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Page 1 of 82
NATIONAL HIGH SPEED RAIL CORPORATION LIMITED (NHSRCL)
(A Joint Sector Company of Govt. of India and Participating State Government)
2nd Floor, Asia Bhawan, Road No.205, Sector-9, Dwarka, New Delhi-110077, India
Addendum No. 2
Country: INDIA
Name of Work: Design and Construction of Civil and Building Works including Testing and Commissioning on Design Build Lump Sum Price
basis for Double Line High Speed Railway involving Viaducts, Bridges, Maintenance Depots, Tunnel, Stations (Vapi, Bilimora, Surat and
Bharuch), and Surat Depot between Zaroli Village at Maharashtra-Gujarat Border (MAHSR Km. 156.600) and Vadodara (MAHSR Km. 393.700),
excluding Works for 04 No. PSC Bridges and 06 No. Steel Truss Bridges, in the State of Gujarat and the Union Territory of Dadra and Nagar
Haveli for the Project for Construction of Mumbai-Ahmedabad High Speed Rail.
Date: 16.05.2019
Loan Agreement No.: ID-P264 & ID-P279
IFB Number: Package No. MAHSR-C-4
Following are to be considered:
Item
No. Refer Para No. Original Revised
1. Part 3, Section VIII,
Part A – Contract Data,
Sub-clause 14.5 (c) (i)
Page 6 of 77
Plant and Materials for payment when delivered
to the Site:
(1) PC Cable and Reinforcement Steel[refer
to items no. 303 of Schedule No. 3-Civil
Works for Mainline (except Stations)]
(2) Stopper and Bearing; [refer to items no.
303 of Schedule No. 3-Civil Works for
Plant and Materials for payment when delivered
to the Site:
(1) PC Cable and Reinforcement Steel [refer
to Items No. 303 of Schedule No. 3-Civil
Works for Mainline (except Stations)]
(2) Stopper and Bearing [refer to Items No.
302 of Schedule No. 3-Civil Works for
Mainline (except Stations)]
Page 2 of 82
Item
No. Refer Para No. Original Revised
Mainline (except Stations)]
(3) Machineries for Surat Depot if not opted
under 14.5(b)(i) [refer to items no. 621
of Schedule No. 6-Depot (Surat Depot)]
(3) Machineries for Surat Depot if not opted
under 14.5(b)(i) [refer to Item No. 621
of Schedule No. 6-Depot (Surat Depot)]
2. Part 1, Section IV,
Bidding Forms, 1.1
Schedule of Adjustment
Data, Table B. Foreign
Currency
Page 10 of 122
“Notes:
a) Source of Index:
(1) For Japan:
Labour: "Design wages for public works" issued by the
Ministry of Land, Infrastructure, transport and Tourism
(refer to HP address:
www.milt.go.jp/report/press/totikensangyo14_hh_00730.
html).”
“Notes:
a) Source of Index:
(1) For Japan:
Labour: "Design wages for public works" issued by the
Ministry of Land, Infrastructure, transport and Tourism
(refer to HP address:
www.milt.go.jp/report/press/totikensangyo14_hh_0007
30.html).”
3. Part 2,
Section VI-1,
Sub-Division 01010,
Sub-Clause 4.0,
Table,
C, 3rd Row,
Page 3 of 16
“11 pairs (Total no. 22)” “11 Nos. of Sub Maintenance Depots with 2 ramps
each.”
4. Part 2,
Section VI-1,
Sub-Division 01020,
Sub-Clause 1.3.B.
Item v.
Page 5 of 16
“Bearing Inspection Platform” “Bearing Inspection Platform along with an access
ladder.”
Page 3 of 82
Item
No. Refer Para No. Original Revised
5. Part 2,
Section VI-1,
Sub-Division 01020,
Sub-Clause 1.3.C.
Page 6 of 16
<Add following item after xiv>
“xv. Platform slab, platform finish and fencing;”
6. Part 2,
Section VI-1,
Division 01000,
Annexure-1,
Item 5
Page 4 of 4
SER No. 10 with DSS – 218km334.5m to 218km427.5m
SER No. 14 with DSS – 322km871.5m to 322km964.5m
SER No. 10 with DSS – 218Km325m to 218Km418m
SER No. 14 with DSS – 322Km862m to 322Km955m
7. Part 2,
Section VI-1,
Division 01000,
Annexure-2,
Chainages of SER No.
10 and SER No. 14
<Revised -Schematic Diagram> <Refer Attachment 5 of Addendum No. 2.>
8. Part 2,
Section VI-1,
Sub-Division 03010,
Sub-Clause 2.0
Abbreviations
Page 14 of 32
<Add following item after “BG : Broad Gauge”>
“BIM – Building Information Modelling”
Page 4 of 82
Item
No. Refer Para No. Original Revised
9. Part 2,
Section VI-1,
Sub-Division 03020,
Sub-Clause 5.1
Item (1)
Page 23 of 30
“(1) Contractual Works Programmes, work segment
programmes, and supporting reports (including plans) as
per the format and using the software as defined in the
Contract,”
“(1) Contractual Works Programmes, Work Segment
Programmes, and supporting reports (including plans)
as per the format and using the software as defined in
the Contract,”
10. Part 2,
Section VI-1,
Sub-Division 03030,
Sub-Clause 4.0
First Paragraph
Page 27 of 30
“On a monthly basis, or whenever if directed by the
Engineer, the Contractor shall take digital video records to
record the progress of the Works on Site (minimum
duration of each to be ten minutes, covering all the areas
of the Site where works are ongoing) as agreed with the
Engineer, and submit the videos with every three months.”
“On a monthly basis, or earlier if directed by the
Engineer, the Contractor shall take digital video records
to record the progress of the Works on Site (minimum
duration of each to be ten minutes, covering all the areas
of the Site where works are ongoing) as agreed with the
Engineer, and submit the videos with every three months
with the progress report.”
11. Part 2,
Section VI-1,
Sub-Division 04090,
Sub-Clause 2.0,
S. No. 4 of Table
Page 81 of 108
4 196 100%
4 180 100%
12. Part 2,
Section VI-1,
Sub-Division 04100,
Sub-Clause 2,
Table,
Mainline Achievement,
Last Paragraph,
Page 83 of 108
“(Chainages given below are indicative and may change
as decided by Engineer/ T-2 Contractor.)”
“(Milestones for 2 Km stretch have been fixed for Track
Construction Base to be set up by the T-2 Contractor.
Chainages are indicative and may have minor changes as
per site requirements of the T-2 Contractor with the
approval of the Engineer.)”
Page 5 of 82
Item
No. Refer Para No. Original Revised
13. Part 2,
Section VI-1,
Sub-Division 04130,
Sub-Clause 1.2.2.4
2nd Sentence
Page 100 of 108
“The Contractor undertakes to notify the Employer at
least twelve (12) months prior to deleting any item used
in the Works from general availability during this
period.”
“The Contractor undertakes to notify the Employer at
least twelve (12) months prior to the discontinuation of
the manufacturing of any item used in the Works
affecting general availability during this period.”
14. Part 2,
Section VI-1,
Appendix 04000-1,
Chapter III.
C-4 and E-1 Interface
Item 33
Page 17 of 21
“SMD -2” “SMD”
15. Part 2,
Section VI-1,
Appendix 04000-1,
Chapter IV,
Page 21 of 21
<Revised> <Interface Requirements between P-1(B), P-2, P-3
revised> Refer Attachment 2 of this Addendum.
16. Part 2,
Section VI-1,
Sub-Division 05010,
Sub-Clause 1.3.1,
2nd Sentence,
Page 02 of 47
“The Contractor is required to develop the Technical
Design and the Construction Design deriving from the
Standard Design, with reference to the Drawing
Finalisation Manual (DFM), to suit the actual project
conditions in order to aid the Technical Design of the
structures.”
“The Contractor is required to develop the Technical
Design and the Construction Design deriving from the
Standard Design, with reference to the Drawing
Finalisation Manual (DFM), to suit the actual project
conditions assuming different probable design
conditions in order to aid the Technical Design of the
structures.”
17. Part 2,
Section VI-1,
Sub-Division 05010,
Sub-Clause 1.4.1,
“Tunnel entrance hood, tunnel portal, tunnel portal zone,
tunnel drainage and waterproofing;”
“Tunnel entrance hood, tunnel portal, tunnel portal zone,
tunnel auxiliary supports, tunnel drainage, and tunnel
waterproofing;”
Page 6 of 82
Item
No. Refer Para No. Original Revised
Item 10
Page 03 of 47
18. Part 2,
Section VI-1, Division
05000,
“Design Segment Table
for C4 Package”,
Design Segment Type:
Stations
2nd row of column:
Additional Information/
Requirements
Page 36 of 47
3PVC is required at the Technical Design stage 3PVC is required for structural elements on the Viaduct
at the Technical Design stage.
19. Part 2,
Section VI-1, Division
05000,
“Design Segment Table
for C4 Package”,
Design Segment Type:
Tunnel,
2nd row of column
“Design Work Included
(Including components
& elements)
Page 36 of 47
<Add following item after “Portals”>
“Portal Zones”
Page 7 of 82
Item
No. Refer Para No. Original Revised
20. Part 2,
Section VI-1, Division
05000,
“Design Segment Table
for C4 Package”,
Design Segment Type:
Confirmation Car Base,
column “Additional
Information/
Requirements” after 1st
bullet item
Page 37 of 47
< Add>
“3PVC is required for structural elements at the
Technical Design stage.”
21. Part 2,
Section VI-1,
Sub-Division 06020,
Sub-Clause 1.1.
Item (1)
Page 11 of 51
“The Contractor shall establish a horizontal and vertical
control system (x, y, z) at the Site and establish High
Speed Railway (HSR) Bench Marks using the Bench
Marks provided by the Engineer and locate / confirm the
ROW marks given by the Employer.”
“The Contractor shall establish a horizontal and vertical
control system (x, y, z) at the Site and establish High
Speed Railway (HSR) Bench Marks using the Bench
Marks provided by the Employer and locate / confirm the
ROW marks given by the Employer.”
22. Part 2,
Section VI-1,
Sub-Division 06030,
Sub-Clause 3.1
Page 18 of 51
“1) Topological Survey (as detailed in Division 06020 of
Bid Document);
2) Utilities Survey including Adjacent Structures and
Works with Works Areas (as detailed in Division 06060
of Bid Document);
3) Environmental Survey (as detailed in Division 08000
of Bid Document).”
