. Plate
1.15
unubrnn Leads (011)
Vat AZ�:--K D4G=24. A-G=-14
Ciornicentrated Loads (lb)
Vert M=-2074(F) N=2074(F) 0=-2074(F)
P--M74(F) Q-- 2074(F) R=5509(F)
�o
Jab Tr1st
Tnm T)pa
DM
Ply TOODAOSELYCOP6f-HOMARDRES
B06075fi 010E
R�6S
1
1
bb�fadivrrl
BMC WEST (IOAHO FALLS), DAHOFALLS, D83402 8E10s Fsb212005 f4Tek Merin Inc M."1009:1225 2006 Pagel
-1-6-01 12-10-0 2S&U 27-2-0
i
1-6-0
12-10-0
12-10-0
4x4 M1120=
3c1 a120= 3W Mom=
LOADING(p5f)
SPACING
24).0
C9
MM b Paq
VdW
LM
TCLL 35.0
Pleats ors
1.15
TC
020
Vel(LL) 402 0
rtr
VO
TCDL 7.0
Lumber dame
1.15
BC
OM
MwM 4M 0
afr
120
BCLL 0.0
Rep Skase tc
YES
MB
0.19
Hori 007 P
Na
Na
BCOL 7.0
fade IRIC2ij03l1PQ902
@WC6t)
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
SOT CHORD 2X 4 SPF 165OF IM
OTHERS 2X 4 SPF SEtd5d
BRACING
TOPCHORD
Structural wood sheathing dmcdly applied or609
oc Purfirs
BOTCHORD
Rigid wiling directly applecla 1000=1raip
WEBS
1 Raw at midpt LX
REACTIONS (Iblsize)
B =
P =
X =
V =
Z =
AS =
AC =
AD =
W =
V =
T =
S =
R =
Max Horz
B =
Max UPM
B =
P =
Y =
Z =
AS =
AC =
AD =
W =
V =
T =
S
R =
M. Grav
B =
313r25"
313rP 8-0
163r25"
19625 H 0
ISMS g
19725&0
190Y 80
2181256-0
IMM25 0
1872580
197258-0
190258-0
218254 0
275(bed. 4)
AB(bad— 3)
-Mkmd— 6)
-76(badca:e 5)
92(badram 5)
84(ked case 5)
-95(badcase 5)
-71(bedcase 5)
-70(badrase 6)
-94(badcasa 6)
93(kmd. 6)
954hadeasa 6)
-70(kedcaea 6)
313(bedcase 1)
M®Graa
P =
3130oad, 1)
X =
1188(load®se 6)
Y =
202(lcadcaiss 7)
Z =
197(load, 1)
AB =
197(loadtase 7)
AC =
10(ioadcase 1)
AD-
219(load case T)
IN =
202ocadcase 4)
V =
197(Iratlme 1)
T =
197hoadnase %
S =
190(1asd. 1)
R =
219(loadcase 8)
A-B
= 0'71
BC
=-23V171
CO
=-T73155
DE
_ .13Vu7
Ef
=-122f1
F6
= 40157
GH
= -7198
w
H14=
-782
w
4J
= 78213
1
1X
= -79155
Kea
= 7486
_ Wi
us
MN
= -7878150
OAO
= E2M
OP
=-t33'r3
P-0
= 071
BOTCHORD
BM
= 40711
AGM
= 41211
ABM
= 40211
AAAB
= 40M1
Z-M
= 40211
Y2
= 4M11
X-Y
= 4001
W-X
= 40211
VW
= 4M1/
LLV
= 40211
BOTCHORD
TV = 40411
S-T = 4M11
RS = 41M11
PR = 4M11
WEBS
IH( = 471M
WY = -VIM
CIZ = -1®IV1
FAS =-f71f03
D-AC = -IWW3
CAD = 495112
d-W =-174187
WV =-16&110
L-T = -IM102
MS =-1W111A
04t =-195/112
MOTES
1) "Ma cad rod lie beds have been
...dared b this chap.
2) Wirrd ASCE 7-90; 90r ptr h=251t:
TCOL=42pst BCDL=4.2pst Category II; Erp C;
enclosed WATM gable end mne: cantilever left
and right ; porch left and right exposed;
Lumber DOL=1.33 Oka grip DOL=1.33.
