Download - Cantilever Retaining Wall - Metric

7/24/2019 Cantilever Retaining Wall - Metric

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125

Retaining walls

Example 3.16 Design of a cantilever retaining wall (BS 8110)

The cantilever retaining wall shown below is backfilled with granular material having a unit weight, , of 19 kNm3

and an internal angle of friction, , of 30. Assuming that the allowable bearing pressure of the soil is 120 kNm2, thecoefficient of friction is 0.4 and the unit weight of reinforced concrete is 24 kNm3

1. Determine the factors of safety against sliding and overturning.2. Calculate ground bearing pressures.3. Design the wall and base reinforcement assuming fcu=35 kNm

2, fy=500 kNm2and the cover to reinforcement

in the wall and base are, respectively, 35 mm and 50 mm.

5000

400A

700 400 2900

WW Ws

Wb

FA

ka

1 sin

1 +sin =

1 sin 30

1 +sin 30=

1 0.5

1 +0.5= =

1

3

Activepressure (pa) =kah

=1/319 5.4=34.2 kN m2

SLIDING

Consider the forces acting on a 1 m length of wall. Horizontal force on wall due to back fill, FA, is

FA=0.5pah=0.5 34.2 5.4 =92.34 kN

and

Weight of wall (Ww) =0.4 5 24 =48.0 kN

Weight of base (Wb) =0.4 4 24 =38.4 kN

Weight of soil (Ws) =2.9 5 19 =275.5 kN

Total vertical force (Wt) =361.9 kN

Friction force, FF, is

FF=Wt =0.4 361.9 =144.76 kN

Assume passive pressure force (FP) =0. Hence factor of safety against sliding is

144 76

92 34

.

.=1.56 >1.5 OK

OVERTURNING

Taking moments about point A(see above), sum of overturning moments (Mover) is

FA kNm

=

=.

. .

.5 4

3

92 34 5 4

3166 2


2/16

Design of reinforced concrete elements to BS 8110

126

Example 3.16 continued

Sum of restoring moments (Mres) is

Mres=Ww 0.9 +Wb 2 +Ws 2.55

=48 0.9 +38.4 2 +275.5 2.55 =822.5 kNm

Factor of safety against overturning is

822.5

166.2 . .= 4 9 2 0 OK

GROUND BEARING PRESSURE

Moment about centre line of base (M) is

M=FA .5 4

3

+WW1.1 WS0.55

=

. .92 34 5 4

3 +48 1.1 275.5 0.55 =67.5 kNm

N=361.9 kN

M

Nm

D

.

. . .= = = =

67 5

361 90 187

6

4

60666m

Therefore, the maximum ground pressure occurs at the toe, ptoe, which is given by

ptoe = +

.

.361 9

4

6 67 5

42=116 kNm2M, no compression reinforcement is required.


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127

Retaining walls

Example 3.16 continued

Steel area

K

M

f bd

..= =

=

cu2

6

3 2

184 7 10

35 10 3550 0419

z=d[ . ( . / . )]0 5 0 25 0 9+ K

=355[ . ( . . / . )]0 5 0 25 0 0419 0 9+ =337 mm

AM

f zs

y

2mm /m.

.

.= =

=

0 87

184 7 10

0 87 500 3371260

6

Hence from Table 3.22, provide H20 at 200 mm centres (A s=1570 mm2/m) in near face (NF) of wall. Steel is also

required in the front face (FF) of wall in order to prevent excessive cracking. This is based on the minimum steelarea, i.e.

=0.13%bh=0.13% 103 400 =520 mm2/m

Hence, provide H12 at 200 centres (A s=566 mm2)

Base

Heel

p3=91 +2 9162 4 91

4

. ( . )=142.8 kNm2

Design moment at point C, Mc, is

385 7 2 9

2

2 9 38 4 1 4 1 45

4

91 2 9

2

51 8 2 9 2 9

2 3160 5

2. .

. . . .

.

. . .

.

+

= kNm

Assuming diameter of main steel () =20 mm and cover to reinforcement is 50 mm, effective depth, d, is

d=400 50 20/2 =340 mm

K

..=

=

160 5 10

35 10 3400 0397

6

3 2

z=340[ . ( . . / . )]0 5 0 25 0 0397 0 9+ 0.95d=323 mm

AM

f zs

y

2mm /m.

