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NAGARJUNA CONSTRUCTION COMPANY LIMITED Water & Environment Division DOCUMENT NO.
PROJECT:
DATE 31-May-12
DESIGNED CHECKED
Design of BOUNDARY WALL
TITLE :
ANIL
1.0 INTRODUCTION: 1.1 General This document covers the Design of Boundary Wall 1.2 Material Specifications a) Grade of Concrete M20 b) Grade of steel - High yield deformed bars with yield stress of 415 N/mm2 1.3 References a) IS:456- 2000 - Plain & reinforced concrete - Code of Practice (Fourth revision) b) SP: 16 2.1) Strength parameters a) Concrete
=
M 20
2.2) Permissible stresses Direct tension stress
ct
Direct compressive stress
CC
=
12
kg/cm²
=
50
kg/cm²
Bending tensile stress
Cbt
=
17
kg/cm²
Bending comp stress
cbc
=
70
kg/cm²
Characteristic comp strength fck
=
20
Shear
=
17
Average Bond
=
8*1.4
Local Bond
=
13*1.4
(b) Steel HYSD Fe
=
415
kg/cm² kg/cm2
` N/mm²
3.) Given Data : Height of Brick wall above F.G.L
=
2
Thickness of Brick Wall
=
0.25
Assumed Safe Bearing Capacity of Soil
=
20
t/m2
mt
mt mt
Note : Provide Expansion Joints for every 25 mt
4.) Design of Tie Beam B1 Effective Span
=
5
Grade of Concrete
=
20
N/mm2
Grade of Steel
=
415
N/mm2
Let the Width of Beam
=
0.3
mt
Let the Depth of Beam
=
0.3
mt
Clear Cover to Reinforcement
=
20
mm
Diameter of Bar
=
12
mm
Effective Depth = 300 - 20 -6
=
274
mm
Height of Compound Wall
=
2
mt
Weight of Wall
=
1030
Page 1 of 4
kg/m
PAGES
NAGARJUNA CONSTRUCTION COMPANY LIMITED Water & Environment Division DOCUMENT NO.
PROJECT:
DATE 31-May-12
DESIGNED CHECKED
Design of BOUNDARY WALL
TITLE :
ANIL
Self weight = 0.3 x 0.3 x 2500 Total Factored Load = 156.25 x 1.5
=
225
kg/m
=
1255
kg/m
=
1882.5
kg/m
Analysis of Beams as Continuous Beam Bending Coeffitients and Shear coeffitients from IS 456 - 2000 table - 12 & 13 Support Moment = WL2 / 10
=
Limiting moment of resistance factor
= =
Effective depth required d = sqrt ( Mu/ 0.138fck b) At Support
4706.25 kgm 0.138 238.41
1882.5x10000 / 300x274^2
=
0.8
From SP -16, Table : 3 ,
Pt
=
0.244
Ast =(0.244/100) x300x274
=
2.0
Span Moment = WL / 24
=
2
At Span
mm
Mu / bd2
cm2
1960.94 kgm
Mu / bd2
1960.94x10000 / 300x274^2
=
0.9
From SP -16, Table : 3 ,
Pt
=
0.255
Ast =(0.255/100) x300x274
=
2.1
cm2
Minimum Area of Steel Ao = ((0.85 x30x274)/415)
=
168.36
mm2
Provide at Bottom 2- 12 tor through + 1-12 tor extra at mid span
=
339
mm2.
Provide at Top 2 - 12 tor through + 1-12 tor extra over supports
=
339
mm2.
Note : Clear distance between bars Should not Exceed 180mm. 100 As/ bd Design Shear Strength of Concrete Permissible Shear Stress
c from IS 456 Table no : 19
cmax
=
0.41
=
4.417
N/mm2
=
2.8
Shear Force = 0.6 x wxL
=
5647.5
kg.
8 dia tor 2 L stirrups
=
100.53
mm2.
=
6.87
v = Vu/ bd Balance shear Spacing of Stirrups
= ( 0.87xfyxAsvxd ) / Vus
kg/cm2
kg/cm2
2016.726 kg.
=
493.14
mm
=
205.5
mm
Note : Max Spacing of Stirrups Should not Exceed 300mm & 0.75 d. 0.75 d Stirrups Hence Provide 8 tor @ 200 c/c through out the Length of Beam
5.) Design of Column : Grade of Concrete
=
20
N/mm2
Grade of Steel
=
415
N/mm2
Lowest Natural G.L
=
555.55
Finished G.L
=
558.54
Depth below G.L
=
1
Compound Wall top Level
=
560.54
Max Height of Column
=
2.99
Page 2 of 4
mt mt
PAGES
NAGARJUNA CONSTRUCTION COMPANY LIMITED Water & Environment Division DOCUMENT NO.
