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Name of the River: Teesta
Cl. 703.1 Design Discharge of Foundation:Catchment area = 12500% increase in discharge = 19.2 %Q, Actual discharge = 19820 cumecsDesign discharge for foundation design = 23619 cumecs
Cl. 703.2 Mean Depth of Scour:Theoretical effective linear waterway = 1002.8 mActual effective linear waterway = 947.8 mHFL = 86.288 m
20.9
0.425 mm
1.15
9.7 mMean Scour Level = 76.573 m
Cl. 703.3 Maxm. Depth of Scour for Design of Foundation:Cl. 703.3.1.1 Flood without seismic combination:
19.4 mii) For abutments:
12.3 m
19.4 m
Cl. 703.3.1.2 Flood with seismic combination:
17.5 mii) For abutments:
11.1 m
17.5 m
Cl. 703.3.1.3 Without flood with seismic combination:
15.5 mii) For abutments:
9.9 m
15.5 m
km2
Db, Design dischrg for foundn/m width at eff linear waterway =
dm, weighted mean dia of bed material =
Ksf, Silt factor = 1.76 (dm)1/2 =
dsm, mean depth of scour below HFL = 1.34 (Db2/Ksf)1/3 =
i) For Piers = 2.0 dsm =
(a) Approach retained/ lowest bed level whichever is deeper = 1.27 dsm =
(b) With scour all around = 2.0 dsm =
i) For Piers = 2.0 dsm =
(a) Approach retained/ lowest bed level whichever is deeper = 1.27 dsm =
(b) With scour all around = 2.0 dsm =
i) For Piers = 2.0 dsm =
(a) Approach retained/ lowest bed level whichever is deeper = 1.27 dsm =
(b) With scour all around = 2.0 dsm =
Design of Pier With Well Foundation
Basic Input Data
Left span on Pier = 110.00 m 10000Right span on Pier = 110.00 m 800Total width = 13.50 m
Carriageway width = 9.50 m 2400 4000Pier cap Rectangular top Dimension = 5.50 m x 11.00 m
Straight height of Pier cap = 1.00 m
Slant height of pier cap = 1.00 m 6000Pier wall Dimension = As per figure beside CS Area of Annular pier wall = 19.56 SqmFinished road level = 112.00 m Moment of Inertia = 36.95 m4Existing ground level = 82.00 m
EGL to FRL = 30.00 m
Superstructure depth = 7.50 m Volume of Pier Cap = 121.0 m3
Wearing course thickness = 0.10 m
Height of bearing & pedestal = 0.50 m
Bearing level = 104.40 m
Pier Cap top level = 103.90 m
Height of Pier column = 19.90 m
Depth of well foundation below well ca = 40.00 m
Well cap top level = 82.00 m
Depth of well cap = 2.50 m
Founding level = 39.50 m 45.42 m
HFL = 88.08 m
Scour Level(Normal) = 69.08 m Level of plane of rotation i.e, 0.2*D above base
Scour Level(Seismic) = 70.98 m
1.1 Dead Loads1.1.1 Dead Load of the superstructure
The longitudinal eccentricity is measured from the centre line of the pier to the centre of the bearing.
Load Due toMoment(Kn-m)
Long Trans
PSC Box 5113.5 0 0
Hence, total vertical load due to superstructure = 5114 T
1.1.2 Super imposed dead load on superstructure
Load Due to No. Weight (T)
2 1 220
1 1.98 217.8
3. Footpath 2 0.66 145.24. FPLL 2 0.6 132
Hence, total load due to super imposed dead load = 715 T
1.1.3 Dead load of the substructure
Weight of pedestals 6 no.s x 0.800 m x 0.800 m x 0.500 m x 2.5 T/m3 = 5 T
Weight of Pier Cap 1 no.s x 121.00 m3 x 2.5 T/m3 = 303 TWeight of Pier Column 1 no.s x 19.90 m x 19.56 m2 x 2.5 T/m3 = 973 T
Hence, total vertical load due to substructure = 1281 TAt Steining stress check level
1.1.4 Dead load of the Well foundation Normal SeismicDepth of well foundation = 40 m 15.88 17.02Dia of well = 11 m 11 11
2.087 m 2.087 2.087Say = 2 m 2 2
Dredge hole dia = 7 m 7 7Well Curb height = 3.894 m 3.894 3.894
Weight of Well cap = = 594 T 594.0 594.0Weight of Steining = = 5104 T 1695.1 1855.8
Vertical Load (T)
The super imposed dead load on the structure comprises of the Crash barriers, Railings, Footpath & Wearing course loading from the deck.
Unit Weight (T/m)
1. Crash Barriers +Railing
2. Wearing Course
The substructure comprises of bearing, pedestal, pier cap & pier shaft. Summary of loads due to self weight of the substructure :
Steining thickness, h = Kd Öl =
Weight of Bottom plug = = 571 TWeight of Well curb = = 289 TWeight of Top plug = = 42 T 42.3 42.3Weightdue to sand fill = = 2446 T 775.2 853.9
Weight of water above well = = 459 T 458.9 458.9
= 4743 T 2388.8 2499.7
= 4150 T 1795.1 1906.1
= 5356 T = 1770 T = 1899 T
= 4762 T = 1177 T = 1305 T
Moments due to tilt & ShiftMoment due to shift = 1114.0 TmTilt moment of well cap = 178.7 TmTilt moment of Steining = 671.9 TmTilt moment of bottom plug = 4.16 TmTilt moment of well curb = 4.11 TmTilt moment of top plug = 12.19 TmTilt moment sand fill = 241.9 TmTilt moment DL+SIDL+SUB = 3777 Tm
TOTAL = 6004.1 TmTilt moment LL 168 Tm
Depth of grip below scour level = 29.58 m
Well foundation Bouyancy wrt HFL =
Well foundation Bouyancy wrt LWL =
Total dead weight of well
in LWL Condition =
Total dead weight of well
in HFL Condition =
At Steining stress check level
IRC: 78-2000For well in cement concrete, Kd = 0.03
For One Lane 70R loading::
Determination of Maximum reaction Case ::
Impact Factor = 8.80 % Impact Factor C/C of expansion gap 110 C/C of expansion gapOverhang on both side 1.2 Overhang on both sideSpan 107.6 Span.
