Pier P2 Fix Wo Scr Sangam Final

7/31/2019 Pier P2 Fix Wo Scr Sangam Final

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Design for fixed Pier

Governing case for design is Longitudnal Seismic (Full Seismic)

Support 1 (A) Support 2 (C) Support 3 (E) Support 4 (G)FREE FIX FREE FREE

Maximum Vertical Reaction/Transverse Moment Case

Dead Loa

SIDL

1LCA

1 70R

5 LCA1LCA+2-

70R

1LCA+2-

70R

Braking Force Fh1 = 13.89 tSeismic Force = 441.05 tApplied Hz Force = 454.94 t

Load

Case

Vertical Load Reaction

Free Pier Reaction at

A

Fixed Pier Reaction at

C


E

Free Pier Reaction

at G

303.54 779.64 779.64 303.54

38.94 103.03 103.03 38.94

4.95 48.85 1.84 -0.26

5.50 94.43 -0.06 0.06

19.80 195.40 7.36 -1.05

12.76 190.17 1.37 -0.11

Critical Live Load Considered

12.76 190.17 1.37 -0.11

= .


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Maximum Horizontal Force/Longitudnal Moment Case

Dead Loa

SIDL

1LCA

1 70R

5 LCA1LCA+2-

70R

Load

CaseVertical Load Reaction


A


C


E

Free Pier Reaction

at G

303.54 779.64 779.64 303.54

38.94 103.03 103.03 38.94

0.90 0.00 35.67 24.09

2.14 0.00 72.83 37.59

3.58 0.00 142.69 96.36

4.13 0.00 145.06 79.41

1LCA+2-

70R

Braking Force Fh1 = 13.89 tSeismic Force = 441.05 tApplied Hz Force = 454.94 t

LL Trans Moment = 0 tm

Revised Summary due to Change in Superstructure to Precast Pretension Beam

DL reactions are modified due to change in superstructure typeThe DL reactions are increased by 5% on conservative side

Summary of Reactions at different bearings have been shown belowThe reactions have been calculated as per STAAD Model(Staad Model is attached in Annexure)

Reactions at Support 1 (A)

Node No. Case Reaction Node No. Case Reaction( T ) ( T )

63 DL 51.0 63 SDL 15.64


4.13 0.00 145.06 79.41

. .

156 DL 40.7 156 SDL -2.14249 DL 45.6 249 SDL 4.79342 DL 45.6 342 SDL 4.79435 DL 40.7 435 SDL -2.14528 DL 51.0 528 SDL 15.64


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274.6 36.6274.6

Reactions at Support 2 (C)


73 DL 123.47516 73 SDL 44.46166 DL 123.47516 166 SDL -7.66259 DL 123.47516 259 SDL 14.37352 DL 91.953 352 SDL 14.37445 DL 81.454 445 SDL -7.66538 DL 104.189 538 SDL 44.46

648.0 102.3648.0

Free Pier Reaction

at AIncreasing DL

Fixed Pier ReactionIncreasing DL

Reactions at Support 3 (E)


83 DL 123.47516 83 SDL 44.46176 DL 123.47516 176 SDL -7.66269 DL 123.47516 269 SDL 14.37362 DL 91.953 362 SDL 14.37455 DL 81.454 455 SDL -7.66548 DL 104.189 548 SDL 44.46

648.0 102.3648.0

Reactions at Support 4 (G)

Node No. Case Reaction Node No. Case Reaction( T ) ( T )93 DL 51.0 93 SDL 15.64

186 DL 40.7 186 SDL -2.14279 DL 45.6 279 SDL 4.79372 DL 45.6 372 SDL 4.79465 DL 40.7 465 SDL -2.14558 DL 51.0 558 SDL 15.64

274.6 36.6274.6

Free Pier ReactionIncreasing DL

Free Pier ReactionIncreasing DL


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Maximum Vertical Reaction/Transverse Moment Case

DeadLoad

SIDL

1LCA

1 70R

5 LCA

1LCA+2-

70R

1LCA+2-

Load



A


C


E

Free Pier Reaction

at G

274.6 648.0 648.0 274.6

36.58 102.34 102.34 36.58

4.95 48.85 1.84 -0.26

5.5 94.43 -0.06 0.06

19.8 195.4 7.36 -1.05

12.76 190.17 1.37 -0.11


-

LL taken same as taken earlier

Total DL = 1845.2 tTotal SIDL = 277.8 tTotal DL+SIDL = 2123.1 t < 2450.3 (considering earlier)

Braking Force Fh1 = 16.39 tSeismic Force = 0.18*3201.7 382.1 tApplied Hz Force = 398.5 t < 454.94t (considered earlier)

LL Trans Moment = 426.4 tm

Maximum Horizontal Force/Longitudnal Moment Case

Dead

Load

SIDL

1LCA

1 70R

. . . - .

