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:glaggarwal@gmail.com
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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 :
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5. Horizontal moments :
6. Limit State design for vertical as well as horizontal moments :
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DESIGN OF W LLS
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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
Cantilever walkway on Fill 2 Side
General Comments, if any
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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
k'(Fill2)= k(Fill2)*HOF2^2/(MAX(HOF1,HOF2)^2)= 1.000
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)=
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Designing for Vertical Moments
Verticalmomentsarecalculatedforthefollowingtwocase:
Case1: Fill1acting;Fill2notacting
Case2: Fill2acting;Fill1notacting
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
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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
m kN-m/m kN-m/m mm mm mm2
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)
Fill 1 reinforcement
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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
Calculating required reinforcement for Limit State of Strength
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
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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
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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
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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
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Checking crack width - Case 1 - Fill 2 - Vertical moments
Data for check of crack width
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
All OK All OK All OK
Checking crack width - Hoop Tension
Data for check of crack width
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
section in bending crack width calculations
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
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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'
2=Strainduetostiffeningeffectinconcrete=
m=Averagesurfacestrain=1 2
Crackwidthw=
Grossarea
of
concrete
Ac
=1000
*D
+(m
1)
*(As
+As')
DirectTensioninconcretefct=T*1000/Ac
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
All OK All OK All OK
section in tension crack width calculations
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Design of Wall: W2 Location: WET WELL - OUTER 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: 20.00 BOF: 245.40 GWT: 255.87 Length of Wall (m) : 64.87
BOW: 245.40 TOW: 257.00
TOF=Topofrespectivefill
HOF=Heightofrespectivefill DesignHOFa=MaxofboththeHOFs
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
Height of wall from BOF (m) = 11.60 Design Height of Wall (m) = 11.10
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
Cantilever walkway on Fill 2 Side
General Comments, if any
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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 1.000
0.333
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)= 0.559
k'(Fill2)= k(Fill2)*HOF2^2/(MAX(HOF1,HOF2)^2)= 0.333
Valueofk'forearthisfurherrevisedtotakeintoaccounttheeffectofwatertable,ifapplicable
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)=
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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
ASSUMED THICKNESS OF WALL AT VARIOUS LEVELS
0.00 11.60 - - 11.60
650 300 - - Taper = One side
475
11.10
Thickness of wall to be used for design: H2/Dt = 9.478
Designing for Vertical Moments
Verticalmomentsarecalculatedforthefollowingtwocase:
Case1: Fill1acting;Fill2notacting
Case2: Fill2acting;Fill1notacting
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.
EnvelopeFill1moment=Max(Case1 Fill1,Case2 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
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
Height from bottom Height above BOF =
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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
MinreinforcementiscalculatedaspertheprovisionsofIS3370(Part2) 2009
Percentageofminreinforcement%= 0.35
Minreinforcement(mm2)=reinf%*1000*surfacezonethickness/100
Reiforcementrequired=Max(AstforMu,Minreinforcement)
Heightfrom
bottom
Momentunfactor
M
MomentMu
Factor
Provided
Th Dd = D - c' Mu/bd
2 % AstAst for
MuMin Reinf
Reinf
required
m kN-m/m kN-m/m mm mm mm2
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
Th Dd = D - c' Mu/bd
2 % AstAst for
MuMin Reinf
Reinf
required
m kN-m/m kN-m/m mm mm mm2
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
Fill 2 reinforcement
Surfacezonethickness=0.5*D(max250mm)
Fill 1 reinforcement
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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
Calculating required reinforcement for Limit State of Strength
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
DirectTensioninconcretefct=T*1000/Ac
ReferdesignParametersforvaluesofk'and forrespectivefills,whilecalculatinghooptension
Height
from
bottom
Tension due to
triangular load
Addl Tension due to
addl moment Total
tension
unfcator T
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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
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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
%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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CHECK FOR CRACK WIDTH :-
Checkforcrackwidthisdoneforfollowinglocations:
(a)Case1 Fill1forverticalmoments
(b)Case2 Fill2forverticalmoments
(c)Hooptension
ProcedureforcalculatingcrackwidthhasbeenexplainedwhiledoingcalculationsforSrl(a)and(c)
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 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
Notethatthecrackwidthiscalculatedforvaluesofdia,spacingsandcr
asgivenindesignparameters.
