HomeMy WebLinkAbout10 Old Townhouse Road Anchor Bolt PlanDia= 3/4'
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14'
SW
1'-0' G
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23'-0' OUT -TO -OUT OF STEEL
I - 21'-8' C
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17'-4' 4
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Dia= 3/4'
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SW ' � 2'
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DETAIL B
54'-0' OUT -TO -OUT OF STEEL
Q418'-0'
18'-0'
7
--ICOLUMN LINE
i
HH H
iv IV IV
COLUMN LINE
I
I
H
_fv
FRAME LINE ----
IV IV
o FRAME LINE __--
~ RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES RIGID FRAEI MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
T ------Column Reactions (k )---------------- ----------------------
G 0 -'- U-
I
--- ------ --------Column Reactions (k )-------
--------- -----------
H Frm Col Load Hmax V Load Hmin V Anc Bolt Base Plate (in) Grout Frm Col Load Hmax V Load Hmin V Ano, Bolt Base Plate (I n) Grout
Line Line Id H Vmax Id H - Id H Vmax Id H Vmin No --- Wid Len Thk (in)
Thk
_ ______ _ _ --- ----- - ----- ----- ----- --- ---- -- ------ ------ -- ------ ------ --- ----- ----- 10.50 0,375 -----
2 x C 9 --4. 3.5 2 -4.6 Vm0,9 20 0.750 8 000 11.56 0.375 (10 0 line LFe 4 2.3 7.1 5 -1.9 -2.0 2 0.750 8.000 10,50 0,375 0,0
5 3.7 13.5 6 -4.0 -5,2 3 2.0 1.07. 5 -2. -2.0
,a A 2 2.0 1.0 3 -2.5 6,0 2 0.750 8A00 10,50 0,375 0.0
-� 2 LLJ A 3 4.6 0.9 8 -4.3 3.5 2 0.750 8.000 11.56 0.375 0.0 1
� W 1 -1.8 6.0 6 2,0 -2.0
4 -3.7 13.5 7 4.0 -5.2
1 2 `28,, 6 0.0 -3.4 3 0.0 15.1 4 0,750 8.000 11.50 0.375 0.0
z ti ) Frame Unest 3 4 3 0.0 15.1 6 0.0 -3.4
2
o 1 @ 54.1 5 0.0 -3.1 4 0.0 11.8 4 0.750 8,000 11.50 0,375 0.0
N o 4 0.0 11.8 5 0.0 -3.1
z
A W ENDWALL C❑LUMN1 MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES RIGID FRS;/IEi MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
H
BUILDING 'A' x I
0
J--------- -Base------------
� j -- ------ --------Column Reactions <k )------- Line Line .
--------Column Reactions (k )---------------- ----------------------
Frm Col Load Hmax V Load Hmin V Anc• Bolt Base Plate (in) Grout --- --
a o Line Line Id H Vmax Id H Vmin No D(In) Wid Len Thk (in) Frm Col Load Hmax V Load Hmin V Anc• Bolt Base Plate (In) Grout
J --- ----- ----- ----- ----- ----- Id H Vmax Id H Vmin No D(in) Wid Len_ Thk- ---
--- ----- ------ -- ------ ------ ---- ----- - --
M 5 ------ -- - 0.0 -
2 0.750 8.000 8.000 0,375 0.0 2 F 10 3,5 17,4 12 -1.9 -2.8 2 0.750 8.000 10.63 0.375 0.0
0.4
00 C 10 0.0 2,8 11 0.0 -0.6 7 3.0 18.9 12 -1.9 -2.8
5 E 10 3.2 -1.8 12 -3.2 -2.0 2 0,750 8.000 8.000 0.375 0.0 2 A 13 1.9 -1.9 9 -3.7 7,2 2 0.750 8.000 10.56 0.375 0.0
1 0.0 8.3 12 -3.2 -2.0 7 -3.2 7.4 13 1.9 -1.9
5 F 10 010 -0.6 2 0.750 8.000 8,000 0,375 OA 2 @ 38.1 13 0.0 -4.7 7 0.0 33.4 2 0.750 8,000 8,188 0,500 OA
1 0.0 2.8 10 0.0 -0.6 7 0.0 33.4 13 0.0 -4.7
HT 2 @ 54. 11 0.0 -3.3 8 0.0 4.9 2 0.750 8,000 8.188' 0.375 0,0
G D D ) � 8 0.0 4.9 11 0.0 -3.3
'G o D DC I C BRACING REACTI❑NS,PANEL SHEAR
C'
Bracing (k ) Panel Shear
81_0• 8'-0' 2'-0 6'-6' 8'-0' 3'-10' Wall Col Horiz Vert Load at END�lALL❑LUMNi MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
Id Id Reactn Reactn Base Angle Cb/ft)
t)
o--- ------ ------ --------------
0 --Column Reactions (k )-------
1 Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) rout
49
o M
NI 3 2 ,3 4.3 4,1 Line Line Id H Vmax Id H --- No --- Wid Len Thk G-
F 2 ,3 4.3 4.1
" B - 14 ' 2 01 15 -2.2 0.1 2 0.750 8,000 8.000 0,375 0.0
ANCHOR BOLT PLAN
NOTE: All Base Plates 2 100'-0'(U.N.)