Load



A


C


E

Free Pier Reaction

at G

274.6 648.0 648.0 274.6

36.58 102.34 102.34 36.58

0.90 0.00 35.67 24.09

2.14 0.00 72.83 36.12

5 LCA

1LCA+2-

70R

1LCA+2-

70R

3.58 0.00 142.69 127.85

4.13 0.00 145.06 104.96


4.13 0.00 145.06 104.96


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LL taken same as taken earlier

Total DL = 1845.2 tTotal SIDL = 277.8 t

Total DL+SIDL = 2123.1 t


6/21

Forces at Pier Cap Top 921.6 398.5 0.01 218.1 144.2Forces at Pile Cap Bottom 1907.4 442.9 0.01 218.24 3847

Maxm Load on Pile = 255.8 tMinm Load on Pile = 16.7 t

Horzizontal Force per pile = 31.6

Maximum moment on pile = 104.73 tm(3.31*30.2)

Maximum Vertical Reaction/Transverse Moment Case ( Full Long. Seismic Case)

(Ref sheet no. 37 of Design note 2007002/BS/DD/02/CAL-020

Sr. No. Details

Vertical

Reaction

Long

Horz.

Force

Trans.

Horiz.

Force

Trans.

moment

at pier

Trans.

moment

at pile

cap

Long.

mom.

at pile

cap

V (t)

1 648.0 - - -2 102.3 - - -

750.43 0.0 - 0.0 0.04 398.5 - - - 3573.35 0.01 0.03 0.136 - 0.02 0.007 - 0.00 0.008 0.00 0.009 246.7 44.4 273.6

10 602.611 7012 67.513 0.014 22.2

TotalForces at Pier Cap Top 817.9 398.5 0.01 0.0 144.2Forces at Pile Cap Bottom 1759.4 442.9 0.01 0.13 3846.9

Maxm Load on Pile 240.2 tMinm Load on Pile = 11.2 t

HL(t)

HT(t) captop(tm)

bottom

( tm)

bottom

(tm)

DLSDL

Total DL + SIDLLive load

HL in Longitudinal Dir.HT centrifugal @Mt for DL due to

Mt for SDL due toExtra Mt for LL due to

SubStructure

Wt. Of Pile CapSoil above Pile CapVer. Seismic force

Ver. Seismic force LLVer. Seismic force

Horzizontal Force p 31.6 t

Maximum moment 104.73 tm(3.31*30.2)

It is seen from above the maximum load and horizontal load on each pile is now reduced

compared to earlier hence pile and pile cap design is ok.


7/21

Check for Pile R/F

SOLID CIRCULAR SECTION SUBJECTED TO AXIAL THRUST AND BENDING

seismic caseDia. of

section = 120 cm R = 60 cmModular

ratio = 10Vertical

Load = 11.3 t Stress in Con. = 117 kg/cm2

Bending

Moment = 104.73 tm Stress in R/f. = -2806 kg/cm2

Effective

Cover = 9.5 cm

Ast.provided = 120.5 cm

N.A.assume = 32.54976 cm 7446.47

q

= 125.497 deg or 2.190339 radAr = 2477.150 cm

2

C = 106.68070 cm ALLOWABLE STRESSES

c.g. = 40.84360 cm Stress in Con. = 175 kg/cm2

Ixx = 181812.44 cm4

Stress in R/f. = 3600 kg/cm2

Aeff. = 3561.650 cm2

e = 926.77049e' = 28.40698e - e' = 898.36351Ieff = 2822969Dist. Of N = 0.88227

27.52471 27.45024

5 DESIGN OF PIER CAP

The bearing nodes in the STAAD Model are 11, 10, 9, 8,12 and 13

The pier caps for the fixed pier are similar for the 19.7m wide bridge for both 2 span and 3 span

continuous unit with a pier cap width of 2.6m and depth of 1.5m. Since the Pier cap design is

governed by the vertical reaction there is no differnce between the between the 2 and 3 span

continuous units. However for horizontal bending there will be different cases

A frame analysis is used for the design of the pier and the piercap (Refer sheet no. 38 of design

note no. 2007002/BS/DD/02/CAL-020. The anlysis is done by using standard software STAAD.


