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Design of R.C.C. Bridge Piers of Ladpura Bridge on RMC Design parameters :
Canal discharge Q =
188.45
cumecs
Clear span between piers =
8 .0 0
m
Thickness of road wa deck slab =
0.8
m
!.".#. of canal $%" of &ridge =
'5(.4'
!.".#. of canal )%" of &ridge =
'5(.4'
m
Canal bed #e*el )%" of &ridge =
'5+.''
m
#ace,s "ilt factor -f =
1.00
&earing Capacit of "oil =
'5
t%m'
/idth of roadwa slab of bridge =
+.5
m
/idth of erb on roadwa bridge =
0
m
Thickness of erb =
0
m
/eight of ailing per m run of bridge =
0.2
3ccen of C%# road deck slab from pier ce nter=
ton%m
0
m
eight of ier upto &ed block top #6# from C =
4.1
m
Thickness of &ed block =
0.(
m
0
m'
1.5
m
5
m
5.+
m
#6# of wearing top of road wa deck slab =
'58.''
m
#6# of deck slab bearing
'52.+'
m
#6# of top of foundaon block of ier
'5+.''
m
7rea of bridge oisng pla9orm = /idth of pier #ength of pier at bed block bo:om le*el = #ength of pier at C =
;o of bas of bridge
+
;os
#ength of ier at !"# )%" of bridge
5.0+
m
#ength of ier at C )%" of bridge
5.+
m
#ength of foundaon block at foundaon #6#
2.5
m
/idth of foundaon block at foundaon #6#
4
m
1.5
m
1
m
'.(>
m
4 .0 4
m
eight of foundaon block at ier
7ncipated depth of scour around piers = 1.5 - =
#e*el of foundaon of iers should not be less than 1 m below ancipated depth of scour #e*el of foundaon = sa
' 5 1 .+ 8
m
' 5 1 .2 0
m
Evaluaon of fores ang on t!e Pier (a) Dead "eig!t of super struture -i /eight eight of slab slab with with wearin wearing g coat coat =
((.50 ((.50
tonne tonness
-iii -iii /eigh eightt of ail ailin ings gs =
1+.+ 1+.+0 0
tonn tonnes es
$%.&'
tonnes
#otal
() Live Loads ?a@imum li*e load reacon on pier is obtained when fourth a@le load 11.4 t at center of pier
-i eacon from right span =
1(.20
tonnes
-ii eacon from leA span =
1'.55
tonnes
Total #i*e #oad reaco on the ier from li*e loads =
'>.'4
Bmpact !actor =
tonnes
0.'>
"o ?a@imum li*e load reacon with impact =
$.&*
tonnes
Eentriit+ of live load
eccentricit of #.#. from center of pier about < a@is =
'.,,
m
eccentricit of #.# from center of pier about D
'.--
m
8.+(
tonnes
() Braing Fore Bt is eEual to '0F of total li*e load present on the bridge = educed le*el of applicaon of braking force =
'5>.4'
m
eight of appicaon force abo*e bearing le*el =
'.100
m
Bncrease in reacon due to braking force =
-.&,
tonnes
(d) #emperature fore due to sliding frion eacon on sliding end when loads are placed so as to produc ma@imum reacon at sliding end #i*e load eacon at sliding end =
14.+'
Bmpact factor =
0.'>
#i*e load with impact =
18.51
tonnes
)ead #oad reacon =
2>.80
tonnes
1.85
tonnes
Bncrease due to braking force = Total G
100.45
tonnes
tonnes
!ricon in sliding bearing - with coeH. of sliding fricon as 0.0+ = .#. of point of applicaon =
*,$.*
.'-
tonnes
m
(e) /ind fore "ince intensit of wind pressure depends upon t he height of the point abo*e mean retarding surfaceI so two cases for calculaon of wind forces ha*e been considered -i /hen le*el of water in the canal is at !.".#. -ii /hen depth of water is Jero (i) /!en level of "ater in t!e anal is at F.0.L.
