HomeMy WebLinkAboutPROPOSAL & TRUSS - 06-00294 - 350 Cul De Sac Dr - AdditionBIALJ RITE CflWS'FRtlCitOtd INC
BuUd Rite Ion
446
FOR ALL OF YOUR CONSTRUCTION REEDS
Propos,al Bubrnftwd Two W r
pq i P EMEMMM
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Name 'LM
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State :1
Phone
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aty
Date of Pie -ns-..
�_Arr,hitect -0
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state
We hereby propose to fumish the materials and pr the labor necessary for the campfetioLn of
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All material is guaranteed to be as specified,, and the above work to be perfarmed in acccrdancevvith the
S PeCir ��ng� and
,Cad,A L
one subm d for --above work and completed in a substantial workmanrike nner fur thesumof
Dollars
with payments to be made as follows'. fo C? %'{a.,,
;r F T- trqdl .1 AJ;F• t 1. t
rL -INA11 'a. 4
-A
Respectfully submitted
- - V
-M-Is pmposal may be wkhdr-awn b
w0lin: dap
ACCEPTANCE OF PROPOSAL
The above PH cas, specifications and condons are sadsfactm and are hereby amepted. You a to do the work as
Payment will be made as oudinad above.
Date
Signature
—� I Ply
TI•V
Truss
Job cDN
Al
2-0..o
112
x+11120 --
C D
F
343 X11120 1.5x4 11120 11
1-8
P1 —atq�s ff &EC: _jLd_
LOADING (
T.LL
plates increase
T DL
7-0
SCLL
- .0
G DL
7,0
LUMBER
T P HORD
BOT H ORD
EBB
SPACING
-0-
plates increase
1.1
Lumber IncreaSe
1.1
Rep Stress I nr
YES
p code [RC20()3JTP12002
4 SPF 1 CMF 1.5E
4 SPF 166OF 1, E
SPF tud� td
BRACING
T B H ORD
Structural wood sheathing dirwtly aPOied OF 4-5-7
oc purlins.
BOTCHORD
Iii ceiling directly applied or 1 o-0-0 ac bracing.
REACTIONS (Ibl ize)
B
D
Max Hort
Max Uplift
B
90-8
'-8
-(1d case
-(ld case 3)
-(Icd case 4)
FORCES (1b
M@ximum ampre ion)ll aximum Tension
TOPCHORD
-B =
0140
B -C =
-17631289
C -D =
-17631289
D -E =
0/40
BOT CH RD
240
Vert(TL)
-2361'1 662
D -F =
-23611632
'REBS
Horz(TL)
G -F -
0/299
OTE
7) Unbalancod roof liw- Inads have Lm--cn
considered for this design.
Wind- ASCE 7-98: 0mph; h= ,eft; T DL=4
B D D L-4 - p f; Category 11; Exp Q rrcic gid;
MWFRS gable and zone; cmtilever left and right
expos ; Lumber D0L:--"1. 33 pi ate grip D0L=1-33.
This ' has been designed #or a 10,0 psf
bottom chord lire hard rofimmrerrt with any other
lire loads.
TC 07
SC 0.44
WB 0.17
(Matrix)
4) Provide mechanical nnec:tion (by others) of
trUS3 to wring plate capoble of wthskan.cring 282
lb uplift at joint B and 282 lb uplHI at joint D.
5) This truss is designed in aoxrdance lth the
200 1 k r ti cn i Residential +erode sections
8502.1 '1-1 and R8o2.10. and referenCed
standard ANSITYPI t .
LOAD CASE(S)
Standard
Iii ISH - ADDITION
I
_
1 job _- iD()1 iTW Ind L rr ,
16-0-0
0
M I ii
16-0-0
_ 3
me ON
DEFL
in
(I0
llde#1
[Jd
Vert( LL)
- y 13
D -F
>999
240
Vert(TL)
-0.25
D -F
� r 4
180
Horz(TL)
0.04
n
n1a
n1a
PLATES GRIP
i
MH20 1971144
Weight: 441b
2..Q'o
Scale- )9Y'
E
Zr
6
I Truss-�
PJ - Mid HEACADDITION
B06078-6 AILG
q
:COMMON !
