B66 S 0121(Orginal Sheet)

7/28/2019 B66 S 0121(Orginal Sheet)

1/45

JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 5 OF 45 .

3- GEOMETRY & OUTLINE


2/45

JOB No. 0-3850-20 DOC No. C-667-1316-001 22.79 KN O.K Sat isf ied

@ 200 mm

@ 250 mm

450.00

Mx2 (+ve)

Qx1

4 250.0

My1 (-ve)

0.00114 0.00333 0.00152

1 -2 x Mu

Mx1 (-ve)

My2 (+ve)

Qy1

125.19

0.00152

16

1 -

804.25


7/45

JOB No. 0-3850-20 DOC No. C-667-1316-001 So use :-

ry = < So use :-

1.33rx =1.33ry =

= rx b x d1 = 2056 mm2/m


18/45

JOB No. 0-3850-20 DOC No. C-667-1316-0

SHEET 22 O

Bar Dia = No. of Bars = Pitch =

As (provided) = mm > mm OK



Therefore

Providing D25 @ 200 C/C In Vertical Direction Both Faces

Providing D25 @ 250 C/C In Horizontal Direction Both Faces

Reinforcement Used in drawing:-

D25 C/C In Vert ical Direct ion Both Faces

D25 C/C In Horizontal Direct ion Both Faces

Shear Check:Vu(max) = 337.1 KN

f Vc = .85 x (f c')1/2

x b x d

6

= KN > 337.1 KN O.K Satisfied

REINFORCEMENT PROVIDED IN X- DIRECTION= VERTICAL

200

250

384.19

1963.50 1625.00

4

REINFORCEMENT PROVIDED IN Y- DIRECTION =HORIZONTAL

25

2454.37 2055.78

25 5

@ 200 mm

@ 200 mm


19/45

JOB No. 0-3850-20 DOC No. C-667-131

SHEET 23

4.5.2- Design Of Walls (W-3 & W-4)

gsoil = Soil Density =gwater = Water Density =

Surcharge =

q = Angle of internal Friction = Degrees

H = Height of Wall Iy = m Top of Wall m

h = Thickness of wall = mm Bot of Wall m

Ground m

cc = Clear Cover = mm

d1 for ver-dir = h-cc-dia bar/2 = mm Soil Height Hs = 6.6 m

d2 for hor-dir = h-cc-dia bar-dia bar/2 = mm

fy = Yield strength of steel = MPafc' = Conc. cylinder strength = MPa

Ko = = 0.40

Ka = = 0.25

rm in = 1.4 / fy = rmax =

rmin vert-dir =

rmin hor-d i r =

ly / lx = b = 1000 mm

a- Empty Condition ( Only submerged density and ground water pressure.)

lx= 3.40 m

Soil

ly

qs qq

qs = Ka x gs x Hs = 31.2

qq = Ka x Surcharge = 2.49

Wv Total Factored Triangular Load = (1.6 x qs) 1.6 x 31.2 = 49.9 KN/m2

Wu Total Factored Uniform Load = (1.6 x qq) 1.6 x 2.49 = 3.98

tan2

( 45o

- f / 2)

KN/m2

0.00150

0.00250

KN/m2

Surcharge

KN/m2

1 - sin q

2.06

28

0.00333

400

75

312.5

420

37

7.00

0.02125

KN/m3

KN/m3

KN/m2

1910

10.00

100.4

93.4

100

287.5


20/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 24

For Triangular Loading:- ( Due to soil)

Where

CF = Moment coefficient taken from the wall with 4 sides fixed graphCF = Shear coefficient taken from the wall with 4 sides fixed graph

Wv= Total factored trinagular load in KN

= 0.042 x 49.9 x 11.6 = 24.2 KN-m

= 0.020 x 49.9 x 11.6 = 11.5 KN-m

= 0.360 x 49.9 x 3.4 = 61.0 KN

= 0.046 x 49.9 x 11.6 = 26.5 KN-m

= 0.012 x 49.9 x 11.6 = 6.9 KN-m

= 0.400 x 49.9 x 3.4 = 67.8 KN

For Rectangular Loading :- ( Due to surcharge)

