Design of piers and pier cap. Abutments, and bearings
Design of piers and pier cap. Abutments, and bearings
Design Report Bridge Substructure and Foundation
Full description
IT IS BRIDGE SUPPORTING & SUBSTRUCTURE SUITABLE FOR HARD STRATAFull description
Aureli Pier Vittorio the Project of autonomyFull description
Analisis Kekuatan Pier Jembatan
ensinando inteligência(prof pier)Full description
Full description
Noviembre de 1959. Italia acaba de salir de las penurias de la posguerra y vive una época de auge económico. Los vehículos braman, la gente corre y se precipita, de golpe brotan luces, prend…Descripción completa
Teorema - Pier Paolo PasoliniFull description
fyuifififififififFull description
Un bel saggio di Serafino Murri
Full description
Full description
DESIGN OF PIER Two Lane Bridge
8.600 m 0.200 m 1.450 m AHFL = 735.654 m
738.029 m
736.58
0.93 m 0.300 m 0.650 m
0.200 m
. m
0.350 m
735.654 m A1 735.00 m A2
5.900 m
6.920 m
7.573 m
8.073 m
7.573 m 6.923 m CBL = 728.081 m 0.000 m Pier Bottom Level
728.081
1.000 m 7.900 m 0.000 m
727.83 727.8311 m 0.500 0.500 m
0.250 m 727.581 m Foundation Level
0.250 m
727.431 m
0.150 m 7.900 m
M10
5.900 m 5.300 m
0.300 m
0.600 m
1.100 m 8.900 m 0.300 m
A1
0.350 m
A2 5.900 m
5.900 m 0.600 m
CBL 1.500 m
soil FILL 1.500 m
0.000 m 7.900 m
3.600 m 0.250 m
727.831 m
0.500 m 0.000 m
0.250 m 727.581 m 0.150 m
7.900 m 3.600 m
As per IS 456 CL.25.1.2, A compression member may be considered as short when both the slenderness ratios ly/b are less than 12 Height of pier= L = l=
Effective Heigh = 1.2 x L
b=
Width of member
Accordingl
Slenderness Ratio = l/b = Hence design as Short column
6.920 m 8.304 m 1.10m 7.55 <12
728.081 m
DATA :
CANAL PARTICULARS
DISCHARGE (DESIGNED)
=
44.81
BED WIDTH
=
2.75m
FULL SUPPLY DEPTH
=
3.273m
SIDE SLOPES INNER Outer To Outer
=
2.0:1
=
2.0:1
Bed Fall
=
1: 3000
Velocity
=
1.47
Rugosity Coefficient (N)
=
0.018
Free Board
=
1.000 m
C.B.L Aflux high flood Level (AHFL)
=
728.081 m
=
735.654 m
Bottom Lvl Of Slab
=
735.654 m
Depth of deck slab
=
0.575 m
Thickness of wearing coat Top Of Deck Slab
=
0.075 m
=
736.304 m
Pier Bottom Level
=
728.081 m
Foundation Level
=
727.581 m
Carriage Way Width
=
8.600 m
Effective span
=
10.370 m
C/C Of Piers And Abutment
=
10.910 m
Density Of Concrete.
=
2.5 t/cum
DATA :
Cumec 0
m/s
SINGLE LANE BRIDGE PARTICULARS
Density Of M10 Bed Concrete.