“1) Topological Survey (as detailed in Sub-Division
06020 of General Specifications);
2) Utilities Survey including Adjacent Structures and
Works with Works Areas (as detailed in Sub-Division
06060 of General Specifications);
3) Environmental Survey (as detailed in Sub-Division
08000 of General Specifications).”
23. Part 2,
Section VI-1,
Sub-Division 06060,
Sub-Clause 2.2.1,
“These are Overhead Electrical Crossings, crossing the
proposed MAHSR alignment and likely to infringe during
execution of the work primarily due to inadequate ground
“These are Overhead Electrical Crossings, traversing the
proposed MAHSR alignment and likely to infringe
during execution of the work primarily due to inadequate
Page 8 of 82
Item
No. Refer Para No. Original Revised
Item (i) 1st paragraph
Page 35 of 51
clearance. The Employer has already taken action to
remove these infringements by either raising or laying
underground cables. The infringements due to LT and HT
(up to 66 KV) Utilities shall be removed by the Employer
within 6 months of the award of Contract. The Crossings
being made underground shall normally be laid within ten
(10) metre of the chainages given in the list of Overhead
Electrical Crossings except at locations where stations and
buildings of HSR are proposed, at the stations and HSR
buildings, the utility will be shifted beyond the structure
area. The Contractor shall consider the effect of these
shifted utilities in his work planning and price. The
coordinates of the new locations where Utilities has been
shifted, will be shared with the Contractor once the
shifting is completed. The Contractor shall design the span
in such a way that further shifting of utility is avoided
unless inescapable.”
ground clearance. The Employer has already taken
action to remove these infringements by either raising or
laying underground cables. The infringements due to LT
and HT (up to 66 KV) utilities shall be removed by the
Employer within 6 months of the award of Contract. The
Crossings shifted underground shall normally be laid
within ten (10) metres of the chainages given in the list
of Overhead Electrical Crossings except at locations
where stations and buildings of HSR are proposed. At the
stations and HSR buildings, the utility will be shifted
beyond the structure area. For cables crossing the HSR
alignment extra length of 3m to 5m is being provided on
both sides, so that cable can be slewed if required during
construction. The Contractor shall consider the effect of
these shifted utilities in his work planning and price. The
coordinates of the new locations where utilities have
been shifted will be shared with the Contractor once the
shifting is completed. Electrical utilities which have been
laid underground, will be considered as charted utilities.
The Contractor shall design the span in such a way that
further utility shifting is avoided unless inescapable.”
24. Part 2,
Section VI-1,
Sub-Division 06060,
Sub-Clause 2.2.1,
Item (ii)
Page 36 of 51
“These are various utilities which existed on ground at the
time of acquiring the land by the Employer and may affect
the execution of the work. The Employer takes the
responsibility to dismantle these utilities up to ground
level and hand over the land to the Contractor free of these
“These are various utilities which existed on ground at
the time of acquiring the land by the Employer and may
affect the execution of the work. The Employer takes the
responsibility to dismantle these utilities up to ground
level and hand over the land to the Contractor free of
Page 9 of 82
Item
No. Refer Para No. Original Revised
encumbrances. The Contract Price shall be deemed to
include all such works and risks.”
these encumbrances. Removal of remaining portion
below ground level, wherever required, shall be
responsibility of the Contractor. The Contract Price shall
be deemed to include all such works and risks.”
25. Part 2,
Section VI-1,
Sub-Division 06060,
Sub-Clause 2.2.2,
Page 36 of 51
“It being a Design & Build Contract, the Contractor shall
make his assessment of the Charted Utilities which may
require relocation and accordingly make necessary
provision in the price bid. No extra payment shall be made
for removal/relocation/ diversion of the Charted Utilities.”
<Deleted>
26. Part 2,
Section VI-1,
Sub-Division 07020,
Sub-Clause 5.4
2nd paragraph, 2nd line,
Page 30 of 42
“Any such laboratory shall have no objection to any
representative(s) of the Employer, the Engineer or any
other third party’s independent agency attending at the
said laboratory to witness or inspect any inspection or test
being carried out in connection with the Works.”
“Any such laboratory shall have no objection to any
representative(s) of the Employer, the Engineer or any
independent agency to witness or inspect any inspection
or test being carried out in connection with the Works.”
27. Part 2,
Section VI-1,
Sub-Division 07020,
Sub-Clause 6,
paragraph 3
Page 30 of 42
‘Segmental’ ‘Segment’
28. Part 2,
Section VI-1,
Sub-Division 07020,
Sub-Clause 7,
paragraph 1 paragraph
2
Page 31 of 42
‘Programme’ ‘programme’
Page 10 of 82
Item
No. Refer Para No. Original Revised
29. Part 2,
Section VI-1,
Sub-Division 07030,
Sub-Clause 3.1,
2nd Paragraph
Page 38 of 42
“If the Works are divided into Sections, the ITP for the
Tests on Completion may be separated into the Tests
required for each Section.”
“If the Works are divided into Sections, the ITP for the
Tests on Completion shall be prepared for each Section.”
30. Part 2,
Section VI-1,
Sub-Division 07030,
Clause 4
Title and Paragraphs
Page 40 of 42
“Tests After Completion” “Tests after Completion”
31. Part 2,
Section VI-2,
Division 01000,
Sub-Division 01030,
Sub-Clause 3.0,
2nd Paragraph,
Page 11 of 13
“The design life of various structures/material and
components/equipment is given in the Table below:”
“The design life of various structures is given in the
Table below:”
32. Part 2,
Section VI-2,
Division 01000,
Attachment 2, DFM
Sub-Clause 1 (ii)
Abbreviation
Page 03 of 07
“FEP : Fluorinated-Ethylene Propylene” “FEP : Flexible Electric Pipe (Cable Crossing Pipe
Conducts)”
Page 11 of 82
Item
No. Refer Para No. Original Revised
33. Part 2,
Section VI-2,
Division 02000,
Sub-Clause 2.1.2. 4.
Item (d)
Page 15 of 37
“The bearing condition FF (Fixed and Fixed) on a pier is
not allowed in the standard design, except for the pier
located at the sag point.”
“The bearing condition FF (Fixed and Fixed) on a pier
shall not be allowed in the Technical Design, except for
the pier requiring such conditions due to the
Site/Technical Design requirements. In such case, the
Contractor shall select the span arrangement, the
locations and the Standard Design drawings for such pier
as per DFM 02020 and submit the same to the Engineer
for approval.”
34. Part 2,
Section VI-2,
Division 02000,
Sub-Clause 2.2.1,
3rd row of Table
Page 16 of 37
Rectangular
Type
PSC I-girder
(L= 25m, 30m,
35m)
PSC Box girder
(L=30m, 35m,
40m, 45m)
PSC Box
Continuous
Girder
(L=40m, 45m,
50m)
7m, 10m,
13m, 16m,
19m, 22m,
25m, 28m
F/M
Rectangular
Type
PSC I-girder
(L= 25m, 30m,
35m)
PSC Box girder
(L=30m, 35m,
40m, 45m)
PSC Box
Continuous
Girder*
(L=40m, 45m,
50m)
7m, 10m,
13m, 16m,
19m, 22m,
25m, 28m
F/M
*DFM
shall be
referred
35. Part 2,
Section VI-2,
Division 02000,
Sub-Clause 2.5.1.2
Page 18 of 37
“The bearing layer of pile foundation shall be:
- Cast-in-situ pile: N-value≧70 (cohesive soil layer or
sandy soil layer)
- Cast-in-situ pile: Basalt rock layer with N-Value≧70
and sounder layer than "Highly Weathered Rock"
- Driven pile: N-value ≥ 30
“The bearing layer of pile foundation shall be:
- Cast-in-situ pile on main line:
a. N-value≧70 (cohesive soil layer or sandy soil layer);
b. Rock layer with N-Value≧70 and UCS ≧ 2.5 MPA.
Page 12 of 82
Item
No. Refer Para No. Original Revised
The socketing length of pile into rock shall be as per
DFM.
If the pile foundation is planned, pile load tests (initial and
working pile load tests) shall be conducted. The results of
geotechnical pile design shall be verified by pile loading
tests (refer to the Employer’s Requirements - Technical
Specifications). A test plan shall be submitted to the
Engineer for Approval. The test results shall be submitted
to the Engineer immediately after the completion of the
test.”
- Cast-in-situ pile on Approach line to MD and Ramp:
a. N-value≧30 (cohesive soil layer or sandy soil layer);
b. Rock layer with N-Value≧30 and and UCS ≧ 2.5
MPA.
- Driven pile: N-value (Not predetermined)
The socketing length of cast-in-situ pile into rock shall
be as per DFM. The driving method for driven piles shall
be as per the TS.
If the cast-in-situ pile foundation is planned, pile load
tests (initial and working pile load tests) shall be
conducted. The results of the geotechnical pile design
shall be verified by pile loading tests (refer to the
Employer’s Requirements - Technical Specifications). A
test plan shall be submitted to the Engineer for approval.
The test results shall be submitted to the Engineer
immediately after the completion of the test.
If the driven pile foundation is planned, pile driving tests
shall be conducted. The Contractor shall decide the
driven pile length according to the test results and
Standard Design drawings and submit the method
statements including the criteria for the stopping of
driving to the Engineer for approval.”
Page 13 of 82
Item
No. Refer Para No. Original Revised
36. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2030,
Sub-Clause 2.5.2.1
Page 18 of 37
“The Standard Design has been prepared based on
various lengths of the spans, the heights of the piers, and
the depth of Scour are as shown below:”
Superstructur
e
Substructu
re
Diameter
of Well
Depth of
Well
PSC Box
girder 40m
Circular
type
H=13 -
19m
9.0m, 10m 11 - 21m
PSC Box
girder 60m
Circular
type
H=11 -
20m
10m 30 - 33m
“The Standard Design has been prepared based on the
various lengths of the spans, the heights of the piers,
and the depths of wells as shown below:”
Superstructure Pier Diameter
of Well
Depth of
Well
PSC Box girder
40m
Circular
type
H=13 - 19m
9.0m, 10m 11 - 21m
PSC Box girder
60m
Circular
type
H=11 - 20m
10m 30 - 33m
.
37. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2030,
Sub-Clause 2.7.
Page 20 of 37
<Add as new Paragraph at the end>
“The standard noise barriers (2m high) have a provision
for an extension at the top. Where the 2m high noise
barriers shall be required to be extended to 3m,
polycarbonate panels (8mm thick) with steel frames
shall be installed as per the Drawing.”
