design folder mps site-i 04-06-14

8/12/2019 Design Folder MPS Site-I 04-06-14

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STRUCTURE DESIGN CALCULATIONS

OF

67.5 MLD MPS

For

CETP BAWAL

AT SITE-I, HSIIDC BAWAL.

CLIENT :A.G.M., HSIIDC I.A.), BAWAL.

SUBMITTED BY:

GIRDHARI LAL AGGARWAL CONTRACTORS PVT. LTD.

HOUSE NO. 541, SECTOR 21, PANCHKULA - 134116 (HR.)

PH.-0172-2586541, 2585415(O), 2583941(F),

09416045683, 09416046683, 09501034541, 09501018541

EMAIL:[email protected]


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DESIGN BASIS


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REFERENCES CODES AND STANDARDS


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DESIGN METHODOLOGY

List of abbreviations along with units :

2.0 Steps followed in design :

4. Vertical moments :


5/157

5. Horizontal moments :

6. Limit State design for vertical as well as horizontal moments :


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DESIGN OF W LLS

Page 5


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Design of Wall: W1 Location: WET WELL - INTERNAL WALL

DESIGN DATA

D=Diaoftank(m) BOW=Bottomofwall(m) TOW=Topofwall(m)

GWT=Groundwatertable(m) BOF=Bottomoffill(m)

Lengthofwallalongitscentreline(m)=PI()*(Dia+thicknessatbottom)

Dia D: 12.00 BOF: 245.40 GWT: 255.87 Length of Wall (m) : 39.43

BOW: 245.40 TOW: 257.00

TOF=Topofrespectivefill

HOF=Heightofrespectivefill DesignHOFa=MaxofboththeHOFs

Fill TypeTOF

m

HOF

m

Design

HOF a

Fill 1 Earth 245.50 0.10 8.30

Fill 2 Water 253.70 8.30 8.30

Height of wall from BOF (m) = 11.60 Design Height of Wall (m) = 8.30

Height of wall from BOW (m) = 11.60

Width Th Addl DL LL T Load

m mm kN/m2

kN/m2

kN/m2

- - - - -- - - - -

AdditionalDLonwalkwayasaboveexcludesSelfweight

TLoad=TotalLoad/m2= (25*Th/1000)+AddlDL+LL

- -

- -

WalkwayonFill2sidewillcausemomentonFill1sideandviceversa

Walkwaymoment=TLoad*Width^2/2

MomentonFill1facemeansmomentcausestensiononfill1faceandviceversa

Totaladditionalmoment=Walkwaymoment+Additionalmoment

- on Fill 2 face: -

NotesonAdditionalmoment,ifany:

Total additional moment on Fill 1 face (kN-m/m):

Cantilever walkway on Fill 1 Side

Walkway moment on Fill 1 face (kN-m/m): on Fill 2 face:

Additional moment on Fill 1 face (kN-m/m): on Fill 2 face:

Detail of Walkways


General Comments, if any

Page 6


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DESIGN PARAMETERS

fck = 30 fy = 500 m = 9.33 Es = 2.E+05 N/mm2

N/mm2

N/mm2

N/mm2

k= coefficientofactiveearthpressure 0.333

1.000

c= Clearcovertoreinforcement

= Density

kN/m

3

w

=

Densityof

sewage

water

(kN/m

3

)=

10.5d= Densityofdrysoil(kN/m

3)= 18.0

sat= Densityofsaturatedsoil(kN/m3)= 20.0

sub= Densityofsubmergedsoil=sat = 10.0

= Diaofreinforcement c'= Effectivecover=c+0.5*

w= Permissiblecrackwidth s= Spacingofreinforcement

cr=maximumspacingoftensilebarfromouteredgeofconcrete(mm)

Notethatthecrackwidthiscalculatedfortheabovevaluesofdia,spacings,effectivecoverc'

andcr

Revised values of k for Fill 1 and Fill 2

Revisedvalueofkiscalculatedforfill1orfill2,asrequiredtoequalizetheheightofbothfills.

k'(Fill1)= k(Fill1)*HOF1^2/(MAX(HOF1,HOF2)^2)= 0.000


Valueofk'forearthisfurherrevisedtotakeintoaccounttheeffectofwatertable,ifapplicable

k' c w s c' cr

mm mm mm mm mm mm kN/m3

Fill 1 Earth 0.000 30 16 0.2 250 38 122.65 18.0

Fill 2 Water 1.000 45 16 0.2 250 53 127.77 10.5

ASSUMED THICKNESS OF WALL AT VARIOUS LEVELS

0.00 11.60 - - 11.60

550 300 - - Taper = One side

425

8.30

Thickness of wall to be used for design: H2/Dt = 10.438

Provided thickness

Average thickness of wall t (mm) =

Design Height of Wall H (m) =

Max Thickness

Fill Type

Height from bottom Height above BOF =

k(Fill1=Earth)=

k(Fill2=Water)=

Page 7


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Designing for Vertical Moments

Verticalmomentsarecalculatedforthefollowingtwocase:

Case1: Fill1acting;Fill2notacting


CoefficientsforverticalmomentsaretakenfromTable10ofIS3370(PartIV)basedonvalueofH^2/Dt

Baseisassumedtobefixedforcalculatingverticalmoments

Verticalmoment(kNm/m)= Coefficient*k'**H^3

VerticalmomentsarecalculatedforbothCase1andCase2.

Case1andCase2momentsaresegregatedasfollowsdependingonwhethertheseare+veorve.

Case1 Fill1momentsarenegativemoments.Case1 Fill2momentsarepositivemoments.

Case2 Fill1momentsarepositivemoments.Case2 Fill2momentsarenegativemoments.

AbsolutevaluesofFill1andFill2momentsarewrittenforbothcases.

EnvelopeFill

1moment

=Max

(Case

1

Fill1,

Case

2

Fill1)

moment

EnvelopeFill2moment=Max(Case1 Fill2,Case2 Fill2)moment

Case 1

moment

Case 1 Fill

1 moment

Case 1

Fill 2

moment

Case 2

moment

Case 2 Fill

1 moment

Case 2

Fill 2

moment

Fill 1

moment

kN-m/m

Fill 2

moment

kN-m/m

11.600

8.300 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7.470 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6.640 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5.810 0.0001 0.000 0.000 0.000 0.600 0.600 0.000 0.600 0.000

4.980 0.0004 0.000 0.000 0.000 2.402 2.402 0.000 2.402 0.0004.150 0.0006 0.000 0.000 0.000 3.602 3.602 0.000 3.602 0.000

3.320 0.0018 0.001 0.000 0.001 10.807 10.807 0.000 10.807 0.001

2.490 0.0028 0.001 0.000 0.001 16.811 16.811 0.000 16.811 0.001

1.660 0.0028 0.001 0.000 0.001 16.811 16.811 0.000 16.811 0.001

0.830 -0.0010 0.000 0.000 0.000 -6.004 0.000 6.004 0.000 6.004

0.000 -0.0118 -0.006 0.006 0.000 -70.844 0.000 70.844 0.006 70.844

Calculating required reinforcement for Limit State of Strength

UnfactoredmomentM=Calculatedmomentforfill1/fill2+Addlmoment,ifanyforfill1/fill2

Reinforcementiscalculatedforfactoredmoments;LoadFactor=1.5

Mu=M*1.5 Mu=Factoredmoments

Alternatively,requiredreinforcementbasedonthevaluesofMu/bd2canbetakenfromSP16

ReferdesignParametersforvaluesofk'and forrespectivefills,whilecalculatingmomentsforCase1and

Case2.

Height

from

bottom

m

Coeff

Case 1 Unfactored kN-m/m Case 2 Unfactored kN-m/m Envelope

Page 8


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MinreinforcementiscalculatedaspertheprovisionsofIS3370(Part2) 2009

Percentageofminreinforcement%= 0.35

Minreinforcement(mm2)=reinf%*1000*surfacezonethickness/100

Reiforcementrequired=Max(AstforMu,Minreinforcement)

Heightfrom

bottom

Momentunfactor

M

MomentMu

Factor

ProvidedTh D

d = D - c' Mu/bd2 % Ast Ast for

MuMin Reinf Reinf

required

m kN-m/m kN-m/m mm mm mm2

mm2

mm2

11.600 300 525 525

8.300 0.00 0.00 371 333 0.000 0.000 0 649 649

7.470 0.00 0.00 389 351 0.000 0.000 0 681 681

6.640 0.00 0.00 407 369 0.000 0.000 0 712 712

5.810 0.60 0.90 425 387 0.006 0.001 5 743 743

4.980 2.40 3.60 443 405 0.022 0.005 20 775 775

4.150 3.60 5.40 461 423 0.030 0.007 29 806 806

3.320 10.81 16.21 478 440 0.084 0.019 85 837 837

2.490 16.81 25.22 496 458 0.120 0.028 127 869 8691.660 16.81 25.22 514 476 0.111 0.026 122 875 875

0.830 0.00 0.00 532 494 0.000 0.001 7 875 875

0.000 0.01 0.01 550 512 0.000 0.000 0 875 875

Height

from

bottom

Moment

unfactor

M

Moment

Mu

Factor

Provided

Th Dd = D - c' Mu/bd

2 % AstAst for

MuMin Reinf

Reinf

required


mm2

mm2

11.600 300 525 525

8.300 0.00 0.00 371 318 0.000 0.000 0 649 649

7.470 0.00 0.00 389 336 0.000 0.000 0 681 681

6.640 0.00 0.00 407 354 0.000 0.000 0 712 712

5.810 0.00 0.00 425 372 0.000 0.000 0 743 743

4.980 0.00 0.00 443 390 0.000 0.000 0 775 775

4.150 0.00 0.00 461 408 0.000 0.000 0 806 806

3.320 0.00 0.00 478 425 0.000 0.000 0 837 837

2.490 0.00 0.00 496 443 0.000 0.000 0 869 869

1.660 0.00 0.00 514 461 0.000 0.000 0 875 875

0.830 6.00 9.01 532 479 0.039 0.009 43 875 875

0.000 70.84 106.27 550 497 0.430 0.101 500 875 875

Designing for Hoop Tension H2

/Dt = 10.438

HooptensioniscalculatedforCase1(Fill1acting,Fill2notacting)only

Case2(Fill2acting,Fill1notacting)willcausehoopcompression.

