Post on 02-Apr-2018
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
Strip no 4
S23' panel
Input data:Support condition(simply or continuous) : continuous
Type of the panel= 2)One short edge discontinuous
Grade of concrete M- 30 N/mm2
Grade of steel =Fe- 415 N/mm2
1)c/c span of larger panel 3600 mm
350 mm
Calculation:
Clear span: 3250 mm
Approximate depth of slab:
deff.=span/(h1*h2*h3)
Span= c/c span which ever or clear span+deff. less
At first take span of panel=c/c span= 3600 mm
where, h1= basic value of eff. Span to eff. Depth ratio= 26
h2= factor for span more than 10 m= 1
h3= modification factor depending upon steel= 1.7 IS 456:2000
(consider pt=0.12%& fs=240n/mm2) cl-23.2.1
deff req.= 81.447964
Over all depth=D=deff.+clear cover+0.5*dia. Of bar= 105.448
(clear cover= 20 mm
dia of bar= 8 mm )
Over all depth provided= 150 mm safe
deff pro.= 126 mm
span= c/c larger span= 3600 mm whichever
or clear larger span+deff.= 3376 mm is less
= 3376 mm
B.M from staad out put
a) Moment along the strip:
1) Max midspan moment= 0 kn.m
2)Max moment for the strip 13.68 kn.m
Check for strength cri teria:
dreqd.=sqrt(Mu/(0.138*fck*b)
dreqd.= 57.483457 mm
deff. pro.= 126 mm Hence Safe for strength criteria.
Ast=Mu/(0.87*fy*j*d) (for mid span moment)
j=lever arm factor=0.5+sqrt(0.25-Mu/(0.87*fck*b*d^2))
= 1.000
Calculation of steel:
a) Steel in short d irection (at mid sp an):
0 sq.mm
Ast min.= 0.12% of cross section 180 sq.mm
{S max=300 or
3d, whichever less } S max.= 300 mm
2)width of support :
1) Steel at midspan=
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
Strip 1
Grid 1 0 279.3 150 Y8 @ 275mm c/c
Span -8.06 278.1 150 Y8 @ 275mm c/c
Grid 2 11.63 190.9 150 Y8 @ 190mm c/c
Span -7.55 279.3 150 Y8 @ 275mm c/c
Grid 3 11.43 194.4 150 Y8 @ 190mm c/c
Span -7.89 279.3 150 Y8 @ 275mm c/c
Grid 4 11.18 198.9 150 Y8 @ 195mm c/c
Span -7.47 279.3 150 Y8 @ 275mm c/c
Grid 5 13.68 161.4 150 Y8 @ 160mm c/c
Span -11.47 193.7 150 Y8 @ 190mm c/c
Grid 6 5.62 279.3 150 Y8 @ 275mm c/c
Strip 2
Grid 1 0 279.3 150 Y8 @ 275mm c/c
Span -1.81 279.3 150 Y8 @ 275mm c/c
Grid 2 2.1 279.3 150 Y8 @ 275mm c/c
Span -0.91 279.3 150 Y8 @ 275mm c/c
Grid 3 1.45 279.3 150 Y8 @ 275mm c/c
Span -1.11 279.3 150 Y8 @ 275mm c/c
Grid 4 1.77 279.3 150 Y8 @ 275mm c/c
Span -1.39 279.3 150 Y8 @ 275mm c/c
Grid 5 1.74 279.3 150 Y8 @ 275mm c/c
Span -1.32 279.3 150 Y8 @ 275mm c/c
Grid 6 5.62 279.3 150 Y8 @ 275mm c/c
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
Strip 3
Grid 1 5.63 279.3 150 Y8 @ 275mm c/c
Span -16.67 131.4 150 Y8 @ 130mm c/c
Grid 2 23.96 138.7 150 Y10 @ 135mm c/cSpan -15.96 137.5 150 Y8 @ 135mm c/c