30.00 185.0 49.5 031.4 185.0 51.9 034.4 185.0 57.1 035.8 185.0 59.5 037.9 130.6 44.6 039.4 130.6 46.4 0 Total Reaction at Pier43.4 87.0 34.1 073.4 185.0 124.1 0 Braking load on two spans74.8 185.0 126.5 077.8 185.0 131.7 079.2 185.0 134.1 081.3 130.6 97.2 0 Longitudinal moment 82.8 130.6 99.1 086.8 87.0 69.2 0 Transverse eccentricity
116.8 185.0 0.0 177.4118.2 185.0 0.0 175.0 Transverse moment121.2 185.0 0.0 169.8122.6 185.0 0.0 167.4 Left Span Braking Load124.7 130.6 0.0 115.6 Right Span Braking Load126.2 130.6 0.0 113.8130.2 87.0 0.0 72.6160.2 185.0 0 102.8161.6 185.0 0 100.4164.6 185.0 0 95.2166.0 185.0 0 92.8168.1 130.6 0 63.0169.6 130.6 0 61.1173.6 87.0 0 37.5203.6 185.0 0 28.2205.0 185.0 0 25.8208.0 185.0 0 20.6209.4 185.0 0 18.2211.5 130.6 0 10.3213.0 130.6 0 8.4217.0 87.0 0 2.4247.0 185.0 0 0.0248.4 185.0 0 0.0251.4 185.0 0 0.0252.8 185.0 0 0.0254.9 130.6 0 0.0
Initial Position of Load
Load Value
Reaction at A
Reaction at B
256.4 130.6 0 0.0260.4 87.0 0 0.0290.4 185.0 0 0.0291.8 185.0 0 0.0294.8 185.0 0 0.0296.2 185.0 0 0.0298.3 130.6 0 0.0299.8 130.6 0 0.0303.8 87.0 0 0.0333.8 185.0 0 0.0335.2 185.0 0 0.0338.2 185.0 0 0.0339.6 185.0 0 0.0341.7 130.6 0 0.0343.2 130.6 0 0.0347.2 87.0 0 0.0377.2 185.0 0 0.0
Total Reaction 1124.9 1544.6
Determination of maximum Longitudinal moment Case ::
0 185.0 187.01.37 185.0 184.74.42 185.0 179.45.79 185.0 177.1 Total Reaction on pier7.92 130.6 122.49.44 130.6 120.6 Braking load13.4 87.0 77.243.4 185.0 112.4 Longitudinal moment on pier
44.77 185.0 110.147.82 185.0 104.8 Transverse moment49.19 185.0 102.551.32 130.6 69.752.84 130.6 67.956.8 87.0 42.186.8 185.0 37.8
88.17 185.0 35.591.22 185.0 30.292.59 185.0 27.994.72 130.6 17.196.24 130.6 15.2100.2 87.0 7.0130.2 185.0 0131.57 185.0 0134.62 185.0 0135.99 185.0 0
Maximum longitudinal moment on the pier generated when only one span is loaded & generates maximum reaction due to one span loading
Initial Position of Load
Load Value
Reaction at A
138.12 130.6 0139.64 130.6 0143.6 87.0 0
Total Reaction 1828.4528 kN
= 8.80 %1101.2
107.6
2669.4 kN
Braking load on two spans 426.4 kN
503.6 kNm
1.905 m
5085.3 kNm
Left Span Braking Load 317.6 kNRight Span Braking Load 426.4 kN
1829 kN
426.4 kN
Longitudinal moment on pier 2194.8 kNm
3484.2 kNm
For two lane Cl-A loading ::
Determination of Maximum reaction Case ::
Impact Factor = 8.80 % Impact Factor C/C of expansion gap 110 C/C of expansion gapOverhang on both side 1.2 Overhang on both sideSpan 107.6 Span
39.67 29.4 10.5 0.040.77 29.4 10.8 0.043.97 124.0 49.3 0.045.17 124.0 50.7 0.0 Total reaction at Pier49.47 74.0 33.2 0.052.47 74.0 35.3 0.0 Due to 2 lane Cl-A Loading55.47 74.0 37.3 0.058.47 74.0 39.4 0.0 Longitudinal moment78.47 29.4 21.1 0.079.57 29.4 21.4 0.082.77 124.0 94.0 0.083.97 124.0 95.4 0.0 Transverse eccentricity88.27 74.0 59.9 0.091.27 74.0 61.9 0.0 Transverse moment94.27 74.0 64.0 0.097.27 74.0 66.1 0.0 Left span braking load117.27 29.4 0.0 28.0 Right span braking load118.37 29.4 0.0 27.7121.57 124.0 0.0 113.5122.77 124.0 0.0 112.1127.07 74.0 0.0 63.9130.07 74.0 0.0 61.8133.07 74.0 0.0 59.8136.07 74.0 0.0 57.7156.07 29.4 0.0 17.5157.17 29.4 0.0 17.2160.37 124.0 0.0 68.7161.57 124.0 0.0 67.4165.87 74.0 0.0 37.2168.87 74.0 0.0 35.2171.87 74.0 0.0 33.1174.87 74.0 0.0 31.0194.87 29.4 0.0 6.9195.97 29.4 0.0 6.6199.17 124.0 0.0 24.0200.37 124.0 0.0 22.6204.67 74.0 0.0 10.5207.67 74.0 0.0 8.5210.67 74.0 0.0 6.4213.67 74.0 0.0 4.4
Initial Position of
Load
Load Value
Reaction at A
Reaction at B
233.67 29.4 0.0 0.0234.77 29.4 0.0 0.0237.97 124.0 0.0 0.0239.17 124.0 0.0 0.0243.47 74.0 0.0 0.0246.47 74.0 0.0 0.0249.47 74.0 0.0 0.0252.47 74.0 0.0 0.0272.47 29.4 0.0 0.0273.57 29.4 0.0 0.0276.77 124.0 0.0 0.0
Total Reaction 750.2 831.7
Determination of Maximum Longitudinal moment Case ::
0 29.4 29.71.1 29.4 29.44.3 124.0 120.55.5 124.0 119.1 Total reaction at Pier9.8 74.0 68.112.8 74.0 66.0 Due to 2 lane Cl-A Loading15.8 74.0 63.918.8 74.0 61.9 Longitudinal moment38.8 29.4 19.139.9 29.4 18.8 Braking Load43.1 124.0 75.744.3 124.0 74.4 Transverse moment48.6 74.0 41.451.6 74.0 39.354.6 74.0 37.357.6 74.0 35.277.6 29.4 8.578.7 29.4 8.281.9 124.0 31.083.1 124.0 29.687.4 74.0 14.790.4 74.0 12.793.4 74.0 10.696.4 74.0 8.5