CoefficientsforhooptensionT1fortriangularloadsaretakenfromTable12ofIS3370(PartIV)

Baseisassumedtobehingedforcalculatinghooptension

HooptensionT1(kN/m)= Coefficient*k'**H*R R=radiusoftank

ReferdesignParametersforvaluesofk'and forrespectivefills,whilecalculatinghooptension

Fill 2 reinforcement

Surfacezonethickness=0.5*D(max250mm)


Page 9


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HooptensionT2iscalculatedforaddlmomentsasperTable16ofIS3370(PartIV)

Additionalmoment=Maxof(Fill1,Fill2)additionalmoment=

HooptensionT2(kN/m)= Coefficient*M*R/H2

R=radiusoftank

TotalHooptensionT=HooptensionT1+HooptensionT2

Coeff

Tension

unfactor

T1

CoeffTension

unfactor T2

m kN/m kN/m kN/m

11.600

8.300 -0.0067 0.00 0.2341 0.00 0.00

7.470 0.0954 0.00 -0.1906 0.00 0.00

6.640 0.1993 0.01 -0.6006 0.00 0.01

5.810 0.3090 0.01 -0.9444 0.00 0.014.980 0.4256 0.02 -0.8220 0.00 0.02

4.150 0.5496 0.02 0.6011 0.00 0.02

3.320 0.6656 0.03 4.5119 0.00 0.03

2.490 0.7344 0.03 11.5512 0.00 0.03

1.660 0.6872 0.03 82.4728 0.00 0.03

0.830 0.4426 0.02 21.9340 0.00 0.02

0.000 0.0000 0.00 0.0000 0.00 0.00


Reinforcementiscalculatedforfactoredtension;LoadFactor=1.5

Tu=T*1.5 Tu=Factoredtension

Permissiblestressinreinforcement(N/mm2)=0.87*fy

Requiredreinforcementoneachface=0.5*Tu*1000/(0.87*fy)

Areaofreinforcementisalsocalculatedfromthepointofviewofpermissibledirecttensioninconcrete

GrossareaofconcreteAc=1000*D+(m 1)*2*As As=Reinforcementoneachfaces

DirectTensioninconcretefct=T*1000/Ac

ReferclauseB2.1.1ofIS4562000forpermissiblevalueofdirecttension

Permissiblevalueofdirecttensioninconcretect(N/mm2)= 3.6

Requiredreinforcementforpermissibledirecttension=(T*1000 ct*1000*D)/(2*(m 1)*ct)

If

reinforcement

reqd

comes

out

to

be

negative,

it

is

taken

as

zero.

Reiforcementrequired=Max(AstforTu,AstforDirectTension,Minreinforcement)

Height

from

bottom

Tension due to

triangular load

Addl Tension due to

addl moment Total

tension

unfcator T

Page 10


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Height

from

bottom

Tension

unfactor

T

Tension

Tu Factor

Ast for

Tu per face

Provided

Th D

Ast for

Direct

Tension

per face

Min Reinf

Reinf

required

per face

m kN/m kN/m mm2

mm mm2

mm2

mm2

11.600 300 525 525

8.300 0.00 0.00 371 0 649 649

7.470 0.00 0.01 389 0 681 681

6.640 0.01 0.01 0 407 0 712 712

5.810 0.01 0.02 0 425 0 743 743

4.980 0.02 0.03 0 443 0 775 775

4.150 0.02 0.04 0 461 0 806 806

3.320 0.03 0.04 0 478 0 837 837

2.490 0.03 0.05 0 496 0 869 869

1.660 0.03 0.04 0 514 0 875 875

0.830 0.02 0.03 0 532 0 875 875

0.000 0.00 0.00 0 550 0 875 875

Summary of Reinforcement (Provided)

Verical Reinforcement

Height

from

bottom

Ast

requiredBreaks at

Height

from

bottom

Ast

requiredBreaks at

m mm2 m m mm

2 m

11.600 525 11.600 525

8.300 649 8.300 649

7.470 681 7.470 681

6.640 712 6.640 712

5.810 743 5.810 7434.980 775 4.980 775

4.150 806 4.150 806

3.320 837 3.320 837 3.50

2.490 869 2.490 869

1.660 875 1.660 875

0.830 875 0.830 875

0.000 875 0.000 875

Reinforcement for Hoop Tension

Height

from

bottom

Ast

requiredBreaks at

m mm2 m

11.600 525

8.300 649

7.470 681

6.640 712

5.810 743

00000+12120

00000+12120

00000+12120

00000+12120

00000+12120

Reinforcement

provided each face

10200+12200 00000+12100

10200+12200 00000+12100

10200+12200 00000+12100

10200+12200 00000+12100

10200+12200 10200+12200

10200+12200 10200+12200

10200+12200 10200+12200

10200+12200 10200+12200

10200+12200 10200+12200

10200+12

200 10

200+12

200

10200+12200 10200+12200

10200+12200 10200+12200

Reinforcement

provided

Reinforcement

provided

Fill 1 Reinforcement Fill 2 Reinforcement

Page 11


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4.980 775

4.150 806

3.320 837

2.490 869

1.660 875

0.830 875

0.000 875 0.00

Check for Shear H

2

/Dt = 10.438

Shearatbase(kN/m)= Coefficient*k'**H^2

ShearatbaseiscalculatedforbothCase1andCase2.

Checkforshearisdoneforlargerofthetwovalues.

H Shear

kN/m3

m kN/m

Case 1 0.155 0.000 18.0 8.30 0.01

Case 2 0.155 1.000 10.5 8.30 112.23

FactoredShearVu=1.5*V

Ast=providedtensionreinf Fill1reinfforCase1&Fill2reinfforCase2

%Ast=Ast(provided)*100/(1000*d)

Shearstrengthofconcreteciscalculatedfromtable19ofIS456 2000

Shearstrengthismultipliedbyfactorforenhancedshearstrengthofconcretenearsupport.

Referclause40.5and40.2.1.1ofIS4562000forenhancementofshearstrength

cismultipliedby2forshearstrengthatedge,becauseshearstressbeingveryclosetosupport

cisalsomultipliedbyanotherfactorforsolidslabs1.0to1.3dependingonthicknessofslab

c,max

is

as

per

table

20

of

IS

456

2000

CheckforshearisOK,ifv


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Moment= 10kNm/m

Checking crack width - Case 1 - Fill 1 - Vertical moments

Data for check of crack width

Ast Fill 1

As

Ast Fill 2

As'

m mm kN-m/m mm2

mm2

11.60

8.30 371 0.00 958 958

7.47 389 0.00 958 958

6.64 407 0.00 958 958

5.81 425 0.60 958 958

4.98 443 2.40 958 958

4.15 461 3.60 958 958

3.32 478 10.81 958 958

2.49 496 16.81 958 1131

1.66 514 16.81 958 1131

0.83 532 0.00 958 11310.00 550 0.01 958 1131

MomentMistheforcesactingonthesection

As=Reinforcementontensionface ; As'=Reinforcementoncompressionface/lesstensileface

Procedureforcalculationofcrackwidth SectioninBending

Notethatthecrackwidthiscalculatedforvaluesofdia,spacingsandcr

asgivenindesignparameters.

CalculatingdepthofNAfortheprovidedreinforcementAsandAs'

fc=stressinextremecompressionfibre

fsandfs'=stressinreinfneartensionandcompressionfacerespectively

x=DepthofNA

d=Effectivedepth=D c' c'=Effectivecover(mm)= 38

d'=distanceofcentreofcompressionreinforcementfromextremecompressionfibre= 53

Relationbetweenthestressesisasgivenbelow:

Height

from

bottom of

Overall

thicknes

D

Moment

M

Provided reinf

Page 13


15/157

NetTensionT=TotaltensileforceT TotalcompressiveforceC

Takingmomentaboutthetensionreinforcement

Aboveequations

are

solved

for

the

values

of

fc,

fs,

fs'

and

x.

ReferIS3370(Part2) 2009forcrackwidthcalculations

1=Straininextremetensionfibre=

2=Strainduetostiffeningeffectinconcrete=

m=Averagesurfacestrain=1 2

Crack

width

w

=

Permissiblevalues

Stressinreinforcement(N/mm2)=0.8*fy= 400

Bendingstressinextremecompressionfibrefc(N/mm2)=0.45*fck= 13.5

Directtensioninconcretefct(N/mm2)= 3.6

Crackwidthw(mm)= 0.2

Height

from

bottom of

wall

check

fs x 1 2 m w fc

m N/mm2 mm mm N/mm

2

11.60

8.30 0.0 67.1 0.0000 0.0006 -0.0006 -0.1381 0.0

7.47 0.0 69.0 0.0000 0.0006 -0.0006 -0.1472 0.0

6.64 0.0 70.8 0.0000 0.0007 -0.0007 -0.1563 0.0

5.81 1.7 72.6 0.0000 0.0007 -0.0007 -0.1631 0.0

4.98 6.6 74.3 0.0000 0.0007 -0.0007 -0.1655 0.2

4.15 9.5 76.1 0.0001 0.0007 -0.0007 -0.1707 0.2

3.32 27.2 77.7 0.0002 0.0008 -0.0006 -0.1545 0.6

2.49 40.6 79.0 0.0002 0.0008 -0.0006 -0.1445 0.9

1.66 39.0 80.6 0.0002 0.0008 -0.0006 -0.1561 0.90.83 0.0 82.2 0.0000 0.0009 -0.0009 -0.2228 0.0

0.00 0.0 83.7 0.0000 0.0009 -0.0009 -0.2325 0.0

All OK All OK All OK

section in bending crack width calculations

Page 14


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Ast Fill 2

As

Ast Fill

As'

m mm kN-m/m mm2

mm2

11.60

8.30 371 0.00 958 958

7.47 389 0.00 958 958

6.64 407 0.00 958 958

5.81 425 0.00 958 958

4.98 443 0.00 958 958

4.15 461 0.00 958 958

3.32 478 0.00 958 958

2.49 496 0.00 1131 958

1.66 514 0.00 1131 958

0.83 532 6.00 1131 958

0.00 550 70.84 1131 958

Height

from

bottom of

wall

check

fs x 1 2 m w fc

m N/mm2 mm mm N/mm

2

11.60

8.30 0.0 63.9 0.0000 0.0006 -0.0006 -0.1609 0.0

7.47 0.0 65.8 0.0000 0.0007 -0.0007 -0.1704 0.0

6.64 0.0 67.7 0.0000 0.0007 -0.0007 -0.1801 0.0

5.81 0.0 69.6 0.0000 0.0007 -0.0007 -0.1899 0.0

4.98 0.0 71.4 0.0000 0.0008 -0.0008 -0.1997 0.04.15 0.0 73.2 0.0000 0.0008 -0.0008 -0.2096 0.0