38. Part 2,
Section VI-5,
Attachment-2
“Kaveri (N)”
“Kaveri (S)”
“Kharera”
“Kaveri”
Page 14 of 82
Item
No. Refer Para No. Original Revised
39. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2040,
Sub-Clause 2.3
Page 30 of 37
<Add as 1st Paragraph before existing paragraph>
“The Contractor shall install level pegs at locations
convenient for surveying on viaducts and bridges and at
tunnel entrances, prior to the commencement of track
works as per the provisions described in the Technical
Specifications Division 01000.”
40. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2040,
Sub-Clause 3.1
Page 30 of 37, 31 of 37
“The Contractor shall submit the general arrangement
drawings (span layout drawings) to the E-1 Contractor to
finalize the span configuration. Necessary provisions for
the OHE mast shall be made in the design and the
requirements for OHE mast shall be coordinated with the
E-1 Contractor. The locations where the OHE masts can
be installed are specified in Standard Design drawings and
DFM, which are summarized in the table below. The
Contractor shall take such requirements into consideration
during the coordination with the E-1 Contractor to finalize
the locations of OHE masts.
Matrix for OHE location on girders (: Applicable for
Standard Design drawings)”
“In general, the maximum distance between adjacent
OHE masts is set as 50m. The Contractor shall submit
the General Arrangement Drawings (span layout
drawings) to the E-1 Contractor. Requirements for OHE
mast shall be coordinated with the E-1 Contractor. The
locations where the OHE masts can be installed are
specified in the Standard Design drawings and DFM and
are summarized in the table below.
Matrix for OHE mast location on girders (:
Applicable for Standard Design drawings)”
Page 15 of 82
Item
No. Refer Para No. Original Revised
41. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2040,
Sub-Clause 3.1,
last row of Table
Page 31 of 37
PSC
Box
girde
r
FSL
M
30
m
R=6000
m
Straight
35
m
R=6000
m
Straight
40
m
R=6000
m
Straight
PSC
Box
girder
FSLM
30
m
R=6000
m
Straight
35
m
R=6000
m
Straight
40
m
R=6000
m
Straight
42. Part 2,
Section VI-2,
Division 02000,
Sub-Division 2040,
Sub-Clause 3.1
Page 31 of 37
<Add the following items below the table>
“(1) In general, OHE mast locations are allowed on
various types of girders. The Contractor shall take such
requirements into consideration during the coordination
with the E-1 Contractor to finalize the locations of OHE
masts.
(2) Girders where OHE mast locations are
predetermined:
i. Stations and station approach viaducts;
ii. 3-span continuous girders.
(3) Locations where OHE mast is not allowed to be
installed:
i. Sub-Maintenance Depot girders;
ii. Near the ends of PSC Box girder adjacent to
Particular Bridges (steel truss bridges)”
Page 16 of 82
Item
No. Refer Para No. Original Revised
43. Part 2,
Section VI-2,
Division 02000,
Attachment – 1
Column 5, Column 6
“imapplicable” “Not Applicable”
44. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
At all locations in the
document
“Incremental Launching Erection Method (ILEM)” “Incremental Launching Method (ILM)”
45. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.1.3
Table 1.2.3.
Page 30 of 207
Bridge
Length in
Standard
Design
Curve
radius
OHE mast location (Available Standard
Design drawings)
None
End
Diaphrag
m
Centre
One
third
1/3
Quarte
r
1/4
30 m
R=6000
m N/A N/A
Straight N/A N/A
35 m
R=6000
m N/A N/A
Straight N/A N/A
40 m
R=6000
m N/A N/A
Straight N/A N/A
Bridge
Length in
Standard
Design
Curve
radius
OHE mast location (Available Standard
Design drawings)
None
End
Diaphra
gm
Centre
1/2
One
third
1/3
Quarter
1/4
30 m
R=6000
m N/A N/A
Straight N/A N/A
35 m
R=6000
m N/A N/A
Straight N/A N/A
40 m
R=6000
m N/A
Straight N/A
Page 17 of 82
Item
No. Refer Para No. Original Revised
46. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.2.1.11
Table 1.2.14.
Page 35 of 207
Applicable
Standard
Design
drawings
Girder
Height
Slab
width
Curve
radius
(R)
OHE mast
location
Applicable
condition
SP4-31001
to 31003
3.0m
12.4m 6000m
End
R ≥ 6000m
L = 36 to
40m
SP4-31004
to 31006 Centre
SP4-31007
to 31009
Intermediate at
1/4
SP4-32001
to 32003
11.9m Straigh
t
End
Straight
L = 36 to
40m
SP4-32004
to 32006 Centre
SP4-32007
to 32009
Intermediate at
1/4
Applicable
Standard
Design
drawings
Girder
height
Slab
width
Curve
radius
(R)
OHE mast
location
Applicable
condition
SP4-31001 to
31003
3.0m
12.4m 6000m
None
SP4-31004 to
31006 End
R ≥ 6000m
L = 36 to
40m
SP4-31007 to
31009
Intermediate at
1/2
SP4-31010 to
31012
Intermediate at
1/4
SP4-32001 to
32003
11.9m Straight
None
SP4-32004 to
32006 End
Straight
L = 36 to
40m
SP4-32007 to
32009
Intermediate at
1/2
SP4-32010 to
32012
Intermediate at
1/4
Page 18 of 82
Item
No. Refer Para No. Original Revised
47. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.2.2,
Item 3)
Last paragraph
Page 41 of 207
“Shortening of 2.5m segment by 0.5m: Number of
tendons shall be reduced from three (3) to two (2).
Spacing of tendons shall be 1.0m.”
“Shortening of 2.5m segment by 0.5m: Number of
tendons shall be reduced from three (3) to two (2).
Spacing of tendons shall be as per the Standard
Design drawings.”
48. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.5.2.
Paragraphs 1, 2 & 3,
Page 47 of 207
“Widen the cantilever slabs of PSC box girder to match
with the width of the steel truss (one segment shall be
widened if widening part is less than 750mm (on one side)
and two segments shall be widened if widening part is
more than 750mm and less than 1500m (on one side)
The angle of bend of cable trough (signalling and
electrical) in the transition section shall not be greater than
30°.
In the transition section, the LCX ducts are connected by
Fluorinated-Ethylene-Propylene (FEP) duct of 42mm
diameter as indicated in Figure 1.2.13.”
“Widen the cantilever slabs of the PSC box girder to
match the width of the steel truss. One segment shall be
widened if widening is less than or equal to 1200mm (on
one side) and two segments shall be widened if widening
is more than 1200mm and less than 1500m (on one side)
The angle of bend of cable trough (signalling and
electrical) in the transition section shall not be greater
than 30°.
In the transition section, the LCX ducts are connected
by Cable Crossing Pipe Conduit (FEP) duct of 42mm
diameter as indicated in Figure1.2.15.”
Page 19 of 82
Item
No. Refer Para No. Original Revised
49. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 3.3.3.1,
Figure 1.3.7.
Page 64 of 207
50. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 79 of 207
“Sub-Clause 1.2.2.1. Pier
Depending on the type and length of superstructures and
the height of pier, the Standard Design drawings for
rectangular pier shall be selected from the following seven
(7) tables.”
“Sub-Clause 1.2.2.1. Pier (for fixed-movable and
movable-movable bearing condition).
Depending on the type and length of superstructures
and the height of pier, the Standard Design drawings for
rectangular pier shall be selected from the following
seven (7) tables for fixed-movable or movable-movable
bearing condition.”
51. Part 2,
Section VI-2,
Division 02000,
Attachment 5.
Page 83 to 85 of 207
“1.2.2.2. Pier (for fixed-fixed bearing condition)”.
Refer Attachment 4 of this Addendum
M D
M D
F M
M: Movable
DM: Damper stopper
movable
DF: Damper stopper
fixed
M DF DM M
M: Movable
DM: Damper stopper
movable
DF: Damper stopper
fixed
Mumbai Ahmedabad
Page 20 of 82
Item
No. Refer Para No. Original Revised
52. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.3.3.4,
Table 2.1.15.
Pages 93 of 207
Girder 2 PSC Box girder Girder 2 PSC I girder
Girder 1
30m
26/27
/28/29/30
35m
31/32
/33/34/35
40m
36/37
/38/39/40
45m
41/42/43/44/45
20
m
18/
19/
20m
25m
21/22
/23/24/25
30m
26/27
/28/29/30
35m
31/32/33/34/35
PS
C B
ox
gir
der
30m
26/27/28/29/30m
30m
Box+
30m
Box
35m
Box+
35m
Box
40m
Box+
40m
Box
N/A N/
A N/A
Type
α Type α
35m
31/32/33/34/35m
35m
Box+
35m
Box
35m
Box+
35m
Box
40m
Box+
40m
Box
45m
Box
+
45m
Box
N/
A N/A N/A Type α
40m
36/37/38/
39/40m
40m
Box+
40m
Box
40m
Box+
40m
Box
40m
Box+
40m
Box
45m
Box +
45m
Box
N/
A N/A N/A Type α
45m
41/42/43/44/45m
N/A
45m
Box+
45m
Box
45m
Box+
45m
Box
45m
Box+
45m
Box
N/
A N/A N/A N/A
PS
C I
gir
der
20m
18/19/20m
Type
β N/A N/A N/A
Wal
l
*25m
I+
25m I
*30m
I+
30m I
N/A
Girder 2 PSC Box girder Girder 2 PSC I girder
Girder 1
30m
26/27/
28/29/
30
35m
31/32/
33/34/
35
40m
36/37/
38/39/
40
45m
41/42/
43/44/
45
20m
18/1
9/20
m
25m
21/22/
23/24/
25
30m
26/27/
28/29/
30
35m
31/32/
33/34/
35
PS
C B
ox
gir
der
30m
26/27
/28/2
9/30
m
30m
Box+
30m
Box
35m
Box+
35m
Box
40m
Box+
40m
Box
N/A N/A N/A Type α Type α
35m
31/32
/33/3
4/35
m
35m
Box+
35m
Box
35m
Box+
35m
Box
40m
Box+
40m
Box
45m
Box+
45m
Box
N/A N/A N/A Type β
40m
36/37
/38/3
9/40
m
40m
Box+
40mB
ox
40m
Box+
40mB
ox
40m
Box+
40mB
ox
45m
Box+
45mB
ox
N/A N/A N/A Type β
45m
41/42
/43/4
4/45
m
N/A
45mB
ox+
45mB
ox
45mB
ox+
45mB
ox
45mB
ox+
45mB
ox
N/A N/A N/A N/A
PS
C I
gir
der
20m Type α N/A N/A N/A Wall *25m
I+
*30m
I+ N/A
Page 21 of 82
Item
No. Refer Para No. Original Revised
typ
e
25m
21/22/23/24/25m
Type
β
Type
β
Type
β N/A
*25
m
I+
25
m I
25m
I+
25m I
30m
I+
30m I
N/A
30m
26/27/28/29/30m
N/A Type
β
Type
β Type γ
*30
m
I+
30
m I
30m
I+
30m I
30m
I+
30m I
35m I+
35m I
35m
31/32/33/34/35m
N/A N/A N/A Type γ N/
A N/A
35m
I+
35m I
35m I+
35m I
18/19
/20m
type 25m I 30m I
25m
21/22
/23/2
4/25
m
Type α Type β Type β N/A
*25
m I+
25m
I
25m
I+
25m I
30m
I+
30m I
N/A
30m
26/27
/28/2
9/30
m
N/A Type β Type β Type γ
*30
m I+
30m
I
30m
I+
30m I
30m
I+
30m I
35m
I+
35m I
35m
31/32
/33/3
4/35
m
N/A N/A N/A Type γ N/A N/A
35m
I+
35m I
35m
I+
35m I
53. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.3.4.2.
