design of 7m pier 12 may 12
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8/12/2019 Design of 7m Pier 12 May 12
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8) 2
(a
(b
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(a
(b
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7 m
Hoist Placement 1650.50
Pier top 1646.00
MWL 1645.84FRL 1643.50
Kink 1639.00
1636.10
Crest Level 1633.50
density 2.4
A 7.89 m
B 5 m
L1 15.625 m
W1 577.27 t 3.5 m
W2 2793 t 13.3 m
W3 1570.8 t 5.5 m
W4-1 422.142 t 4.37 m
W4-2 403.788 t 4.37 m
W5 120.12 t 2.75 m
W6 120.07 t 3.5 m
Total weight 6007.19t
W per m of run 194.313095t/m
Weight of spillway bridge on the pier:
7m Pier
Lenghts
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This load is transferred to the pier through the bearings of the bridge and this is assumed to be 20 T/m run
Assume 15 t/m
S.W per m run 209.31 t/m
10 % increment 230.24t/m
Total Uplift-I 552.3 tTotal Uplift-II 546.875 t
Total uplift 1099.175 t
Uplift-I per m run 70 t/m
Uplift-II per m run 35 t/m
PH 500t
MH 1666.67t-m
PT 50.66t
Earthquake forces
Description w Seismic coffe. Inertia L.A
W1 577.27 0.12 69.27 6.25
W2 2793.00 0.12 335.16 6.25
W3 1570.80 0.12 188.496 8.5
W4-1 422.14 0.12 50.66 9.33
W4-2 403.79 0.12 48.45 5.50
W5 120.12 0.12 14.41 2.60
W6 120.07 0.12 14.41 2.60720.86
Inertia force per m length 23.32t/m
Moment per m length 159.93t-m/m
Description w Vertical coffe. Inertia
W1 577.27 0.09 51.95
W2 2793.00 0.09 251.37
W3 1570.80 0.09 141.37
W4-1 422.14 0.09 37.99
W4-2 403.79 0.09 36.34
W5 120.12 0.09 10.81W6 120.07 0.09 10.81
540.65
Inertia force per m 17.49
Hydrodynamic forces
y 10
h 47.5
Total
Total
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Cm 0.735
Cs 0.364
p 2.075
VH - I 15.06
MH - I 62.04
VH - II 5.27
MH - II 62.04
Without Earthquake
Bending Moment 129.299 t-m
20 % increment, M1 284.458 t-m
Vertical weight, P1 160.24
Horizontal weight, H1 38.790
M2 136.681
Mt 37.120Vertical weight, P2 195.24
Horizontal weight, H2 18.34
With Earthqu ake
Moment without earthquake 284.458
Moment due to horizontal inertia 159.93
Moment due to hydrodynamic forces 62.04
Moment due to vertical inertia 0
Total 506.425
Vertical forces 160.24vertical inertia forces 17.49
Total, 142.76
Horizontal forces 38.790
Horizontal inertia forces 23.32
Horizontal hydrodynamic forces 15.06
Total, 77.171
Moment without earthquake 136.681
Moment due to horizontal inertia 159.93
Moment due to hydrodynamic forces 62.04
Moment due to vertical inertia 0Total 358.647 F1/b
P1/b
Vertical forces 195.24 6M/b2
vertical inertia forces 17.49
Total, 177.76
Horizontal forces 18.34
Zone-I
Zone-II
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Horizontal inertia forces 23.32
Horizontal hydrodynamic forces 5.27
Total, 46.93
Zone-III
Area 113.567m2
equivalent width 3.674 m
Effective cover 0.15 m
d 3.674 m
d1 3.524 m
d1/d 0.959 4962.94231M1/bd 0.0536 6.170912507
P/bd 0.0555
0.002702 chart 5.2 0.002415
Asc=Ast 49.629cm IN ZONE-I 44.35790406
Considering Earthquake in Zone-II
M1/bd 0.0380
P/bd 0.0691
0.0007Asc=Ast 12.8573635cm IN ZONE-II
Multiplication factors
F1/b -11.0244257