3.32 0.0 74.9 0.0000 0.0008 -0.0008 -0.2196 0.0

2.49 0.0 82.6 0.0000 0.0007 -0.0007 -0.1915 0.0

1.66 0.0 84.4 0.0000 0.0007 -0.0007 -0.1999 0.0

0.83 11.8 86.2 0.0001 0.0007 -0.0007 -0.1904 0.3

0.00 133.9 88.0 0.0007 0.0008 0.0000 -0.0105 3.1


Checking crack width - Hoop Tension


T' T"Ast Fill 1

As

Ast Fill 2

As'

m mm kN/m kN/m kN/m mm2

mm2

11.60

8.30 371 0.00 942 942

7.47 389 0.00 0.00 0.00 942 942

6.64 407 0.01 0.00 0.00 942 942


Height

from

bottom of

Overall

thicknes

D

Direct

Tension

T

Section in Tension Provided reinf

Height

from

bottom of

Overall

thicknes

D

Moment

M

Provided reinf

Page 15


17/157

5.81 425 0.01 0.01 0.01 942 942

4.98 443 0.02 0.01 0.01 942 942

4.15 461 0.02 0.01 0.01 942 942

3.32 478 0.03 0.01 0.01 942 942

2.49 496 0.03 0.02 0.02 942 942

1.66 514 0.03 0.01 0.01 942 942

0.83 532 0.02 0.01 0.01 942 942

0.00 550 0.00 0.00 0.00 942 942

T'=tensiononexcesstensileface ; T"=tensiononlesstensileface

Sincethereisnomomentincircumferentialdirection,bothT'andT"willbeequal.

Procedureforcalculationofcrackwidth SectioninTension

Stressinreinfnearexcesstensilefacefs= T'*1000/As

Stressinreinfnearlesstensilefacefs'= T"*1000/As'

Inthiscase,bothfsandfs'willbeequal.

s=Strain

in

reinf

near

excess

tensile

face

=

Straingradient=

1=Straininextremetensionfibre=s+straingradientxd'



Crackwidthw=

Grossarea

of

concrete

Ac

=1000

*D

+(m

1)

*(As

+As')


check

fs fs' 1 2 m w fct

N/mm2

N/mm2 mm N/mm

2

0.0 0.0 0.0000 0.0006 -0.0006 -0.1407

0.0 0.0 0.0000 0.0007 -0.0007 -0.2531 0.0

0.0 0.0 0.0000 0.0007 -0.0007 -0.2647 0.0

0.0 0.0 0.0000 0.0008 -0.0008 -0.2764 0.0

0.0 0.0 0.0000 0.0008 -0.0008 -0.2880 0.0

0.0 0.0 0.0000 0.0008 -0.0008 -0.2996 0.00.0 0.0 0.0000 0.0008 -0.0008 -0.3113 0.0

0.0 0.0 0.0000 0.0009 -0.0009 -0.3229 0.0

0.0 0.0 0.0000 0.0009 -0.0009 -0.3346 0.0

0.0 0.0 0.0000 0.0009 -0.0009 -0.3462 0.0

0.0 0.0 0.0000 0.0009 -0.0009 -0.2364 0.0


section in tension crack width calculations

Page 16


18/157

Design of Wall: W2 Location: WET WELL - OUTER WALL

DESIGN DATA

D=Diaoftank(m) BOW=Bottomofwall(m) TOW=Topofwall(m)


Lengthofwallalongitscentreline(m)=PI()*(Dia+thicknessatbottom)

Dia D: 20.00 BOF: 245.40 GWT: 255.87 Length of Wall (m) : 64.87

BOW: 245.40 TOW: 257.00

TOF=Topofrespectivefill


Fill TypeTOF

m

HOF

m

Design

HOF a

Fill 1 Water 253.70 8.30 11.10

Fill 2 Earth 256.50 11.10 11.10




m mm kN/m2

kN/m2

kN/m2

- - - - -- - - - -



- -

- -





- on Fill 2 face: -






Detail of Walkways



Page 17


19/157

DESIGN PARAMETERS

fck = 30 fy = 500 m = 9.33 Es = 2.E+05 N/mm2

N/mm2

N/mm2

N/mm2


0.333


= Density

kN/m

3

w

=

Densityof

sewage

water

(kN/m

3

)=

10.5d= Densityofdrysoil(kN/m

3)= 18.0

sat= Densityofsaturatedsoil(kN/m3)= 20.0






andcr






Calculationofbasepressureforearth,ifGWTaboveBOW

H=Designheightofwall(m)= 11.10

hw=HeightofWTfromBOF(m)= 10.47

(a)Basepressureofdrysoil(kN/m2)=k'd(Hhw)= 3.78

(b)Basepressureofsubmergedsoil(kN/m2)=k'subhw= 34.87

(c)Basepressureofwater(kN/m2)=whw= 104.70

Totalbasepressure=(a)+(b)+(c)= 143.34

Revisedvalueofkforearthk'=Totalbasepressure/(d*Designheightofwall)= 0.717

k(Fill1=Water)=

k(Fill2=Earth)=

Page 18


20/157

k' c w s c' cr

mm mm mm mm mm mm kN/m3

Fill 1 Water 0.559 45 16 0.2 250 53 127.77 10.5

Fill 2 Earth 0.717 30 16 0.2 250 38 122.65 18.0


0.00 11.60 - - 11.60


475

11.10

Thickness of wall to be used for design: H2/Dt = 9.478


Verticalmomentsarecalculatedforthefollowingtwocase:



CoefficientsforverticalmomentsaretakenfromTable10ofIS3370(PartIV)basedonvalueofH^2/Dt

Baseisassumedtobefixedforcalculatingverticalmoments

Verticalmoment(kNm/m)= Coefficient*k'**H^3

VerticalmomentsarecalculatedforbothCase1andCase2.

Case1andCase2momentsaresegregatedasfollowsdependingonwhethertheseare+veorve.

Case1 Fill1momentsarenegativemoments.Case1 Fill2momentsarepositivemoments.

Case2 Fill1momentsarepositivemoments.Case2 Fill2momentsarenegativemoments.

AbsolutevaluesofFill1andFill2momentsarewrittenforbothcases.



Case 1

moment

Case 1 Fill

1 moment

Case 1

Fill 2

moment

Case 2

moment

Case 2 Fill

1 moment

Case 2

Fill 2

moment

Fill 1

moment

kN-m/m

Fill 2

moment

kN-m/m

11.600

11.100 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

9.990 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

8.880 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7.770 0.0001 0.803 0.000 0.803 1.766 1.766 0.000 1.766 0.8036.660 0.0005 4.015 0.000 4.015 8.831 8.831 0.000 8.831 4.015

5.550 0.0009 7.226 0.000 7.226 15.895 15.895 0.000 15.895 7.226

4.440 0.0021 16.861 0.000 16.861 37.088 37.088 0.000 37.088 16.861

3.330 0.0031 24.890 0.000 24.890 54.749 54.749 0.000 54.749 24.890

2.220 0.0028 22.482 0.000 22.482 49.451 49.451 0.000 49.451 22.482

1.110 -0.0015 -12.044 12.044 0.000 -26.492 0.000 26.492 12.044 26.492

0.000 -0.0128 -102.773 102.773 0.000 -226.062 0.000 226.062 102.773 226.062

Provided thickness

Average thickness of wall t (mm) =

Design Height of Wall H (m) =

Max Thickness

ReferdesignParametersforvaluesofk'and forrespectivefills,whilecalculatingmomentsforCase1and

Case2.

Height

from

bottom

m

Coeff

Case 1 Unfactored kN-m/m Case 2 Unfactored kN-m/m Envelope

Fill Type


Page 19


21/157


UnfactoredmomentM=Calculatedmomentforfill1/fill2+Addlmoment,ifanyforfill1/fill2

Reinforcementiscalculatedforfactoredmoments;LoadFactor=1.5

Mu=M*1.5 Mu=Factoredmoments

Alternatively,requiredreinforcementbasedonthevaluesofMu/bd2canbetakenfromSP16

MinreinforcementiscalculatedaspertheprovisionsofIS3370(Part2) 2009

Percentageofminreinforcement%= 0.35

Minreinforcement(mm2)=reinf%*1000*surfacezonethickness/100

Reiforcementrequired=Max(AstforMu,Minreinforcement)

Heightfrom

bottom

Momentunfactor

M

MomentMu

Factor

Provided


2 % AstAst for

MuMin Reinf

Reinf

required


mm2

mm2

11.600 300 525 525

11.100 0.00 0.00 315 262 0.000 0.000 0 551 551

9.990 0.00 0.00 349 296 0.000 0.000 0 610 610

8.880 0.00 0.00 382 329 0.000 0.000 0 669 669

7.770 1.77 2.65 416 363 0.020 0.005 17 727 727

6.660 8.83 13.25 449 396 0.084 0.019 77 786 786

5.550 15.89 23.84 483 430 0.129 0.030 128 844 844

4.440 37.09 55.63 516 463 0.259 0.060 279 875 8753.330 54.75 82.12 550 497 0.333 0.078 385 875 875

2.220 49.45 74.18 583 530 0.264 0.061 325 875 875

1.110 12.04 18.07 617 564 0.057 0.013 74 875 875

0.000 102.77 154.16 650 597 0.433 0.101 604 875 875

Height

from

bottom

Moment

unfactor

M

Moment

Mu

Factor

Provided


2 % AstAst for

MuMin Reinf

Reinf

required


mm2

mm2

11.600 300 525 525

11.100 0.00 0.00 315 277 0.000 0.000 0 551 5519.990 0.00 0.00 349 311 0.000 0.000 0 610 610

8.880 0.00 0.00 382 344 0.000 0.000 0 669 669

7.770 0.80 1.20 416 378 0.008 0.002 7 727 727

6.660 4.01 6.02 449 411 0.036 0.008 34 786 786

5.550 7.23 10.84 483 445 0.055 0.013 56 844 844

4.440 16.86 25.29 516 478 0.111 0.026 122 875 875

3.330 24.89 37.34 550 512 0.143 0.033 169 875 875

2.220 22.48 33.72 583 545 0.114 0.026 143 875 875


Surfacezonethickness=0.5*D(max250mm)


Page 20


22/157

1.110 26.49 39.74 617 579 0.119 0.027 159 875 875

0.000 226.06 339.09 650 612 0.905 0.216 1322 875 1322

Designing for Hoop Tension H2/Dt = 9.478

HooptensioniscalculatedforCase1(Fill1acting,Fill2notacting)only

Case2(Fill2acting,Fill1notacting)willcausehoopcompression.

