COUNTERFORT RETAINING WALLL WALLL NO. 11(HEIGHT 11(HEI GHT 11.10m) DATA:
Unit weight weight of backfill soil
γ s
Safe bearing capacity of soil
q
= = = = = =
φ
Angle of internal friction Angle of wall friction Angle of back face of wall wall with vertical Slope of earthfill Unit weight of on!ete
δ
α
i
=
Calculation of horizontal and vertical seismic co-efficient
ine the !e#e"nt o'e 'e"#ing with the *!oi&ion of &ei&mi 'e&ign of !et"ining w"## i& &ti## $n'e! !ei&ion the '"t" *!oi'e' in the I7 189:74004 "!t I i& !efe!!e' fo! !e#e"nt &ei&mi '"t". The "#$#"tion of the ho!i%ont"# &ei&mi oeffiient i& "#$#"te' "& α h
=
Z 4
×
I R
×
S a g
whe!e = 3h Ho!i%ont"# &ei&mi oeffiient = ei&mi one f"to! I = Im*o!t"ne f"to! R = Re&*on&e !e'$tion f"to! "n'
S a g
=
*et!"# "e#e!"tion oeffiient o! f#e+i,i#it- f"to!
ei&mi one of "!e" = ei&mi one f"to! = I Im*o!t"ne f"to! = R Re&*on&e !e'$tion f"to! = The &o#i' !et"ining w"## i& "#mo&t !igi' "n' no 'iffe!enti"# 'i&*#"ement &h"## t";e *#"e in the w"## '$!ing &ei&mi "e#e!"tion. Hene the w"## i& t";en "& %e!o *e!io' &t!$t$!e "n' the &*et!"# "e#e!"tion oeffiient of the w"## i& t";en "& 1.00. Hene "/g $tting the "#$e& in E2. 1 3h =(0.45+1+1)/(4+1.6) The e!ti"# "e#e!"tion oeffiient
αv
= =
=
4 :
× α
=
h
Calculation of active pressure pressure coefficient under seismic condition: A'o*ting the metho' *!e&!i,e' in I7 189:7 198< the '-n"mi "tie *!e&&$!e oeffiient i& gien ,- the e2$"tion
ca
=
(1 ± α v ) o& 4 (φ o& λ . o&
4
− λ −α) α . o& δ + α + λ
=
1
COUNTERFORT RETAINING WALLL WALLL NO. 11(HEIGHT 11(HEI GHT 11.10m)
+ &n − − & n 1 + ) o&(α − i ) o&(δ + α + λ $tting the "#$e& of &oi# *!o*e!tie& "n' &ei&mi oeffiient& we "#$#"te
λ = t"n −1
α h 1 ± α v
= (Co!!e&*on'ing to >3 ) =t"nB1 Co&(? @ @3 ) =Co& Co&( >3 > ) Co&3 Co& in(? > ) = in(? @ i @ ) Co&(3 @ i)
0.09/(1>0.05)
= = = = = = = = =
(:6B<.86B0)
C"
=
CoBeffiient of "tie e"!th *!e&&$!e $n'e! &t"ti on'ition&
K a
o& i − = o& i +
− o& 4 φ 4 4 o& i − o& φ
o&
4
i
o&θ
D"
=
Proportioning of Wall Components
The height of the w"## ",oe the ,"&e = H "&e wi'th , = 0.5 H to 0. H i.e. T";e "&e wi'th L Toe !oetion =,/< !oi'e Toe !oetion Thi;ne&& of &tem &#", =0.05H !oi'e thi;ne&& of &tem &#", Thi;ne&& of &tem &#", "t to* *"ing of o$nte!fo!t
<.:4 m
to
6.0< m = = = = = =
H L = :.6 γ
0.46
=
s
!oi'e &*"ing of o$nte!fo!t& A&&$me thi;ne&& of o$nte!fo!t& C/C &*"ing of o$nte!fo!t Thi;ne&& of ,"&e &#", &h"## ,e ne"!#i) <.1F.l H cm 80.65 m cm
= = = = =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) ii) 4.l.Hcm !oi'e thi;ne&& of ,"&e &#", Length of he"# &#",
60.<0 m
= = =
Calculation of pressures
Atie *!e&&$!e -n"mi *!e&&$!e
a
= e
1 4
K a .γ s H
1 =
4
=
4
=
# a .γ s H 4
-n"mi in!ement Ho!i%ont"# Com*onent Atie !e&&$!e =".o& (i )=
= 145.<<+o&0=
Ke!ti"# Com*onent of Atie !e&&$!e= ".&in (i )
145.<<+&in0=
Ho!i%ont"# Com*onent of -n"mi in!ement=e.o&(i)
:1.11+o&0=
Ke!ti"# Com*onent of '-n"mi in!ement=e.&in(i)
145.<<+&in0=
Ho!i%ont"# om*onemnt of "tie *!e&&$!e wi# "t "t H/: f!om ,"&e "n' ho!i%ont"# om*onent of ' f!om ,"&e Check Stabilit of !all 0.60 4.00 0.00
1
6.
