Centre to centre of pier
Centre to centre of pier 20.0020.00mm
RBL
RBL 551.00551.00mm
Bed level of canal
Bed level of canal 570.00570.00mm
Hard rock level;
Hard rock level; 549.50549.50mm
Thickness of pier at top
Thickness of pier at top 1.201.20mm
Sode slope of the pier
Sode slope of the pier 12V:1H12V:1H
Base width
Base width 2.532.53mm
Width of the trough
Width of the trough 5.555.55mm
Depth of flow of water
Depth of flow of water 4.804.80m (including surge)m (including surge) Thickness of bed slab of trough
Thickness of bed slab of trough 0.750.75mm
Ground level
Ground level 560.00560.00mm
Top of deck slab of catwalk
Top of deck slab of catwalk 575.65575.65mm
Thickness of bearing
Thickness of bearing 0.500.50mm
Thickness of bed block/pier cap
Thickness of bed block/pier cap 0.750.75mm
Assume thickness of well cap=
Assume thickness of well cap= 1.251.25mm
Size of the base
Size of the base 2.2.5353mm X 5X 5.0.00m0m
Bottom of deck slab
Bottom of deck slab 569.25569.25mm
Top of bed block level
Top of bed block level 568.75568.75mm
Bottom of bed block
Bottom of bed block 568.00568.00mm
Height of pier
Height of pier 8.008.00mm
Horizontal seismic coefficient
Horizontal seismic coefficient 0.080.08gg
Deepest bed level
Deepest bed level 549.50549.50mm
T
Thhiicckknneessssooffsstteeiinniinngg 00..7700 mm P
Piieerrlleennggtthhbbeelloowwccoorrbbeell 55 mm DESIGN OF WELL CAP
DESIGN OF WELL CAP
1 1
2. TENTATIVE SECTION OF THE PIER 575.65m V1=343.93t V1=343.93t on each bearing H=37.22T 1.20m 1 1 12 12 V2=191.446t 2.53m 560.00m 551.00m V1= D h .50m
5.00m Myy 2.53m Mxx
+VE
+VE
+VE
33. EVALUATION OF FORCES:
a)Dead load of super structure
R.L.of section under consideration 560.00 m
SL.NO. DESCRIPTION OF LOAD NO. V(t) transition
I TROUGH PORTION
1 Weight of side beams 2 20.00 X 1.00 X 4.02 X 2.40 385.92
2 Weight of fillets 2 20.00 X 1.50 X 0.78 X 2.40 111.60
3 Weight of chamfers 2 20.00 X 0.65 X 1.21 X 2.40 75.63
4 weight of bed slab 1 20.00 X 2.50 X 0.45 X 2.40 54.00
5 Weight of bottom stiffener 6 0.50 X 4.00 X 0.65 X 2.40 18.72
6 Weight of top stiffener 6 0.50 X 5.50 X 0.75 X 2.40 29.70
7 Weight of top wedge/ext beam 6 20.00 X 0.40 X 0.35 X 2.40 40.32 8 Weight of side stiffener 6 0.70 X 2.19 X 0.50 X 2.40 11.06 9 Weight of cat walk beam 1 20.00 X 0.30 X 0.75 X 2.40 10.80 10 Weight of cat walk slab 1 20.00 X 0.90 X 0.20 X 2.40 8.64
11 Weight of water 1 20.00 X 5.50 X 4.80 X 1.00 528.00
12 weight of wearing coat 1 20.00 X 1.65 X 0.08 X 2.40 5.94
13 Weight of railing 6 20.00 X 0.25 X 0.25 X 0.79 5.89
14 Live Load 1 20.00 X 1.20 X 1.00 X 1.00 24.00
15 Add for unforseen loads 5% 65.51
TOTAL 1375.72 1500 125.25721
II PIER CAP
1 piercap 1 1.80 X 8.00 X 0.75 X 2.40 25.92 15.967145
III PIER
1 weight of corbel portion 1 1.18 X 5.15 X 2.00 X 2.40 29.05 93.482906
2 Weight of pier 1 1.87 X 5.00 X 7.25 X 2.40 162.40 3500
217.37 432
III FOUNDATION
1 Well cap 1 3.14 X 8.41 X 1.25 X 2.40 79.26 216.22
79.26
Total with well cap 1672.35
Earthquake forces
H= 15.65
DESCRIPTION OF LOAD NO.