Coefficients

for

hoop

tension

T1

for

triangular

loads

are

taken

from

Table

12

of

IS

3370

(Part

IV)

Baseisassumedtobehingedforcalculatinghooptension

HooptensionT1(kN/m)= Coefficient*k'**H*R R=radiusoftank

HooptensionT2iscalculatedforaddlmomentsasperTable16ofIS3370(PartIV)

Additionalmoment=Maxof(Fill1,Fill2)additionalmoment=

HooptensionT2(kN/m)= Coefficient*M*R/H2

R=radiusoftank

TotalHoop

tension

T=Hoop

tension

T1

+Hoop

tension

T2

Coeff

Tension

unfactor

T1

CoeffTension

unfactor T2

m kN/m kN/m kN/m

11.600

11.100 -0.0098 0.00 0.0925 0.00 0.00

9.990 0.0953 62.10 -0.3083 0.00 62.10

8.880 0.2021 131.70 -0.6635 0.00 131.70

7.770 0.3144 204.88 -0.8695 0.00 204.88

6.660 0.4319 281.45 -0.5916 0.00 281.45

5.550 0.5551 361.74 1.1412 0.00 361.74

4.440 0.6647 433.16 5.0720 0.00 433.16

3.330 0.7214 470.11 11.5490 0.00 470.11

2.220 0.6631 432.12 77.8147 0.00 432.12

1.110 0.4207 274.15 19.6139 0.00 274.15

0.000 0.0000 0.00 0.0000 0.00 0.00


Reinforcementis

calculated

for

factored

tension

;Load

Factor

=1.5

Tu=T*1.5 Tu=Factoredtension

Permissiblestressinreinforcement(N/mm2)=0.87*fy

Requiredreinforcementoneachface=0.5*Tu*1000/(0.87*fy)

Areaofreinforcementisalsocalculatedfromthepointofviewofpermissibledirecttensioninconcrete

GrossareaofconcreteAc=1000*D+(m 1)*2*As As=Reinforcementoneachfaces


ReferdesignParametersforvaluesofk'and forrespectivefills,whilecalculatinghooptension

Height

from

bottom

Tension due to

triangular load

Addl Tension due to

addl moment Total

tension

unfcator T

Page 21


23/157

ReferclauseB2.1.1ofIS4562000forpermissiblevalueofdirecttension

Permissiblevalueofdirecttensioninconcretect(N/mm2)= 3.6

Requiredreinforcementforpermissibledirecttension=(T*1000 ct*1000*D)/(2*(m 1)*ct)

Ifreinforcementreqdcomesouttobenegative,itistakenaszero.

Reiforcementrequired=Max(AstforTu,AstforDirectTension,Minreinforcement)

Height

frombottom

Tension

unfactorT

TensionTu Factor

Ast forTu per face

ProvidedTh D

Ast for

DirectTension

per face

Min Reinf

Reinf

requiredper face

m kN/m kN/m mm2

mm mm2

mm2

mm2

11.600 300 525 525

11.100 0.00 0.00 315 0 551 551

9.990 62.10 93.16 107 349 0 610 610

8.880 131.70 197.55 227 382 0 669 669

7.770 204.88 307.32 353 416 0 727 727

6.660 281.45 422.18 485 449 0 786 786

5.550 361.74 542.61 624 483 0 844 844

4.440 433.16 649.74 747 516 0 875 875

3.330 470.11 705.16 811 550 0 875 8752.220 432.12 648.18 745 583 0 875 875

1.110 274.15 411.23 473 617 0 875 875

0.000 0.00 0.00 0 650 0 875 875

Summary of Reinforcement (Provided)

Verical Reinforcement

Height

from

bottom

Astrequired

Breaks at

Height

from

bottom

Astrequired

Breaks at

m mm2 m m mm

2 m

11.600 525 11.600 525

11.100 551 11.100 551

9.990 610 9.990 610

8.880 669 8.880 669

7.770 727 7.770 727

6.660 786 7.00 6.660 786

5.550 844 5.550 844

4.440 875 4.440 875 5.00

3.330 875 3.330 8752.220 875 2.50 2.220 875 2.50

1.110 875 1.110 875

0.000 875 0.000 132200000+12090 00000+16100

10

180+12

180 10

200+16

20010180+12180 10200+16200

00000+12090 00000+16100

10180+10180 10200+12200

10180+12180 10200+12200

10180+12180 10200+12200

10180+10180 10200+12200

10180+10180 10200+12200

10180+10180 10200+12200

10180+10180 10200+12200

10180+10180 10200+12200

Reinforcementprovided

Reinforcementprovided

Fill 1 Reinforcement Fill 2 Reinforcement

Page 22


24/157

Reinforcement for Hoop Tension

Height

from

bottom

Ast

requiredBreaks at

m mm2 m

11.600 525

11.100 5519.990 610

8.880 669

7.770 727 8.00

6.660 786

5.550 844

4.440 875

3.330 875

2.220 875 2.30

1.110 875

0.000 875 0.00

Check for Shear H2/Dt = 9.478

Shearatbase(kN/m)= Coefficient*k'**H^2

ShearatbaseiscalculatedforbothCase1andCase2.

Checkforshearisdoneforlargerofthetwovalues.

H Shear

kN/m

3

m kN/mCase 1 0.162 0.559 10.5 11.10 117.31

Case 2 0.162 0.717 18.0 11.10 258.04

FactoredShearVu=1.5*V

Ast=providedtensionreinf Fill1reinfforCase1&Fill2reinfforCase2


Shearstrengthofconcreteciscalculatedfromtable19ofIS456 2000





c,max

is

as

per

table

20

of

IS

456

2000



25/157

CHECK FOR CRACK WIDTH :-

Checkforcrackwidthisdoneforfollowinglocations:

(a)Case1 Fill1forverticalmoments

(b)Case2 Fill2forverticalmoments

(c)Hooptension

ProcedureforcalculatingcrackwidthhasbeenexplainedwhiledoingcalculationsforSrl(a)and(c)

Moment= 10kNm/m



Ast Fill 1

As

Ast Fill 2

As'm mm kN-m/m mm

2mm

2

11.60

11.10 315 0.00 873 958

9.99 349 0.00 873 958

8.88 382 0.00 873 958

7.77 416 1.77 873 958

6.66 449 8.83 873 958

5.55 483 15.89 1065 958

4.44 516 37.09 1065 958

3.33 550 54.75 1065 1398

2.22 583 49.45 1065 1398

1.11 617 12.04 1257 2011

0.00 650 102.77 1257 2011

MomentMistheforcesactingonthesection

As=Reinforcementontensionface ; As'=Reinforcementoncompressionface/lesstensileface

Procedureforcalculationofcrackwidth SectioninBending



Calculating

depth

of

NA

for

the

provided

reinforcement

As

and

As'



x=DepthofNA


d'=distanceofcentreofcompressionreinforcementfromextremecompressionfibre= 38

CrackwidthcalculationsforSrl(b)hasnotbeenmadepartofdesigncalculations,becausenoneofthe

momentsexceedthefollowingvalues,whichareeverysmall

Height

from

bottom of

Overall

thicknes

D

Moment

M

Provided reinf

Page 24


26/157




Aboveequationsaresolvedforthevaluesoffc,fs,fs'andx.





Crackwidthw=

Permissiblevalues





Height

from

bottom ofwall

check

fs x 1 2 m w fc

m N/mm2 mm mm N/mm

2

11.60

11.10 0.0 55.3 0.0000 0.0006 -0.0006 -0.1459 0.0

9.99 0.0 59.0 0.0000 0.0007 -0.0007 -0.1651 0.0

8.88 0.0 62.5 0.0000 0.0007 -0.0007 -0.1848 0.0

7.77 5.9 65.8 0.0000 0.0008 -0.0008 -0.1961 0.1

6.66 27.1 69.1 0.0002 0.0008 -0.0007 -0.1847 0.6


Page 25


27/157

5.55 37.0 79.0 0.0002 0.0007 -0.0005 -0.1419 0.9

4.44 80.0 82.3 0.0004 0.0008 -0.0003 -0.0926 1.9

3.33 109.7 83.7 0.0006 0.0008 -0.0002 -0.0632 2.4

2.22 92.7 86.8 0.0005 0.0009 -0.0004 -0.1053 1.9

1.11 18.0 94.3 0.0001 0.0008 -0.0007 -0.1960 0.4

0.00 144.9 97.4 0.0008 0.0008 0.0000 -0.0092 3.0




Ast Fill 2

As

Ast Fill

As'

m mm kN-m/m mm2

mm2

11.60

11.10 315 0.00 958 873

9.99 349 0.00 958 873

8.88 382 0.00 958 873

7.77 416 0.80 958 873

6.66 449 4.01 958 873

5.55 483 7.23 958 1065

4.44 516 16.86 958 1065

3.33 550 24.89 1398 1065

2.22 583 22.48 1398 1065

1.11 617 26.49 2011 1257

0.00 650 226.06 2011 1257

Height

from

bottom of

wall

check

fs x 1 2 m w fc

m N/mm2 mm mm N/mm

2

11.60

11.10 0.0 61.1 0.0000 0.0005 -0.0005 -0.1105 0.0

9.99 0.0 64.8 0.0000 0.0006 -0.0006 -0.1268 0.0

8.88 0.0 68.4 0.0000 0.0006 -0.0006 -0.1436 0.0

7.77 2.4 71.8 0.0000 0.0007 -0.0007 -0.1574 0.1

6.66 10.9 75.1 0.0001 0.0007 -0.0007 -0.1626 0.3

5.55 18.0 77.9 0.0001 0.0008 -0.0007 -0.1700 0.4

4.44 39.0 80.9 0.0002 0.0008 -0.0006 -0.1569 0.9

3.33 37.2 99.2 0.0002 0.0006 -0.0004 -0.0981 1.0

2.22 31.5 102.7 0.0002 0.0006 -0.0004 -0.1183 0.81.11 24.5 124.1 0.0001 0.0004 -0.0003 -0.0816 0.7

0.00 197.5 128.1 0.0011 0.0005 0.0006 0.1708 5.6



Height

from

bottom of

Overall

thicknes

D

Moment

M

Provided reinf

Page 26


28/157

Checking crack width - Hoop Tension


T' T"Ast Fill 1

As

Ast Fill 2

As'

m mm kN/m kN/m kN/m mm2

mm2

11.60

11.10 315 0.00 754 754

9.99 349 62.10 31.05 31.05 754 754

8.88 382 131.70 65.85 65.85 754 754

7.77 416 204.88 102.44 102.44 754 754

6.66 449 281.45 140.73 140.73 1414 1414

5.55 483 361.74 180.87 180.87 1414 1414

4.44 516 433.16 216.58 216.58 1414 1414

3.33 550 470.11 235.05 235.05 1414 1414

2.22 583 432.12 216.06 216.06 1414 1414

1.11 617 274.15 137.08 137.08 942 942

0.00 650 0.00 0.00 0.00 942 942

T'=tensiononexcesstensileface ; T"=tensiononlesstensileface

Sincethereisnomomentincircumferentialdirection,bothT'andT"willbeequal.