3) Tnss designed 6r wind loads in the plane of
themassoNy- Forsedsexposedmwind
(r... mthstee) see MiTek'Slandard Gable
End Dewr
4) This buss was been desig ad for a 10.0 psf
botom Onrd Ova bad noreoncurrent with any
other live bads.
5) AS peace are 1.5x4 M1120 unless otherwise
6)TN. buss regte, plate inspection per the
Tooth Caul Method wlwa His buss is chosen for
7)Gable mquin contnaras botom chord
bearing
8) Gable mats spaced at 2-0-0 M.
1-&0
Sole= 1:46.1
Io
RA7B GM
1111120 19711M
Weghc 128 lb
9) Phwlde mechanical com eclbn (by Others) of
Cussmbearr pleas capable of w0mbandng 88
6*0 9joit B. 66 lb UPIR at pint P.76 D OPRR
at joint Y. 92 D uDit a[ joint Z. 841b uplift M pint
A$ 956 upUt at pit AC. 71 lb uplift at joint AD.
M Ib gM Ajoit W. 94 to uplift at joint V. 83 lb
L40 eajoit T. 95lb wpAR apint S and 70I1b
upwatjckY0.
W)Thb bum Ls dea19M in accordance with the
2013/Maretu . Rewdenhal Code sections
R50ZI1.1 bad R902.102 and referericed
stadard A SVTPt 1.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oy►
Puy
7ODDMDEELYMNSr-HONARDRES
B06075-6
El
R4"V,4U S
6
1
C
•w. _ cs �... Mnc .sT..t. u_....f..., IV- .I-- LA In nO.119Q 9MC 1
0MU vvCJ l itutv'fv rALW). K PJIU r" L3. KJ Qj%V4 r b—
8-0-0 16-0-0 , 17-6-0 ,
1-6-0 8-0-0 8-0-0 1-6-0
Scale = 1:30.7
5x6 M1120
M.
8-0-0 16-0-0
8-0-0 8-0-0
LOADING (pst)
SPACMG
241-0
C31
DEFL
in (Far,) UkM Ltd
PLATES GRIP
TCLL 35.0
Plates t:1crea®e
1.15
TC 0-76
Vert(LL)
0.19 B-F >999 240
M2120 1971144
TCDL 7.0
Lumberbwmase
1.15
13C 0.40
Vest(TL)
4M Bf >8M 180
BCLL 0.0
Rep Stress bw
YES
WB (117
Rwz(TL)
QM D nya da
BCDL 7.0
Code OIC200YTP12002
(t#e<atrbt)
Weigt& 50 lb
LUMBER
3) This tress has been designed tare 10:0 psf
TOP CHORD 2 X 4 SPF 165OF 1.5E
.11d, rn dwx he bed norrmrmurrent vdth any
BOT CHORD 2 X 4 SPF 1690F 1.5E
cow titre loads.
WEBS 2 X 4 SPF SLdStd
4) This tress regkes plate hspec tk n per the
Tooth Court Metlnd vAm this tress is chosen for
BRACING
gualityasurrance irspecdom
TOP CHORD
5) Provide medr cmnection (by others) of
Structural wood sheatlrirrg directly app5ed or 6-"
tress to bearing plate capable of withstanding 413
oc purfins.
lb LVM at jo7d B and 413 lb uptfift at joint D.
BOT CHORD
6) This tress Is designed In acowdance with the
Rigid ceiling directly applied or 10-0-0 oc bracing.
2003 International Residential Code sections
R502.11.1 and R80210.2 and referenced
REACTIONS (lb/size)
standard ANSVrPI 1.
B =
9140"
D —
91405-8
Max Herz
LOAD CASE(S)
B =
-174(load case 3) Standard
Max Uplift
B =
413(load case 5)
D =
413(load cx3se 6)
FORCES (ib)
Maximum CompressiorwMaorimum
Tension
TOP CHORD
A-B = 0174
B-C = -955MM
C-D = 955/364
D-E = 0174
BOT CHORD
B-F =-215017
D-F =-215/647
C-F =-1651309
NOTES
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25tt: TCDL=4.2pst:
BCDL=4.2pst Category II: Exp C: enclosed:
MWFRS gable end zone: cantilever left and right
exposed: porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.
