Design of 4m span RCC slab culvert

Construction of 4.00mts span culvert Name of the work:-R/f R&B Road to ariapalli C c

lon!

"esi#n $hilosoph!:-

The design of 1V-1V-- 4.37m right span culvert is carried as per the procedure out lined below:tep%:The design discharge was fixed after arriving discharge based on the following methods:a.$s per the hdraulic particulars furnished b the !rrigation department (.% $rea-Velocit $rea-Velocit method using &anning's e(uation for arriving at the flow velocit and area b considering considering actual cross-section of the channel. tep:a.)draulic particulars li*e )*++ )*++,*+ are ,*+ are obtained from !rrigation department. (.%ottom of dec* level was fixed based on ), and road formation levels on bo th sides. The vertical vertical clearence and afflux are verified. verified. c.Ventwa .Ventwa calculations are done for fixation of ventwa. ventwa. d.ormal scour depth with reference to ), was calculated using ace's e(uations e.$fter arriving at the &aximum scour depth+bottom level of the fou ndation was fixed below the maximum scour depth tep': $fter arriving at (ottom of deck level+ level +(ottom of foundation level and re(uired ventwa!+the ventwa!+the dimensions of the bridge are finalised. The structural components are desined in the following manner:a.$s per the recommendations of !"# /:0+!"# class $ live load re(uired for bridges and culverts culverts of medium importance importance is is selected. (.oad combination is selected as per !"# /:0 c.%ased on the trial pit particulars and soil test reports+tpe of foundation was selected. d.The structural components li*e $butment+raft foundation are designed as per the guide lines given given in relevent relevent !"# codes. e.The dec* slab is proposed as per the &2T drawing os.% 1-745% 1-745% 0-74 f .The .The dirt wall is proposed as per the drawings given in $late No.. of RC:$0-00Rural RC:$0-00Rural roads manual1

"esi#n of 2(utments 1"esi#n $arameters:#lear "ight pan

6

4.m

ec* slab length

6

4.74m

idth of the carriage wa

6

8.8m

Thic*ness of dec* slab as per &2T g.% 1-74

6

.398m

Thic*ness of wearing coat

6

.78m

)eight of railing

6

1.0m

Thic*ness of dirt wall

6

.3m

ectional area of dirt wall

6

.33s(m

Thic*ness of "$,T footing

6

.4m

)eight of abutments

6

1./8m

Top width of abutments

6

./9m

%ottom width of abutments

6

1.0m

ectional area of abutment section

6

1.889s(m

%an* side batter of abutment

6

.81m

tream side batter of abutment

6

.m

idth of 1st footing

6

1.8m

Thic*ness of 1st footing

6

.3m

#anal side offset of 1st footing wrt abutment

6

.18m

%an* side offset of 1st footing wrt abutment

6

.18m

idth of 0nd footing

6

1./8m

Thic*ness of 0nd footing

6

.3m

#anal side offset of 0nd footing wrt abutment

6

.3m

%an* side offset of 0nd footing wrt abutment

6

.18m

idth of 3rd footing

6

.m

Thic*ness of 3rd footing

6

.m

#anal side offset of 3rd footing wrt abutment

6

.m

%an* side offset of 3rd footing wrt abutment

6

.m

idth of V"## "$,T footing

6

/.78m

Thic*ness of V"## "$,T footing

6

.4m

Tpe of bearings

6

$s per hdralic calculations;

o bearings propos

@nit weight of "## !rc1

6

08<=cum

@nit weight of A## !pc1

6

04<=cum

ensit of bac* fill soil behind abutments !1

6

1><=#um

@nit weight of water !w1

6

1<=#um

$ngle of shearing shearing resistance of bac* fill material material1 1

6

3

$ngle of face of wall supporting supporting earth with with horiBontal!n degrees;in cloc* wise direction;a1 direction; a1

6

70.>/

lope of bac* fill (1

6



$ngle of wall friction friction 51

6

18

)eight of surcharge considered h'1

6

1.0m

"oad crest level R6+1

6

0./8m

ow bed level +B+1

6

.7>8m

)igh flood evel )*+1

6

1.78m

%ottom of foundation level B*+1

6

-.>18m

afe %earing #apacit of the soil BC1

6

/.8t=s(m

#ompressive strength of concrete for "## "aft footing f ck1

6

08.=s(mm

Cield Cield strength of steel f !1

6

418.=s(mm

#over to reinforcement

6

8.mm

13eneral loadin# pattern: $s per !"#:/---0+the !"#:/---0+the following loadings loadings are to be considered considered on the bridge or slab culvert:1.ead load 0.ive load 3.!mpact load 4.ind load 8.ater current /.Tractive+bra*ing /.Tractive+bra*ing effort of vehicles5frictional resistance of bearings 7.%uoanc >.?arth pressure 9.eismic force 1.ater pressure force

$s per clause 00.3+the 00.3+the increase in permissible permissible stresses is not not permissible for the above loading combination.

1+oadin# on the sla( culvert for desi#n of a(utments:%."ead +oad:i;elf wieght of the dec* slab 6

10>.70<

ii;elf wieght of dirtwall over abutment 6

48.3><

iii;elf weight of wearing coat 6

04.44<

%78.49N There is no need to consider snow load as per the climatic conditions elf wieght of the abutments upto bottom most footing based on the preliminar section assumed:iv;elf wieght of the abutment section 6

08.79<

v;elf wieght of top footing 6

89.4<

vi;elf wieght of 0nd footing 6

/8.34<

vii;elf wieght of 3rd footing 6

.<

viii;elf wieght of 4th footing 6

.<

''0.'9N

1

1

ix;#alculation of eccentricit of self weight of abutment w.r.t w.r.t base of abutment

.No

"escription +oad in 9N

"istance of centroid of load from toe of a(utment

1

%ac* batter1;