seismic
factor He Ve L1 L2 M1 M2
m m t m m t-m t-m
I TROUGH PORTION
1 Weight of side beams 1 11.65 0.09 34.47 17.24 11.65 2.50 401.62 43.09
2 Weight of fillets 2 16.20 0.12 13.86 6.93 16.20 2.50 224.57 17.33
3 Weight of chamfers 2 12.75 0.10 7.39 3.70 12.75 2.50 94.27 9.24
4 weight of bed slab 1 16.53 0.13 6.84 3.42 16.53 2.50 113.07 8.55
5 Weight of bottom stiffener 6 15.98 0.12 2.29 1.15 15.98 2.50 36.63 2.87
6 Weight of top stiffener 6 15.40 0.12 3.51 1.75 15.40 2.50 54.01 4.38
7 Weight of top wedge/ext beam 2 15.28 0.12 4.72 2.36 15.28 2.50 72.14 5.90
8 Weight of side stiffener 2 14.86 0.11 1.26 0.63 14.86 2.50 18.71 1.57
9 Weight of cat walk beam 1 15.43 0.12 1.28 0.64 15.43 2.40 19.70 1.53
10 Weight of cat walk slab 1 15.55 0.12 1.03 0.52 15.55 1.60 16.02 0.82
11 weight of wearing coat 1 15.55 0.12 0.71 0.35 15.55 2.50 11.01 0.89
12 Weight of railing 6 16.25 0.12 0.73 0.37 16.25 1.60 11.92 0.59
TOTAL 78.10 39.05 1073.68 96.77
II PIER
1 piercap 1 16.03 0.12 3.18 1.59 16.03 1.6 51.04 2.55
2 weight of corbel portion 1 14.65 0.11 3.26 1.63 14.65 2.50 47.80 4.08
3 Weight of pier 1 10.03 0.08 12.48 6.24 10.03 2.50 125.15 15.60 0.00 18.93 9.47 223.99 22.23 III FOUNDATION 1 Wellcap 1 0.50 0.00 0.30 0.15 0.50 2.50 0.15 0.38 0.30 0.15 0.1519407 0.38 total 97.339 48.670 1297.818 119.383 SL.NO. h H 1.5ah 5
Y1= 2.45 ey= -1.186265 m
X1= 26.67 ex= -24.16586 m
HYDRODYNAMIC FORCES (trough)
He
Horizontal hydrodynamic force=He=0.726pey Moment about C.G=Me=0.299p e y
2
y[m] 4.80
h[m] 12.40
i Dueto upstream water
a= 21.337o Cm= 0.570 Cs= 0.403 pe= 0.400 t/sq.m He= 27.88 t Me= 100% 55.12 t-m
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h y 2 h y h y 2 h y 2 C C m s h yDynamic force in the longitudinal direction in the trough
Discharge in the trough(max) 47.25 cumec
Cross sectional area of flow= 26.640 sq.m
Perimeter of the flow of water in the trough 15.150 m
Kinematic viscocity= 1.14E-06 sq.m/sec
Flowvelocity 1.77 m/s
ReynoldsNo. 7500
DragCoeffcient 0.123
Dragforce 37.22 t
Hydraulicmeandepth 1.758 m
Shear force due to water/m length= 1.758 kg
Totalforce 0.533 t
R.L. of application of force 578.050 m
Height above the bed block= 10.050m
Increase in reaction due to drag force= 37.221 t
Force due to sliding friction:
Reaction sliding end when the loads are so placed as to produce maximum reaction on the other end
L.Lreaction= 24.00 t
Impactfactor 25.00%
Impactload 6.00 t
Impactload 6.00 t
Deadloadreaction 41.27 t
Load due to water in flow direction force 37.22 t 84.49 t
Friction in sliding (Coeff of friction= 0.25 21.12 t
R.L. of point of application of force 568.00 m
Wind force
The inensity of wind pressure depends on the height of structure exposed to the wind. Two cases are dealt for computing wind force
(a). When level of water in the river is at HFL (b). When there is minimum water level
Average height of pier above GL= 8.00 m
Area of exposed structure 148.27 sq.m