PROJECT:
DATE 31-May-12
DESIGNED CHECKED
Design of BOUNDARY WALL
TITLE :
ANIL
Total height of column
=
5.99
Width of Column
=
300
mm
Depth of Column
=
300
mm
Clear Cover
=
4
cm
Effective Depth
=
26
cm
L / D Ratio
=
9.966667 <12
Self Wt = 0.3*0.3*5.99*2500
=
1347.75 kg
From Tie Beams 2B1 = ( 2 x4706.25)
=
Total
=
Hence, the Column is Designed as Short Column Max Axial Load :
Say
9412.5
kg
10760.25 kg
=
15000
Kg
Provide Dia of Bar
=
12
mm
Area of Bar
=
1.13
cm2
Provide no of Bars
=
4
no's
Provided area of Reinforcement
=
4.52
cm2
Provided % of Steel
=
0.5
=
53362
kgs
%
Load carrying capacity 50x (a-Ast) +1900 xAst 6.) Design of Footing Load coming from Column
=
15000
kgs
Safe Bearing Capacity of Soil
=
20000
kg/m2
Self Wt of footing = 10 % of Load coming from Column
=
1500
Total Load
=
16500
Area of Footing Required =16500/20000
=
1
m2
Side of footing Required
=
1
m
Provide Footing of 1.2mt x 1.2 mt
=
1.2
m
Provided Area of Footing
=
1.44
m2
Net upward Pressure
= < Total
=
10416.67 kg/m2 20000
kg/m2
10416.67 kg/m2
S.F = 10416.67x 1.2 x (1.2-0.3)/2
=
B.M =5625x 1/2 ((1.2-0.3)/2)
=
1265.63 kgm
Facored B.M
=
1898.445 kgm
Limiting moment of resistance factor Effective depth required d = sqrt ( Mu/ 0.138fck b)
= =
82.94
mm
Provided overall depth of footing
=
300
mm
Clear cover
=
50
mm
Effective depth
=
250
mm
At Span
5625
0.138
Mu / bd2
1898.445x10000 / 1000x250^2
=
0.3
From SP -16, Table : 3 ,
=
0.086
Pt
Page 3 of 4
kg
PAGES
NAGARJUNA CONSTRUCTION COMPANY LIMITED Water & Environment Division DOCUMENT NO.
PROJECT:
DATE 31-May-12
DESIGNED CHECKED
Design of BOUNDARY WALL
TITLE :
ANIL
Ast =(0.086/100) x1000x250
=
2.2
cm2
As Min
=
3
cm2 mm
= 0.0012 x b x d
Provide Dia of Bar
=
10
Area of Bar
=
78.54
cm2
Required Spacing
=
26.18
cm
Provided Spacing
=
18
cm
Provided Area of Steel
=
4.36
cm2
Provide 7 no's 10dia tor both ways at bottom. 7.) Design of Combined Footing at Expansion Joints Load coming from two Columns
=
30000
kgs
Safe Bearing Capacity of Soil
=
20000
kg/m2
Self Wt of footing = 10 % of Load coming from Column
=
3000
Total Load
=
33000
Area of Footing Required =33000/20000
=
1.65
Side of footing Required
=
Provide Footing of 1.5mt x 1.5 mt
=
1.5
m
Provided Area of Footing
=
2.25
m2
Net upward Pressure
=
m2
1.284523 m
13333.33 kg/m2
<
20000
kg/m2
S.F = 13333.33x 1.5 x (1.5-0.3)/2
=
12000
kg
B.M =12000x 1/2 ((1.5-0.3)/2)
=
3600
kgm
Facored B.M
=
5400
kgm
Limiting moment of resistance factor
0.138
Effective depth required d = sqrt ( Mu/ 0.138fck b)
= =
139.88
mm
Provided overall depth of footing
=
350
mm
Clear cover
=
50
mm
Effective depth
=
300
mm
At Span
Mu / bd2
5400x10000 / 1000x300^2
=
0.6
From SP -16, Table : 3 ,
=
0.172
Ast =(0.172/100) x1000x300
=
5.2
cm2
As Min
=
3.6
cm2
Pt
= 0.0012 x b x d
Provide Dia of Bar
=
10
mm
Area of Bar
=
78.54
cm2
Required Spacing
=
Provided Spacing
=
15
cm
Provided Area of Steel
=
5.24
cm2
Provide 10 no's 10 dia tor both ways at bottom. Note : 1.) Columns of size 300 x 300 are spaced at 5 mt c/c 2.) Footings are located at 1mt below (respective ) natural G.L 3.) Provide tie beam of 300 x 300 at finished G.L 4.) Compound wall is proposed with 230 thk Brick masonary 5.) Footings of size 1.2 x 1.2 mt with 300 thk are to be provided 6.) Combined footings are provided at expansion joints