88.839

.>/

0

#entre portion0;

18.0>0

.348

3

,ront batter3;





0.8% ocation of resultant from toe of abutment 6

.4>m

ccentricit! wrt centre of (ase of a(utment ;

0.%0m

x;#alculation of eccentricit of self weight of abutment51st footing w.r.t w.r.t bottom of 1st footing .No


1

%ac* batter

0

#entre portion

3

4

"istance of centroid of load from toe of %st footin#

88.839

1.1

18.0>0

.498

,ront batter





1st footing

89.4<

.78

<.% ocation of resultant from toe of abutment 6

ccentricit! wrt centre of %st footin#;

.//m

0.070m

xi;#alculation of eccentricit of self weight of abutment+1st50nd footings w.r.t w.r.t bottom of 0nd footing

.No


1

%ac* batter

0

#entre portion

3

"istance of centroid of load from toe of nd footin#

88.839

1.1/

18.0>0

./48

,ront batter



.3

4

1st footing

89.4<

.9

8

0nd footing

/8.34<

.>08

''0.<% ocation of resultant from toe of abutment 6

.>1m

ccentricit! ;

0.0%m

xii;#alculation of eccentricit of self weight of abutment+1st50nd footings w.r.t bottom of 3rd footing .No

1 0 3 4 8 /


%ac* batter #entre portion ,ront batter 1st footing 0nd footing 3rd footing

"istance of centroid of load from toe of 'rd footin#

      0

ocation of resultant from toe of abutment 6

ccentricit! ;

1.1/ ./48 .3 ./ .83 .

.m

0.000m

.+ive +oad: $s per clause 01.1 of !"#:/--0+the bridges and culverts of medium importance

are to be designed for RC Class 2 loading. 3NR2+ RC Class-2 loadin# $attern

1.1

1.>

t 7 . 0

3.0

t 7 . 0

4.3

1.0

t 4 . 1 1

t 4 . 1 1

3.

t > . /

3.

t > . /

t > . /

The !"# #lass $ loading as per the drawin# is severe and the same is to be considered as pe clauses 07.1.3507.4

C 478

11.4t

11.4t

4

8

Aortion to be loaded with 8<=mF live load

0.7t /8 88 0908

3808

The ground contact area of wheels for the above placement+each axle wise is given below: $xle load Tonnes; 11.4 /.> 0.7

Dround #ontact $rea %mm;

mm;

08 0 18

8 3> 0

$ssuming .478m allowance for guide posts=*erbs and the clear distance of vehicle from the edge of guide post being .18m as per clause 07.1+the value of 'f' shown in the figure will be ./08m

)ence+the width of area to be loaded with 8<=m0 on left side is f1 6

./08m

imilarl+the area to be loaded on right side k1 6

3.808m 4.18m

The total live load on the dec* slab composes the following components:1.heel loads----Aoint loads

0.ive load in remaing portioneft side;----@ 0.ive load in remaing portion"ight side;----@

Resultant live load:?ccentricit of live load w.r.t -direction$long the direction of travel of vehicles; Ta*ing moments of all the forces w.r.t -axis .No

?heel +oad/@"+ in 9N

"istance from =-a>is

1

87

.>78m

0

87

.>78m

3

87

0./78m

4

87

0./78m

8

13.8

.>78m

/

13.8

0./78m

7

14.>108

.313m

>

>3.8408

4./>>m

''.' istance of centroid of forces f rom -axis

6 0.40m ccentricit! ;

0.823m

?ccentricit of live load w.r.t x-direction$t right angle to the travel of vehicles; Ta*ing moments of all the forces w.r.t x-axis

.No

+oad in 9N

"istance from A-a>is

1

87

8.8m

0

87

8.8m

3

87

3.>8m

4

87

3.>8m

8

13.8

./8m

/

13.8

./8m

7

14.>1<

0./9m

>

>3.84<

0./9m

''.' istance of centroid of forces f rom x-axis

6 3./37m ccentricit! ;

0.947m

C -ocation of "e

040

3/37

Calculation of reactions on a(utments:-

"eaction due to loads " a 6

03>.>><

"eaction due to point loads 6 " b 6

114.4><

)ence+the critical reaction is "a 6

'8.889N

The corrected reaction at obtuse corner 6

'8.889N

$ssuming that the live load reaction acts at the centre of the contact area on the abutment+

3 08

3

418 418 34

The eccentrict of the line of action of live load at bottom of abutment 6

.418m

----do----on top of 1st footing

6

.418m

----do----on top of 0nd footing

6

.34m

The eccentricit in the other direction need not be considered due to high section modulus in tr direction.

'.mpact of vehicles: $s per #lause 011 of !"#:/--0+impact allowance shall be made b an increment of live load b a factor 4.8=/G; )ence+the factor is

0.4%7

,urther as per clause 011.7 of !"#:/--0+the above impact factor shall be onl 8H for calculation of pressure on piers and abutments Iust below the level of bed bloc*.There is no need to increase the live load below 3m depth. $s such+the impact allowance for the top 3m of abutments will be

,or the remaining portion+impact need not be considered.

4.?ind load:The dec* sstem is located at height of "T-%;

%.8m

The ind pressure acting on dec* sstem located at that height is considered for design. $s per clause 010.3 and from Table .4 of !"#:/---0+the wind pressure at that hieght is6 89.4>
1./7 8.34

The effective area exposed to wind f orce 6)eightx%readth 6 )ence+the wind force acting at centroid of the dec* sstem 6 Ta*ing 8H perforations; ,urther as per clause 010.4 of !"#:/---0 +3
The location of the wind force from the top of "## raft footing 6

.?ater current force:ater pressure considered on s(uare ended abutments as per clause 013.0 of !"#:/---0 is A 6 80
%.74 9#/m.

where the value of '<' is 1.8 f or s(uare ended abutments; ,or the purpose of calculation of exposed area to water current force+onl 1.m width of abutment is considered for full hieght upto ), )ence+the water current force 6

0.''9N

Aoint of action of water current force from the top of "## raft footing 6

<.6ractive(rakin# effort of vehicles&frictional resistance of (earin#s:The brea*ing effect of vehicles shall be 0H of live load acting in longitudinal direction at 1.0m above road surface as per the clause 014.0 of !"#:/--0.