Job
Truss
TnussType
C*J
ply
TODriKMSELY00NS`F-H0WAIU3RES
B0607SS
EI-G
Rc�;i1sS
1
1
.lab
tsw wt, i ("%-IU rm-ubh U"" rrr-a, u.i*"UZ
acw s rao n aura awreR s ees. r non = m ua:jcto cum rage i
I
, -1-6-0 , 4-0.0 , B-0-0 , 12-0.0 , 16-0-0 ,
1-6-0 44)-0 440-0 440-0 440-0
Sole = 1:28.9
5x6 M1120 11
D
5-4-0 1 10-8-0 1 16-0-0
5-4-0 5-4-0 54-0
LOADING (psi)
SPACING
240
CS11
TCLL 35.0
Plates Increase
1.15
TC 0.41
TCDL 7.0
Ltonberitrhaease
1.15
BC CL79
BCLL 0.0
Rep Stress turn
NiO
WB 036
BCDL 7.0
Code 11 P r 2 0 M YTPEM
(114atrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
WEBS
BOT CHORD 2 X 6 DF 1800E 1.6E
D-H
= -617=7
WEBS 2 X 4 SPF 165OF 15E-Exoepr
D-G
= 70Q2=
W2 2 X 4 SPF SbdiStd
E-G
=-199/152
W2 2 X 4 SPF SW&Std
BRACING
TOP CHORD
Structural wood sheaftV diractly applied of 3-3-7
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 9.7-12 oc bracing
REACTIONS Qb/siae)
F = 2549R)6-5-8
B = 2929105-8
Max Horz
B = 189(bW case 4)
Max Uplift
F --733(load case 6)
B = 476(load case 5)
FORCES (lb)
Maximum
Tension
TOP CHORD
A-B
= Qua
B-C
=-392311053
C-D
=-3782/1081
D-E
=-3889/1138
E-F
=-4050/1104
BOT CHORD
B-I
=-89513167
I- i
= -89513167
H-J
=-89513167
H-K
=-54612171
K-L
=-54612171
L-IV!
= -546/2171
G-M
=-54&2171
G-N
=-847/3250
F-N
=-847/3250
WEBS
C-H
=-216/150
fiOTES
1) Wbalanced roof We toads haft been
considered ford s design.
2)WWI: ASCE 7-8$ lv=Z W
TCD-=4-2pst BCD-=t2pst CAtagarf► It Exp G
endosed: IIlWItSS gabba end zone: carttillever left
and rfgbt : pooch kd and right amoset
Luanber DOL=1.33 plate grits DOL,=1.33.
3) This truss has been designed for a 10.0 psf
bottom chard he load non000cterent mtth arty
other We lands.
4) This teas requires plate inspection per the
Tooth Count Method when this truss is chosen for
quafty assurance Irt out
5) Provide nsedsan cal connection (by others) of
truss to bearing plate cue of withstanding 733
lb uplift at joins F and 876 lb uplift at joint B.
6) This truss is designed in accordance with the
2003 International Residential Code sections
R502.11.1 and R802.102 and referenced
stetdard ANSl/TPI 1.
7) Hanger(s) or other connection devices) shall
be provided suMckut to support concentrated
bed(s) 562 lb dawn and 128 lb up at 2-0-12. 562
lb dorm and 128 lb up at 4-0-12. 562 lb down
and 128 ib up at 6-0-1Z 50 lb doh- and CH III
up at 8.0-1Z, and SW lb dand 1W ib up at
1041� 1Z and 9841b dcrem and 2351b up at
11-10-0 on battocn dKx The of
such mrmertban dacice(s) is the ray of
dthers.
