1.0 Introduction 2.0 Design of Pier cap 2.1 Material and permissible stresses Concrete - M 60 ( For pier) Concrete - M40 ( For pile and pile cap) HYSD - Fe 500 Concrete in bending compression - 20.0 Mpa IRC 21: 2000 clause 303.1 Steel in bending tension - 240 M pa IRC 21 : 2000 clause 303.2. Steel in bending compression - 205 M Pa IRC 21 : 2000 clause 303.2. Over stressing factor Seismic - - 1.5 Wind - - 1.33 IRC 6 : 2000 Table 1 Constuction with 50 % seismic - 1.5 Construction with wind - 1.33 2.2 Details of carriageway and levels Type of superstructure = Simply supported with Fixed and Free bearing Span c/c of pier(anik Side) = 35 m Span c/c of pier(Museum Sise) = 26 m Formation width = 17.2 m Radious of curvature = 760 m FRL = 39.907 m GL = 28.32 m Pile cap Top = 27.82 m Length (GL to top of socket) = 12.47 m Top of Socket = 15.85 m Wearing coat thickness = 0.09 m Depth of superstructure = 2.5 m c.g. of superstructure from so = 1.495 m Height of pedestal + bearing = 0.5 m Impact factor Effetcive span( anik side) = 33.5 Effetcive span( museum side) = 24.5 For span 33.5 For span 24.5 For Class A = 1.114 = 1.148 For Class 70R = 1.114 = 1.148 2.3 Vertical forces 4 1.5 2 2.55 1.25 1.5 5 ( All dimension in mtr ) This design note presents the revised design of piles for EJ pier at locati elevated road from Museum to Anik junction The pier supports 20.60m museum spa side. The centre to centre distance between bearing in longitudinal as well as direction is as shown in the sketch m. All spans are simply supported with continu for live load only. All pier are expansion joint pier A B D C LONG anik side
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2.2 Details of carriageway and levelsType of superstructure = Simply supported with Fixed and Free bearingSpan c/c of pier(anik Side) = 35 mSpan c/c of pier(Museum Sise) = 26 mFormation width = 17.2 mRadious of curvature = 760 mFRL = 39.907 mGL = 28.32 mPile cap Top = 27.82 mLength (GL to top of socket) = 12.47 mTop of Socket = 15.85 mWearing coat thickness = 0.09 mDepth of superstructure = 2.5 mc.g. of superstructure from soffit = 1.495 mHeight of pedestal + bearing = 0.5 m
For span 33.5 For span 24.5For Class A = 1.114 = 1.148For Class 70R = 1.114 = 1.148
2.3 Vertical forces
4
1.5 22.55
1.25
5 ( All dimension in mtr )
This design note presents the revised design of piles for EJ pier at location P 142 of the elevated road from Museum to Anik junction The pier supports 20.60m museum span and 22 m anik side. The centre to centre distance between bearing in longitudinal as well as in transverse direction is as shown in the sketch m. All spans are simply supported with continuity in deck slab for live load only. All pier are expansion joint pier
A B
D C
LONG
anik side
EJ Pier
EJ
26 26
P141 P142 P143
Free EJ pier Free
a) Self weight
Cross sectional area of the box girder is worked out as =
DL reaction = 9.15 x 35 x(Museum Side) 2
= 4668 kN ( Increased by 10 % for web thickening)
DL reaction = 9.15 x 26 x(Anik Side) 2
= 3467 kN ( Increased by 10 % for web thickening)
Weight of diaphragm = 275 kN ( Assumed )
b) Super imposed loadi) Wearing coat = 0.09 m thick
ii) Crash barrier c/s A = 0.40 m2Weight of barrier = 10.00 kN/m per side
iii) Service through = 1.00 kN/m per crash barriercrash barrier
iv) Median = 0.40 x 2.00 x= 20.00 kN/m
v) Additional overlay = 1.1 kN/m2= 2 x 7.55 x 1.1= 16.61 kN/m
Total SIDL = 89.87 kN/msay = 90 kN/m
SIDL reaction = 90.00 x 35(Museum Side) 2
= 1575 kN
SIDL reaction = 90.00 x 26(Anik Side) 2
= 1170 kN
LONG
muzeum side anik side
museum side
A B
C D
c) Live load reaction
The structure is analysed for 1,2,3 and 4 lane of class A, 1 and 2 lane of Class 70R and overload as given in tender document. The analysis is done in STAAD Pro and the output is tabulated as given below.
For Maximum Longitudinal MomentType of Live load Reaction Ra + Rb Reaction Rc + Rd Total Reaction (kN)
IRC class A 413 0 413IRC class 2A 826 0 826IRC class 3A 1239 0 1239IRC class 4A 1652 0 1652
IRC class 70R 867 0 867IRC class 2 70R 1734 0 1734Over load 1 lane 749 0 749
All reactions are in kNs and distances in mtr
Case 1: Live load placed at extreme edge from central axis
Case 2: Live load placed at central axis
6.85 Class A one lane in case 1
Total LL413
Total LL0
4Ra Rb
1.9 Class A one lane in case 2
Total LL413
Total LL0
4Ra Rb
5.10 Class A two lane in case 1
Total LL826
Total LL0
4Ra Rb
3.65 Class A two lane in case 2
Total LL826
Total LL0
4Ra Rb
5.10 3.65 Class A four lane in case 1 and case 2
Total LL1652
Total LL0
4Ra Rb
5.555
Class 70R one lane in case 1
Total LL867
Total LL0
4Ra Rb
3.195
Class 70R one lane in case 2
Total LL867
Total LL0
4Ra Rb
5.555 3.195 Class 70R two lane in case 1 and case 2
Total LL1734
Total LL0
4Ra Rb
one lan eover load is special load(i.e. traffic load)2.3
One lane over load in case 2
Total LL749
Total LL0
4Ra Rb
2.35.1
Total LL1575Total LL0
4Ra Rb
2.35.555
Total LL1616Total LL0
4Ra Rb
6.45
One lane over load in case 1
Total LL749
Total LL0
Ra 4 Rb
6.453.2
2.55
4Ra Rb
5.83.2
1.9
One lane over load ( in case 2 )+ 2 Lane Class A (in case 1)
One lane over load ( in case 2 )+ Class 70R (in case 1)
class 70RA
class A
over load
class 70RA
class A
over load
class 2A
over load
class 70R
over load
4Ra Rb
6.453.65
2.55
4Ra Rb
5.62
(Special load + One lane Class A)
Total LL0
Total LL0
RaRa Rb
Assume extreme edge is the special loadThe centroidal distance from C.G. of the loading of special vehicle to the C.G.of the class A loading =2.13M
Summary of Live load reactions on bearing are as sumarised below.
Sr. No. Type of Live load Ra Rb Rc Rd1 IRC class A 914 -501 0 02 IRC class 2A 1466 -640 0 03 IRC class 4A 1125 527 0 04 IRC class 70R 1638 -771 0 0
5 IRC class 2 70R 1379 355 0 0
6 IRC class 70R + Class A 1648 -368 0 0
7 IRC class 70R + Class 2A 1297 396 0 08 Over load 1 lane -56 805 0 09 (Over load) + (2 lane class A) 1410 165 1410 -141010 Over load + 1 lane class 70R 1581 35 0 011 Over load only -833 1582 0 0
11 277 1711 0 0
12237 1792 0 0
13426 1603 0 0
Unit : kNFor Pier cap design, Sr.No. 6 will govern while for pier design, Sr.No. 5 will govern
For Maximum Transverse Moment
Type of Live load Reaction Ra + Rb Reaction Rc + Rd Total Reaction (kN)
(Over load + 1 lane class A) +(Two lane Class A)
(Over load + 1 lane class A) +(One lane of 70R) in case 1
(Over load + 1 lane class A) +(One lane of 70R) in case 2
class 2AA class A
over load
specialA class A
A
IRC class A 194 300 494IRC class 2A 388 600 988IRC class 3A 582 900 1482IRC class 4A 776 1200 1976
IRC class 70R 444 471 915IRC class 2 70R 888 942 1830Over load 1 lane 634 530 1164
All reactions are in kNs and distances in mtr
Case 1: Live load placed at extreme edge from central axis
Case 2: Live load placed at central axis
6.85 Class A one lane in case 1
Total LL194
Total LL300
4Ra Rb
1.9 Class A one lane in case 2
Total LL194
Total LL300
4Ra Rb
5.10 Class A two lane in case 1
Total LL388
Total LL600
4Ra Rb
3.65 Class A two lane in case 2
Total LL388
Total LL600
4Ra Rb
5.10 3.65 Class A four lane in case 1
Total LL776
Total LL1200
4Ra Rb
5.555
Class 70R one lane in case 1
Total LL444
Total LL471
4Ra Rb
3.195
Class 70R one lane in case 2
Total LL444
Total LL471
4Ra Rb
5.555 3.195 Class 70R two lane in case 1 and case 2
Total LL888
Total LL942
4Ra Rb
0.6+0.4+1.8/2
2.3
One lane over load in case 2
Total LL634
Total LL530
4Ra Rb
2.35.1
Total LL1022Total LL1130
4Ra Rb
2.35.555
Total LL1078Total LL1001
4Ra Rb
6.45
4Ra Rb
6.453.195
2.55
4Ra Rb
5.83.2
1.9
One lane over load ( in case 2 )+ 2 Lane Class A (in case 1)
One lane over load ( in case 2 )+ Class 70R (in case 1)
class 70RA
class A
over load
class 70RA
class A
over load
class 2A
over load
class 70R
over load
4Ra Rb
6.453.65
2.55
4Ra Rb
5.62 6.45
2.55 (Special load + One lane Class A)Total LL
828Total LL
830
4Ra Rb
The centroidal distance from C.G. of the loading of special vehicle to the C.G.of the class A loading =2.13Summary of Live load reactions on bearing are as sumarised below.
