Design of STRIP Foundation

7/27/2019 Design of STRIP Foundation

1/21

Load calculation for Foundation

Dead Loads

Roof Slab (El- 28.875 m)

Weight of roof slab = 0.125x24 = 3.0 kN/m2

slab thk=125mm

Area of Slab = 3.95x9.35 = 36.93 m2

total load = 3.0x36.93 = 110.8 kN

Water (El- 25.45 m)

Weight of Water = 10x3.675 = 36.75 kN/m2

Area of Slab = 3.95x9.35 = 36.93 m2

total load = 36.75x36.93 = 1537.2 kN

Beams (El- 25.45 m)

Total length of beams = 3.95x3+9.35x2 = 30.6 m

Thk of beams = 0.55 m

Width of beams = 0.35 m

weight of beams = 24x.55x.35x30.6= 141kN

Concrete Walls (El- 25.45 m)

Height of concrete walls = 3.675 m

T Length of concrete walls = 26.6 m

Width of concrete walls = 0.225 m

Weight of concrete walls = 24x.225x3.675x26.6=528 kN

for Proposed Housing Scheme,LVPS-Phase II

Design of Rectanguler elevated water tank foundation

Dam Safety

Environmental

Doc. No.

Civil Structure Maintanance

Reference Calculation

Ceylon Electriity Board

DateDesigned

Job Code

Checked

Output

Page

Date


2/21

Slab (El- 25.45 m)

Weight of slab = 0.250x24 = 6.0 kN/m2

slab thk=250mm

Area of Slab = 3.95x9.35 = 36.93 m2

Total load = 6.0x36.93 = 221.6 kN

Beams (El- 21.05 m)

Total length of beams = 3.95x3+9.35x2 = 30.6 mThk of beams = 0.4 m


weight of beams = 24x.4x.35x30.6= 103 kN

Columns (El- 21.05 m)

Total length of Columns = 4.15x6 = 24.9 m

Bredth of columns = 0.35 m

Width of columns = 0.35 m

weight of columns = 24x.35x.35x24.9 = 73.2 kN

Slab (El- 21.05 m)

Weight of slab = 0.125x24 = 3.0 kN/m2slab thk=125mm

Area of Slab = 4.675x3.95 = 18.5 m2

Total load = 3.0x18.5 = 55.5 kN

Beams (El- 21.05 m to 0.3 m )

Total length of beams = 3.95x3+9.35x2 = 30.6 m

Depth of beams = 0.35 m


weight of beams = 24x.35x.35x30.6= 90 kN

No of floors = 5 nos

Total weight of Beams = 90x5 = 450 kN

Columns (El- 21.05 m to 0.3 m )

Total length of Columns = 4.15x6 = 24.9 m

Bredth of columns = 0.35 m

Width of columns = 0.35 m

weight of columns = 24x.35x.35x24.9 = 73.2 kN

No of floors = 5 nos

Total weight of columns = 73.2x5 = 366 kN

Weight of flatforms

Area of a flatform = 1.0x1.0 = 1.0 m2Thickness of a flatform = 0.125 m

weight of a flatform = 24x.125x1.0 = 3.0 kN

No of flatform = 6 nos

Total weight = 6x3 = 18 kN

Civil Structure Maintanance Job Code

DateEnvironmental Checked

Page

DateDam Safety

OutputReference Calculation

Doc. No.

Designed



3/21

Weight of Ladders

Weight of a ladder = 77x.05x.006x16x4.15 = 1.5 kN

No of ladders = 6 nos

Total weight = 6x1.5 = 9.0 kN

Act on 3 columns

Live Loads

Roof Slabs & Flatform Slab (El- 28.875 m , E1-21.05 m)Live load on roof slab = 1.5 kN/m2

Live load on flatform slab = 2.5 kN/m3

Area of Slab = 3.95x9.35 + 36.93 m2

Area of flatfor slab = 5.02x4.3 = 21.61 m2

Total load = 1.5x36.93+2.5x21.61

= 109.5 kN

Wind Loads

Wind zone is 3

Basic wind speed of zone ,V = 38 m/s

structure is considered as a post disaster structure

Design wind speed Vs = VxS1xS2xS3

S1 =S2 =

Height of the structure is < 30m

S3 =

Dynamic pressure of the wind = k. Vs

(q) = 0.613x Vs

q = 0.613x1.03x38 = 0.911kN/m2

wind is normal to the longer dimention

b/d = 9.35/3.95 =

l/w > 2

H/b = 29/9.35 = 3.1

force coeficient, Cf =

wind force normal to the longer dimention

Effective front area , Ae = 9.7x3.675= 35.65 m2

The total wind load , F = Cf.q.Ae

= 1.2x.911x35.65

= 39 kN

wind is normal to the lesser dimention

d/b = 3.95/9.35 =

l/w > 2force coeficient, Cf =

wind force normal to the shorter dimention

Effective front area , Ae = 4.3x3.675= 15.8 m2

The total wind load , F = Cf.q.Ae

= 0.8x.911x15.8

= 11.52 kN

1.2

2.37

1.01.03

1.00

Reference Calculation Output

Civil Structure Maintanance Job Code Page

Designed


Dam Safety

Doc. No.