116.4 29.4 0.0117.5 29.4 0.0120.7 124.0 0.0121.9 124.0 0.0126.2 74.0 0.0129.2 74.0 0.0132.2 74.0 0.0135.2 74.0 0.0
Maximum longitudinal moment on the pier generated when only one span is loaded & generates maximum reaction due to one span loading
Initial Position of
Load
Load Value
Reaction at A
155.2
Total Reaction 1023.59
= 8.80 %1101.2
107.6
1581.9 kN
Due to 2 lane Cl-A Loading 3163.9 kN
195.6 kNm
1.45 m
4587.6 kNm
351.9 kN472.5 kN
1023.59 kN
Due to 2 lane Cl-A Loading 2047.2 kN
2456.6 kNm
472.5 kN
2968.4 kNm
Left Span110 m
Summary of Load Cases for Live load ::
Load Case Load TypeReaction Total
BrakingLeft
(T) (T)
Maximum Reaction case1 70R Both Span 267 322 CLASS A 2 Lane Both span 316 35
Maximum Longitudnal Moment Case1 70R Right Span 183 02 CLASS A 2 Lane Right span 205 0
Maximum Transverse Moment Case1 70R Right Span 267 322 CLASS A 2 Lane Right span 316 35
Calculation for the horizontal load on Structure ::
Maximum Reaction case
Braking LoadCo-officient of friction 0.05
Reaction due to Dead Load & SIDL Reaction due to Live load
Hence, total reacion
Therefore, Horizontal forceor
Maximum Horizontal force on structure for maximum Reaction case
Maximum Longitudnal Moment Case
Braking LoadCo-officient of friction 0.05
Reaction due to Dead Load & SIDL Reaction due to Live load
Hence, total reacion
Therefore, Horizontal forceor
Maximum Horizontal force on structure for maximum Reaction case
Maximum Transverse Moment Case
Braking LoadCo-officient of friction 0.05
Reaction due to Dead Load & SIDL Reaction due to Live load
Hence, total reacion
Therefore, Horizontal forceor
Maximum Horizontal force on structure for maximum Reaction case
Right span110 m
BrakingLongitudinal MomentTransverse MomentRight
(T) (T-m) (T-m)
43 50 50947 20 459
43 219 34847 246 297
43 50 50947 20 459
Normal Seismic47 T 9 T
5697 T 5697 T316 T 63 T
6013 T 5760 T
325 T 293 T
-254 T -279 T
325 T 293 T
Normal Seismic47 T 9 T
5697 T 5697 T205 T 41 T
5902 T 5738 T
319 T 292 T
-248 T -278 T
319 T 292 T
Normal Seismic43 T 9 T
5697 T 5697 T267 T 53 T
5964 T 5750 T
320 T 292 T
-256 T -279 T
320 T 292 T
Calculation for the Water Current force :
Mean Velocity of water current 4.5 m/sK for Piers having circular or semi circular ends 0.66
40.5
27.54
19
Point of Deepest Scour
69.08
Water Current Force on Pier:
= 52 x 0.66 x (40.5+22.32)/2 x (88.08-80) x 4.2
In Transverse direction = (cos 20)^2 x 29.82 = 26.33 t
Acting at a distance (From well Cap top) = (((88.08-82) x 27.54 x 6.08/2) + (0.5 x (40.5-27.54)6.08x(2/3) x6.08))/(6.08 x 0.5(40.5+27.54)))
= 3.23 m
In Longitudinal direction=52 x 1.5 x (40.5+22.32)/2 x (88.08-80) x 10
In Longitudinal Direction = (sin 20)^2 x 161.34
Wate Current force on Well := 52 x0.66 x 22.32/2 x (80-70.08) x 12
In Transverse direction = (cos 20)^2 x 67.17 = 59.31 tIn Longitudinal direction = (sin 20)^2 x 67.17 = 7.86 t
Acting at a Distance (From well Base ) = 38.19 m
Calculation for the Water Current force in Seismic Case :
40.5 HFL
26.1 Well Cap top17.1
Scour level in seismic ca 70.98
Water Current Force on Pier:
= 52 x 0.66 x (40.5+20.3)/2 x (88.08-80) x 4.2
In Transverse direction = (cos 20)^2 x 29.19 = 25.78 t
Acting at a distance (From well Cap top) = (((88.08-82) x 26.1 x 6.08/2) + (0.5 x (40.5-26.1)6.08x(2/3) x6.08))/(6.08 x 0.5(40.5+26.1)))
= 3.26 m
In Longitudinal direction=52 x 1.5 x (40.5+20.3)/2 x (88.08-80) x 10
In Longitudinal Direction = (sin 20)^2 x 157.93
Wate Current force on Well := 52 x0.66 x 22.32/2 x (80-70.08) x 12
In Transverse direction = (cos 20)^2 x 54.3 = 47.95 tIn Longitudinal direction = (sin 20)^2 x 54.3 = 6.35 t
Acting at a Distance (From well Base ) = 38.83 m
Normal case At RLLongitudnal force pier base = 18.87 t 85.23Transverse force pier base = 26.33 t 85.23
Longitudnal force well base = 7.86 t 77.69Transverse force well base = 59.31 t 77.69
Seismic caseLongitudnal force pier base = 18.47 t 85.26Transverse force pier base = 25.78 t 85.26