Calculating
depth
of
NA
for
the
provided
reinforcement
As
and
As'
fc=stressinextremecompressionfibre
fsandfs'=stressinreinfneartensionandcompressionfacerespectively
x=DepthofNA
d=Effectivedepth=D c' c'=Effectivecover(mm)= 53
d'=distanceofcentreofcompressionreinforcementfromextremecompressionfibre= 38
CrackwidthcalculationsforSrl(b)hasnotbeenmadepartofdesigncalculations,becausenoneofthe
momentsexceedthefollowingvalues,whichareeverysmall
Height
from
bottom of
Overall
thicknes
D
Moment
M
Provided reinf
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Relationbetweenthestressesisasgivenbelow:
NetTensionT=TotaltensileforceT TotalcompressiveforceC
Takingmomentaboutthetensionreinforcement
Aboveequationsaresolvedforthevaluesoffc,fs,fs'andx.
ReferIS3370(Part2) 2009forcrackwidthcalculations
1=Straininextremetensionfibre=
2=Strainduetostiffeningeffectinconcrete=
m=Averagesurfacestrain=1 2
Crackwidthw=
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 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
section in bending crack width calculations
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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
All OK All OK All OK
Checking crack width - Case 1 - Fill 2 - Vertical moments
Data for check of crack width
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
All OK All OK All OK
section in bending crack width calculations
Height
from
bottom of
Overall
thicknes
D
Moment
M
Provided reinf
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Checking crack width - Hoop Tension
Data for check of crack width
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.
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'
2=Strainduetostiffeningeffectinconcrete=
m=Averagesurfacestrain=1 2
Crackwidthw=
Grossarea
of
concrete
Ac
=1000
*D
+(m
1)
*(As
+As')
DirectTensioninconcretefct=T*1000/Ac
Height
from
bottom of
Overall
thicknes
D
Direct
Tension
T
Section in Tension Provided reinf
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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
All OK All OK All OK
section in tension crack width calculations
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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)
GWT=Groundwatertable(m) BOF=Bottomoffill(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
HOF=Heightofrespectivefill DesignHOFa=MaxofboththeHOFs
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
Height of wall from BOF (m) = 9.47 Design Height of Wall (m) = 8.97
Height of wall from BOW (m) = 9.47
Case Wall Length b BOW HOF aCase 1 - - -
Case 2 - - -
Momentredistribution/DirecttensionisoptionalandsubjecttosameBOW&HOFforbothwalls
Adjoiningwalltowardsthefillwillcausedirecttensioninthiswall
Adjoiningwallawayfromfillwillcausedirectcompressioninthiswall
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
Cantilever walkway on Fill 2 Side
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:
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:
General Comments, if any
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MomentonFill1facemeansmomentcausestensiononfill1faceandviceversa
Totaladditionalmoment=Walkwaymoment+Additionalmoment
- 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
k= coefficientofactiveearthpressure 1.000
0.333
c= Clearcovertoreinforcement
= DensitykN/m3
w= Densityofsewagewater(kN/m3)= 10.5
d= Densityofdrysoil(kN/m3)= 18.0
sat
=
Densityof
saturated
soil
(kN/m
3
)= 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)= 0.473
k'(Fill2)= k(Fill2)*HOF2^2/(MAX(HOF1,HOF2)^2)= 0.333
Valueof
k'
for
earth
is
furher
revised
to
take
into
account
the
effect
of
water
table,
if
applicable
Calculationofbasepressureforearth,ifGWTaboveBOW
NotesonAdditionalmoment,ifany:
Total additional moment on Fill 1 face (kN-m/m):
k(Fill1=Water)=
k(Fill2=Earth)=
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H=Designheightofwall(m)= 8.97
hw=HeightofWTfromBOF(m)= 8.34
(a)Basepressureofdrysoil(kN/m2)=k'd(Hhw)= 3.78
(b)Basepressureofsubmergedsoil(kN/m2)=k'subhw= 27.77
(c)Basepressureofwater(kN/m2)=whw= 83.40
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
ASSUMED THICKNESS OF WALL AT VARIOUS LEVELS
0.00 9.47 - - 9.47
450 300 - - Taper = One side
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
Height from bottom Height above BOF =
Provided thickness
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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
Calculating required reinforcement for Limit State of Strength
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)
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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
Respectivecoefficientsaremultipliedbymultipliertogetvaluesofbendingmoment
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.