Dia= 3/4' Dia= 1/2'
/ 3 "
Ld
¢
I 0
m. I o 4'
uo w
o I 4, 0 2'
E
W/
I�
Sw
• 1 3/4'
2 ian
DETAIL C ` DETAIL D
ANCHOR
BOLT
SUMMARY
Ont Loc
Dia
Proj
(in)
(in) -
----
O 16 DJ
1/2'
1.00
0 6 EW
3/4'
2.50
0 24 RF
3/4'
2.50
r�
Dia= 3/4' Dia= 3/4' Dia= 3/4'
Too::J�
jo)4 coto L/Z ' 4'
�X ;77
SW-1-
/W 11-0" a ISTING 2" "
See, Plan
DETAIL E Base EL 99'-6"
DETAIL F DETAIL G
2
L.
14 2.2
0.1
2 C 14 0.9
0.1 15 -0.9 0.1 2 0.750 8.000 8.000 0.375 0.0
-\h
14 0.9
0.1
9-
BRACING
'LACTI❑NS,PANEL
SHEAR
Bracing (k )
Panel Shear
Wall Col
oriz Vert
Load at
Id Id
-- -
'eactn Reactn
Base Angle (ib/ft)
-i
0
A
297
2
0
F
254
NOTES FOR REACTI❑NSBUILDING
"A"
NOTES FOR REACTI❑NS BUILDING "B"
and only
maximum/minimum H
or V and the
aonly maximum/minimum H or V and the
1• l are nd
dHtiorsV
1. All loading conditions are
examined
corresponding are reported.
corresponding H or V
are reported,
Foundation lccds are in
2. Positive reactions are as shown in the sketch. Foundation loads are In
2. Positive reactions are
as shown in the sketch.
opposite directions•
opposite directions,
in the plane of the
brace with the H
pointing away
actions are nThethe
do nwarde H pointing away
3, B�ao�in9heebraced reaction brace
3• Bracing reactions are
From the braced bay.
The vertical reaction
is downward.
t bay. vertical
based the following building data,
4. Building reactions are
based on the following building data,
4. Building reactions are on
_ -80.0'
Width (ft)
Width (ft)
- 39.0
Length (ft) = 23,0
Length (ft)
= 54.7
Eave Height (ft) _ 13,5/13.5
Eave Height (f t)
= 20.0/20.0
Roof Slope (rise/12 )= 0.3/ 0.3
Roof Slope (rise/12
)_ 1,0/ 1.0
Dead Load (psf ) = 5.0
Dead Load (psf >
= 5.0
Collateral Load (psf =) 5,0
Collateral Load (psf =) 5.0
Live Load (psf ) = 25.0
Live Load (psf )
= 25.0
Snow Load (psf ) = 25.0
Snow Load (psf )
= 25.0
Wind Speed (mph) = 90.0
Wind Speed (mph)
O
Wind Code = MSC 93
Wind Code
= MSC93
Exposure = C
Exposure
= C
Closed/Open = C
Closed/Open
= C
Importance = 1.00
Importance
= 1.00
Seismic Zone = 2
Seismic Zone
= 2
5. Loading conditions are:
5, Loading conditions are;
1 DL+CD+LL+Aux-1
1 DL+CO+LL
2 DL+WR1
2 DL+WL1
3 DL+CD+LL+WL1/2+Aux-1
3 DL+WRl
4 DL+CD+LL+WRI/2+Aux-1
4 DL+CD+LL+WL1/2
5 DL+WL2
5 DL+CO+LL+WRI/2
6 DL+WR2
6 DL+WL2
7 DL+CO+LL+Aux-2
7 DL+WR2
8 DL+WRI+Aux-3
8 DL+LL/2+WL2
9 DL+CD+LL+WL1/2+Aux-4
9 DL+LL/2+WR2
10 DL+CO+LL+WRI/2+Aux-4
10 DL+WRI+WS
11 DL+LL/2+WL1+Aux-5
11 DL+WLI+WS
12 DL+WL2+Aux-3
12 DL+WP
13 DL+WR2+Aux-3
14 DL+WRI+WS
15 DL+WP
Dia= 3/4' Dia= 3/4' ,poi Dia= 3/4' �o�o Dia= 3/4' 8'
4 1
0 P
W - ]s£ ,
T N
llzr LD
°� 4. Y jZ m
4'
8" EW 4 EW -<- I /X iu
2" �w
�W�
� 4See Plan H 2" See Plan 2
DETAIL H DETAIL J DETAIL K DETAIL L Base EL. 99'-6 li
c ZAC.. R. f. CAIN lil
^,uc'71 ,.
Tr; -County Contr
Meda One
10 Old Town House Road
Yarmouth, MA
RTHERN BUILDING SYSTEMS
alton, MA 413-684-9916
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