Longitudnal force well base = 6.35 t 78.33Transverse force well base = 47.95 t 78.33
HFL88.08
Well Cap Top82.00
= 52 x 0.66 x (40.5+22.32)/2 x (88.08-80) x 4.2 = 29.82 t
= (((88.08-82) x 27.54 x 6.08/2) + (0.5 x (40.5-27.54)6.08x(2/3) x6.08))/(6.08 x 0.5(40.5+27.54)))
= 161.34 t
= 18.87 t
= 67.17 t
88.08
82.00
= 29.19 t
= (((88.08-82) x 26.1 x 6.08/2) + (0.5 x (40.5-26.1)6.08x(2/3) x6.08))/(6.08 x 0.5(40.5+26.1)))
= 157.93 t
= 18.47 t
= 54.30 t
Basic Wind Speed at the bridge location 50 m/s
Hourly mean wind speed & wind pressure ( for basic wind speed of 50 m/s)
H Bridge situated In for 33m/s basic speed Bridge situated In ( for 50 m/s basic wind speed )Plain terrain Terrain with obstructions Plain terrain
Vz (m/s) Pz ( N/m2) Vz (m/s) Pz ( N/m2) Vz (m/s) Pz ( N/m2)
<10 27.8 463.7 17.8 190.5 42.12 1064.5115 29.2 512.5 19.6 230.5 44.24 1176.5420 30.3 550.6 21 265.3 45.91 1264.0025 30.85 570.4 21.9 288.75 46.74 1309.4630 31.4 590.2 22.8 312.2 47.58 1354.9150 33.1 659.2 24.9 370.4 50.15 1513.31
Wind load on deck superstructure ::
Transverse wind force FT = Pz x A1 x G x CD
G = Gust factor = 2CD = Drag Co-efficient 1.44A1 = Exposed area of Deck Superstructure as seen in elevation
Exposed area 957 m2
Hence, transverse wind force on Deck Superstruct 3734.4 kNActing at 26.75 m from pier base
Wind load on Live Load ::
Exposed Area 198G=Gust factor 2
1.2
Hence, transverse wind forces 643.85 kNActing at 31.5 m from pier base
Longitudinal force on LL 160.96 kNActing at 31.5 m from pier base
Wind load on Pier ::
For Pier Cap porrtion
Exposed Area 9.5 m2
0.8G = Gust factor = 2
m2
CD= Drag co-efficient
CD = Drag Co-efficient =
Hence, transverse wind force on Pier cap 19.9 kNActing at 20.9 m from pier base
For Pier column (Height from 15-20m)
Exposed Area 19.8
1.4G = Gust factor = 2
Hence, transverse wind force on Pier 70.08 kNActing at 17.43 m from pier base
For Pier column (Height from 10-15m)
Exposed Area 19.8
1.4G = Gust factor = 2
Hence, transverse wind force on Pier 65.23 kNActing at 12.48 m from pier base
For Pier column (Height Upto 10m)
Exposed Area 40
1.4G = Gust factor = 2
Hence, transverse wind force on Pier 119.22 kNActing at 5 m from pier base
Total Transverse wind load on the pier 465.3Total transverse moment at pier base due to wind forces 12322.3Total transverse moment at Well Base due to wind forces 32096
CD = Drag Co-efficient =
CD = Drag Co-efficient =
CD = Drag Co-efficient =
Bridge situated In ( for 50 m/s basic wind speed )Terrain with obstructions
Vz (m/s) Pz ( N/m2)
26.97 437.3329.70 529.1631.82 609.0433.18 662.8834.55 716.7137.73 850.32
1101.27.5
5.5
11
9.94
10
T Longitudinal force 16.10 TTmLongitudinal moment well base 11912 Tm TmLongitudinal moment pier base 5071 Tm
Forces and Moments due to Seismic Force:
i) The span is less than 15 meter.
ii) The total length of the bridge is less than 60 meter.
Zone = V
Span Length = 30.00 > 15
Total Length = 90.00 > 60
Soil Condition at Pile Cap Bottom Level = Hard
Seismic Analysis Required - "Yes", "No" = YES
Hence the bridge is to be designed for Seismic Forces.
Since the bridge is in Zone- V ,vertical component of the seismic force is to be considered to act simultaneously for the design.
= 0.666667
Horizontal seismic force =
Where = Seismic Force to be resisted
D.L = DL of the from the superstructure & substructure upto the scour level
L.L = Live Load
= Horizontal Seismic Coefficient
= (z/2) x (Sa/g) / (R/I)
Z = Zone Factor
I = Importance Factor
= 1.50 Important Bridge
= 1.00 Other Bridge
R = Reduction Factor
= 4.00
(Considering ductile detailing)
F applied at centre of mass of superstructur L =
Dist. of top of pier cap where 1mm x =
deflection required
DL from superstructure:
S.No Item Vertical Load (t)
1 Longitudinal Girders 5114.00
2 Crash Barrier 220.00
3 Wearing Coat 217.800
4 Deck Slab + Cross girder 0.00
5 Hand rail 0.00
5 Footpath 145.20
As per IRC :6-2010 included for seismic force calculation, no calculation of seismic force is required for structures in Zone -II & Zone -III, if the two conditions stated below are satisfied simultaneously.
