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NOTES NOTES :
SUBMISSION / APPROVAL STAMPS
2 1
0
ISSUE FOR APPROVAL
SK
LC
RVS
05/11/2015 05/11/2015
REV
DESCRIPTION
Prepared By
Reviewed By
Ap pr ov ed By
Date
JITF WATER INFRASTUCTURE LIMITED
CLIENT :
Public Health Health Engin eerin eerin g Departm Departm ent Patna Patna
PROJECT :
Rajauli Rajauli Multi Village Piped Water Water Suppl y Scheme
TITLE :
Structural Design Design Calculation Calculation of Boundary Wall Wall
DOCUMENT NO. :
JWIL -2014-Rajaul i-WSS-C-001-DESIGN
Rev
0
Design of Boundry wall 3
Unit Wt of brick wall
=
1.9 T/m
Unit Wt of concrete
=
2.5 T/m
Unit Wt of soil
=
2 T/m
Height of brick work Thickness of brick work Wt of brickwork per m length
= = =
1.5 m 0.23 m 0.6555 T/m
Width of plinth beam Depth of plinth beam Weight of plinth beam per m length
= = =
0.25 m 0.3 m 0.1875 T/m
Width of column Length of column Wieight of column per m length C/C spacing of column
= = = =
0.125 0.25 0.078125 3
Length of footing Width of footing Thickness of footing Total Weight of footing
= = = =
1 1 0.2 0.5
Depth of foundation Thickness of soil over foundation Total Weight of soil above footing
= = =
0.925 m 0.725 m 1.405 T
Calculation of total weight at founding level Item Sl. No. (3‐0.125)*0.6555= 1 Brick Work Weight
2 3 4 5
3
1.81 0.033203 0.539063 0.5 1.359
Column Weight (0.725‐0.3)*0.15625 Plinth beam weight (3‐0.125)*0.1875= Footing Weight Wt of soil above footing Total Area of footing Base Pressure
3
m m T/m m m m m T
T T T T T
4.241266 T = =
2
1m 4.241266 T/m2 <5.10 T/m2 O.K.
Design of Plinth beam Weight due to brick work and plinth beam
C/C spacing of column Maximum bending moment(wl^2/12)
= = =
0.843 T/m 3m 0.63225 T‐m
Design Constants Grade of concrete Grade of steel
= =
M 20 Fe 500
Permissible bending compressive stress of concrete
=
6.67 N/mm
Permissible stress of steel Modular ratio m say K j Q
= =
200 N/mm 13.99 14 0.318 0.894 0.948
= = =
2 2
drequired
=
163.33 mm
davailable
=
246 mm
Ast required 12 dia bars
=
143.74 mm
=
226.1947 mm
Total Load at founding level Deduct overburden due to self wt of footing Deduct overburden due to soil wt over footing Net Weight
= = = =
4.241266 0.5 1.359 2.382266
Design base pressure of footing Cantiliver of footing Maximum bending moment
= = =
2.382266 T/m 0.375 m 0.167503 T‐m/m
d required
=
42.03463 mm
d available
=
145 mm
Provide
2nos
Area of steel provided
2
2
Design of footing
Provide
8 dia
Ast required @
Area of steel provided Reinforcement in column Cross sectional area of column Provide 4 nos 12 dia Area of steel provided
= 200 mm C/C = =
T T T T 2
2
64.60814 mm
2
250 mm 2
0.03125 m
bars =
2
452.38 mm
Footing Number
Design for Isolated Rectangular Footing
F1
(Column Placed at Centre Line of Footing) Details Of Materials Used 2
Compressive Strength of Concrete used
25
N/mm
Tensile Strength of Reinforcement used
500
N/mm
2
Geometry Of Column / Pedestal Column size 1st dimension of column / pedestal 2nd dimension of column / pedestal
Cb Cl Offset CB CL
Width of column / pedestal Length of column / pedestal
250 250 0 250 250
mm mm mm mm mm
83 7.8
KN KNm
51.0
KN/m
Loads P M
Load Moment about major axis of col
Soil Characteristics Net Safe Bearing Capacity of Soil
2
Details of Reinforcement and Cover Provided 25 Please specify the maximum size of R/F to be used mm 50 Please specify the clear cover provided mm Effective cover = 62.5 mm Geometry Of Footing 83 KN Area of footing required