: H=
.40
:.60 1.60
:.60
J 2
4.8
O L=9 4.00 roportion of retaining wall C"#$#"tion of weight Section ! i&t"ne of C.G. F!om O in ho!i%ont"# 'i!etion 0.6+(4B4)+(.4B4.8)+4/:(4B4)>4+(.4B4.8)+(:.6>(4B4)>(4/4) 0.6+(4B4)+(.4B4.8)>(4+(.4B4.8)) i&t"ne of C.G. F!om O in e!ti"# 'i!etion 0.6+(4B4)+(.4B4.8)+(1>(1/:(.4B4.8))>4+(.4B4.8)+(4.8>1/4(.4B4.8)) 0.6+(4B4)+(.4B4.8)>(4+(.4B4.8)) Section " i&t"ne of C.G. F!om O in ho!i%ont"# 'i!etion= 9/4
=
= =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) i&t"ne of C.G. F!om O in e!ti"# 'i!etion= Section $% &'eight of soil( =:.6+(.4B4.8)+18 i&t"ne of C.G. f!om O=B 9B(:.6/4)
= = =
Section ) &'eight of triang*lar portion of soil( =0.6+0+:.6+18 i&t"ne of C.G. f!om O= 9B(1/:+:.6)
= =
Calculation of overturning moment about toe of the !all i"e" point #$# Sr" %o"
1 4 : <
Vertical Weight,
Description
Static Conditions Atie *!e&&$!e" o&i Seismic condition etion 1 etion 4 -n"mi *!e&&$!e
(orizontal force k%
145.<: 440.00 5:0.00
Tot"#
860.00
19.80 65.0 :1.10 4:<.0:
Calculation of resisting moments about toe of the !all i"e" point #$# Sr" %o"
Description
&ertical Weight'
Static Condition 1 etion 1 4 etion 4 : etion : < etion <
440.00 5:0.00 4.40 0.00 Tot"#
F"to! of &"fet- "g"in&t oe!t$!ning =
114.40 (∑ )/ (∑)
=68:<./69:.9
CoBeffiient of f!ition of &oi# "n' w"## "t ,"&e T";e "#$e of ' µ = ∑ F"to! of &"fet- "g"in&t &#i'ing=
∑
H
Net Moment M= #et + ,e the 'i&t"ne f!om toe whe!e the !e&$#t"nt R "t&
µ
=
t"n φ
= = = = =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) +=M/W
=
Eentiit- e
=
L 4
−
= No Ten&ion wi## Oo$!
+
M"+im$m *!e&&$!e "t toe
=
∑' 1 + 5e
=114.4/9(1>5+B0.16/9)=
Minim$m *!e&&$!e "t hee#
=
∑' 1 − 5e
=114.4/9(1B5+B0.16/9)=
L
L
L
L
0.00
W
A
R
C
J
O +
e
,/4 1:.:
114.5 144.<
148.04
Inten&it- of *!e&&$!e "t $ntion of &tem i.e. $n'e!