_ I Job Referent. (out�onal)
1 SET �i DAE� FALLS),
.. IDJ--I FALLS, ID � �- -- ..
6.200:s Feb 21 2005iTek Industries, Me, Mon ti un 1 12.41:32 0 Pagel
9
dw y y
44 M1120 —_
3.00112
1,5X4 M1120 0 11 = ---- - --
LOADING (per
190116-0-0
2-0-0
SPACING
TOLL
35,O
H -
Plates Increase
1.15
T DL
7,0
I
i
Lumber Increase
1.1
BOLL
0.0
Rep Stress Iner
YE
D L'
7- I
_
H
Code I I 003/TP1
_
LUMBER
TOP CHORD 2 X 4 SIF 1 5OF 1, E
U T CHORD 2 X 4 SPF 1 6O F 11- E
OTHERS 2 X 4 SIF StucVStcl
13P.ACiNG
TOP HOICK
Structural wood sheathing directly applied or 6-0-0
ec purlins,
BOT CHORD
REACTIONS (lb/size)
FORCES (1b)
Maxi m ernCompression/Max inn u rn Tension
TOP CHORD
I- E =
190116-0-0
E --
190/16-0-0
-D =
-89/16-0-0
H -
52:5116-0-0
E _
52511
Max Harz
-3125
-H =
-1(load case 6)
Max Uplift
-3/25
-
-4(lod case )
F
(Id ease 4)
_
H
8(id 1)
_
-14 4 (lead case
F -
-144(lod case 4)
MaxGray
-
19 1 bleed case 7)
E =
191 (load case )
_
41(load
H
5250aad case 1
F
525(load 1
FORCES (1b)
Maxi m ernCompression/Max inn u rn Tension
TOP CHORD
I- E =
-44/57
B -C =
-41150
-D =
-41149
D-
157
B T CH ORD
DJE L
'pert(
A -H =
-3125
-H =
-3,25
I`- =
-3/25
E -F _
--
DX4 1;zV
1, t4 M i 120
1.5x4 M1120 I
P
dz
1_5x4 M1120 11
44 M110.--
Scale = 1:25.5
Nt
_
16-0-0
-H
= -}5
F -G
16-0-0
E_F
= -3/25
TC 029
DJE L
'pert(
In 0M) Vd fl
Lid PLATES DRIP
$},
LL)
1r'ITL
n/a ria
- a
999 1'1120 1 97114,4
999
B 0.10
0
w Hort(TL)
0.00 1= rola
r a
(Matrix)
i
�u' eight: (b
§, W.
A -H
- -3/25
-H
= -}5
F -G
= -3'25
E_F
= -3/25
WEBS
-
= -26129
B-H
= -4041162
D -F
= -404/162
NOTES
1) Unbalanced roof live roads have been
an idered fOr this de i ri_
) Wind- ASCE 7-98; 0rnph- h=. ft-,
T D L-4. psf, B D L-4. p, Category 11; Exp
enclosed; MFRS gable end zone, cantlever left
and right exposed; Lurnb DOL—z1,33DOL-zl,33 plate grip
COOL -1 _.,
Truss des i fined for wind load s i n the plane of
the truss Daly_ For std exposed to wird
(normal to the face), see MiTek "Standard Gable
End Detail"
4) This :�;! has .been dezignecifor a 10.0
bottom chard live lead nonconcurrent with any
other live loads.
Gable requires continuous bottom chord
bearing.
Gable studs spaced at 0-0 oc.
7) Provide romanical connection (by ether) of
truss to bearing plate capable of withstanding g 4
lb uplift at joint A, 48 1b uplift at joint E, 89 Ib uplift
at joint G, 144 lb uplift at joint H and 1441b uplift,
at joint F,
This truss. is designed an ac=rdance with the
2003 Inte aboral Residenbal Cede sedans
R502.11 -1 and 8802,10_2 and referenced
standard NSI PI 1y
LOAD CASE(S)
Standard