.

.= =

=

0 87

160 5 10

0 87 500 3231142

6

Hence from Table 3.22, provide H20 at 200 mm centres (A s=1570 mm2/m) in top face (T) of base.

p1=1.4 116 =162.4 kN m2

p2=1.4 65 =91 kN m2

HeelDToe

700 4002900

275.5 1.4 =385.7 kN

CBA

p1 p3


4/16

Design of reinforced concrete elements to BS 8110

128

Distributionsteel H12-200

H12-200(FF)

200

kicker

Starter bars H20-200

H20-200 (T)

Distributionsteel H12-200

H12-200 (B)

H20-200 (NF)

(FF) far face(NF) near face(T) top face(B) bottom face

U-bars H12-200

ToeDesign moment at point B, MB, is given by

MB kNm

=

. .

. . . .

.

162 4 0 7

2

0 7 38 4 1 4 0 7

4 236 5

2

A s

.

.=

36 5 1142

160 5=260 mm2/m


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Verification Example

Javier Encinas, PE

Cantilever Retaining Wall - Metric

Page #

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

GEOMETRYConc( )tem *eig+t (((((((((((

)tem +icness op ((((((((

)tem +icness .ot (((((((((

5.00

40.0

40.0

m

cm

cm

/ooting +icness ((((((((((((

oe 0engt+ (((((((((((((((((((((((

*eel 0engt+ ((((((((((((((((((((((

)oil Cover 1 oe (((((((((((((

.acfill *eig+t ((((((((((((((((((

.acfill )lope 2ngle (((((((((

40.0

0.70

2.90

0.00

5.00

0.0

m

m

m

m

m

3eg

45

APPLIED LOADS6niform )7rc+arge (((((((((((

)trip Press7re ((((((((((((((((((

Strip 0.6 m deep, 1.2 m wide @ 0.9 m from Stem

)tem Vertical 8Dea39 ((((((((

)tem Vertical 80ive9 ((((((((((

Vertical 0oa3 Eccentricit

Win3 0oa3 on )tem ((((((((((

0.0

0.0

0.0

0.0

15.2

0.0

5Pa

5Pa

5;"m

5;"m

cm

5Pa

BACKFILL PROPERTIES

.acfill Densit ((((((((((((((((((

Eart+ Press7re +eor ((((((

>

!(>

$(>

0.00

5;"m?

3eg

5Pa"m

5;"m

m

SEISMIC EART' FORCES

*or( )eismic Coeff( + (((((((

Ver( )eismic Coeff v ((((((((

)eismic 2ctive Coeff( 5ae

)eismic /orce Pae-Pa (((((((

0.00

0.00

%(>%

-@(@ 5;"m

SOIL BEARING PRESS(RES

2lloA( .earing Press7re ((

Max( Press7re 1 oe ((((((

Min( Press7re 1 *eel ((((((

otal /ooting 0engt+ ((((((((

/ooting 0engt+ " ! ((((((((((((

Res7ltant Eccentricit e (((

Resutant is !it"in t"e #idde $"ird

120.0

&&B(%

!B(&

'(%%

%(!

%(&@

5Pa

5Pa

5Pa

m

m

m

45

S'EAR KEY DESIGN

)+ear 5e Dept+ ((((((((((((((((

)+ear 5e +icness (((((((((

Max( )+ear /orce 1 5e ((

)+ear Capacit Ratio (((((((((

%o s"ear &e' "as (een specified

Moment Capacit Ratio ((((((

0.0

0.0

%(%

%(%%

%(%%

cm

cm

5;"m

45

45

&


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

/orce 2rm Moment

5;"m m 5;-m"m

/orce 2rm Moment

5;"m m 5;-m"m

.acfill Pa (((((((((((((

Water a=le ((((((((((

)7rc+arge *or ((((((

)trip 0oa3 *or ((((((

Win3 0oa3 ((((((((((((

)eismic Pae-Pa (((

)eismic Water ((((((

)eismic )elfAeig+t

R+ 4M

2rm of *oriontal Res7ltant

2rm of Vertical Res7ltant

4vert7rning )afet /actor

$(>' &(@% &!!(

%(%% %(&> %(%

%(%% (% %(%

%(%% (B% %(%

%(%% '(!' %(%

%(%% >(' %(%

%(%% %(&> %(%

%(%% %(%% %(%

$(>' &!!(

&!!($(>'

