Cantilever Retaining Wall Stability Example-ASDIP

8/10/2019 Cantilever Retaining Wall Stability Example-ASDIP

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Example (2.0)

Using the Rankine method of analysis, calculate the factors of safety with respect tosliding, overturning and bearing capacity. Use the values presented in the following

Table and refer to Figure 5. It is inferred that all calculations relate to a unit length ofwall.

Friction angle of soil backfill () 32 degrees

Soil Backfill Unit Weight () 125 pcf

Friction angle of the foundation soil (1) 33 degrees

Rankine active pressure coefficient (Ka) 0.307

Concrete Unit Weight (c) 150 pcf

Dimensions of the concrete wall section 1 1-ft by 8-ft

Dimensions of the soil backfill section 2 4-ft by 8-ft

Dimensions of the concrete wall section 3 6-ft by 1-ft

Figure 5

Note:

Since Pa is horizontal, there is novertical component of the force. Ifthe backfill surface were sloping then

Pa would slope at an angle parallel tothe backfill slope. In this case therewould be both a vertical and

horizontal component of Pa. Thelateral thrust would be the horizontal

component and the verticalcomponent would be an additional

vertical force included in V.


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Descrip:

Verification Example

Javier Encinas, PE

Wall Stability Example

Page # ___

!"!"$%&

ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com

GEOMETRY'onc( Stem )eig*t (((((((((((

Stem +*icness +op ((((((((

Stem +*icness -ot (((((((((

8.00

12.0

12.0

ft

in

in

.ooting +*icness ((((((((((((

+oe /engt* (((((((((((((((((((((((

)eel /engt* ((((((((((((((((((((((

Soil 'over 0 +oe (((((((((((((

-acfill )eig*t ((((((((((((((((((

-acfill Slope 1ngle (((((((((

12.0

1.00

4.00

0.00

8.00

0.0

ft

ft

ft

ft

ft

2eg

34

APPLIED LOADS5niform S6rc*arge (((((((((((

Strip Press6re ((((((((((((((((((

Strip 2.0 ft deep, 4.0 ft wide @ 3.0 ft from Stem

Stem Vertical 7Dea28 ((((((((

Stem Vertical 7/ive8 ((((((((((

Vertical /oa2 Eccentricity

Win2 /oa2 on Stem ((((((((((

0.0

0.0

0.0

0.0

6.0

0.0

psf

psf

!ft

!ft

in

psf

BACKFILL PROPERTIES

-acfill Density ((((((((((((((((((

Eart* Press6re +*eory ((((((

9nternal .riction 1ngle (((((((

1ctive Press6re 'oeff( 4a

1ctive Press6re 0 Wall ((((

1ctive .orce 0 Wall Pa ((((

Water +able )eig*t (((((((((((

125.0

Ran!n" A#$!%"

&2.0

$(%

;(&

%(

0.00

pcf

2eg

psf!ft

!ft

ft

SEISMIC EART' FORCES

)or( Seismic 'oeff( * (((((((

Ver( Seismic 'oeff v ((((((((

Seismic 1ctive 'oeff( 4ae

Seismic .orce Paeoment 'apacity ?atio ((((((

0.0

0.0

$($

$($$

$($$

in

in

!ft

34

34

%


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Javier Encinas, PE


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OVERT(RNING CALC(LATIONS )C*+,. D-'-WOVERT(RNING RESISTING

.orce 1rm >oment

!ft ft oment

!ft ft


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Javier Encinas, PE


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TOE DESIGN )C*+,. 1.2D-1.6)L-'.orce 1rm >oment

!ft ft 6 @

S*ear .orce 0 'rit( Sect( ((

?esisting S*ear Vc (((((((((((

'se &ott. &ars )* @ +2 in , "rans(. )4 @ +2 in

?esisting >oment >n ((((((

Develop( /engt* ?atio at En2 ((((((

Develop( /engt* ?atio at Stem ((((

%( $(B% %($

oment >n ((((((

Develop( /engt* ?atio at En2 ((((

Develop( /engt* ?atio at +oe ((((

$($ %( $($

$(B "($$ %(%

( "($$ C("

$($ "(C $($

$($ "($$ $($

$($ "($$ $($

$($ "($$ $($

&(% %"(

(&

%%($

%("

$($

$(

!ft

!ft


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Javier Encinas, PE


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DESIGN CODES

eneral 1nalysis ((((((((((((((

'oncrete Design ((((((((((((((

>asonry Design ((((((((((((((

/oa2 'ombinations ((((((((((

9-'


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Javier Encinas, PE


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Conc.StemHeight................

StemThicknessTop.............

StemThicknessBot..............

ft

in

in

FootingThickness.................

ToeLength............................

HeelLength...........................

SoilCover@Toe..................

BackfillHeight.......................

BackfillSlopeAngle..............

ft

ft

ft

ft

ft

deg

OK

niformS!rcharge................

Strip"ress!re.......................

Stem#ertical$%ead&.............

Stem#ertical$Live&...............

#erticalLoad'ccentricit(.....

)indLoadonStem...............