8) in the LOAD CASE(S) section, loads applied to
the tam of the truss are noted as front (F) or back
lit
LOAD CASE(S)
Standard
DEFIL in (loc) lydag Ud PLATES GRIP
Yert(!L) 4LIS GH >90 240 AWO 19711"
Vagn) 4t21 CH >902 tm
Wr4TL) OA4 F n1a rda
77 lb
Standard
1) Regular: L[xnber Increase=1.15. Plate
tr1.15
Lwk m Loads iptt)
Veit A-11=434. D-F=-84. B-F=-14
Concentrated Loads (lb)
Vert V-562(F)J=-562(F) K=-562(F) L=-562(F)
f) W-9"F)
Job Truss
I, Tspe
Oq
Ply -MOSELVCOLS7-HOIYARD RES
B050758 E1GE
R�
1
1
Joh Iciplan+ll
BMC WEST(IDAHO FAUSJ ON40 FALLS, ID831Ip 820DSFtl 21 if106YTet t'rhdrlq lc lbn Ju11001512D2006 Pagel
-1-6-0 8-0-0 16-0-0 1776-0
1-6-0
LOADING(psf)
SPACING
2.iJ-0
Cm
TCLL 35.0
Plebsknease
1.15
Tic
Dal
TCDL 7.0
Ludrerhraeaae
1-0
Be
DAB
BCLL 0.0
Rep Stress he
YES
WB
am
BCDL 7.0
Cab RC200311P0002
pole)
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
SOT CHORD 2X 4 SPF 165OF 1.SE
OTHERS 2 X 4 SPF ShidSd
BRACING
TOPCHORD
Stnrctural rood sheauvg 6nsJly, applet a600
ocpurlirs.
BOTCHORD
R19d MIN directly appled or 10" oc back'¢
REACTIONS (INsis)
B =
29616"
J =
211wis"
O =
16311600
P =
191116"
O =
MRS- 0
R =
1381160-0
N =
1911f600
M =
211IM&"
L =
138116-0-0
Max Hoe
B =
474(kalcme 3)
Max Uplift
B =
41Ebadras 5)
J =
413(badeas 6)
P =
-79(ked— 5)
O =
-104(loed rase 5)
R
36(bad, 4)
N =
-T7(badcaae 6)
M =
-105(loWcase 6)
L =
-34(bad rase 3)
Max Gov
B =
295(li rase 1)
J =
295(li case 1)
O =
1630vadcase 1)
P =
20000ad case 7)
O =
211(badcase 1)
R =
136(load[ass 7)
N =
200(kad case 8)
M =
211(lud. I
L =
138(bed case 8)
FORCES (lb)
Maximum CompressbNMaximan Terslion
TOPC110RD
A8 = O71
BC = -IM113
CO = $H00
D-E = 79/117
E-F = -78fM
F-G _ -78MMS
GO = -79n
H4 = -7:J48
W = -MI
J-K = Or71
BOT CHORD
B-R = -21PIM
0R = -21/144
PO = -21/1M
O-P =-211144
M-0 = -21110A
AM = -211W
L- M = -2111M
Jl = -2H1M
WEBS
F-0 = 43W
E-P = -174M
0-0 = 4751112
C41 = -142"
GN = 47496
H-M =-175l113
I-L = -142M
NOTES
1) Unoalalced root live bads have been
comkieraf for ow ream
2) Whit ASCE 7-W 9Onp1( h=@
TCDL= -2pst BCOL=42p5k CaRg7yIt li C:
artlmed 11l Sell ad a cardlcWit
and ogle exposed: pooch let ad Vt expose t
l.uroa WL=13J pleW 9p DOL=1.33.
3) Tnas devkoned for ward loads in the planet of
the ass ody- For abxk expossd to alma
(normal o the face). see ViTek-Sandard Gable
End Debeir
4)This ass has been designed for a 10.0 psf
bottom otobd lvo bad normn onnent With any
ll I've bads.
8-0.0
DEFL Ica OW lidr Lid PLATES GM
Vert(L-) i1D2 K Mr 120 M127 1971144
Vad(TL) -0A7 K Mr 12(1
H.ZcrL) am J Na Ne
Ill 68D
5) M Wee are, 1.514 mom viem dhenilfe
indicated
6) This ass aR4res platy i spemm par that
Tooa Cone Mat d When this otss is cosern Air
7)CIble4 nsIr M1
bearing, la4sres morxxas blkm Ned
8) Ga y
H) Gable scxls spaced
ca2-0-0ac
91 Pt M bi inng plate care at (by lrxIngns) 8
lbiasto bearing.11 cap ale a pot J.