Inthiscase,bothfsandfs'willbeequal.

s=Strain

in

reinf

near

excess

tensile

face

=

Straingradient=




Crackwidthw=

Grossarea

of

concrete

Ac

=1000

*D

+(m

1)

*(As

+As')


Height

from

bottom of

Overall

thicknes

D

Direct

Tension

T

Section in Tension Provided reinf

Page 27


29/157

check

fs fs' 1 2 m w fct

N/mm2

N/mm2 mm N/mm

2

0.0 0.0 0.0000 0.0007 -0.0007 -0.1710

41.2 41.2 0.0002 0.0008 -0.0006 -0.2164 0.2

87.3 87.3 0.0004 0.0008 -0.0004 -0.1563 0.3

135.9 135.9 0.0007 0.0009 -0.0002 -0.0917 0.5

99.5 99.5 0.0005 0.0005 0.0000 -0.0121 0.6

127.9 127.9 0.0006 0.0006 0.0001 0.0271 0.7

153.2 153.2 0.0008 0.0006 0.0002 0.0604 0.8

166.3 166.3 0.0008 0.0006 0.0002 0.0703 0.8

152.8 152.8 0.0008 0.0007 0.0001 0.0294 0.7

145.4 145.4 0.0007 0.0011 -0.0004 -0.1391 0.4

0.0 0.0 0.0000 0.0011 -0.0011 -0.3239 0.0


section in tension crack width calculations

Page 28


30/157

DESIGN OF WALL W3 Location: SCREEN CHAMBER OUTER WALL

DESIGN DATA

b=Length

of

wall

(m) BOW

=Bottom

of

wall

(m) TOW

=Top

of

wall

(m)


Length b: 6.00 BOF: 247.530 GWT: 255.870

BOW: 247.530 TOW: 257.000

Surcharge (in term of equivalent earth height) on Fill 2 (m) = 0.00

Top edge restraint: No No

TOF=Top

of

respective

fill


Fill TypeTOF

m

HOF

m

Design

HOF ab/a

Fill 1 Water 253.700 6.17 8.97 0.67

Fill 2 Earth 256.500 8.97 8.97 0.67



Case Wall Length b BOW HOF aCase 1 - - -

Case 2 - - -

Momentredistribution/DirecttensionisoptionalandsubjecttosameBOW&HOFforbothwalls

Adjoiningwalltowardsthefillwillcausedirecttensioninthiswall

Adjoiningwallawayfromfillwillcausedirectcompressioninthiswall


m mm kN/m2

kN/m2

kN/m2

- - - - -

- - - - -



- -

- -







No

No

Detail of Walkways

Design Methodology

3 Edges Fixed Wall

3 Edges Fixed Wall

Details of Adjoining Walls Type for Direct

Tension

Do redistribution /

D-tension transfer

Redistribution of moments with adjoining wall:


Page 29


31/157



- on Fill 2 face: -

Direct tension in Vertical wall from Suspended slab: -

Shearattheedgeofsuspendedslabwillappearasdirecttensioninwallinverticaldirection

DESIGN PARAMETERS

fck = 30 fy = 500 m = 9.33 Es = 2.00E+05

N/mm2

N/mm2

N/mm2


0.333


= DensitykN/m3

w= Densityofsewagewater(kN/m3)= 10.5

d= Densityofdrysoil(kN/m3)= 18.0

sat

=

Densityof

saturated

soil

(kN/m

3

)= 20.0






andcr





Valueof

k'

for

earth

is

furher

revised

to

take

into

account

the

effect

of

water

table,

if

applicable




k(Fill1=Water)=

k(Fill2=Earth)=

Page 30


32/157






Totalbasepressure=(a)+(b)+(c)= 114.95

Revisedvalue

of

kfor

earth

k'

=Total

base

pressure

/(d

*Design

height

of

wall)

=

0.712

k' c w s c' cr

mm mm mm mm mm mm

Fill 1 Water 0.473 45 16 0.2 250 53 127.77

Fill 2 Earth 0.712 30 16 0.2 250 38 122.65


0.00 9.47 - - 9.47


CASE 1 FILL 1 ACTING ; FILL 2 NOT ACTING

DESIGNING FOR VERTICAL MOMENTS

3EdgesFixedWall

MomentcoefficientsaretakenfromIS3370 PartIV,Table3forb/a=0.67

Multiplier=k'**HOF^3

10.5 0.473

Respectivecoefficientsaremultipliedbymultipliertogetvaluesofbendingmoment

Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.47

8.97 0.0000 0.0000 0.0000 3585.5 0.00 0.00 0.00

6.73 0.0007 0.0000 -0.0017 3585.5 2.42 0.00 -6.01

4.49 0.0040 0.0017 -0.0027 3585.5 14.44 6.01 -9.59

2.24 0.0060 0.0024 -0.0024 3585.5 21.61 8.43 -8.43

0.00 -0.0211 -0.0127 0.0000 3585.5 -75.58 -45.64 0.00

Negativemoments

implies

tension

face

is

Fill

1

TotalmomentonFill1face=MaximumoftheveBMatareferenceheight+Addlmoments,ifany

TotalmomentonFill2face=Maximumofthe+veBMatareferenceheight+Addlmoments,ifany

Directtension(T)actinginverticaldirection,ifanyisduetosuspendedslab.ReferDesignData

Directtension(T)fromsuspendedslabisassumedtoactforadistanceof1/4thofheightoffill.

ModifiedmomentsarecalculatedforFill1facetocheckwhetherthesectionisintensionorbending.

Thisisrequiredbecausecrackwidthcalculationformulaearedifferenceforthesetwocases.

NochangeinsignofmomentMindicatesthatthesectionisprimarilyinbending

ChangeinsignofmomentMindicatesthatthesectionisprimarilyinbending

forFill1(kN/m3)= k'forFill1=

Ht from

bottom of

wall (m)

Coefficients

Multiplier

Unfactored moments kN-m/m

Fill Type


Provided thickness

Page 31


33/157

Modifiedmomentiscalculatedbytransferringdirecttensiontotensileface(Fill1face)

D=Overallthickness d=Effectivedepth=D c'

d 0.5*D=Distanceoftensilereinffromcentreofsection

ModifiedmomentM1= Totalmoment T*(d 0.5*D)

MinimumreinforcementhasbeenbeencalculatedaspertheprovisionsofIS3370Part2 2009

Ht from

bottom of

wall

Fill 1 Fill 2

Provided

thickness

D

Direct

Tension Td - 0.5*D Fill 1

Section in

Tension /

Bending

Min Reinf

m kN-m/m kN-m/m mm kN/m mm kN-m/m mm2

9.47 300 360

8.97 0.00 0.00 308 0.00 Bending 370

6.73 -6.01 2.42 343 -6.01 Bending 412

4.49 -9.59 14.44 379 -9.59 Bending 455

2.24 -8.43 21.61 414 0.00 154 -8.43 Bending 497

0.00 -75.58 0.00 450 0.00 172 -75.58 Bending 540


Reinforcementiscalculatedforfactoredmomentsandtensions;LoadFactor=1.5

SectioninBending

M1u=M1*1.5 ; Tu=T*1.5

RequiredreinforcementbasedonthevaluesofM1u/bd2istakenfromSP16

RequiredreinforcementforTu=Tu/0.87*fy

Totalrequiredreinforcement=MAX((AstforMu+AstforTu),Minreinf)

SectioninTension

TensiononexcesstensilefaceT'=0.5*T+M*1000/(d c 0.5*)

T'u=T'*1.5 RequiredreinforcementforT'u=T'u/0.87*fy

Totalrequiredreinforcement=MAX(AstforT'u,Minreinf)

Moment

M1u

Factored

Tension

Tu

Factored

Tension

T'

Unfactor

Tension

T'u

Factored

m mm kN-m/m kN/m kN/m kN/m mm2

mm2

mm2

9.47 370

8.97 255 0.00 0 - 370

6.73 290 9.01 72 - 412

4.49 326 14.39 102 - 455

Fill 1 Face

Ht from

bottom of

wall

d = D - c'

Secion in Bending Section in Tension

Ast for

M1u

Ast for Tu /

T'uReqd reinf

Total Moments M

(unfactored)

Modified moments M1

(unfactored)

Page 32


34/157

2.24 361 12.65 0.00 81 - 497

0.00 397 113.38 0.00 676 - 676

SectioninBending

Mu=M*1.5 (ForFill2)

RequiredreinforcementbasedonthevaluesofMu/bd2istakenfromSP16

Totalrequiredreinforcement=MAX(AstforMu,Minreinf)

SectioninTension

TensiononlesstensilefaceT''=0.5*T M*1000/(d c 0.5*)

T''u=T''

*1.5 Required

reinforcement

for

T''u

=T''u

/0.87*fy

Totalrequiredreinforcement=MAX(AstforT''u,Minreinf)

Bending

Moment

Mu

Factored

Tension

T''

Unfactor

Tension

T''u

Factored

m mm kN-m/m kN/m kN/m mm2

mm2

mm2

9.47 370

8.97 270 0.00 0 - 370

6.73 305 3.63 27 - 412

4.49 341 21.66 147 - 455

2.24 376 32.41 200 - 497

0.00 412 0.00 0 - 540

DESIGNING FOR HORIZONTAL MOMENTS

3EdgesFixedWall

MomentcoefficientsaretakenfromIS3370 PartIV,Table3forb/a=0.67

Multiplier=k'**HOF^3

Calculatedmomentsatedgeandmiddleareconsideredfordesign.

