Copy of Rcc Beam Design Task-01

8/13/2019 Copy of Rcc Beam Design Task-01

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REFERENCE

Analysis

Length L 4.2

Width B 0.225

Dead load g 13.62 kN/m

Imposed load i 12 kN/m

Ultimate Design Load w 38.27 kN/m

Single span fixed end condition

BM @ fixed end MA 56.25 kNm

BM @ mid span MC 28.13

SF V 80.36 kN

Design Data

Material Properties

Concrete grade fcu 20 N/mm2

Characteristic steel strength fy 460 N/mm2

Youngs modulus of concrete EC 26000 N/mm2

Youngs modulus of steel ES 200000 N/mm2

Density of concrete pct 24 kN/m3

Durabilty Requirements

Exposure condition - Severe

Beam

Design of Reinforcement

Sizes

Top r/f = 12 mm

Bottom r/f = 16 mm

Links = 6 mm

Cover = 25 mm

Width of the beam bt = 225 mm

overall depth of the beam hb = 350 mm

Design ofTopReinforcement

Effective depth d = 311 mm d = 311

Design bending moment M = 56.25 kNm

Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.103 k = 0.103

Since K < 0.156 no compresiion r/f required

Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.87 d

Take Z = 0.83d Z = 270.57 mm Z = 270.5

Required area of steel to carry ultimate BM

CALCULATION OU


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Effective depth d = 311 mm d =


K = M/[bd2fcu]

= 0.052 k =


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.94 d

Take Z = 0.92d Z = 292.34 mm Z =


As req,M = M/[0.95*fy*Z]

= 220 mm2/m

Area of steel provided As prov 270 mm2/m

Provide T 12 1 Nos T

and T 10 2 Nos T


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Ckeck for Shear Resistance

Ultimate shear force at support Vu = 80.36 kN

Shear stress = Vu/[bv*d]

= 1.15 N/mm2 = 1

Maximum shear = 3.6 N/mm2

100 As/[bv*d] = 0.80

400/d = 1.29

c = 0.62

c + 0.4 = 1.02

Since c+0.4 < < max shear, design links to be provided

Link size = 6 mm

Shear link spacing Sv < 113.73

Max spacing < 0.75d < 233.25

Provide R6 @ 150 mm c/c upto 1.5 m from both ends

Middle area spacing shall be 200 mm c/c

Deflection Checking

SS condition assumed to check deflection

Table 3.10 BS

8110; 1985Basic Span/Effective depth ratio = 20

Service stress in the tension r/f fs = 5*fy*As req/(8*As prov*b)

= 245 N/mm2

Modification factor for tension r/f MF = 0.55+ [477-fs]/[120*(0.9+M/bd2)]

= 1.1 ( < 2.0 )

Hence allowable Span/Effective depth ratio = MF * Basic Span/Eff. Depth

= 22

Actual Span/Effective Depth ratio = 6.225/382

= 14.23

Since [Span/Eff.Depth]actual < [Span/Eff.Depth]allowabledeflection is within the limit Deflecti


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Design ofBottomReinforcement



K = M/[bd2fcu]

= 0.096 k = 0.09


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.88 d

Take Z = 0.89d Z = 336.16 mm Z = 336



= 539 mm2/m


Provide T 16 0 Nos T 16

and T 20 2 Nos T 20


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= 1.42 N/mm2 = 1


100 As/[bv*d] = 0.83

400/d = 1.05

c = 0.60

c + 0.4 = 1.00


Link size = 10 mm


Max spacing < 0.75d < 286.5



Deflection Checking


Table 3.10 BS



= 300 N/mm2


= 0.91 ( < 2.0 )


= 18.2


= 16.30



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REFERENCE

Analysis SLAB THICK 150 MM

Length L 3

Width B 0.225

Dead load [slab+finishes] g 14.88 kN/m



Total Design Load F 120.10 kN


BM @ C MC 39.63 kNm

BM @ B MB 32.43

SF @ A V 54.04 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 12 mm

Bottom r/f = 12 mm

Links = 6 mm

Cover = 25 mm



Design ofTopReinforcement @ C



Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.072 k = 0.07


Z = [0.5+(0.25-K/0.9)0.5

] * d

CALCULATION O


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and T 16 0 Nos T 16

Design ofBottomReinforcement @ B



K = M/[bd2fcu]

= 0.059 k = 0.05


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.93 d

Take Z = 0.92d Z = 291.09 mm Z = 291.