2.4 t/cum
Top Length Of Pier Cap
=
8.900 m
Bottom Length Of Pier Cap
=
5.900 m
Width Of Pier Cap
=
1.100 m
Straight Thickness Of Pier Cap
=
0.300 m
Tapering Thickness Of Pier Cap
=
0.350 m
Overall Length Of Pier
=
5.900 m
R.L Of Top Of Deck Slab
=
736.579 m
R.L Of Top Of Pier
=
736.579 m
R.L Of Pier At Bottom of pier cap
=
735.004 m
R.L Of Pier Bottom Lvel
=
728.081 m
R.L Of Bottom Of Foundation
=
727.581 m
PIER DESIGN DEAD LOAD OF SLB LIVE LOAD REACTION ON PIER(Class "A" Loading with impact) BREAKING FORCE (20% of Live Load)
=
206.742 t
=
93.787 t
=
18.757 t
BRAKING FORCE ON PIER(50% of Breaking force)
=
9.379 t
1) Dead Load Of Super Structure
=
206.742 t
2) Live Load Reaction On Pier
=
93.787 t
(Refer: IRC- 6-2014 Cl. 211.2(a)
3) DEAD LOAD OF SUB STRUCTURE A) Pier Cap Rectangular Potion A1
=
8.9 x 1.1 x 0.3
=
2.937
cum
2.937 x 2.5 7.343 t Trapezoidal Portion PIER SECTION UPTO SILL LEVEL
=
8.9 x (1.1+0.6)/2 *0.35*2.5
=
2.570 t
=
(area of circle x6.92) + (0.6x5.3x6.92) ((PI() x0.6^2/4)x6.92)+(0.6x5.3x6.92)))
FOOTING SECTION(1)
=
23.960 cum
=
23.96 x 2.5 59.900 t
=
3.6 x 0.25 x 7.9
=
7.110 cum 7.11 x 2.5
FOOTING SECTION (2)
=
17.775 t
=
0.25 x 3.6 x 7.9
=
7.110 cum 7.11 x 2.5
FOOTING Bed M10
=
17.775 t
=
0.15 x 3.6 x 7.9
=
4.266 cum 4.27 x 2.4
=
SUMMURY OF LOADS
10.238 t 15% 100% NO BOUYANC BOUYANC BOUYANCY Y Y
1.DEAD LOAD OF SUPER STRUCTURE
206.742
206.742
206.742
2.LIVE LOAD ON SUPER STRUCTURE
93.787
93.787
93.787
TOTAL
300.528
300.528
300.528
2.i)BED BLOCK RECTANGULAR
7.343
7.343
7.343
2.ii)TRAPEZOIDAL PORTION
2.570
2.570
2.570
3.)PIER SECTOIN
59.900
56.306
35.940
Total
69.812
66.218
45.852
TOTAL LOADS UPTO SILL LEVEL WITHOUT LL
276.554
272.960
252.594
TOTAL LOADS UPTO SILL LEVEL WITH LL
370.340
366.746
346.380
1.FOOTING ABOVE SECTION
17.775
16.709
10.665
2.FOOTING BELOW SECTION
17.775
16.709
10.665
3. BED CONCRETE (M10) BELOW FOOTING SECTION
10.238
23.036
14.334
Total
45.788
56.453
35.664
a) UPTO SILL LEVEL
b) UPTO FOUNDING LEVEL
TOTAL LOADS UPTO FOUNDING LEVEL WITHOUT LL
322.342
329.413
288.258
TOTAL LOADS UPTO FOUNDING LEVEL WITH LL
416.129
423.200
382.044
MOMENTS 1) DUE TO BRAKING FORCE (Refer:IRC:6-2010; Cl: 211.2a; Pg: 33) MOMENT AT PIER BOTTOM LEVEL = (9.38 x( 736.58+1.2-728.081)) 728.081M 90.954 t-m = MOMENT AT 727.831M
(9.38 x( 736.58+1.2-727.831)) 93.299 t-m
MOMENT AT 727.581M
(9.38 x( 736.58+1.2-727.581)) 95.643 t-m
MOMENT AT FOUNDATION LEVEL 727.431M
=
9.38 x( 736.58+1.2-727.4312)
=
97.050 t-m
2) DUE TO LIVE LOAD ECCENTRICITY C G Of Vehicle To C G Of C/W
0.7
Center of support length To Pier Center
0.28
Transverse Direction
= 93.79(LL) x 0.7 =
Longitudinal Direction = 93.79(LL) x 0.28 =
65.651 t-m 93.79 x 0.28 26.260 t-m