&(@% m

@%(>>!%(>

(@ m

@%(>&!!(

'($' F

45

)tem op ((((((((((((((

)tem aper (((((((((((

CM6 )tem at op ((

/ooting Weig+t (((((

)+ear 5e (((((((((((((

)oil Cover 1 oe (

)tem We3ge (((((((((

.acfill Weig+t ((((((

.acfill )lope ((((((((

Water Weig+t ((((((((

)eismic Pae-Pa ((((

Pa Vert 1 *eel (((((

Vertical 0oa3 (((((((((

)7rc+arge Ver (((((((

)trip 0oa3 Ver (((((((

Rv RM

'(& %($% '('

%(%% &(&% %(%

%(%% %(%% %(%

>(% (%% B('

%(%% %(% %(%

%(%% %(>B %(%

%(%% &(&% %(%

B(B% (BB %(B

%(%% >(%> %(%

%(%% (BB %(%

%(%% '(%% %(%

%(%% '(%% %(%

%(%% %($B %(%

%(%% (BB %(%

%(%% (BB %(%

>!%(> @%(>

STEM DESIGN )C*+,. 0.9D-1./'-E

*eig+t 3 M7 GMn Ratio

m cm 5;-m"m 5;-m"m

B(%% >B(B %(% %(% %(%%

'(B% >B(B %( &&(@ %(%%

'(%% >B(B &( &>(& %(%&

>(B% >B(B B( &>(& %(%B

>(%% >B(B &>(B &>(& %(&&

(B% >B(B !(' &>(& %(&

(%% >B(B 'B(! &B&(' %(>%

&(B% >B(B (' '&(! %(>%

&(%% >B(B &%@(& '&(! %('B%(B% >B(B &B>($ '&(! %(!'

%(%% >B(B &&(& '&(! %(@ 45

)+ear /orce 1 Crit( *eig+t ((

Resisting )+ear GVc (((((((((((((

)se *ertica (ars D20 @ 20 cm at (ac&fi side

+ut off aternate (ars. +ut off ent" - 2.13 m

@('

B'(!

Vert( .ars Em=e3( 03+ ReH3 ((

Vert( .ars )plice 0engt+ 03 ((((

&&(

!&(B

5;"m

5;"m

cm

cm

45

45

SLIDING CALCS )C*+,. D-'-W

/ooting-)oil /riction Coeff( ((

/riction /orce at .ase ((((((((((

Passive Press7re Coeff( 5p (

Dept+ to ;eglect Passive (((((

Passive Press7re 1 Wall ((((

Passive /orce 1 Wall Pp ((((

*ori( Resisting /orce ((((((((((

*ori( )li3ing /orce ((((((((((((((

%('%

&''(&

>(%%

%('%

)li3ing )afet /actor &''(&

$(> &(B! F &(B 45

5;"m

m

5Pa"m

5;"m

5;"m

5;"m

LOAD COMBINATIONS )ASCE 7STABILITY STRENGT'

& DI*IW

DI0I*IW

> DI*I%(E

' DI0I*I%(E

& &('D

&(DI&(!80I*9

> &(DI%(@W

' &(DI0I&(!W

B &(DI0IE

! %($DI&(!*I&(!W

%($DI&(!*IE


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TOE DESIGN )C*+,. 1.2D-1./)L-'/orce 2rm Moment

5;"m m 5;-m"m

6pAar3 Presss7re

Concrete Weig+t ((

)oil Cover ((((((((((((

M7

)+ear /orce 1 Crit( )ect( ((

Resisting )+ear GVc (((((((((((

)se (ott. (ars D12 @ 20 cm , $rans*. D12 @ 20 cm

Resisting Moment GMn ((((((

Develop( 0engt+ Ratio at En3 ((((((

Develop( 0engt+ Ratio at )tem ((((

&%(' %(>! >@('

-($ %(>B -(@

%(% %(>B %(%

$$(' >B(!