1.75
2
m
7.8 KNm Desired width of footing Required Dimension of footing Provided Dimensions of footing Breath Length
3000 583
mm mm
1.5 M
FND DEPTH 625 mm
1500 1500
mm mm
Area of footing provided
2.25
m
f footing required
1.75
m
2 2
Base Presure 2
max 1
50.76
KN/m
min 4
23.02
KN/m
2
4 23.02
1500 1
250
50.76 1500
2
39.20
3
34.58
250
Mx 625
My Factored Moment at face of column( load factor =1.5) Moment along Y axis My= 20.61 Width effective along Y axis by= 406.25 Depth of footing required d reqd = 173
KNm mm mm
by = 250 + ( 1500 - 250 ) / 8
Moment along X axis Width effective along X axis Depth of footing required
Required depth= Provided depth= Effective Depth at tapered end =
150 250 187.5
mm mm mm
bx = 250 + ( 1500 - 250 ) / 8
Depth of Footing
Tapered depth at ends
Reinforcement along Y direction 1. Shear Consideration Critical section for shear is considered at dist 'd' from face of column 187.5
250
0
0
250
625 188 187.5
250
625
625
625 Area effective for shear = Factored Shear Force Vu =
0.2 281250 36
v=
percentage R/F reqd =
0.13 0.20
Area of reinforcement reqd =
1.52
p=
Ast/bd/100 =
Area of reinforcement reqd =
mm KN 2 N/mm % 2
cm
2. Moment Consideration % 0.28 2.10
2
cm
Final reinforcement in Y- direction Net Area of reinforcement reqd in x directon= = Diameter of bar to be used Spacing required Spacing provided Area of reinforcement provided
2.10
2
cm per
1500
mm
2
1.40 10
cm /m mm
560 200
mm mm
3.93
cm /m
2
area of bar used
0.79 2
cm
1. Shear Consideration 187.5
0
0
250
250 625 250
250
187.5 625 188
625 625 0.2 Area effective for shear= Factored Shear Force Vu=
281250 45.98
v=
percentage R/F reqd=
0.16 0.20
Area of reinforcement reqd =
1.52
mm KN 2 N/mm % 2
cm
2. Moment Consideration R/F % reqd= p=Ast/bd/100 = Area of reinforcement reqd =
0.36
%
2.72
cm
2
Final reinforcement in X- direction Net Area of reinforcement reqd in x directon= = Diameter of bar to be used Spacing required Spacing provided Area of reinforcement provided
2
2.72
cm per
1.81 10
2
cm /m mm
433 200
mm mm
3.93
cm /m
1500
mm area of bar used
0.79 2
cm
2
FINAL DESIGN Reinforcement along X direction 10 @ 200 mm c/c 10 @ 200 mm c/c
0 mm
1500
250 mm 250 1500 10 @ 200 mm c/c
10 @ 200 mm c/c
CHECKING FOR PUNCHING STRESS O.K
2
0.3794286 N/mm
<
2
1.25 N/mm
DESIGN OF SLAB
Slab ID:
Roof Slab
Length of Shorter Span, Lx Length of Longer Span Ly Assumed overall depth, D Assumed Dia of main Bar Effective depth, d
: : : : :
3.5 5 115 8 91
m m mm mm mm
Concrete Grade, fck Steel Grade, fy Concrete Density
: : :
20 500 25
N/mm 2 N/mm 3 kN/m
Loads Self weight Floor Finish Live Load Equipment load Other
: : : : :
2.875 2.00 0.75 0.00 0.00
Total:
: :
2
2
kN/m 2 kN/m 2 kN/m 2 kN/m 2 kN/m
5.625 8.4375
2
kN/m 2 kN/m
Factored Load: Panel Type Desing moment coefficients Support Conditon: 4.Two Adjacent Edges Disc. -ax +ax -ay +ay ly/lx 1.4 0.071 0.053 1.5 0.075 0.059 1.43 0.072 0.055 0.047 0.035 Design for flexure Moment
M u, kNm
Mu/bd
-Mx +Mx -My +My
7.46 5.66 4.86 3.62
0.90 0.68 0.64 0.48
2
% pt
0.22 0.16 0.15 0.15
As t,m m
2
199.39 149.04 133.55 130.50
4
Dia of Req.spac spacing rein bar ing mm provided
8 8 8 8
252 337 376 385
Check for deflection
Area of steel required Area of steel provided Steel stress of service load Modification factor Required Depth
