pier by ha
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8/6/2019 Pier by HA
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Design of Pier
Longitudinal Direction
= 1/2*62.5*(638.50-621.00)^2*6
Horizontal Force due to water on nose of Pier 57421.88 lbs
Horiz. Force due to force on Gate 0.5*62.5*(638.5-621.00)^2*40
= 382812.5 lbs
Total Horiz.Force due to Hydro static Pressure = ### lbs
EQ ANALYSIS
Horiz. Accelaration due to earthquake is taken as 0.12*g = 3.84ft/sec
PIER NOSE GATE & DIAPHRAGM
hydro dynamic force 0.583*62.5*(638.5-621.0)^2*0.12*6
8034.47 lbs
Force due to weight of gate 0.1*(14.41+20.16)
3.46 tons
7757.5lbs
Force due to weight of Road Bridge 0.12*350*1000
42000 lbs
Force due to weight of Pier 0.12*1532.89183946.5 lbs
Total hor. Force on Pier due to EQ 241738.5 lbs
Total hor. Force due to Hydro. & EQ 681972.9 lbs
Shear Strss assumming Pier to be rectangle 58 feet x 27.5 feet
688994.4/(58*27.5)
427.57 psf
2.97 psi
This check of horizontal forces revealed that stresses by eccentric forces during earthquak
revealed that those are too small as the moment of inertia of pier is large.Thus the Pier is adequately strong in longitudinal direction.
Strength of Pier in Transverse direction
Worst condition occures when gate on one side of Pier is closed on other side is fully opene
which should not happen in practice. Assumming this worst condition for Horiz. design
Strength of Pier in Longitudinal direction
side of pier are closed and water level is at top on runningside
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Pier Self Weight
No. Description Force (kip) Arm (ft) Mom (k-ft)
1 2*(640.75-615.50)*7*6*.15/3 106.05 57.67 6115.90
2 15.50*(640.75-615.50)*6*.1 352.24 50.5 17787.99
3 27*(640.75-624.50)*6*.15 394.88 34.25 13524.47
4 27*(624.50-615.50)*6*.15 218.70 38.75 8474.635 9*6*(655.00-624.50)*.15 247.05 19.25 4755.71
6 10.75*6*(644.50-624.50)*.1 193.50 9.38 1814.06
7 .5*6.5*(624.50-621.00)*6*.1 10.24 9.42 96.44
8 3.25*6*(624.50-621.00)*.15 10.24 5.63 57.59
Total wt of Pier 1532.89 30.57 52626.79
Wt of Gate 77.55 21.2 1644.06
Total 1610.44 54270.85
Dead Weight of Bridge
1 30*3/12*.144*43.5 51.68 40.50 2092.96
2 30*9/12*.15*43.5 146.81 40.50 5945.91
3 4*1.75*3.25*43.75*.15 149.30 40.50 6046.52
Total wt of bridge 347.79 40.50 14085.39
1958.22 kips
Moment 68356.24k-ft
X 34.91 ft
Design of Pier in Transverse Direction
Loading Case 1: HWL with EQ on Pier & Water
Water level 635.50 ft
Base slab Elev 621.00 ft
Max h 14.50 ft
water press 0.453 ksf
OTM 2.19 k-ft/ft
Loading Case 2: EQ on Pier & Gate
Wt of Pier 1532.89 k or 23.58 k/ft acting @ mid height of Pie
Wt og Gate 77.5 k or 1.19 k/ft acting @ mid height of Ga
Wt of Bridge 347.79 k or 5.35 k/ft acting @ top of Pier
Total Wt ### k or 30.13 k/ft of Pier Length
DL of Pier and Bridge (one span) =
Max load accours when Gates on either side of one bay are closed and waterlevel is running at top level
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8/6/2019 Pier by HA
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EQ Force 234.98k or .12*29.50 3.54k/ft
OTM 2992.36 k-ft for 65 ft length
OTM /ft 46.04 k-ft/ft
EQ Force 47.97k-ft/ft of Pier
Loading Case 3: Hydrodynamic Force on Pier
.583*62.5*(635.5-621.00)^2/1000
7.66 k/ft
OTM 44.43k-ft/ft
94.60k-ft/ft
Ultimate Mom = 160.82k-ft/ft
As 0.9
use # 8 @ 10" c/c
wt of water @ u/s
S. No. Description orce (kipArm (ft) Moment (k-ft)
1 40*(634.5-615.5)*62.5*7/1000 332.5 57.67 19175.28
2 15.50*(634.5-615.5)*62.5*40/1000 736.25 50.5 37180.63
3 27*40*{634.5-(624.5+615.5)/2}*62.5/1 978.75 34.25 33522.19
4 0.5*27*40*(624.5-615.5)*62.5/1000 303.75 38.75 11770.31
2351.25 101648.40
4309.47kips
###k-ft
160.82 70 tons
B.M on Pier due to L.L on one Span only
70*40/43 1.5ft
65.12 tons
71.63 tons R1
Moment due to L.L
240.67 k-ft
This can be assumed to be resisted by Pier
OTM =
in
Wt of water
V =
Mom =
OTM =
Rmax =
Rmax + I =
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8/6/2019 Pier by HA
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