cantilever retaining wall - metric
TRANSCRIPT
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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
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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
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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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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--.-+$30.-&G26.--2-.8164.,cm
%ev.lengthatfooting1 1,-.-0.-130.-cm 64.,cm OK
)
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7/24/2019 Cantilever Retaining Wall - Metric
14/16
Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page #
!"$"%&'
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
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$6-.,/:.-&1-.-K*+m
Arm1 16.:-+61/.,0m =oment1 -.-2/.,01-.-K*m+m
!
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7/24/2019 Cantilever Retaining Wall - Metric
15/16
Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page #
!"$"%&'
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
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 -.:/$,-.-,-.-&+/--9/.66+61/.,0m
=oment1 -.-2/.,01-.-K*m+m
=aD.Shear#!1 /46.,96,.796,4.-9-.-9-.-9-.-9-.-1:-./K*+m
=aD.=oment=!1/:8.3930.8930:.09-.-9-.-9-.-9-.-1/:8.:K*+m
Shearstrength AC5'E.$//3&
#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$/-.0:2-.-63&147.6K*m+m
AC5/-.6.8
=!130.7K*m+mOK
*
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7/24/2019 Cantilever Retaining Wall - Metric
16/16
Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page #
!"$"%&'
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
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$66.466.4&2-.--?+3&+-.-1-.--m
=aD.moment=!1-.-2-.--1-.-K*m+m
Shearstrength AC5'E.$//3&
#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
+