= 255 mm2/m



and T 0 Nos T 0


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= 0.77 N/mm2 = 0


100 As/[bv*d] = 0.48

400/d = 1.28

c = 0.53

c + 0.4 = 0.93

Since c+0.4 > > 0.5 c max shear, minimum links required

Link size = 6 mm


Max spacing < 0.75d < 234.75

Provide R6 @ 150 mm c/c upto 1.5 m throughout

Deflection Checking


Table 3.10 BS



= 270 N/mm2


= 1.28 ( < 2.0 )


= 25.6


= 10.30

Since [Span/Eff.Depth]actual< [Span/Eff.Depth]allowabledeflection is within the limit Deflecti


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REFERENCE


Length L 3

Width B 0.225






BM @ E ME 28.82 kNm

BM @ D MD 25.22 kNm

SF @ C V 66.05 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 12 mm

Bottom r/f = 12 mm

Links = 6 mm

Cover = 25 mm






Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.052 k = 0.05


Z = [0.5+(0.25-K/0.9)0.5

] * d

CALCULATION O


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and T 16 0 Nos T 16




K = M/[bd2fcu]

= 0.046 k = 0.04


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.95 d

Take Z = 0.94d Z = 297.35 mm Z = 297.



= 194 mm2/m



and T 0 Nos T 0


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= 0.94 N/mm2 = 0


100 As/[bv*d] = 0.48

400/d = 1.28

c = 0.53

c + 0.4 = 0.93


Link size = 6 mm


Max spacing < 0.75d < 234.75

Provide R6 @ 125 mm c/c upto 1.5 m from support

Deflection Checking


Table 3.10 BS



= 190 N/mm2


= 1.72 ( < 2.0 )


= 34.4


= 10.30



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REFERENCE


Length L 3

Width B 1






BM @ mid span MC 8.70 kNm

SF V 19.26 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 0 mm

Bottom r/f = 10 mm

Links = mm

Cover = 25 mm

Width of the strip bt

= 1000 mm

overall depth of the slab hb = 125 mm




Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.047 k = 0.0


Z = [0.5+(0.25-K/0.9)0.5] * d

= 0.94 d

CALCULATION O


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K = M/[bd2fcu]

= 0.039 k = 0.0


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.95 d

Take Z = 0.92d Z = 90.25 mm Z = 90



= 221 mm2/m



T10 @ 250 mm spacing


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= 0.2 N/mm2 =


100 As/[bv*d] = 0.33

400/d = 4.21

c = 0.63

c + 0.4 = 1.03

Since < 0.5 c

Deflection Checking

Continous condition assumed to check deflection

Table 3.10 BS



= 202 N/mm2


= 1.78 ( < 2.0 )


= 48.06

Actual Span/Effective Depth ratio = 3000/85

= 31.58

Since [Span/Eff.Depth]actual < [Span/Eff.Depth]allowabledeflection is within the limit Deflect


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REFERENCE


Length L 6

Width B 1






BM @ mid span MC 4.76 kNm

SF V 38.52 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 0 mm

Bottom r/f = 10 mm

Links = 10 mm

Cover = 25 mm

Width of the strip bt

= 1000 mm

overall depth of the slab hb = 125 mm




Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.019 k = 0.0


Z = [0.5+(0.25-K/0.9) 0.5] * d

= 0.98 d

CALCULATION O


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K = M/[bd2fcu]

= 0.026 k = 0.0


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.97 d

Take Z = 0.92d Z = 82.45 mm Z = 82.4



= 132 mm2/m



T10 @ 250 mm spacing


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= 0.45 N/mm2 = 0.4


100 As/[bv*d] = 0.37

400/d = 4.71

c = 0.67

c + 0.4 = 1.07

Since < 0.5 c

Deflection Checking [Not necessary in long span direction]


Table 3.10 BS



= 121 N/mm2


= 2.45 ( < 2.0 )


= 49

Actual Span/Effective Depth ratio = 3000/120

= 35.29

Since [Span/Eff.Depth]actual < [Span/Eff.Depth]allowabledeflection is within the limit Deflection


19/29

REFERENCE


Length L 7

Width B 0.225






BM @ mid span MC 83.28

SF V 142.76 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 20 mm

Bottom r/f = 16 mm

Links = 10 mm

Cover = 25 mm






Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.143 k = 0.14


Z = [0.5+(0.25-K/0.9)0.5] * d

= 0.8 d

CALCULATION O


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K = M/[bd2fcu]

