1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

NOTES :
1. ALL DIMENSIONS ARE IN MILLIMETERS EXCEPT LEVELS. WHICH ARE IN METERS.
150 3800 150
2. CLEAR COVER TO ALL TYPES OF OUTERMOST REINFORCEMENT IS AS BELOW
650 2500 650 a. PILE = 75mm
M M

150
SCHEDULE OF PILE REINFORCEMENT FOR PIER-P21
02 3. CONCRETE GRADE
LENGTH OF TOTAL TOTAL WEIGHT TOTAL a. PILE = M : 35
BAR SPACING DIA OF M1 M2 b. LEVELING COURSE = M : 15
SHAPE OF BAR BAR INCL. NOS OF LENGTH OF OF BAR WEIGHT OF REMARKS
MARK IN (mm) BAR (mm) (mm)
TOP OF PILE CAP 10.130 HOOKS. BARS BARS (MTS) kg/RMT BAR IN (kg) 4. STEEL DESIGNATED Fe500D (TMT) BAR CONFORMING TO IS 1786-2008

650
LEVEL-1 (R.L. 9.980) M1 5. ALL OVERLAPS AND ANCHORAGES SHALL BE AS FOLLOWS.

Ø10
(INCLUSIVE OF MULTIPLYING FACTOR OF 1.43 FOR UNFAVOURABLE BOND CONDITION) FOR
PILE CAP

0
VERTICAL MAIN

M2
01 22.26 ---- 14 311.61 32 6.32 1969.70 300 21850 M: 30 (Fe-500D) = 81 x DIA. OF BAR FOR M: 35 (Fe-500D) = 73 x DIA. OF BAR FOR M: 40
STEEL (Fe-500D) = 69 x DIA. OF BAR FOR M: 45 (Fe-500D) = 65 x DIA. OF BAR

1350
L 1 8 M1 6. NOT MORE THAN 50% OF THE BARS SHALL BE LAPPED AT ANY PARTICULAR SECTION.
L
M1 DISTANCE BETWEEN TWO LAPS SHALL BE MORE THAN 1.5 TIMES THE LAP LENGTH.
LEVEL-2 (R.L. 8.630) 7. FOR RCC DETAILS OF PILE CAP,PIER,PIER CAP REFER SEPARATE DRAWING.
VERTICAL MAIN

2500

M2
1a 22.26 ---- 14 311.61 32 6.32 1969.70 300 21850 8. SEISMIC ZONE V IS CONSIDERED FOR DESIGN AS PER RAILWAY CODES & EXPOSURE IS
STEEL
"SEVERE"
M1 9. SPECIAL CARE SHALL BE TAKEN AT THE CONSTRUCTION JOINT BETWEEN TWO LIFT.
LEVELING COURSE
NOTCH SHALL BE PROVIDED IN ADDITION TO GENERAL CODAL PROVISION OF EXECUTION.

M1
M:15 02 M2 3.27 150 2 6.54 12 0.89 5.81 850 300 RINGS
10. BARS SHOWN IN THE DRG. NOT TO BE COUNTED. NOS./SPACING GIVEN IN THE DRG. TO BE
03
FOLLOWED.
03 3.27 150 20 65.41 20 2.47 161.49 850 300 RINGS

M1
M2 11. IN ALL THE CASES FIRST STIRRUP SHALL BE PLACED AT 50mm FROM FACE OF SUPPORT /
STRUCTURE.
K K
1 1 12. R.C.C. WORK SHALL CONFORM TO CBC-1997.

M1
04 M2
3.27 150 18 58.87 12 0.89 52.33 850 300 RINGS
2 7 13. WELDING OF BAR IS NOT PERMITTED.
14. PILE SHOULD PROJECT 75mm IN TO THE CAP CONCRETE.

M1
05 3.27 150 14 45.79 20 2.47 113.04 850 300 RINGS
TO AGARTALA TO AKHURA M2 15. REINFORCEMENT BARS SHALL BE CLEAN AND FREE FROM DIRT, MILLSCALE RUST ETC.

8800

2500

Ø2
D SHALL BE BENT COLD TO SHAPES AND DIMENSIONS INDICATED AND SHALL BE PLACED

50
(INDIA) (BANGLADESH)

0
6mm THK. LINER

M1
06 M2
3.27 150 14 45.79 20 2.47 113.04 850 300 RINGS EXACTLY AS SHOWN.
LEVEL-3 (R.L. 5.630)
16. ALL REINFORCEMENT PROVIDED SHALL BE T.M.T. BARS ONLY AND SHALL BE OF
3 6 TESTED QUALITY.