Sr. No. Type of Live load Ra Rb
1 IRC class A 429 -2352 IRC class 2A 689 -3013 IRC class 4A 529 2474 IRC class 70R 839 -3955 IRC class 2 70R 706 1826 IRC class 70R + Class A 843 -2057 IRC class 70R + Class 2A 679 1538 Over load 1 lane -48 6829 Over load + 2 lane class A 641 38110 Over load + 1 lane class 70R 791 28711 Over load 1 lane -705 133912 (Over load + 1 lane class A) -732 156013
-155 1427
14 -20 1292
15 -184 1400
For Pier cap design,and for pier design, Sr.No. 12 will govern
Summary of load on pier cap
Sr.No. Load combination A B1 OSD without LL+0.5 L Seismic 3259 32592 OSD without LL+0.5 T Seismic 3259 32593 OSD with one lane class A 4173 27584 OSD with two lane class A 4183 3161
(Over load + 1 lane class A) +(One lane of 70R) in case 1
(Over load + 1 lane class A) +(One lane of 70R) in case 2
(Over load + 1 lane class A) +(Two lane Class A)
class 2AA class A
over load
5 DL + SIDL = COMB 1 3259 3259
6 3496 5051
7 2527 48198 COMB 2 + WIND ( 100 % TRANS ) 3496 50519 COMB 3 + WIND ( 100 % TRANS ) 2527 481910 COMB 2 + WIND ( 65 %T - 35 % L ) 3496 505111 COMB 3 + WIND ( 65 %T - 35 % L ) 2527 481912 COMB 1 + Wind ( 100 % TRANS ) 3259 325913 COMB 1 + Wind ( 65% T - 35 % L) 3259 325914 COMB 1 +0.5 LL ( For Max ML) + L Seismic 3377 415515 COMB 1 +0.5 LL ( For Max MT) + L Seismic 2893 403916 COMB 1 +0.5 LL ( For Max ML) + T Seismic 3377 415517 COMB 1 +0.5 LL ( For Max MT) + T Seismic 2893 403918 COMB 1 +4CLASSA + CF = COMB4 3787 350619 COMB4 (50% seismic)+ T SEI 3523 338220 COMB4 + 100 % WIND ( Tran) 3787 3506
Unit : kN
Check for stability
Reaction due to DL + SIDL = 3259 kNMax. tensile reaction due to LL = 771 kN (at bearing A)Factor of Safety = 4.23 > 2 hence, ok.
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
Size req. for pedestal
Grade of Concrete = M 60= 15 Mpa
= A1 Cl-307.1, IRC-21-2000A2
where A1 > 2A2
= 2 X 15
= 30 Mpa
Max. Vertical Load on Pedstal = 5051 kNDia. Of Pedstal req. = 763 mmDia. Of Pedstal Provided = 800 mm
2.4 The cap is designed as Corbel as per procedure given in Concrete Bridge Design by V.K. Raina
X
A
Y
C
X
Self weight of the cap
Calculating the weight of the cap assuming linear variation
V = ( A1 + A2 + SQRT ( A1 A2 ) H /3
A1 = 1.5 x 2 = 3 m2
A2 = 5 x 2.55 = 12.75 m2
H = 2.31 m
V = 16.89 m3
W = 439.1 kN
Permisible sco
scc sco X
scc
AS
aVu
Ah
Av
S
d'h
IRC 21: 2000 clause 303.1
IRC 21 : 2000 clause 303.2.1
IRC 21 : 2000 clause 303.2.1
2.31
1.5
This design note presents the revised design of piles for EJ pier at location P 142 of the elevated road from Museum to Anik junction The pier supports 20.60m museum span and 22 m anik side. The centre to centre distance between bearing in longitudinal as well as in transverse direction is as shown in the sketch m. All spans are simply supported with continuity in
9.15 m2
26.5 x 1.12
( Increased by 10 % for web thickening)
26.5 x 1.12
( Increased by 10 % for web thickening)
25.00
The structure is analysed for 1,2,3 and 4 lane of class A, 1 and 2 lane of Class 70R and
Total Reaction (kN) L / C413 32082612391652867 7331734749 1106
Class A one lane in case 1
Total LL Ra Rb413 914 -501
Total LL Rc Rd0 0 0
Class A one lane in case 2
Total LL Ra Rb413 10 403
Total LL Rc Rd0 0 0
Class A two lane in case 1
Total LL Ra Rb826 1466 -640
Total LL Rc Rd0 0 0
Class A two lane in case 2
Total LL Ra Rb826 -341 1167
Total LL Rc Rd0 0 0
Class A four lane in case 1 and case 2
Total LL Ra Rb1652 1125 527
Total LL Rc Rd0 0 0
Class 70R one lane in case 1
Total LL Ra Rb867 1638 -771
Total LL Rc Rd0 0 0
Class 70R one lane in case 2
Total LL Ra Rb867 -259 1126
Total LL Rc Rd0 0 0
Class 70R two lane in case 1 and case 2
Total LL Ra Rb1734 1379 355
Total LL Rc Rd0 0 0
one lan eover load is special load(i.e. traffic load)
One lane over load in case 2
Total LL Ra Rb749 -56 805
Total LL Rc Rd0 0 0
Ra Rb1410 165
Rc Rd1410 -1410
Ra Rb1581 35
Rc Rd0 0
One lane over load in case 1
Ra Rb-833 1582
Rc Rd0 0
One lane over load + Class A + Class 70R in case 1Total LL Ra Rb
2029 237 1792Total LL Rc Rd
0 0 0
One lane over load + Class A + Class 70R in case 2Total LL Ra Rb
One lane over load ( in case 2 )+ 2 Lane Class A (in case 1)
One lane over load ( in case 2 )+ Class 70R (in case 1)
2029 426 1603Total LL Rc Rd
0 0 0
One lane over load + Class A + Class 2ATotal LL Ra Rb
1988 277 1711Total LL Rc Rd
0 0 0
(Special load + One lane Class A)
Total LL Ra Rb0 #VALUE! #VALUE!
Total LL Rc Rd0 #VALUE! #VALUE!
The centroidal distance from C.G. of the loading of special vehicle to the C.G.of the class A loading =2.13M
ML SUM OF REACTIONS
310 413
620 826
1239 1652
650 867
1301 1734
960 1280
1270 1693
562 749
1181 1575
1212 1616
562 749
1491 1988
1522 2029
1522 2029
Total Reaction (kN) L / C
494 14498814821976915 58218301164 1191
Class A one lane in case 1
Total LL Ra Rb194 429 -235
Total LL Rc Rd300 664 -364
Class A one lane in case 2
Total LL Ra Rb194 5 189
Total LL Rc Rd300 5 293
Class A two lane in case 1
Total LL Ra Rb388 689 -301
Total LL Rc Rd600 1065 -465
Class A two lane in case 2
Total LL Ra Rb388 -160 548
Total LL Rc Rd600 -248 848
Class A four lane in case 1
Total LL Ra Rb776 529 247
Total LL Rc Rd1200 818 382
Class 70R one lane in case 1
Total LL Ra Rb444 839 -395
Total LL Rc Rd471 890 -419
Class 70R one lane in case 2
Total LL Ra Rb444 577 -133
Total LL Rc Rd471 612 -141
Class 70R two lane in case 1 and case 2
Total LL Ra Rb888 706 182
Total LL Rc Rd942 749 193
0.6+0.4+1.8/2
One lane over load in case 2
Total LL Ra Rb634 -48 682
Total LL Rc Rd530 -40 570
Ra Rb641 381Rc Rd
1025 105
Ra Rb791 287Rc Rd
850 151
One lane over load in case 1Total LL Ra Rb
634 -705 1339Total LL Rc Rd
530 -590 1120
One lane over load + Class A + Class 70RTotal LL Ra Rb
1272 -155 1427Total LL Rc Rd
1301 -182 1483
One lane over load + Class A + Class 70R in case 2Total LL Ra Rb
1272 -20 1292Total LL Rc Rd
One lane over load ( in case 2 )+ 2 Lane Class A (in case 1)
One lane over load ( in case 2 )+ Class 70R (in case 1)
1301 116 1185
One lane over load + Class A + Class 2ATotal LL Ra Rb
1216 -184 1400Total LL Rc Rd
1430 217 1213
(Special load + One lane Class A)Total LL Ra Rb
828 -732 1560Total LL Rc Rd
830 -631 1461
The centroidal distance from C.G. of the loading of special vehicle to the C.G.of the class A loading =2.13
The cap is designed as Corbel as per procedure given in Concrete Bridge Design by V.K. Raina
Long
B
Y
D
3.0 Design of pier
3.1 Vertical forcesThe details of vertical forces at the bottom of pier cap are as tabulated below.
Sr.No. Load combination A B C1 OSD without LL + 50% L Sei 3259 3259 02 OSD without LL + 50% T Sei 3259 3259 03 OSD with one lane class A 4173 2758 04 OSD with two lane class A 4183 3161 05 DL + SIDL = COMB 1 3259 3259 24566 3496 5051 24567 2527 4819 18258 COMB 2 + WIND ( 100 % TRANS ) 3496 5051 24569 COMB 3 + WIND ( 100 % TRANS ) 2527 4819 1825
3.2 Horizontal forcesSince the pier supports superstructure with expansion joints, all bearings are free in longitudinal direction while one bearing from each slab is fixed in trenaverse direction.