Thisisrequiredbecausecrackwidthcalculationformulaearedifferenceforthesetwocases.
NochangeinsignofmomentMindicatesthatthesectionisprimarilyinbending
forFill1(kN/m3)= k'forFill1=
Ht from
bottom of
wall (m)
Coefficients
Multiplier
Unfactored moments kN-m/m
Fill 2 Face
Ht from
bottom of
wall
d = D - c'
Section in Tension
Ast for
MuAst for T"u Reqd reinf
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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
Designing for Vertical Moments
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
m kN-m/m kN-m/m mm kN/m mm kN-m/m mm2
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
Fill 1 face Fill 2 face
for
Fill
2(kN/m3)
= k'
for
Fill
2=
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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
Calculating required reinforcement for Limit State of Strength
Reinforcementiscalculatedforfactoredmomentsandtensions;LoadFactor=1.5
ReferCase1 CalculationofreinfforFill1forexplanationofthefollowingtable
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
8.97 270 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
ReferCase1 CalculationofreinfforFill2forexplanationofthefollowingtable
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
8.97 255 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
DESIGNING FOR HORIZONTAL MOMENTS
3EdgesFixedWall -
ReferCase1forexplanationofmomentcoefficientsandmultiplier
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
forFill2(kN/m3)= k'forFill2=
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'
Secion in Bending Section in Tension
Ast for
M1u
Ast for Tu /
T'uReqd reinf
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NegativemomentsimpliestensionfaceisFill2
Edge Middle
Provided
thickness
D
Direct
Tensiond-0.5D Edge
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 -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
Calculating required reinforcement for Limit State of Strength
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
m mm kN-m/m kN/m kN/m mm2
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
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
9.47 389 370
8.97 255 41.99 389 389 270 0.00 0 370
Middle - Fill 1 & Fill 2 Face
Ht from
bottom of
wall
Fill 1 face Fill 2 face
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'
Secion in Bending Section in Tension
Ast for
M1u
Ast for Tu /
T'uReqd reinf
Ht from
bottom of
wall
Redistributed/
unfactored moments
Modified moments M1
(unfactored)
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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
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CASE 1 FILL 1 ACTING ; FILL 2 NOT ACTING
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
%Ast=Ast(provided)*100/(1000*d)
Shearstrength
of
concrete
c
is
calculated
from
table
19
of
IS
456
2000
Shearstrengthismultipliedbyfactorforenhancedshearstrengthofconcretenearsupport.
Referclause40.5and40.2.1.1ofIS4562000forenhancementofshearstrength
cismultipliedby2forshearstrengthatedge,becauseshearstressbeingveryclosetosupport
cisalsomultipliedbyanotherfactorforsolidslabs1.0to1.3dependingonthicknessofslab
c,maxisaspertable20ofIS456 2000
CheckforshearisOK,ifv
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Notethatthecrackwidthiscalculatedforvaluesofdia,spacingsandcr
asgivenindesignparameters.
CalculatingdepthofNAfortheprovidedreinforcementAsandAs'
fc=stressinextremecompressionfibre
fsandfs'=stressinreinfneartensionandcompressionfacerespectively
x=DepthofNA
d=Effectivedepth=D c' c'=Effectivecover(mm)= 53
d'=distance
of
centre
of
compression
reinforcement
from
extreme
compression
fibre
= 38
Relationbetweenthestressesisasgivenbelow:
NetTensionT=TotaltensileforceT TotalcompressiveforceC
Takingmomentaboutthetensionreinforcement
Aboveequationsaresolvedforthevaluesoffc,fs,fs'andx.