7*erage height of ele*aon area =
1.80
Bntensit of wind pressure =
4(.+
kg%m'
3@posed 3le*aon area =
12.10
m'
Total /ind force on structure =
'.
%$tonnes
.#. of point of applicaon =
m
*,$.*
m
+00.00
kg%m
/ind force on li*e load Bntensit of wind force = #ength of li*e load = length of one span =
>.50
m
Total wind force on li*e load =
'.85
tonnes
.#. of point of applicaon =
*,%.1*
m
(ii) /!en dept! of "ater is 2ero
7*erage height of area of ele*aon abo*e bed le*el =
5.00
m
Bntensit of wind pressure =
85.0
kg%sEm
3@posed 3le*aon area =
42.5
sEm
Total wind force on structure =
4.04
tonnes
.#. of point of applicaon =
*,,.$*
m
/ind force on li*e load Total wind force on li*e load =
'.85
.#. of point of applicaon =
tonnes
*,%.1*
m
(f) Dead Loads of 0u 0truture (i) Dead Load of ed lo lan area =
10.('
Thickness =
0.(
"Em m
/eig!t of ed lo 3
-,.%
tonnes
*.-'
tonnes
(ii) Dead Load of pier Dead load of pier 3 (iii) Fore due to uo+an+
lan area at !.".#. =
(.(0
"Em
/eight of /ater displaced = Fore due to uo+an+ allo"ing -,4 up"ard fore 3
'1.1'
tonnes .-$
tonnes
(g) Fore on pier due to urrent of "ater
?a@imum 6elocit of Kow -6 = Q% =
'.45
m%s
6'=
(.0'
?a@imum *alue of depth of scour = 1.5 = 4.04 m ' 7ssuming *ariaon of 6 to be linear than its *alue at bed le*el = ressure due to water current = 6'
1.'5
where =
'(
ressure at water le*el =
15(.5(
kg%m'
ressure at bed le*el =
+'.(1
kg%m'
7rea on which pressure acts =
4.80
"Em
Total force due to water current =
0.45
tonnes
eight of center of pressure from bed le*el =
1.>5
m
(!) Fore on pier due to urrent of "ater perpendiular to lengt! of pier
?a@imum *ariaon in direcon of current = '0 0 ?a@imum 6elocit at top = 6 sin '0 =
0.84 6'=
6alue of 6' at bed le*el = 7ssuming =
0.20
0.0' 80
for rectangular shape
ressure at water le*el =
5(.+0
kg%m'
ressure at bed le*el =
1.'2
kg%m'
7rea on which pressure acts =
1(.48
"Em
for pointed ;ose 45 degree angled
Total force due to water current =
0.42
tonnes
eight of center of pressure from bed le*el =
'.11
m
(i) Fore on pier due to pressure of "ater perpendiular to lengt! of pier "!en "ater 5o"s in alternate #ateral !orces on pier when one gate is opened for Kow and adacent one are c losed ! = g ` h7
` h =
1.(1
m
7rea under inKuence for water pressure =
14.1+
sEm
Total pressure force ! = g ` h7=
''.80
tonnes
Center of pressure below water surface p =- B0%7` h L` h B0= h+-a'L4abLb'%+( a b= p=
5.4(
1.85
m+
m
#e*el of center of pressure abo*e base =
'54.5(( m
C!e for stresses in t!e pier at Bed Level "it! R.L. 3 7rea -7 = B@@=
(.8+
"Em
1.12
m4
B=
1'.1(
m4
*,.**
m
Case - : /!en Live load on t!e ridge and anal is running at F.0.L. (i) 6eral dead loads
-a )ead #oad of super structure =
2>.80
tonnes
-b )ead load of bed block =
15.>+
tonnes
-c )ead #oad due to self weight of ier =
'+.10
tonnes
-d Bncrease in reacon due to braking =
1.85
tonnes
(ii) Live load "it! impat fator 3
+2.8'
tonnes
(iii) Buo+an+ fore ang up"ards 3
<+.12
tonnes
0o 7et veral do"n"ard fore (P) 3
-,,. tonnes
Moment aout 898 a8is
)ue to braking force =
51.8+
t.m
)ue to sliding fricon =
1'.+(
t.m
)ue to water current in perpendicular direcon =
1.00
t.m
)ue to water pressure when alternate gates open =
+0.20
t.m
>5.8>
t.m
%.''