a) Loads due to frictionHorizontal load due to friction free pier = Clause 214.5.2 IRC 6 : 2000
= 0.05= 0.03
Lever arm for these force = 9.497 mHorizontal loads due to friction in PTFE bearings will be as follows
Sr.No. Load combination Fh long1 OSD without LL + 50% L Sei 3262 OSD without LL + 50% T Sei 3263 OSD with one lane class A 3474 OSD with two lane class A 3675 DL + SIDL = COMB 1 1796 2807 1958 COMB 2 + WIND ( 100 % TRANS ) 2809 COMB 3 + WIND ( 100 % TRANS ) 195
10 COMB 2 + WIND ( 65 %T - 35 % L ) 28011 COMB 3 + WIND ( 65 %T - 35 % L ) 19512 COMB 1 + Wind ( 100 % TRANS ) 17913 COMB 1 + Wind ( 65% T - 35 % L) 17914 COMB 1 +0.5 LL ( Max ML) + L Seismic 62215 COMB 1 +0.5 LL ( Max MT) + L Seismic 61316 COMB 1 +0.5 LL (Max ML) + T Seismic 229
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
m Rm m
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
17 COMB 1 +0.5 LL ( Max MT) + T Seismic 18718 COMB 1 +4CLASSA + CF = COMB4 18119 COMB4 + T SEI 18020 COMB4 + 100 % WIND ( Tran) 181
Unit : KN
b) Wind load
Height of superstructure above GL = 11.587 m
1) For Wind load 100 % in transverse direction
For wind load on loaded structure wind pressure shall be
Calculation of Time period T as per Interim recommendations of IRC-6 2000
T = 2 D1000 F
Where,T = Time periodD = Appropriate Dead and Live load in kNF = Horizontal force to be applied at superstructure mass to
produce 1 mm deflectin at top of pier
FP L3 Diflection 1.0mm3 E I
pier
GLAh = Z Sa I
2 g R
Soil type NoHard 1
Medium 2Soft 3
For OSD case For Seismic case(in OSD Case 50 % Seismic)F = 31.71 kN F = 31.71 kND = 6518 kN D = 12259 kNT = 0.907 sec T = 1.244 sec
Z = 0.16 Z = 0.16I = 1.5 I = 1.5R = 2.5 R = 2.5
Soil type = 1 Soil type = 1sa/g = 1.103 sa/g = 0.804Ah = 0.026 Ah = 0.039
1) Longitudinal seimic with OSD
a) Forces due to superstructure
Horizontal force == 326 kN
Lever arm of this force = 9.497 m
b) Forces due to substructure
Force due pier cap = 0.026 x= 11.62 kN
Lever arm for this force = 8.23 m
For due to Pier = 0.026 x= 14.07 kN
Lever arm for this force = 3.59 m
d =
m Rx
2) Transverse seimic with OSD
a) Forces due to superstructure
Horizontal force == 326 kN
Lever arm of this force = 9.497 m
Transverse force = 0.026 x 6518= 172.51 kN
Lever arm of this force = 10.992 m
b) Forces due to substructure
Force due pier cap = 0.026 x= 11.62 kN
Lever arm for this force = 8.23 m
For due to Pier = 0.026 x= 14.07 kN
Lever arm for this force = 3.59 m
3) Longitudinal Seismic
a) Forces due to superstructure
Longitudinal force =
Max ML case = 622 kN
LA of this force = 9.50 m
b) Forces due to substructure
Force due to pier cap = 0.0386 x 439.132= 16.95 kN= 8.23 m
For due to Pier = 0.039 x 532= 20.52 kN
Lever arm for this force = 3.59 m
m Rx
m Rx
4) Transverse seismic
a) Forces due to superstructure
Longitudinal force =
Longitudinal force = 613 kNLA of this force = 9.50 m
Transverse force due to max ML = 0.039 x 11430(DL+SIDL) = 441.19 kN
LA of this force (LL) = 10.99 mFor due to LL = 0.039 x 1015
= 39.16 kN
LA of this force (LL) = 10.99 m
Transverse force due to max MT = 0.039 x 11430
(DL+SIDL) = 441.19 kNLA of this force = 10.99 m
For due to LL = 0.039 x 829= 32.00 kN
LA of this force (LL) = 13.59 m
b) Forces due to substructure
Force due to pier cap = 0.039 x 439= 16.95 kN= 8.23 m
For due to Pier = 0.039 x 532= 20.52 kN
Lever arm for this force = 3.59 m
5) Centrifugal Force
CF = As per IRC-6-2000, Cl-215.2127R
For Max ML Case:-
Max, Live load reaction, W = 1280 kNDesign speed for curved span, V = 100 KmphRediuas of Curveture span, R = 760 m
Centrifugal Force, CF = 1280 x 100127 x 760
m Rx
WV2
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to load other than super load is only calculated.
Centrifugal Force, CF = 132.62 kNLA for this force = 13.587 m
3.3
For Max MT Case:-
3.3.1Max, Live load reaction, W = 494 kN
Design speed for curved span, V = 100 KmphRediuas of Curveture span, R = 760 m
Centrifugal Force, CF = 494 x 100127 x 760
Centrifugal Force, CF = 51.18 kNLA for this force = 13.587 m
6) Forces due to vertical loadsVertical loadSr.No. Load combination Combination Cap + Pier
1 OSD without LL + 50% L Sei 6518 9712 OSD without LL + 50% T Sei 6518 9713 OSD with one lane class A 6931 9714 OSD with two lane class A 7344 9715 DL + SIDL = COMB 1 11430 9716 13459 9717 13088 9718 COMB 2 + WIND ( 100 % TRANS ) 13459 9719 COMB 3 + WIND ( 100 % TRANS ) 13088 971
10 COMB 2 + WIND ( 65 %T - 35 % L ) 13459 97111 COMB 3 + WIND ( 65 %T - 35 % L ) 13088 97112 COMB 1 + Wind ( 100 % TRANS ) 11430 97113 COMB 1 + Wind ( 65% T - 35 % L) 11430 97114 COMB 1 +0.5 LL ( Max ML) + L Seismic 12445 97115 COMB 1 +0.5 LL ( Max MT) + L Seismic 12259 97116 COMB 1 +0.5 LL (Max ML) + T Seismic 12445 97117 COMB 1 +0.5 LL ( Max MT) + T Seismic 12259 97118 COMB 1 +4CLASSA + CF = COMB4 13406 97119 COMB4 + T SEI 12418 97120 COMB4 + 100 % WIND ( Tran) 13406 971
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to load other than super load is only calculated.
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
Bending moments in Long direction
Sr.No. Load combination Unbalanced P e Long1 OSD without LL + 50% L Sei 6518 0.752 OSD without LL + 50% T Sei 6518 0.753 OSD with one lane class A 6931 0.754 OSD with two lane class A 7344 0.755 DL + SIDL = COMB 1 1605 0.75
10 COMB 2 + WIND ( 65 %T - 35 % L ) 3634 0.7511 COMB 3 + WIND ( 65 %T - 35 % L ) 1603 0.7512 COMB 1 + Wind ( 100 % TRANS ) 1605 0.7513 COMB 1 + Wind ( 65% T - 35 % L) 1605 0.7514 COMB 1 +0.5 LL ( Max ML) + L Seismic 2620 0.7515 COMB 1 +0.5 LL ( Max MT) + L Seismic 1604 0.7516 COMB 1 +0.5 LL (Max ML) + T Seismic 2620 0.7517 COMB 1 +0.5 LL ( Max MT) + T Seismic 1604 0.7518 COMB 1 +4CLASSA + CF = COMB4 1181 0.7519 COMB4 + T SEI 1393 0.7520 COMB4 + 100 % WIND ( Tran) 1181 0.75
Unit : kN, m, kN-m
Bending moments in Trans direction
Sr.No. Load combination Unbalanced P e Trans1 OSD without LL + 50% L Sei 0 22 OSD without LL + 50% T Sei 0 23 OSD with one lane class A 1415 24 OSD with two lane class A 1022 25 DL + SIDL = COMB 1 0 2
10 COMB 2 + WIND ( 65 %T - 35 % L ) 1555 211 COMB 3 + WIND ( 65 %T - 35 % L ) 4384 212 COMB 1 + Wind ( 100 % TRANS ) 0 213 COMB 1 + Wind ( 65% T - 35 % L) 0 214 COMB 1 +0.5 LL ( Max ML) + L Seismic 777 215 COMB 1 +0.5 LL ( Max MT) + L Seismic 2192 216 COMB 1 +0.5 LL (Max ML) + T Seismic 777 217 COMB 1 +0.5 LL ( Max MT) + T Seismic 2192 218 COMB 1 +4CLASSA + CF = COMB4 716 219 COMB4 + T SEI 358 220 COMB4 + 100 % WIND ( Tran) 716 2
Unit : kN, m, kN-m
The forces arisng due to horizontal loads are as tabulated as given in next table.
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
3.3.2 Forces due to horizontal loads
3.3.2.1 Bending moments in Longitudinal direction due to superstructure
Sr.No. Load combination LA1 OSD without LL + 50% L Sei 326 9.4972 OSD without LL + 50% T Sei 326 9.4973 OSD with one lane class A 347 9.4974 OSD with two lane class A 367 9.4975 DL + SIDL = COMB 1 179 9.497
10 COMB 2 + WIND ( 65 %T - 35 % L ) 280 9.49711 COMB 3 + WIND ( 65 %T - 35 % L ) 195 9.49712 COMB 1 + Wind ( 100 % TRANS ) 179 9.49713 COMB 1 + Wind ( 65% T - 35 % L) 179 9.49714 COMB 1 +0.5 LL ( Max ML) + L Seismic 622 9.49715 COMB 1 +0.5 LL ( Max MT) + L Seismic 613 9.49716 COMB 1 +0.5 LL (Max ML) + T Seismic 229 9.49717 COMB 1 +0.5 LL ( Max MT) + T Seismic 187 9.49718 COMB 1 +4CLASSA + CF = COMB4 181 9.49719 COMB4 + T SEI 180 9.49720 COMB4 + 100 % WIND ( Tran) 181 9.497
Unit : kN, m , kN-m
Bending moments in Transverse direction due to superstructure
Sr.No. Load combination LA1 OSD without LL + 50% L Sei 0 0.0002 OSD without LL + 50% T Sei 173 10.9923 OSD with one lane class A 0 0.0004 OSD with two lane class A 0 0.0005 DL + SIDL = COMB 1 0 0.000
11 COMB 3 + WIND ( 65 %T - 35 % L )Pier cap 3.28 8.23
Pier 8.20 3.5912 COMB 1 + Wind ( 100 % TRANS )
Pier cap 12.61 8.23Pier 29.70 3.59
13 COMB 1 + Wind ( 65% T - 35 % L)Pier cap 8.20 8.23
Pier 4.41 3.5914 COMB 1 +0.5 LL ( Max ML) + L Seismic
Pier capPier
15 COMB 1 +0.5 LL ( Max MT) + L Seismic Pier cap
Pier 16 COMB 1 +0.5 LL (Max ML) + T Seismic
Pier cap 16.95 8.23Pier 20.52 3.59
17 COMB 1 +0.5 LL ( Max MT) + T Seismic Pier cap 16.95 8.23
Pier 20.52 3.59Unit : kN, m , kN-m
3.4 Design Loads
As per design criteria, an pier impact load is to be added to the design forces as given below.