M1
07 M2 3.27 150 14 45.79 12 0.89 40.70 850 300 RINGS
17. BAR BENDING SCHEDULE SHALL BE VERIFY BEFORE EXECUTION.
J 18. A) ROUTINE LOAD TEST FOR PILE SHALL BE CARRIED OUT FOR THE TEST LOAD OF 1.5 J

M1
08 M2 3.27 150 59 192.95 12 0.89 171.53 850 300 RINGS TIMES THE WORKING LOAD FOR PILE UNDER PIER AS PER IS:2911 P-4.
B) INITIAL LOAD TEST FOR PILE SHALL BE CARRIED OUT FOR THE TEST LOAD OF 2.5
04 09 3.01 1000 63.14 20 155.88 766 300 TIMES THE WORKING LOAD FOR PILE UNDER PIER AS PER IS:2911 P-4.

M1
M2
21 2.47 RINGS
2 2 19. PILE ARE DESIGNED BASED ON ASSUMPTION OF PILE TERMINATION IN ROCKY STRATA.
CROSS-LINKS 20. LINER SHALL BE PROVIDED AS PER INSTRUCTION OF SITE ENGINEER.

M
1

2
M

2500
10 1.15 0 42 48.30 0 0.00 0.00 850 150 (BARS ARE NOT
USED)

LEVEL-4 (R.L. 3.000)

I TOTAL QUANTITY OF REINFORCEMENT FOR SINGLE PILE = 4753.24 kg I

NUMBER OF PILE = 8.00 NOS.

650
TOTAL QUANTITY OF REINFORCEMENT FOR SINGLE PILE CAP = 38025.93 kg
4 5
3 05 3

150
PILE FIXITY POINT (R.L. 1.000) LEVEL-5 (R.L. 1.000)
H DIMENSION DETAILS OF PILE CAP H

06

LEVEL-6 (R.L. -1.000)

01 + 1A
G 01 + 1A 01 + 1A 01 + 1A 01 + 1A G

4 4
07

03 04 05 07
RCC PILE

LEVEL-7 (R.L. -3.000) F

F
09 09 09 09
STANDARD OF LOADING: (25T-2008)
E
COMPLETION STAGE CONSTRUCTION STAGE
1000Ø 1000Ø 1000Ø 1000Ø

E
5 5 SECTION 1-1 SECTION 2-2 SECTION 3-3 SECTION 4-4 TENDER STAGE CONCEPTUAL STAGE

CLIENT: N
FRO TIE
T
D

R
TH E AS

RA
01 + 1A

S E RVIC E

ILWA
OR

BE
FO
PILE LOCATION TABLE FOR PIER NO:- P21

Y
R
E

Pile Load Test For Pier No:- P21

SE
N LF

19 5 8

Routine Load (T) Initial Load (T) NORTHEAST FRONTIER RAILWAY

01 + 1A PILE MARK 1 2 3 4 5 6 7 8 Normal Load (T)
(1.5 Times) (2.5 Times)
DRG. NO.: GDR/AGARTALA_AKHAURA /PILE/P21/SH-01
NORTHING X 324112.71 324110.88 324109.05 324107.22 324104.85 324106.68 324108.51 324110.34 216.60 324.9 541.5
D
CONSULTANT:
EASTING Y 2633251.21 2633248.83 2633246.46 2633244.08 2633245.91 2633248.29 2633250.66 2633253.04
GEO DESIGNS AND RESEARCH PVT LTD.
08 B/10, KRISHNA INDUSTRIAL ESTATE,
08 OPP. B.I.D.C. GORWA ESTATE,
C
LEVEL SHEET VADODARA-390 016
E-Mail : geotesthouse@gmail.com
TOP OF PIER BOTTOM OF PIER TOP OF PILE BOTTOM OF PILE PILE TERMINATION Web Site : www.geogroup.in
PIER NO. GROUND LEVEL PILE DEPTH
CAP LEVEL CAP LEVEL CAP LEVEL CAP LEVEL LEVEL
P21 19.524 18.524 10.64 10.13 8.63 -11.87 20.5 DRAWN BY: SHARIK SCALE: NOT TO SCALE
09
C DESIGNED BY : MAYANK PATEL CHECKED BY: MEHUL PATEL
PILE CAPACITY TABLE FOR PIER NO:- P21
EMPLOYER:-
1000Ø With Seismic Case Without Seismic case IRCON INTERNATIONAL LIMITED
CAPACITY (T) In Soil Report (50%
NEW DELHI - 110017 B
In Design Calculation In Design Calculation In Soil
SECTION 5-5 In Earthquake Case
increase as per
In DL+ LL Case Report REVISION : R0 SECTION : AGARTALA - AKHAURA
Seismic Code)