t.m
)ue to eccentricit of #i*e #oad =
'0.80
t.m
)ue to wind force on super structure =
+.'5
t.m
12.(2
t.m
0.8>
t.m
4'.(0
t.m
1.''
t.m
>0.'(
t%m'
#otal Moment (M8) 3
sa Moment aout +9+ a8is
)ue to wind force on li*e load = )ue to water current force in long. )ir = #otal Moment (M+) 3
sa ;ow stress =
P M x A
I xx
( x m )
M y I yy
( y m )
?a@imum compressi*e stress M comIma@=
N '50 t%m'
?inimum compressi*e stress M comImin=
<45.'2
t%m' =
;%mm'
<0.45+
owe*er steel pro*ided in pier will take care of tension.
Case * : /!en Live load on t!e ridge and 7o "ater in anal (i) 6eral dead loads
-a )ead #oad of super structure =
2>.80
tonnes
-b )ead load of bed block =
15.>+
tonnes
-c )ead #oad due to self weight of ier =
'+.10
tonnes
-d Bncrease in reacon due to braking =
1.85
tonnes
+2.8'
tonnes
(ii) Live load "it! impat fator 3
0o 7et veral do"n"ard fore (P) 3
-,&.,' tonnes
Moment aout 898 a8is
)ue to braking force =
51.8+
t.m
)ue to sliding fricon =
1'.+(
t.m
#otal Moment (M8) 3
(4.1>
t.m
,.''
t.m
)ue to eccentricit of #i*e #oad =
'0.80
t.m
)ue to wind force on super structure =
+.'5
t.m
)ue to wind force on li*e load =
12.(2
t.m
#otal Moment (M+) 3
41.2'
t.m
1*.''
t.m
?a@imum compressi*e stress M comIma@=
2+.8>
t%m'
?inimum compressi*e stress M comImin=
<'2.44
sa Moment aout +9+ a8is
sa ;ow stress =
P M x A
I xx
( x m )
M y I yy
( y m )
-Tensile t%m' =
;%mm'
N '50 t%m' <0.'24
;%mm'
*,-.$'
m
owe*er steel pro*ided in pier will take care of tension.
C!e for stresses in t!e pier at foundaon Level "it! R.L. 3 7rea -7 = B@@=
+0.00
"Em
40.00
m4
B=
140.(+
m4
Case - : /!en Live load on t!e ridge and anal is running at F.0.L. (i) 6eral dead loads
-a )ead #oad of super structure =
2>.80
tonnes
-b )ead load of bed block =
15.>+
tonnes
-c )ead #oad due to self weight of ier =
'+.10
tonnes
-d Bncrease in reacon due to braking =
1.85
tonnes
(e) Live load "it! impat fator 3
+2.8'
tonnes
(f) Buo+an+ fore ang up"ards 3
<+.12
tonnes
(g) Dead load of foundaon lo 3
>8.0'
tonnes
0o 7et veral do"n"ard fore (P) 3
*,.1 tonnes
Moment aout 898 a8is
)ue to braking force =
(4.54
t.m
)ue to sliding fricon =
1(.>4
t.m
)ue to water current in perpendicular direcon =
1.21
t.m
)ue to water pressure when alternate gates open =
(5.+(
t.m
148.55
t.m
-1%.''
t.m
)ue to eccentricit of #i*e #oad =
'0.80
t.m
)ue to wind force on super structure = )ue to wind force on li*e load =
4.45 ''.00
t.m t.m
)ue to water current force in long. )ir =
1.52
t.m
48.8'
t.m
1%.''