3) WIND LOADS A). SUPER STRUCTURE Velocity (m/s) Hourly mean wind speed and pressure at location of bridge =
27.80 m/s
Hourly mean Basic wind speed and pressure =
33.000 m/s
Reference : cl.209.2/ Notes no.3 of IRC-6:2010
ratio =
Hourly mean Basic wind speed and pressure at 6.920 m
0.710 (from table-4)
height =
46.370 m
Corresponding Hourly mean wind speed and pressure at location of bridge( P z )= 46.37 x 0.71 ( refer cl 209.3.3 of IRC-6:2014, page -27) Transverse Wind Force F T =
=
32.908 kg/m
2
PZ x A1 x G x CD
A1 = Solid area in normal projected elevation 25.911
m
2
(0.925+1.45)x10.91
G = Gust Factor G= 2 CD = Drag co-efficient depending upon the shape of bridge deck CD = 1.100 Transverse Wind Force F T = 32.9 x 25.91 x 2 x 1.1 1875.901 kg Transverse Wind Force F T = 1.880 t
( refer cl 209.3.3 of IRC-6:2014, page -31)
say 1.900 t MOMENT AT FOUNDATION LEVEL 727.431M Leverarm
Longitudinal Wind Force on super structure at 25 % of transverse wind force MOMENT AT FOUNDATION LEVEL 727.431M Longitudinal Force Longitudinal moment
=
1.9 x ( 25/100 )
=
0.475
=
9.41 x0.48 4.469 t-m
MOMENT AT 605.068M Longitudinal Force Longitudinal moment
=
1.9 x ( 25/100 )
=
0.475
=
9.26 x0.48 4.397 t-m
MOMENT AT 605.368M Longitudinal Force Longitudinal moment
=
1.9 x ( 25/100 )
=
0.475
=
9.01 x0.48 4.279 t-m
MOMENT AT PIER BOTTOM LEVEL 728.081M Longitudinal Force Longitudinal moment
=
1.9 x ( 25/100 )
=
0.475
=
8.76 x0.48 4.160 t-m
Down ward vertical wind load Fv
=
PZ x A3 x G x CL ( refer cl 209.3.5 of IRC-6:2010, page -28)
A1 = Area in Plan= G = Gust Factor =
8.9x10.91
=
2
CL = Lift co-efficient CL = 0.75
Down ward vertical wind load Fv
Down ward vertical wind load Fv = 32.91 x (8.9 x10.91) x2 x 0.75 4792.971 kg 4.793 t The bridges shall not be considered to be carrying any live load when wind speed exceeds 36 m/s ( refer cl 209.3.7 of IRC-6:2010, page -28) B). SUBSTRUCTURE Transverse Wind Force F T = PZ x A1 x G x CD A1 = Solid area in normal projected elevation A1 = 4.54 mm² G = Gust Factor G= 2 CD = Drag co-efficient depending upon the shape of Sub structure CD from (Table-5 of IRC 6-2010) = 1.700 CD = 1.700
H/B = 13.700 t/b = 0.102
2
97.099 m
Transverse Wind Force F T =
400.300 kg
Transverse Wind Force F T = 0.410 t
(Refer cl 209.3.3 of IRC-6:2014, pg-31)
MOMENT AT FOUNDATION LEVEL 727.431M Leverarm
=
(0.65 + 6.92 + 0.25+0.25+0.15) 8.220 m
Transverse moment
=
3.370 tm
MOMENT AT 605.068M Leverarm
=
(0.65 + 6.92 + 0.25+0.25) 8.070 m
Transverse moment
=
3.309 tm
MOMENT AT 605.368M Leverarm
=
(0.65 + 6.92 + 0.25) 7.820 m
Transverse moment
=
3.206 tm
MOMENT AT PIER BOTTOM LEVEL 728.081M Leverarm
=
(0.65 + 6.92) 7.570 m
Transverse moment
=
3.104 tm
Longitudinal Wind Force on super structure at 25 % of transverse wind force i.e
0.14*25/100
