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Design of shear walls
Larsen & Toubro Powai Campus
D oc ocu me men t No. 10069-NA 11-XE6-31084850-B02-0002
R ev evi si sion No. : 0
PROJECT: 132KV AIS SWITCHYARD PACKAGE - DATA CENTRE - NAGPUR
RELIANCE INDUSTRIES LIMITED
LARSEN AND TOUBRO
Powai Campus, Mumbai JACOBS
CONSULTANT
STR. CONSULTANT
DRN.
NAME
AL IF ENGINEERS ENGINEERS &
PRPD
A.K.
04.09.13
PLANNERS
CHKD
S.A
04.09.13
APPD
S.A
04.09.13
TITLE:
SIGN
DOC NO:
FIRE WALL- DESIGN CALCULATIONS
10069-NA1-XE6-31084850-B02-0002
DATE
REV.
R0
DOC.NO: 10069-NA1-XE6-31084850-B02-0002
Design calculation for Fire wall
REV R0
DESIGN OF FIRE WALL Grade of concrete = 30 3 Density of concrete = 2.5 t/m 2 Reinforcement yield stress = 500 N/mm FOS = 1.50 Coefficient of friction between soil&conc Angle of repose Ф = 6 degrees
Rev-00
=
0.6
0.2
5 5 3 . 1
r t M 5 7 . 4
s t m . q s / N k
5 2 . 6
. t m . 5 t 4 . 8 m
0.274
1.50 Mtr 2 . 2 5 . 2
0.3
s t m
3 . 0
3 . 0
. 1.00 2.3 Mts H 5.75
x
W 6.05
m
Taking 250mm extra on either side and 0.50m on top H Size of fire wall = 6.25 x
W 6.55
m
b
⁄
Maximum dimension of Transformer =
Area of stem above G.L. above 6.5
=
a 0.2 0.3
+ x 0.30
2 x x
H 4.8
x
0
1.500 x 2.2
Area of stem below G.L. Total Area of steam
=
Area of Footing
Trapizium Rectangle Total Area of footing
= =
0 2.3
+ x
0.3 0.3
Total Area of Soil neglecting Concrete Area of concrete below G.L. Net Area Of soil
= = =
2.3 0.69
x +
2.5 0.660
2
+
= = = =
Area 0.950 0.450 0.660 2.060
Sq.mts Sq.mts Sq.mts Sq.mts
= = =
0.000 0.69 0.690
Sq.mts Sq.mts Sq.mts
= = =
5.8 -1.350 4.40
Sq.mts Sq.mts Sq.mts
Larsen and Toubro
DOC.NO: 10069-NA1-XE6-31084850-B02-0002
Design calculation for Fire wall
REV R0
Considering 1 mts Length of Wall Density Of Soil Density of concrete
= =
17 25
kN / cu.m kN / cu.m
Total Down Ward load of Concrete Total Down Ward load of Soil
= =
2.75 4.40
x x
25 17
x x
1 1
Down Ward Thrust
= =
68.75 74.80
kN kN
=
143.55
kN
WIND LOAD As per IS 875 part 3 Basic Wind speed =Vb Risk Coefficient (k1) Terr ain Height & str size factor(k 2) K3 factor Design Wind speed (Vz) = Vb k1 k2 k3 Design wind pressure (pd)= 0.6 Vz2
= = = = = =
44.0 m/s (Appendix A - IS 875 Part 3 for Nagpur ) 1 1.08 1 47.52 1354.89 N/m2
Design Wind pressure
=
1.35
Moment At Base of Footing Moment At Base of Footing S.B.C. Of Soil Allowable Gross Pressure
= 1.35489 x = 8.468064 x = = = 110 x
Eccentricity
= M/P =
kN/ sq.mts 6.25 5.625
1.25
8.468
+
47.63
17 /
x
kN
2.2
143.55
=
L /6
0.332 <
=
47.63
= =
110 180
kN - m kN /Sq.Mts kN /Sq.Mts
m
0.38 m
OK
Max And Minimum Pressure At Base P + A
M Z
143.55 2.3
=
Design Of Base Slab
+
285.797 5.29
Max Min
=
= =
116.44 8.39
O.K. No Tension
Moment At section X-X Net Pressure
=
116.44
- (
2.20
=
79.039 kN /Sq.Mts
x
17
)
X Considering Max Pressure 0.3
Net Pressure = 79.04 kN /Sq.Mts 2 Mu = ( 79.04 x 1.0 / 2 ) x 1.5 Mu = 59.28 Kn -Mts Required Thickness Fck 6 2 59.279 x 10 = 0.138 x 30 x 1000 x d 1
14319
=
d required
=
D provided
2
d
=
120
mm
300
mm
Provided eff depth
=
244
mm
Required Pt Required Ast
= =
0.289 704
mm
O.K.
X 2
Mu / (b * d ^ )
=
= Minimum Ast Required
59.28 1000
6
x 10 x 244
2
0.996 =
Provide 12 @ Provided Ast 0.12 100
x
1000
x
300
=
360
mm
Provi de # 10 @ Provide Minimum reinforcement at top as the foundation is not in tension
3
=
Provid e # 10 @
2
150 along the Shorter Direction 2 mm = 754 2
200
mm c / c 200
mm c / c
Larsen and Toubro
DOC.NO: 10069-NA1-XE6-31084850-B02-0002
Design calculation for Fire wall
REV R0
Check for the Shear = Maximum Shear Force at d = Pt provided
=
79.04
x
1
=
c
= Design Of Wall Moment At the base of Wall Required thickness
=
0.53
67.639
=
157
mm
=
187
mm
=
67.64 1000 x
=
0.93
Required Pt
=
0.222
Required Ast
=
0.222 100
x
600.7
mm
At Base Required Total thickness A) At bottom of stem = Mu b x d x d
=
B) At stem Level =
175 (
At = 15
Mu
= 15.28
Mu b x d x d
=
H=
x 1.5
Required Pt
=
0.245
Required Ast
=
0.245 100 368.11
=
= 175
59.75346 KN
(
At = 2.7
Mu
= 2.71
Mu b x d x d
=
Required Pt
=
Required Ast
=
175 =
Check For Over turn ing Restoring Moment Overturning Moment
x 270
10 x
x
6.25 x
O.K.
x
= 244
3.125 20
x
<
300
= +
129.32
2.2 1000
KN
Hence safe
)
= x
d
45.1
kN - mts
2
Provided
6
270
1000
x
270
2
Provided Ast
From Top
2
=
646.2
mm
=
448.7
mm
)
= 22.927 x 150
x mm
10 x
6
150
1000
x
150
2
H=
2
Provided Ast
From Top
2
)
kn-mtr x 1.5 4 1000
x
= 4.0647 x 150
10 x
6
=
0.18
150
0.042
0.04187139 x 1000 100 2 mm = 62.81 mm c/c on each Face of wall 2 mm 448.7