=1:.:>(114.B1:.:)+6.6/9 Inten&it- of *!e&&$!e "t $ntion of &tem with hee#. i.e. $n'e! C C
=1:.:>(114.B1:.:)+:.6/9
Design of Toe Slab G!"'e of on!ete
Moment f"to!e R $ fo! t!ength of Con!ete t!ength of tee# Inten&it- of *!e&&$!e "t Neg#eting the weight of &oi# ",oe toe &#", the fo!e& "ting on toe &#", "!e i) ownw"!' weight of toe &#",
= M40
=
f ;
=
f -
= =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) ii) U*w"!' &oi# *!e&&$!e on #engtn A Moment "t =144.<8+:.6P4/4>(114.B144.<8)+:.6(4/:+:.6) B0+:.6+4.8+:.6/4 F"to!e' Moment =1.6+4<4.1
3 *
, =
e*th !e2$i!e'
= =
R* b
e*th !oi'e'
=
A st =
A!e" of &tee# !e2$i!e' =
0.6 f ck 1 − f y
1−
<.53 *
b,
f ck b, 4
=
Minim$m "!e" of &tee# !e2$i!e' =0.14+1000+450/100 U&e i" of "! *"ing !e2$i!e' =401+1000/::14 !oi'e *"ing
= = = =
A!e" of &tee# *!oi'e' = rovi,e !-mm ,ia bars .!/0 #1# Check for Shear ine the &oi# *!e&&$!e in'$e om*!e&&ion in the w"## the !iti"# &etion fo! &he"! i& t";en "t " 'i& Inten&it- of *!e&&$!e "t " 'i&t"ne
450 f!om f"e of &$**o!t
=1:.:>(114.B1:.:)+(6.6>4.5)/9 Net Ke!ti"# he"!= he"! '$e to *!e&&$!e "!-ing f!om min$& &he"! '$e to 'ownw"!' fo!e of &#", in #ength of =11<.84>114.+0.
τ v
=
11<.81 0.< m
4 * b,
= to = = =
=100+1:<0/1000+450
=
he"! t!ength of on!ete
= 2o Shear Reinforcement Req*ire,
No. of #eg& of e!ti"# &ti!!$*& i" of &ti!!$*& A!e" of &ti!!$*& A& *"ing of &ti!!$*& !e2$i!e'
= = = S v =
0.8F. f y . Asv ., (4* − 4 c )
=
!oi'e &*"ing rovi,e !"mm ,ia single legge, ties ."00 #1# bothways
Design of (eel Slab The hee# &#", i& 'e&igne' "& " ontin$o$& &#", &$**o!te' on o$nte!fo!t&. The 'ownw"!' fo!e wi# &#", whe!e inten&it- of &oi# *!e&&$!e i& minim$m.
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) Con&i'e! 1 m wi'e &t!i* ne"! the o$te! e'ge The fo!e& "ting ne"! the e'ge "!e i) ownw"!' weight of &oi# of height ii) ownw"!' wieght of hee# &#", iii) U*w"!' &oi# *!e&&$!e inten&it- "t Net !e&&$!e p.L4 M"+im$m moment = 3 = 14
= = = = =
F"to!e' Moment
=
A st =
A!e" of &tee# !e2$i!e' =
0.6 f ck <.5 3 * b, 1 − 1 − 4 f y f ck b,
=
Minim$m "!e" of &tee# !e2$i!e' =0.14+1000+450/100 U&e i" of "! *"ing !e2$i!e' =11:+1000/::14 !oi'e *"ing
= = = =
A!e" of &tee# *!oi'e' rovi,e !"mm ,ia bars ."00 #1#
=
Check for Shear M"+im$m &he"! fo!e F"to!e' &he"! fo!e
he"! &t!e&& t
τ v
=
= 4 *
=
b, =100+656/1000+450
=
he"! t!ength of on!ete
Distribution steel A&t on e"h f"e
U&e i" of "! *"ing !e2$i!e' !oi'e *"ing
= No Shear Reinforcement Required
=0.14+1000+450/4+100
=
=11:+1000/1565
= = =
A!e" of &tee# *!oi'e' rovi,e !"mm ,ia bars ."00 #1# on each face
=
Design of Stem )&ertical Slab* The &tem "t& "& " ontin$o$& &#", &*"nning ,etween the o$nte!fo!t&. It i&&$,ete' to #ine"!#- "! m"+im$m inten&it- "t ,ottom.Con&i'e! 1 m wi'e &t!i* "t ,ottom of &tem "t C.