$s no bearings are assumed in the present case+8H of the above longitudinal force can be assumed to be transmitted to the supports of simpl supported spans resting on stiff foundation with no bearings as per clause 014.8.1.3 of !"#:/---0

)ence+the longitudinal force due to bra*ing+tractive or frictional resistance of bearings transferred to abutments is '.'49N

The location of the tractive force from the top of "## raft footing 6

.Buo!anc! : $s per clause 01/.4 of !"#:/---0+for abutments or piers of shallow depth+the dead weight of the abutment shall be reduced b wieght of e(ual volume of water upto ),. The above reduction in self wieght will be considered assuming that the bac* fill behind the abutment is scoured. ,or the preliminar section assumed+the volume of abutment section is

i;Volume of abutment section 6

>.87#um

ii;Volume of top footing 6

0.4>#um

iii;Volume of 0nd footing 6

0.70#um

iv;Volume of 3rd footing 6

.#um

v;Volume of 4th footing 6

.#um %'.Cum

"eduction in self wieght 6

%'.9N

8.arth pressure : $s per clause 017.1 of !"#:/---0+the abutments are to be designed for a surcharge e(uivalent to a bac* fill of hieght 1.0m behind the abutment. The coefficient of active earth pressure exerted b the cohesion less bac* fill on the abutment as per the #oulomb's theor is given b '0
inaGJ; sina

sina-(;

sinJG(;sinJ-b;

inaGJ; 6 ina-(; 6 ina 6 inJG(; 6 inJ-b; 6 inaGb; 6

sinaGb;

!K3.14L70.>/G3;=1>M 6 !K3.14L70.>/-18;=1>M 6 !K3.14L70.>/;=1>M 6 !K3.14L3G18;=1>M 6 !K3.14L3-;=1>M 6 !K3.14L70.>/G;=1>M 6

.978 .>4/ .988 .77 .8 .988

,rom the above expression+
.48

The hieght of abutment above D+as per the preliminar section assumed 6 )ence+maximum pressure at the base of the wall

The pressure distribution along the height of the wall is as given below:-

Aa 6

urcharge load 6

9.70 <=s(m

9.70

1./8

13.37

9.70

$rea of the rectangular portion 6 $rea of the triangular portion 6

1/.4 11.3 07.7

Ta*ing moments of the areas about the toe of the wall .No 1 0

"escription

2rea

"ectangular Triangular

1/.4 11.3 .0

+ever arm oment .>08 .88

13.033 /.//8 %7.77

)eight from the bottom of the wall 6

.71m

The active ?arth pressure acts on the abutment as shown below:-

.7

30.14 1./8m .71m .8<

1.0 .00 Total earth pressure acting on the abutment A 6

14>.>><

)oriBontal component of the earth pressure A h 6

Vertical component of the earth pressure A v 6

?ccentricit of vertical component of earth pressure 6 7.iesmic force : $s per clause 000.1 of !"#:/---0+the bridges in siesmic Bones ! and !! need not be designed for siesmic forces.The location of the slab culvert is in None-!.)ence+there is no need to design the bridge for siesmic forces.

%0.?ater pressure force:The water pressure distribution on the abutment is as given below:-

)*+ 1.78m

0.80

B*+ -.>18m

08.0*n=s(m

Total horiBontal water pressure force 6 The above pressure acts at height of )=3 6

%4.<49N 0.84m

D1Check for stresses for a(utments&footin#s:-

a1+oad nvelope-:-6he Canal is dr!(ack fill scoured with live load on span1 i1,n top of RCC raft The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical forces acting on the abutment $1 composes of the following components .o

Tpe of load

!ntensit in < ?ccentrict about xaxism;

1

"eaction due to dead load from super structure

19>.84<

-.34

0

elf wieght of abutment5footings

33.8/<

.18

3

"eaction due to live load with impact factor---heel loadsG@;

33>.9/<

-.34

4

!mpact load

.

.

8<8.0 )oriEontal forces acting=transferred on the abutment )1 composes of the following compone .o

Tpe of load

!ntensit in < irection x or 

1

ind load

1/.8<

x-irection

0

Tractive+%ra*ing5,rictional resistance of bearings

38.34<

-irection

3

ater current force

.33<

x-irection

Check for stresses:2(out >-a>is:%readth of 0nd footing b 6

/.48m

epth of 0nd footing d 6

1./8m

$rea of the footing 6 $ 6

1./408 m0

ection modulus of bottom footing about x-axis --Nx 6

1=/;bd0 6

0.93 m3

,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0 i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0.>=mm 0 i.e+ -8009N/s5m .o

1 0 3 4 8

Tpe of load

Dertical loads:-tress ; $/2%F
.o

1 0 3 4 8

!ntensit in < ?ccentricit=ever A; arm

Tpe of load

38.34<

-.34 .18 -.34 . 4.00

!ntensit in < ?ccentricit A;

tress at heel 6

19>.84< 33.8/< 33>.9/< .<

A=$1G/e=b;G&=N 6

19>.84< 33.8/< 33>.9/< .< 38.34<

.34 -.18 .34 . 4.00

18.> <=(mO-0><=s

)ence safe. tress at toe 6

A=$1G/e=b;G&=N 6

14>./ <=(mP8<=s(

)ence safe.