Date

Environmental Checked Date

0.42

0.8


4/21

Total Loads

Dead Loads at EL-28.875 m = 110.8 kN

(roof slab)

Dead Loads at EL-25.45 m = 1537+141+528+222

( water+beams+concreet wall = 2428 kN

+ slab )

Dead Loads at EL-21.05 m = 103+73.2+55.5

( beams+columns+slab) = 232 kN

Dead Loads from = 450+366

EL-21.05 to 0.3 m = 816 kN

(beams+columns)

Weight of flatforms = 18 kN

Weight of ladders = 9.0 kN

Total Dead Load on Columns = 3614 kN

Total Live Load on Columns = 109.5 kN

Wind Load on long wall = 39 kN

Wind Load on short wall = 12 kN

Calculation of Loads on a middle column

Dead Loads

Roof Slab (El- 28.875 m)

Total load = 111 kN

Weight on middle column = 111 /4 = 28 kN

Water (El- 25.45 m)

Total load = 1537.2 /4 = 384 kN

Beams

Total weight of Beams = 141+103+450 = 694 kN

Weight on middle column = 0.22x694 = 153 kN

Weight from slab at EL 25.45 m

Total Weight = 221.6 kN

Weight on middle column = 221.6 /4 =55.4 kN

Columns

Weight of a column = 73.2 kN

Concrete Walls (El- 25.45 m)

Weight of all concrete walls = 24x.225x3.675x26.6=528 kN

Weight of concrete wall = 528/26.6x4.675= 93 kN

Weight from slab at EL 21.05 m

Total Weight = 65 kN

Weight on middle column = 65 /4 =17 kN

Civil Structure Maintanance Job Code

Environmental

Page

Dam Safety

Date


Ceylon Electriity Board Doc. No.

Designed Date

Checked


5/21

Load from flatform+Ladders

= (18+9)/6 = 4.5 kN

Dead Load on middle column = 28+384+153+55.4+73.2+

93+17+4.5

= 808 kN

Dead Load on Edge Collumn = (3614-808x2) /4

= 500 kN

Live Load on middle column = 109.5 /4

= 28 kN

Live Load on Edge Collumn = 55.51/4 +54/8

max = 21 kN

Designed

Output


Dam Safety

Reference Calculation

Date




6/21



Dam Safety

Date

Designed Date

Environmental Checked



7/21



Dam Safety

Checked Date


Designed Date

Environmental


8/21


Date



Dam Safety Designed



9/21


Designed Date



Dam Safety



10/21

Characteristic axial load on Column = kN

Characteristic Bending Moment on Column = kN

Characteristic Concrete Strength = kN

Allowable Ground Bearing Pressure = kN

Column Dimension

Bredth = mm

Width = mm

Footing Dimention

Length D = mm

Width B = mmHight h = mm

Characteristic Design Axial load = kN

Characteristic Design Bending Moment = kN.m

The equivalent eccentricity e = M/N

= mm

D/6 = 0.95d = mm

So z = mm x = (d-z)/0.45

= mm

As = M/(0.87.fy.Z) As =

= mm x/d = 0.95d = mm

194

104

6.37

0.007

192.53 184.3

780.0

804.0

250 50 6

55.9

434.33 0.060

780 434

932

153.9

0.024

906.86 885.4

885.4

780.0

804.0

1000 50 10 8

924.58 885.4

885.4

16.5

435.74 0.018


20/21


Checked S.M.P. Date 03.06.2013

Civil Structure Maintanance Branch Job Code Page 1

Ceylon Electricity Board Doc. No. ..

Dam Safety, Designed S.M.P. Date 03.06.2013

Environmental &

z = mm x = (d-z)/0.45

= mm

As= M/(0.87.fy.Z)

= mm2 x/d = = mm2 > mm2 As =

mm2

at support

As provided

Shear resistance of the T beam = mm2

T12 @

250 mm

Cl 3.4.5. Maximum Shear force at point = kN

Maximum Shear force at the faceof column E = - x col face dimensi

= kN similler to

web dimension

Table 3.8 100As/bd = 100x

x

=

Check for Shear

V = KN d = mm

v = V/bd As prov = mm2

= N/mm2

100As/bd = 400/d =

vc = 0.79 {100As/bd}1/3 {400/d}1/4 {1/m} {35/25}1/3

vc = N/mm2 >

0.5 xVc = N/mm2

Nominal links should be provided

Assume two legs of T10 links

Asv = mm2

R10 @

Sv < Asv.0.87fy./(0.4bv) 250 mm

< 0.75d =

Shear resistance of the FlangeConsider shear at the face of rib

Check for Shear

V = KN d = mm

v = V/bd As prov = mm2

= N/mm2 < 0.8(fu)0.5 = N/mm2452.0

0.1876 4.0

0.1889

157

284.56 699

36 194

932

804.0

0.1783

0.2876 0.43

0.3777 0.1783

166.2

804.0

300 932

0.2876

166

375

452.0

181.8

181.8 104 0.15

184.3

3.3

86.4 0.017

375 86

q1 KN/m

(w2-w1)/2


21/21


Checked S.M.P. Date 03.06.2013

Civil Structure Maintanance Branch Job Code Page 1

Ceylon Electricity Board Doc. No. ..

Dam Safety, Designed S.M.P. Date 03.06.2013

Environmental &

Table 3.8 Critical Shear stress

100As/bd = 400/d =

vc = 0.79 {100As/bd}1/3 {400/d}1/4 {1/m}

vc = N/mm2 >

0.5 xVc = N/mm2

Shear RF is not needed

0.233

0.233 2.06

0.466 0.1876

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Design of STRIP Foundation