Grid 3 23.67 140.5 150 Y10 @ 140mm c/c
Span -14.59 151 150 Y8 @ 150mm c/c
Grid 4 16.43 133.4 150 Y8 @ 130mm c/c
Span -3.51 279.3 150 Y8 @ 275mm c/c
Grid 4Z 3.88 279.3 150 Y8 @ 275mm c/c
Span -4.46 279.3 150 Y8 @ 275mm c/c
Grid 5 6.71 279.3 150 Y8 @ 275mm c/c
Span -4.79 279.3 150 Y8 @ 275mm c/c
Grid 6 5.62 279.3 150 Y8 @ 275mm c/c
Strip 4
Grid C 5.63 279.3 150 Y8 @ 275mm c/c
Span -5.81 279.3 150 Y8 @ 275mm c/cGrid AY 7.58 279.3 150 Y8 @ 275mm c/c
Span -3.5 279.3 150 Y8 @ 275mm c/c
Grid 2B2 11.7 189.8 150 Y8 @ 185mm c/c
Span -10.03 222.3 150 Y8 @ 220mm c/c
Grid A 5.63 279.3 150 Y8 @ 275mm c/c
Strip 5
Grid C 5.63 279.3 150 Y8 @ 275mm c/c
Span 0 279.3 150 Y8 @ 275mm c/c
Grid AY 0.83 279.3 150 Y8 @ 275mm c/c
Span -4.61 279.3 150 Y8 @ 275mm c/c
Grid 2B2 11.02 201.8 150 Y8 @ 200mm c/c
Span -8.38 267.2 150 Y8 @ 265mm c/c
Grid A 5.63 279.3 150 Y8 @ 275mm c/c
Strip 6
Grid 2B12 0 279.3 150 Y8 @ 275mm c/c
Span -5.82 279.3 150 Y8 @ 275mm c/c
Grid Ay 7.87 279.3 150 Y8 @ 275mm c/c
Span -5.09 279.3 150 Y8 @ 275mm c/c
Grid 2B2 11.34 196 150 Y8 @ 195mm c/c
Span -8.76 255.4 150 Y8 @ 255mm c/c
Grid A 5.62 279.3 150 Y8 @ 275mm c/c
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
Strip 6
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)support 1 5.63 436.3 150 Y10 @ 300mm c/c
span 1 -10.83 316.5 150 Y10 @ 300mm c/c
support 2 9.34 368.8 150 Y10 @ 300mm c/c
span 2 12.42/-0.64 274.6 150 Y10 @ 270mm c/c
support 3 29.5 108.6 150 Y10 @ 105mm c/c
span 3 -23.89 137.1 150 Y10 @ 135mm c/c
support 4 0 436.3 150 Y10 @ 300mm c/c
Strip 5
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
support 1 5.63 279.3 150 Y8 @ 275mm c/c
span 1 -8.35 267.1 150 Y8 @ 265mm c/c
support 2 11.05 200.1 150 Y8 @ 200mm c/cspan 2 (top and bottom) 1.01/-4.68 279.3 150 Y8 @ 275mm c/c
support 3 0.55/-1.36 279.3 150 Y8 @ 275mm c/c
span 3 (top and bottom) 2.15/0.39 279.3 150 Y8 @ 275mm c/c
support 4 5.63 279.3 150 Y8 @ 275mm c/c
Strip 4 279.3 150 Y8 @ 275mm c/c
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
support 1 5.63 279.3 150 Y8 @ 275mm c/c
span 1 -10.28 215.6 150 Y8 @ 215mm c/c
support 2 11.63 189.8 150 Y8 @ 185mm c/c
span 2 (top & bottom) 5.39/-3.34 279.3 150 Y8 @ 275mm c/c
support 3 10.79 205.1 150 Y8 @ 205mm c/c
span 3 -8.49 262.5 150 Y8 @ 260mm c/c
support 4 5.63 279.3 150 Y8 @ 275mm c/c
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By :ANUP SHEE TCE CONSULTING ENGINEERS LIMITED Client :HPCL
Date : Project :110KV GIS FOR HPCL
Chd : Job No.TCE-4786A Office : DI Subject: First floor slab design
Date : Sh. No. Of
Strip 3 279.3 150 Y8 @ 275mm c/c
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