AV x Ah
Feq Ah x (D.L + L.L)
Feq
Ah
5697.00
Youngs Modulus E = 5000 x (40) ^ 0.5 / 1000
Moment of Inertia I =
F = 6 * E * I / (x^2 * (3L - x))
F =
Fundamental time period T = 2 x (D / (1000 x F)) ^0.5
where D =
= DL from the superstructure =
= Live Load =
T =
Average Response Acceleration Coefficient Sa/g = 1.36 / T
For medium soil Sa/g = 2.5 (0.00 <= T <= 0.55)
= 1.36/T (0.55 <= T <= 4.00)
Taking Sa / g = 1.288
Horizontal Seismic Coefficient = 0.18 x 1.28753099728255 x 4 / 1.5
Vertical Seismic Coefficient Vh =
F req. to produce 1mm 'd' at top of pier
D1 + D2
D1
D2
Ah
Since the bridge is in Zone- V ,vertical component of the seismic force is to be considered to act simultaneously for the design.
DL of the from the superstructure & substructure upto the scour level
Zone No. Zone factor
V 0.36
IV 0.24
III 0.16
II 0.10
= 29.9 m
= 21.9 m
As per IRC :6-2010 included for seismic force calculation, no calculation of seismic force is required for structures in Zone -II &
5000 x (40) ^ 0.5 / 1000 = 31622777 KN/m^2
= 36.95 m^4
6 * E * I / (x^2 * (3L - x)) = 215584 KN/m
= 215.58 KN/mm
2 x (D / (1000 x F)) ^0.5
56970.00 KN
3163.89 KN
= 1.056 sec
= 1.288
(0.00 <= T <= 0.55)
(0.55 <= T <= 4.00)
0.18 x 1.28753099728255 x 4 / 1.5 0.087
0.058
Seismic cases for pier base Check Seismic cases for Foundation CheckSeismic Case :: Longitudinal Direction
Sl. No. Load due to
1 Dead load of Superstructure 444.92 104.4
2 SIDL 50.72 104.4
3 Pedestal+Cap 26.74 95.3
4 Pier Column 84.67 91.95
Total seismic force (Longitudinal Direction) 608.00 102.10 Total seismic force (Longitudinal Direction)
Seismic Case :: Transverse Direction
Sl. No. Load due to
1 Dead load of Superstructure 444.92 108.15
2 SIDL 50.72 112.00
3 Pedestal+Cap 26.74 95.3
4 Pier Column 84.67 91.95
5 Live load (Max. Re.) 5.51 113.2
Total seismic force (Transverse Direction) 613.00 105.64 Total seismic force (Transverse Direction)
Sl. No. Load due to
1 Dead load of Superstructure 444.92 108.15
2 SIDL 50.72 112.00
3 Pedestal+Cap 26.74 95.30
4 Pier Column 84.67 91.95
5 Live load(Max. Long) 3.56 113.20
Total seismic force (Transverse Direction) 611.00 105.62 Total seismic force (Transverse Direction)
Sl. No. Load due to
1 Dead load of Superstructure 444.92 108.15
2 SIDL 50.72 112.00
Horizontal load (T)
Acting at (m)
Horizontal load (T)
Acting at (m)
Horizontal load (T)
Acting at (m)
Horizontal load (T)
Acting at (m)
3 Pedestal+Cap 26.74 95.30
4 Pier Column 84.67 91.95
5 Live load(Max.Trans) 4.64 113.20
Total seismic force (Transverse Direction) 612.00 105.65 Total seismic force (Transverse Direction)
Seismic Case :: Vertical Direction
Sl. No. Load due to
1 Dead load of Superstructure 296.61
2 SIDL 41.47
3 Pedestal+Cap 17.82
4 Pier Column 56.45
5 Live load (Max. Re.) 3.67
Total Vertical seismic force 417.00
Sl. No. Load due to
1 Dead load of Superstructure 296.61
2 SIDL 41.47
3 Pedestal+Cap 17.82
4 Pier Column 56.45
5 Live load (Max.Long) 2.37
Total Vertical seismic force 415.00
Vertical load (T)
Vertical load (T)
Sl. No. Load due to
1 Dead load of Superstructure 296.61
2 SIDL 41.47
3 Pedestal+Cap 17.82
4 Pier Column 56.45
5 Live load (Max Trans) 3.10
Total Vertical seismic force 416.00
Vertical load (T)
Seismic cases for Foundation CheckSeismic Case :: Longitudinal Direction
Sl. No. Load due to Acting at (m)
1 Dead load of Superstructure 556.15 104.40
2 SIDL 63.40 104.40
3 Pedestal+Cap 33.42 95.30
4 Pier Column 105.84 91.95
Total seismic force (Longitudinal Direction) 759.00 102.24
Seismic Case :: Transverse Direction
Sl. No. Load due to Acting at (m)
1 Dead load of Superstructure 556.15 108.15
2 SIDL 63.40 112.00
3 Pedestal+Cap 33.42 95.30
4 Pier Column 105.84 91.95
5 Live load (Max. Re.) 6.88 113.20
Total seismic force (Transverse Direction) 766.00 105.67
Sl. No. Load due to Acting at (m)
1 Dead load of Superstructure 556.15 108.15
2 SIDL 63.40 112.00
3 Pedestal+Cap 33.42 95.30
4 Pier Column 105.84 91.95
5 Live load(Max. Long) 4.45 113.20
Total seismic force (Transverse Direction) 764.00 105.59
Sl. No. Load due to Acting at (m)
1 Dead load of Superstructure 556.15 108.15
2 SIDL 63.40 112.00
Horizontal load (T)
Horizontal load (T)
Horizontal load (T)
Horizontal load (T)
3 Pedestal+Cap 33.42 95.30
4 Pier Column 105.84 91.95
5 Live load(Max.Trans) 5.81 113.20
Total seismic force (Transverse Direction) 765.00 105.65
Seismic Case :: Vertical Direction
Sl. No. Load due to
1 Dead load of Superstructure 370.77
2 SIDL 51.84
3 Pedestal+Cap 22.28
4 Pier Column 70.56
5 Live load (Max. Re.) 4.59
Total Vertical seismic force 521.00
Sl. No. Load due to
1 Dead load of Superstructure 370.77
2 SIDL 51.84
3 Pedestal+Cap 22.28
4 Pier Column 70.56
5 Live load (Max.Long) 2.97
Total Vertical seismic force 519.00
Vertical load (T)
Vertical load (T)
Sl. No. Load due to
1 Dead load of Superstructure 370.77
2 SIDL 51.84
3 Pedestal+Cap 22.28
4 Pier Column 70.56
5 Live load (Max Trans) 3.87
Total Vertical seismic force 520.00
Vertical load (T)
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 7426 344
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 7314 338
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 7376 339
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 7426 360
5 Case 2 + Wind Load 7314 354
6 Case 3 + Wind Load 7376 355
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7298 919
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7298 494
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7590 494
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7275 918
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7275 493
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7565 493
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7288 918
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7288 493
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7579 493