Where

CF = Moment coefficient taken from the wall with 4 sides fixed graph

CF = Shear coefficient taken from the wall with 4 sides fixed graphWu= Total factored Rectangular load in KN

= 0.083 x 4.0 x 11.6 = 3.8 KN-m

= 0.040 x 4.0 x 11.6 = 1.8 KN-m

= 0.520 x 4.0 x 3.4 = 7.0 KN

= 0.057 x 4.0 x 11.6 = 2.6 KN-m

= 0.010 x 4.0 x 11.6 = 0.5 KN-m

= 0.460 x 4.0 x 3.4 = 6.2 KN

Total Net Moments:

= 24.2 + 3.82 = 28.0 KN-m

= 11.5 + 1.84 = 13.4 KN-m

= 61.0 + 7.03 = 68.1 KN= 26.5 + 2.62 = 29.1 KN-m

= 6.9 + 0.46 = 7.4 KN-m

= 67.8 + 6.22 = 74.1 KN

b- Test Condition ( Pit filled with water and no back fill)

lx = 3.4 m

ly

qw

qw = gwater x H = 70

Wv Total Factored Triangular Load = 1.6 x qw = 112 KN/m2

My1 (-ve)

Qy1

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

M= CF x Wv x H2

Q= CF x Wv x H

Water

Q= CF x Wu x H

Mx1 (-ve)

Qy1

Mx1 (-ve)

Mx2 (+ve)

Qx1

My2 (+ve)

M= CF x Wu x H2

KN/m2

Mx1 (-ve)

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

Qy1


21/45

JOB No. 0-3850-20 DOC No. C-667-131

SHEET 25

For Triangular Loading:- ( Due to water )

Where


Wv= Total factored triangular load in KN

= 0.042 x 112.0 x 11.6 = 54.4 KN-m

= 0.020 x 112.0 x 11.6 = 25.9 KN-m

= 0.360 x 112.0 x 3.4 = 137.1 KN

= 0.046 x 112.0 x 11.6 = 59.6 KN-m

= 0.012 x 112.0 x 11.6 = 15.5 KN-m

= 0.400 x 112.0 x 3.4 = 152.3 KN

Total Net Moments:

= 54.4 = 54.4 KN-m= 25.9 = 25.9 KN-m

= 137.1 = 137.1 KN

= 59.6 = 59.6 KN-m

= 15.5 = 15.5 KN-m

= 152.3 = 152.3 KN

Controlling Mx Moment = 54.4 KN-m = N-mm

Controlling My Moment 59.6 KN-m = N-mm

Controll ing shear = 152.3 KN = 152.3 KN

Consider 1m strip:-

r = 0.85 x fc'

fy 0.85 x 0.9 x fc' x b x d

rx = < So use :-

ry = < So use :-

1.33rx =1.33ry =

= rx b x d1 = 620 mm2/m

= rminx b x h = 1000 mm2/m


22/45

JOB No. 0-3850-20 DOC No. C-667-1316-

SHEET 26


As (provided) = mm2

> mm2

OK



Therefore







f Vc = 0.85 x (f c')1/2

x b x d

6

= KN > 152.3 KN O.K Satisfi ed

250

234.26

1963.50 625.97

250

REINFORCEMENT PROVIDED IN Y- DIRECTION =VERTICAL

25 4

1963.50 1000.00

@ 200 mm

@ 200 mm

REINFORCEMENT PROVIDED IN X- DIRECTION= HORIZONTAL

25 4


23/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 27

4.5.3- Design Of Walls (W-5 , W-6 & W-7)


Surcharge =




Ground m





Ko = = 0.40

Ka = = 0.25


rmin vert-dir =

rmin hor-d i r =

ly / lx = b = 1000 mm


lx = 5.80 m

Soil

ly

qs qq


qq = Ka x Surcharge = 2.49



tan2

( 45o

- f / 2)

KN/m2

0.00150

0.00250

KN/m2

Surcharge

1 - sin q

KN/m2

1.21

28

0.00333

400

75

315

420

295

KN/m3

KN/m3

KN/m2

1910

10.00

100.4

93.4

100

7.00

37

0.02125


24/45

JOB No. 0-3850-20 DOC No. C-667-1316-

SHEET 28

For Triangular Loading :- ( Due to soil)