2(out !-a>is:%readth of 3rd footing b 6

1./8m

epth of 3rd footing d 6

/.48m

$rea of the footing 6 $ 6

1./408 m0

ection modulus of bottom footing about 6 -axis--N 6

1=/;bd0 6

11.44 m3


1 0 3 4 8 /

Tpe of load

.o

1 0 3 4 8 /


Tpe of load

. . . .

1/.8< .33<

4.80 3.0


tress at up stream side edge 6

19>.84< 33.8/< 33>.9/< .<

A=$1G/e=b;G&=N 6

19>.84< 33.8/< 33>.9/< .<

. . . .

1/.8< .33<

4.80 3.0

74.9/ <=(mO-0><=s

)ence safe. tress at down stream side edge 6

A=$1G/e=b;G&=N 6 )ence safe.

i1,n top of nd footin# The following co-ordinates are assumed:-

>>.1> <=(mP8<=s(

a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

Tpe of load


1


19>.84<

-.34

0

elf wieght of abutment5cut waters

0/8.00<

.9

3

"eaction due to live load with impact factor

33>.9/<

-.34

4

!mpact load

.

.

)oriEontal load acting=transferred on the abutment )1 composes of the following component .o

Tpe of load


1

ind load

1/.8<

x-irection

0


38.34<

-irection

3


.33<

x-irection

Check for stresses:2(out >-a>is:%readth of 1st footing b 6 epth of 1st footing d 6 $rea of the footing 6 $ 6 ection modulus of base of abutment about x-axis--Nx 6

/.48m 1.8m 9./78 m0 1=/;bd0 6

0.40 m3


Tpe of load


1 0 3 4 8

"eaction due to dead load from super structure elf wieght of abutment5footings "eaction due to live load with impact factor !mpact load )oriEontal loads:- tress ; /G1 Tractive+%ra*ing5,rictional resistance of bearings

.o

1 0 3 4 8

Tpe of load

-.34 .9 -.34 .

38.34<

3.90


tress at heel 6

19>.84< 0/8.00< 33>.9/< .<

A=$1G/e=b;G&=N 6

19>.84< 0/8.00< 33>.9/< .<

.34 -.9 .34 .

38.34<

3.90

9./8 <=(mO-0><=s


A=$1G/e=b;G&=N 6

188.80 <=(mP8<=s(

)ence safe. 2(out !-a>is:%readth of 1st footing b 6 epth of 1st footing d 6 $rea of the footing 6 $ 6 ection modulus of base of abutment about -axis--N 6

1.8m /.48m 9./78 m0 1=/;bd0 6

1.4 m3

,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0

i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0=mm 0 i.e+ -8009N/s5m

.o

1 0 3 4 8 /

Tpe of load

.o

1 0 3 4 8 /


Tpe of load

. . . .

1/.8< .33<

4.00 0.70


tress at up stream side edge of abutment 6

19>.84< 0/8.00< 33>.9/< .<

A=$1G/e=b;G&=N 6

19>.84< 0/8.00< 33>.9/< .<

. . . .

1/.8< .33<

4.00 0.70

7/.19 <=(mO-0><=s

)ence safe. tress at down stream side edge of abutment 6

A=$1G/e=b;G&=N 6

>9.78 <=(mP8<=s(

)ence safe. i1,n top of %st footin# The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

1 0

Tpe of load

"eaction due to dead load from super structure elf wieght of abutment5footings

!ntensit in < ?ccentrict about xaxism; 19>.84< 08.>0<

-.418 .10

3


33>.9/<

-.418

4

!mpact load

.

.


1 0 3

Tpe of load


ind load Tractive+%ra*ing5,rictional resistance of bearings ater current force

1/.8< 38.34< .33<

x-irection -irection x-irection

Check for stresses:2(out >-a>is:%readth of abutment b 6 epth of abutment d 6 $rea of the footing 6 $ 6 ection modulus of base of abutment about x-axis--Nx 6

/.48m 1.0m 7.74 m0 1=/;bd0 6

1.88 m3


1 0 3 4 8

.o

1 0

Tpe of load

Tpe of load


19>.84< 08.>0< 33>.9/< .< 38.34<

-.418 .10 -.418 . 3./0


19>.84< 08 >0<

.418  10

3 4 8

"eaction due to live load with impact factor !mpact load )oriEontal loads:- tress ; /G1 Tractive+%ra*ing5,rictional resistance of bearings

tress at heel 6

A=$1G/e=b;G&=N 6

33>.9/< .<

.418 .

38.34<

3./0

-1.90 <=(mO-0><=s


A=$1G/e=b;G&=N 6

00.8 <=(mP8<=s(

)ence safe. 2(out !-a>is:%readth of abutment b 6 epth of abutment d 6 $rea of the footing 6 $ 6 ection modulus of base of abutment about -axis--N 6

1.0m /.48m 7.74 m0 1=/;bd0 6

>.30 m3

,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0

i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0.>=mm 0 i.e+ -8009N/s5m .o

1 0 3 4 8 /

.o

Tpe of load

Tpe of load


19>.84< 08.>0< 33>.9/< .<

. . . .

1/.8< .33<

3.90 0.40


1 0 3 4 8 /


A=$1G/e=b;G&=N 6

19>.84< 08.>0< 33>.9/< .<

. . . .