t.m
12.'0
-Compressi* e t%m' N '5 t%m'
#otal Moment (M8) 3
sa Moment aout +9+ a8is
#otal Moment (M+) 3
sa ;ow stress =
P M x A
I xx
( x m )
M y I yy
( y m )
?a@imum compressi*e stress M comIma@= ?inimum compressi*e stress M comImin=
<0.+1
<0.00+
t%m' =
Case * : /!en Live load on t!e ridge and 7o "ater in anal (i) 6eral dead loads
-a )ead #oad of super structure =
2>.80
tonnes
-b )ead load of bed block =
15.>+
tonnes
-c )ead #oad due to self weight of ier =
'+.10
tonnes
-d Bncrease in reacon due to braking =
1.85
tonnes
(e) Live load "it! impat fator 3
+2.8'
tonnes
(f) Dead Load of foundaon lo 3
11'.50
tonnes
0o 7et veral do"n"ard fore (P) 3
*$-.'' tonnes
Moment aout 898 a8is
)ue to braking force =
(4.54
t.m
)ue to sliding fricon =
1(.>4
t.m
#otal Moment (M8) 3
81.48
t.m
&*.''
t.m
sa Moment aout +9+ a8is
)ue to eccentricit of #i*e #oad =
'0.80
t.m
)ue to wind force on super structure =
4.45
t.m
''.00
t.m
)ue to wind force on li*e load = #otal Moment (M+) 3
sa ;ow stress =
P M x A
I xx
( x m )
M y I yy
( y m )
42.'5
t.m
1&.''
t.m
;%mm' O..
?a@imum compressi*e stress M comIma@=
14.41
?inimum compressi*e stress M comImin=
+.(5
t%m' t%m' =
N '5 t%m' 0.0+2
;%mm'
7rea of steel 0.+F of gross seconal area as per B C '1 ro*ide '0 mm dia main reinforcement at spacing of 1>0 mm with es bar 1' mm dia '00 mm c%c
O..
a+s
Design of Reinforement for foundaon Blo of Ladpura Bridge of RMC : '5
k;%m'
'.'
degree
-&.'
k;%m+
&earing capacit of "oil%ock G
FG
7ngle of internal fricon of soil mass
$nit /eight of soil G Coecient of fricon between soil and concrete G Concrete Prade ? '0 with Mcbc G "teel of Prade !e 415 with Mst
'.,
.$
;%mm'
*'.'
;%mm'
Design onstants : For M ' onrete and Fe 1-, steel reinforement "e !ave t!e follo"ing :
?odular rao m ='80%+Mcbc=
14.00
bal=1%-1L-Mst%mMcbc=
0.'8>
bal=1
0.>04
c=0.5Mcbckbal bal=
0.820
a= -1
4
0.+++
C
LD
7
Consider dimensions of foong to be checked G #ength of column in @<@ dir =
5.+
m
/idth of column in < dir =
1.5
m
#ength of foong base in @<@ dir
2.5
m
/idth of foong base in < dir
4
m
?oment about @<@ direcon =
14>0.00
k;.m
?oment about < direcon =
4>0.00
k;.m
6ercal load on column =
'5++.4+
k;
?a@imum soil pressure at toe =
12'.01
k;%m'
?inimum soil pressure at heel
<+.1'
k;%m'
ressure intensit under column a@is =
84.45
Bntensit of soil pressure below the column face =
< 2.5 5.+
k;%m' 14(.+'8 k;%m'
Canle*er length for bending about crical face = Total force under canle*er length =
L
1.10
m
200.+5+ k;
)istance of centroid about crical face = &ending moment about crical face =
0.51
)
m
& 1.5
+5>.5> k;.m
/idth of secon at crcal face 1.81+ m )epth of foong base as reEuired from bending consideraon = ro*ide depth of foong base a