support 1 5.91 279.3 150 Y8 @ 275mm c/cspan 1 1.02/-17.24 125.6 150 Y8 @ 125mm c/c
support 2 23.42 90.49 150 Y8 @ 90mm c/c
span 2 (top steel reqd) 2.57/-14.66 149.1 150 Y8 @ 145mm c/c
support 3 23.15 91.64 150 Y8 @ 90mm c/c
span 3 -15.1 144.5 150 Y8 @ 140mm c/c
support 4 16.94 128 150 Y8 @ 125mm c/c
span 4 (top & bottom) 5.05/-3 279.3 150 Y8 @ 275mm c/c
support 5 4.26/-0.47 279.3 150 Y8 @ 275mm c/c
span 5 -5.11 279.3 150 Y8 @ 275mm c/c
support 6 4.28 279.3 150 Y8 @ 275mm c/c
span 6 0.83/-2.25 279.3 150 Y8 @ 275mm c/c
support 7 5.91 279.3 150 Y8 @ 275mm c/c
Strip 2Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
span no 1 -1.48 279.3 150 Y8 @ 275mm c/c
support 2 ( top) 2.27 279.3 150 Y8 @ 275mm c/c
span no 2 -1.28 279.3 150 Y8 @ 275mm c/c
support 3 ( top) 2.11 279.3 150 Y8 @ 275mm c/c
span no 3 -1.37 279.3 150 Y8 @ 275mm c/c
support 4 ( top) 2.36 279.3 150 Y8 @ 275mm c/c
span no 4 -1.7 279.3 150 Y8 @ 275mm c/c
support 5 ( top) 2.35 279.3 150 Y8 @ 275mm c/c
span no 5 (top steel reqd) 1.2/-1.61 279.3 150 Y8 @ 275mm c/c
support 6 ( top) 5.91 279.3 150 Y8 @ 275mm c/c
Strip 1
Position Moment(max) S,reqd Thickness Bar provided
from left (KN-m) (mm) of slab(mm)
span no 1 -8.46 263.5 150 Y8 @ 260mm c/c
support 2 ( top) 12.31 178.9 150 Y8 @ 175mm c/c
span no 2 0.39/-7.83 279.3 150 Y8 @ 275mm c/c
support 3 ( top) 12.02 183.4 150 Y8 @ 180mm c/c
span no 3 0.53/-8.2 272.1 150 Y8 @ 270mm c/c
support 4 ( top) 11.8 186.9 150 Y8 @ 185mm c/c
span no 4 (top steel reqd) 1.45/-7.77 279.3 150 Y8 @ 275mm c/c
support 5 ( top) 14.28 153.2 150 Y8 @ 150mm c/c
span no 5 -11.77 187.4 150 Y8 @ 185mm c/c
support 6 ( top) 5.91 279.3 150 Y8 @ 275mm c/c
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INPUT DATA SHEET
Design of a slab
Input data: (Red data are input data )
Support condition(simply or continuous) :
Type of the panel=
Live load = 5 kn/m2
Dead load for floor finishing = 0.6 kn/m2
Thickness of celing plastering= 0 mm
Grade of concrete M- 25 N/mm2
Grade of steel =Fe- 500 N/mm2
Panel .All floor slabs 4600
4600 mm
4100 mm
300 mm
h3=modification factor depending upon 4100
steel= 1.7
(considering pt.=0.12% & fs=240N/mm2 )
Clear cover = 15 mm 300
Dia of bar= 10 mm
Dreqd 112.76 mm
Dpro 130 mm
Check for deflection:
fs = 0.58*fy*(Ast reqd/Ast pro) = 290.00 N/sq.mm
pt pro. = 0.38 % (percentage of tension reinforcement)
Value of modification factor =h3= 1.7 (from fig. 4 of IS 456:2000)
Overall comment = safe
Results:
Hence, at bottom of mid span in x-direction provide Y10 bar @ 185 c/c
at top of the support in x-direction provide Y10 bar @ 135 c/c
at bottom of midspan in y-direction provide Y 10 bar @ 200 c/c.