Page 146 of 207
“Not more than two OHE mast shall be installed on one
span (one for each track) on cross beams either at the end
or in the intermediate position of span. Location of OHE
mast and stay foundation shall be confirmed in
consultation with the Interface Contractor.”
“Predetermined location of OHE mast and stay
foundation shall be confirmed in consultation with the
Interface Contractor.
54. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.1.
Typical plan and side view of SMD and its approach ramp
are shown in Fig. 5.2.1 and Fig. 5.2.2.
Typical plan and side view of SMD and its approach
Page 22 of 82
Item
No. Refer Para No. Original Revised
Page 170 of 207 ramp are shown in Fig. 5.2.1 to Fig. 5.2.5.
55. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.1.1.,
Paragraphs 4, 5, 6 & 7
Page 170-171 of 207
Fig 5.2.1
Page 171 of 207
Fig 5.2.2.
Page 171 of 207
The SMD approach ramp girder shall be PSC I girder.
Bridge Length of SMD approach ramp girder shall be
half of adjacent main line girder (i.e. span for SMD
approach ramp girder, Bridge Length, L=17.5m or
20m).
• Longitudinal gradient for approach ramp of SMD shall
not be steeper than 10%.
• Pedestal concrete shall be as per the Standard Design
drawings.
SMD is provided on both side of main line girder.
Fig. 5.2.1: SMD Plan View
The SMD approach ramp girder shall be PSC T
girder. Bridge Length of SMD approach ramp girder
shall be half of adjacent main line girder (i.e. span for
SMD approach ramp girder, Bridge Length,
L=17.5m to 20m).
• Longitudinal gradient for approach ramp of SMD
shall be 10%.
• Pedestal concrete shall be as per the Standard Design
drawings
SMD girder is provided on both sides of main line girder.
Fig. 5.2.1: SMD Plan View
SMD is provided on both side of main line girder.
SMD SMD Approach ramp
Figure 5.Error! No text of specified style in document..1: SMD Plan view
Ramp girder (17.5m /20.0m)
Page 23 of 82
Item
No. Refer Para No. Original Revised
Fig. 5.2.2: SMD Side View
Fig. 5.2.2: SMD Side View
56. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.1.1
Table 5.2.1.
Page 173 of 207
Applicable
Standard
Design
drawing
Structure type
Girde
r
heigh
t
Slab width
Curve radius
Applicable condition
SP7-41001 to 41003
PSC Box girder
2.8m 10.9m
Straight
Adjustmen
t of girder
length is
not
allowed
Applicable
Standard
Design
drawing
Structure
type
Girder
height
Slab
width
Curve
radius
Applicable
condition
SP7-41001
to 41003
PSC Box
girder 2.8m 10.9m Straight
Adjustment
of bridge
length is
not allowed
57. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.1.2
Table 5.2.2.
Applicable
Standard
Design
drawing
Structure
type
Girder
height
Slab
widt
h
Curve
radius
Applicable
condition
Applicable
Standard
Design
drawing
Structure
type
Girder
height
Slab
Width
Curve
radius
Applicable
condition
Page 24 of 82
Item
No. Refer Para No. Original Revised
Page 173 of 207
SP7-51001
to 51002
PSC Box
girder 2.8m
6.75
m
Straig
ht
Adjustment of
girder length
is not allowed
SP7-51001
to 51002
PSC Box
girder 2.8m 6.75m
Straigh
t
Adjustment of
bridge length
is not allowed
58. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.1.3
Table 5.2.3.
Page 173 of 207
Applicable
Standard
Design
drawing
Structur
e type
Girder
height
Slab
widt
h
Curv
e
radiu
s
Applicable
condition
SP7-61001 PSC I
girder
1.406
m
3.6
m
Strai
ght
a. L=20m
Standard
Design
b. L=17.5m (to
be shortened
from 20m)
Applicable
Standard
Design
drawing
Structure
type
Girder
height
Slab
width
Curve
radius
Applicable
condition
SP7-
61001
PSC T
girder
1.406
m 3.6m Straight
Slope girder
L=20m
(To be shortened
up to 17.5m)
L=20m
SP7-
61002
PSC T
girder 3.6m Straight
Flat girder
L=20m*
(To be shortened
up to 17.5m)*
Note: * Flat girder L=20m is available for ramp only.
Refer to Paragraph 5.1.1, DFM 02050
59. Part 2,
Section VI-2,
Division 02000,
Attachment 5
Sub-Clause 2.3.2.2
“Each foundation consists of a minimum a 5 nos. of
piles.
The tip of cast-in-situ pile foundation shall be placed on
a soil stratum having an average N-value of 30 or more
Page 25 of 82
Item
No. Refer Para No. Original Revised
Item e)
Page 177 of 207
in 5m (minimum) soil below the tip or socketed into
rock.”
60. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.2.3.,
Item b)
Page 178 of 207
b) Spread foundation
Two (2) cases of ultimate bearing capacity 600kN/m2
and 1500kN/m2 are considered for each height of pier.
Table 5.2.12: Standard Design drawing for Spread
foundation
Superstructu
re
Ultimate Bearing
Capacity of Soil
Abutme
nt height
Applicable
Standard Design
drawings
PSC I girder
20m/17.5m
≥ 600kN/m2 5m
*SA-A-S-20
≥ 1500kN/m2 SA-A-S-50
*Example legend for Standard Design drawings
b) Spread foundation
Two cases of ultimate bearing capacity 600kN/m2 and
1200kN/m2 are considered and shown as below.
Table 5.2.12: Standard Design drawing for Spread
foundation
Superstructure Ultimate Bearing
Capacity of Soil
Abutment
height
Applicable
Standard Design
drawings
PSC I girder
20m/17.5m
≥ 600kN/m2 5m
*SA-A-S-20
≥ 1200kN/m2 SA-A-S-40
*Example legend for Standard Design drawings
61. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.3.2.4.,
Item b)
Page 179 of 207
b) Spread foundation
Two cases of ultimate bearing capacity 600kN/m2 and
1500kN/m2 are considered as shown in following
table.
Table 5.2.15: Spread foundation of U-type retaining
wall
Ultimate Bearing
Capacity of Soil
Retaining wall
height
Applicable
Standard
Design
drawing
b) Spread foundation
Two cases of ultimate bearing capacity 600kN/m2
and 1200kN/m2 are considered as shown in following
table.
Table 5.2.15: Spread foundation of U-type
retaining wall
Ultimate Bearing
Capacity of Soil
Retaining wall
height
Applicable
Standard Design
drawing
≥ 600kN/m2 5m *SA-U-S-20
Page 26 of 82
Item
No. Refer Para No. Original Revised
≥ 600kN/m2 5m
*SA-U-S-20
≥ 1500kN/m2 SA-U-S-50
*Example legend for Standard Design drawings
≥ 1200kN/m2 SA-U-S-40
*Example legend for Standard Design drawings
62. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.4.1.
2nd Line
Page 181 of 207
“The modification of girder length is not allowed.” “The modification of Bridge Length is not allowed.”
63. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 2.4.1.1.
Heading of Fig. 5.2.6
Page 181 of 207
“Figure 5.2.6: L1 section for Ramp”
“Figure 5.2.6: L1 section for slope girder”
64. Part 2,
Section VI-2,
Division 02000,
Attachment 5.
Sub-Clause 3.1.2.3
Page 188 of 207
<Add the following item after 3.1.2.4>
“3.1.2.5. Foundation
Two (2) types of foundation for Approach line to MD
pier shall be provided as follows:
1)Spread foundation (for Vapi MD, Bharuch MD,
Vadodara MC)
2)Cast-in-situ pile foundation (for Surat MD)”
Page 27 of 82
Item
No. Refer Para No. Original Revised
65. Part 2,
Section VI-2,
Division 02000,
Attachment 5
Sub-Clause 3.2.2.5
Item 2) b)
Page 196 of 207
<Add the following after 1st Sentence>
“Each foundation consists of a minimum of 5 nos. of
piles.
The tip of cast-in-situ pile foundation shall be placed on
a soil stratum having an average N-value of 30 or more
in 5m (minimum) of soil below the tip or socketed into
rock.”
66. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 5.1
Figure 5.5.1. and 5.5.2.
Page 206 of 207
67. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
“The ramp consists of horizontal flat part girder and
slope girder.
“The ramp consists of a flat girder and slope girder as
shown in Fig. 5.5.1 to Fig. 5.5.3.
Page 28 of 82
Item
No. Refer Para No. Original Revised
Sub-Clause 5.1.1.
Page 206 of 207
The length of horizontal flat part girder shall be more
than 17.5m.
The slope girder shall be PSC I girder, of Bridge
Length half of adjacent main line girder (i.e. span for
slope girder, Bridge Length, L=17.5m or 20m).
Longitudinal gradient for slope shall not be steeper
than 10%.”
The length of the horizontal flat part girder shall be
more than 17.5m.
The slope girder shall be PSC T girder, with a
Bridge Length half the adjacent main line girder
(i.e. span for slope girder, Bridge Length, L=17.5m
to 20m).
Longitudinal gradient for slope shall be 10%.”
68. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.1.3,
Page 7 of 51
<Add the following sentence after Item No. 2>
“3. RQD shall be confirmed at least once every 30m
interval”
69. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.2.1.1,
serial number 2
Page 10 of 51
Drawing Title Applicable Standard
Design drawing
STANDARD DETAILS FOR
CUT SECTION DETAILS
SD-JIC-C03-DRW-
ALL-ETS-CS1-00003
DETAILS OF DUCT IN CUT
SECTIONFENCING DETAILS
(STANDARD)
SD-JIC-C03-DRW-
ALL-ETS-CS1-00006
TRACK FENCE DETAILS IN
CUT SECTION
OHE MAST FENCING
DETAILS (WITH POLE)
SD-JIC-C03-DRW-
ALL-ETS-CS1-00007
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-CS1-00003 to 00009
Page 29 of 82
Item
No. Refer Para No. Original Revised
70. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.2.1.2,
serial number 2
Page 10 of 51
Drawing Title Applicable Standard
Design drawing
SPECIAL DESIGN
REINFORCED CUT SOIL
RETAINING WALL DETAILS OF
SOIL NAILDETAILS
SD-JIC-C03-DRW-
ALL-ETS-CS2-00003
SPECIAL DESIGN
REINFORCED CUT SOIL
RETAINING WALL DETAILS
OF WALL AT TOP AND
BOTTUMFENCING DETAILS
(STANDARD)
SD-JIC-C03-DRW-
ALL-ETS-CS2-00004
SPECIAL DESIGN
REINFORCED CUT SOIL
RETAINING WALL DETAILS OF
GEO-COMPOSITE FENCING
DETAILS (WITH POLE)
SD-JIC-C03-DRW-
ALL-ETS-CS2-00005
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-CS2-00003 to 00007
71. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.2.1.3,
serial number 2
Page 11 of 51
Drawing Title Applicable Standard
Design drawing
1) PRE-VERIFIED
REINFORCED CUT SOIL
RETAINING WALL, DETAILS
OF SOIL NAIL DETAILS1
SD-JIC-C03-DRW-
ALL-ETS-CS3-00002
2) PRE-VERIFIED
REINFORCED CUT SOIL
RETAINING WALL DETAILS
SD-JIC-C03-DRW-
ALL-ETS-CS3-00003
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-CS3-00002 to 00006
Page 30 of 82
Item
No. Refer Para No. Original Revised
OF WALL TOP AND BOTTUM
DETAILS2
3) PRE-VERIFIED
REINFORCED CUT SOIL
RETAINING WALL DETAILS
OF GEO-COMPOSITE
DETAILS
SD-JIC-C03-DRW-
ALL-ETS-CS3-00004
72. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.3.3,
Item 1, 2nd bullet point
Page 15 of 51
• The bottom placement shall be at maximum1.5m from
FL
• The bottom placement shall be at maximum1.5m from
the bottom of the reinforced concrete wall.
73. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 1.3.3,
Item 2, 2nd bullet point
Page 15 of 51
• The bottom placement shall be at maximum1.5m from
FL
• The bottom placement shall be at maximum1.5m from
the bottom of the reinforced concrete wall.
Page 31 of 82
Item
No. Refer Para No. Original Revised
74. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 2.2.1.1,
serial number 2
Page 21 of 51
Drawing Title Applicable Standard
Design drawing
REINFORCED SOIL BRIDGE
ABUTMENT DOUBLE
TRACK DETAILS OF
APPROACH BLOCK DOUBLE
TRACK, DETAILS
SD-JIC-C03-DRW-
ALL-ETS-RA1-00201
REINFORCED SOIL BRIDGE
ABUTMENT DOUBLE
TRACK BEARING DETAILS
DOUBLE TRACK, BEARING
DETAILS
SD-JIC-C03-DRW-
ALL-ETS-RA1-00202
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-RA1-00005 to 00016
and 00105 to 00116
75. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 2.3.1,
Item 3 b), 2nd bullet
point, last line
Page 24 of 51
“* Moderate rock: Uniaxial Compressive Strength
>12.5MPa”.
“* Moderate rock: Uniaxial Compressive Strength
(UCS) >12.5MPa”.
76. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 3.1.4
Page 29 of 51
1. When the height of reinforced backfill retaining wall is
more than 3.0m, the supporting ground shall have
minimum SPT-N value of 20 for sandy soil, minimum
SPT-N value of 5 for cohesive soil, or rock.
1. When the height of reinforced backfill retaining wall
is more than 3.0m, the supporting ground shall have a
minimum SPT-N value of 20 for sandy soil, minimum
SPT-N value of 10 for cohesive soil, or a minimum
UCS value of 12.5MPa for rock.
Page 32 of 82
Item
No. Refer Para No. Original Revised
77. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Figure-25,
Page 29 of 51
78. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub- Clause 3.2.1.1
Page 30 of 51, 31 of 51
Site Conditions
With or
Without
OHE Mast
Wall Height
H*
Supporting
Ground
Without
OHE Mast
1.6m ≦ H ≦
4.0m
Sandy Soil N≧20
Cohesive Soil N≧5
Rock
4.0m < H ≦
8.0m
Sandy Soil N≧20
Cohesive Soil N≧10
Rock
With
OHE Mast
1.6m ≦ H ≦
4.0m
Sandy Soil N≧20
Cohesive Soil N≧5
Rock
4.0m < H ≦
8.0m
Sandy Soil N≧20
Cohesive Soil N≧10
Rock
Site Conditions
With or
Without
OHE Mast
Wall Height
H*
Supporting
Ground
Without
OHE Mast
1.6m ≦ H ≦
4.0m
Sandy Soil N≧20
Cohesive Soil N≧10
Rock
UCS ≧ 12.5MPa
4.0m < H ≦
8.0m
Sandy Soil N≧20
Cohesive Soil N≧15
Rock
UCS ≧ 12.5MPa
With
OHE Mast
1.6m ≦ H ≦
4.0m
Sandy Soil N≧20
Cohesive Soil N≧10
Rock
UCS ≧ 12.5MPa
4.0m < H ≦
8.0m
Sandy Soil N≧20
Cohesive Soil N≧15
Rock
UCS ≧ 12.5MPa
UCS VALUE ≧ 12.5MPa
Page 33 of 82
Item
No. Refer Para No. Original Revised
79. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 3.2.1.1,
serial number 2
Page 31 of 51
Drawing Title Applicable Standard
Design drawing
REINFORCED BACKFILL
RETAINING WALL
DOUBLE TRACK DETAILS
SD-JIC-C03-DRW-
ALL-ETS-RW1-00201
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-RW1-00103 to 00110
and 00201 to 00206
80. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Figure - 38
Page 39 of 51
81. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Figure-40
Page 40 of 51
Page 34 of 82
Item
No. Refer Para No. Original Revised
82. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Sub-Clause 4.2.1.1,
serial number 1
Page 44 of 51
Applicable
Location
Applicable Drawings
Applicable
Standard Design
drawing
Drawing Title
Earth Retaining
Structure Section
SD-JIC-C03-
DRW-ALL-ETS-
CR1-00001
REINFORCEME
NT DETAILS OF
CONCRETE
ROADBED IN
MAIN LINE
GENERAL
SECTION
Cut Section
Abutment
Boundary Section
SD-JIC-C03-
DRW-ALL-ETS-
CR2-00001
REINFORCEME
NT DETAILS OF
CONCRETE
ROADBED IN
MAIN LINE
STRUCTURE
BOUNDARY
SECTION
STRUCTURE
BOUNDARY
SECTION
Tunnel Boundary
Section
Applicable Standard Design drawing
SD-JIC-C03-DRW-ALL-ETS-CR1-00001, 00002
and
SD-JIC-C03-DRW-ALL-ETS-CR2-00002, 00003
83. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Figure 48
Page 46 of 51
Page 35 of 82
Item
No. Refer Para No. Original Revised
84. Part 2,
Section VI-2,
Division 03000,
Attachment 1,
Figure 52
Page 49 of 51
85. Part 2,
Section VI-2
Sub-Division 04000
Sub-Clause 6.0
Last Sentence
Page 5 of 10
“The Contractor shall submit the details of the above
surveys and Geotechnical Interpretation Report (GIR) to
the Engineer for obtaining his approval.”
“The Contractor shall submit the details of the above
surveys, Geotechnical Interpretation Report (GIR) and
Ground Classification System to the Engineer for
obtaining his approval.”
86. Part 2,
Section VI-2
Sub-Division 04000
Sub-Clause 13.1
1st paragraph
Page 8 of 10
Portal zones and low cover regions shall be designed for
seismic loads. Seismic load factors shall be considered as
per IS 1893 Part 3, for Seismic Zone III.
Tunnel portals, portal zones, tunnel entrance hoods and
low cover regions (cover less than 1D with D being the
width of the tunnel) shall be designed for seismic loads.
Seismic design shall proceed in accordance with
JSCE Standard Specifications for Tunnelling: Cut-and-
Cover Tunnels-2006 and the following conditions:
i. Level-1 earthquake motion shall be considered.
ii. Seismic performance 1 shall satisfy
requirements for Level 1 earthquake motion.
iii. The horizontal seismic coefficient is 0.15.
Page 36 of 82
Item
No. Refer Para No. Original Revised
iv. The seismic deformation method with the static
simplified analysis shall be used for estimating
the deformation in the ground.
v. Detail of above conditions will be given to a
successful bidder.
87. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.3
Page 6 of 48
1.3 Design Principle
The general design principles for MAHSR stations are
“Safety”, “Cleanliness”, “Comfort”, “Expandability”
and “Sustainability”. These principles shall be
applicable for all the main functional areas of MAHSR
stations such as platform, paid and unpaid areas of the
concourse.
1.3 Design Principle
The general design principles for stations are “Safety”,
“Cleanliness”, “Comfort”, “Expandability” and
“Sustainability”. These principles shall be applicable
for entire station.
88. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.3.3.c)
Page 8 of 48,
iv) Adequate space for baggage handling area. iv) Adequate space for baggage in a station so that
passenger and staff movement are not disrupted or
impeded.
89. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.3.3.c)
Page 8 of 48,
<Add following item after item v>
“vi) Audible sounds for guidance shall be provided
at the entrance of a Station, AFC area (close to
customer care), entry points of escalators, passenger lift
cars, entrances of passenger toilets and entry points of
staircases at platforms for persons who are visually
impaired.”
Page 37 of 82
Item
No. Refer Para No. Original Revised
90. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.3.4
Page 9 of 48,
1.3.4 Expandability
Stations are to be designed to accommodate
future expansion works for the forecast passenger
growth. The future considerations include, but are
not limited to the following:
a) The bedrooms for staff.
b) Emergency staircases that are used as
passenger circulation routes when paid concourse
areas are opened. Example of future expansion
plan is shown in Annexure 2.
c) The expandability shall be achievable without
dismantling existing structures and shall be
aligned with basic design principles of keeping
the station safe, clean and comfortable.