B%(!

B>('

@!(

%(&$

%(%'

5;"m

5;"m

5;-m"m

45

45

45

45

MATERIALS

)tem /ooting

Concrete fc ((((

Re=ars f ((((((((

>B(%

B%%(%

>B(%

B%%(%

MPa

MPa

'EEL DESIGN )C*+,. 0.9D-1./'-E/orce 2rm Moment

5;"m m 5;-m"m

6pAar3 Press7re (

Concrete Weig+t ((

.acfill Weig+t (((((

.acfill )lope (((((((

Water Weig+t (((((((

)7rc+arge Ver( ((((

)trip 0oa3 Ver( ((((

M7

)+ear /orce 1 Crit( )ect( ((

Resisting )+ear GVc (((((((((((

)se top (ars D20 @ 20 cm , $rans*. D12 @ 20 cm

Resisting Moment GMn ((((((

Develop( 0engt+ Ratio at En3 ((((

Develop( 0engt+ Ratio at oe ((((

-&@(' &(%@ &$(>

'(! &('B >B(

'@(% &('B >B$(B

%(% &($> %(%

%(% &('B %(%

%(% &('B %(%

%(% &('B %(%

$%(& &$($

$>(

'$(

>%(>

%(&$

%(B

5;"m

5;"m

5;-m"m

45

45

45

45

>


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DESIGN CODES

Keneral 2nalsis ((((((((((((((

Concrete Design ((((((((((((((

Masonr Design ((((((((((((((

0oa3 Com=inations ((((((((((

&@-&&

M)JC-&&

2)CE -%B

'


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

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

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

m

cm

cm

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

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

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

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

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

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

m

m

m

m

m

deg

OK

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

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

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

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

#erticalLoad'ccentricit(.....