10.5 0.473


Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.47

8.97 0.0030 0.0007 -0.0054 3585.5 10.85 2.42 -19.28

6.73 0.0070 0.0017 -0.0087 3585.5 25.19 6.01 -31.30

4.49 0.0087 0.0024 -0.0144 3585.5 31.20 8.43 -51.65

2.24 0.0067 0.0024 -0.0111 3585.5 23.94 8.43 -39.630.00 -0.0044 -0.0027 0.0000 3585.5 -15.60 -9.59 0.00

NegativemomentsimpliestensionfaceisFill1

Directtension(T)isduetoshearinadjoiningwall.ReferdesignofAdjoiningwallforshear

Modifiedmomentscalculatedforedgemomentstocheckwhethersectionisintensionorbending.




Ht from

bottom of

wall (m)

Coefficients

Multiplier


Fill 2 Face

Ht from

bottom of

wall

d = D - c'

Section in Tension

Ast for

MuAst for T"u Reqd reinf

Page 33


35/157


36/157

ProcedureadoptedforcalculationofreinfissimilartoCase1,Fill1faceforsectioninbending

d = D - c'

Moment

Mu

Factored

Ast for Mu Reqd Ast d = D - c'

Moment

Mu

Factored

Ast for Mu Reqd Ast

m mm kN-m/m mm2

mm2 mm kN-m/m mm

2mm

2

9.47 370 370

8.97 255 0.00 0 370 270 16.28 140 370

6.73 290 0.00 0 412 305 37.79 289 4124.49 326 0.00 0 455 341 46.80 321 455

2.24 361 0.00 0 497 376 35.90 222 497

0.00 397 23.40 136 540 412 0.00 0 540

CASE 2: FILL 2 ACTING ; FILL 1 NOT ACTING


3EdgesFixedWall -

ReferCase1forexplanationofmomentcoefficientsandmultiplier

18.0 0.712

Surcharge(equivalentearthheight)onFill2(m)=hs = 0.00

SurchargepressurePs(kN/m2)=k'**hs= 0.00

Surchargemoment(kNm/m)=0.5*Ps*(HOF h)^2

whereh=heightfromtopoffill

Mid-pointQuarter-point Edge Mid-point

Quarter-point Edge

9.47

8.97 0.0000 0.0000 0.0000 9248.9 0.00 0.00 0.00 -

6.73 0.0007 0.0000 -0.0017 9248.9 6.25 0.00 -15.50 -

4.49 0.0040 0.0017 -0.0027 9248.9 37.24 15.50 -24.75 -

2.24 0.0060 0.0024 -0.0024 9248.9 55.74 21.75 -21.75 -

0.00 -0.0211 -0.0127 0.0000 9248.9 -194.97 -117.73 0.00 -

NegativemomentsimpliesthattensionfaceisFill2

TotalmomentonFill1face=Maxof+veBMatreferencepoint=Addlmoment,ifany

Total

moment

on

Fill

2

face

=

Max

of

ve

BM

at

reference

point

+

Addl

moment

+

Surcharge

moments

ReferCase1forexplanationofthecalculationdoneinthefollowingtable

Ht from

bottom of

wall

Fill 1 face Fill 2 face

Provided

thickness

D

Direct

Tension Td - 0.5*D Fill 2 face

Section in

Tension /

Bending

Min Reinf


9.47 300 360

Total Moments M

(unfactored)

Modified moments M1

(unfactored)

Ht from

bottom ofwall (m)

Coefficients

Multiplier

Unfactored moments kN-m/m Surcharge

momentskN-m/m

Middle - Fill 1 & Fill 2 Face

Ht from

bottom of

wall


for

Fill

2(kN/m3)

= k'

for

Fill

2=

Page 35


37/157

8.97 0.00 0.00 308 0.00 Bending 370

6.73 6.25 -15.50 343 -15.50 Bending 412

4.49 37.24 -24.75 379 -24.75 Bending 455

2.24 55.74 -21.75 414 0.00 169 -21.75 Bending 497

0.00 0.00 -194.97 450 0.00 187 -194.97 Bending 540



ReferCase1 CalculationofreinfforFill1forexplanationofthefollowingtable

Moment

M1u

Factored

Tension

Tu

Factored

Tension

T'

Unfactor

Tension

T'u

Factored


mm2

mm2

9.47 370

8.97 270 0.00 0 - 370

6.73 305 23.25 171 - 412

4.49 341 37.12 256 - 455

2.24 376 32.62 0.00 203 - 497

0.00 412 292.45 0.00 1758 - 1758


Bending

Moment

Mu

Factored

Tension

T''

Unfactor

Tension

T''u

Factored


mm2

mm2

9.47 370

8.97 255 0.00 14 - 370

6.73 290 9.37 72 - 412

4.49 326 55.86 400 - 4552.24 361 83.61 548 - 548

0.00 397 0.00 9 - 540


3EdgesFixedWall -


18.0 0.712

Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.47

8.97 0.0030 0.0007 -0.0054 9248.9 27.99 6.25 -49.74

6.73 0.0070 0.0017 -0.0087 9248.9 64.99 15.50 -80.73

4.49 0.0087 0.0024 -0.0144 9248.9 80.49 21.75 -133.23

2.24 0.0067 0.0024 -0.0111 9248.9 61.74 21.75 -102.23

0.00 -0.0044 -0.0027 0.0000 9248.9 -40.24 -24.75 0.00


Ht from

bottom of

wall

Coefficients

Multiplier

Bending Moment kN-m/m

Fill 1 Face

Ht from

bottom of

wall

d = D - c'

Section in Tension

Ast for

MuAst for T"u Reqd reinf

Fill 2 Face

Ht from

bottom of

wall

d = D - c'


Ast for

M1u

Ast for Tu /

T'uReqd reinf

Page 36


38/157


Edge Middle

Provided

thickness

D

Direct

Tensiond-0.5D Edge

Section in

Tension /

Bending

Min Reinf


9.47 300 360

8.97 -49.74 27.99 308 0.00 116 -49.74 Bending 370

6.73 -80.73 64.99 343 0.00 134 -80.73 Bending 4124.49 -133.23 80.49 379 0.00 151 -133.23 Bending 455

2.24 -102.23 61.74 414 0.00 169 -102.23 Bending 497

0.00 0.00 -40.24 450 0.00 187 0.00 Bending 540


ProcedureadoptedforcalculationofreinforcementissimilartoCase1

Moment

M1u

Factored

Tension

Tu

Factored

Tension

T'

Unfactor

Tension

T'u

Factoredm mm kN-m/m kN/m kN/m kN/m mm

2mm

2mm

2

9.47 667

8.97 270 74.61 0.00 667 - 667

6.73 305 121.10 0.00 966 - 966

4.49 341 199.84 0.00 1448 - 1448

2.24 376 153.35 0.00 977 - 977

0.00 412 0.00 0.00 0 - 540

Bending

Moment

Mu

Factored

Tension

T''

Unfactor

Tension

T''u

Factored


mm2

mm2

9.47 370

8.97 255 0.00 0 - 370

6.73 290 0.00 0 - 412

4.49 326 0.00 0 - 455

2.24 361 0.00 0 - 497

0.00 397 0.00 0 - 540

Mu,Fill1=(Positiveredistributedmomentatmiddle)*1.5

Mu,Fill2=(Negativeredistributedmomentatmiddle)*1.5

ProcedureadoptedforcalculationofreinfissimilartoCase1

d = D - c'

Moment

Mu

Factored


Moment

Mu

Factored

Ast for Mu Reqd Ast

m mm kN-m/m mm2

mm2 mm kN-m/m mm

2mm

2

9.47 389 370

8.97 255 41.99 389 389 270 0.00 0 370


Ht from

bottom of

wall


Edge - Fill 1 Face

Ht from

bottom ofwall

d = D - c'

Section in Tension

Ast for

Mu Ast for T"u Reqd reinf

Edge - Fill 2 Face

Ht from

bottom of

wall

d = D - c'


Ast for

M1u

Ast for Tu /

T'uReqd reinf

Ht from

bottom of

wall

Redistributed/

unfactored moments

Modified moments M1

(unfactored)

Page 37


39/157

6.73 290 97.48 810 810 305 0.00 0 412

4.49 326 120.73 887 887 341 0.00 0 455

2.24 361 92.61 609 609 376 0.00 0 497

0.00 397 0.00 0 540 412 60.37 340 540

Summary of Vertical Reinforcement (Provided)

MaximumoftherequiredreinforcementascalculatedforCase1andCase2aretabulatedbelow.

Ht frombottom of

wall Fill 1 Fill 2

9.47 370 370

8.97 412 370

6.73 455 412

4.49 548 455

2.24 540 497

0.00 676 1758

2.00 4.50 2.00 4.50

Summary of Horizontal Reinforcement (Provided)

MaximumoftherequiredreinforcementascalculatedforCase1andCase2aretabulatedbelow.