1/.8< .33<

3.90 0.40

>>.1/ <=(mO-0><=s


A=$1G/e=b;G&=N 6

13.9 <=(mP8<=s(

)ence safe. (1+oad nvelope-:-6he Canal is full(ack fill intact with no live load on span1 i1,n top of RCC Raft footin# The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

1

Tpe of load



19>.84<

-.34


33.8/<

"eduction in self weight due to buoanc

-137.70<

0

et self weight

%7.849N

.18

3

Vertical component of earth pressure

79.17<

.3>


1

Tpe of load

ind load


1/.8<

x-irection

0


.<

-irection

3


.33<

x-irection

4

)oriBontal load due to earth pressure

10/.9<

-irection

8

ater pressure force

174./4<

-irection

Check for stresses:2(out >-a>is:%readth of bottom footing b 6 epth of bottom footing d 6 $rea of the footing 6 $ 6

/.48m 1./8m 1./408 m0

ection modulus of bottom footing

1=/;bd0 6

0.93 m3

about x-axis --Nx 6 ,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0 i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0.>=mm 0 i.e+ -8009N/s5m .o

1 0 3 4 8

Tpe of load

.o

1 0 3 4 8

Tpe of load

tress at heel 6

A=$1G/e=b;G&=N 6


19>.84< 190.>4< 79.17<

-.34 .1 .3>

10/.9< 174./4<

1.31 .>4


19>.84< 190.>4< 79.17<

.34 -.1 -.3>

10/.9< 174./4<

1.31 .>4

34.7/ <=(mO-0><=s


A=$1G/e=b;G&=N 6

83./> <=(mP8<=s(

)ence safe.

2(out !-a>is:%readth of bottom footing b 6 epth of bottom footing d 6 $rea of the footing 6 $ 6

1./8m /.48m 1./408 m0

ection modulus of bottom footing about -axis --N 6

1=/;bd0 6

11.44 m3


1 0 3 4 8

.o

1 0 3 4 8

Tpe of load

Tpe of load


A=$1G/e=b;G&=N 6


19>.84< 190.>4< 79.17<

. . .

1/.8< .33<

4.80 3.0


19>.84< 190.>4< 79.17<

. . .

1/.8< .33<

4.80 3.0

37./1 <=(mO-0><=s


A=$1G/e=b;G&=N 6

8.>3 <=(mP8<=s(

)ence safe.

ii1,n top of nd footin# The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

1

Tpe of load



19>.84<

-.34

elf wieght of abutment5footings

33.8/<


-137.70<

0

et self weight

%7.849N

.18

3


79.17<

.3>


Tpe of load


1

ind load

1/.8<

x-irection

0


.<

-irection

3


.33<

x-irection

4


10/.9<

-irection

8


174./4<

-irection

Check for stresses:2(out >-a>is:%readth of 0nd footing b 6 epth of 0nd footing d 6 $rea of the footing 6 $ 6

/.48m 1.8m 9./78 m0

ection modulus of bottom footing about x-axis --Nx 6

1=/;bd0 6

0.40 m3


1 0 3 4 8

Tpe of load

.o

1 0 3 4 8


Tpe of load

-.34 .1 .3>

10/.9< 174./4<

1.1 .84


tress at heel 6

19>.84< 190.>4< 79.17<

A=$1G/e=b;G&=N 6

19>.84< 190.>4< 79.17<

.34 -.1 -.3>

10/.9< 174./4<

1.1 .84

31.81 <=(mO-0><=s


A=$1G/e=b;G&=N 6

/8.7/ <=(mP8<=s(

)ence safe.

2(out !-a>is:%readth of 1st footing b 6 epth of 1st footing d 6 $rea of the footing 6 $ 6 ection modulus of bottom footing

1.8m /.48m 9./78 m0 1=/;bd0 6

1.4 m3

about -axis --N 6 ,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0 i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0.>=mm 0 i.e+ -8009N/s5m .o

1 0 3 4 8

Tpe of load

.o

1 0 3 4 8


Tpe of load

. . .

1/.8< .33<

4.00 0.70



19>.84< 190.>4< 79.17<

A=$1G/e=b;G&=N 6

19>.84< 190.>4< 79.17<

. . .

1/.8< .33<

4.00 0.70

41.>8 <=(mO-0><=s


A=$1G/e=b;G&=N 6

)ence safe.

iii1,n top of %st footin# The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles

88.41 <=(mP8<=s(

Dertical load acting on the abutment $1 composes of the following components .o

1

Tpe of load



19>.84<

-.34


0/8.00<


-11.81<

0

et self weight

%4.%9N

.9

3


79.17<

.3>


Tpe of load


1

ind load

1/.8<

x-irection

0


.<

-irection

3


.33<

x-irection

4


10/.9<

-irection

8


174./4<

-irection

Check for stresses:2(out >-a>is:%readth of 1st footing b 6 epth of 1st footing d 6 $rea of the footing 6 $ 6 ection modulus of bottom footing about x-axis --Nx 6

/.48m 1.0m 7.74 m0 1=/;bd0 6

1.88 m3


1

Tpe of load


19> 84<

- 34

0 3 4 8

et self wieght of abutment5footings Vertical component of ?arth pressure )oriEontal loads:- tress ; /G1 )oriBontal load due to earth pressure ater pressure force

.o

1 0 3 4 8

Tpe of load

.9 .3>

10/.9< 174./4<

.71 .04


tress at heel 6

184.71< 79.17<

A=$1G/e=b;G&=N 6

19>.84< 184.71< 79.17<

.34 -.9 -.3>

10/.9< 174./4<

.71 .04

00.8 <=(mO-0><=s


A=$1G/e=b;G&=N 6

>9./> <=(mP8<=s(

)ence safe.

2(out !-a>is:%readth of 1st footing b 6 epth of 1st footing d 6 $rea of the footing 6 $ 6 ection modulus of bottom footing

1.0m /.48m 7.74 m0 1=/;bd0 6

>.30 m3

about -axis --N 6 ,or &0 grade of concrete permissible compressive stress in direct compreession is 8=mm 0 i.e+ 0009N/s5m ,or &0 grade of concrete permissible tensile stress in bending tension is -0.>=mm 0 i.e+ -8009N/s5m .o

1 0

Tpe of load


19>.84< 184 71<

.  

3 4 8

.o

1 0 3 4 8

Vertical component of ?arth pressure )oriEontal loads:- tress ; /G1 ind load ater current force

Tpe of load

.