P1/b 20.3937465
6M/b2
-62.0111797
Table HORIZONTAL ANCHORAGE
Coeff x Coeff
50 % of the reinforcement provided in the zone-I or 25 dia @ 300 mm,
whichever is more. It should not be less than 25 dia @ 300 mm in any
case
X/b
Y/b
0.25Contribution
of x due to
0.5
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Shear force 0.6994 -7.710483 2.925
Direct Load 1 20.393747 1
Moment 0.5 -31.00559 1
Total -18.32233
Shear force 0.385 -4.244404 0.602
Direct Load 0.3929 8.012703 0.347
Moment 0.004 -0.248045 0.046Total 3.5202544
Shear force 0.1474 -1.625 0.2577
Direct Load 0.1862 3.7973156 0.2251
Moment -0.0544 3.3734082 -0.0326
Total 5.545723
Shear force 0.0598 -0.659261 0.1215
Direct Load 0.0978 1.9945084 0.1424
Moment -0.0408 2.5300561 -0.0398
Total 3.8653039
Shear force 0.0269 -0.296557 0.0615
Direct Load 0.0551 1.1236954 0.0908
Moment -0.0262 1.6246929 -0.0321Total 2.451831
Shear force 0.0134 -0.147727 0.0332
Direct Load 0.0332 0.6770724 0.0595
Moment -0.0168 1.0417878 -0.0236
Total 1.5711329
Shear force 0.0072 -0.079376 0.0191
Direct Load 0.212 4.3234743 0.0403
Moment -0.0111 0.6883241 -0.0171
Total 4.9324225
16.6265 Extended upto
576.3965
0.03605699
Total Tensile force (Shaded area) 364.043297 t/m
80 % of permissible tensile stress in steel 1.84t/cm
Area of steel 197.849618cm
dia of bar 32 mm
Area of one bar 804.248mm2
No of bars 24.6005818
in two tiers
Table
Coeff y Coeff
Shear force 0.00
1.5
VERTICAL ANCHORAGE
Vertical anchorage
X/b
Y/b
Contribution
of y due to
0.25 0.50
1
1.25
0
0.25
0.5
0.75
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Direct Load 1.00
Moment 1.00
Total
Shear force 0.30
Direct Load 0.50
Moment 0.35
TotalShear force 0.25
Direct Load 0.48
Moment 0.23
Total
Shear force 0.20
Direct Load 0.45
Moment 0.14
Total
Shear force 0.16
Direct Load 0.41
Moment 0.09
TotalShear force 0.12
Direct Load 0.37
Moment 0.06
Total
Shear force 0.10
Direct Load 0.33
Moment 0.04
Total
Shear force 0.08
Direct Load 0.30
Moment 0.03
TotalShear force 0.06
Direct Load 0.27
Moment 0.02
Total
Total Tensile force ( Shaded Area ) t/m Zone-I
80 % of permissible tensile stress in steel 1.84t/cm 39.69855 t/m
Area of steel cm 21.575299cm
dia of bar 490.873852 5 2454.3693 25 @ 200C/C
Area of one bar
No of bars
1.5
1.75
2
0
0.25
0.5
0.75
1
1.25
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Angle 11.4543
Zone-I 20.29
Zone-II 10.625
Alpha-H 0.12
Alpha-V 0.09
should check
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M
432.95
2094.75
1602.22
472.80
266.50
37.48
37.464944.16
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-6.70483 2.925 -19.61 1.0246 -6.87 M1/bd2
0.037967
25.3937 1 25.39 0 0.00 P/bd 0.069126
-51.2353 1 -51.24 0 0.00 0.0007
-45.45 -6.87 Asc=Ast 12.85736
0.602 -4.04 50% of zone-I should
0.347 8.81
0.046 -2.36
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2.42
25% of zone I
horizontal anchorage 25@300 in zone-II 50% of Zone-II
25@300
Area of on 804.248162.0506 Provided 160mm
(chart 5.3)
in 2 rows
490.87 10 4908.74 49.09cm2
Zone-I
490.87 5 2454.37 24.54cm2
Zone-II
490.87 4 1963.50 19.63cm Zone-III
17.58741
-71.4513 -0.43075
1.319245
x Coeff x
0.75
