design caculations

Beam Basic dataPb1

Grade of concrete M15Grade of Steel Fe415

Size of Beamb 230 mmD 300 mm

Characterstic strength of materialsfck 15

fy 415

Constants 0.48 From IS456

0.80Q 2.07

Span of Beam l 3100 mmShear Force at Support V 37.2

Design moments (+ve) KN-m(-ve) KN-m

Clear Cover C.C 25 mmMax. dia of rod Ф 16 mmEffective depth for (+ve)moment d 267 mmEffective depth for (-ve)moment d 251 mmratio of c.c to effective depth d'/d 0.05

Design for FlexureFor +ve moment (End Support)

1.22Type of Reinforcement section singly

Percentage of Reinforcement Err:520 Err:520

Percentage of compression Reinforcement Err:520 Err:520Area of tension Reinforcemnt Err:520Area of compression Reinforcemnt Err:520min. reinforcement 125.780

Required area of reinforcement Err:520

Required area of reinforcement for compression Err:520

Dia of rod 16 mm

Dia of rod mm

Area of rod 201.06No. of rods n1 2


Total tension reinforcement provided 402

Dia of rod 12 mm

Area of rod 113.09

KN/m2

KN/m2

xumax/d

1-.42xumax/d

Mu/bd2

pt

pc

Ast req mm2

Asc req mm2

Ф1

Ф2

AФ1 mm2

AФ1 mm2

Ast pro mm2

Ф1

AФ1 mm2

No. of rods n1 1

Total compression reinforcement provided 113

For -ve moment



Percentage of compression Reinforcement Err:520 Err:520Area of tension Reinforcement Err:520Area of compression reinforcement Err:520min. reinforcement 118.242



Dia of rod 20 mm

Dia of rod 0 mm



provided reinforcement area 628

Dia of rod mm



Design of shear Reinforcement

Dia of stirrup 8 mm

Area of stirrup (consider two legged stirrups) 100.48

For mini. Shear reinforcement spacing of stirrups 394 mm

.75d 200300mm 300

Sv (from min S.R) 394Spacing of stirrups in span 200 mmSpacing provided in span 150 mmShear reinforcement at support

0.61

Percentage of reinforcement 1.02

Ascpro mm2

Mu/bd2

pt

pc

Ast req mm2

Asc req mm2

Ф1

Ф2

AФ1 mm2

AФ1 mm2

Ast pro mm2

Ф1

AФ1 mm2

Ascpro mm2

Shear reinforcement in span (provide nominal Shear reinforcement)

Фsv

Asv mm2

Sv

From code Spacing of stirrups is smaller of the following 3 conditions

vu/bd τv

100Ast/bd

From IS456 Err:520 Err:520Type of shear reinforcement Err:520

Spacing of Stirrups 200

Calculation of Shear Reinforcement strength 48.4 KNActual shear strength Err:520 KNCheck for Shear Err:520

Beam Basic datapb2


Size of Beamb 230 mmD 450 mm

Characterstic strength of materialsfck 15

fy 415

Constants 0.48 From IS456

0.80Q 2.07

Span of Beam l 3100 mmShear Force at Support V 60

Design moments (+ve) KN-m(-ve) KN-m

Clear Cover C.C 25 mmMax. dia of rod Ф 16 mmEffective depth for (+ve)moment d 417 mmEffective depth for (-ve)moment d 401 mmratio of c.c to effective depth d'/d 0.05

Design for FlexureFor +ve moment (End Support)



Percentage of compression Reinforcement Err:520 Err:520Area of tension Reinforcemnt Err:520Area of compression Reinforcemnt Err:520min. reinforcement 196.442



Dia of rod 16 mm

Dia of rod mm

τc

Sv

Vus

KN/m2

KN/m2

xumax/d

1-.42xumax/d

Mu/bd2

pt

pc

Ast req mm2

Asc req mm2

Ф1

Ф2



Total tension reinforcement provided 402

Dia of rod 12 mm



For -ve moment



Percentage of compression Reinforcement Err:520 Err:520Area of tension Reinforcement Err:520Area of compression reinforcement Err:520min. reinforcement 188.905



Dia of rod 20 mm

Dia of rod 0 mm



provided reinforcement area 628

Dia of rod mm



Design of shear Reinforcement

Dia of stirrup 8 mm

Area of stirrup (consider two legged stirrups) 100.48

For mini. Shear reinforcement spacing of stirrups 394 mm

AФ1 mm2

AФ1 mm2

Ast pro mm2

Ф1

AФ1 mm2

Ascpro mm2

Mu/bd2

pt

pc

Ast req mm2

Asc req mm2

Ф1

Ф2

AФ1 mm2

AФ1 mm2

Ast pro mm2

Ф1

AФ1 mm2

Ascpro mm2

Shear reinforcement in span (provide nominal Shear reinforcement)