1/.8< .33<

3.90 0.40



79.17<

A=$1G/e=b;G&=N 6

19>.84< 184.71< 79.17<

. . .

1/.8< .33<

3.90 0.40

4> <=(mO-0><=s


A=$1G/e=b;G&=N 6

/3.74 <=(mP8<=s(

)ence safe.

D1Check for sta(ilit! of a(utments:a1+oad nvelope-:-6he Canal is dr!(ack fill intact with live load on span1 The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

Tpe of load


1


19>.84<

.418

0

elf wieght of abutments

08.79<

.10

3


4

Vertical component of $ctive ?arth pressure

33>.9/<

.418

79.17<

.3>

8.4<9N


Tpe of load


1

ind load

1/.8<

x-irection

0


38.34<

-irection

3

)oriBontal $ctive ?arth pressure force

10/.9<

-irection

%.79N Check for sta(ilit! a#ainst over turnin#:Ta*ing moments of all the overturning forces about toe of the abutment wrt x-axis+ &oment due to tractive+bra*ing5frictional resistance of bearings 6

&oment due to active earth pressure force 6

Total overturning moment 6 Ta*ing moments of all the restoring forces about toe of the abutment wrt x-axis++ &oment due to self weight of abutment 6

&oment due to live load reaction on abutment 6

&oment due to super structure load reaction on abutment 6

&oment due to vertical component of active earth pressure 6

Total "estoring moment 6

*actor of safet! ;

'.'<7477

Check for sta(ilit! a#ainst slidin#:Total vertical load acting on the base of the abutment V b 6 Total sliding force+ie+horiBontal load on the abutment ) b 6 #oefficient of friction between concrete surfaces 6

H .0 )ence safe $s per clause 7/.3.4 of !"#:7>-0

*actor of safet! a#ainst slidin# * s ;

'.<780%8< H %. )ence safe $s per clause 7/.3.4 of !"#:7>-0

(1+oad nvelope-D:-6he Canal is runnin# upto )*+ with no live load on span1 The following co-ordinates are assumed:a;x-irection-----$t right angle to the movement of vehicles b;-irection-----!n the direction of movement of vehicles Dertical load acting on the abutment $1 composes of the following components .o

1

Tpe of load



19>.84<

.418

elf wieght of abutments

08.79<


->8.7<

0

et self wieght

%0.079N

.10

3

Vertical component of $ctive ?arth pressure

79.17

.3>


Tpe of load


1

ind load

1/.8<

x-irection

0


.<

-irection

3

$ctive ?arth pressure force

10/.9<

-irection

4

,orce due to water pressure

174./4<

-irection

Check for sta(ilit! a#ainst over turnin#:Ta*ing moments of all the overturning forces about toe of the abutment wrt x-axis+ &oment due to tractive+bra*ing5frictional resistance of bearings 6 &oment due to active earth pressure force 6

Total overturning moment 6

Ta*ing moments of all the restoring forces about toe of the abutment wrt x-axis+ &oment due to self weight of abutment 6

&oment due to water pressure force on the abutment 6

&oment due to super structure load reaction on abutment 6

&oment due to vertical component of active earth pressure 6

Total "estoring moment 6

*actor of safet! ;

4.'7808'

H .0 )ence safe $s per clause 7/.3.4 of !"#:7>-0

Check for sta(ilit! a#ainst slidin#:Total vertical load acting on the base of the abutment V b 6

Total sliding force+ie+horiBontal load on the abutment ) b 6 #oefficient of friction between concrete surfaces 6 *actor of safet! a#ainst slidin# * s ;

.'8887 H %. )ence safe $s per clause 7/.3.4 of !"#:7>-0

d

oment

47.7/

81.>8



77.<%

oment

8/.9

74.39



44.88 %.0'

oment

/4.43

9/.93



83.4/

83.91

<8.'

oment

      0

3.

t > . /

r

3>

E

088.<

14.>1< >3.84< ''.'<9N

oment

49.>><m 49.>><m 180.4><m 180.4><m 11.>1<m 3/.11<m 4./3<m 391./1<m 848.8<9Nm

oment 0>8.09<m 0>8.09<m 01/.>9<m 01/.>9<m >.17<m >.17<m 39.>8<m 004.73<m %8.9N

ultant

ansverse

0.07

.<9N

%<.09N

4.m

'.0m

4.m

1./8m 13.37<=s(m

10/.9<

79.17<

.3>m

?ccentrict about axism; . . . .

ts ocation)t.from the section considered;. m; 4.80 4.00 3.0

tress at heel A=$1G/e=b;

10.7/ 31.49 01.7>  -8.98 %.08

tress at toe A=$1G/e=b;

04.8/ 3./3 41.90  8.98 %48.0<

(m.

m

tress at upstream edge A=$1G/e=b;

1>.// 31./ 31.>8  -/.80 -.9 4.7<

tress at = edge A=$1G/e=b;

1>.// 31./ 31.>8  /.80 .9 88.%8 (m.

m


ocation)t.from the section considered;. m; 4.00 3.90 0.70


14.3 0>.94 03.98  -87.07 7.<


07.1 08.10 4/.10  87.07 %.

(m.

m


0.80 07.41 38.4  -/./9 -.9 <.%7


0.80 07.41 38.4  /./9 .9 87.

(m.

m

?ccentrict about axism; . .

. .

ocation)t.from the section considered;. m; 3.90 3./0 0.40


18.78 09.7 0/.>9  ->0./3 -%0.7


38.88 03./0

/.7  >0./3 0.

(m.

m


08./8 0/.89 43.79  -7.77 -.1 88.%<


08./8 0/.89 43.79  7.77 .1 %0'.7

(m.

m

?ccentrict about axism; .

