RCC Domes

Prep Pr epar ared edb by: y:

Jobno:

Date Da te: :

AbqConsultants

4

ABQuadri Verifiedby:

1

Sheet No :

1

cont'd

3

:

Revisionnote:

Date:

CalculationSheet

Project: Subject :

Description :

Ref

Calculation

Output note:EnterDatain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         1   .         4

140 n/mm2

DiameterofDomebaseAB=

12.10

m

RisePS

4.10

m

.:RadiusofDomer=AO=

6.51

m

CD=Diameterofopening=

1.60

m

0.05

m

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

0.1228

α=

7.0547

cosα=

0.9924

sinΦ=AB/(2*r)

6.51

6.05

68.2499

6.05

deg 2) Loading:

0.9288

Φ=

radiusofdome

ThicknessofDome= deg

100

2.500 kn/m2

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 eri doni al St res ses ( N/m m2) MeridonialStresses(N/mm2)

mm

SelfWtofDomeStructure=

HoopStresses(N/mm2) H oop Str ess es ( N /mm 2)

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

DuetoWL Due t o W L

Total

7.0547

0.1308

0.2256

0.3564

0.1278

-0.2256

-0.0978

13.1743

0.1320

0.0655

0.1975

0.1217

-0.0655

0.0562

19.2938

0.1340

0.0312

0.1652

0.1119

-0.0312

0.0807

25.4133

0.1369

0.0185

0.1554

0.0984

-0.0185

0.0800

31.5328

0.1407

0.0124

0.1531

0.0814

-0.0124

0.0690

37.6523

0.1454

0.0091

0.1545

0.0609

-0.0091

0.0517

43.7718

0.1513

0.0071

0.1584

0.0368

-0.0071

0.0297

49.8913

0.1585

0.0058

0.1643

0.0094

-0.0058

0.0036

56.0109

0.1671

0.0049

0.1721

-0.0215

-0.0049

-0.0264

62.1304

0.1776

0.0044

0.1819

-0.0558

-0.0044

-0.0601

68.2499

0.1901

0.0039

0.1940

-0.0936

-0.0039

-0.0975

Prep By : A B Quadri- Abq Consultants - 9959010210 - em-abquadr [email protected]@yahoo.com-12-2-826/2 826/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-w.abqconsultants.com 500028-w.abqconsultants.com

Preparedby:

Jobno:

Date:

AbqConsultants

4

ABQuadri Ver ifi ed by :

1

Sheet No :

1

cont'd:

3

Revisionnote:

Dat e :

CalculationSheet

Project: Subject :

Description :

Ref 

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. self wt = selfwt= selfwt=

2.5 2.5

kn

.:EffectiveWeightofLantern=WL

=

22.00

-

=

16.954

kn

2.5

x

2Π x

6.514 x

0.049

Thus the Hoop Stresses due to self weight swt will be decreased in a ratio ThustheHoopStressesduetoselfweightswtwillbedecreasedinaratio

250

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

16.954

TheResultsareTabulatedbelow.

13.927

==

0.625

=

1.217

400

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

HoopStresses(N/mm2)  θ°

hasbeenincreasedfrom Duetow 

Due DuetoWL to WL

Total  Total  

7.0547

0.0799

-0.2746

-0.1948

13.1743

0.0760

-0.0798

-0.0037

19.2938

0.0699

-0.0379

0.0320

25.4133

0.0615

-0.0225

0.0390

meridian =

31.5328

0.0509

-0.0151

0.0357

.: Area of Steel

5)

-0.0978

n/mm2 to

-0.1948

n/mm2

ProvisionofReinforcement:

MaximumCompressiveStress=

0.3564

n/mm2

MaximumHoopTensileStress=

-0.1948

n/mm2

Safe

.:MaximumHoopTensileStresspermeterlengthof  -0.1948 =

x

100

x

1000

-19475.23 N =

19475

=

139

mm2/m

140 37.6523

0.0380

-0.0111

0.0269

Temperature Steel =

0.15

x

100

x

1000

100 43.7718

0.0230

-0.0087

0.0144

=

150

mm2/m

.: Total Reinforcement : = 49.8913

0.0059

-0.0071

-0.0012

use Hence Provide

56.0109

-0.0134

-0.0060

289

mm2 / m

8

mm Φ @

174

mmc/c

8

mm Φ @

160

mmc/c

ok

-0.0194 InPortionwherenoHoopTensionisdeveloped

62.1304

-0.0348

-0.0053

-0.0401

provide0.15%reinforcement use

68.2499

-0.0585

-0.0048

-0.0633

Hence Provide

=

150

mm2/m

8

mm Φ @

335

mmc/c

8

mm Φ @

300

mmc/c

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

ok

Preparedby:

Job no :

Date:

AbqConsultants

4

ABQuadri Ver ifi ed by :

1

Sheet No :

1

cont'd:

3

Revisionnote:

Dat e :

CalculationSheet

Project: Subject :

Description :

Ref

6)

Calculation

Output

DesignforLowerRingBeam:

Meridonal Thrust per Meter length of the Dome at it's Base = MeridonalThrustperMeterlengthoftheDomeatit'sBase= = Horizontal component T per unit length : HorizontalcomponentTperunitlength:

=

.: Hoop Tension trying to rupture the Beam : .:HoopTensiontryingtorupturetheBeam:

19405 =

x

0.1940

x

19405

n/m

cos

7191

x

12

100

68.25

=

=

43503

x

1000

7191

n/m

n

2 .: Area of Steel

=

43503

=

311

mm2/m

use

140

As =

10 314

mm Φ

mm2 >

HenceProvideRings

10

4 311

nos mm2

mmΦ

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

=

43503 (A+

SolvingFromwhich A conc weget

=

27771

mm2

.:

Provide a Ring Beam size Area=

40000

HenceProvideRings Stirrups Note:RingBeamisassumed

6

mm Φ

8482

200 mm2 > 10 @

x

)

200

27771

mmΦ

6

160

mm c/c

ok nos

        0         0         2

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

RingBeam

200

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

ok ok