Determination of loads at Pier Base ::
Vertical Load (T)
Determination of loads at Well Base ::
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 12782 352
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 12670 346
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 12733 347
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 12782 352
5 Case 2 + Wind Load 12670 346
6 Case 3 + Wind Load 12733 347
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12685 1077
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12685 546
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13303 546
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12662 1076
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12662 545
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13026 545
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12675 1076
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12675 545
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13039 545
Load Cases
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 12782 362
Vertical Load (T)
Determination of Resultant loads at Well Base ::
Vertical Load (T)
Resultant Hor Force(T)
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 12670 356
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 12733 357
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 12782 362
5 Case 2 + Wind Load 12670 356
6 Case 3 + Wind Load 12733 357
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12685 1119
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12685 1001
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13303 624
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12662 1118
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12662 999
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13026 623
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 12675 1118
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 12675 1000
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 13039 623
Transverse Force(T)
26 345 7361 544
26 339 7452 382
26 340 7279 594
492 609 12432 12866
492 606 12523 12704
492 606 12350 12916
210 943 18849 4523
639 807 10294 14665
210 537 10294 4523
209 942 18872 4473
637 805 10317 14577
209 535 10317 4473
209 942 18833 4528
638 806 10278 14660
209 536 10278 4528
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Transverse Force(T)
86 362 22275 3928
86 356 22112 3766
86 357 21982 3978
86 362 34187 36024
86 356 34024 35862
86 357 33894 36074
304 1119 67482 16477
840 1001 34150 51958
304 624 34150 16477
303 1118 67462 16386
838 999 34130 51730
303 623 34130 16386
303 1118 67423 16463
839 1000 34091 51886
303 623 34091 16463
28791
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Resultant Moment(Tm)
28603
28511
55836
55606
55671
75637
68348
44090
75596
68147
44032
75576
68256
44030
LOAD FACTOR
DL+SIDL 1.0
LIVE LOAD 1.0
BRAKING 1.0
WATER CURRENT 1.0
WIND 1.0
SEISMIC 1.0
Co-efficient of Active Earth Pressure
For a Vertical wall α = 90Soil Property,
Φ = 30δ = 20
Sloping Angle of backfill, β = 0
therefore,
0.297
Co-efficient of Passive Earth Pressure
therefore,
6.105
**The Co-efficients for Active & Passive earth pressure has been determined using Coulomb's Earth Pressure Theory.
ka = sin2(α+Φ)
(sin2α*sin(α-δ)(1+√(sin(Φ+δ)*sin(Φ-β)/(sin(α-δ)*sin(α+β)))2
ka =
kp = sin2(α-Φ)
(sin2α*sin(α+δ)(1-√(sin(Φ+δ)*sin(Φ-β)/(sin(α+δ)*sin(α+β)))2
kp =
Determination of Capacity Of Well Foundation as per IRC 45-1972 ::
Check for Case Number Case 11Input Data:
Total Vertical Load acting at the Base of the WellNet External horizontal load acting on the well at Scour levelNet applied external moment about the base of the wellBulk Density of soilAllowable Bearing Capacity of soil
Angle of Internal Friction ( Φ ) Angle of Wall Friction (δ)
Coefficient of Active Earth PressureCoefficient of Passive earth Pressure
Elastic Analysis:
Depth of well below Scour Level (D) = 29.58 m
= 10.08 m (Shape Factor for Circular well is 0.9)
= 21740.71 m4
= 772.40 m4
= 1µ' = tan δ = 0.3640α = Diameter/ (π*D) = 0.1184
Therefore, I = = 24386.44 m4
CHECK:Applied horizontal load on Well = 999.1 TH > M ( 1+ µµ')/r - µW
r = 16.59 mµ = tan Φ = 0.5774
therefore, H should be greater than - 2339.6 T OK
&
L = Projected width of the soil mass offering resistancce multiplied by appropriate value of shape factor
Iv = Moment of inertia of the projected area in elevation of the soil mass offering resistance
Ib = Moment of inertia of base about the axis normal to direction of horizontal forces passing through its CG
m = KH/K
I = Ib + m. Iv ( 1+ 2µ'α)
&
H < M ( 1- µµ')/r + µW
Therefore, H should be less than = 10555.1 T OK
Check for elastic state:
RHS Value 4.65LHS Value 2.79 OK
Determination of base pressure :
= (W-µ'P)/A + M B/(2I)
= (W-µ'P)/A - M B/(2I)
P = M/r = 4107.74A= Area of base of well = 95.03 m2
Therefore, = 133 T/m2 OK
& = 102 T/m2 OK
mM/I < γ (Kp-Ka)
σ1
σ2
σ1 =
σ2
OK OK
Case Vertical Load (T) Horizontal Load (T)
Case 1 12782 362= 12662.2 T Case 2 12670 356= 999.1 T Case 3 12733 357= 68146.9 Tm Case 4 12782 362= 1.8 T/m3 Case 5 12670 356= 170 T/m2 Case 6 12733 357
Case 7 12685 111930 Case 8 12685 100120 Case 9 13303 624
Case 10 12662 11180.297 Case 11 12662 9996.105 Case 12 13026 623
Case 13 12675 1118Case 14 12675 1000Case 15 13039 623
(Shape Factor for Circular well is 0.9)
Moment (Tm)
287912860328511558365560655671756376834844090755966814744032755766825644030
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 8216 430
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 8076 422
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 8154 424
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 8216 450
5 Case 2 + Wind Load 8076 442
6 Case 3 + Wind Load 8154 444
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 8056 1149
