Slab West Twoway 4.0m Level

7/27/2019 Slab West Twoway 4.0m Level

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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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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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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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Date : Sh. No. Of


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Date : Sh. No. Of

Strip 6


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



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



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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Date : Sh. No. Of

Strip 3 279.3 150 Y8 @ 275mm c/c



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


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


span no 3 -1.37 279.3 150 Y8 @ 275mm c/c


span no 4 -1.7 279.3 150 Y8 @ 275mm c/c


span no 5 (top steel reqd) 1.2/-1.61 279.3 150 Y8 @ 275mm c/c


Strip 1



span no 1 -8.46 263.5 150 Y8 @ 260mm c/c


span no 2 0.39/-7.83 279.3 150 Y8 @ 275mm c/c


span no 3 0.53/-8.2 272.1 150 Y8 @ 270mm c/c


span no 4 (top steel reqd) 1.45/-7.77 279.3 150 Y8 @ 275mm c/c


span no 5 -11.77 187.4 150 Y8 @ 185mm 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



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


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



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


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



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



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



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



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


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)



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)



0 (-ve ax)= 0 (+ve ax)=

0 0 0 0 0 0

0 0.053 0 0 0 0

9 four edges discontinuous



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

Slab West Twoway 4.0m Level

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