To these design loads collision loads as given in tender will be added.
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
Forces in longitudinal direction = 150 x 3.5= 525 kN-m
Forces in transverse direction = 100 x 3.5= 350 kN-m
These forces shall be added to DL+SIDL load case only and overstressing shall be allowed asper load combination V
Sr.No. Load combination P1 OSD without LL + 50% L Sei 7488 81292 OSD without LL + 50% T Sei 7488 79833 OSD with one lane class A 7901 84894 OSD with two lane class A 8314 89955 DL + SIDL = COMB 1 12401 3424
Since the pier supports superstructure with expansion joints, all bearings are free in longitudinal
Clause 214.5.2 IRC 6 : 2000
4173
Table 4 of IRC 6 : 2000
4.5
30.5
30.5
2.31
Clause 212.6 of IRC 6: 2000
6.36
30.5
2.31
Fh trans pier cap Fh trans pier
5.05 11.8912.61 29.70
Pier cap Pier35 % FL 65 % FT
1.77 7.73 4.164.41 19.30 10.39
9.761
Clause 212.7 of IRC 6: 2000
35 %
Centre of super structure
9.497 m 10.99
1.8 m
### m
439.1
531.6
fixity at the socket top
439
531.6
Clause 214.5 of IRC 6 : 2000
Clause 214.5 of IRC 6 : 2000
2
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to load other than super load is only calculated.
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to load other than super load is only calculated.
e Long0.75 48880.75 48880.75 51980.75 55080.75 1204
The design of pier is done by using Bending and Thrust programme,the result of which
ML MT
4.0 Design of piles
4.1 Summary of forces at the bottom of pier are as listed below.
Sr.No. Load combination P1 OSD without LL + 50% L Sei 74882 OSD without LL + 50% T Sei 74883 OSD with one lane class A 79014 OSD with two lane class A 83145 DL + SIDL = COMB 1 124016 144307 140598 COMB 2 + WIND ( 100 % TRANS ) 144309 COMB 3 + WIND ( 100 % TRANS ) 14059
10 COMB 2 + WIND ( 65 %T - 35 % L ) 1443011 COMB 3 + WIND ( 65 %T - 35 % L ) 1405912 COMB 1 + Wind ( 100 % TRANS ) 1240113 COMB 1 + Wind ( 65% T - 35 % L) 1240114 COMB 1 +0.5 LL ( Max ML) + L Seismic 1341515 COMB 1 +0.5 LL ( Max MT) + L Seismic 1323016 COMB 1 +0.5 LL (Max ML) + T Seismic 1341517 COMB 1 +0.5 LL ( Max MT) + T Seismic 13230
Units : kN, kN-m
4.2 Pile configuration
Diameter of pile = 1.2 mNos. of pile = 5 nos.Spacing of piles = 3.00 d
= 3.6 mFree length of pile from pile cap = 10.17 mbottom to fixity levelAdopting the size of pile cap as rectangularAssumeing the four piles shifted by 53mm
P1 3.6 P2
1.500
23.6
5.1 3.60
3.60
P4 3.6 P3
5.1
Thickness of pile cap = 1.8 m
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
Thickness of backfill on cap = 0.5 mArea of pile cap = 26.010 m2Self weight of pile cap = 1170 kNWeight of Backfill on cap = 286 kNSelf weight of cap and backfill will be added to axial load on pile group
minimum eccentricity in L- Dirction (eL) = 0 mminimum eccentricity inT- Dirction(Es) = 0 m
4.3 Case 1: ML is acting in the direction of pile P3
Distance between centre line of pier to c.g. of pile cap =
Sr.No. Load combination P1 OSD without LL + 50% L Sei 89452 OSD without LL + 50% T Sei 89453 OSD with one lane class A 93584 OSD with two lane class A 97715 DL + SIDL = COMB 1 13857
1 OSD without LL + 50% L Sei 29182 OSD without LL + 50% T Sei 26143 OSD with one lane class A 26584 OSD with two lane class A 29205 DL + SIDL = COMB 1 3198
10 COMB 2 + WIND ( 65 %T - 35 % L ) 302511 COMB 3 + WIND ( 65 %T - 35 % L ) 199512 COMB 1 + Wind ( 100 % TRANS ) 275413 COMB 1 + Wind ( 65% T - 35 % L) 291914 COMB 1 +0.5 LL ( Max ML) + L Seismic 375715 COMB 1 +0.5 LL ( Max MT) + L Seismic 328516 COMB 1 +0.5 LL (Max ML) + T Seismic 243117 COMB 1 +0.5 LL ( Max MT) + T Seismic 1930
Unit : kN
4.5 RC design of piles
The piles in this case are end bearing piles. The fixity of the piles shall be considered at top of thesocket where it will be assumed that piles are fixed there.
Therefore pile and pile cap will behvae more like a portal frame. Since the pile cap is rigid in its own plane, horizontal forces will be shared equally by all piles.
Horizontal force in individual pile = Total horizontal force5
Pile length = Length of pile from pile cap bottom to top of socket.
Bending moment in pile = H force in each pile
Length of pile = Pile cap depth + Free length of Pile
= 1.8 + 10.17
= 11.97 m+' 1m increase in founding level '=' 13.17 m-' 1m decrease in founding level '=' 10.77 m
Sr.No. Load combination1 OSD without LL + 50% L Sei 352 702 OSD without LL + 50% T Sei 326 65
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
Total FL FL per Pile
3 OSD with one lane class A 347 694 OSD with two lane class A 367 735 DL + SIDL = COMB 1 329 66
10 COMB 2 + WIND ( 65 %T - 35 % L ) 286 5711 COMB 3 + WIND ( 65 %T - 35 % L ) 201 4012 COMB 1 + Wind ( 100 % TRANS ) 179 3613 COMB 1 + Wind ( 65% T - 35 % L) 193 3914 COMB 1 +0.5 LL ( Max ML) + L Seismic 660 13215 COMB 1 +0.5 LL ( Max MT) + L Seismic 650 13016 COMB 1 +0.5 LL (Max ML) + T Seismic 229 4617 COMB 1 +0.5 LL ( Max MT) + T Seismic 187 37
Unit : kN, kN-m
Sr.No. Load combination1 OSD without LL + 50% L Sei 0 02 OSD without LL + 50% T Sei 198 403 OSD with one lane class A 0 04 OSD with two lane class A 0 05 DL + SIDL = COMB 1 100 20
15 COMB 1 +0.5 LL ( Max MT) + L Seismic 1275 77916 COMB 1 +0.5 LL (Max ML) + T Seismic 1281 75117 COMB 1 +0.5 LL ( Max MT) + T Seismic 1103 680
Unit : kN, kN-m min 300
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
4.8 Vertical Pile capacity as per tenderAs per the tender document the SBC including all effects shall not be more than 500t/m2
Dia of pile = 1.200 mArea of pile = 1.131 m2
SBC = UCS x Nj x 3FOS
UCS = Unconfined Compreesive Strength of rock in t/m2 = 2710The Nj value of rock strata = 0.3
FOS = 5SBC = 487.8 t/m2
As per tender, as the sbc > 200 t/m2, the socketing will be done for 2 x dia of pile which the SBC will be enhanced by 2.5
Enhanced SBC = 1220 ( 2.5 x SBC) t/m2
As per tender documents the SBC including all effects shall not be more than 500 t/m2
Pile capacity = SBC x Area of pile= 5000 X 1.131= 5655 kN
Maximum Vertical Reaction on individual pile for working condition =
hence, it is Safe
Pile Capacity considering both end bearing and frictional resistance due to socketing
UCS = 2057 t/m2Nj = 0.3 As per IS 14593Nd = 1.398 (0.8+0.2*Ls/D)<=2D = 1.2 m ( Dia of pile)Ap = 1.131 m2 (Area of pile)Ls = 3.589 (Socketing Depth in meter)alpha = 0.133 (from fig 1. of IS14593)Beta = 1 (from fig 2. of IS14593)FOS1 = 5 ( FOR END BEARINGFOS2 = 10 ( FOR FRICTIONAL RESISTANCE)
Safe bearing capacity of pile in T/m2= 500 ( in T/m2)
Safe load capacity of pile(Qs)= 565 t
qs = ultimate shearing strength along socket = 500 T/m2 for normal rock and may be reduced to 200 T/m2 for weatherd rock.)qs = UCS X alpha x Beta = 273.64 T/m2
Qs = UCS x Nj x Nd x Ap + UCS x pi x D X Ls x alpha x Beta =FOS1 FOS2
qs = ultimate shearing strength along socket = 500 T/m2 for normal rock and may be reduced to 200 T/m2 for weatherd rock.)
976+
37035 10195 + 370565
7.0 Design of pile cap
The pile cap is designed as per Bending theory as per IRC 21 and IRC 78.