)indHeightfromTop...........

psf

psf

k*ft

k*ft

in

psf

ft

)alltaper aTan$$+,.-+,.-&*+,*/.--&0-.---rad

Backfillslope -.-12.+3*+/-0-.---rad

4nternalfriction 2,.-12.+3*+/-0-.556rad

)allsoilfriction -.556*,0-.,76rad

Seismicangle aTan$-*$+-&&0-.---rad

Footinglength +.--8+,.-*+,83.--09.--ft

HeightforSta:ilit( -.--8/.--8+,.-*+,06.--ft

'arthpress!retheor(0 ;ankineActive +.91Sin$-.---&0-.-k*ft

)aterforce

"?0$-.2+1$+2-.-9,.3+,5.-&89,.3&1$-.--8+,.-*+,&=*,0-.-k*ft

Forstemdesign$nonseismic&

Activeforce -.2+1+,5.-1/.--=*,0+.,k*ft

+.,1Cos$-.---&0+.,k*ft> +.,1Sin$-.---&0-.-k*ft

)aterforce

"?0$-.2+1$+2-.-9,.3+,5.-&89,.3&1-.--=*,0-.-k*ft

%


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Javier Encinas, PE


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Activeseismiccoeff. 0-.,/

Forsta:ilit(anal(sis$seismic&

Seismicforce -.,/1+,5.-16.--=*,1$+-.-&0+.3k*ft

+.31Cos$-.,768-.---&0+.3k*ft

+.31Sin$-.,768-.---&0-.3k*ft

)aterforce

"?e0-.--1$+2-.-+,5.-&1$-.--8+,.-*+,&=*,0-.-k*ft

Forstemdesign$seismic&

Seismicforce -.,/1+,5.-1/.--=*,0+.+k*ft

+.+1Cos$-.,768-.---&0+.+k*ft

+.+1Sin$-.,768-.---&0-.2k*ft

)aterforce

"?e0-.--1$+2-.-+,5.-&1-.--=*,0-.-k*ft

Backfill0 +.-1+.90+.9k*ft

Arm0 6.--*202.--ft


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Javier Encinas, PE


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Stem?eight +.-1+,.-*+,1/.--1-.+50+.,k*ft

Arm0 +.--8+,.-*+,*,0+.5-ft


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Javier Encinas, PE


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S!rcharge0 +.-1$3.-8$+,.-+,.-&*+,&1-.-0-.-k*ft

Arm0 9.--$3.--8$+,.-+,.-&*+,&*,03.--ft


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Javier Encinas, PE


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"assivecoefficient +*-.2+02.,5ksf

"assivedepth -.--8$+,.-8-.-&*+,+.--0-.--ft

"assivepress!retop0 2.,51+,5.-1+.--0-.3+ksf

"assivepress!re:ot0 2.,51+,5.-1$-.--8+.--&0-.3+ksf

"assiveforce0 $-.3+8-.3+&*,1-.--0-.-k*ft

Frictionforce0 9.+1-.3-&0,.3k*ft

Slidingratio0 $-.-8,.3&*+.90+.57 +.5- OK

Backfill0 +.91+.,0,.-k*ft

Arm0 /.--*20,.97ft


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Javier Encinas, PE


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Bearingforce0-.-k*ft $Geglect:earingpress!reforheeldesign&

Arm0

0$+.613.--=*,8$+.2+.6&13.--=*9&*-.-0+.22ft


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Javier Encinas, PE


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S!rcharge0 +.31$3.-8$+,.-+,.-&*+,&1-.-0-.-k*ft

Arm0 03.--*,0,.--ft

02*3-19-.-1+---*$3---&E1-./1+.-*,.51-.920+3.,in

Hooked AC4+,.5-.-,19-.-1+---*$3---&E1-.921-.70/.2in

%ev.lengthattoeside0 0$9.--3.--&*+,,.-0,,.-in +3.,in OK

%ev.lengthatheelside0 03.--*+,,.-039.-in +3.,in OK

Bearingforce0 $,.-8+./&*,1+.--0+.6k*ft

Arm0

0$+./1+.--=*,8$,.-+./&1+.--=*2&*+.60-.5+ft


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Javier Encinas, PE


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Coverfactor0 $2.-8-.92*,>+,.-*,&*-.92&0,.5

AC4'.$+,+&Straight

02*3-19-.-1+---*$3---&E1-./1+.-*,.51-.920+3.,in

Hooked AC4+,.5-.-,19-.-1+---*$3---&E1-.921-.70/.2in

%ev.lengthattoeside0 0$9.--+.--&*+,2.-057.-in +3.,in OK

%ev.lengthattoeside0 0+.--*+,2.-06.-in +3.,in G

Shearke(depth0 -.-in Shearke(thickness0 -.-in

"assiveforce0 +.91$-.38-.3&*,1-.-*+,0-.-k*ft

Shearatcrit.section#!0 -.-1$-.--.+&*-.-0-.-k*ft

Arm0

0$-.31-.--=*,8$-.3-.3&1-.--=*2&*-.-0-.--ft

Shearstrength AC4'.$++2&

D#n0-.751,1$3---&E1+,1-.+0-.+k*ft #!0-.-k*ft OK

se3@+,.-in As0-.,-in=*ft -.,-*$+,1-.+&0-.+997

Bendingstrength

D*

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Cantilever Retaining Wall Stability Example-ASDIP