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DEAD LOAD at Different Nodes (Ref sheet no. )

Node No. Reaction from DL

11 fy -123

10 fy -1239 fy -1238 fy -91.95312 fy -81.45413 fy -104.189

SIDL at Different Nodes (Ref sheet no. )

Node No. Reaction fromSIDL

11 fy -88.1

10 fy 12.9

9 fy -75.6

-- .

12 fy 7.694

13 fy -44.473

Support Settlement at Different Nodes

11 fy -6.35910 fy -4.9459 fy -5.5998 fy -5.59912 fy -4.94513 fy -6.359

Liveload

For Cantilever design the Reactions have been taken from bearing design

Reaction at Node No. 73 is 67.53 t (Refer sheet no 3 bearing module 1) I.e Node no 11Corr to Class 70R most eccentricFor this case Reaction at Node No. 166 is 30.832 I.e Node no 10

50% impact is taken for pier cap design I.e 1 + 4.5/(6+20.7)*0.5 I.e 1.085

Load at Node no. 11 is considered as 1.085* 67.53 = 73.3 t (including impact)

Load at Node no. 10 is considered as 1.085* 30.832 =33.45 t (including impact)

For maximum moment at centre Live load reaction are taken for the grillage analysis are given belo


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Node Fy MtonImpact

Factor

Reaction

with

im act

Corr Pier

Cap Node

No73 -1.156 1.085 -1.25 11

166 5.661 1.085 6.14 10

259 63.254 1.085 68.63 9352 75.224 1.085 81.62 8

445 47.94 1.085 52.01 12

538 -2.252 1.085 -2.44 13

Seismic CaseReactions for Transverse Seismic Case

Load

Seismic

coeff Lever Arm

Horizontal

Force Pier

Cap

Moment at

top of Pier

CapTotal Dead Load 370.43 0.169 1.69 62.51 105.85Total SIDL 148.85 0.169 2.64 25.12 66.31Max LL 20% 34.14 0.169 3.74 5.76 21.55Total 93.39 193.71. .

The Moment upto the top of the bearing is transferred as a ReactionReaction due to Moment Vertical Seismic

11 fy 22.789 18.81 Assumption used10 fy 0.000 10.29 LL of 138.5 is equally distributed9 fy -22.789 17.75 on all bearing8 fy -1.845 10.0812 fy -5.535 7.1513 fy -9.224 13.89

The horizontal force at the top of the bearing is tranfered asmoment at the center of the Pier cap (0.4m pedestal/brg and0.75m half the pIer Cap depth = 1.15)

Total Moment at Pin bearing 107.3974 tm

DESIGN FOR PIER CAP HOGGING MOMENT

Maximum moment considered at face of support I.e of 2.5m dia pier I.e for fixed piers

Face of pier is calculated by taking equivale sqrt(pi()/4*2.4^2)/2= 1.063 m

Max Moment towards cantilever side Max moment considered at Node 14

Max moment at inside face of Pier Max moment considered at Node 16

Moment at face of Support 1300 tm

Horizontal force is taken as 310* = 15.5 t(I.e maximum bearing load considerd and there are two bearings in cantilever)(Refer Sheet no. 14 Bearing module 1)


10/21

Torsion 25.0*(0.4+1.5/2) = 17.8 tm0.4 is bearing + pedestal height and 1.5 is height of pier cap

Eqiuvalent Bending Moment = = 16.5 tm

Total Bending Moment = 1317 tm

Width of pier cap = = 2.8 m

Grade of Concrete M 45

Grade of Steel Fe 500

Dia of Bar Used 32

"Q" Value for Concrete Grade Used 257 t/m2

"j" Value for Concrete Grade Used 0.8717949

Permissible Stress in Steel 2.45E+04.

Depth Required = 1.354 m

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Pier P2 Fix Wo Scr Sangam Final

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