Design CDPO Akiveedu Revised

DESIGN OF STRUCTURE

Construction of C.D.P.O.Office at Akiveedu

Est.Cost.Rs.53.00 lakhs

SUPPORT REACTIONS

JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z

1 4 8.39 495.14 -3.97 -1.81 0.27 -4.37

5 -7.09 279.37 -4.67 -2.05 5.06 28.652 4 0.13 838.39 10.18 4.72 0.18 0.41

5 -25.63 698.7 5.72 2.53 3.49 39.773 4 0.77 864.63 11.03 5.15 0.07 -0.08

5 -25.28 657.26 8.13 3.74 3.98 40.084 4 -3.45 1056.58 -6.13 -1.6 -0.58 2.9

5 -40.77 748.12 -0.83 -0.7 8.14 139.955 4 0.12 1142.78 24.55 59.74 -0.68 0.58

5 -41.73 926.11 17.9 42.66 -0.21 143.636 4 -9.68 520.5 -2.6 -1.04 0.69 5.72

5 -25.68 572.07 -2.4 -1.03 6.05 41.697 4 3.83 580.74 0.61 0.52 0.04 -2.01

5 -3.39 344.35 -2.66 -1.16 -0.24 22.058 4 0.34 654.6 -2.73 -1.38 0.02 0.02

5 -17.03 523.39 -4.08 -2.09 -3.28 30.379 4 -0.02 638.97 -0.75 -0.43 0.03 0.41

5 -10.96 561.08 -1.06 -0.58 -3.32 52.5910 4 -0.28 529.9 3.81 2.23 0.08 0.56

5 0.72 432.27 4.49 2.6 -4.54 40.6811 4 -3.82 558.37 -5.15 -2.58 0.14 2.22

5 28.22 326.29 -5.64 -2.66 3.08 -16.0412 4 7.48 652.47 -3.77 -1.66 0 -4.38

5 27.83 518.99 -5.08 -2.3 0.4 -14.2113 4 -0.35 675.81 -0.1 0.03 0.06 0.28

5 47.99 590.03 -0.34 -0.09 0.91 -13.5814 4 -0.37 527.88 -4.18 -2.44 0.05 0.36

5 -0.23 433.21 -2.66 -1.58 4.57 41.1415 4 -2.69 435.2 -0.15 -0.17 0.06 1.55

5 27.51 234.74 -4.06 -2.17 0.06 -15.7716 4 10.08 627.23 2.71 1.35 0.07 -6

5 26.39 529.2 0.49 0.21 -0.35 -12.2817 4 0.06 686.26 5.74 3.01 0.07 -0.26

5 5.7 509.04 3.77 1.97 -2.36 6.318 4 -2.38 1043.19 -5.41 -2.16 1.35 -0.72

5 27.76 738.82 -7.51 -2.13 -2.46 54.5419 4 0.78 1134.4 -21.72 -46.31 1.58 -3.03

5 7.06 920.19 -18.47 -41.75 2.39 80.9720 4 -9.28 513.25 1.57 0.52 -0.33 4.74

5 -15.66 565.68 7.69 3.64 -4.83 29.59103 4 -0.25 69.03 0.57 0 0 0

5 -259.42 56.03 -3.28 0 0 0104 4 5.22 75.51 -0.25 0 0 0

5 -338.21 60.31 -0.62 0 0 0105 4 -0.02 72.22 0.03 0 0 0

LOAD CASE

5 -0.66 58.39 -0.31 0 0 0106 4 -0.09 60.64 4.27 0 0 0

5 -4.22 51.03 10.74 0 0 0107 4 0.11 90.27 4.5 0 0 0

5 0.69 67.94 15.09 0 0 0108 4 0.25 55.67 -4.86 0 0 0

5 -12.65 44.31 -1.41 0 0 0109 4 0.1 42.83 13.01 0 0 0

5 -12.06 34.85 18.49 0 0 0110 4 0.75 76.19 -6.68 0 0 0

5 -18.99 61.27 -17.8 0 0 0111 4 -0.42 77.85 15.31 0 0 0

5 -25.89 60.45 23.56 0 0 0112 4 -0.36 53.92 -22 0 0 0

5 -24.93 43.27 -12.15 0 0 0113 4 -0.34 53.93 -26.4 0 0 0

5 -25.13 43.37 -18.91 0 0 0114 4 -0.36 43.03 13.01 0 0 0

5 -28.43 35.05 -0.1 0 0 0115 4 0.36 76.31 8.97 0 0 0

5 -22.07 61.82 4.44 0 0 0130 4 -5.66 238.63 2.64 1.56 0.04 3.48

5 -8.22 254.38 2.21 1.32 -1.64 25.41131 4 -5.31 243.81 -7.7 -4.04 0.05 3.16

5 18.52 257.4 -6 -3.17 4.04 -3.63134 4 3.62 1170.62 -24.16 -53.14 -0.27 -4.89

5 -3.45 990.58 -24.3 -56.11 1.3 93.63135 4 2.73 1177.34 26.16 62 1.6 -1.06

5 -41.72 993.94 21.63 45.97 0.73 144.32

DESIGN OF RECTANGULAR FOOTINGS(4,5,18,19,134,135) Design Parametres:-

Footing designation = F1Concrete mix M20Steel Fe415Cover to Reinforcement 50mmSafe Bearing Capacity(From soil Report)= 122.50KN/sqmUnit weight of RCC = 25.0KN/cumWidth of Column b = 0.45mDepth of Column d = 0.60mCharacteristic compressive strength of concrete = 20.00N/sqmmYield strength of steel = 415.00N/sqmm

Load calculations:-

Factored Load on the column from analysis = 1177.34KN1177.34KN

Add self weight of the footing&Weight 176.601KNof back fill (15%)

Total Load = 1353.94KN

183.75KN/sqm

Size of the footing required:-

Area of the footing required = 7.37Sqm

Provide rectangular footing of size 2.30mx3.50m,the area comes to 8.05SqmWidth = 2.30mDepth = 3.50m