Where

CF = Moment coeffic ient taken from the wall with 3 sides fixed graphCF = Shear coeffic ient taken from the wall with 3 sides fixed graph


= 0.015 x 49.9 x 33.6 = 25.2 KN-m

= 0.008 x 49.9 x 33.6 = 13.4 KN-m

= 0.065 x 49.9 x 5.8 = 18.8 KN

= 0.036 x 49.9 x 33.6 = 60.4 KN-m

= 0.009 x 49.9 x 33.6 = 15.1 KN-m

= 0.050 x 49.9 x 5.8 = 14.5 KN

For Rectangular Loading: - ( Due to surcharge)

Where

CF = Moment coeffic ient taken from the wall with 3 sides fixed graph

CF = Shear coeffic ient taken from the wall with 3 sides fixed graphWu= Total factored Rectangular load in KN

= 0.085 x 4.0 x 33.6 = 11.4 KN-m

= 0.041 x 4.0 x 33.6 = 5.5 KN-m

= 0.470 x 4.0 x 5.8 = 10.8 KN

= 0.057 x 4.0 x 33.6 = 7.6 KN-m

= 0.010 x 4.0 x 33.6 = 1.3 KN-m

= 0.042 x 4.0 x 5.8 = 1.0 KN

Total Net Moments:

= 25.2 + 11.4 = 36.5 KN-m

= 13.4 + 5.49 = 18.9 KN-m

= 18.8 + 10.8 = 29.6 KN= 60.4 + 7.63 = 68.0 KN-m

= 15.1 + 1.34 = 16.4 KN-m

= 14.5 + 0.97 = 15.4 KN


lx = 5.80 m

ly

qw



Mx1 (-ve)

Mx2 (+ve)

Qx1

My2 (+ve)

My1 (-ve)

My2 (+ve)

M= CF x Wv x H2

Water

Q= CF x Wv x H

Mx1 (-ve)

Qy1

Mx2 (+ve)

Qx1My1 (-ve)

Qy1

M= CF x Wu x H2

Q= CF x Wu x H

KN/m2

Mx1 (-ve)

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

Qy1


25/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 29


Where



= 0.036 x 112.0 x 33.6 = 135.6 KN-m

= 0.008 x 112.0 x 33.6 = 30.1 KN-m

= 0.065 x 112.0 x 5.8 = 42.2 KN

= 0.015 x 112.0 x 33.6 = 56.5 KN-m

= 0.009 x 112.0 x 33.6 = 33.9 KN-m

= 0.050 x 112.0 x 5.8 = 32.5 KN

Total Net Moments:

= 135.6 = 135.6 KN-m= 30.1 = 30.1 KN-m

= 42.2 = 42.2 KN

= 68.0 = 68.0 KN-m

= 33.9 = 33.9 KN-m

= 32.5 = 32.5 KN



Controll ing sh ear = 42.2 KN = 42.2 KN

Consider 1m strip:-

r = 0.85 x fc'

fy 0.85 x 0.9 x fc' x b x d

rx = > So use :-

ry = < So use :-

1.33rx =1.33ry

= rx b x d1 = 1178 mm2/m


26/45

JOB No. 0-3850-20 DOC No. C-667-1316-0

SHEET 30 O





Therefore







f Vc = 0.85 x (f c')1/2

x b x d

6


250

@ 200 mm

1256.64 1178.00


20

@ 200 mm

20 4

250

236.13

1256.64 723.39

4



27/45

JOB No. 0-3850-20 DOC No. C-667-131

SHEET 31

4.5.4- Design Of W all (W-8)


Surcharge =


H = Height of Wall Ix = m Top of Wall m


Ground m




x

fy = Yield strength of steel = MPa

fc' = Conc. cylinder strength = MPa

Ko = = 0.40

Ka = = 0.25


rmin vert-dir =

rmin hor-d i r =

ly / lx = b = mm


ly = 5.50 m

Soil

qs qq


q = Ka x Surcharge = 2.49

Wv Total Factored Triangular Load = (1.6 x qs) 1.6 x 0 = 36.7 KN/m2


1 - sin qtan

2( 45

o- f / 2)