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

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

K"a

K"a

K*+m

K*+m

cm

K"a

m

)alltaper aTan$$,-.-,-.-&+/--+0.--&1-.---rad

Backfillslope -.-23./,+/4-1-.---rad

5nternalfriction 3-.-23./,+/4-1-.06,rad

)allsoilfriction -.06,+61-.676rad

Seismicangle aTan$-+$/-&&1-.---rad

Footinglength -.8-9,-.-+/--96.:-1,.--m

HeightforSta;ilit( -.--90.--9,-.-+/--10.,-m

'arthpress!retheor(1 Sat!rateddensit(16-K*+m>

Activecoefficient 1-.33

Activepress!re -.332/:.-17.3K"a+mofheight

Forsta;ilit(anal(sis$nonseismic&

Activeforce -.332/:.-20.,-?+61:6.3K*+m

:6.32Cos$-.---&1:6.3K*+m :6.32Sin$-.---&1-.-K*+m

)aterforce

"1$-.332$6-.,:.4/:.-&9:.4&2$-.--9,-.-+/--&?+61-.-K*+m

Forstemdesign$nonseismic&

Activeforce -.332/:.-20.--?+618:.6K*+m

8:.62Cos$-.---&18:.6K*+m 8:.62Sin$-.---&1-.-K*+m

)aterforce

"1$-.332$6-.,:.4/:.-&9:.4&2-.--?+61-.-K*+m

&


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Activeseismiccoeff. 1-.3-

Forsta;ilit(anal(sis$seismic&

Seismicforce -.3-2/:.-20.,-?+62$/-.-&143.0K*+m

43.02Cos$-.6769-.---&14-.8K*+m

43.02Sin$-.6769-.---&16/.7K*+m

)aterforce

"e1-.--2$6-.,/:.-&2$-.--9,-.-+/--&?+61-.-K*+m

Forstemdesign$seismic&

Seismicforce -.3-2/:.-20.--?+618/.7K*+m

8/.72Cos$-.6769-.---&17:./K*+m

8/.72Sin$-.6769-.---&1/4.0K*+m

)aterforce

"e1-.--2$6-.,/:.-&2-.--?+61-.-K*+m

Backfill1 /.-2:6.31:6.3K*+m

Arm1 0.,-+31/.4-m =oment1 :6.32/.4-1/77.6K*m+m

)aterta;le1 /.-2-.-1-.-K*+m

Arm1 $-.--9,-.-+/--&+31-./3m =oment1 -.-2-./31-.-K*m+m

S!rcharge1 /.-2-.332-.-20.,-1-.-K*+m

Arm1 0.,-+616.8-m =oment1 -.-26.8-1-.-K*m+m

Stripload1 -.-K*+m

Arm1 6.0-m =oment1 -.-26.0-1-.-K*m+m

)indload1 /.-2-.-2/.061-.-K*+m

Arm1 ,-.-+/--90.--/.06+61,.7,m

=oment1-.-2,.7,1-.-K*m+m

Backfillseismic1 -.-2$4-.84-.8&1-.-K*+m

Arm1 -.720.,-13.6,m =oment1 -.-23.6,1-.-K*m+m

)aterseismic1 -.-2-.-1-.-K*+m

Arm1 $-.--9,-.-+/--&+31-./3m =oment1 -.-2-./31-.-K*m+m

)allseismic1 -.-2$-.-9-.-938.8&2-.--1-.-K*+m

=oment1

1-.-2$-.-2$,-.-+/--90.--+6&9-.-2$,-.-+/--90.--+3&938.82,-.-+/--+6&2-.--1-.-K*m+m

Hor.res!ltant


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Stemeight /.-2,-.-+/--20.--263.071,8./K*+m

Arm1 -.8-9,-.-+/--+61-.:-m =oment1 ,8./2-.:-1,6.,K*m+m

Stemtaper /.-2$,-.-,-.-&+/--20.--+6263.071-.-K*+m

Arm1 -.8-9,-.-+/--$,-.-,-.-&+/--26+31/./-m

=oment1-.-2/./-1-.-K*m+m

C=stemattop1 -.-K*+m

Arm1 -.8-9-.-+/--+61-.--m

=oment1-.-2-.--1-.-K*m+m

Ftg.eight /.-2,.--2,-.-+/--263.07138.8K*+m

Arm1 ,.--+616.--m =oment1 38.826.--180.,K*m+m

Ke(eight /.-2-.--+/--2-.-+/--263.071-.-K*+m

Arm1 -.8-9-.-+/--+61-.8-m =oment1 -.-2-.8-1-.-K*m+m

Soilcover1 /.-2-.8-2-.--2/:.-1-.-K*+m

Arm1 -.8-+61-.30m =oment1 -.-2-.301-.-K*m+m

Stemedge1 /.-2$,-.-,-.-&+/--20.--+62/:.-1-.-K*+m

Arm1 -.8-9,-.-+/--$,-.-,-.-&+/--+31/./-m

=oment1-.-2/./-1-.-K*m+m

Backfilleight1 /.-26.:-20.--2/:.-1680.0K*+m

Arm1 ,.--6.:-+616.00m =oment1 680.026.0018-6.0K*m+m

Backfillslope1

1/.-2$6.:9$,-.-,-.-&+/--&2-.--+62/:.-1-.-K*+m

Arm1 ,.--$6.:-9$,-.-,-.-&+/--&+313.-3m

=oment1-.-23.-31-.-K*m+m

)ater1 /.-26.:-2-.--2$6-.,/:.-&1-.-K*+m

Arm1 ,.--6.:-+616.00m =oment1 -.-26.001-.-K*m+m

Seismic"ae"a1 -.-2$6/.76/.7&1-.-K*+m

Arm1 ,.--m =oment1 -.-2,.--1-.-K*m+m

Backfill"av1 /.-26/.71-.-K*+m

Arm1 ,.--m =oment1 -.-2,.--1-.-K*m+m

Concentrated1 /.-2-.-9-.-2-.-1-.-K*+m

Arm1 -.8-9$,-.-/0.6&+/--1-.:0m=oment1-.-2-.:01-.-K*m+m

(


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S!rcharge1 /.-2$6.:9$,-.-,-.-&+/--&2-.-1-.-K*+m