HeightofpieraboveGL= 10.00 m
Intensity of wind pressure 121.77 kg/sq.m
Area of exposed structure 148.27 sq.m
Add for catwalk area 30.00 sq.m
Totalarea= 178.27 sq.m
Total wind force on the structure= 21.71 t
l1 6.40 m
l2 3.60 m
y= 5.713 m
MOMENT OF INERTIA OF PIER AT BASE:
Area of the base
B= 2.533m
L= 5.000m
A = B x L = =12.67 m2
M.I. Of the foundation:
=6.77 m4
=26.39 m4
Coeff. Friction at the bearings= 0.90 12 3 LB I x x = -12 3 BL I y- y =
L B X X Y Y 1 4 3 2 9
SL.NO LOAD HX Hy DIRECT STRESS X BENDING STRESS (fx) BENDING STRESS (fy) t t t t/sq.m m t/sq.m t/sq.m
1 DEADLOAD 1593.09 125.77 negligible
-do-dryCONDITION 1065.09 84.09
5 FORCEDUETOSLIDINGFRICTION 21.12 8.00 31.60 0.00
6 WINDFORCE 21.71 16.21 0.00 33.34
13 EARTQUAKE FORCES -48.67 97.34 97.34 -3.84 as above 0.00 112.77
222.56
14 HYDRODYNAMICFORCES 27.88 10.31 5.22
DETAILS
CASE V Hx Hy F/A Sf x Sf y f1 f2 f3
t t t t/sq.m t/sq.m t/sq.m t/sq.m t/sq.m t/sq.m
1 STATIC & DRY CONDITION 1065.091 21.707 84.086 0.000 -33.341 50.75 117.43 117.43
2 1593.091 21.707 21.123 125.770 0.000 -33.341 124.03 190.71 127.51
dirction of eq. along flow
4 CASE(1)+E.Q(NO. W IND FORCE) 1016.421 97.339 118.462 80.244 0.000 46.084 302.81 302.81 -142.32
5 CASE(2)+E.Q(NO. WIND LOAD) 1544.421 125.224 118.462 121.928 10.307 51.306 386.39 386.39 -142.54
dirction of eq along the bridge
6 CASE(1)+E.Q(NO. WIND FORCE) 1016.421 97.339 118.462 80.244 0.000 46.084 -32.52 193.01 226.35
7 CASE(2)+E.Q(NO. WIND LOAD) 1544.421 125.224 118.462 121.928 10.307 51.306 51.07 276.60 276.60 dirction of eq across thebridge
Min. stress -32.521 117.427 -142.539 Max. Stress 386.395 386.395 276.597
max Tension= -142.539 t/sq.m Max . Compress ion= 386.395 t/sq.m STATIC & WHEN THERE IS WATER (
IN TROUGH) CONDITION
Design of well cap:
Diameter of well(internal) 4.40 m
Externaldia 5.80 m
Effective dia= Min of L+d or L+t 5.10 m
depthassumed 1.25 m
Intensity of loading= 95.985 t/sq.m
Assuming well cap to be partially fixed moment,
Moment at mid span= 78.018 t-m
Grade of concrete M 20
Permissible stress in steel 1900.00 kg/sq.cm
Permissiblebond stress= 8.00 kg/sq.cm
Permissible tensile strength in concrete= 20 kg/sq.cm Whether with Earthquake considered(Y/N)
Permissible compressive strength of concrete= 7 N/mm2
m= 13.3333
k= 0.3294
j= 0.8902
Q= 10.2634 bd2
Depthofwellcap= 87.19 cm
Steel required at mid span & bottom of well cap (+ve moment)
Dia of the bar 25 mm
Area 4.91 sq.cm Overalldepth= 102.19 cm Say 125.00 cm Effectivedepth= 117.50 cm Area of steel= 39.26 sq.cm Spacing= 12.50 cm c/c Say 125 mm c/c b Q Mx105
Steel required at bottom in lateral direction(across width of pier)
Moment= 39.009 t-m
Depthofwellcap= 25.32 cm
Dia of the bar 20 mm
Area 3.142 sq.cm Overalldepth= 39.32 cm Say 125 cm Effectivedepth= 117.5 cm Area of steel= 19.629 sq.cm Spacing= 16.0 cmc/c Say 150 mm c/c
Distance from face to of the support upto which radial reinforcement is to be provided