D UnitMot a. IN B.1131E upltaryrt win ro joint
P.
(n IIP, it itoint a[ 05l Q. I It wit !joint
34 771E R M[ ait oot L N. 1051E Waft atjll M and
10 DhisI iss in
20M In bux k das4ad in eso dams With Ind
2a0] klbrrmnd R Residential Code neesections
R ardand 1 and R802.10.2 and rebrenced
sfarxbtd ANS1TPI 1.
LOAD CASES)
Standard
1-6-0
- r- =130.7
a
Job
Trhss
This- Type
Oty
Ply
TOnnllIOSELYCONSf-HGIVARDRES
B05075-6
F1-G
MA411111111PRUM1
2
bNIU WtZi r (u1Fu-ry r-PA.w), ulwnu rPAJ-a, u.inawc
3-1-0 ,
3-1-0
I�
6-2-0 9-3-0
3-1-0 3-1-0
5x6 t1!¢12D 11
C
C W S "=41 4a= UA $OR , R7C MM .Rfl iV UM 1,CZf GUUo rage I
12-4-0 , 13-10-0 ,
3-1-0 1-6-0
Scale=1:22.3
4-1-5 1 B-2-11 1 12-4-0
4-1-5 4-1-5 4-1-5
LOADING (psf)
SPACM
2-G-0
CSI
TCLL 35.0
Plates increase
1.15
TC 0.31
TCDL 7.0
Lumber bxmase
1.1i5
BC 0.70
BCLL 0.0
Rep Stress t nr
NO
WB 0.35
BCDL 7.0
Code YTPMM
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
WEBS
SOT CHORD 2 X 6 OF 1800E 1.6E
8-H
=-116/208
WEBS 2 X 4 SPF 165OF 1.5E-Except!
C-H
= -14SB14298
W2 2 X 4 SPF StudKM
C-G
= -1449 4M
W2 2 X 4 SPF Stcd/Std
D-G
=-11712M
BRACING
TOP CHORD
Structural wood shea2ft duecM/ app[fed or 543
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACMNS (Ib/size)
A — 5052lt18-8
E — 53220&8
Max Horz
A =-15000ad case 3)
Max Uplift
A =-1689(toad case 5)
E —-1822(laad case 6)
FORCES Ob)
Maximum
CompressianfMaximurn Tension
TOP CHORD
A-B
=-737612435
B-C
= 7238/2457
C-D
=-71982427
D-E
=-73372412
E-F
= W8
BOTCHORD
A-1
=-200115985
H-1
=-200119985
H-J
=-1299/4070
GJ
=-129914070
GK
=-192315949
E-K
=-1923/5949
WEBS
B-H
=-11612M
C-H
=-1498/4298
C-G
=-1449/4233
D-G
=-117/204
UD M
1) 2-pty toss to be bwther with
(L131Y3- hafts as tiattarm
Top chords canroected as4a wAm 2 X 4 -1 roar at
G" oG
Bottmn chards connected as fdlaws 2 X 6 - 2
rows at 0'4.0 on
Wiebs Ped as t 2 X 4 -1 n= at
040 or.
2) All toads are considered e*m1y applied to ath
pSEes` except if rooted asfioat (F or bade (B) iaoe
in the LOAD CASQS) section Ply to ply
corrnecbors have been prmdsd W dtstribut a only
loads noted as (F) or (B), untess otherwise
Udicatad.
3) Untrelmhced root We bads have been
considered for this design
4) Waxt ASCE 7-98; 90mph; h--25tt;
TCOL=42pst: BCDL=4.2psk Category II: Exp C:
MWFRS gable end zone; cantilever left
arnd dglrt exposed : Parch ka and night expased�
LuniberDOL=1.33 pig grip OO1=1.33.
5) This buss has: been designed tsar a 110.0 psi
bottom chord gve load noncorm ent vdth array
ether We loads
6) This truss micas prat$ irspadicn per the
Tooth Count Mathod wthenn this truss is chosen for
4uaftI►asurance 1:nspecdom
7) Pravfde medmical awed" (by others) of
truss to bearing Bate capable d withstanding
1689 lib upM at joird A and 1822 lb uplEft at joint E.