= 0.099 k = 0.09


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.87 d

Take Z = 0.89d Z = 375.84 mm Z = 375



= 634 mm2/m



and T 20 2 Nos T 20


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= 1.47 N/mm2 = 1


100 As/[bv*d] = 0.97

400/d = 0.93

c = 0.61

c + 0.4 = 1.01


Link size = 10 mm


Max spacing < 0.75d < 324



Deflection Checking


Table 3.10 BS



= 303 N/mm2


= 0.87 ( < 2.0 )


= 17.4


= 16.72



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REFERENCE


Length L 3

Width B 0.225






BM @ C MC 45.99 kNm

BM @ B MB 37.63

SF @ A V 62.71 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 12 mm

Bottom r/f = 12 mm

Links = 6 mm

Cover = 25 mm






Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.083 k = 0.08


Z = [0.5+(0.25-K/0.9)0.5

] * d

CALCULATION O


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and T 16 2 Nos T 16




K = M/[bd2fcu]

= 0.068 k = 0.06


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.92 d

Take Z = 0.92d Z = 287.96 mm Z = 287.



= 299 mm2/m



and T 0 Nos T 0


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= 0.89 N/mm2 = 0


100 As/[bv*d] = 0.57

400/d = 1.28

c = 0.56

c + 0.4 = 0.96

Since c+0.4 > > 0.5 c max shear, minimum links required

Link size = 6 mm


Max spacing < 0.75d < 234.75

Provide R6 @ 150 mm c/c upto 1.5 m throughout

Deflection Checking


Table 3.10 BS



= 267 N/mm2


= 1.22 ( < 2.0 )


= 24.4


= 10.30



25/29

REFERENCE


Length L 3

Width B 0.225






BM @ E ME 33.45 kNm

BM @ D MD 29.26 kNm

SF @ C V 76.65 kN

Design Data

Material Properties








Beam


Sizes

Top r/f = 12 mm

Bottom r/f = 12 mm

Links = 6 mm

Cover = 25 mm






Cl 3.4.4.4 K = M/[bd2fcu]

BS 8110; 1985 = 0.061 k = 0.06


Z = [0.5+(0.25-K/0.9)0.5

] * d

CALCULATION O


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and T 16 0 Nos T 16




K = M/[bd2fcu]

= 0.053 k = 0.05


Z = [0.5+(0.25-K/0.9)0.5

] * d

= 0.94 d

Take Z = 0.94d Z = 294.22 mm Z = 294.



= 228 mm2/m



and T 0 Nos T 0


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= 1.09 N/mm2 = 1


100 As/[bv*d] = 0.48

400/d = 1.28

c = 0.53

c + 0.4 = 0.93


Link size = 6 mm


Max spacing < 0.75d < 234.75

Provide R6 @ 125 mm c/c upto 1.5 m from support

Deflection Checking


Table 3.10 BS



= 223 N/mm2


= 1.5 ( < 2.0 )


= 30


= 10.30



28/29

Design of Pad Footing TO BE EDITED

F2 - 600mm x 300mm plate resting on footing

Load F 193

Weight of footing 18.432

Service load Pser 211.432

Ultimate load Pult 317.148

Bearing capacity of soil 125 kN/m2

Footing area 1.69

Say, Length 1.6

Width 1.6

Actual area 2.56 > 1.69 m2

Overall depth "h" 300 mm > 178.09 mm

Design for Bending

Ultimate bearing pressure 123.89 < 125.00 kN/m2

Critical BM at colum face BM 41.873 kNm

Bar diameter assumed 12 mm

Cover 50 mm

Effective depth 232

Average depth 238

M/bd2

0.486

100As/bd 0.1

Reinforcement required As 371.2 mm2

Minimum r/f required 624 mm2

Provide T12 @ 300 c/c


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r/f provided 678.24 mm2

> 624.00 mm2

Check for Punching Shear

Max shear v 1.110 N/mm2

< 4.00 N/mm2

Critical perimeter 4056 mm

Area outside the perimeter 1.532 m2

Punching shear V 189.77 kN

Stress v 0.197 N/mm2

< 4.00 N/mm2

Shear r/f not required

Detail

Foundation depth (to bottom of footing) : 1200 mm

Size : 1600 x 1600 mm

Footing thickness : 300 mm

Reinforcement : T12 @ 300 c/c both direction

Documents

Copy of Rcc Beam Design Task-01