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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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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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