8) This truss Is designed In accordance with the
2003 Uamational Residential Code sections
R502.11.1 and R802102 and referenced
standard ANSUM 1.
Din In poi) V&D Ltd PLATES GRIP
Ve►9W 4W G 4111 >899 240 RM20 1971144
V+ert(TL) 4LIS CH �-SS IM
Mn(TL) 0.03 E rVe n(a
9)Rxge"orcdherearovecH dwiee(s)shrail
be provided sLCciot tD suppcnt alaed
loed{s) WU b dmn erd S85 iD up at 2-34,
1812 m dassn and 585 m up at 4-14S812 ib
dawn and 585 lb, up at 63.4 and %M b doom
and 585 b up at 8-34. and 181Z ib dam and
585 m up at 10-34 on bottom chord The
desigMselectl� of such connection device(s) is
the responsiltift d others.
t OAAD CASES)
1) RegrAt—. Lumber Uwrease=l.15, Plate
trhareesseF1.15
Urnfdarm Loads (pa)
Vert A-C=-04, C-F=-84. A-E=-14
Comte od Loads Ob)
Vert W-1812(B) G--1812(B)1=-1812(B)
J--18112(B) K=-1812(B)
Weight 1t91b
Job
Trite,
True, it"
04
P1F
low IIIOSELYCONST-HOWARD RES
8080758
F1GE
R6 ASS
1
1J.
BMC WEST (DAHO FALLS)- pJYIO FAILS, V ® oeusron axta rr6 na®a R ot.aa TIDGKI 2a. r+pe 1
-1-6-0 6-2-0 12-" 13-10-0
1-6-0 6-2-0 6-2-0 1-6-0
Scale = 1249
12-4-0
LOADING (psl)
SPACING
2-"
C9
TCLL 35.0
Plate, lrlvease
1.15
TC Cm
TCDL 7.0
uM Ler 6riesse
1_15
BC 0.07
BCLL 0.0
Rep Sbrsa Into,
YES
INS am
BCDL 7.0
Cade IRC2003'lPEM02
mat"Itx)
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
OTHERS 2 X 4 SPF StudGM
BRACING
TOP CHORD
Structural wood stva0dng directly appledwi
no purlins.
BOTCHORD
Rigid calling directly applied or 10-" oc blacki .
REACTIONS (INs�)
B =
297/124-0
H =
297112-"
L =
1511
M =
2091
N =
ISVIZ"
K =
208112d0
J =
15V72H
Max Horz
B -
-135(bedaese 3)
Max Uplift
B =
-107(bad Case 5)
H =
-130(bad, 6)
M =
-101(loadcme 5)
N =
J8(had Case 4)
K =
-"Ipedimase 6)
J =
.38(badrase 3)
Max Grw
B =
297goad case 1)
H =
297ikmd case 1)
L =
156(bed dxse 1)
M =
216(bedcast, 7)
N =
154(badise 1)
K =
216(loed nose 8)
J =
154(hed case 1)
FORCES (lb)
Maximum CompreabVMaxtntm Tension
TOPCHORD
A-S = 0171
BC = 98190
C-D = -75155
D-E =-78/118
TOP CHORD
E-F = 48(107
F43 = -7544
G.H = 3Y42
H4 = 871
BOTCHORD
6H = -wits
WN = -WITS
L-M = -WIN
KL = -W1N
SK =-14f119
HJ = -WIN
E1 = -132M
D-M _ .180r108
C N = -152M
F-K _-180/107
GJ =-152185
mom
1) Ih10Wenced lsol We beds hefe been
carcidaradfortlasdasign.
2) \WIG ASCE 7-190mph: h-25ft;
TCDLM.2pst BCDL=4.2pst; Category II: Exp C:
ermlosed IIINFRS gale end m cerAlew left
and right exposed; porch left and right exposed:
Lurnbel DOL=1.33 plate grip DOL=1.33.
3) Tn¢s daUgted for Wrd loads In the Plano 0
the truss ply. For studs exposed to wind
(normal to the face) see MiTek"Standard Gable
End Dotal-
4) This toss has been designed fora 10.0 pal
bc0orn t3lord lee load norlmrlcurrent with airy
tlher the loads.