0.00150

0.00250

KN/m2

KN/m2

lx

0.02125

1.10

28

1000

0.00333

400

75

315

420

37

5.00

KN/m3

KN/m3

KN/m2

1910

10.00

KN/m2

Surcharge

100.15

95.15

100

295


28/45

JOB No. 0-3850-20 DOC No. C-667-1316-

SHEET 32


Where



= 0.014 x 36.7 x 25.0 = 12.8 KN-m

= 0.008 x 36.7 x 25.0 = 7.3 KN-m

= 0.050 x 36.7 x 5.0 = 9.2 KN

= 0.036 x 36.7 x 25.0 = 33.0 KN-m

= 0.008 x 36.7 x 25.0 = 7.3 KN-m

= 0.330 x 36.7 x 5.0 = 60.5 KN


Where


CF = Shear coefficient taken from the wall with 3 sides fixed graph

Wu= Total factored Rectangular load in KN

= 0.085 x 4.0 x 25.0 = 8.5 KN-m

= 0.042 x 4.0 x 25.0 = 4.2 KN-m

= 0.510 x 4.0 x 5.0 = 10.1 KN

= 0.057 x 4.0 x 25.0 = 5.7 KN-m

= 0.010 x 4.0 x 25.0 = 1.0 KN-m

= 0.400 x 4.0 x 5.0 = 8.0 KN

Total Net Moments:

= 12.8 + 8.45 = 21.3 KN-m

= 7.3 + 4.18 = 11.5 KN-m

= 9.2 + 10.1 = 19.3 KN= 33.0 + 5.67 = 38.7 KN-m

= 7.3 + 0.99 = 8.3 KN-m

= 60.5 + 7.95 = 68.4 KN


ly = 5.50 m

qw



Water

Qy1

Mx1 (-ve)

Mx2 (+ve)

Qx1

My2 (+ve)

My1 (-ve)

M= CF x Wv x H2

Q= CF x Wv x H

M= CF x Wu x H2

Q= CF x Wu x H

Mx1 (-ve)

Qy1

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

lx

KN/m2

Mx1 (-ve)

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

Qy1


29/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 33


Where



= 0.014 x 80.0 x 25.0 = 28.0 KN-m

= 0.008 x 80.0 x 25.0 = 16.0 KN-m

= 0.050 x 80.0 x 5.0 = 20.0 KN

= 0.036 x 80.0 x 25.0 = 72.0 KN-m

= 0.008 x 80.0 x 25.0 = 16.0 KN-m

= 0.330 x 80.0 x 5.0 = 132.0 KN

Total Net Moments:

= 28.0 = 28.0 KN-m= 16.0 = 16.0 KN-m

= 20.0 = 20.0 KN

= 72.0 = 72.0 KN-m

= 16.0 = 16.0 KN-m

= 132.0 = 132.0 KN




Consider 1m strip:-

r = 0.85 x fc'

fy 0.85 x 0.9 x fc' x b x d2

rx = < So use :-

ry = < So use :-

1.33rx =1.33ry

= rx b x d2 = 295 mm2/m

= rminx b x h = 600mm /m


30/45

JOB No. 0-3850-20 DOC No. C-667-1316-0

SHEET 34 O





Therefore







f Vc = 0.85 x (f c')1/2

x b x d

6


@ 200 mm

1256.64 600.00

250

236.13

1256.64 1000.00

REINFORCEMENT PROVIDED IN Y- DIRECTION =HORIZONTAL

20 4

@ 200 mm

25020 4

REINFORCEMENT PROVIDED IN X- DIRECTION= VERTICAL


31/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 35

4.5.5- Design Of Walls (W-9 & W-10)

(Designing the most critical wall among these three which is wall W-7)


Surcharge =




Ground m





Ko = = 0.40

Ka = = 0.25

rmi n = 1.4 / fy = rmax =

rmin vert-dir =

rmin hor-d i r =

ly / lx = b = mm


lx = 2.600 m

Soil

ly

qs qq


q = Ka x Surcharge = 2.49



201

Surcharge

100.15

37

5.00

KN/m3

KN/m3

KN/m2

1910

10.00

28

1000

0.00333

300

75

217

420

95.15

100

1.92

KN/m2

0.02125

1 - sin q

tan2

( 45o

- f / 2)