ReferIS3370(Part2) 2009forcrackwidthcalculations
1=Straininextremetensionfibre=
2=Strainduetostiffeningeffectinconcrete=
m=Averagesurfacestrain=1 2
Crackwidthw=
Procedureforcalculationofcrackwidth SectioninTension
Stressinreinfnearexcesstensilefacefs= T'*1000/As
Stressinreinfnearlesstensilefacefs'= T"*1000/As'
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s=Straininreinfnearexcesstensile face=
Straingradient=
1=Straininextremetensionfibre=s+straingradientxd'
2=Strainduetostiffeningeffectinconcrete=
m=Averagesurfacestrain=1 2
Crackwidthw=
GrossareaofconcreteAc=1000*D+(m 1)*(As+As')
DirectTensioninconcretefct=T*1000/Ac
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
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
Data for check of crack width
Moment
M
Direct
Tension TT' T"
Ast Fill 1
As
Ast Fill 2
As'
m mm kN-m/m kN/m kN/m kN/m mm2
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
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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
Data for check of crack width
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
Data for check of crack width
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
section in bending crack width calculations
section in bending crack width calculations
Height
from
bottom of
Overall
thickness
D
Moment M
Provided reinf
Height
from
bottom of
Overall
thickness
D
Moment M
Provided reinf
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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)
GWT=Groundwatertable(m) BOF=Bottomoffill(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
HOF=Heightofrespectivefill DesignHOFa=MaxofboththeHOFs
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
Height of wall from BOF (m) = 9.47 Design Height of Wall (m) = 8.97
Height of wall from BOW (m) = 9.47
Case Wall Length b BOW HOF aCase 1 - - -
Case 2 - - -
Momentredistribution/DirecttensionisoptionalandsubjecttosameBOW&HOFforbothwalls
Adjoiningwalltowardsthefillwillcausedirecttensioninthiswall
Adjoiningwallawayfromfillwillcausedirectcompressioninthiswall
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
Cantilever walkway on Fill 2 Side
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:
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:
General Comments, if any
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MomentonFill1facemeansmomentcausestensiononfill1faceandviceversa
Totaladditionalmoment=Walkwaymoment+Additionalmoment
- 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=
k= coefficientofactiveearthpressure 1.000
0.333
c= Clearcovertoreinforcement
= DensitykN/m3
w= Densityofsewagewater(kN/m3)= 10.5
d=
Densityof
dry
soil
(kN/m
3
)=
18.0sat= Densityofsaturatedsoil(kN/m
3)= 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)= 0.473
k'(Fill2)= k(Fill2)*HOF2^2/(MAX(HOF1,HOF2)^2)= 0.333
Valueofk'forearthisfurherrevisedtotakeintoaccounttheeffectofwatertable,ifapplicable
NotesonAdditionalmoment,ifany:
Total additional moment on Fill 1 face (kN-m/m):
k(Fill1=Water)=
k(Fill2=Earth)=
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Calculationofbasepressureforearth,ifGWTaboveBOW
H=Designheightofwall(m)= 8.97
hw=HeightofWTfromBOF(m)= 8.34
(a)Basepressureofdrysoil(kN/m2)=k'd(Hhw)= 3.78
(b)Basepressureofsubmergedsoil(kN/m2)=k'subhw= 27.77
(c)Basepressureofwater(kN/m2)=whw= 83.40
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
ASSUMED THICKNESS OF WALL AT VARIOUS LEVELS
0.00 9.47 - - 9.47
450 300 - - Taper = One side
CASE 1 FILL 1 ACTING ; FILL 2 NOT ACTING
DESIGNING FOR VERTICAL MOMENTS
Walltobedesignedascantileveruptoheight= 2.24
Momentcoefficientatbottom=1/6
Momentcoefficientsassumedtobesameatedge,quarterpointandmidpoint
Multiplier=k'**HOF*(CantileverHeight)^2
10.5 0.473
Respectivecoefficientsaremultipliedbymultipliertogetvaluesofbendingmoment
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
NegativemomentsimpliestensionfaceisFill1
TotalmomentonFill1face=MaximumoftheveBMatareferenceheight+Addlmoments,ifany
TotalmomentonFill2face=Maximumofthe+veBMatareferenceheight+Addlmoments,ifany
forFill1(kN/m3)= k'forFill1=
Ht from
bottom of
wall (m)
Coefficients
Multiplier
Unfactored moments kN-m/m
Fill Type
Height from bottom Height above BOF =
Provided thickness
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Directtension(T)actinginverticaldirection,ifanyisduetosuspendedslab.ReferDesignData
Directtension(T)fromsuspendedslabisassumedtoactforadistanceof1/4thofheightoffill.