Ht from

bottom of

wall

9.47

8.97

6.73

4.49

2.240.00

Ht from

bottom of

wall

9.47

8.97

6.73

4.49

2.240.00

2.50 7.00 1.50 6.00

CHECK FOR SHEAR

3EdgesFixedWall

ShearcoefficientsaretakenfromIS3370 PartIV,Table8forb/a=0.67

Shear=coefficient*k'**HOF^2 ; k'andarefortherespectivefills

00000+12100 00000+12100 00000+12100 00000+12100

Break at- Fill 1 - Fill 1 - Fill 2 - Fill 2

00000+16120 16160+16160 00000+16120 00000+16160

00000+12

100 16

160+16

160 00

000+12

100 00

000+16

160

00000+12100 16180+12180 00000+12100 00000+12180

00000+16120 16180+12180 00000+16120 00000+12180

00000+12100 16180+12180 00000+12100 00000+12180

Fill 1Extra reinf (b) +

Thru' reinf (a)

Fill 2Extra reinf (b)

+Thru' reinf (a)Fill 1Thru' reinf (a) Fill 2Thru' reinf (a)

540 540 540 540

Provided horizontal reinforcement

Edge Middle Portion

563 1448 887 455

497 977 609 497

370 667 389 370

412 966 810 412

Fill 1 Fill 2 Fill 1 Fill 2

370 667 389 370

Required horizontal reinforcement

Edge Middle portion

16200+12200 20140+12140

Curtail at- Fill 1 - Fill 1 - Fill 2 - Fill 2

00000+12200 10280+12280

10200+12200 00000+12140

10200+12200 00000+12140

00000+12200 10280+12280

00000+12200 10280+12280

Reqd reinf Provided reinforcement

Fill 1 Fill 2

Page 38


40/157


Ht from

bottom of

wall h

Pressure

of fillCoeff Shear V Depth D

Effective

depth d =

D - c'

m kN/m2

kN/m mm mm

9.47

8.97 - 0.003 1.35 308 255

6.73 - 0.088 35.03 343 290

4.49 - 0.172 68.72 379 326

2.24 - 0.234 93.35 414 361

0.00 - -0.319 -127.70 450 397

0.00 - 0.175 70.00 450 397

Negativesignindicatesthatreactionactsinthedirectionofload.

Thiswillnotcausedirecttensioninadjoiningwall.

FactoredShearVu=1.5*V v=Vu*1000/(1000*d)

Ast=providedtensionreinf Horizontalforsideedge&Verticalforbottomedge


Shearstrength

of

concrete

c

is

calculated

from

table

19

of

IS

456

2000





c,maxisaspertable20ofIS456 2000



41/157


42/157



CalculatingdepthofNAfortheprovidedreinforcementAsandAs'



x=DepthofNA


d'=distance

of

centre

of

compression

reinforcement

from

extreme

compression

fibre

= 38




Aboveequationsaresolvedforthevaluesoffc,fs,fs'andx.





Crackwidthw=




Page 41


43/157

s=Straininreinfnearexcesstensile face=

Straingradient=




Crackwidthw=

GrossareaofconcreteAc=1000*D+(m 1)*(As+As')


Permissiblevalues





check

fs x fs fs' 1 2 m w fc/fct

N/mm2 mm N/mm

2N/mm

2 mm N/mm2

0.0 45.9 0.0000 0.0010 -0.0010 -0.2274 0.0

40.3 49.1 0.0002 0.0011 -0.0008 -0.2024 0.9

127.8 65.2 0.0007 0.0007 0.0001 0.0189 3.4

171.9 69.0 0.0010 0.0007 0.0003 0.0677 4.3

130.2 82.0 0.0007 0.0005 0.0003 0.0722 3.6

ALLOK ALLOK ALLOK

Checking crack width - Fill 2 - Vertical moments


Moment

M

Direct

Tension TT' T"

Ast Fill 1

As

Ast Fill 2

As'


mm2

9.47

8.97 308 Bending 0.00 684 565

6.73 343 Bending 15.50 684 565

4.49 379 Bending 24.75 808 9582.24 414 Bending 21.75 0.00 808 958

0.00 450 Bending 194.97 0.00 3052 1571

check

fs x fs fs' 1 2 m w fc/fct

N/mm2 mm N/mm

2N/mm

2 mm N/mm2

0.0 52.7 0.0000 0.0007 -0.0007 -0.1557 0.0

79.0 56.1 0.0005 0.0008 -0.0003 -0.0732 1.9

95.8 63.3 0.0006 0.0007 -0.0002 -0.0395 2.3

section in bending section in tension crack width calculations

Provided reinf

section in bending section in tension crack width calculations

Height

from

bottom of

wall

Overall

thickness

D

Section in

Bending /

Tension

Forces on section Section in Tension

Page 42


44/157


45/157

119.4 107.2 0.0007 0.0002 0.0005 0.1106 5.1

0.0 80.2 0.0000 0.0006 -0.0006 -0.1489 0.0

ALLOK ALLOK ALLOK

Checking crack width - Case 1 - Fill 2 - Horizontal moments at middle


Ast Fill 1

As

Ast Fill 2

As'm mm kN-m/m mm

2mm

2

9.47

8.97 308 10.85 628 1131

6.73 343 25.19 628 1676

4.49 379 31.20 1257 1676

2.24 414 23.94 1257 1131

0.00 450 0.00 1131 1131

check

fs x 1 2 m w fc

N/mm

2 mm mmN/mm

2

68.3 51.1 0.0004 0.0008 -0.0004 -0.0802 1.7

139.5 54.0 0.0008 0.0009 0.0000 -0.0088 3.2

78.6 74.6 0.0005 0.0005 0.0000 0.0022 2.4

54.4 79.9 0.0003 0.0005 -0.0002 -0.0426 1.6

0.0 80.2 0.0000 0.0006 -0.0006 -0.1489 0.0

ALLOK ALLOK ALLOK

Checking crack width - Case 2 - Fill 1 - Horizontal moments at middle


Ast Fill 1

As

Ast Fill 2

As'

m mm kN-m/m mm2

mm2

9.47

8.97 308 27.99 1131 628

6.73 343 64.99 1676 628

4.49 379 80.49 1676 1257

2.24 414 61.74 1131 1257

0.00 450 0.00 1131 1131

checkfs x 1 2 m w fc

N/mm2 mm mm N/mm

2

105.6 61.7 0.0006 0.0005 0.0002 0.0388 3.6

146.8 78.5 0.0009 0.0003 0.0005 0.1264 5.8

160.8 81.4 0.0009 0.0004 0.0006 0.1400 5.7

161.9 72.7 0.0009 0.0006 0.0003 0.0826 4.4

0.0 77.0 0.0000 0.0006 -0.0006 -0.1701 0.0

ALLOK ALLOK ALLOK



Height

from

bottom of

Overall

thickness

D

Moment M

Provided reinf

Height

from

bottom of

Overall

thickness

D

Moment M

Provided reinf

Page 44


46/157

DESIGN OF WALL W3A Location: RECEVING CHAMBER SHORT WALL

DESIGN DATA

b=Length

of

wall

(m) BOW

=Bottom

of

wall

(m) TOW

=Top

of

wall

(m)


Length b: 2.50 BOF: 247.530 GWT: 255.870

BOW: 247.530 TOW: 257.000

Surcharge (in term of equivalent earth height) on Fill 2 (m) = 0.00

Top edge restraint: No No

TOF=Top

of

respective

fill


Fill TypeTOF

m

HOF

m

Design

HOF ab/a

Fill 1 Water 253.700 6.17 8.97 0.28

Fill 2 Earth 256.500 8.97 8.97 0.28



Case Wall Length b BOW HOF aCase 1 - - -

Case 2 - - -

Momentredistribution/DirecttensionisoptionalandsubjecttosameBOW&HOFforbothwalls

Adjoiningwalltowardsthefillwillcausedirecttensioninthiswall

Adjoiningwallawayfromfillwillcausedirectcompressioninthiswall


m mm kN/m2

kN/m2

kN/m2

- - - - -

- - - - -



- -

- -







No

No

Detail of Walkways

Design Methodology

Hor Spanning Wall

Hor Spanning Wall

Details of Adjoining Walls Type for Direct

Tension

Do redistribution /

D-tension transfer

Redistribution of moments with adjoining wall:


Page 45


47/157



- on Fill 2 face: -

Direct tension in Vertical wall from Suspended slab: -

Shearattheedgeofsuspendedslabwillappearasdirecttensioninwallinverticaldirection

DESIGN PARAMETERS

fck = 30 fy = 500 m = 9.33 Es = 2.00E+05

N/mm2

N/mm2

N/mm2

fs= j=


0.333


= DensitykN/m3

w= Densityofsewagewater(kN/m3)= 10.5

d=

Densityof

dry

soil

(kN/m

3

)=

18.0sat= Densityofsaturatedsoil(kN/m

3)= 20.0






andcr








k(Fill1=Water)=

k(Fill2=Earth)=

Page 46


48/157







Totalbase

pressure

=(a)

+(b)

+(c)

= 114.95

Revisedvalueofkforearthk'=Totalbasepressure/(d*Designheightofwall)= 0.712

Fill Type fs j k' c c'

Fill 1 Water 130 0.3525 0.473 45 16 53

Fill 2 Earth 190 1.7990 0.712 30 16 38

k' c w s c' cr

mm mm mm mm mm mm

Fill 1 Water 0.473 45 16 0.2 250 53 127.77

Fill 2 Earth 0.712 30 16 0.2 250 38 122.65


0.00 9.47 - - 9.47



DESIGNING FOR VERTICAL MOMENTS

Walltobedesignedascantileveruptoheight= 2.24

Momentcoefficientatbottom=1/6

Momentcoefficientsassumedtobesameatedge,quarterpointandmidpoint

Multiplier=k'**HOF*(CantileverHeight)^2

10.5 0.473


Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.478.97 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

6.73 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

4.49 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

2.24 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

0.00 -0.1667 -0.1667 -0.1667 224.1 -37.35 -37.35 -37.35


TotalmomentonFill1face=MaximumoftheveBMatareferenceheight+Addlmoments,ifany

TotalmomentonFill2face=Maximumofthe+veBMatareferenceheight+Addlmoments,ifany


Ht from

bottom of

wall (m)

Coefficients

Multiplier


Fill Type


Provided thickness

Page 47


49/157

Directtension(T)actinginverticaldirection,ifanyisduetosuspendedslab.ReferDesignData

Directtension(T)fromsuspendedslabisassumedtoactforadistanceof1/4thofheightoffill.

ModifiedmomentsarecalculatedforFill1facetocheckwhetherthesectionisintensionorbending.