. .

ocation)t.from the section considered;. m; 4.80

. 3.0 1.31 .>4


10.7/ 1>.37 1.7 -8/.8/ 8.1 '4.<


04.8/ 17.>7 4.>1 8/.8/ -8.1 '.<8 (m.

m

tress at @= ?dge A=$1G/e=b;

1>.// 1>.10 7.44 -/.80 -.1 '.<%


1>.// 1>.10 7.44 /.80 .1 0.8'

(m.

m


. .

ocation)t.from the section considered;. m; 4.00 . 0.70 1.1 .84


14.3 0.01 11.> -80.> 39. '%.%


07.1 19./8 8.09 80.> -39. <.< (m.

m


0.80 19.93 >.1> -/./9 -.1 4%.8


0.80 19.93 >.1> /./9 .1 .4%

(m.

m


. .

ocation)t.from the section considered;. m; 3.90 . 0.40 .71 .04


17.84

01.// 13.>4 -8>.7 07.1 .0


33.7/ 1>.30 /./1 8>.7 -07.1 87.<8 (m.

m


08./8 19.99

1.03 -7.77 -.1 48


08./8 19.99 1.03 7.77 .1 <'.4

(m.

m


ocation)t.from the section considered;. m; 3.90 3.90 .71

13>.80
>9.>9
8.4%9n-m

14>.17
344.8
01.80
77.8>
%.'9n-m

;

>00.4/< 177.90< .>

;


. .

ocation)t.from the section considered;. m; 3.90 . .71 .04

.9.>9
87.879n-m

>/.4/
41.91
01.80
77.8>
40.489n-m

;

373.>9<

10/.9< .>

;

"3N ,* R2*6 *,R 6) +2B C@+DR6 Name of the work:-Construction of la( culvert on the R/f R&B Road to ariapalli C colon!

$butment $butment

ength of the "aft:-

6

7.m

idth of the "aft:-

6

/.78m

6otal load on the Raft:"ead +oad:t.of ec* slab 6

087.44
t.of wearing coat 6

4>.>>
t.of bed bloc*s over abutments 6

9.7/
?t.of a(utments ,ooting-! 6 ,ooting-!! 6 t.of abutments 6

11>.>
6otal ead load stress 6

.'79n/5m

+ive +oad:Ta*ing !"# #lass-$ loading heel width in the direction of movement 6.0G.0G.08=0 6 ./08m

%%.4

%%.4

.

%08.%49n

1.0

3.0

1.908

./08

7.m

#entre of gravit of loading from 1st 11.4t load 6 6

1.m

#entre of gravit from the end of raft 6

1./08m

?ccentricit 6

1.>78m

tress due to live load 6 1xA1G/e=b; Ta*ing single lanes; $ &ax.stress 6

0.13
&in.stress 6

-8.3
Total stress due to dead load and live load &ax.tress 6

40.80
&in.tress 6

17.3/
$ssuming the depth of raft as 4cm tress due to self weight of raft 6

1.
tress due to wieght of base concrete 6 )ence+the &ax.stress on the soil 6

7.0
hich is less than /.8t=s(moil testing report; )ence safe. et &ax.upward pressure acting on "aft 6

40.80
et &in.upward pressure acting on "aft 6

17.3/
The design stress 6

09.94
)ence+the @ on the raft 6

7.749n/m

"esi#n of Raft:The raft will be analsed as a continuous beam of 1m width with the loading as shown below:-

.978

8.8

.978

@ of 09.94
118

0.0

&ax.egative bending moment &u 6

118.<m

&ax.Aositive bending moment &u 6

0.0<m

?ffective depth re(uired d 6 2ver all depth provided 6

&u=.133f c*b 6

1>8.97mm

4.mm

?ffective depth provided$ssuming 4mm cover; d 6

337.8mm

6op steel:&u=bd0 6

1.1

,rom table 3 of A 1/+percentage of steel re(uired 6 $rea of steel re(uired 6

.048 >0/.>>s(mm

Bottom steel:&u=bd0 6

.177

,rom table 3 of A 1/+percentage of steel re(uired=&inimum steel 6 $rea of steel re(uired 6

.18 8/.08s(mm

)ence provide %0mm dia )=" (arsI %mm c/c spacin# at (ottom and provide %mm (ars at %00mm c/c at top )ence $st provided at top 6 )ence $st provided at bottom 6

113.4s(mm /0>.s(mm

Arovide distribution reinforcement of .10H both at top an d bottom $rea 6

4>.s(mm

$dopting 1mm dia bars+the spacing re(uired is 6

%<'.4mm

)ence provide %0mm dia (ars I %0 mm c/c spacin# at top& (ottom as distri(ution steel

)!draulic desi#n )!draulic $articulars:1.,ull suppl evel

1.78

0.2rdinar ,lood level 3.owest %ed level

.7>8

4.$verage bed slope 1 in 18;

./7

8."ugosit #oefficientn; $s per table 8 of !"#:A 13;

.08

/.Vertical clearence proposed $s per clause 18.8 of !"#:A 135as per profile;

.43

/.%ottom of dec* proposed &,GVertical clearence;

0.138

7."oad #rest level %ottom of dec* levelGthic*ness of dec* slab;

0./8

>.idth of carriage wa

8.8

"ischar#e Calculations:%1*rom the data furnished (! the rri#ation "epartment:esign discharge 6

Nil

12rea Delocit! method:epth of flow w.r.t ), 6

.90m

%ed width 6

0.8m

$ssuming side slopes 1:1.8 in clae soils+top width at ), 6 etted $rea 6

0.93s(m

etted perimetre 6

8.1m

)draulic "adius

"6

Velocit V 6

1=nE"0=3E1=0;

ischarge J 6

$EV

"esi#n "ischar#e ;

3.>>m

Total area=etted perimeter 6

.8> 0.'m/sec 0.<8Cumecs 0.<80Cumecs

"esi#n Delocit! ;

0.'0m/sec

Dentwa! Calculations).*.+ Condition1: $ssuming the stream to be trul alluvial+the regime width is e(ual to linear waterwa re(uired for the drain. )ence+as per ace's silt theor+the regime width  6 4.>J 1=0 6 4.>L./>.8 6

3.9/m

The actual top width is almost e(ual to the above regime width.)ence+the stream is almost trul alluvi $s per !"#:A--13+the ventwa calculations for alluvial streams are as given below:-

$ssuming afflux 6 x 6 idth of channel at ).,.(Fh; 6 #lear span 6 ?ffective linear water wa 6 di 6 epth of flow 6

.18m 3.>>m 4.m 4.m .90m

)ead due to velocit of approach 6

Vmax0=0g;EKdi=diGx;M0

.0m

#ombined head due to Velocit of approach and afflux

hi 6

.180m

Velocit through vents

.9E0ghi;1=0 6

Vv 6

inear water wa re(uired

 6 Jd=VvEdi; 6

o.of vents re(uired 6

 =#

1.88m=sec .4>m

6

.10 a---1 Vent

!n alluvial streams+the actual width of the stream should not be reduced+as it results in enhanced sco depth and expensive training wor*s. )ence o.of vents re(uired as per the width of the stream at ).,.6

.97

o.of vents to be provided

1os

o.of piers 6

os

cour "epth Calculations: $s per the clause 11.1.0 of !"#:8--19>8+the design discharge should be increased b 3H to ensur margin of safet for foundations and protection wor*s )ence+the discharge for design of foundations 6

1.3Eesign ischarge 6

ace's ilt factor J f J 6 1.7/Em 1=0,or fine silt; 6 ischarge per metre width of foundations 6 ( 6

ormal scour depth  6 1.34( 0=f;1=3 6

&aximum scour depth  m 6 1.8E 6

epth of foundation 6 m G &ax.of 1.0m or 1=3  m 6

%ottom level of foundation 6

epth of foundation below low bed level 6 6he inimum afe Bearin# capacit! of the soil is considered as <0 9N/m at a depth of %.<0m (elow +B+ )ence open foundation in the form of raft is proposed at a depth of %.<0m (elow +B+ieat a level of Cut-off walls and aprons are not re5uired from scour depth point of view

al in nature.

r

ade(uate

0.70Cumecs

.0 .008

.>8m

1.0>m

0.4>m

-.77m

1.888m

-0.8%m

"3N ,* *+= ?N3 "ata:)eight of ,l wing wall 6 )eight of wall above D.6 )eight of wall below D.6 ensit of bac* fill soil5material in toe portion 6 Drade of concrete 6 Drade of steel 6 Dround water Table level 6 $ngle of shearing resistance of bac* fill material5material at toe portion1 6 $ngle of face of wall supporting earth with horiBontala1!n degrees; in cloc* wise direction; lope of bac* fill(1 6 $ngle of wall friction 51 6 urcharge over the bac* fill in terms of height of bac* fill 6 @ndrained #ohesion  c1 6 Aermissible compressive stress in bending for &0 #oncrete c;6 Aermissible tensile stress in bending for ,e 418 steel t;6 ength of the wing wall proposed 6 "imensions of the *l! win#2ssumed for preliminar! desi#n1:Thic*ness of wing at support 6 Thic*ness of wing at end 6 #oefficient of active earth pressure b #oulomb's theor
inaGJ; sina

sina-(;

sinJG(;sinJ

,rom the above expression+
.3

)ence+maximum pressure at the bottom of the wall

Aa 6

The pressure distribution along the height of the wall is as given below:Aressure due to urcharge load 6

304 304

0.40m

sinaGb;

13/.> Total $ctive earth pressure force 6

03/8.31

)eight from the bottom of the wall 6

.94m

The active earth pressure acts on the wall as shown below:-

.18

18

.94m 0.40 9 .3

)oriBontal component of the earth pressure A h 6 Vertical component of the e arth pressure Av 6

"esi#n of wall :,actored bending moment &u 6 ?ffective depth re(uired d 6 2ver all depth provided 6

179.9>
?ffective depth provided$ssuming 4mm cover; d 6 &u=bd0 6

179.47mm

080.mm

1./>7

,rom table 0 of A 1/+percentage of steel re(uired 6 $rea of steel re(uired 6

1/.90s(mm

)ence provide %mm dia )=" (arsI %00mm c/c spacin# )ence $st provided 6

.401

113.4s(mm

Check for shear:Aercentage of tension steel 6

.48

&aximum shear force on the member 6 ,actored esign shear force 6

87.10<

>8./><

ominal shear stress t v 6Vu=bd 6

.34 =s(mm

)ence section is safe from shear strength point of view The design shear strength of concrete for the above steel percentage from Table 19 of ! 48/ is .4/ =s(mm O .34 )ence+no shear reinforcement is re(uired. Arovide temperature re inforcement Q .18H $rea re(uired 6

337.8s(mm

$rovide %0mm dia I %0mm c /c on earthen side $rovide %0mm dia I %0mm c /c on other side in (oth directions 6he reinforcement detailin# is shown in the drawin# Check for servicea(ilit!:,or cantilever walls+the span to effective depth ratio is ,rom ,ig.4 of !:48/-0+ f s 6

.8>f x $rea of cross-section of steel re(uired $rea of cross-section of steel provided

The stress level is

070.1>=s(mm

,or percentage of tension steel provided is

.48

The modification factor for ratio of span to effective depth is )ence+the ratio is The effective depth re(uired 6



%.

1.8 0.4 P.080

$ctuall provide

0.40m 0.40m .m 1>
.3m .18m

0 -b;

13/.>
00>4.>>

Design of 4m span RCC slab culvert

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