SAFE CAPACITY IN COMPRESSION 536.43 793.80 216.65 529.20 PROJECT : CONSTRUCTION OF NEW RAILWAY LINE
B
AGARTALA (INDIA) - AKHAURA (BANGLADESH)
PILE TERMINATION LEVVEL (R.L. -11.870) LEVEL-8 (R.L. -11.795) SAFE CAPACITY IN UPLIFT 176.63 176.63 0.00 117.76
01 + 1A BIND WITH BINDING WIRE
AT 1000 MM. INTERVAL TITLE:-
LONGITUDINAL SAFE LATERAL CAPACITY 33.45 58.91 7.57 39.27
RCC DETAILS OF PILE - FOR PIER (P21)
DETAILS OF PILE REINFORCEMENT REINFORCEMENT BORE HOLE DETAILS BH-05 CH- 694.47

A
A GROUP OF BUNDLE BARS DATE

MAR. 2018 P.CORD. APPROVED BY

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
NOTES :
SCHEDULE OF PILE CAP REINFORCEMENT FOR PIER-P21
1. ALL DIMENSIONS ARE IN MILLIMETERS EXCEPT LEVELS. WHICH ARE IN METERS.
M BAR
LENGTH OF
SPACING
TOTAL TOTAL WEIGHT TOTAL
M1 M2 M3 2. CLEAR COVER TO ALL TYPES OF OUTERMOST REINFORCEMENT IS AS BELOW
M
DIA OF
SHAPE OF BAR BAR INCL. NOS OF LENGTH OF OF BAR WEIGHT OF REMARKS
MARK IN (mm) BAR (mm) (mm) (mm) a. PIER = 50mm
HOOKS. BARS BARS (MTS) kg/RMT BAR IN (kg)
b. PILE CAP = 75mm
BOTTOM 3. CONCRETE GRADE

M1

M1
01 M2 11.058 80 47 519.726 32 6.321 3285.188 1300 8650 - REINFORCEMENT a. PILE CAP = M : 35
ACROSS TRAFFIC b. PIER = M : 35
BOTTOM 4. STEEL DESIGNATED Fe500D (TMT) BAR CONFORMING TO IS 1786-2008

M1
M1
02 M2 6.1 200 45 274.5 25 3.858 1059.021 1300 3650 - REINFORCEMENT 5. ALL OVERLAPS AND ANCHORAGES SHALL BE AS FOLLOWS. (INCLUSIVE OF
ALONG TRAFFIC MULTIPLYING FACTOR OF 1.43 FOR UNFAVORABLE BOND CONDITION) FOR M:
L TOP 30 (Fe-500D) = 81 x DIA. OF BAR FOR M: 35 (Fe-500D) = 73 x DIA. OF BAR FOR L

M1
M1
03 M2 10.986 80 47 516.342 25 3.858 1992.047 1300 8536 - REINFORCEMENT M: 40 (Fe-500D) = 69 x DIA. OF BAR FOR M: 45 (Fe-500D) = 65 x DIA. OF
ACROSS TRAFFIC BAR
TOP .6 NOT MORE THAN 50% OF THE BARS SHALL BE LAPPED AT ANY PARTICULAR

M1

M1
04 6 200 45 270 25 3.858 1041.66 1300 3550 - REINFORCEMENT SECTION. DISTANCE BETWEEN TWO LAPS SHALL BE MORE THAN 1.5 TIMES THE
M2
ALONG TRAFFIC LAP LENGTH.
D D 7. FOR RCC DETAILS OF PILE,PIER CAP REFER SEPARATE DRAWING.
M1 M2 10.32 +16
1280.64 + 2-LEGGED 8. SEISMIC ZONE V IS CONSIDERED FOR DESIGN AS PER RAILWAY CODES &

M3
05 X 3.48 = 400 23 16 1.58 2056.022 3650 230 1350 EXPOSURE IS " SEVERE ".
20.64 STIRRUPS
66 9. SPECIAL CARE SHALL BE TAKEN AT THE CONSTRUCTION JOINT BETWEEN TWO
07
K LIFT. NOTCH SHALL BE PROVIDED IN ADDITION TO GENERAL CODAL PROVISION K
M3 PERIPHERIAL OF EXECUTION.
M1