at top of the support in y-direction provide Y10 bar @ 140 c/c
Overall depth provided = 130 mm
2)width of support :
a)longer span:
b)shorter span:
1)c/c span of slab panel
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1
1
1
1
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DESIGN OF TWO WAY SLAB (Panel no. 11 is considered for the design of two way slab)
Support condition : continuous
Type of the panel= 4)Two adjacent edges discontinuous
Grade of concrete M- 25 N/mm2
Grade of steel =Fe- 500 N/mm2
4600
4600 mm
4100 mm
300 mm
Calculation:
Clear span: 4100
a)longer span: 4300 mm
b)shorter span: 3800 mm
300
Approximate depth of slab:deff.=span/(h1*h2*h3)
Span= c/c shorter span which ever
or clear shorter span+deff. less
At first take span of panel=c/c shorter span= 4100 mm
where, h1= basic value of eff. Span to eff. Depth ratio= 26
h2= factor for span more than 10 m= 1
h3= modification factor depending upon steel= 1.7 IS 456:2000
(consider pt=0.12%& fs=240n/mm2) cl-23.2.1
deff.= 92.76
Over all depth=D=deff.+clear cover+0.5*dia. Of bar= 112.76
(clear cover= 15 mm
dia of bar= 10 mm )
Over all depth provided= 130 mm safe
deff x pro. 110 mmdeff.y pro. 100 mm
shorter span=lx= c/c shorter span= 4100 mm whichever
or clear shorter span+deff.= 3910 mm is less
= 3910 mm
longer span=ly= c/c longer span= 4600 mm whichever
or clear longer span+deff.= 4410 mm is less
= 4410 mm
Now, ly lx= 1.13
So, t he panel of the slab is a two way slab
2)width of support :
1)c/c span of slab panel
a)longer span:
b)shorter span:
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Check for deflection:
Ast reqd= 421.06 sq.mm , Ast pro.= 421.06 sq.mm
fs = 0.58*fy*(Ast reqd/Ast pro) = 290.00 N/sq.mm IS 456:2000
pt pro. = 0.38278227 % (percentage of tension reinforcement) cl-23.2.1Value of modification factor =h3= 1.7 (from fig. 4 of IS 456:2000)
(For limited deflection )
dreqd.= 88.46 mm dpro= 110 mm
Overall comment = safe
Hence, at bottom of mid span in x-direction provide Y10 bar @ 185 c/c
at top of the support in x-direction provide Y10 bar @ 135 c/c
at bottom of midspan in y-direction provide Y10 bar @ 200 c/c.