=
0.035
MOMENT AT FOUNDATION LEVEL 727.431M Longitudinal Force
=
0.1025
Longitudinal moment
=
0.1 x 8.22 0.843 t-m
MOMENT AT 605.068M Longitudinal Force
=
0.1025
Longitudinal moment
=
0.1 x 8.07 0.827 t-m
MOMENT AT 605.368M Longitudinal Force
=
0.1025
Longitudinal moment
=
0.1 x 7.82 0.802 t-m
MOMENT AT PIER BOTTOM LEVEL 728.081M Longitudinal Force
=
0.1025
Longitudinal moment
=
0.1 x 7.57 0.776 t-m
AT 605.068M
@ 605.368M At Pier Bottom
Lever arm
At foundation 8.220 m
8.070 m
7.820 m
Transverse moment
3.370 t-m
3.309 t-m
3.206 t-m 3.104 t-m
Longitudinal moment
0.843 t-m
0.827 t-m
0.802 t-m 0.776 t-m
7.570 m
Total Wind Loads at base with out Live Load Level at
Vertical force t
Force Hzl. - X in t
Hzl. - Z in t
ML in tm
MT in tm
605.768
4.793
0.578
2.310
4.936
19.743 t-m
605.368
4.793
0.578
2.310
5.080
20.320 t-m
605.068
4.793
0.578
2.310
5.224
20.898 t-m
604.768
4.793
0.578
2.310
5.311
21.244 t-m at foundation level
4) Water Currents
At sill level
2
P = 52KV Where,
V = Velocity (m/s) = 1.470 K = Constant
(Refer IRC 6-2014; Cl:210.2; Pg:34)
= 0.660 MOMENT AT PIER BOTTOM LEVEL 728.081M P = 74.16 Kg/Sqm
7.573 m
0.56 t-m
MOMENT AT 605.368M MOMENT AT 605.068M
7.823 m
0.58 t-m
8.073 m
0.6 t-m
MOMENT AT FOUNDATION LEVEL 727.431M
8.223 m
0.61 t-m
Since, the pressure due to water current is very low, force due to water current shall be neglected
SUMMURY OF MOMENTS
AT PIER BOTTOM LEVEL728.081
AT 727.831 LEVEL
AT 727.581 LEVEL
ML
MT
ML
MT
ML
MT
1. Dead Load Eccentricity
0.000
0.000
0.000
0.000
0.000
0.000
2.Temp And Shrinkage
0.000
0.000
0.000
0.000
1.121
0.000
3.Water Current Force
0.000
0.560
0.000
0.580
0.000
0.600
4.Floating Debris
0.000
0.000
0.000
0.000
0.000
0.000
5.Braking Force
90.954
0.000
93.299
0.000
95.643
0.000
6.Live Load Eccentricity
26.260
65.651
26.260
65.651
26.260
65.651
Total Moments Without LL
0.000
0.560
0.000
0.580
1.121
0.600
Total Moments With LL
117.214
66.211
119.559
66.231
123.025
66.251
6.Moment Due To Wind
4.936
19.743
5.080
20.320
5.224
20.898
Total Moment Without LL
4.936
20.303
5.080
20.900
6.346
21.498
Total Moment With LL
122.150
85.954
124.639
86.551
128.249
87.149
Total Load At Pier Bottom Without LL
276.554
Total Load At Pier Bottom With LL
370.340
Total Load At Foundation Without LL Total Load At Foundation With LL
SECTIONAL PROPERTIES
PIER BOTTOM
FOUNDING
3.823
28.440
In Longitudinal Direction
0.354
17.064
In Transverse Direction
3.481
37.446
AREA
(Sqm)
SECTION MODULUS (Cum)
WITHOUT BUOYANCY P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
72.344
0.000
0.161
72.505
72.183
With LL
96.878
331.114
19.021
447.013
-253.256
No LL With LL
72.344 96.878
13.943 345.057
5.833 24.692
92.120 466.627
52.569 -272.871