Modifiedmomentiscalculatedbytransferringdirecttensiontotensileface(Fill1face)

D=Overall

thickness d

=Effective

depth

=D

c'



Minimum

reinforcement

has

been

been

calculated

as

per

the

provisions

of

IS

3370

Part

2

2009

Ht from

bottom of

wall

Fill 1 Fill 2

Provided

thickness

D

Direct

Tension Td - 0.5*D Fill 1

Section in

Tension /

Bending

Min Reinf


9.47 300 360

8.97 0.00 0.00 308 0.00 Bending 370

6.73 0.00 0.00 343 0.00 Bending 412

4.49 0.00 0.00 379 0.00 Bending 455

2.24 0.00 0.00 414 0.00 154 0.00 Bending 4970.00 -37.35 0.00 450 0.00 172 -37.35 Bending 540

Ht from

bottom of

wall

Provided

thickness

D

Min Reinf Fill 1 face Fill 2 face

9.47 300 360 360 360

8.97 308 370 370 370

6.73 343 412 412 412

4.49 379 455 455 455

2.24 414 497 497 4970.00 450 540 832 540



SectioninBending

M1u=M1*1.5 ; Tu=T*1.5

RequiredreinforcementbasedonthevaluesofM1u/bd2istakenfromSP16

Reqd reinf

Total Moments M

(unfactored)

Modified moments M1

(unfactored)

Page 48


50/157

RequiredreinforcementforTu=Tu/0.87*fy

Totalrequiredreinforcement=MAX((AstforMu+AstforTu),Minreinf)

SectioninTension

TensiononexcesstensilefaceT'=0.5*T+M*1000/(d c 0.5*)

T'u=T'*1.5 RequiredreinforcementforT'u=T'u/0.87*fy

Totalrequiredreinforcement=MAX(AstforT'u,Minreinf)

MomentM1u

Factored

TensionTu

Factored

TensionT'

Unfactor

TensionT'u

Factored


mm2

mm2

9.47 370

8.97 255 0.00 0 - 370

6.73 290 0.00 0 - 412

4.49 326 0.00 0 - 455

2.24 361 0.00 0.00 0 - 497

0.00 397 56.02 0.00 329 - 540

SectioninBending

Mu=M

*1.5

(For

Fill

2)

RequiredreinforcementbasedonthevaluesofMu/bd2istakenfromSP16

Totalrequiredreinforcement=MAX(AstforMu,Minreinf)

SectioninTension

TensiononlesstensilefaceT''=0.5*T M*1000/(d c 0.5*)

T''u=T''*1.5 RequiredreinforcementforT''u=T''u/0.87*fy

Totalrequiredreinforcement=MAX(AstforT''u,Minreinf)

Bending

MomentMu

Factored

TensionT''

Unfactor

TensionT''u

Factored


mm2

mm2

9.47 370

8.97 270 0.00 0 - 370

6.73 305 0.00 0 - 412

4.49 341 0.00 0 - 455

2.24 376 0.00 0 - 497

0.00 412 0.00 0 - 540



Momentcoefficientatedge=1/12 ; Momentcoefficientatmidspan=1/16

Momentcoefficientatbottomofwall=0 ; Momentcoefficientsnotconsideredforquarterpoint

Multiplier=k'**(HOF h)*b^2 Whereh=heightofwallfrombottom;b=Lengthofwall

10.5 0.473



Fill 2 Face

Ht from

bottom ofwall

d = D - c'

Section in Tension

Ast forMu

Ast for T"u Reqd reinf

Fill 1 Face

Ht frombottom of

wall

d = D - c'


Ast forM1u

Ast for Tu /T'u

Reqd reinf

Page 49


51/157

Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.47

8.97 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

6.73 0.0625 0.0000 -0.0833 69.6 4.35 0.00 -5.80

4.49 0.0625 0.0000 -0.0833 139.3 8.70 0.00 -11.60

2.24 0.0625 0.0000 -0.0833 208.9 13.06 0.00 -17.41

0.00 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00


Directtension(T)isduetoshearinadjoiningwall.ReferdesignofAdjoiningwallforshear

Modifiedmomentscalculatedforedgemomentstocheckwhethersectionisintensionorbending.




Modifiedmomentatedgeiscalculatedbytransferringdirecttensiontotensileface(Fill1face)

D=Overall

thickness



MinimumreinforcementhasbeenbeencalculatedaspertheprovisionsofIS3370Part2 2009

Edge Middle

Provided

thickness

D

Direct

Tensiond-0.5D Edge

Section in

Tension /

Bending

Min Reinf


9.47 300 360

8.97 0.00 0.00 308 - 101 0.00 Bending 370

6.73 -5.80 4.35 343 - 119 -5.80 Bending 412

4.49 -11.60 8.70 379 - 136 -11.60 Bending 455

2.24 -17.41 13.06 414 - 154 -17.41 Bending 497

0.00 0.00 0.00 450 - 172 0.00 Bending 540

Ht from

bottom of

wall

Provided

thickness Min Reinf Fill 1 Fill 2 Fill 1 Fill 29.47 300 360 360 360 360 360

8.97 308 370 370 370 370 370

6.73 343 412 412 412 412 412

4.49 379 455 455 455 455 455

2.24 414 497 497 497 497 497

0.00 450 540 540 540 540 540

Required horizontal reinforcement

Edge Middle portion

Ht from

bottom of

wall

Redistributed /

unfactored moments

Modified moments M1

(unfactored)

Ht from

bottom of

wall (m)

Coefficients

Multiplier


Page 50


52/157


ProcedureadoptedforcalculationofreinforcementissimilartothatforVerticalreinforcement

Moment

M1u

Factored

Tension

Tu

Factored

Tension

T'

Unfactor

Tension

T'u

Factored


mm2

mm2

9.47 3708.97 255 0.00 0.00 0 - 370

6.73 290 8.70 0.00 69 - 412

4.49 326 17.41 0.00 124 - 455

2.24 361 26.11 0.00 167 - 497

0.00 397 0.00 0.00 0 - 540

ProcedureadoptedforcalculationofreinforcementissimilartoCase1,Fill2face

Bending

Moment

MuFactored

Tension

T''Unfactor

Tension

T''uFactored


mm2

mm2

9.47 370

8.97 270 0.00 0 - 370

6.73 305 0.00 0 - 412

4.49 341 0.00 0 - 455

2.24 376 0.00 0 - 497

0.00 412 0.00 0 - 540

Mu,Fill1=(Negativeredistributedmomentatmiddle)*1.5

Mu,Fill2=(Positiveredistributedmomentatmiddle)*1.5

Procedureadopted

for

calculation

of

reinf

is

similar

to

Case

1,

Fill

1face

for

section

in

bending

d = D - c'

Moment

Mu

Factored


Moment

Mu

Factored

Ast for Mu Reqd Ast

m mm kN-m/m mm2

mm2 mm kN-m/m mm

2mm

2

9.47 370 370

8.97 255 0.00 0 370 270 0.00 0 370

6.73 290 0.00 0 412 305 6.53 49 412

4.49 326 0.00 0 455 341 13.06 88 455

2.24 361 0.00 0 497 376 19.58 120 4970.00 397 0.00 0 540 412 0.00 0 540

CASE 2: FILL 2 ACTING ; FILL 1 NOT ACTING




18.0 0.712


Ht from

bottom of

wall



Edge - Fill 2 Face

Ht from

bottom of

wall

d = D - c'

Section in TensionAst for

Mu

Ast for T"u Reqd reinf

Edge - Fill 1 Face

Ht from

bottom of

wall

d = D - c'


Ast for

M1u

Ast for Tu /

T'uReqd reinf

Page 51


53/157

Surcharge(equivalentearthheight)onFill2(m)=hs = 0.00

SurchargepressurePs(kN/m2)=k'**hs= 0.00

Surchargemoment(kNm/m)=0.5*Ps*(HOF h)^2

whereh=heightfromtopoffill

Mid-point

Quarter-

point Edge Mid-point

Quarter-

point Edge

9.47

8.97 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00 -

6.73 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00 -

4.49 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00 -

2.24 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00 -

0.00 -0.1667 -0.1667 -0.1667 578.1 -96.34 -96.34 -96.34 -

NegativemomentsimpliesthattensionfaceisFill2

TotalmomentonFill1face=Maxof+veBMatreferencepoint=Addlmoment,ifany

TotalmomentonFill2face=MaxofveBMatreferencepoint+Addlmoment+Surchargemoments

ReferCase1forexplanationofthecalculationdoneinthefollowingtable

Ht from

bottom of

wall


Provided

thickness

D

Direct

Tension Td - 0.5*D Fill 2 face

Section in

Tension /

Bending

Min Reinf


9.47 300 360

8.97 0.00 0.00 308 0.00 Bending 3706.73 0.00 0.00 343 0.00 Bending 412

4.49 0.00 0.00 379 0.00 Bending 455

2.24 0.00 0.00 414 0.00 169 0.00 Bending 497

0.00 0.00 -96.34 450 0.00 187 -96.34 Bending 540

Ht from

bottom of

wall

Provided

thickness

D Min Reinf Fill 1 face Fill 2 Face

9.47 300 360 360 360

8.97 308 370 370 370

6.73 343 412 412 4124.49 379 455 455 455

2.24 414 497 497 497

0.00 450 540 540 1415




Reqd reinf

Total Moments M

(unfactored)

Modified moments M1

(unfactored)

Ht from

bottom of

wall (m)

Coefficients

Multiplier

Unfactored moments kN-m/m Surcharge

moments

kN-m/m

Page 52


54/157

Moment

M1u

Factored

Tension

Tu

Factored

Tension

T'

Unfactor

Tension

T'u

Factored


mm2

mm2

9.47 370

8.97 270 0.00 0 - 370

6.73 305 0.00 0 - 412

4.49 341 0.00 0 - 455

2.24 376 0.00 0.00 0 - 4970.00 412 144.51 0.00 832 - 832


Bending

Moment

Mu

Factored

Tension

T''

Unfactor

Tension

T''u

Factored


mm2

mm2

9.47 370

8.97 255 0.00 14 - 3706.73 290 0.00 12 - 412

4.49 326 0.00 11 - 455

2.24 361 0.00 10 - 497

0.00 397 0.00 9 - 540




18.0 0.712

Mid-pointQuarter-

pointEdge Mid-point

Quarter-

pointEdge

9.47

8.97 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

6.73 0.0625 0.0000 -0.0833 179.6 11.23 0.00 -14.97

4.49 0.0625 0.0000 -0.0833 359.2 22.45 0.00 -29.93

2.24 0.0625 0.0000 -0.0833 538.8 33.68 0.00 -44.90

0.00 0.0000 0.0000 0.0000 0.0 0.00 0.00 0.00

Negativemoments

design folder mps site-i 04-06-14

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