KN/m2

0.00150

0.00250

KN/m2


32/45

JOB No. 0-3850-20 DOC No. C-667-1316-

SHEET 36


Where



= 0.008 x 36.7 x 6.8 = 2.0 KN-m

= 0.005 x 36.7 x 6.8 = 1.2 KN-m

= 0.040 x 36.7 x 2.6 = 3.8 KN

= 0.046 x 36.7 x 6.8 = 11.4 KN-m

= 0.095 x 36.7 x 6.8 = 23.5 KN-m

= 0.385 x 36.7 x 2.6 = 36.7 KN


Where


CF = Shear coefficient taken from the wall with 3 sides fixed graphWu= Total factored Rectangular load in KN

= 0.083 x 4.0 x 6.8 = 2.2 KN-m

= 0.042 x 4.0 x 6.8 = 1.1 KN-m

= 0.510 x 4.0 x 2.6 = 5.3 KN

= 0.058 x 4.0 x 6.8 = 1.6 KN-m

= 0.012 x 4.0 x 6.8 = 0.3 KN-m

= 0.400 x 4.0 x 2.6 = 4.1 KN

Total Net Moments:

= 2.0 + 2.23 = 4.2 KN-m

= 1.2 + 1.13 = 2.4 KN-m

= 3.8 + 5.27 = 9.1 KN= 11.4 + 1.56 = 13.0 KN-m

= 23.5 + 0.32 = 23.9 KN-m

= 36.7 + 4.14 = 40.8 KN


lx = 2.600 m

ly

qw



My1 (-ve)

My2 (+ve)

Qy1

KN/m2

Mx1 (-ve)

Mx2 (+ve)

Qx1

Qy1

Mx2 (+ve)

Qx1My1 (-ve)

My2 (+ve)

Q= CF x Wu x H

Mx1 (-ve)

M= CF x Wv x H2

Q= CF x Wv x H

M= CF x Wu x H2

Water

Qy1

Mx1 (-ve)

Mx2 (+ve)

Qx1

My2 (+ve)

My1 (-ve)


33/45

JOB No. 0-3850-20 DOC No. C-667-1316

SHEET 37


Where



= 0.008 x 80.0 x 6.8 = 4.3 KN-m

= 0.005 x 80.0 x 6.8 = 2.7 KN-m

= 0.040 x 80.0 x 2.6 = 8.3 KN

= 0.046 x 80.0 x 6.8 = 24.9 KN-m

= 0.095 x 80.0 x 6.8 = 51.4 KN-m

= 0.385 x 80.0 x 2.6 = 80.1 KN

Total Net Moments:

= 4.3 = 4.3 KN-m= 2.7 = 2.7 KN-m

= 9.1 = 9.1 KN

= 24.9 = 24.9 KN-m

= 51.4 = 51.4 KN-m

= 80.1 = 80.1 KN




Consider 1m strip:-

r = 0.85 x fc'

fy 0.85 x 0.9 x fc' x b x d2

rx = < So use :-

ry = < So use :-

1.33rx =1.33ry

= rx b x d1 = 70.3 mm2/m

= rminx b x h = 750mm /m


34/45

JOB No. 0-3850-20 DOC No. C-667-1316-0

SHEET 38 O





Therefore







f Vc = 0.85 x (f c')1/2

x b x d

6

= KN > 80.1 KN O.K Satisfi ed



16 4

804.25 750.00

16 4 250

250

162.67

804.25 670.00

@ 200 mm

@ 200 mm


35/45

JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 39 OF 45 .

4.6- REINFORCEMENT


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JOB NO. 0-3850-20 DOC NO. C-667-1316-001

SHEET 40 OF 45 .


37/45


38/45


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JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 41 OF 45 .

4.7- ATTACHMENT (MOMENT GRAPHS).

4.7.1-


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JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 42 OF 45 .

4.7.2-


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JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 43 OF 45 .

4.7.3-


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JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 44 OF 45 .

4.7.4-


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JOB No. 0-3850-20 DOC No. C-667-1316-001

SHEET 45 OF 45 .

4.7.5-

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B66 S 0121(Orginal Sheet)

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