E"!th *!e&&$!e "t ,ottom of &tem &#", Ho!i%ont"# om*onent of e"!th *!e&&$!e Moment 4 M"+im$m moment = 3 = w.L
=0.:<+18+(.4B4.8)
= = =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
F"to!e' Moment Effetie 'e*th of &tem &#", A!e" of &tee# !e2$i!e' =
= = A st =
0.6 f ck <.5 3 * b, 1 − 1 − 4 f y f ck b,
=
Minim$m "!e" of &tee# !e2$i!e' =0.14+1000+/100 U&e i" of "! *"ing !e2$i!e' =401+1000/4:48 !oi'e *"ing
= = = =
A!e" of &tee# *!oi'e' rovi,e !-mm ,ia bars ."00 #1# Distribution steel A&t on e"h f"e =0.14+1000+<64.:89:<41159:/4+100
=
=
U&e i" of "! *"ing !e2$i!e' !oi'e *"ing
= = =
=11:+1000/41.<<
A!e" of &tee# *!oi'e' rovi,e !"mm ,ia bars ."00 #1# on each face
=
Design of Counterfort Thi;ne&& of o$nte!fo!t i& 4000mm .The o$nte!fo!t& "!e *!oi'e' "t :m C/C.The- "!e &$,ete' t !e"tion f!om the hee# &#",
At "n- &etion "t "n- 'e*th h ,e#ow the to* E the ho!i%ont"# e"!th *!e&&$!e "ting $*on the o$nte! !e&&$!e inten&it- "t ,"&e = Tot"# Moment "t ,"&e =0.6+45.6+<.<+:+<.
, =
3 *
=
R* b
J =(90B6<.<) :6.6< ⁰
A"i#",#e 'e*th :.60
=6.6/t"n(:6.6<)=
.0
.40 J=6<.< ⁰ ' :.00
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) O :.00 6.60
e*th ""i#",#e =(.4>:.6B4.8)+&in JB0 A!e" of &tee# !e2$i!e' =
A st =
0.6 f ck <.5 3 * 1 − 1 − b, f y f ck b, 4
t"n J = J = J = &in J = = <644QQ6:0.<6 =
Minim$m "!e" of &tee# !e2$i!e' U&e i" of "! No. of ,"!& !e2$i!e' "!& !oi'e'
= = = =
A!e" of &tee# *!oi'e' rovi,e "0mm ,ia bars
=
Design of horizontal ties $e to ho!i%ont"# e"!th *!e&&$!e the e!ti"# &tem h"& " ten'en- of &e*"!"ting o$t f!om the o$nte
it ,- ho!i%ont"# tie&. =
The 'i!et *$## ,- the w"## on o$nte!fo!t fo! 1 m height
A!e" of &tee# !e2$i!e' to !e&i&t 'i!et *$## No. of #eg& of &t!i!!$*& i" of &ti!!$*& A!e" of &ti!!$*& A& *"ing of &ti!!$*& !e2$i!e' !oi'e &*"ing of ti!!$*&
80.4:/0.8f-
= = = = = =
A sv
rovi,e !"mm ,ia two legge, stirrr*ps ."00 #1# Design of &ertical ties $e to net e!ti"# 'own w"!' fo!e "ting on the ,"&e &#", it h"& " ten'en- to &e*"!"te o$t f!om t ,- *!oi'ing e!ti"# tie&.
The m"+im$m *$## wi## Con&i'e! one mete! &t!i*,e e+e!te' "t the en' of hee# &#", whe!e the net 'ownw"!' fo!e Tot"# 'ownw"!' fo!e "t A!e" of &tee# !e2$i!e' to !e&i&t 'i!et *$## No. of #eg& of &t!i!!$*& i" of &ti!!$*& A!e" of &ti!!$*& A& *"ing of &ti!!$*& !e2$i!e' !oi'e &*"ing of ti!!$*&
A sv
=:<.<4/0.8f-
=
= = = = = =
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
rovi,e !"mm ,ia two legge, stirrr*ps ."00 #1#
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
18.00 k21m$ 460.00 ;N/m4 :6.00 ⁰ 0.00 ⁰ 0.00 ⁰ 0.00 ⁰ 46.00 ;N/m:
one
%one f"to!