7.1 Materials, permissible stresses and design constants
ConcreteGrade of concrete = M 40Permissibel bending comp stress = 13.33 M Pa Clause 303.1 of IRC 21 : 2000Permissibel punching shear stress ` = 1.01 M Pa Clause 307.2.5.5 of IRC 21:2000Permissibel shear stress = 2.50 M Pa Clause 304.7.1.2 of IRC 21:2000
HYSD reinforcement
Grade of reinforcement = Fe 500Permissibel stress in tension = 240 M Pa Clause 303.2.1 of IRC 21: 2000Permissibel stress in Shear = 240 M Pa
Design constantsNormal case
Modular ratio = 10k = 0.36j = 0.88Q = 2.10
7.2 Permissible overstressing
Sr.No. Load combination Overstress1 OSD without LL + 50% L Sei 1.52 OSD without LL + 50% T Sei 1.53 OSD with one lane class A 14 OSD with two lane class A 1 Table 1 of IRC 6 : 20005 DL + SIDL = COMB 1 16 COMB 1 + LL ( For Max ML ) = COMB2 17 COMB 1 + LL ( For Max MT )=COMB 3 18 COMB 2 + WIND ( 100 % TRANS ) 1.339 COMB 3 + WIND ( 100 % TRANS ) 1.33
10 COMB 2 + WIND ( 65 %T - 35 % L ) 1.3311 COMB 3 + WIND ( 65 %T - 35 % L ) 1.3312 COMB 1 + Wind ( 100 % TRANS ) 1.3313 COMB 1 + Wind ( 65% T - 35 % L) 1.3314 COMB 1 +0.5 LL ( Max ML) + L Seismic 1.515 COMB 1 +0.5 LL ( Max MT) + L Seismic 1.516 COMB 1 +0.5 LL (Max ML) + T Seismic 1.5
17 COMB 1 +0.5 LL ( Max MT) + T Seismic 1.5
7.3 Design of pile cap
As mentioned in the introduction, the pile cap is deigned using bending theory
Part -1 : Designing P1-P2 side of pile cap
5.13.6
P1 P2
3.6
0.8
0
1.05
Shear
Sect
ion
3.605.10 3.60 2.00
1.5
P4 P3
1.8
All dimensions are in Mtr
BM due to self weight of pile cap
Area of cap = 1.550 x 5.100= 7.905 m2
Pile diameter = 1.200 mThickness of pile cap = 1.800 mWeight = 7.905 x 1.800 x
= 356 kN
Assuming Lever arm = 0.775 m
BM due to self weight = 275.69 kN-m
BM due to Pile reaction
Sr.No. Load combination P1+P2 LA BM Self BM1 OSD without LL + 50% L Sei 5836 46692 OSD without LL + 50% T Sei 5796 46363 OSD with one lane class A 6101 48814 OSD with two lane class A 6407
0.8005126
2765 DL + SIDL = COMB 1 6494 51956 COMB 1 + LL ( For Max ML ) = COMB2 7850 62807 COMB 1 + LL ( For Max MT )=COMB 3 7055 56448 COMB 2 + WIND ( 100 % TRANS ) 7850 62809 COMB 3 + WIND ( 100 % TRANS ) 7055 5644
10 COMB 2 + WIND ( 65 %T - 35 % L ) 7858 628711 COMB 3 + WIND ( 65 %T - 35 % L ) 7063 565012 COMB 1 + Wind ( 100 % TRANS ) 6348 507913 COMB 1 + Wind ( 65% T - 35 % L) 6369 509514 COMB 1 +0.5 LL ( Max ML) + L Seismic 8195 655615 COMB 1 +0.5 LL ( Max MT) + L Seismic 7885 630816 COMB 1 +0.5 LL (Max ML) + T Seismic 7099 567917 COMB 1 +0.5 LL ( Max MT) + T Seismic 6701 5361
Units : kN, m, kN-m
Check for depth - Bending ConsiderationWidth of the cap available at critical section = 5.100 mTotal depth of pile cap = 1800 mmClear cover to Reinf = 75 mmDia of bars = 32 mmEffective depth = 1709 mm
Sr.No. Load combination Design BM Over stress d required1 OSD without LL + 50% L Sei 4393 1.5 5232 OSD without LL + 50% T Sei 4361 1.5 5213 OSD with one lane class A 4605 1 6564 OSD with two lane class A 4850 1 6735 DL + SIDL = COMB 1 4920 1 6786 COMB 1 + LL ( For Max ML ) = COMB2 6004 1 7497 COMB 1 + LL ( For Max MT )=COMB 3 5368 1 7088 COMB 2 + WIND ( 100 % TRANS ) 6004 1.33 6509 COMB 3 + WIND ( 100 % TRANS ) 5368 1.33 614
10 COMB 2 + WIND ( 65 %T - 35 % L ) 6011 1.33 65011 COMB 3 + WIND ( 65 %T - 35 % L ) 5375 1.33 61512 COMB 1 + Wind ( 100 % TRANS ) 4803 1.33 58113 COMB 1 + Wind ( 65% T - 35 % L) 4819 1.33 58214 COMB 1 +0.5 LL ( Max ML) + L Seismic 6280 1.5 62615 COMB 1 +0.5 LL ( Max MT) + L Seismic 6032 1.5 61316 COMB 1 +0.5 LL (Max ML) + T Seismic 5404 1.5 58017 COMB 1 +0.5 LL ( Max MT) + T Seismic 5085 1.5 563
Unit : kN-m, mmIt is seen that the effective depth provided is SUFFICIENT
Check for depth - Punching shear Consideration
Punching shear = Pile reaction / ( Depth of pile cap x perimeter at d/2)Perimeter = 3.856 m
Sr.No. Load combination Max P1/P2 Over stress Shear Stress1 OSD without LL + 50% L Sei 2918 1.5 0.2802 OSD without LL + 50% T Sei 3181 1.5 0.3063 OSD with one lane class A 3444 1 0.4964 OSD with two lane class A 3487 1 0.5025 DL + SIDL = COMB 1 3296 1 0.4756 COMB 1 + LL ( For Max ML ) = COMB2 4607 1 0.6647 COMB 1 + LL ( For Max MT )=COMB 3 4842 1 0.6988 COMB 2 + WIND ( 100 % TRANS ) 4948 1.33 0.5369 COMB 3 + WIND ( 100 % TRANS ) 5183 1.33 0.561
10 COMB 2 + WIND ( 65 %T - 35 % L ) 4833 1.33 0.52411 COMB 3 + WIND ( 65 %T - 35 % L ) 5068 1.33 0.54912 COMB 1 + Wind ( 100 % TRANS ) 3595 1.33 0.38913 COMB 1 + Wind ( 65% T - 35 % L) 3450 1.33 0.37414 COMB 1 +0.5 LL ( Max ML) + L Seismic 4439 1.5 0.42615 COMB 1 +0.5 LL ( Max MT) + L Seismic 4600 1.5 0.44216 COMB 1 +0.5 LL (Max ML) + T Seismic 4668 1.5 0.44817 COMB 1 +0.5 LL ( Max MT) + T Seismic 4771 1.5 0.458
Unit : kN, M Pa
Hence it can be seen that the thickness of pile cap is SAFE
Check for depth - Punching shear Consideration for PIER
Punching shear = Pier reaction / ( Depth of pile cap x perimeter at d/2)Perimeter = 13.836 m
Sr.No. Load combination Pier Reaction Over stress Shear Stress1 OSD without LL + 50% L Sei 7488 1.5 0.2002 OSD without LL + 50% T Sei 7488 1.5 0.2003 OSD with one lane class A 7901 1 0.3174 OSD with two lane class A 8314 1 0.3345 DL + SIDL = COMB 1 12401 1 0.4986 COMB 1 + LL ( For Max ML ) = COMB2 14430 1 0.5797 COMB 1 + LL ( For Max MT )=COMB 3 14059 1 0.5658 COMB 2 + WIND ( 100 % TRANS ) 14430 1.33 0.4369 COMB 3 + WIND ( 100 % TRANS ) 14059 1.33 0.424
16 COMB 1 +0.5 LL (Max ML) + T Seismic 13415 1.5 0.35917 COMB 1 +0.5 LL ( Max MT) + T Seismic 13230 1.5 0.354
Unit : kN, M PaThe thickness of pile cap is SAFE
Reinforcement calculation
Bending SteelProviding reinf in two layers
Sr.No. Load combination Design BM Over stress Reinforcement1 OSD without LL + 50% L Sei 4393 1.5 81062 OSD without LL + 50% T Sei 4361 1.5 80463 OSD with one lane class A 4605 1 127454 OSD with two lane class A 4850 1 134225 DL + SIDL = COMB 1 4920 1 136156 COMB 1 + LL ( For Max ML ) = COMB2 6004 1 166187 COMB 1 + LL ( For Max MT )=COMB 3 5368 1 148568 COMB 2 + WIND ( 100 % TRANS ) 6004 1.33 124959 COMB 3 + WIND ( 100 % TRANS ) 5368 1.33 11170
10 COMB 2 + WIND ( 65 %T - 35 % L ) 6011 1.33 1250811 COMB 3 + WIND ( 65 %T - 35 % L ) 5375 1.33 1118412 COMB 1 + Wind ( 100 % TRANS ) 4803 1.33 999413 COMB 1 + Wind ( 65% T - 35 % L) 4819 1.33 1002814 COMB 1 +0.5 LL ( Max ML) + L Seismic 6280 1.5 1158815 COMB 1 +0.5 LL ( Max MT) + L Seismic 6032 1.5 1113016 COMB 1 +0.5 LL (Max ML) + T Seismic 5404 1.5 997017 COMB 1 +0.5 LL ( Max MT) + T Seismic 5085 1.5 9383
Unit : kN-m, mm2
Sr.No. Load combination Reinforcement No of Bars Spacing1 OSD without LL + 50% L Sei 8106 11 4922 OSD without LL + 50% T Sei 8046 11 4923 OSD with one lane class A 12745 16 3284 OSD with two lane class A 13422 17 3075 DL + SIDL = COMB 1 13615 17 3076 COMB 1 + LL ( For Max ML ) = COMB2 16618 22 2347 COMB 1 + LL ( For Max MT )=COMB 3 14856 19 2738 COMB 2 + WIND ( 100 % TRANS ) 12495 16 3289 COMB 3 + WIND ( 100 % TRANS ) 11170 14 378
17 COMB 1 +0.5 LL ( Max MT) + T Seismic 9383 12 447Unit : mm2, Nos, mm
Minimum Tension steel
The minimum tension steel shall be = 0.12 x b x d Clause 305.19 of IRC 21
100
= 0.12 x 5100 x 1800100
= 11016 mm2
= 14 Nos @ 387 mm c/c
Minimum reinforcement is less than actual reinforcement required
One way shear Check
1.400
Shear Section
0.8545
0.200
Effective shear = Pile reaction x ( 1.400 - 0.8545
1.400 - 0.200
= 0.455 x Pile reaction - Self weight of capA
The actual Shear force will depend on the magnitude of 'A' as follows
IF A is more than 1, it will be taken as 1IF A is less than 1, it will be taken as it isIF A is less than 0, it will be taken as 0
= 0.455 x Pile reaction - Self weight of cap
Self weight = 5.1 x 0.695 x 1.80 x 25
= 160 kN .
