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Job Truss
TPC
80 6 0914-6 : MON
�fik ELa (OA110 FALLS' ID [AO FALLS. ID 83402
.94&11120=
7
12
Ply
0--0
6.9.0
1
Job Rate
r
0.200 s Feb .212,005 M79 K Ind iT1 d
.w
27-0-0
S = 1.44
MNE � axe 54 M'r20-
ri aie uns elf ]
ILoADING (psfl
TCLL 35.0
TGDL 7.0
BOLL 0-.0CQL 7.0
7-10-3
S PAC I NG -0-0
CS1
DEF=
in 000
ydefi
Lid
Plate Incr-ease 1.15
TC 0.61
WOO.1-)
-0. 15 H-1
> 99.9
240
Lumber Increase 1.15
BC 0.51Vert(TL)
-0.31 -H
>999
180
Rep Stress. I n rF-
13 0.39
Horz(TL)
o.1 o i
r a
n/a
Code I . 0 /TPI
I atri.x)
LUMBER
TOP CHORD 2 X 4 SIF 16 OF I - 5E
BOT CHORE) 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Slud/Std
SLIDER Lefl.2 X 8 DF SS 3-2-11. Right 2 X 8 DF SS 3-2-11
REACTIONS (Ib/size) A=1301/0-5-8. =1 011 S
Max Hort k=1 G2(loa d ca )
Max IJ V ---- (m d case 5), =- 9(load ease
BRACING
_SOP CHORD
BOT H F D
FORCES (lbs) - Max [mum Compressjurvmax1rntim Tension
TOP CHORD A-13=-2615610. B, -252X52 , -D-- 10914 , 0-E=-21991433, E -F_-2523/523- F- =- 6151510
BOT CHORDA -I=-5141231.5. H-]=-23011583. G- H=-41312335
WEBS -I -606/276, D -I_-1 716, D- -1 47/654, E -H~`-6061276
27-6-0
am
PLATES
M1120
Weight- im ib
GRIP
197/144
Structural w0cd sheat h' n g directly applied or 3-11-6 uc purlins.
i ld iEir d-Irectl app Ijed or - 11 -5 0C bracing
NOTES
1) Unbalanc roof live bads have been ccnsiderad for lhis design.
WindSIT. ASCE 7- 8, 0rmph; h=25n, E)L=4_ psf, BCDL -4. f, CatEgory It, Exp Q enclosed, �jVFRS gable and zo . antit ver left and riht -
Lu rnb r D 0 L--1.33 i ate g rip D L^ 1. , I
This truss has been deli nd ror e 1 .0 ps f bottorn rid Ii.ve- load nonconcurrerr +ith any offier Itoo I oa d _
. ) t , p f w[thMandir � lb upliftat Joint and lb uplift at 1r�Int .
Provide mechanical connection � ut�� �r� of true trt�� Ike � �1
5) This truss,s designed in accordance with the 2003 Int�t+onI esi�i�NO[ Cie t�ons R502 -11. 1 and R802,10,2 ,1 ar,d t-eferenced stand ard A NS ITTPi 1,
WAD E() Standard
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Tu$ Jury 13 13,06;52 20 x- Paga 1-
1
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A
3
LOA DI
(psq
TLL
35.0
TCL
7_
BOLL
0_
13CDL
7-0
WMBER
TOP GrfaRo
' 80T CHORD
EoiHERS
REACTIONS
SPACING 2-0-0
Plates Increase 1.15
Lumber Incr-ease 1-1
.dap SIress l ncr No
Code IRC200a[TP12002
4 SIF 1650E 1-5F-
2 X
4 SPP Stud/til
CSI
TG 0.1
BG 0.09
B 0.11
(Matrix)
-0-
4x4 61.11 .-
13
-0-
DEFIL
erl(LL)
Vert(TQ
ITL)
BRACING
TOP H F D Sly—uctural wCK)d sheathing directly applied or -0-0 oc pudins.
BOT RD Rigid € ling directly applied or 10-0-0 oc bracing.
