basement wall dc.xls

8/14/2019 basement wall dc.xls

1/32

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 :


2/32

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 :



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


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



Negative Moment :

FROM COMPUTER PROGRAM :

Positive Moment :


7/32

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





Provide Thickness h =

Check for Crack width


Actual Thickness

#

#

#

#

#

#


8/32

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


#

#

##


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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 :



10/32

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 :


Surcharge :


11/32

.-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 :







Actual Thickness

#

#

#

#

#

#

#


12/32

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 =


13/32

4 5

in

4 5

6 5 in

in


#

#

#


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ft

ft

ft

ft


15/32


16/32


17/32

0.523333

12

5 ft

7

Water Table ht


18/32


19/32

a -8.958

b 67

c 560.550

#NUM!

-8.95833

a 8.235

b 1

c 0.003802

rho 0.00369

0.196


20/32

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


22/32

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


23/32

0.260

.

0.196


24/32


25/32

1

-2.0

-20.5

1

3.0

21.5

soil ht 19.5

water ht 18.5

2.0


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27/32

0.442

a 8.235

b 1

c 0.147549

rho 0.086265

0.196


28/32


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basement wall dc.xls

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