b = 5100 mmd = 1709 mm
Sr.No. Load combination Shear Force Overstress1 OSD without LL + 50% L Sei 2493 1.5 0.1912 OSD without LL + 50% T Sei 2475 1.5 0.1893 OSD with one lane class A 2614 1 0.3004 OSD with two lane class A 2753 1 0.3165 DL + SIDL = COMB 1 2793 1 0.3206 COMB 1 + LL ( For Max ML ) = COMB2 3409 1 0.3917 COMB 1 + LL ( For Max MT )=COMB 3 3047 1 0.3508 COMB 2 + WIND ( 100 % TRANS ) 3409 1.33 0.2949 COMB 3 + WIND ( 100 % TRANS ) 3047 1.33 0.263
10 COMB 2 + WIND ( 65 %T - 35 % L ) 3413 1.33 0.29411 COMB 3 + WIND ( 65 %T - 35 % L ) 3051 1.33 0.26312 COMB 1 + Wind ( 100 % TRANS ) 2726 1.33 0.23513 COMB 1 + Wind ( 65% T - 35 % L) 2736 1.33 0.23614 COMB 1 +0.5 LL ( Max ML) + L Seismic 3566 1.5 0.27315 COMB 1 +0.5 LL ( Max MT) + L Seismic 3425 1.5 0.26216 COMB 1 +0.5 LL (Max ML) + T Seismic 3068 1.5 0.23517 COMB 1 +0.5 LL ( Max MT) + T Seismic 2887 1.5 0.221
Unit : kN, m, m , M Pa
Shear reinforcement
Ast provided = 32 dia bars x 22= 17693 mm2
% Ast = 17693 x 1005100 x 1709
= 0.20
= 0.21 M Pa
Vs =
Asw =
Minimum shear reinforcement
Asw min = ( 0.4 x b x s ) / ( 0.87 x f y )
Adoptings = 180 mm
t v
t c
V - tc b d
Shear reinforcement shall be provided if tv > tc.
( Vs x s ) / ( s s x d)
Sr.No. Load combination Vs Asw Asw min1 OSD without LL + 50% L Sei 0 0
844
2 OSD without LL + 50% T Sei 0 03 OSD with one lane class A 757 3324 OSD with two lane class A 896 3935 DL + SIDL = COMB 1 935 4106 COMB 1 + LL ( For Max ML ) = COMB2 1552 6817 COMB 1 + LL ( For Max MT )=COMB 3 1190 5228 COMB 2 + WIND ( 100 % TRANS ) 939 3109 COMB 3 + WIND ( 100 % TRANS ) 577 190
10 COMB 2 + WIND ( 65 %T - 35 % L ) 943 31111 COMB 3 + WIND ( 65 %T - 35 % L ) 581 19212 COMB 1 + Wind ( 100 % TRANS ) 256 8513 COMB 1 + Wind ( 65% T - 35 % L) 265 8814 COMB 1 +0.5 LL ( Max ML) + L Seismic 780 22815 COMB 1 +0.5 LL ( Max MT) + L Seismic 639 18716 COMB 1 +0.5 LL (Max ML) + T Seismic 282 8217 COMB 1 +0.5 LL ( Max MT) + T Seismic 101 30
Unit : kN, mm2, mm2Provide shear reinforcement as 12 dia bars, no of legs 7.5 say 8 legged
Part -2 : Designing P2-P3 side of pile cap
BM due to self weight of pile cap
Area of cap = 1.800 x 5.100
= 9.180 m2Weight = 9.180 x 1.800 x
= 413 kN
Assuming Lever arm = 0.900 mBM due to self weigth = 372 kN-m
BM due to Pile reaction
Sr.No. Load combination P2+P3 LA BM Self BM1 OSD without LL + 50% L Sei 3578 37572 OSD without LL + 50% T Sei 4145 43533 OSD with one lane class A 4529 47554 OSD with two lane class A 4476
1.0504700
3725 DL + SIDL = COMB 1 5640 59226 COMB 1 + LL ( For Max ML ) = COMB2 7719 81057 COMB 1 + LL ( For Max MT )=COMB 3 8835 92768 COMB 2 + WIND ( 100 % TRANS ) 8401 8821
IF V - tc b d is negative then the same shall be considered as Zero.
9 COMB 3 + WIND ( 100 % TRANS ) 9517 999210 COMB 2 + WIND ( 65 %T - 35 % L ) 8163 857111 COMB 3 + WIND ( 65 %T - 35 % L ) 9278 974212 COMB 1 + Wind ( 100 % TRANS ) 6384 670313 COMB 1 + Wind ( 65% T - 35 % L) 6075 637814 COMB 1 +0.5 LL ( Max ML) + L Seismic 6631 696215 COMB 1 +0.5 LL ( Max MT) + L Seismic 7189 754816 COMB 1 +0.5 LL (Max ML) + T Seismic 8185 859417 COMB 1 +0.5 LL ( Max MT) + T Seismic 8716 9152
Unit : kN, m, kN-m
Check for depth - Bending Consideration
Width of cap available at the section = 5.100 mTotal depth of pile cap = 1800 mmClear cover to Reinf = 75 mmDia of bars = 32 mmEffective depth = 1709 mm
Sr.No. Load combination Design BM Over stress d required1 OSD without LL + 50% L Sei 3385 1.5 4592 OSD without LL + 50% T Sei 3981 1.5 4983 OSD with one lane class A 4384 1 6404 OSD with two lane class A 4328 1 6365 DL + SIDL = COMB 1 5550 1 7206 COMB 1 + LL ( For Max ML ) = COMB2 7733 1 8507 COMB 1 + LL ( For Max MT )=COMB 3 8905 1 9128 COMB 2 + WIND ( 100 % TRANS ) 8449 1.33 7719 COMB 3 + WIND ( 100 % TRANS ) 9621 1.33 822
10 COMB 2 + WIND ( 65 %T - 35 % L ) 8199 1.33 75911 COMB 3 + WIND ( 65 %T - 35 % L ) 9371 1.33 81212 COMB 1 + Wind ( 100 % TRANS ) 6331 1.33 66713 COMB 1 + Wind ( 65% T - 35 % L) 6006 1.33 65014 COMB 1 +0.5 LL ( Max ML) + L Seismic 6591 1.5 64115 COMB 1 +0.5 LL ( Max MT) + L Seismic 7176 1.5 66916 COMB 1 +0.5 LL (Max ML) + T Seismic 8222 1.5 71617 COMB 1 +0.5 LL ( Max MT) + T Seismic 8780 1.5 740
Unit : kN-m, mm
Reinforcement calculation
Bending Steel
Sr.No. Load combination Design BM Over stress Reinforcement1 OSD without LL + 50% L Sei 3385 1.5 62462 OSD without LL + 50% T Sei 3981 1.5 73453 OSD with one lane class A 4384 1 121324 OSD with two lane class A 4328 1 11979
5 DL + SIDL = COMB 1 5550 1 153616 COMB 1 + LL ( For Max ML ) = COMB2 7733 1 214027 COMB 1 + LL ( For Max MT )=COMB 3 8905 1 246448 COMB 2 + WIND ( 100 % TRANS ) 8449 1.33 175819 COMB 3 + WIND ( 100 % TRANS ) 9621 1.33 20019
10 COMB 2 + WIND ( 65 %T - 35 % L ) 8199 1.33 1706111 COMB 3 + WIND ( 65 %T - 35 % L ) 9371 1.33 1949912 COMB 1 + Wind ( 100 % TRANS ) 6331 1.33 1317413 COMB 1 + Wind ( 65% T - 35 % L) 6006 1.33 1249914 COMB 1 +0.5 LL ( Max ML) + L Seismic 6591 1.5 1216015 COMB 1 +0.5 LL ( Max MT) + L Seismic 7176 1.5 1324116 COMB 1 +0.5 LL (Max ML) + T Seismic 8222 1.5 1517117 COMB 1 +0.5 LL ( Max MT) + T Seismic 8780 1.5 16199
Unit : kN-m, mm2
Sr.No. Load combination Reinforcement No of Bars Spacing1 OSD without LL + 50% L Sei 6246 8 7032 OSD without LL + 50% T Sei 7345 10 5463 OSD with one lane class A 12132 16 3284 OSD with two lane class A 11979 15 3515 DL + SIDL = COMB 1 15361 20 2596 COMB 1 + LL ( For Max ML ) = COMB2 21402 27 1897 COMB 1 + LL ( For Max MT )=COMB 3 24644 32 1598 COMB 2 + WIND ( 100 % TRANS ) 17581 22 2349 COMB 3 + WIND ( 100 % TRANS ) 20019 25 205
10 COMB 2 + WIND ( 65 %T - 35 % L ) 17061 22 23411 COMB 3 + WIND ( 65 %T - 35 % L ) 19499 25 20512 COMB 1 + Wind ( 100 % TRANS ) 13174 17 30713 COMB 1 + Wind ( 65% T - 35 % L) 12499 16 32814 COMB 1 +0.5 LL ( Max ML) + L Seismic 12160 16 32815 COMB 1 +0.5 LL ( Max MT) + L Seismic 13241 17 30716 COMB 1 +0.5 LL (Max ML) + T Seismic 15171 19 27317 COMB 1 +0.5 LL ( Max MT) + T Seismic 16199 21 246
Unit : mm2, Nos, mm
One way shear Check
1.650
Shear section
0.8545
0.450
Effective shear = Pile reaction x ( 1.650 - 0.8545
1.650 - 0.450
= 0.663 x Pile reaction - Self weight of capA
The actual Shear force will depend on the magnitude of 'A' as follows
IF A is more than 1, it will be taken as 1IF A is less than 1, it will be taken as it isIF A is less than 0, it will be taken as 0
= 0.663 x Pile reaction - Self weight of cap
Self weight = 5.10 x 0.945 x 1.8 x 25
= 217 kN .b = 5.100 md = 1.709 m
Sr.No. Load combination Shear Force Overstress Shear Stress1 OSD without LL + 50% L Sei 2155 1.5 0.1652 OSD without LL + 50% T Sei 2531 1.5 0.1943 OSD with one lane class A 2785 1 0.3204 OSD with two lane class A 2750 1 0.3165 DL + SIDL = COMB 1 3522 1 0.4046 COMB 1 + LL ( For Max ML ) = COMB2 4900 1 0.5627 COMB 1 + LL ( For Max MT )=COMB 3 5640 1 0.6478 COMB 2 + WIND ( 100 % TRANS ) 5352 1.33 0.4629 COMB 3 + WIND ( 100 % TRANS ) 6092 1.33 0.526
10 COMB 2 + WIND ( 65 %T - 35 % L ) 5194 1.33 0.44811 COMB 3 + WIND ( 65 %T - 35 % L ) 5934 1.33 0.51212 COMB 1 + Wind ( 100 % TRANS ) 4015 1.33 0.34613 COMB 1 + Wind ( 65% T - 35 % L) 3810 1.33 0.32914 COMB 1 +0.5 LL ( Max ML) + L Seismic 4179 1.5 0.32015 COMB 1 +0.5 LL ( Max MT) + L Seismic 4549 1.5 0.34816 COMB 1 +0.5 LL (Max ML) + T Seismic 5209 1.5 0.39817 COMB 1 +0.5 LL ( Max MT) + T Seismic 5561 1.5 0.425
Unit : kN, M PaShear reinforcement
Ast provided = 32 dia bars x 32= 25736 mm2
% Ast = 25736 x 1005100 x 1709
= 0.30
= 0.25 M Pa
Vs =
Asw =
Minimum shear reinforcement
Asw min = ( 0.4 x b x s ) / ( 0.87 x f y )Adopting
s = 165 mm
IF V - tc b d is negative then the same shall be considered as Zero.