O i e) T14 1 .0- , !146127-0-0, T� 183121-0-0, U-zl 97127-0-0, -z193/27- - e _ 11127-Q- , -136127-0- , ` =349 2 t- - , F -z 7 7/ 7FG- T
N=349127-0-01 --,' 1-- �1'-�
Max H0 =10 (i d case
Max R1i �-3(foad case ), - 1o(jo d case ), lir- 1 d rase ), " -z-6 (Ioad case , W=-69(lDad case , X=-44(lDad case Y _ _
+rase ), P-- 8(lcad case ), 0=.4 (I oa d case )o N =- I 1500ad case )
Max GravA=14 (Ioacl case 1), M= 1 4q Icad case 1), T=1 83(lcad case 1), U=204flcad case 7 =193 load case _ . _
case 8), -1 (I d case I ), P'ry- 1 I(I03ci cafe 9). 0=13 i �d case 1 - = # �a � 1 � = 1 ��I �� � � � �-`1 �I�a� �� � , 'Y�• 490 d C a 7), = I d
FORCES 0h) -Maximum 0rnPress iorilWl xiimm Tension
TOP CHORD `B;-1}1 q 1152. rM C=-61/72. ,1. =-45 90., D—E^ /111 , E—F=-48/134. I"— i-48/1 a �+—H_-48[14 IH' [= -4W11 � rJ-f�
BUT CHO RD-Y=O/;B, - -O] , - .= /8 , -W=01 r `x''018 m T -U-0/86: -T=0/8 = _ _ _
E
-T--1 - -•1 ''1-' -1 -=-1-1 _ 1-I-, P'`-�0-P=0/B6. N-0=0186, -
L}� +� r , B -Y= 7 �12 , H- --1 7 1 1-0=-166'82, J -P=-177/85, --128/64,
—i,�i.=—,G7! 1 8
NOTES
1) Unbalanced roof live loads have b4aan considered for this design.
Wind, ASCE 7--98, 90m0, h' i F `TCD L= _ P s f -, BCD =' . f Category 11, Exp endo regi; FIS g a hie end
Lu fri r D L=1 _ pate g rip 1) L,=� �1. nr�t�l ��r� r I � end r� g�texPosed
Truss designed for wind loads in the plane of the truss only_ For studs exposed to wild normal t� he fr - "
Th Is truss e rl des i n fir a 10-0 P 5 f o�n card I;i ve Iii � i _ �, a� IiT�� eta � ��dGable End Detail"
Ali plates are � . x M11 0 unless otherwise indicated. �c�r��rrrr�rri i1 a� other I��� Inds.
6) Gable requires continuDus .boftom chord ring -
6) albl studs spacadat 2-0-0 oc.
81 Provi do r n ec nj cai co ria ntio n (by others) of truss to bear i req pj ate rapable of .wit h s l a rid i I b u I itt k 'oi 1 1h u l' r
65 Ib u Iifk at Kirit I� 1 � p rft �.t to�nf 1, l% �p'�il� at f�Mrxt �J,
6 lb UP: at joint � Eb �upl at joint X, 1165 lb ulat at j�rrit Y, 60 ib uplift at joint KJ 6 Ifs upailt t 10r Q, 68 Ib uplift at 'oi� � 4
uplift at joint and 11 lb uplift al joint J. p 1 � r l
This truss is designed in acco ance wilt, the 2003 International Residential Code sections 8502.11.1 and R802.10-2
and retered standard l`I.+'TPI 1 -
LOAD CASE(S)Standar-d
1 Hd KI nalluYam-
R
Jub
Tr
2
X161C VVEST �b HO FALLS), IDA-HOFALLS, ]D V40 -- _
B
3L44 1.11 t20-7--
5 4 hi Ii -:� D
G
L
S.0 1 2
F
4", RID
H
!�-4 M1l=
i mo-
---------------
-�
ate 0 ff aY :;0 -_0 y - 3� - - -- --
I-U X4 1 N (PST)
TCI.
35.0
T DI-
TO
l3LL
0.0
BDL
7.0
LUMFER
TOP CHORD
60TCHORD
OTHERS
SPACING -0-0
Plates fn r ase 1.1
Lumbar Increase 1.1
Rep Stres5 rr r NO
Code IRC2003fTP12002
4 SPF 165OF 1.15E
SPF 1 6 1.5E
SPP Stu d /,tfl
Z�A 111120=
CS1
DEFIL in (10c')
TC 0.15
Vert(LL) rVa -
BC 0.109
Vert(TL) rVa -
(matrix) -
BRACING
TOP H RD Striuct
BOT CHORD Rigid
IJ:Db 136ference o tional
6.200 s Fab 21 20G5 We
k Irfri, in.