M2
06 25.608 150 9 230.472 16 1.58 364.146 3650 8650 600 10. BARS SHOWN IN THE DRG. NOT TO BE COUNTED. NOS./SPACING GIVEN IN THE
REINFORCEMENT
08 DRG. TO BE FOLLOWED.
TOTAL QUATITY OF REINFORCMENT kg 11. IN ALL THE CASES FIRST STIRRUP SHALL BE PLACED AT 50mm FROM FACE OF
= 9798.084
SUPPORT / STRUCTURE.
12. R.C.C. WORK SHALL CONFORM TO CBC-1997.
13. WELDING OF BARS IS NOT PERMITTED.
14. ALL REINFORCEMENT PROVIDED SHALL BE T.M.T. BARS ONLY AND SHALL BE OF
J TESTED QUALITY. J
15. BAR BENDING SCHEDULE SHALL BE VERIFY BEFORE EXECUTION.
SCHEDULE OF PIER REINFORCEMENT FOR PIER-P21

LENGTH OF TOTAL TOTAL WEIGHT TOTAL

BAR SPACING DIA OF M1 M2 M3
SHAPE OF BAR BAR INCL. NOS OF LENGTH OF OF BAR WEIGHT OF REMARKS
MARK IN (mm) BAR (mm) (mm) (mm)
HOOKS. BARS BARS (MTS) kg/RMT BAR IN (kg)

M1

M2
07 11.65 ------ 60 699 32 6.32 4417.62 800 10540 500 VERTICAL MAIN STEEL
I M3 I
M1 VERTICAL MAIN

M2
7a 11.84 ------ 0 0 0 0.00 0.00 800 10540 500 STEEL(BARS ARE NOT
M3 USED)

08 8.14 120 71 578 25 3.86 2229.69 2400 300 - RINGS

M1
M2

REINF. DETAILS OF RCC PIER

M1
09 7.79 360 25 195 20 2.47 480.84 2290 300 - RINGS
M2

H H

M
1 CROSS-LINKS (BARS

2
M
10 2.70 0 50 135 0 0.00 0.00 2400 150 -
ARE NOT USED)

LONGITUDINAL SECTION OF PIER 08

TOTAL QUATITY OF REINFORCMENT = 7128.15 kg
SHOWING DIMENSION DETAILS
07

G G
09 LOCATION SHEET
LEVEL SHEET
A
TOP OF PIER BOTTOM OF GROUND TOP OF PILE BOTTOM OF PILE PIER NO:- P21
PIER NO.
CAP LEVEL PIER CAP LEVEL LEVEL CAP LEVEL CAP LEVEL NORTHING X 324108.7798
P21 19.524 18.524 10.64 10.13 8.63
EASTING Y 2633248.561
04
F
F

SECTION D-D SECTION D-D

STANDARD OF LOADING: (25T-2008)

04
E
03
COMPLETION STAGE CONSTRUCTION STAGE
05 D
04 03
05
TENDER STAGE CONCEPTUAL STAGE
01

CLIENT: N
03

FRO TIE
T

R
TH E AS

RA
S E RVIC E

ILWA
06 06

OR

BE
06 06

FO
Y
R
E

N
SE
LF

19 5 8

D B NORTHEAST FRONTIER RAILWAY

DRG. NO.: GDR/AGARTALA_AKHAURA /PILE CAP-PIER/P21/SH-02
C
01
CONSULTANT:
02 01
GEO DESIGNS AND RESEARCH PVT LTD.
B/10, KRISHNA INDUSTRIAL ESTATE,
02 OPP. B.I.D.C. GORWA ESTATE,
VADODARA-390 016
E-Mail : geotesthouse@gmail.com
Web Site : www.geogroup.in

C
DRAWN BY: SARIK SCALE: NOT TO SCALE

SECTION A-A SECTION B-B DESIGNED BY : MAYANK PATEL CHECKED BY: MEHUL PATEL

REINF. DETAILS OF PILE CAP REINF. DETAILS OF PILE CAP EMPLOYER:- B

IRCON INTERNATIONAL LIMITED
NEW DELHI - 110017
REVISION : R0 SECTION : AGARTALA - AKHAURA
B
PROJECT : CONSTRUCTION OF NEW RAILWAY LINE
AGARTALA (INDIA) - AKHAURA (BANGLADESH)