at top of the support in y-direction provide Y10 bar @ 140 c/c
Torsion reinforcement
Torsion reinforcement shall be provided at any corner where the slab is simply
supported on both the edges meeting at the corner and it shall be consist of four IS 456:2000
layer two at top and two at bottom . CL-D-1.8
Area of each layer =3/4 of area reqd for max mid span moment
= 315.80 sq.mm
Size of torsion reinf. mesh=1/5 of lx
= 782 mm
Spacing of torsion reinforcement= 194.49 mm c/c
Provide Y10 @ 150 mm c/c
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type of panel =case no 4
ly lx= 1.1279
Bending moment coefficient for rectangular panels supported on four sides
case no. Type of panel and moment considered short span coefficient ax (value of ly lx
1 1.1 1.2 1.3 1.4 1.5
1 interior panel
negative moment at continuous edge 0.032 0.037 0.043 0.047 0.051 0.053
positive moment at mid-span 0.024 0.028 0.032 0.036 0.039 0.041
0 (-ve ax)= 0 (+ve ax)=
ly lx 0 1 0 0 0 0
0 0.039 0 0 0 0
0 0.029 0 0 0 0
2 one short edge discontinuous
negative moment at continuous edge 0.037 0.043 0.048 0.051 0.055 0.057
positive moment at mid-span 0.028 0.032 0.036 0.039 0.041 0.044
0 (-ve ax)= 0 (+ve ax)=
0 0.044 0 0 0 0
0 0.033 0 0 0 0
3 one long edge disnontinuous
negative moment at continuous edge 0.037 0.044 0.052 0.057 0.063 0.067
positive moment at mid-span 0.028 0.033 0.039 0.044 0.047 0.051
0 (-ve ax)= 0 (+ve ax)=
0 0.046 0 0 0 0
0 0.035 0 0 0 0
4 two adjacent edges discontinuous
negative moment at continuous edge 0.047 0.053 0.06 0.065 0.071 0.075
positive moment at mid-span 0.035 0.04 0.045 0.049 0.053 0.056
1 (-ve ax)= 0.055 (+ve ax)=
0 0.055 0 0 0 0
0 0.041 0 0 0 0
5 two short edges discontinuous
negative moment at continuous edge 0.045 0.049 0.052 0.056 0.059 0.06
positive moment at mid-span 0.035 0.037 0.04 0.043 0.044 0.045
0 (-ve ax)= 0 (+ve ax)=
0 0.05 0 0 0 0
0 0.038 0 0 0 0
6 two long edges discontinuous
negative moment at continuous edge
positive moment at mid-span 0.035 0.043 0.051 0.057 0.063 0.068
0 (-ve ax)= 0 (+ve ax)=
0 0 0 0 0 0
0 0.045 0 0 0 0
7
three edges discontinuous(one long
edge continuous)
negative moment at continuous edge 0.057 0.064 0.071 0.076 0.08 0.084
positive moment at mid-span 0.043 0.048 0.053 0.057 0.06 0.064
0 (-ve ax)= 0 (+ve ax)=
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0 0.066 0 0 0 0
0 0.049 0 0 0 0
8
three edges discontinuous (one short
edge continuous)
negative moment at continuous edge
positive moment at mid-span 0.043 0.051 0.059 0.065 0.071 0.076
0 (-ve ax)= 0 (+ve ax)=
0 0 0 0 0 0
0 0.053 0 0 0 0
9 four edges discontinuous
negative moment at continuous edge
positive moment at mid-span 0.056 0.064 0.072 0.079 0.085 0.089
0 (-ve ax)= 0 (+ve ax)=
0 0 0 0 0 0
0 0.066 0 0 0 0
FINAL VALUE OF BM COEFFICIENT
(-ve ax)= 0.055
(+ve ax)= 0.0414
(-ve ay)= 0.047
(+ve ay)= 0.035
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long span coeff.ay for
1.75 2 all value of ly lx
0.06 0.065 0.032
0.045 0.049 0.024
0
0 0
0 0 0
0 0 0
0.064 0.068 0.037
0.048 0.052 0.028
0
0 0 0
0 0 0
0.077 0.085 0.037
0.059 0.065 0.028
0
0 0 0
0 0 0
0.084 0.091 0.047
0.063 0.069 0.035
0.0414
0 0 0.047
0 0 0.035
0.065 0.069
0.049 0.052 0.035
0
0 0 0
0 0 0
0.045
0.08 0.088 0.035
0
0 0 0
0 0 0
0.091 0.097
0.069 0.073 0.043
0
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0 0 0
0 0 0
0.057
0.087 0.096 0.043
0
0 0 0
0 0 0
0.1 0.107 0.056
0
0 0 0
0 0 0