FINAL STRESSES IN CONCRETE AT PIER BOTTOM LEVEL Without Wind With Wind
15% BUOYANCY
P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
71.404
0.000
0.161
71.565
71.243
With LL
95.938
331.114
19.021
446.073
-254.197
No LL
71.404
13.943
5.833
91.179
51.629
With LL
95.938
345.057
24.692
465.687
-273.811
P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
66.077
0.000
0.161
66.237
65.916
With LL
90.610
331.114
19.021
440.745
-259.524
No LL
66.077
13.943
5.833
85.852
46.301
With LL
90.610
345.057
24.692
460.359
-279.139
FINAL STRESSES IN CONCRETE AT PIER BOTTOM LEVEL Without Wind With Wind
100% BUOYANCY FINAL STRESSES IN CONCRETE AT PIER BOTTOM LEVEL Without Wind With Wind As per IRC-21 -2000 Table-9 & 11 STRESSES IN CONCRETE
- M20
667.000
Safe
STRESSES IN CONCRETE
- M20
-53.000
Unsafe
Hence pier is to be designed as RCC Pier. As per IRC-78 -2000 CL.706.1.2 "The permissible increase in stresses in the various members will be 33( ⅓ ) per cent for the the combination of wind" STRESSES IN CONCRETE - M 20
667.000 x 1.33 =
889.311
Safe
MAX PERMISSBLE TENSILE STRESSES IN CONCRETE
-53.000 x 1.33 =
-70.665
Unsafe
- M 20
Hence pier is to be design as RCC Pier. WITHOUT BUOYANCY P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
11.334
0.000
0.016
11.350
11.318
With LL
14.632
7.226
1.769
23.628
5.636
No LL With LL
11.334 14.632
0.311 7.538
0.584 2.337
12.229 24.506
10.439 4.757
P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
11.583
0.000
0.016
11.599
11.566
With LL
14.880
7.226
1.769
23.876
5.885
No LL With LL
11.583 14.880
0.311 7.538
0.584 2.337
12.478 24.755
10.688 5.006
FINAL STRESSES IN CONCRETE AT FL Without Wind With Wind
15% BUOYANCY FINAL STRESSES IN CONCRETE AT FL Without Wind With Wind
100% BUOYANCY P/A
ML/ZL
MT/ZT
STRESSES (t/sqm)
t/sqm
t/sqm
t/sqm
Max
MIN.
No LL
10.136
0.000
0.016
10.152
10.119
With LL
13.433
7.226
1.769
22.429
4.437
No LL With LL
10.136 13.433
0.311 7.538
0.584 2.337
11.031 23.308
9.241 3.559
FINAL STRESSES IN CONCRETE AT FL Without Wind With Wind
NET SBC WITHOUT WIND LOAD
40.000
Safe
As per IRC-78 -2000 CL.706.1.2 "The permissible increase in stresses in the various members will be 33( ⅓) per cent for the the combination of wind" 40.000 x 1.33 =
53.3 t/m2
Safe
Design of PCC footing at Earth side Maximum Base Pressure
=
Modulus of section (Z) Moment Due to cantilever M = (Wl^2/2)
24.755 t/m2
=
(0.25) ^2 x 1/6
0.010 m3 24.75 x0 ^2 x 1/2
=
0.000 tm M
=
0.000
Z
=
0.000
2
t/m
0.010
As per IRC-21 -2000 Table-9 & 11 MAX PERMISSBLE TENSILE STRESSES IN CONCRETE
- M20
-53.0 t/m2
Safe
Hence Footing is to be design as RCC.
RCC FOOTING for PIER Data Grade of concrete = M20 m = 14 sbc = 6.67Mpa Permissible stress in steel = 240.0Mpa k = 0.28 j = 0.91 Q = 0.85 Pressure due to DL AND LL =