Arm1 ,.--$6.:-9$,-.-,-.-&+/--&+616.00m

=oment1-.-26.001-.-K*m+m

Strip1 /.-2-.-26.:-1-.-K*+m

Arm1 ,.--6.:-+616.00m =oment1-.-26.001-.-K*m+m

#er.res!ltant


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"assivecoefficient /+-.3313.--K"a

"assivedepth -.--9$,-.-9-.-&+/---.,-1-.--m

"assivepress!retop1 3.--2/:.-2-.,-166.4-K"a

"assivepress!re;ot1 3.--2/:.-2$-.--9-.,-&166.4-K"a

"assiveforce1 $66.4-966.4-&+62-.--1-.-K*+m

Frictionforce1 =aD$-37-.32-.,-&1/,,./K*+m

Slidingratio1 $-.-9/,,./&+:6.31/.07 /.0- OK

Backfill1 /.7284.81/67.8K*+m

Arm1 0.--+31/.78m =oment1 /67.82/.7816//./K*m+m

)aterta;le1 /.72-.-1-.-K*+m

Arm1 -.--+31-.--m =oment1 -.-2-.--1-.-K*m+m

S!rcharge1 /.72-.332-.-20.--1-.-K*+m

Arm1 0.--+616.0-m =oment1 -.-26.0-1-.-K*m+m

Stripload1 -.-K*+m

Arm1 6.0-m =oment1 -.-26.0-1-.-K*m+m

)indload1 -.-2-.-2/.061-.-K*+m

Arm1 0.--/.06+61,.6,m =oment1-.-2,.6,1-.-K*m+m

Backfillseismic1 /.-2$7:./7:./&1-.-K*+m

Arm1 -.720.--13.--m =oment1 -.-23.--1-.-K*m+m

)aterseismic1 /.-2-.-1-.-K*+m

Arm1 -.--+31-.--m =oment1 -.-2-.--1-.-K*m+m

=aD.shear1/67.89-.-9-.-9-.-9-.-9-.-9-.-1/67.8K*+m

Shearatcriticalsection1 /67.8/67.8+0.--230.0+/--1//8.8K*+m

=aD.moment16//./9-.-9-.-9-.-9-.-9-.-9-.-16//./K*m+m

Shearstrength AC5'E.$//3&

#n1-.802-./82$30&G2/-230.0167/.0K*+m//8.8K*+m OK

se%[email protected] As1/0.8/cm?+m /0.8/+$/--230.0&1-.--,,

Bendingstrength

=n1-.:-230.0?230.-2-.-732$/-.0:2-.-73&16,/.7K*m+m

AC5/-.6.8

6//./K*m+m OKHooked AC5/6.0-.6,20--.-+$30.-&G26.--2-.8164.,cm

%ev.lengthatfooting1 1,-.-0.-130.-cm 64.,cm OK

)


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Bearingforce1 $/0.-9//-.4&+626.:-1/46.,K*+m

Arm1

1$/0.-26.:-?+69$//-.4/0.-&26.:-?+7&+/46.,1/.-4m

=oment1 /46.,2/.-41/:8.3K*m+m

Concreteeight1 -.:2,-.-+/--26.:-263.0716,.7K*+m

Arm1 16.:-+61/.,0m =oment16,.72/.,0130.8K*m+m

Backfilleight1 -.:26.:-20.--2/:.-16,4.-K*+m

Arm1 16.:-+61/.,0m =oment1 6,4.-2/.,0130:.0K*m+m

Backfillslope1

1-.:2$6.:9$,-.-,-.-&+/--&2-.--+62/:.-1-.-K*+m

Arm1 6.:-26+31/.:3m =oment1-.-2/.:31-.-K*m+m

)ater1 -.:26.:-2-.--2$6-.,/:.-&1-.-K*+m

Arm1 16.:-+61/.,0m =oment1 -.-2/.,01-.-K*m+m

!