05 A 02 TITLE:-
RCC DETAILS OF PILE CAP & PIER- P21
HALF TOP PLAN HALF BOTTOM PLAN A
A
DATE

MAR. 2018 P.CORD. APPROVED BY

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
TO AGARTALA TO AKHURA SCHEDULE OF PIER CAP REINFORCEMENT FOR PIER-P21 NOTES :
(INDIA) (BANGLADESH) LENGTH OF
SPACING
TOTAL TOTAL
DIA OF
WEIGHT TOTAL
M1 M2 M3 1. ALL DIMENSIONS ARE IN MILLIMETERS EXCEPT LEVELS. WHICH ARE IN
M SHAPE OF BAR BAR INCL. NOS OF LENGTH OF OF BAR WEIGHT OF REMARKS M
IN (mm) BAR (mm) (mm) (mm) METERS.
HOOKS. BARS BARS (MTS) kg/RMT BAR IN (kg)
2 CLEAR COVER TO ALL TYPES OF OUTERMOST REINFORCEMENT IS AS BELOW
01 M1 M2 M1 8.51 150.00 24 204.19 32 6.32 1290.68 300 8100 TOP STEEL a. PIER CAP = 50mm
b. PEDESTAL, SEISMIC RESTRAINER = 40mm
M1
02 M3 8.44 150.00 24 202.56 25 3.86 781.48 300 2700 2600 BOTTOM STEEL 3. CONCRETE GRADE
M2
a. PIER CAP = M : 35
M1 M2 300 b. PEDESTAL, SEISMIC RESTRAINER = M : 35

M3
03 17.59 150.00 2 X 20 703.76 16 1.58 1111.94 3400 350 TO STIRRUPS 4. STEEL DESIGNATED Fe500D (TMT) BAR CONFORMING TO IS 1786-2008
-100 5. ALL OVERLAPS AND ANCHORAGES SHALL BE AS FOLLOWS. (INCLUSIVE OF
L M1 M2 MULTIPLYING FACTOR OF 1.43 FOR UNFAVORABLE BOND CONDITION) FOR M: L
04 13.79 150.00 18 248.29 16 1.58 392.30 3400 350 -100 STIRRUPS 30 (Fe-500D) = 81 x DIA. OF BAR FOR M: 35 (Fe-500D) = 73 x DIA. OF BAR

M3
FOR M: 40 (Fe-500D) = 69 x DIA. OF BAR FOR M: 45 (Fe-500D) = 65 x DIA. OF
BAR
M2 2600
6. NOT MORE THAN 50% OF THE BARS SHALL BE LAPPED AT ANY PARTICULAR
05 M1 9.11 150.00 2X0 0.00 20 2.47 0.00 2000 TO SIDE REINFORCEMENT
SECTION. DISTANCE BETWEEN TWO LAPS SHALL BE MORE THAN 1.5 TIMES
8100
THE LAP LENGTH.
MAIN STEEL FOR 7. FOR RCC DETAILS OF PILE,PILE CAP & PIER REFER SEPARATE DRAWING.

M1
06 5.64 140.00 60 338.40 10 0.617 208.79 150 5400

M1
M2
INSPECTION PLATFORM 8. SEISMIC ZONE V IS CONSIDERED FOR DESIGN AS PER RAILWAY CODES &
EXPOSURE IS " SEVERE ".
K DISTRIBUTION STEEL
9. SPECIAL CARE SHALL BE TAKEN AT THE CONSTRUCTION JOINT BETWEEN TWO
K

M1

M1
M2
07 8.35 200.00 2 X 29 484.42 8 0.40 191.34 150 8100 FOR INSPECTION
LIFT. NOTCH SHALL BE PROVIDED IN ADDITION TO GENERAL CODAL
PLATFORM
PROVISION OF EXECUTION.
BOTTOM STEEL FOR 10. BARS SHOWN IN THE DRG. NOT TO BE COUNTED. NOS./SPACING GIVEN IN THE

M1

M1
7a 5.65 200.00 42 237.38 8 0.40 93.77 150 5400
SECTION E-E M2 INSPECTION PLATFORM DRG. TO BE FOLLOWED.
SHOWING DIMENSION DETAILS M2
11. IN ALL THE CASES FIRST STIRRUP SHALL BE PLACED AT 50mm FROM FACE
MAIN STEEL FOR OF SUPPORT / STRUCTURE.
08 3.34 - 4x2 26.72 25 3.86 103.09 1250 840