1.3.4 Expandability
Stations are to be designed to accommodate
future expansion works the forecasted passenger
growth. Future considerations include, but are
not limited to, the following:
a) Bedrooms for staff and back office.
b) Emergency staircases used as passenger
circulation routes when paid concourse areas are
opened. Example of a future expansion plan is
shown in Annexure 2.
c) Property development space and commercial
space in future.
d) Expandability shall be achievable without
dismantling existing structures and shall be
aligned with basic design principles of keeping
the station safe, clean and comfortable.
91. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.4.1
Table 1
Page 11 of 48,
<Add following item to “Table 1 Possibility of
Change” at the end>
. Dead
Load
Value
Dead load values shall not exceed the
following;
a) Ceiling (including suspended
equipment): 1.0kN/m2
b) Floor (including MEP equipment)
4.0kN/m2
c) Wall (partition): 2.0kN/m2
(floor (4.0kN/m2) and wall (2.0kN/m2)
can be treated with a total value of
(6.0kN/m2))
d) Exterior Wall (including support
material): 2.0 kN/sqm(elevation area)
No
Page 38 of 82
Item
No. Refer Para No. Original Revised
92. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.4.1
Table 1
Page 11 of 48,
Floor
Layout
Occupied area of ground floor.
Basic allocation of areas in the layout.
(concourse, back of house areas, MEP
services, SER and DSS).
Location of vertical transportation
(stairs, lifts and escalators).
Location of drop floor (for public
restroom) at concourse level.
No
Passengers service rooms and back of
house rooms according to the detailed
operation plan.
Yes
Floor
Layout
Occupied area of ground floor.
Basic allocation of areas in the
layout. (concourse, back of house
areas, MEP services, SER and
DSS). Location of vertical
transportation (stairs, lifts and
escalators). Location of drop floor
(for public restrooms) at concourse
level.
No
Passenger service rooms,
commercial spaces and back of
house rooms according to the
detailed operation plan.
Yes
93. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 1.4.4
Page 13 of 48,
xiv) CSD for Technical, Design and Construction
Design phases.
xiv) CSD for Technical Design and Construction
Design phases with indication of structural gauge for
platform drawings; and
94. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.3.2.
Item 2) a)
1st Paragraph
Page 20 of 48,
a) Ticket Offices and Ticket Vending Machines:
Ticket office, station master room, ticketing
server room and space for ticket vending machine
shall be provided adjacent to the ticket checking
place in the unpaid concourse area.
a) Ticket Offices and Ticket Vending Machines:
Ticket office, ticket storage, station master
room, ticketing server room and space for ticket
vending machine shall be provided adjacent to
the ticket checking place in the unpaid
concourse area.
95. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.3.2.
Item 2) c)
Page 21 of 48,
All stations shall have provision of separate toilets for
male, female and differently abled passengers. Toilets
shall be provided in the paid concourse, unpaid
concourse and business class lounge. The toilets shall be
designed based on the number of passengers. The
All stations shall provide separate toilets for male,
female and differently abled passengers. Toilets shall be
provided in the paid concourse, unpaid concourse and
business class lounge areas. The toilets shall be
designed based on the number of passengers. The
Page 39 of 82
Item
No. Refer Para No. Original Revised
necessary number of sanitary fixtures shall be as per the
Drawings; Fixtures and sample pictures in Annexure 10
shall be used as a reference. Facility requirements for the
toilets are as follows:
minimum number of sanitary fixtures shall be as per the
Drawings. Fixtures and sample pictures in Annexure 10
shall be used as a reference. Facility requirements for
the toilets are as follows:
96. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.3.2.
Item 2) c) viii)
Page 24 of 48,
iv. Beneath the toilet floor, a drop floor with inspection
opening and a water leak sensor shall be provided
iv. For all the passenger toilets located on floors above
the ground level a drop floor with an inspection opening
and a water leak sensor shall be provided beneath the
toilet slab and waterproofing shall be provided for all
toilets as per Drawings and approved by the Engineer.
Access panel for maintenance shall be located above
the water gradient. The access panel shall be waterproof
and deodorant type.
97. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.3.2.
Item 2) e)
Page 25 of 48,
The business class lounge is a priority waiting area for
business class passengers. These lounges shall be
provided with a pantry or kitchen at Surat station and
space for vending machines at other stations in waiting
rooms. The furniture and the vending machines are not in
the scope of this Contract. However, necessary
arrangements (like electricity points.) shall be provided
for the installation and the same shall be coordinated
with other vendors or the Contractor of E-1 Package.
Sample pictures in Annexure 10 shall be used as a
reference.
The business class lounge is a priority waiting area for
business class passengers. These lounges shall be
provided with a pantry or kitchen at Surat station and
space for vending machines at other stations in waiting
rooms. The furniture and the vending machines are not
in the scope of this Contract. However, necessary
arrangements (like electricity points and outlets for
other utilities) shall be provided for the installation and
the same shall be coordinated with other vendors or the
Contractor of E-1 Package. Sample pictures in
Annexure 10 shall be used as a reference.
98. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.3.2.
Additional operational rooms such as police control
room, disaster management room, BMS room and rooms
for maintenance which are not shown in the Drawings,
may be provided according to the detailed operational
Additional operational rooms and functional rooms
such as police control room, disaster management
room, UPS room, BMS room and rooms for
maintenance which are not shown in the Drawings may
Page 40 of 82
Item
No. Refer Para No. Original Revised
Item 3) a)
3rd Paragraph
Page 26 of 48,
plan. The Contractor shall address this during detail
design phase.
The minimum requirements for staff facilities are as
follows:
be provided according to the detailed operational plan.
The Contractor shall address this during detail design
phase.
The minimum requirements for staff facilities are as
follows:
99. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 2.4.7
1st Paragraph
Page 35 of 48,
2.4.7 Railing
Railings are provided to facilitate secure usage by
the children and the aged. The railing design shall
ensure safety from lateral fall. Platform wall
railing and railing around escalator void and
staircase void shall be of 1400 mm height from
the finished floor level. Refer to civil design for
platform end railing.
2.4.7 Railing
Railings shall be provided and designed to
ensure the safety of children and the aged from
lateral falls. Platform wall railing and railing
around escalator and staircase voids shall be
1400 mm in height from the finished level.
Railing 1400 mm high shall also be provided at
the sides of escalators and staircases from
finished steps of stairs and escalators adjacent to
any void/opening. Refer to civil design for
platform end railing.
100. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 3.2.1
Page 38 of 48,
3.2.1 Service Lifts
At Surat station, dedicated service lifts shall be provided
which connect with the service corridor below the
platforms, providing a direct and non-public access to the
station’s back of house facilities. The capacity of service
lifts shall be a minimum of 13 passengers.
3.2.1 Service Lifts
At Surat station, dedicated service lifts shall be
provided to connect all floor levels including the Rail
Slab Level, providing a direct and non-public access to
the station’s back of house facilities. The capacity of
service lifts shall be a minimum of 13 passengers.
101. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 3.2.5
Page 40 of 48,
a) The manhole of the sewage pump room shall be
of a deodorant type. Sewage pump room shall be
provided with a ground basin.
a) The access panel of the sewage pump room
shall be of a deodorant type. The sewage pump room
shall be provided with a ground basin.
Page 41 of 82
Item
No. Refer Para No. Original Revised
102. Part 2,
Section VI-2
Sub-Division 05010
Sub-Clause 3.13
Page 48 of 48,
<Add following item after item b)>
“c) All necessary arrangements (electricity points,
data points and supporting arrangements) shall be
provided for.”
103. Part 2,
Section VI-2
Sub-Division 05010
Annexure,
Annexure 6 Replace Annexure 6 with Attachment 6 of this
Addendum.
104. Part 2,
Section VI-2,
Sub-Division 05040 Sub-Clause 4.6
Page 9 of 76
h) Additional requirements may be requested by the
Engineer the cost of which shall be the Contractors.
h) Any additional design details and requirements
for electrical system during detailed design shall be
submitted by the Contractor for approval by the
Engineer.
105. Part 2,
Section VI-2,
Sub-Division 05040 Sub-Clause 14.
Page 19 of 76
14. Design Criteria and Performance 14. Standardization, Electromagnetic Compatibility,
Service Life
106. Part 2,
Section VI-2,
Sub-Division 05040 Sub-Clause 15.5.5.
Page 43 of 76
The resistance of the earth station shall not be more
than 1Ω
The resistance of earthing shall not be more than 1Ω
107. Part 2,
Section VI-2,
Sub-Division 05050,
Sub-Clause 6,
1st Paragraph,
In Surat station, there shall be a provision for eight (08) water
supply points each with flexible pipes and connectors for train
filling at each of the two platforms. The Contractor shall
supply the exact number of pipes as per train coaches’ design.
In Surat station, there shall be a provision for eight (08)
water supply points each with approximately 5-meter
flexible hoses and coupling connectors at each
platform. The coupling connector shall be provided by
Page 42 of 82
Item
No. Refer Para No. Original Revised
Page 20 of 23 the Rolling Stock Package (R1). For this purpose, C-4
shall interface with R-1.
The hose shall be of sufficient strength for the water
supply pressure, weathering durability in the extremely
hot climate, and good workability for water injection,
and shall have the approval of the Engineer.
108. Part 2,
Section VI-2,
Sub-Division 06010,
Table 3 and Table 4,
Last row, last column
Page 10 of 59, 11 of 59
Refer Clause 16.2.2, Part 2, Section IV, DRC 5040
(Station)
Refer Clause 16.2.2, Part 2, Section VI, DRC 5040
(Station)
109. Part 2,
Section VI-2,
Division 06020,
Sub-Clause 7.1.4
Page 14 of 32
<Add the sentence after existing Sub-Clause 7.1.4>
“The Contractor shall bear all the Engineer’s costs for
attendance to carry out inspections or to witness tests or
both.”
110. Part 2,
Section VI-2,
Division 07010,
Sub-Clause 7.11,
Page 14 of 17
Refer to the Stand Design and Basic drawings Refer to the Standard Design and Basic Design drawings.
Page 43 of 82
Item
No. Refer Para No. Original Revised
111. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 1.2 B),
Table
Page 7 of 45
<Add the following at the last row of the Table>
IS 2396 1988 Rubber hose for dispensing fuel
EN
1360
2013 Rubber and plastic hoses and hose
assemblies
112. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 1.5,
2nd Paragraph,
Page 9 of 45
The Contractor shall describe the equipment covered under the
Contract in enough detail in order to have a full appreciation of
the capability and suitability of the equipment offered to meet
the performance requirements.