31-0-o
1-
Tue Jun 13 13:06:53 2006 Page 1
.7 - 1.51,?
FTI (Ib/e) =148131---0, ::;1511-0-0, Yz16/31-0-0, -=1711s0-0! �11 }}r -0-0 ' A13=21713 y -0-0. "1 2/31 -
f1- - , l34 qr31 -0-0,
"0, _ 1- , T_ }
19 -0-0. 1-+1'?� Rp17ff1-0-0!—13
II-GL0!—148r3li0-0. P=;3445131-0-0, l4451V1-0-0.
I
Max H0rz =11 7(foad ase 5
Max U
PI ifs= 1pcq ad cascase
e yp6�. � , = _}}�'y��yy��}--yy�,,(1d �y ),Z -=-67(l oad a o ,�a = -6Ioad e �h{ ��'yJ oa �°+�� case
+r�},�j I� _ �`�,^ � _ I '
T�`-7IL'�d �e iJ)a .�-�+L(Ik.I@d Case kf 1 R=-7 I (load � �� , 7�L/ �� � �4J-�S��S] �' ����L�i.�� �.l�kl� �, � - 114 �lL{4� l#€�� �Y V=-5 8( iiJt� v'4��
case )� =--d (load case 0), G�,S(r �i case ), P�- 1 14(load case 6 !
Max rav=13(1d iI ''=�t85(loacase 1). _0'3(ioad 7)! = 1Ind ��� �
���Id Is � a �� � 97(load ���� � � � � � �, ��� � 1 �I�� � �, ��� �J�id ���� 1 �r 1 (load c�� �. �= I��
), l 1 (load case = 1 7(kcd case 1 ), _ I Id case 8), 0=1 48 Toad a s -ase case 7)
"
FORCES (Ib) Maximura CompressiorMaximum Tension
+ ' .lD-E-�
1 14. E F�4r/1L, F447 1 57, V-H-A7/17� �-[=A�1 68 -L- -31{{ , L- '451,3 ! N- 22, N-O=-gY , I`4=1V1 ii -4JT,B�TD D -0 J, "D�0198.
R-AG=/1 00. S"01 1 Oa, L^°'01 1
��01 '01
1 f/, -=D11 0, 0--0 1 0 0_,.a ry /`1 001 U' -V-=0/100, F U /1 00r8 -T=0/100, R-`011001-R4/100JP- =0 97o -P0 9}
'"EBH-�-1 57/0x ''Y;--1 75/7r F- -1 /8 3, E-�-- I W79.
�-A B:+198o- �-125163,
r6,J-yD"-al011 I -V--175175. L -T`_ -1 i
918 4, _ _pp_qqrr3 2+2
a
ITI=-
1) Unbalanced, roof Imre loads have been consrdered for this design.
ex
I�dr � �'� ���; h-25 ft; TSL=-�� �����; �fe � II�
Lu m ber DOL=1 _ pl tri L-1 " �rll+ e•d riI ar! n� Ir�f i�rr td rlght vd
Truss designed for wind 10@din the plane Of the t Only. For fudeX'
4) Thr ��� �� en d-eir,i fair ���� p�� b��n� chord I �� �r'<d rr-r-�al 10 e face), � 1��iTk "ta.a.r�d Gable ErId ��7�'a
5) All plates are 1.5x4 11 0 unless otherwise indicated -
6) d rfi��l��r��ur•1`��t i#�� ar� mf r 14+�e loads
_
a bI a requires contirlUOUS t0ttW n chord bewhg.
7) G a b I e #ud:s pac: at &0 ac.
Provide mecbani;alconnection b the ) of truss to tearing plate ca able f - b `
rtafr �bplift fir, fiiit jit ptti
6IIS ft - k P iw i u ak joint Ad, It> Lrplift at jatnt . 114 tb uplift at idint D 58 d
I� r,. iit ��,� � r � . r .� �: t j01nT r Ib -,Pli . at jilt and 114 tb b rplil't 1 j c t' ', Ji ups 0i J01-nL T, I UPIiit at JOT
'��f7 with the 0Ii�t�11at1�1.1 R���� �� fC�1J�t �.
Jr t a1code tI , R 502-11.1 and R80 .10. and refere n tandard ANSI°
V00 [A JL3HdSN1 OHLAY3H SSAH1 H
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R L M : T A l , T gf 0
06/13/06 TUE 12:16
BMC WEST TRUSS
REXBURG INSPECT
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