E2. 1
IK 0.45 1.00 1.60
1.00
1
0.09
0.09
0.05
0.05
4
II III
0.10 0.15
IK K
0.45 0.:<
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
<.86 0.85 1.00 1.00 1.00 0.6 0.60 1.00 0.::8
0.4
.4 m 9.00 m 4.46 m :.60 m 0.<: m 4.00 m 4.00 m 4.8 m :.000 m 0.60 m :.600 m 0.81 m
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) 0.60 m 4.80 m :.60 m
145.<: ;N/m 16.6: ;N/m :1.10 ;N/m 145.<: ;N/m 0.00 ;N/m :1.10 ;N/m 0.00 ;N/m n"mi in!ement wi## "t "t H/4
440.00 ;N <.60
6.00 m 5:0.00 ;N <.60 m
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) 1.<0 m 4.40 ;N .46 m
0.00 ;N .8: m
+ever arm
$verturning moment
4.<0
:0:.<<
6.00 1.<0 :.50
99.00 9.:8 111.95
MO=
69:.8
+ever arm $verturning moment
<.60 <.60 .46 .8:
990.00 48:6.00 4009.0 0.00
MR =
68:<.0
9.8: SA, 0.0 0.66 4.56 AFE 64<0.94 ;Nm
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m) <.56 m B0.16
114.5 ;N/m4 O.D. 1:.: ;N/m4
H
144.< ;N/m4 148.04 ;N/m4
M40 4.5 40 ;N/m4 <16 ;N/m4 144.< ;N/m4
M40 M46
4.5 :.<6
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
4<4.09 ;Nm :5:.1< ;Nm :54.: mm 450.00 mm OD :56.50 mm4 ::14.00 mm4 15 mm 50.59 mm 160 mm
401.05
1:<0 mm4
"ne ' f!om f"e of &tem.
11<.81 ;N/m4 114.5 ;N/m4 (:.6B4.5) 68.:0 ;N 8.<6 ;N 0.0: N/mm4 0.06 0.1 N/mm4 < 14.00 mm <64.:9 mm4 B1155.16 mm 400
mm
# ,e m"+im$m "t the e'ge of the
<.8:
<.8:
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
9.40 ;N/m 0.00 ;N/m 1:.: ;N/m 11.< ;N/m 11.1 ;Nm 1.6 ;Nm
1.5< mm4 ::14.00 mm4 14 mm :<.14 mm 400 mm
11:.10
656 mm4
1.:8 ;N 4.0 ;N 0.00 N/mm4 0.04 0.11 N/mm4 11:.<< 1565.00 mm4 14 mm 58.4< mm 400 mm 656 mm4
ing e"!th *!e&&$!e h"ing 45.< ;N/m 45.< ;N/m 40.05 ;Nm
11:.10
11:.<<
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
:0.08 ;Nm 19<0.00 mm 9<8.0 mm4 401.05 4:48.00 mm4 15 mm 85.:< mm 400 mm 1006 mm4
41.<: mm4 14 mm <15.:1 mm 400 mm 656 mm4
o e"!th *!e&&$!e "n' 'ownw"!' o!t 45.< ;N/m 468.85 ;Nm :88.49 ;Nm 6:0.<< mm
11:.10
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
1.<0 6<.<5 :6.6< 0.68 <644 mm OD 4:8.<8 mm4 <5:0.< mm4 40 mm 0.5 6 160 mm4
fo!t& Hene it &ho$#' ,e tie' to
80.23 kN
444.40 mm4 4.00 14.00 mm 445.19
mm4
101.9 400.00
mm mm
e o$nte!fo!t. Thi& i& *!eente'
:<.<4 kN 108.41 mm4 4.00 14 mm 445.19 mm4 4090.:5 mm4 400 mm
:1<.15
COUNTERFORT RETAINING WALLL NO. 11(HEIGHT 11.10m)