Фsv

Asv mm2

Sv

.75d 313300mm 300

Sv (from min S.R) 394Spacing of stirrups in span 300 mmSpacing provided in span 150 mmShear reinforcement at support

0.63

Percentage of reinforcement 0.66

From IS456 Err:520 Err:520Type of shear reinforcement Err:520

Spacing of Stirrups 200

Calculation of Shear Reinforcement strength 75.6 KNActual shear strength Err:520 KNCheck for Shear Err:520

From code Spacing of stirrups is smaller of the following 3 conditions

vu/bd τv

100Ast/bd

τc

Sv

Vus

Shear Force 37.2

Torsion Moment 0

Equivalent shear force 0Total Shear force 37.2

EndSupportSpan

Out put from STAADSupport Moment 20

Torsion Moment 0Equivalent torsion moment 0.00

Total Moment 20.00

Err:520

Err:520

Span Moment 24

Torsion Moment 0.297Equivalent torsion moment 0.40

Total Moment 24.40

Err:520

Err:520

Shear Force 60

Torsion Moment 0

Equivalent shear force 0Total Shear force 60

EndSupportSpan

Out put from STAADSupport Moment 40

Torsion Moment 0Equivalent torsion moment 0.00

Total Moment 40.00

Err:520

Err:520

Span Moment 24

Torsion Moment 0.297Equivalent torsion moment 0.52

Total Moment 24.52

Err:520

Err:520

Design of Footing (TYPE A)S.No Desgription


Characterstic strength of concrete 15

Characterstic strength of steel 415

depth of neutral axis 0.48

Constant 2.07Size of Column a 0.4 m

b 0.4 mHeight of Foundation below GL 1.5 mClear cover C.C 60 mmDia of Rod in x-x direction 12 mmDia of Rod in y-y direction 12 mmLoad on columns P 85 KN (0.23*3*22*2.1/2)+(0.23*3*22*3.55/2)+(0.23*3*22*2.85/2)+(4.5*2.1*2.85/4)+(4.5*2.85*3.55/4)

Moments 0 KN-m 4.5 is DL+LL of slab

0 KN-mUnit weight of Concrete 25

unit weight of soil 16Self wt of Footing 8.50 KNTotal Load on Footing 93.500 KN

net Bearing Pressure of Soil 150

Area of Footing required 0.623

Length of footing required 0.790 mLength of footing Provided L 0.800 mBreadth of Footing B 0.800 mDeapth of Footing D 0.300 m

Area of Footing provided A 0.640

Section modulus Zx 0.085

Zy 0.085Soil load on footing 9.216Calculation of Pressure (P/A)+-(MX/ZX)+-(MY/ZY)

Max. pressure Pmax 140.312

Mini. Pressure Pmin 140.312Check for pressures safeProjection of Footings in y-y direction 399.8 mProjection of Footings in x-x direction 399.8 m

3.37 KN-m

3.37 KN-mBalanced Depth Required d 45.10 mmOverall Depth D 300 mm

N/mm2

N/mm2

xumax/d

Qlim

Mx

My

KN/m3

KN/m3

KN/m2

m2

L req

m2

m3

m3

KN/m2

KN/m2

Mux

Muy

Clear cover 50 mmFooting depth at edge 150 mmaverage depth 225 mm

244 mm

232 mmy

B

Lx x

yArea of steel required in x-x direction

0.071

0.085

Area of steel required in x-x direction 165.92

0.071

0.085

Area of steel required in y-y direction 165.92

minimum steel required in each direction 144

Area of steel provided in x-x direction 314.159 o.k

Area of steel provided in y-y direction 314.159 o.kdia of rod 10# mm

Area of rod 78.54Spacing required 378.69Spacing provided 200.00dia of rod 10# mm

Area of rod 78.54Spacing required 378.69Spacing provided 200.00

x1

dx

dy

Mu/bd2

Pt

Ast req

Mu/bd2

Pt

Ast

mm2

Ast pro mm2

Ast pro mm2

Ast mm2

Ast mm2

x1

Check for One way Shear

net upward pressure 140.31Distanceof x1-x1 section from edge of Footing -0.044S.F at d from face of column -4.94 KN

-0.03

0.16

0.29k 1.00

o.k

y

yCheck for Two way shear (consider critical section at a distance of d/2 from face of Column)

effective depth of Footing 0.244Shear force 31.61 KN

2.576

0.05

0.97βc 1

1

0.968

o.k

KN/m2

τv N/mm2

100As/bd

τc

Check (τv<τc)

bo

τv

τc

ks

τc*ks

Check (τv<τc)

(0.23*3*22*2.1/2)+(0.23*3*22*3.55/2)+(0.23*3*22*2.85/2)+(4.5*2.1*2.85/4)+(4.5*2.85*3.55/4)

4.5 is DL+LL of slab

design caculations

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