M1

M1
SEISMIC RESTRAINER-B 12. R.C.C. WORK SHALL CONFORM TO CBC-1997.
13. BAR BENDING SCHEDULE SHALL BE VERIFY BEFORE EXECUTION.
J M2
MAIN STEEL FOR J
09 2.40 - 4x2 19.20 10 0.62 11.85 950 500

M1
M1
SEISMIC RESTRAINER-B
SHOWING DIMENSION DETAILS M2 STIRRUPS FOR SEISMIC
10 M3 3.08 100.00 2X8 49.28 20 2.47 121.67 500 840 200

M1
SECTION F-F RESTRAINER-B

01
SHOWING DIMENSION DETAILS M2 MAIN STEEL FOR
11 4.06 - 4x2 32.48 25 3.86 125.31 1405 1250 SEISMIC

M1

M1
RESTRAINER-A
''P'' 05
M2 MAIN STEEL FOR
I 12 2.81 - 6x2 33.72 10 0.62 20.81 1105 600 SEISMIC I

M1

M1
RESTRAINER-A
M2 STIRRUPS FOR SEISMIC
13 M1 4.10 100.00 2 X 10 82.00 20 2.47 202.46 600 1250 200

M3
RESTRAINER-A
02
M3
M2
14 3.24 125.00 4 12.96 20 2.47 32.00 790 630 200 RING FOR PEDESTAL

M1
01
07
06 05 M2
H U-TYPE STEEL FOR H

M1
15 2.36 125.00 7 16.52 20 2.47 40.79 715 630 150
07A M3 PEDESTAL

03 04 03 M2
U-TYPE STEEL FOR
03 + 04 16 2.52 125.00 8 20.16 20 2.47 49.78 715 790 150

M1
PEDESTAL
SECTION E-E M3

REINF.DETAILS OF PIER CAP TOTAL QUANTITY OF REINFORCEMENT FOR SINGLE PILE = 4778.04 kg

G 06 G
07 LEVEL SHEET
07A TOP OF PIER CAP BOTTOM OF PIER TOP OF PEDESTAL
PIER NO.
LEVEL CAP LEVEL LEVEL
02
P21 19.524 18.524 19.879 / 19.886
F SECTION F-F
REINF. DETAILS OF PIER CAP F
F
09 10 12 13
TO AGARTALA
(INDIA)

14
16
G G E
08 11

15 DETAIL-1
(10Ø MESH DETAILS) STANDARD OF LOADING: (25T-2008)
E BELOW PEDESTAL
DETAILS OF PEDESTAL
PLAN FOR SEISMIC RESTRAINER-B PLAN FOR SEISMIC RESTRAINER-A
COMPLETION STAGE CONSTRUCTION STAGE
D
10 TENDER STAGE CONCEPTUAL STAGE
13
16 15 09 CLIENT: N
FRO TIE
12 T

R
TH E AS

RA
E E

S E RVIC E

ILWA
OR

BE
FO
Y
R
E
SE

14
N LF

19 5 8

D 08 NORTHEAST FRONTIER RAILWAY

11
DETAIL-2 DRG. NO.: GDR/AGARTALA_AKHAURA /PIER CAP/P21/SH-03
C
(#10@50mmc/c CONSULTANT:
BOTH WAYS) GEO DESIGNS AND RESEARCH PVT LTD.
TO AKHURA
(BANGLADESH)

B/10, KRISHNA INDUSTRIAL ESTATE,

OPP. B.I.D.C. GORWA ESTATE,
VADODARA-390 016
E-Mail : geotesthouse@gmail.com
SECTION G-G ELEVATION AT SEISMIC RESTRAINER-B ELEVATION AT SEISMIC RESTRAINER-A Web Site : www.geogroup.in

C
DRAWN BY: SARIK SCALE: NOT TO SCALE

DESIGNED BY : MAYANK PATEL CHECKED BY: MEHUL PATEL

F EMPLOYER:- B
IRCON INTERNATIONAL LIMITED
PLAN OF PIER CAP NEW DELHI - 110017
SHOWING DIMENSION DETAILS
REVISION : R0 SECTION : AGARTALA - AKHAURA
B
DETAIL AT ''P'' PROJECT : CONSTRUCTION OF NEW RAILWAY LINE
AGARTALA (INDIA) - AKHAURA (BANGLADESH)

TITLE:-
PLAN SHOWING JACK POSITION FOR RCC DETAILS OF PIER CAP - P21
REPLACEMENT OF BEARING A
A
DATE

MAR. 2018 P.CORD. APPROVED BY

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16