5) All plates are 1.5W M1120 unless Cth emise
e) This truss redoes plate inspection per the
Twin Count Method when this buss is chosen for
quality assurance inspection.
7) Gable re<µires Continuous botlam chord
beaming.
8) Gale studs spaced M 2-0-0 oC
DER. b paU Ided Lid PLATES GRIP
VerELL) -4.02 1 Mr 12J MOD 191144
Ved(TL) 4103 1 w 120
Horl(TL) Milt H nis raa
S)Prneide medtardea rvrrterXlrt (byopnls)of
bts5b a joirc l , 13 capable attimmil ring N17
Ibuplift atmM3. ibupiupliftgjdrt 9/s uplift at
PK K aced truss
is uplift atd irH J.
20)Thismas nd¢sgide in accordance with the
R50L lrxerrlandR Residential Code n sections
scwxb 1.1 and R80210.2 and referenced
sixdard A?isUTPI 1.
LOAD CASE(5)
standard
WeyY 49Ib
R
Job
Truss
Tnsr-Type
city
pity
TOM) MSELYCCNST-HOWARDRES
1 B06075-6
11-
PBA1
19
1
Jl�erenoe
bN wta I PUAMU rrat.w), Ujpr r rsuLa. iu a rwc
5-1 G-11
5-10-11
V.LWf.9 F-=V IL &w SW f�K . .- --4 - , U. i
Scale = 1:18.7
5xs ll�liLO-
C
I�
5-10-11 , 11-9-6
5-10-11 5-10-11
LOADING (psf)
SPACMG
2-0-0
CS1
DILL
in 0=) MCC Ltd
PRATES GRW
TCLL 35.0
Plates Inveese
1.15
TC am
Vest(W
QA9 B-F a99B 240
IMM 1971144
TCDL 7.0
Lumber InCzease
1.15
BC am
VergTL)
4L14 BF >953 t80
BCLL 0.0
Rep stress bw
NO
WB 0.14
Harz(
GA7 E rya da
BCDL 7.0
Code LRC200&qT4=
()
Weight 31 Ib
LUMBER
3) This truss has been designedfora 110A pst
TOP CHORD 2 X 4 SPF 165OF 1.5E
bottom duord he bad nonoancuarert wdth any
BOT CHORD 2 X 4 SPF 165OF 1.5E
other Owe loads
WEBS 2 X 4 SPF ShxVStd
4) This truss uq dues plate inspacban per the
Todh Count Method miter this truss is dKem for
BRACING
quafty assurance l gxctiom
TOP CHORD
5) Bearing at joird(s) A. E considers parallel to
Structural wood sheathing directly applEed or 640
grain value using ANSVM 1 angle to grain
oc purlins.
formula Building designer should verily capacity
BOT CHORD
of bearing surface.
Rigid ceiling directly applied or 1040 oc bracing.
6) Provide mechanical connection (by others) of
truss to bearing Mate capable of withstanding 220
REACTIONS (Ibisize)
lb uplift at joint A and 220 lb uplift at joint E.
A = 5560-&S
7) This truss Is desowd in amonAarme vdth the
E = 5566"
2003 Dnflerrta11, a! Coda sectiam
Max Horz
R502.11.1 and R802 M2 and celier+erfaed
A - 118(lned case 4)
standard ANSUTW 1.
Max Uplift
8) Stiff MTek STANDARD PX;GYBA CK TRUSS
A - Zw(toad case 5)
CONNECTM DEML FOR CONNECTMN TO
E _-220fioad case 6)
BASE TRUSS
FORCES (lb)
Maximum CompressiordMexitnum Tension LOAD CASES)
TOP CHORD Standard
A-B =-2721158
B-C =-760/298
C-D =-760/307
D-E _-2721113
BOT CHORD
B-F =-211/579
D-F =-2111579
WEBS
C-F =-1451248
NOTES
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-88: 90mph; I> =Mc TCDL=4.2W.
BCDL=4.2psf: Category It Exp C: enclosed;
MWFRS gable end zone; cantilever left and right
exposed: porch left and right exposed; Lumber
DOL=1.33 plate grip DOL=1.33.