The net ultimate bearing pressure acting on the footing due to direct load = 168.19KN/sqm

Design moment = 62.00KN-m

Section Modulus for the above section = 4.70cum

Soil pressure due to moment = M/Z = 13.19KN/sqm

Max.Soil pressure = 181.38KN/sqm <183.75KN/sqmHence O.K

Min.Soil pressure = 155.00KN/sqm >0Hence O.K

Hence,the design soil pressure = 181.38KN/sqm

190.68KN-m(Considering 1m width of footing)

77.60KN-m

Ultimate Bearing Capacity of the soil qu = 1.5xSBC =

(1/6)xbd2 =

pu + m

u =

pu - m

u =

The maximum bending moment at the face of the column wrt the section along width ML =

The maximum bending moment at the face of the column wrt the section along length MB =

(Considering 1m width of footing)

Depth of the footing required:-

i)Bending moment criteria:-

The critical section for bending is at the face of the column.Hence,the


The effective depth of footing required = d =

= 262.84mm

Over all depth required assuming 12mm dia bars = = 318.84mm

442.00mm

Longitudinal direction:-

Calculation of reinforcement :-

The actual depth of neutral axis = 63.78mm

Area of steel required = 1271.94sqmm

Assuming 16mm dia bars,the spacing comes to 158mm

Provide 16mm bars at a spacing of 125mm along width

Then the area of reinforcement provided = 1607.68Sqm

Percentage of reinforcement provided = 0.364

Check for one way shear:-

The critical section of one way shear is at a distance of 'd' from the face of the column

182.83KN

0.414N/sqmm <2.8 N/sqmm(As per Table 20 of 1S 456)

Hence,the section is safe from shear point of view

The percentage area of the tensile reinforcement provided = 0.364%

The design shear strength of concrete for the above steel percentage from Table 19 of IS 456 is

0.415 N/sqmm 183.43KN

Maximum factored bending moment = ML =

Adopting Limit state method of design Mu = 0.138 f

ckbd2

[Mu/(0.138f

ckb)]0.5

However assume 500mm overall depth,then the effective depth comes to

Hence,the factored design shear force VFd

=

Nominal shear stress Tv =

Hence Vuc

=

0.415 >0.414

Hence,no shear reinforcement is required.

Transverse direction:-


Over all depth provided = 500.00mm

Effective depth assuming 10mm dia bars 445.00mm




Reinforcement in central band = 0.79Total reinforcement

Reinforcement to be provided in central band = 392.24sqmm

Reinforcement to be provided in each edge band = 51.16sqmm

However provide 12mm dia bars at a spacing of 200mm along length





87.06KN





0.280 N/sqmm 124.60KN

0.280 >0.196

Maximum factored bending moment = MB =


=


Hence Vuc

=


iii)Two way shear criteria:-

The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the column

3868mm

1291.53KN

0.76 N/sqmm

Permissible shear stress in concrete for two-way shear for M20 grade concrete

1

1.12 N/sqmm

Hence,Tc' = 1.12 N/sqmm

1.12 >0.760

Hence,the section provided is safe from two-way shear point of view

iv)Check for transfer of bearing stress:-

1353.94KN

In any case, the column face governs.Force transferred to the base through column

at the interface = 2430.00KN >1353.94KN

Hence O.K

There is no need to design separate dowel bars to tranfer the load to the base of the footing

Hence perimetre of the preriphery b0 =

Hence,the factored shear force VFd

= qu(B2-AB2)=

Nominal shear stress Tv = VFd

/b0d =

Tc' =k

s . T

c

ks = (0.5+l/b)> 1

Hence ks =

Tc = 0.25(f

ck)1/2 =

Pu =

Compressive bearing resistance = 0.45 fck

(A1/A

2)1/2.

For the column face A1/A

2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.

DESIGN OF RECTANGULAR FOOTINGS(2,3) Design Parametres:-


Load calculations:-




183.75KN/sqm












79.40KN-m


(1/6)xbd2 =

pu + m

u =

pu - m

u =









= 191.93mm


394.00mm











119.83KN





0.344 N/sqmm 135.54KN



ckbd2

[Mu/(0.138f

ckb)]0.5



=


Hence Vuc

=

0.344 >0.304

















97.83KN





0.291 N/sqmm 114.65KN

0.291 >0.248



=


Hence Vuc

=




3076mm

903.41KN

0.75 N/sqmm


1

1.12 N/sqmm


1.12 >0.750



994.61KN



Hence O.K




= qu(B2-AB2)=


/b0d =

Tc' =k

s . T

c

ks = (0.5+l/b)> 1

Hence ks =

Tc = 0.25(f

ck)1/2 =

Pu =


(A1/A

2)1/2.



DESIGN OF RECTANGULAR FOOTINGS(16,17) Design Parametres:-


Load calculations:-




183.75KN/sqm












50.25KN-m


(1/6)xbd2 =

pu + m

u =

pu - m

u =









= 184.41mm


344.00mm











121.68KN





0.366 N/sqmm 125.90KN



ckbd2

[Mu/(0.138f

ckb)]0.5



=


Hence Vuc

=

0.366 >0.354

















72.54KN





0.291 N/sqmm 100.10KN

0.291 >0.211



=


Hence Vuc

=




2876mm

712.70KN

0.72 N/sqmm


1

1.12 N/sqmm


1.12 >0.720



788.99KN



Hence O.K




= qu(B2-AB2)=


/b0d =

Tc' =k

s . T

c

ks = (0.5+l/b)> 1

Hence ks =

Tc = 0.25(f

ck)1/2 =

Pu =


(A1/A

2)1/2.



DESIGN OF RECTANGULAR FOOTINGS(1,6,7,10,11,14,15,16,17,20) Design Parametres:-


Load calculations:-




183.75KN/sqm












50.12KN-m


(1/6)xbd2 =

pu + m

u =

pu - m

u =









= 166.20mm


294.00mm











112.46KN





0.388 N/sqmm 114.07KN



ckbd2

[Mu/(0.138f

ckb)]0.5



=


Hence Vuc

=

0.388 >0.383

















81.27KN





0.314 N/sqmm 92.32KN

0.314 >0.276



=


Hence Vuc

=




2676mm

659.07KN

0.84 N/sqmm


1

1.12 N/sqmm


1.12 >0.840



629.28KN



Hence O.K




= qu(B2-AB2)=


/b0d =

Tc' =k

s . T

c

ks = (0.5+l/b)> 1

Hence ks =

Tc = 0.25(f

ck)1/2 =

Pu =


(A1/A

2)1/2.



6 25 2946.4298 25 3928.571 12 16 2413.714

14 16 2816

6 20 1885.714

16 12 1810.286

DESIGN OF FOOTINGS(130,131) Design Parametres:-


Load calculations:-




183.75KN/sqm



Provide square footing of size 1.50mx1.50m,the area comes to 2.25SqmWidth = 1.50mDepth = 1.50m












(1/6)xbd2 =

pu + m

u =

pu - m

u =



= 113.68mm


However assume 250mm overall depth,then the effective depth comes to 194.00mm




Provide 12mm bars at a spacing of 160mm



ii)One way shear criteria:-


78.03KN





0.410 N/sqmm 79.54KN

0.410 >0.402




1836mm

Maximum factored bending moment = Mu =


ckbd2

[Mu/(0.138f

ckb)]0.5


=


Hence Vuc

=


361.04KN

1.01 N/sqmm


1

1.12 N/sqmm


1.12 >1.010



296.01KN



Hence O.K



= qu(B2-AB2)=


/b0d =

Tc' =k

s . T

c

ks = (0.5+l/b)> 1

Hence ks =

Tc = 0.25(f

ck)1/2 =

Pu =


(A1/A

2)1/2.



DESIGN OF ONE WAY SLAB:-Design Parametres:-Unit weight of RCC = 25KN/cumConcrete mix : M20Steel : Fe415Cover to Reinforcement : 20mmCharacteristic compressive strength of concrete = 20N/sqmmYield strength of steel = 415N/sqmmItem Slab panel Description

S5

10.64

3.06

3.48Overall depth required in mm 118

1.00

0.125Dia.of bars assumed 8mmDead load in KN/sqm 4.125Live load in KN/sqm 4.00Floor finishes in KN/sqm 1.00Total Load in KN/sqm 9.125

12.82

68.14

10119.15

48.48

381.87

401.92

287.09

Length of slab panel ly in m

Width of slab panel lx in m

ly/l

x

Width of slab panel considered 'b' in 'm'

Depth provided 'D' in 'm'

Design Moment Me1(-)ve

in KN-m

Effective depth for balanced section in 'mm'

Effective depth provided 'd' in 'mm'Actual depth of neutral axis 'x

u' in

'mm'Maximum depth of neutral axis 'x

umax'

in 'mm'Area of steel required A

st in 'mm2'

Main Steel provided at continuous edge

8mm@125mm c/c

Area of steel provided in mm2

Dist. Steel provided at continuous edge

8mm@175mm c/c


DESIGN OF ONE WAY SLAB:-

Slab panel Description

DESIGN OF TWO WAY SLAB:-Design Parametres:-Unit weight of RCC = 25KN/cumConcrete mix : M20Steel : Fe415Cover to Reinforcement : 25mmCharacteristic compressive strength of concrete = 20N/sqmmYield strength of steel = 415N/sqmmItem Slab panel Description

4.35 3.59 4.38 2.82

2.82 2.97 2.97 1.91

1.54 1.21 1.47 1.48Overall depth required in mm 88 93 93 60

1.00 1.00 1.00 1.00

0.125 0.125 0.125 0.125Dia.of bars assumed 8mm 8mm 8mm 8mmDead load in KN/sqm 4.125 4.125 4.125 4.125Live load in KN/sqm 4.00 4.00 4.00 4.00Floor finishes in KN/sqm 1.00 1.00 1.00 1.00Total Load in KN/sqm 9.13 9.13 9.13 9.13

0.078 0.059 0.057 0.057

5.66 4.75 4.59 1.90

0.059 0.059 0.044 0.044

Short span(+) moment at mid span 4.28 4.75 3.54 1.460.047 0.057 0.037 0.037

3.41 4.59 2.98 1.23

0.035 0.043 0.028 0.028

Long span(+) moment at mid span 2.54 3.46 2.25 0.938.49 7.12 6.88 2.85

55.46 50.8 49.93 32.11

96 96 96 9613.03 10.82 10.43 4.19

46.08 46.08 46.08 46.08

259.76 215.73 208.04 83.65

8mm@150mm c/c 8mm@150mm c/c

334.93 334.93 334.93 287.09

6.42 7.12 5.31 2.20

S1(End Panel)--Two adjacent edges discontinuous

S2(Portico Panel)--Three edges discontinuous(One short edge continuous)

S3(Interior Panel)--One short edge discontinuous

S4(Interior Panel)--One short edge discontinuous

Length of slab panel ly in m

Width of slab panel lx in m

ly/l

x

Width of slab panel considered 'b' in 'm'

Depth provided 'D' in 'm'

Short span(-) moment coefficient at continuous edge

Short span(-) moment at continuous edge

Short span(+) moment coefficient at mid span

Long span(-) moment coefficient at continuous edge

Long span(-) moment at continuous edge

Long span(+) moment coefficient at mid span


in KN-m


Effective depth provided 'd' in 'mm'Actual depth of neutral axis 'x

u' in


umax'


st in 'mm2'

Main Steel provided at continuous edge

8mm@150mm c/c

8mm@175mm c/c


Design Moment Me1(+)ve

in KN-m

48.24 50.8 43.87 28.21

9.7 10.82 7.96 3.22

46.08 46.08 46.08 46.08

193.49 215.73 158.8 64.29

Main Steel provided at mid span 8mm@150mm c/c 8mm@150mm c/c

334.93 334.93 334.93 287.09

5.12 6.88 4.47 1.85

43.05 49.93 40.23 25.87

7.66 10.43 6.66 2.7

46.08 46.08 46.08 46.08

152.72 208.04 132.75 53.94

8mm@175mm c/c 8mm@175mm c/c

287.09 287.09 287.09 287.09

Dist.steel at mid span 8mm@175mm c/c 8mm@175mm c/c


Actual depth of neutral axis 'xu' in


umax'


st in 'mm2'

8mm@150mm c/c

8mm@175mm c/c



in KN-m(Long span)Effective depth for balanced section in 'mm'

Actual depth of neutral axis 'xu' in


umax'


st in 'mm2'

Dist. Steel provided at continuous edge

8mm@175mm c/c

8mm@175mm c/c


8mm@175mm c/c

8mm@175mm c/c

Design CDPO Akiveedu Revised

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