Location of zero radial moment from centre= 1.47 m
Therefore distance from support= 1.43 m
Addforthickness= 2.13 m
This will be greater of the following
1. Ld=fs/4tbd= 148.44 cm 2. Point of inflection+d 220.75 cm 3. Point of inflection+12f 132.00 cm Maximum= 220.75 cm Say 220 cm 3 R 13
Area of reinforcement /width for -ve B.M. Mr at edges(radial rods)
Moment= 78.018 t-m
Depth of well cap=
Dia of the bar 25 mm
Area 4.909 sq.cm Overalldepth= 125.00 cm Effectivedepth= 120.00 cm Area of steel= 38.439 sq.cm Spacing= 12.770 cmc/c Say 125 mm c/c
Column dowel reinforcement:
Tensile stress -142.54 t/sq.m
Tensileforce= -57.64 t
Area of steel= 30.34 sq.cm
Dia of the bar 25.00 mm
Area 4.91 sq.cm Spacing= 16.18 cm c/c Say 150.00 mm c/c 2 16 2 WR
Distribution steel at top
Dia of the bar 20 mm
ast= 3.14 sq.cm
Area of steel= @.12% of Ac 15 sq.cm
Spacing 20.94 cmc/c
Say 200 cm c/c
At the edge of slab, the mesh bars are free and are not capable of taking full tension. Therefore 20mm dia at 200 c/c circumferentail steel is provided for a length of up to 1.30m from the inner edge In the cntral region provide 20mm dia @ 200 c/c both ways
Check for shear
shear force= 607.91 kN
Shear stress 0.52 N/mm2
% of steel= 3.14 %
correctionfactor= 1.30 k
Permissible shear stress= 0.44 N/mm2
Permissible Shear stress kt 0.57 N/mm2
Balanceshear - N/mm2
-50.00 0.00 50.00 100.00 150.00 200.00 250.00 0 5.00 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
CASE-6 (STRESS ES AT POINT1 & 2)
0.00 50.00 100.00 150.00 200.00 250.00 300.00 0 5.00 S T R E S S ( t / s q . m ) BASE WIDTH(m)
PIER DESIGN -STRESS AT FOUNDATION CASE-7 (STRESS ES AT POINT1 & 2)
0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00 450.00 0 5.00 S T R E S S ( t / s q . m ) BASE WIDTH(m)
PIER DESIGN -STRESS AT FOUNDATION CASE-5. (STRESS ES AT POINT1 & 2)
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 0 5.00 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
CASE-3(@1 & 3) 0.00 50.00 100.00 150.00 200.00 250.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
CASE-2(@1 & 2) 122.00 123.00 124.00 125.00 126.00 127.00 128.00 0 5.00 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
CASE-2 (STRESS ES AT POINT1 & 3)
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m)
PIER DESIGN -STRESS AT FOUNDATION CASE-1(POINT@1 & 3)
-200.00 -100.00 0.00 100.00 200.00 300.00 400.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION
CASE-3(POINT@1 & 3) -200.00 -100.00 0.00 100.00 200.00 300.00 400.00 500.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m)
PIER DESIGN -STRESS AT FOUNDATION CASE-4(POINT@1 & 3) -50.00 0.00 50.00 100.00 150.00 200.00 250.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m)
PIER DESIGN -STRESS AT FOUNDATION CASE-5(POINT@1 & 3) 0.00 50.00 100.00 150.00 200.00 250.00 300.00 0 2.53 S T R E S S ( t / s q . m ) BASE WIDTH(m) PIER DESIGN -STRESS AT FOUNDATION