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8/14/2019 basement wall dc.xls
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120 pcf
200 pcf -80
30 deg
0.50
1
62.5 pcf
fy 42 ksi
f'c 3 ksi
10 in
CASE 1
12 ft
0 ft
Pa = -420.00 psf
Pw = w x h = 312.5 psf
Ps = 67 psf
Specific Weight of Water (w)
Active soil pressure ka
Passive soil pressure kp
Load Calculation :
Slab Thickness
Active Soil Pressure :
Design of basement wall
Density of soil soilDensity of saturated soil satAngle of Repose of Soil
Soil Properties & Parameters :
Water Pressure :
soil xka x h =
Surcharge :
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Ha = -2206.00 lbs
Hw = 3445.00 lbs
Hs = 834 lbs
Pa = -420.00 Pw = 312.5 Ps = 67
Mu =
15 8
ft
Mu = 5 k-ft 12.
00
RB =
8 5
RB = 560.550 kips
PRESSURE DIAGRAMS
3 x Hs + 1 x ( Ha + Hs )
For Vertical Reinforcement :
Negative Moment :
1.6(Ha + Hw ) x 2 xL+ 1.6xHsx L
B
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RA =
RA = 1512.450 kips
Vu =
h 2
x = #NUM! ft
M+ve =2
M+ve = #NUM! k-ft
M+ve = #NUM! k-ft
h = 8 in
d = 6 in
Use bar no 4
Ru = 0.144 psf
Rho = 0.003690
As = 0.26565 in2
As(min) = 0.0015*b*h
As(min) = 0.144 in2
< As
0.265655
Use 4 8.865 in c/c
Use 4 8 in c/c
Area of steel for Vertical Reinforcement :
RB.x-Ps.x2- (Pa+Pw).x
2. 2 .x
As Governs
Ha + Hw + Hs - RB
Positive Moment :
RB -Ps.x - (Pa+Pw). X2
Calculated Reinforcement:
Provided Reinforcement :
2 3
#
#
#
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Use bar no 4
As(min) = 0.144 in2
Use 4 16.35 in c/c
Use 4 8 in c/c
4 8 4 8 in
4 8
in
REINFORCEMENT DETAIL OF CASE 1
Area of steel for Longitudnal Reinforcement :
Provided Reinforcement :
Calculated Reinforcement:
Use minimum steel ratio of 0.0025 , As wall is too long
in
#
#
#
# #
#
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CASE 2
2.000 ft
0 ft
-10.5 ft
Pa = 420.00 psf
Pw = g x h = 0.00 psf
Ps = 67 psf
Ha = 1667.00 lbs
Hw = 3445.00 lbs
Hs = 834 lbs
Active Soil Pressure :
soil xka x h =
Water Pressure :
Surcharge :
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-2.000 ft
43.26 10.5 ft
k-ft
95.45
k-ft
.-ve M = 95.45 k-ft
.-ve M = 152.72 k-ft
.+ve M = 43.26 k-ft
.+ve M = 69.216 k-ft
Ru = 4.242 psf
Rho = 0.07087
As = 5.103 in2
As(min) = .0025*b*h
As(min) = 0.24 in2
< As As
Area of steel for Vertical Reinforcement :
For Vertical Reinforcement :
Negative Moment :
FROM COMPUTER PROGRAM :
Positive Moment :
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5.1025
Use bar no 3
.
As = 5.1025 in2
Use 3 0.26 in c/c
Use 3 5 in c/c
Use bar no 4
As = 5.1025 in2
Use 4 0.462 in c/c
Use 3 5 in c/c
d = Mu
Ru.b
Ru = rho.fy(1 - rho.fy/1.7.f'c)
Ru = 0.0926 psf
d = 8 in
10 in
d = 8 in
S = 10 in
Calculated Reinforcement:
Provided Reinforcement :
Calculated Reinforcement:
Provided Reinforcement :
Provide Thickness h =
Check for Crack width
Area of steel for Longitudnal Reinforcement :
Actual Thickness
#
#
#
#
#
#
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z = fs
fs = 0.6*fy = 25.2 psf
dc = 75 in
A = 2.dc.S = 1500 in2
z = 1.22 lb/ft
3 5
in
3 5
in
3 5
in
REINFORCEMENT DETAIL OF CASE 2
#
#
##
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CASE 3
2.0 ft
0 ft
-10.5 ft
-9.5 ft
Pa = 1170.00 psf soil xka x h =
Water Pressure :
Active Soil Pressure :
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Pw = g x h = 1156.25 psf
Ps = 5 psf
Ha = 11407.50 lb
Hw = 10695.31 lb
Hs = 97.5 lb
2 ft
-2 ft
10.5 ft60.31
k-ft
125.49
k-ft
FROM COMPUTER PROGRAM :
Negative Moment :
For Vertical Reinforcement :
Surcharge :
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.-ve M = 125.49 k-ft
.-ve Mu = 200.784 k-ft
.+ve M = 60.31 k-ft
.+ve Mu = 96.496 k-ft
Ru = 5.577 psf
Rho = 0.08626
As = 6 in
2
As(min) = .0025*b*h
As(min) = 0.24 in2
< As As governs
6
Use bar no 6
.
As = 6 in2
Use 6 0.853 in c/c
Use 6 5 in c/c
Use bar no 4
As = 5.1025 in2
Use 4 0.46 in c/c
Use 4 5 in c/c
d = Mu
Ru.b
Positive Moment :
Area of steel for Vertical Reinforcement :
Calculated Reinforcement:
Provided Reinforcement :
Area of steel for Longitudnal Reinforcement :
Calculated Reinforcement:
Provided Reinforcement :
Actual Thickness
#
#
#
#
#
#
#
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Ru = rho.fy(1 - rho.fy/1.7.f'c)
Ru = 0.0926 psf
d = 7 in
42 in
d = 39 in
Provide Thickness h =
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4 5
in
4 5
6 5 in
in
REINFORCEMENT DETAIL OF CASE 3
#
#
#
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ft
ft
ft
ft
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0.523333
12
5 ft
7
Water Table ht
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a -8.958
b 67
c 560.550
#NUM!
-8.95833
a 8.235
b 1
c 0.003802
rho 0.00369
0.196
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0.196
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1
3.0
-2.0
10.5
-11.3333 20.5
13.33333
soil ht 8.5
water ht 10.3
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Bar no Area
3 0.110
4 0.196
5 0.307
6 0.442
8 0.785
10 1.227
12 1.766
0.110a 8.235
b 1
c 0.112228
rho 0.070868
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0.260
.
0.196
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1
-2.0
-20.5
1
3.0
21.5
soil ht 19.5
water ht 18.5
2.0
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0.442
a 8.235
b 1
c 0.147549
rho 0.086265
0.196
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