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 8056 617
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 8421 617
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 8027 1148
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 8027 616
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 8390 616
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 8043 1148
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 8043 616
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 8407 616
Determination of loads at Pier Base ::
Vertical Load (T)
Determination of loads at Well Base ::
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 14108 440
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 13968 432
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 14046 433
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 14108 440
5 Case 2 + Wind Load 13968 432
6 Case 3 + Wind Load 14046 433
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13987 1346
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13987 682
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14759 682
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13958 1345
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13958 681
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14412 681
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13974 1345
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13974 681
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14429 681
Load Cases
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 14108 453
Vertical Load (T)
Determination of Resultant loads at Well Base ::
Vertical Load (T)
Resultant Hor Force(T)
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 13968 445
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 14046 446
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 14108 453
5 Case 2 + Wind Load 13968 445
6 Case 3 + Wind Load 14046 446
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13987 1398
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13987 1252
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14759 780
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13958 1397
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13958 1249
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14412 779
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 13974 1397
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 13974 1250
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 14429 779
Transverse Force(T)
33 431 9201 680
33 424 9315 477
33 425 9099 742
615 762 15539 16083
615 757 15654 15880
615 758 15438 16145
262 1179 23562 5653
798 1009 12867 18331
262 671 12867 5653
261 1177 23590 5592
796 1007 12896 18221
261 669 12896 5592
262 1178 23541 5660
797 1008 12847 18324
262 669 12847 5660
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Transverse Force(T)
107 453 25243 4277
107 445 25083 4075
107 446 24913 4339
107 453 40133 44397
107 445 39973 44195
107 446 39803 44459
379 1398 76436 18707
1050 1252 38700 59093
379 780 38700 18707
379 1397 76419 18597
1047 1249 38683 58822
379 779 38683 18597
379 1397 76370 18690
1048 1250 38634 59010
379 779 38634 18690
32417
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Resultant Moment(Tm)
32227
32103
66662
66405
66488
85507
77452
49799
85464
77216
49736
85439
77347
49733
LOAD FACTOR
DL+SIDL 1.10
LIVE LOAD 1.25
BRAKING 1.25
WATER CURRENT 1.25
WIND 1.25
SEISMIC 1.25
Determination of Capacity Of Well Foundation as per IRC 45-1972 ::
Check for Case Number Case 15Input Data:
Total Vertical Load acting at the Base of the WellNet External horizontal load acting on the well at Scour levelNet applied external moment about the base of the wellBulk Density of soilAllowable Bearing Capacity of soil
Angle of Internal Friction ( Φ ) Angle of Wall Friction (δ)
Coefficient of Active Earth PressureCoefficient of Passive earth Pressure
Ultimate Resistance Method:
Check that:
LHS Value = 151.83 T/m2RHS Value = 751.00 T/m2 OK
D/B = 2.69 Q = 0.64
= 35188.1 Tm
Side resisting moment
= 121220.2 Tm
= 18507.4 Tm
Hence, Total Moment about the plane of rotation
W/A < σu/2
Determination of Base resisting moment Mb at the plane of rotation
Mb = Q W B tan Φ
Hence, Base resisting moment Mb = ( For circular well, a shape Factor of 0.6 Should be multiplied)
Ms = 0.10 γ D3 (Kp-Ka) L
Ms =
Determination of resisting moment due to friction at front & back faces (Mf) about the plane of rotation
Mf = 0.11 γ (Kp-Ka) B2 D2 sinδ
Mf =
= 0.7* (Mb+Ms+Mf)
Therefore total resisting moment = 122441 TmApplied moment = 49733 Tm
Determination of Capacity Of Well Foundation as per IRC 45-1972 ::Ok 72708
= 14428.9 T= 779.1 T= 49732.6 Tm= 1.8 T/m3= 140 T/m2
3020
0.2976.105
Case Vertical Load (T)
Case 1 14108Case 2 13968
Case 3 14046Case 4 14108Case 5 13968Case 6 14046Case 7 13987
Case 8 13987Case 9 14759
Case 10 13958Case 11 13958Case 12 14412
D/B Q Case 13 139740.5 0.41 Case 14 139741 0.45 Case 15 14429
1.5 0.52 0.56
2.5 0.64
( For circular well, a shape Factor of 0.6 Should be multiplied)
Determination of resisting moment due to friction at front & back faces (Mf) about the plane of rotation
Ok
Horizontal Load (T) Moment (Tm)
453 32417445 32227
446 32103453 66662445 66405446 66488
1398 85507
1252 77452780 49799
1397 854641249 77216779 49736
1397 854391250 77347779 49733
Steining Stress check (As RCC Hollow circular section)
( Refer Chapter 25 of book by V.K.Raina)
Load case = Case 15
Outer InnerDiameter of Section considered = 1000 600 CmClear Cover for reinforcement = 7.5 7.5 CmTotal cover = 10.3 10.3 Cmmodular ratio = 10Assume neutral axis depth (x) = 110.0Vertical Load (t) 13039.0Moment (tm) 44030.3
X / d = 0.10 0.20
A = 0.88 0.76B = 0.04 0.11C = 0.00 0.00
X ' = 440 228A1 = 40000 39600I = 0 0
Aeff = 19294
e' = 444.23e - e ' = -106.55
Ieff = 3400894772.58609
Neutral axis depth below Cgeff = -1654.26
Assumed value was = 334.23
So the difference = -1988.49
Compressive stress in concrete = 653.0 Kg/cm2
Tensile stress in steel = 10573 Kg/cm2
Normal CasePermissable stress in concrete = 116.7 Kg/cm2
CASE 1-3Permissable stress in Steel = 2400 Kg/cm2
Wind CasePermissable stress in concrete = 155.2 Kg/cm2
CASE 4-6Permissable stress in Steel = 3192 Kg/cm2
Seismic casePermissable stress in concrete = 175.0 Kg/cm2
CASE 7-15Permissable stress in Steel = 3600 Kg/cm2
Reinforcement DetailsOuter 32 mm dia 200 nos 160849.5 1608.5 cm2 205.5429Inner 25 mm dia 100 nos 49087.4 490.9 cm2 129.6952
Table From V K Raina ( Pg - 391 )x/d A B C0 1 0 0
0.1 0.88 0.04 00.2 0.76 0.11 00.3 0.65 0.2 0.020.4 0.52 0.3 0.05
Case Vertical Load (T) Moment (Tm)
Case 1 12782 28791 2.252 2.094 -0.158Case 2 12670 28603 2.257 2.118 -0.140Case 3 12733 28511 2.239 2.089 -0.150Case 4 12782 55836 4.368 5.240 0.871Case 5 12670 55606 4.389 5.290 0.902Case 6 12733 55671 4.372 5.262 0.890Case 7 12685 75637 5.963 5.117 -0.846Case 8 12685 68348 5.388 4.735 -0.653Case 9 13303 44090 3.314 2.953 -0.361Case 10 12662 75596 5.970 5.129 -0.842Case 11 12662 68147 5.382 4.731 -0.651Case 12 13026 44032 3.380 3.036 -0.345Case 13 12675 75576 5.963 5.119 -0.843Case 14 12675 68256 5.385 4.734 -0.651Case 15 13039 44030 3.377 3.031 -0.346
A = 78.41 m2Z = 144.60 m3
P/A+M/Z = 470.79 T/m2P/A-M/Z = -138.221 T/m2
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 7426 344
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 7314 338
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 7376 339
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 7426 360
5 Case 2 + Wind Load 7314 354
6 Case 3 + Wind Load 7376 355
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7298 919
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7298 494
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7590 494
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7275 918
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7275 493
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7565 493
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 7288 918
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 7288 493
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 7579 493
Determination of loads at Pier Base ::
Vertical Load (T)
Determination of loads at Well Base ::
Load Cases Longitudinal Force(T)
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 9196 352
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 9085 346
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 9147 347
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 9196 352
5 Case 2 + Wind Load 9085 346
6 Case 3 + Wind Load 9147 347
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9228 1077
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9228 546
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9846 546
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9205 1076
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9205 545
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9568 545
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9218 1076
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9218 545
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9582 545
Load Cases
Load Combination for Normal Load Case ::
1 Case 1 : DL+SIDL+FPLL+LL1+WCF 9196 362
Vertical Load (T)
Determination of Resultant loads for steining stress check ::
Vertical Load (T)
Resultant Hor Force(T)
2 Case 2 : DL+SIDL+FPLL+LL2+WCF 9085 356
3 Case 3 : DL+SIDL+FPLL+LL3+WCF 9147 357
Load Combination for Wind Load Case ::
4 Case 1 + Wind Load 9196 362
5 Case 2 + Wind Load 9085 356
6 Case 3 + Wind Load 9147 357
Load Combination for Seismic Load Case ::
7 Case 1 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9228 1119
8 Case 1 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9228 1001
9 Case 1 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9846 624
10 Case 2 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9205 1118
11 Case 2 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9205 999
12 Case 2 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9568 623
13 Case 3 + SL(L) + 0.3*SL(V) + 0.3*SL(T) 9218 1118
14 Case 3 + SL(T) + 0.3*SL(L) + 0.3*SL(V) 9218 1000
15 Case 3 + SL(V) + 0.3*SL(L) + 0.3*SL(T) 9582 623
Transverse Force(T)
26 345 7361 544
26 339 7452 382
26 340 7279 594
492 609 12432 12866
492 606 12523 12704
492 606 12350 12916
210 943 18849 4523
639 807 10294 14665
210 537 10294 4523
209 942 18872 4473
637 805 10317 14577
209 535 10317 4473
209 942 18833 4528
638 806 10278 14660
209 536 10278 4528
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Transverse Force(T)
86 362 13793 1863
86 356 13774 1701
86 357 13620 1913
86 362 25705 33959
86 356 25686 33797
86 357 25532 34009
304 1119 42884 10604
840 1001 21760 33764
304 624 21760 10604
303 1118 42887 10527
838 999 21764 33582
303 623 21764 10527
303 1118 42848 10597
839 1000 21725 33715
303 623 21725 10597
19260 5.46 362 0 831
Net Horizontal force (T)
Longitudinal Moment (Tm)
Transverse moment (Tm)
Resultant Moment(Tm)
h = Depth from scor level where
shear is zero
Shear due to (Kp/2-Ka) Pressure
= 0.5 x (kp-ka) x Gsub x h2 x D0
Moment due to Passive Pressure =
0.5 x (kp-ka) x Gsub x 0.42 x h3 x D0
19240 5.42 356 0 811
19112 5.43 357 0 814
48187 4.84 362 0 576
48061 4.80 356 0 562
48134 4.80 357 0 564
47219 8.50 1119 0 3128
43692 8.04 1001 0 2649
29075 6.35 624 0 1304
47209 8.50 1118 0 3123
43549 8.03 999 0 2640
29048 6.34 623 0 1300
47187 8.50 1118 0 3124
43637 8.04 1000 0 2643
29043 6.34 623 0 1301
Steining to be checked at RL =Normal case = 63.62 m Seismic case = 62.48 m
LOAD FACTOR
DL+SIDL 1.0
LIVE LOAD 1.0
BRAKING 1.0
WATER CURRENT 1.0
WIND 1.0
SEISMIC 1.0