15/16

Project:

Engineer:

Descrip:


Javier Encinas, PE


Page #

!"$"%&'


S!rcharge1 -.:2$6.:9$,-.-,-.-&+/--&2-.-1-.-K*+m

Arm1 16.:-+61/.,0m =oment1-.-2/.,01-.-K*m+m

Strip1 -.:2-.-2/.661-.-K*+m

Arm1 -.:/$,-.-,-.-&+/--9/.66+61/.,0m

=oment1 -.-2/.,01-.-K*m+m

=aD.Shear#!1 /46.,96,.796,4.-9-.-9-.-9-.-9-.-1:-./K*+m

=aD.=oment=!1/:8.3930.8930:.09-.-9-.-9-.-9-.-1/:8.:K*+m


#n1-.802-./82$30&G2/-233.:16,:.8K*+m#!1:-./K*+m OK

se%[email protected] As1/0.8/cm?+m /0.8/+$/--233.:&1-.--,7

Bendingstrength

=n1-.:-233.:?230.-2-.-772$/-.0:2-.-77&163-.3K*m+m

AC5/-.6.8

=!1/:8.:K*m+mOK

Coverfactor1 =in$6.0$0./96.--+66-.-+6&+6.--&16.0

AC5'E.$/6/&Straight

10--.-+/./+$30&G2-.42/.3+6.026.--173.:cm

Hooked AC5/6.0-.6,20--.-+$30.-&G26.--2-.8164.,cm

%ev.lengthattoeside1 1$,.--6.:-&+/--0./1/-,.:cm73.:cm OK

%ev.lengthatheelside1 16.:-+/--0./164,.:cm73.:cm OK

Bearingforce1 $/73.-9/,3.4&+62-.8-1/-8.,K*+m

Arm1

1$/,3.42-.8-?+69$/73.-/,3.4&2-.8-?+3&+/-8.,1-.37m

=oment1 /-8.,2-.37134.,K*m+m

Concreteeight1 /.62,-.-+/--2-.8-263.0718.:K*+m

Arm1 1-.8-+61-.30m =oment18.:2-.3016.4K*m+m

Soilcover1 /.62-.8-2-.--2/:.-1-.-K*+m

Arm1 1-.8-+61-.30m =oment1 -.-2-.301-.-K*m+m

=aD.Shear#!1 /-8.,8.:-.-1::.,K*+m

Shearatcrit.section#!1 ::.,2$-.8-3,.,+/--&+-.8-10-.7K*+m

=aD.=oment=!134.,6.4-.-130.7K*+m

Shearstrength AC5'E.$//3n1-.802-./82$30&G2/-23,.,1603.,K*+m#!10-.7K*+m OK

se%/[email protected] As10.70cm?+m 0.70+$/--23,.,&1-.--/7

Bendingstrength

=n1-.:-23,.,?230.-2-.-632$/-.0:2-.-63&147.6K*m+m

AC5/-.6.8

=!130.7K*m+mOK

*


16/16

Project:

Engineer:

Descrip:


Javier Encinas, PE


Page #

!"$"%&'


Coverfactor1 =in$6.0$0.-9/.6-+66-.-+6&+/.6-&16.0

AC5'E.$/6/&Straight

10--.-+/./+$30&G2-.42/.-+6.02/.6-16:.0cm

Hooked AC5/6.0-.6,20--.-+$30.-&G2/.6-2-.81/8.-cm

%ev.lengthattoeside1 1$,.---.8-&+/--0.-1360.-cm6:.0cm OK

%ev.lengthattoeside1 1-.8-+/--0.-170.-cm6:.0cm OK

Shearke(depth1 -.-cm Shearke(thickness1 -.-cm

"assiveforce1 /.72$66.4966.4&+62-.-+/--1-.-K*+m

Shearatcrit.section#!1 -.-2$-.--./&+-.-1-.-K*+m

Arm1

1$66.42-.--?+69$66.466.4&2-.--?+3&+-.-1-.--m

=aD.moment=!1-.-2-.--1-.-K*m+m


#n1-.802-./82$30&G2/-2-./1-.8K*+m #!1-.-K*+m OK

se,@3-.0cm As1,.63cm?+m ,.63+$/--2-./&1-.,63/

Bendingstrength

=n1-.:-2-./?230.-27.-,,2$/-.0:27.-,,&1-./K*m+m

AC5/-.6.8

=!1-.-K*m+m OK

+