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-32.2464 1.0246 -11.2956
20.3937 0 0 1.1076
-62.0112 0 0 126.376 84.16431
-73.8639 -11.2956 0.142432
-6.6367 0.6695 -7.38085
7.07663 0.2851 5.814257
-2.85251 0.0929 -5.76084-2.41259 -7.32743
-2.84099 0.3488 -3.84532 -73.8639
4.59063 0.2489 5.076004
2.02156 0.0245 -1.51927
3.7712 -0.28859
-1.33947 0.1873 -2.06487
2.90407 0.1806 3.683111
2.46804 -0.01 0.620112 1.75
4.03265 2.238347
-0.678 0.1019 -1.12339
1.85175 0.1269 2.587966
1.99056 -0.0194 1.2030173.16431 2.667594 -20
-0.36601 0.0612 -0.67469
1.21343 0.0892 1.819122 -2.41259cm2
1.46346 -0.0193 1.196816
2.31088 2.341243
-0.21057 0.0373 -0.41121
0.82187 0.0636 1.297042
1.06039 -0.0164 1.016983
1.67169 1.902815
3.771202
3006 mm
61.9007 t/m
1.84
33.6417 cm2
3364.167mm
Noof bars 4.182998
490.87 7 3436.117 34.36 cm2
spacing 142.86 mm
y Coeff y
0.00 0 0.00 0.00 0
0.75
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20.39 0 0.00 1.00 25.39375
-62.01 0 0.00 1.00 -51.2353
-41.62 0.00 -25.8416
-3.30 0.147 -1.62 0.30 -2.00877
10.13 0.089 1.82 0.50 12.61815
-21.52 0.06 -3.72 0.35 -17.7838
-14.69 -3.53 -7.17439-2.81 0.21 -2.32
9.78 0.214 4.36
-13.96 0.109 -6.76
-6.98 -4.71 Y/b=0.5 is sufficient but minimum 5m depth of anchorage should be
-2.25 0.202 -2.23
9.14 0.271 5.53
-8.83 0.102 -6.33
-1.94 -3.03
-1.76 0.176 -1.94 -41.62
8.35 0.288 5.87
-5.63 0.081 -5.02
0.96 -1.09-1.37 0.147 -1.62
7.55 0.285 5.81
-3.69 0.06 -3.72 1.75
2.49 0.47
-1.08 0.122 -1.34
6.81 0.273 5.57
-2.50 0.045 -2.79
3.24 1.43
-0.86 0.01 -0.11
6.17 0.258 5.26
-1.74 0.033 -2.05
3.56 3.10-0.70 0.084 -0.93
5.60 0.242 4.94
-1.26 0.025 -1.55
3.64 2.46
Zone-II
10.94 t/m
5.94565cm
-14.69
20t/m2
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cm2
e provided 24.81471 cm2
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12.40736mm2
12.40736mm2
490.8739 4 1963.495 19.63495mm2
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t
1.319245
-0.43075
1.75
20t/m2
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provided.
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Coeff Txy Coeff
Shear force
Direct Load
Moment 0 0
Total
Shear force
Direct Load
Moment 0 -0.73
Total
Shear force
Direct Load
Moment 0 -0.94
Total
Shear force
Direct Load
Moment 0 -0.72
Total
Shear force
Direct Load
Moment 0 -0.5
Total
Shear force
Direct LoadMoment 0 -0.35
Total
Shear force
Direct Load
Moment 0 -0.27
Total
Shear force
Direct Load
Moment 0 -0.16
Total
Shear force
Direct LoadMoment 0 -0.12
Total
1.75
2
0
1.25
1.5
0
0.25
0.5
0.75
1
X/b
Y/bContribution of
x due to
0.
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Unit Moment
Txy Coeff Txy Coeff Txy Coeff Txy Coeff Txy
0 0 0 0
-0.91 -0.43 0.5 0.28
-0.97 -0.42 0.37 0.6
-0.9 -0.45 0.03 0.48
-0.7 -0.53 -0.13 0.22
-0.55 -0.34 -0.12 0.03
-0.38 -0.33 -0.19 -0.1
-0.26 -0.27 -0.21 -0.14
-0.2 -0.22 -0.19 -0.17
1 1.250.755 0.5
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Coeff Txy Coeff Txy Coeff Txy
0 0 0
0.27 0.22 0.13
0.38 0.26 0.21
0.34 0.27 0.22
0.24 0.2 0.19
0.09 0.13 0.11
0 0.03 0.09
-0.09 0 0.04
-0.09 -0.04 0
1.5 1.75 2
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