Sr.No. Load combination Vs Asw Asw min1 OSD without LL + 50% L Sei 0 0
774
2 OSD without LL + 50% T Sei 0 03 OSD with one lane class A 639 2574 OSD with two lane class A 604 2435 DL + SIDL = COMB 1 1375 5536 COMB 1 + LL ( For Max ML ) = COMB2 2753 11087 COMB 1 + LL ( For Max MT )=COMB 3 3493 14058 COMB 2 + WIND ( 100 % TRANS ) 2497 7559 COMB 3 + WIND ( 100 % TRANS ) 3237 979
10 COMB 2 + WIND ( 65 %T - 35 % L ) 2339 70711 COMB 3 + WIND ( 65 %T - 35 % L ) 3079 93112 COMB 1 + Wind ( 100 % TRANS ) 1160 35113 COMB 1 + Wind ( 65% T - 35 % L) 955 28914 COMB 1 +0.5 LL ( Max ML) + L Seismic 959 25715 COMB 1 +0.5 LL ( Max MT) + L Seismic 1329 35616 COMB 1 +0.5 LL (Max ML) + T Seismic 1989 53317 COMB 1 +0.5 LL ( Max MT) + T Seismic 2341 628
Unit : kN, mm2, mm2Provide shear reinforcement as 16 dia bars, no of legs 7.0 say 8 legged
t c
V - tc b d
Shear reinforcement shall be provided if tv > tc.
( Vs x s ) / ( s s x d)
Clause 303.1 of IRC 21 : 2000Clause 307.2.5.5 of IRC 21:2000Clause 304.7.1.2 of IRC 21:2000
4.0 Calculation of seismic forces with fixity at pile cap top
Load factores considered for limit state checkDL = 1.5SIDL = 2LL = 2.5EQ = 1WL = 1
4.1 Vertical forcesThe details of vertical forces at the bottom of pier cap are as tabulated below.
Sr.No. Load combination A B1 OSD without LL + 50% L Sei 5282 52822 OSD without LL + 50% T Sei 5282 52823 OSD with one lane class A 7566 40304 OSD with two lane class A 8947 36825 DL + SIDL = COMB 1 5282 52826 5875 97627 3452 91828 COMB 2 + WIND ( 100 % TRANS ) 5875 97629 COMB 3 + WIND ( 100 % TRANS ) 3452 9182
10 COMB 2 + WIND ( 65 %T - 35 % L ) 5875 976211 COMB 3 + WIND ( 65 %T - 35 % L ) 3452 918212 COMB 1 + Wind ( 100 % TRANS ) 5282 528213 COMB 1 + Wind ( 65% T - 35 % L) 5282 528214 COMB 1 +0.5 LL ( Max ML) + L Seismic 5578 752215 COMB 1 +0.5 LL ( Max MT) + L Seismic 4367 723216 COMB 1 +0.5 LL (Max ML) + T Seismic 5578 752217 COMB 1 +0.5 LL ( Max MT) + T Seismic 4367 723218 COMB 1 +4CLASSA + CF = COMB4 6604 590019 COMB4 + T SEI 6604 590020 COMB4 + 100 % WIND ( Tran) 6604 5900
4.2 Horizontal forcesSince the pier supports superstructure with expansion joints, all bearings are free in longitudinal direction while one bearing from each slab is fixed in trenaverse direction.
a) Loads due to frictionHorizontal load due to friction free pier =
= 0.05= 0.03
Lever arm for these force = 9.497 mHorizontal loads due to friction in PTFE bearings will be as follows
Sr.No. Load combination Fh long1 OSD without LL + 50% L Sei 5282 OSD without LL + 50% T Sei 5283 OSD with one lane class A 5804 OSD with two lane class A 6315 DL + SIDL = COMB 1 2906 5437 331
This design notes consists of Limit State check for Pier P264. The design of pile is already submitted in design notes no. 5661/E/DN-354. For vertical forces acting on pier ref. design notes no 5661/e/dn-354, the are enhanced by respective load factor as shown below
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
m Rm m
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
Calculation of Time period T as per Interim recommendations of IRC-6 2000
T = 2 D1000 F
Where,T = Time periodD = Appropriate Dead and Live load in kNF = Horizontal force to be applied at superstructure mass to
produce 1 mm deflectin at top of pier
FP L3 Diflection 1.0mm3 E I
GLAh = Z Sa I
2 g R
Soil type NoHard 1
Medium 2Soft 3
For OSD case For Seismic case(in OSD Case 50 % Seismic)F = 90.58 kN F = 90.58D = 10564 kN D = 20590T = 0.683 sec T = 0.954
Z = 0.16 Z = 0.16I = 1.5 I = 1.5R = 2.5 R = 2.5
Soil type = 1 Soil type = 1sa/g = 1.464 sa/g = 1.049Ah = 0.035 Ah = 0.050
1) Longitudinal seimic with OSD
a) Forces due to superstructure
Horizontal force == 528 kN
Lever arm of this force = 9.497
b) Forces due to substructure
Force due pier cap = 0.035= 23.15
Lever arm for this force = 8.23
For due to Pier = 0.035= 28.02
Lever arm for this force = 3.59
d =
m Rx
2) Transverse seimic with OSD
a) Forces due to superstructure
Horizontal force == 528 kN
Lever arm of this force = 9.497
Transverse force = 0.035 x 10564= 371.20 kN
Lever arm of this force = 10.992 m
b) Forces due to substructure
Force due pier cap = 0.035= 23.15
Lever arm for this force = 8.23
For due to Pier = 0.035= 28.02
Lever arm for this force = 3.59
3) Longitudinal Seismic
a) Forces due to superstructure
Longitudinal force =
Max ML case = 894 kN
LA of this force = 9.50 m
b) Forces due to substructure
Force due to pier cap = 0.0503 x 658.698= 33.16 kN= 8.23 m
For due to Pier = 0.050 x= 40.14 kN
Lever arm for this force = 3.59 m
m Rx
m Rx
4) Transverse seismic
a) Forces due to superstructure
Longitudinal force =
Longitudinal force = 850 kNLA of this force = 9.50 m
Transverse force due to max ML = 0.050 x 18518(DL+SIDL) = 932.14 kN
LA of this force (LL) = 10.99 mFor due to LL = 0.050 x 2536
= 127.67 kN
LA of this force (LL) = 10.99 m
Transverse force due to max MT = 0.050 x 18518
(DL+SIDL) = 932.14 kNLA of this force = 10.99 m
For due to LL = 0.050 x 2073= 104.33 kN
LA of this force (LL) = 13.59 m
b) Forces due to substructure
Force due to pier cap = 0.050 x 659= 33.16 kN= 8.23 m
For due to Pier = 0.050 x= 40.14 kN
Lever arm for this force = 3.59 m
5) Centrifugal Force
CF = As per IRC-6-2000, Cl-215.2127R
For Max ML Case:-
Max, Live load reaction, W = 1280 kNDesign speed for curved span, V = 100 KmphRediuas of Curveture span, R = 760 m
Centrifugal Force, CF = 1280 x127 x
m Rx
WV2
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to lo
Centrifugal Force, CF = 132.62 kNLA for this force = 13.587 m
4.3
For Max MT Case:-
4.3.1Max, Live load reaction, W = 494 kN
Design speed for curved span, V = 100 KmphRediuas of Curveture span, R = 760 m
Centrifugal Force, CF = 494 x127 x
Centrifugal Force, CF = 51.18 kNLA for this force = 13.587 m
6) Forces due to vertical loadsVertical loadSr.No. Load combination Combination
1 OSD without LL + 50% L Sei 105642 OSD without LL + 50% T Sei 105643 OSD with one lane class A 115964 OSD with two lane class A 126295 DL + SIDL = COMB 1 185186 235907 226638 COMB 2 + WIND ( 100 % TRANS ) 235909 COMB 3 + WIND ( 100 % TRANS ) 22663
10 COMB 2 + WIND ( 65 %T - 35 % L ) 2359011 COMB 3 + WIND ( 65 %T - 35 % L ) 2266312 COMB 1 + Wind ( 100 % TRANS ) 1851813 COMB 1 + Wind ( 65% T - 35 % L) 1851814 COMB 1 +0.5 LL ( Max ML) + L Seismic 2105415 COMB 1 +0.5 LL ( Max MT) + L Seismic 2059016 COMB 1 +0.5 LL (Max ML) + T Seismic 2105417 COMB 1 +0.5 LL ( Max MT) + T Seismic 2059018 COMB 1 +4CLASSA + CF = COMB4 2345819 COMB4 + T SEI 2345820 COMB4 + 100 % WIND ( Tran) 23458
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal force deu to lo
COMB 1 + LL ( For Max ML ) = COMB2COMB 1 + LL ( For Max MT )=COMB 3
Bending moments in Long direction
Sr.No. Load combination Unbalanced P1 OSD without LL + 50% L Sei 105642 OSD without LL + 50% T Sei 105643 OSD with one lane class A 115964 OSD with two lane class A 126295 DL + SIDL = COMB 1 2610
10 COMB 2 + WIND ( 65 %T - 35 % L ) 768311 COMB 3 + WIND ( 65 %T - 35 % L ) 260512 COMB 1 + Wind ( 100 % TRANS ) 261013 COMB 1 + Wind ( 65% T - 35 % L) 261014 COMB 1 +0.5 LL ( Max ML) + L Seismic 514715 COMB 1 +0.5 LL ( Max MT) + L Seismic 260816 COMB 1 +0.5 LL (Max ML) + T Seismic 514717 COMB 1 +0.5 LL ( Max MT) + T Seismic 260818 COMB 1 +4CLASSA + CF = COMB4 155019 COMB4 + T SEI 155020 COMB4 + 100 % WIND ( Tran) 1550
Unit : kN, m, kN-m
Bending moments in Trans direction
Sr.No. Load combination Unbalanced P1 OSD without LL + 50% L Sei 02 OSD without LL + 50% T Sei 03 OSD with one lane class A 35364 OSD with two lane class A 52665 DL + SIDL = COMB 1 0
10 COMB 2 + WIND ( 65 %T - 35 % L ) 388711 COMB 3 + WIND ( 65 %T - 35 % L ) 1095912 COMB 1 + Wind ( 100 % TRANS ) 013 COMB 1 + Wind ( 65% T - 35 % L) 014 COMB 1 +0.5 LL ( Max ML) + L Seismic 194415 COMB 1 +0.5 LL ( Max MT) + L Seismic 548016 COMB 1 +0.5 LL (Max ML) + T Seismic 194417 COMB 1 +0.5 LL ( Max MT) + T Seismic 548018 COMB 1 +4CLASSA + CF = COMB4 179119 COMB4 + T SEI 179120 COMB4 + 100 % WIND ( Tran) 1791
Unit : kN, m, kN-m
The forces arisng due to horizontal loads are as tabulated as given in next table.
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
4.3.2 Forces due to horizontal loads
4.3.2.1 Bending moments in Longitudinal direction due to superstructure
Sr.No. Load combination1 OSD without LL + 50% L Sei 5282 OSD without LL + 50% T Sei 5283 OSD with one lane class A 5804 OSD with two lane class A 6315 DL + SIDL = COMB 1 290
10 COMB 2 + WIND ( 65 %T - 35 % L ) 54311 COMB 3 + WIND ( 65 %T - 35 % L ) 33112 COMB 1 + Wind ( 100 % TRANS ) 29013 COMB 1 + Wind ( 65% T - 35 % L) 29014 COMB 1 +0.5 LL ( Max ML) + L Seismic 89415 COMB 1 +0.5 LL ( Max MT) + L Seismic 85016 COMB 1 +0.5 LL (Max ML) + T Seismic 41617 COMB 1 +0.5 LL ( Max MT) + T Seismic 31018 COMB 1 +4CLASSA + CF = COMB4 29719 COMB4 + T SEI 29720 COMB4 + 100 % WIND ( Tran) 297
Unit : kN, m , kN-m
Bending moments in Transverse direction due to superstructure
Sr.No. Load combination1 OSD without LL + 50% L Sei 02 OSD without LL + 50% T Sei 3713 OSD with one lane class A 04 OSD with two lane class A 05 DL + SIDL = COMB 1 0
10 COMB 2 + WIND ( 65 %T - 35 % L ) 132.6211 COMB 2 + WIND ( 65 %T - 35 % L ) 51.1814 COMB 1 +0.5 LL ( Max ML) + L Seismic 66.3115 COMB 1 +0.5 LL ( Max MT) + L Seismic 25.5916 COMB 1 +0.5 LL (Max ML) + T Seismic 66.3117 COMB 1 +0.5 LL ( Max MT) + T Seismic 25.59
FT
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
4.3.2.2 Bending moments in Longitudinal direction due to Substructure
Sr.No. Load combination1 OSD without LL + 50% L Sei
Pier cap 23.15Pier 28.02
2 OSD without LL + 50% T SeiPier cap
Pier 3 OSD with one lane class A
Pier capPier
4 OSD with two lane class APier cap
Pier 5 DL + SIDL = COMB 1
Pier capPier
6Pier cap
Pier 7
Pier capPier
8 COMB 2 + WIND ( 100 % TRANS )Pier cap
Pier 9 COMB 3 + WIND ( 100 % TRANS )
Pier capPier
10 COMB 2 + WIND ( 65 %T - 35 % L )Pier cap 1.77
Pier 4.1611 COMB 3 + WIND ( 65 %T - 35 % L )
Pier cap 1.77Pier 4.16
12 COMB 1 + Wind ( 100 % TRANS )Pier cap
Pier 13 COMB 1 + Wind ( 65% T - 35 % L)
Pier cap 4.41Pier 10.39
14 COMB 1 +0.5 LL ( Max ML) + L Seismic Pier cap 33.16
Pier 40.1415 COMB 1 +0.5 LL ( Max MT) + L Seismic
Pier cap 33.16Pier 40.14
16 COMB 1 +0.5 LL (Max ML) + T Seismic Pier cap 0.00
Pier 0.0017 COMB 1 +0.5 LL ( Max MT) + T Seismic
Pier cap 0.00Pier 0.00
4.3.2.3 Bending moments in Transverse direction due to SubstructureSr.No. Load combination
1 OSD without LL + 50% L SeiPier cap
FL
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
FT
Pier 2 OSD without LL + 50% T Sei
Pier cap 23.15Pier 28.02
3 OSD with one lane class APier cap
Pier 4 OSD with two lane class A
Pier capPier
5 DL + SIDL = COMB 1Pier cap
Pier 6
Pier capPier
7Pier cap
Pier 8 COMB 2 + WIND ( 100 % TRANS )
Pier cap 5.05Pier 11.89
9 COMB 3 + WIND ( 100 % TRANS )Pier cap 5.05
Pier 11.8910 COMB 2 + WIND ( 65 %T - 35 % L )
Pier cap 3.28Pier 8.20
11 COMB 3 + WIND ( 65 %T - 35 % L )Pier cap 3.28
Pier 8.2012 COMB 1 + Wind ( 100 % TRANS )
Pier cap 12.61Pier 29.70
13 COMB 1 + Wind ( 65% T - 35 % L)Pier cap 8.20
Pier 4.4114 COMB 1 +0.5 LL ( Max ML) + L Seismic
Pier capPier
15 COMB 1 +0.5 LL ( Max MT) + L Seismic Pier cap
Pier 16 COMB 1 +0.5 LL (Max ML) + T Seismic
Pier cap 33.16Pier 40.14
17 COMB 1 +0.5 LL ( Max MT) + T Seismic Pier cap 33.16
Pier 40.14Unit : kN, m , kN-m
4.4 Design Loads
As per design criteria, an pier impact load is to be added to the design forces as given below.
To these design loads collision loads as given in tender will be added.
COMB 1 + LL ( For Max ML ) = COMB2
COMB 1 + LL ( For Max MT )=COMB 3
Forces in longitudinal direction = 150 x 3.5= 525 kN-m
Forces in transverse direction = 100 x 3.5= 350 kN-m
These forces shall be added to DL+SIDL load case only and overstressing shall be allowed asper load combination V
Sr.No. Load combination P1 OSD without LL + 50% L Sei 120202 OSD without LL + 50% T Sei 120203 OSD with one lane class A 130534 OSD with two lane class A 140855 DL + SIDL = COMB 1 19974
Since the pier supports superstructure with expansion joints, all bearings are free in longitudinal
Clause 214.5.2 IRC 6 : 2000
7566
This design notes consists of Limit State check for Pier P264. The design of pile is already submitted in design notes no. 5661/E/DN-354. For vertical forces acting on pier ref. design notes no 5661/e/dn-354, the are enhanced by
Table 4 of IRC 6 : 2000
> 4.5
30.5
30.5
x 2.31
5.25525
Clause 212.6 of IRC 6: 2000
12.374
> 6.36
30.5
x 2.31
5.25525
12.374
Fh trans pier cap Fh trans pier
5.05 11.8912.61 29.70
Pier cap Pier35 % FL 65 % FT 35 % FL
1.77 7.73 4.164.41 19.30 10.39
Clause 212.7 of IRC 6: 2000
9.761
Centre of super structure
pier 9.497 m 10.992
2 m
10 m
13.587kNkNsec
m
x 658.7kNm
x 797.4kNm
Fixity at pile cap top
m
x 659kNm
x 797.4kNm
Clause 214.5 of IRC 6 : 2000
797
Clause 214.5 of IRC 6 : 2000
18518
2536
18518
2073
797
100 2760
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal
The centrifugal force is calculated for various combinations. As per the tende documents. The special load/over load is a Traffic Jam load. i.e. Static load. Therefore in a particular combinations when super load is considered, centrifugal
e Long0.75 79230.75 79230.75 86970.75 94720.75 1958