The details as per Appendix 2, but not limited to, shall be
submitted by the Bidder along with their Bid.
The Contractor shall describe the equipment covered
under the Contract in enough detail in order to have a
full appreciation of the capability and suitability of the
equipment offered to meet the performance
requirements.
113. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 2.1.1,
Page 12 of 45
E) The Contractor shall furnish the technical
particulars of the equipment being offered in accordance
with Appendix 2.
<Deleted>
114. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 3.1.1,
Page 30 of 45
E) The Contractor shall furnish technical particulars
of the equipment as per Appendix 2. <Deleted>
115. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4,
Page 36 of 45
Fuel supply system shall be installed in the Maintenance Depots
as mentioned in Table-1. Fuel supply system shall be provided
for the fuelling the inspection / maintenance cars. Fuel supply
system shall consist of one number of diesel fuel underground
tank, two numbers of fuel feeders, fuel piping, and required fire
protection system, etc.
Fuel supply system shall be installed in the
Maintenance Depots as mentioned in Table-1. Fuel
supply system shall be provided for fuelling the
inspection / maintenance cars. Fuel supply system shall
consist of one number of diesel fuel underground tank,
two numbers of volumetric feeders, fuel piping, and
required fire protection system, etc.
116. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.1.1,
ii) Fuel feeder – comprising of a pump unit with mild steel
stand & casing for pump, fuel oil strainers, control panel,
ii) Fuel feeder – comprising of a submersible
turbine pump unit & casing for pump, fuel oil strainers,
control panel, control cabling, piping, oil flow meters,
Page 44 of 82
Item
No. Refer Para No. Original Revised
Item A)
Page 36 of 45 piping, oil flow meters, two volumetric feeders and nozzle
arrangement with stand for filling of the fuel in the vehicles,
suitable rain cover, etc.
two volumetric feeders and nozzle arrangement with
stand for filling of the fuel in the vehicles with suitable
rain cover, etc.
117. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.1.1,
Page 37 of 45
D) Fuel supply arrangement shall be provided at two (2)
places (one on each side of the track).
D) Volumetric feeder arrangement shall be
provided at two (2) places (one on each side of the
track).
118. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.1,
Page 37 of 45
A) The underground fuel tank shall be of double shell
suitable for storing diesel fuel oil.
A) The underground fuel tank shall be a single shell
suitable for storing diesel fuel.
119. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.1,
Page 37 of 45
D) Tanks shall have dished ends. Inner shell fabricated
from approximately 6 mm thick boiler quality steel plates
conforming to IS 2002 – 2009 and outer shell of FRP.
D) Tanks shall have dished ends. The inner shell
shall be fabricated from a minimum of 5 mm thick
boiler quality steel plates conforming to IS 2002 –
2009.
120. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.2,
Page 38 of 45
C) Approximately 600 mm diameter manhole with
hinged, water and dust proof, gasketed, lockable cover with a
removable access ladder to reach inside the tank.
C) The manhole with hinged, water and dust proof,
gasketed, lockable cover with a removable access
ladder to reach inside the tank.
121. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.2,
Page 38 of 45
D) Approximately 80 mm NB (nominal bore) fill pipe
running down to within 100 mm of the tank bottom and with
end chamfered at approximately 45 Degree.
D) The fill pipe running down to within 100 mm of
the tank bottom and with end chambered at
approximately 45 degrees.
122. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.2,
Page 38 of 45
E) Suction connection suitable for approximately 50 mm
NB suction pipe. All fuel carrying pipes and fittings shall be of
MS class C conforming to IS: 1239-2011 (Part-1 and Part-2).
E) Suction connection suitable for the suction pipe.
All fuel carrying pipes and fittings shall be of MS Class
C conforming to IS: 1239-2011 (Part-1 and Part-2).
123. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.2,
Page 38 of 45
I) Spare appurtenance of appx.40 mm diameter NB pipe
suitably closed with solid flange
<Deleted>
Page 45 of 82
Item
No. Refer Para No. Original Revised
124. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.3,
Page 39 of 45
F) Tank shall be provided with FRP outer shell after the
final paint.
F) <Deleted>
125. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.4,
Page 39 of 45
Fuel feeder shall comprise of a pump unit, two volumetric
feeders with nozzle. for filling fuel in the vehicles, and other
equipment as mentioned at clause 4.1 (a)(2).
Fuel feeder shall be comprised of a pump unit, two
volumetric feeders with nozzle for filling fuel in the
vehicles, and other equipment as mentioned in clause
4.1.1 A ii).
126. Part 2,
Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 39 of 45
A) The fuel oil pump shall be of rotary type of required
rating for fulfilling the performance as specified. The drive
motor shall be of flame proof construction.
A) Fuel oil pump shall be of submersible turbine
type of required rating for fulfilling the performance as
specified. The drive motor shall be of flame proof
construction.
127. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 40 of 45
J) The oil supply pump unit shall be housed in steel box.
The steel box shall be provided with an inspection door at a
location that facilitates maintenance of the equipment.
J) The submersible turbine oil supply pump unit
shall be housed on the underground fuel tank provided
with an inspection door at a location that facilitates
maintenance of the equipment.
128. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 40 of 45
K) Protective treatment: Inner and outer surface treatments
shall consist of one undercoat, one medium coat and one
top coat. The coating material shall be phthalate resin type
and the paint colour shall be based on the Engineer's
instruction.
1. Piping: The piping shall be of MS class C conforming to
IS:1239-2011 (Part-1 and 2).
K) Protective treatment: Inner and outer surface
treatments shall consist of one undercoat, one
medium coat and one top coat. The coating material
shall be phthalate resin type and the paint colour
shall be based on the Engineer's instruction.
K-A) Piping: The piping shall be of MS Class C
conforming to IS:1239-2011 (Part-1 and 2).
129. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 40 of 45
L) Volumetric feeder: The oil flow meter shall be a
measuring device to measure the flow rate of fuel oil with
accuracy and precision. The number of meters shall be equal to
L) Volumetric feeder: The oil flow meter shall be a
measuring device to measure the flow rate of fuel oil
with accuracy and precision. The number of meters
shall be equal to the number of hoses provided in the
Page 46 of 82
Item
No. Refer Para No. Original Revised
the number of hoses provided in the fuel feeder. Minimum
designed flow rate for the meters shall be 180 LPM.
fuel feeder. Minimum designed flow rate for the meters
and hose shall be 70-80 lpm.
130. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 40 of 45
N) Indicator: Indicator displays the volume of fuel oil.
and shall count from 0.01 – 9999.99 L.
N) Indicator: Indicator displays the volume of fuel
oil.
131. Part 2, Section VI-2,
Sub-Division 07020,
Sub-Clause 4.2.6,
Page 40 of 45
S) Hose: The hose must not allow any leakage of fuel oil.
The working pressure of the hose shall be at least 5 kgf/ sq. cm.
Since it is necessary to prevent deterioration of the hose due to
contact with the ground surface suitable protection of hose with
a rubber or plastic cover shall be provided.
S) Hose: The hose must not allow any leakage of
fuel oil. The working pressure of the hose shall be as
per IS: 2396-1988. Since it is necessary to prevent
deterioration of the hose due to contact with the ground
surface, suitable hose protection with a rubber or plastic
cover shall be provided.
132. Part 2, Section VI-2,
Sub-Division 07020,
Page 43 of 45
Appendix 2 Appendix 2 <Deleted>
133. Part 2,
Section VI-3,
Division 01000,
Sub-Clause 2.0
Page 12 of 24
The following item shall be added after existing Item
(k) in Sub-Clause 2.0:
“(l) Level Pegs
i. Level pegs shall be installed at locations
convenient for survey on viaducts and bridges
and at tunnel entrances;
ii. Level pegs shall be installed prior to the
commencement of track works;
iii. On viaduct and bridges, level pegs shall be
installed at six (06) locations on the deck
concrete (drainage slope concrete) per span, i.e.
on both sides of end portions and mid-portion of
spans;
Page 47 of 82
Item
No. Refer Para No. Original Revised
iv. At tunnel entrances, level pegs shall be installed
at two (02) locations on the invert concrete per
tunnel entrance, i.e. both sides of tunnel;
v. Level pegs shall be made of stainless steel or
brass;
The shape, dimensions and descriptions are shown in
Fig. 17 (refer Item No. 134 of Addendum No. 2) of the
attachment.”
134. Part 2,
Section VI-3,
Division 01000,
Page 24 of 24
<Add after Fig. 16>
Figure (Fig. 17)
Fig. 17 Level Pegs (unit: mm)
135. Part 2,
Section VI-3,
Division 01000,
“STOP MARKERS”. Refer Attachment 3 of this
Addendum.
Page 48 of 82
Item
No. Refer Para No. Original Revised
Page 24 of 24
136. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 3.1 (c),
Page 29 of 159
“The reinforcement bars shall be bent to conform to the
dimensions and shape shown in the Drawings in a manner
that will not damage the parent material.”
“The reinforcement bars shall be bent to conform to the
dimensions and shape shown in the Drawings or as
indicated in Appendix 7 (refer Attachment 1 of
Addendum No. 2) herein in a manner that will not
damage the parent material.”
137. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 3.1 (d),
Page 29 of 159
Protective coatings of reinforcement shall conform to the
provision of IRS: CBC (CL. 7.1.5).
<Deleted>
138. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 3.4.1,
Page 30 of 159, 31 of
159
“No splicing of bars shall be permitted without prior
approval of the Engineer. Lengths of splice, wherever
required, shall be as indicated on the shop drawings and
approved by the Engineer. Lapped splices shall be
staggered and located at points along the span where
stresses are low.”
“Standard Design drawings indicate the locations of
splicing of bars. Other than those, no splicing of bars
shall be permitted without prior approval of the
Engineer. Lengths of splice, wherever required, shall be
as indicated on the Standard Design drawings and/or
shop drawings and approved by the Engineer. Lapped
splices shall be staggered and located at points along the
span where stresses are low, unless otherwise indicated
in Standard Design drawings, other parts of the
Technical Specifications or approved by the Engineer.”
Page 49 of 82
Item
No. Refer Para No. Original Revised
139. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 3.4.2.(a),
Page 31 of 159
“No jointing of bars shall be permitted without obtaining
approval of the Engineer.”
“Standard Design drawings indicate the locations of
jointing of bars. Other than those, no jointing of bars
shall be permitted without obtaining approval of the
Engineer. “JOINT” depicted in reinforcement details of
Standard Design drawings designates mechanical
joints.”
140. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 3.4.2.(d)
Page 31 of 159
“Quality control of mechanical joints shall be as specified
in Appendix - 1.”
“Quality control of mechanical joints shall be as per IS
16172 and as specified in Appendix - 1.”
141. Part 2,
Section VI-3,
Division 02000,
Page 31 of 159
<Add the following after Sub-Clause 3.4.2 Item f>
“3.4.3. Design Adjustment
Where the diameter of the reinforcement bar is not
greater than 32mm, if conforming to other provisions of
this clause and not violating the intention of the design,
the Contractor may propose to change from lapped splice
to mechanical joint or vice-versa, as per the methods
shown in Appendix 8 (refer Attachment 1 of Addendum
No. 2), subject to the Engineer’s approval.”
142. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 4.1.1. Item
(a) Page 31 of 159
“Cement to be used in the works shall conform to 53-grade
OPC (IS 12269).”
“Cement to be used in the Works shall conform to 53-
grade OPC (IS 269).”
Page 50 of 82
Item
No. Refer Para No. Original Revised
143. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 4.11.3.(b)
(At the end of
paragraph)
Page 43 of 159
“Prior to concreting members with highly congested
reinforcement bars, if requested by the Engineer, the
Contractor shall demonstrate the flowability and
compact ability of concrete with the proposed mix design
and placing method through trials with full scale mock-
ups for the Engineer’s approval.”
144. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 5.2.1.1,
1st Sentence
Page 53 of 159
“For prestressed concrete works, 53 Grade cement
conforming to IS 12269 shall be used.”
“For prestressed concrete works, 53 grade cement
conforming to IS 269 shall be used.”
145. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 5.2.6.2,
1st Sentence
Page 55 of 159
“Tests for anchorages shall be carried out as specified in
“Recommendations for the acceptance of post-tensioning
systems” of FIB Recommendation. Minimum three tests
each are required to be carried out.”
“Tests for anchorages shall be carried out as specified in
the “Recommendations for the acceptance of post-
tensioning systems” of FIP Recommendation. A
minimum of three tests each are required to be carried
out.”
146. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 5.7
Item b)
Page 62 of 159
“b) Possibility of ‘stray currents’ passing through the
prestressing steel shall be eliminated.”
<Deleted>
147. Part 2,
Section VI-3,
Division 02000,
“Permanent Mild Steel (MS) liners shall be provided for
piles as approved by the Engineer up to point of refusal or
as directed by the Engineer.”
“For providing permanent MS liner, Clause 709.1.4 of
IRC:78 shall be complied. Wherever stricter provision
Page 51 of 82
Item
No. Refer Para No. Original Revised
Sub-Clause 8.1.4.3
Item 6,
(1st sentence)
Page 91 of 159
has been given in the drawings, the same shall be
followed.”
148. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.7.(c)
Page 98 of 159
“Where permitted, joints shall be provided at agreed
centres, designed to develop the full strength of the bar
across the joint, provided with adequate links or stirrups
and staggered in position from those of adjacent
longitudinal bars, subject to the approval of the Engineer.”
“Where permitted, joints shall be provided at agreed
centres, designed to develop the full strength of the bar
across the joint, provided with adequate links or stirrups
and staggered in position from those of adjacent
longitudinal bars or as indicated in the drawings, subject
to the approval of the Engineer.”
149. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.7. e)
Item 1)
Page 98 of 159
“For welding the main and hoop reinforcement steel, the
welding method needs prior approval of the Engineer.
Welding of cold worked high tensile reinforcement steel
at joints in main longitudinal bars will not be permitted
unless approved by the Engineer, in which case the
requirements of IS 9417 shall be fulfilled. Welding of hot
rolled high tensile steel bars shall be permitted provided
the method used for the requirements of IS 9417 shall be
fulfilled and shall not adversely affect the properties of
bars.”
“For welding the main and hoop reinforcement steel, the
welding method needs prior approval of the Engineer.
Welding of cold worked high tensile reinforcement steel
at joints in main longitudinal bars will not be permitted
unless approved by the Engineer, in which case the
requirements of IS 9417 and Appendix 8 (refer
Attachment 1 of Addendum No. 2) shall be fulfilled.
Welding of hot rolled high tensile steel bars shall be
permitted provided the method used for the requirements
of IS 9417 and Appendix 8 (refer Attachment 1 of
Addendum No. 2) shall be fulfilled and shall not
adversely affect the properties of bars.”
Page 52 of 82
Item
No. Refer Para No. Original Revised
150. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.11.4
Page 102 of 159
“c) Initial vertical (compression) load test shall be
carried out on test piles, which are not to be incorporated
in the work, to assess the ‘Design Ultimate Load’ carrying
capacity of the pile before the commencement of
installation of working piles.
In-case of piles founded on rock, proof coring shall also
be conducted in-addition to initial vertical (compression)
load test to ascertain the soundness of the concrete/rock
interface. A base coring tube of at least 150mm diameter
shall be left at 500mm above the founding level of the pile;
The core-drilling of 100mm diameter shall be carried out
to 1000mm below the concrete/rock interface. Holes
formed by taking concrete cores from piles shall be
reinstated using an approved concrete mix or an approved
grout mix. Each core taken form a pile shall be examined
in a manner such as
i. the concrete cores shall not show evidence of
honeycombing or segregation of individual constituent
materials,
ii. any rock core obtained shall be visually examined
to conform with the required rock material specified in the
Contractor’s geotechnical report, and
iii. the cores shall be examined to confirm the
adequacy of the interface between the concrete and rock.”
“a) Initial vertical (compression) load test shall be
carried out on test piles, which are not to be incorporated
in the work, to assess the ‘Design Ultimate Load’
carrying capacity of the pile before the commencement
of the installation of working piles.
b) The test piles shall have the same design details
as of the working piles typically adopted in the
predominant soil profile in that area.
c) Incase of piles founded on rock, proof coring
shall also be conducted inaddition to an initial vertical
(compression) load test to ascertain the soundness of the
concrete/rock interface. A base coring tube of at least
150mm diameter shall be left at 500mm above the
founding level of the pile. Core-drilling of 100mm
diameter shall be carried out to 1000mm below the
concrete/rock interface. Holes formed by taking concrete
cores from piles shall be reinstated using an approved
concrete mix or an approved grout mix. Each core taken
from a pile shall be examined in a manner such as
i. The concrete cores shall not show evidence of
honeycombing or segregation of individual constituent
materials,
ii. any rock core obtained shall be visually
examined to conform with the required rock material
specified in the Contractor’s geotechnical report, and
Page 53 of 82
Item
No. Refer Para No. Original Revised
iii. the cores shall be examined to confirm the
adequacy of the interface between the concrete and
rock.”
151. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.11.5
Item a)
Page 102 of 159
“a) Initial pile-load tests: The frequency will typically be
0.1% of total number of working piles and will be based
on the change of soil profile and approval of the
Engineer.”
“a) Initial pile-load tests: The frequency will typically be
0.1% of the total number of working piles and wherever
the soil strata are erratic, additional tests shall be required
as directed by the Engineer.”
152. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.11.5
Item b)
(1st paragraph)
Page 102 of 159
“b) Routine pile-load tests: The frequency will typically
be 1% of total number of working piles and will be based
on the change of soil profile and approval of the
Engineer.”
“b) Routine pile-load tests: The frequency will typically
be 1% of the total number of working piles and wherever
the soil strata are erratic, additional tests shall be required
as directed by the Engineer.”
153. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 8.1.11.5
Item c)
Page 103 of 159
Pile Integrity tests shall be conducted on 100% of the
piles.
Pile integrity tests (cross hole sonic logging tests) shall
be conducted on 100% of the piles.
Page 54 of 82
Item
No. Refer Para No. Original Revised
154. Part 2,
Section VI-3,
Division 02000,
Sub-Clause 9.12.1.1. (a)
Page 132 of 159
“Cement shall be Ordinary Portland cement of 43/53
grade conforming to IS 12269 or better.”
“Cement shall be Ordinary Portland cement of 43/53
grade conforming to IS 269 or better.”
155. Part 2,
Section VI-3,
Division 02000,
Page 158 of 159
Table 1 Blast flame time
Thickness of specimen
(mm)
Burning time
(sec)
0.5 or less 15
More than 0.5 and less than 1.0 20
More than 1.0 and less than 1.5 25
More than 1.5 and less than 2.0 35
More than 2.0 and less than 2.5 45
More than 2.5 and less than 3.0 55
More than 3.0 and less than 3.5 65
More than 3.5 and less than 4.0 75
More than 4.0 and less than 4.5 85
More than 4.5 and less than 5.0 130
More than 5.0 and less than 5.5 200
More than 5.5 and less than 6.0 300
More than 6.0 and less than 6.5 500
Table 1 Blast flame time
Thickness of specimen
(mm)
Burning time
(sec)
0.5 or less 15
More than 0.5 and less than or equal to 1.0 20
More than 1.0 and less than or equal to 1.5 25
More than 1.5 and less than or equal to 2.0 35
More than 2.0 and less than or equal to 2.5 45
More than 2.5 and less than or equal to 3.0 55
More than 3.0 and less than or equal to 3.5 65
More than 3.5 and less than or equal to 4.0 75
More than 4.0 and less than or equal to 4.5 85
More than 4.5 and less than or equal to 5.0 130
More than 5.0 and less than or equal to 5.5 200
More than 5.5 and less than or equal to 6.0 300
More than 6.0 and less than or equal to 6.5 500
156. Part 2,
Section VI-3,
Division 02000,
Page 159 of 159
<New Item Added> Appendix-7 Bending Hook Dimensions for
Reinforcement Bar (Fe 500D) and Appendix-8
Lapping and Joints of Reinforcement Bars.
Refer Attachment 1 of Addendum No. 2.
Page 55 of 82
Item
No. Refer Para No. Original Revised
157. Part 2,
Section VI-3,
Division 03000,
Sub-Clause 4.3.4,
Table-12,
2nd row
Page 39 of 85, 40 of 85
Performance
Rank
Reinforced
Structures
The Others
(RCC
Structures,
etc.)
Performance
RankⅠ
Geosynthetic
Cement mix
Grade stabilized
crushed stone
Cement mix
Grade
stabilized
crushed stone
Performance
Rank Ⅱ
Geosynthetic
Cement mix
Grade stabilized
crushed stone
Grade
stabilized
crushed stone
Performance
Rank
Reinforced
Structures
The Others
(RCC
Structures,
etc.)
Performance
RankⅠ
Geosynthetic
Cement mix
Grade stabilized
crushed stone
Cement mix
grade
stabilized
crushed stone
Performance
Rank Ