15 Design of RCC Dome 23052014

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Calculation

Output note:EnterDatain note:En terDataincellsmarked cellsmarked

only

DesignofConcreteDomesasperIS456 1) GeometryofDome: Table1 ConcreteGradefc'

15 n/mm2

m(modularratio)

18

SteelGradefyallowable

��

0 5 . 7

140 n/mm2

DiameterofDomebaseAB=

15.00

m

RisePS

7.50

m

.:RadiusofDomer=AO=

7.50

m

CD=Diameterofopening=

1.60

m

0.04

m

PQ=riseofopening=h sinα=cd/(2*r)

0.1067

α=

6.1232

cosα=

0.9943

sinΦ=AB/(2*r)

deg

1.0000

Φ=

90.0000

7.50

radiusofdome

�� 7.50 � � �� 2) Loading: �� ThicknessofDome= ��

deg

SelfWtofDomeStructure=

7.50

100

LiveLoad

1.500 kn/m2

Total=w

4.000 kn/m2

WeightofLantern

22.00

kn

8.07

kn

13.93

kn

WeightofDomeShellCPD .:EffectiveWeightofLantern=WL

3) CalculationofStressesduetoCombinedLoading: Table2 M MeridonialStresses(N/mm2) er idoni al Str es s es ( N/m m 2)

mm

2.500 kn/m2

HoopStresses(N/mm2) H oop St ress es (N /m m2)

θ° D ue to w Duetow

D ue to W L DuetoWL

T otal Total

D ue to w Duetow


Total Total

6.1232

0.1504

0.2599

0.4103

0.1479

-0.2599

-0.1120

14.5109

0.1524

0.0471

0.1995

0.1380

-0.0471

0.0909

22.8986

0.1562

0.0195

0.1757

0.1202

-0.0195

0.1007

31.2862

0.1618

0.0110

0.1727

0.0946

-0.0110

0.0836

39.6739

0.1695

0.0073

0.1768

0.0614

-0.0073

0.0541

48.0616

0.1798

0.0053

0.1852

0.0207

-0.0053

0.0153

56.4493

0.1932

0.0043

0.1975

-0.0274

-0.0043

-0.0317

64.8370

0.2105

0.0036

0.2141

-0.0829

-0.0036

-0.0865

73.2246

0.2328

0.0032

0.2360

-0.1462

-0.0032

-0.1494

81.6123

0.2618

0.0030

0.2648

-0.2180

-0.0030

-0.2211

90.0000

0.3000

0.0030

0.3030

-0.3000

-0.0030

-0.3030

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-w.abqconsultants.com 500028-w.abqconsultants.com


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Calculation

Output

4) HoopStressinabsenceofLiveLoad: HoopStressinabsenceofLiveLoadthiswillincreasetheTensileStressintheupperportionofthe Dome,speciallyneartheperipheryoftheopening.However,meridonalthrustwillnotincreaseby increasingtheLiveLoad. s el f wt = selfwt=

2.5 2.5

kn

.:EffectiveWeightofLantern=WL

=

2 2.00 22.00

-

=

16.959

kn

2 .5 2.5

x

2Π x

7 .5 7.5

x

0.043 0.043

T hus the H oop Str ess es due to s el f w eight s wt w ill be dec r eased in a r at io ThustheHoopStressesduetoselfweightswtwillbedecreasedinaratio

2 50 250

==

0.625 0. 625

=

1.217 1.217

400 whiletheHoopStressesduetoweightoflanternWLwillbeincreasedby

1 16.959 6.959

TheResultsareTabulatedbelow.

13.935

Table3 Thusweseethatthemaximumhooptensionattheopening

HoopStresses(N/mm2) θ°

hasbeenincreasedfrom D ue to w Duetow


0.0924

-0.3163

n/mm2 to

-0.2239

n/mm2

Total Tot al 5)

6.1232

-0.1120

ProvisionofReinforcement:

-0.2239 MaximumCompressiveStress=

0.4103

n/mm2

MaximumHoopTensileStress=

-0.2239

n/mm2

14.5109

0.0862

-0.0573

0.0289

22.8986

0.0751

-0.0238

0.0514

31.2862

0.0591

-0.0133

0.0458

meridian =

39.6739

0.0384

-0.0088

0.0295

.: Area of Steel

48.0616

0.0129

-0.0065

0.0064

Temperature Steel =

56.4493

-0.0171

-0.0052

-0.0223

64.8370

-0.0518

-0.0044

-0.0562

Safe

.:MaximumHoopTensileStresspermeterlengthof -0.2239 =

x

100

x

1000

-22389.11 N =

22389

=

160

mm2/m

140 0.15

x

100

x

1000

100 =

150

mm2/m

.: Total Reinforcement : = use Hence Provide 73.2246

-0.0914

-0.0039

310

mm2/m

8

mm Φ @

162

mmc/c

8

mm Φ @

160

mmc/c

ok

-0.0953 InPortionwherenoHoopTensionisdeveloped

81.6123

-0.1363

-0.0037

-0.1400

provide0.15%reinforcement use

90.0000

-0.1875

-0.0036

-0.1911

Hence Provide

=

150

mm2/m

8

mm Φ @

335

mmc/c

8

mm Φ @

300

mmc/c


ok


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6)

Calculation

Output

DesignforLowerRingBeam:

M er idonal Thr ust per M eter l ength of the D om e at i t's Base = MeridonalThrustperMeterlengthoftheDomeatit'sBase= = H ori z ontal c om ponent T per unit length : HorizontalcomponentTperunitlength:

=

..:HoopTensiontryingtorupturetheBeam: : H oop Tensi on tr yi ng to r uptur e the Beam :

30296 =

x

0.3030

x

30296

n/m

cos

0

x

15

90.00

=

=

0

100

x

1000

0

n/m

n

2 .: Area of Steel

=

0

=

0

mm2/m

use

140

As =

10 79

mm Φ

mm2 >

HenceProvideRings

10

1 0

mmΦ

nos mm2

6

ok

nos

ok

EquivalentareaofcompositesectionofBeamofareaofcross-sectionofareaA: = A + (m - 1)*Ast

=

A

+

=

A

+

Allowing Tensile Stress of

1.2

18

x

78.5

x

6

8482

n/mm2 in composite section, we have

1.2

=

0 (A+

SolvingFromwhich A conc weget

=

-8482

mm2

.:

Provide a Ring Beam size Area=

Stirrups Note:RingBeamisassumed

200

40000

HenceProvideRings 6

mm Φ

8482

mm2 > 10

mmΦ @

160

x

)

200

-8482 6

ok nos

mm c/c

0 0 2

tobecontinouslysupportedby concretewallfrombelow.

RingBeam

200


ok ok

15 Design of RCC Dome 23052014

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