ModifiedmomentsarecalculatedforFill1facetocheckwhetherthesectionisintensionorbending.
Thisisrequiredbecausecrackwidthcalculationformulaearedifferenceforthesetwocases.
NochangeinsignofmomentMindicatesthatthesectionisprimarilyinbending
ChangeinsignofmomentMindicatesthatthesectionisprimarilyinbending
Modifiedmomentiscalculatedbytransferringdirecttensiontotensileface(Fill1face)
D=Overall
thickness d
=Effective
depth
=D
c'
d 0.5*D=Distanceoftensilereinffromcentreofsection
ModifiedmomentM1= Totalmoment T*(d 0.5*D)
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
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 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
Calculating required reinforcement for Limit State of Strength
Reinforcementiscalculatedforfactoredmomentsandtensions;LoadFactor=1.5
SectioninBending
M1u=M1*1.5 ; Tu=T*1.5
RequiredreinforcementbasedonthevaluesofM1u/bd2istakenfromSP16
Reqd reinf
Total Moments M
(unfactored)
Modified moments M1
(unfactored)
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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
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 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
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 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
DESIGNING FOR HORIZONTAL MOMENTS
Walltobedesignedascantileveruptoheight= 2.24
Momentcoefficientatedge=1/12 ; Momentcoefficientatmidspan=1/16
Momentcoefficientatbottomofwall=0 ; Momentcoefficientsnotconsideredforquarterpoint
Multiplier=k'**(HOF h)*b^2 Whereh=heightofwallfrombottom;b=Lengthofwall
10.5 0.473
Respectivecoefficientsaremultipliedbymultipliertogetvaluesofbendingmoment
forFill1(kN/m3)= k'forFill1=
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'
Secion in Bending Section in Tension
Ast forM1u
Ast for Tu /T'u
Reqd reinf
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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
NegativemomentsimpliestensionfaceisFill1
Directtension(T)isduetoshearinadjoiningwall.ReferdesignofAdjoiningwallforshear
Modifiedmomentscalculatedforedgemomentstocheckwhethersectionisintensionorbending.
Thisisrequiredbecausecrackwidthcalculationformulaearedifferenceforthesetwocases.
NochangeinsignofmomentMindicatesthatthesectionisprimarilyinbending
ChangeinsignofmomentMindicatesthatthesectionisprimarilyinbending
Modifiedmomentatedgeiscalculatedbytransferringdirecttensiontotensileface(Fill1face)
D=Overall
thickness
d 0.5*D=Distanceoftensilereinffromcentreofsection
ModifiedmomentM1= Totalmoment T*(d 0.5*D)
MinimumreinforcementhasbeenbeencalculatedaspertheprovisionsofIS3370Part2 2009
Edge Middle
Provided
thickness
D
Direct
Tensiond-0.5D Edge
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 - 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
Unfactored moments kN-m/m
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Calculating required reinforcement for Limit State of Strength
ProcedureadoptedforcalculationofreinforcementissimilartothatforVerticalreinforcement
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 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
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 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
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 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
Designing for Vertical Moments
Walltobedesignedascantileveruptoheight= 2.24
ReferCase1forexplanationofmomentcoefficientsandmultiplier
18.0 0.712
Middle - Fill 1 & Fill 2 Face
Ht from
bottom of
wall
Fill 1 face Fill 2 face
forFill2(kN/m3)= k'forFill2=
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'
Secion in Bending Section in Tension
Ast for
M1u
Ast for Tu /
T'uReqd reinf
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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
Fill 1 face Fill 2 face
Provided
thickness
D
Direct
Tension Td - 0.5*D Fill 2 face
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 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
Calculating required reinforcement for Limit State of Strength
Reinforcementiscalculatedforfactoredmomentsandtensions;LoadFactor=1.5
ReferCase1 CalculationofreinfforFill1forexplanationofthefollowingtable
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
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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
8.97 270 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
ReferCase1 CalculationofreinfforFill2forexplanationofthefollowingtable
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
8.97 255 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
DESIGNING FOR HORIZONTAL MOMENTS
Walltobedesignedascantileveruptoheight= 2.24
ReferCase1forexplanationofmomentcoefficientsandmultiplier
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
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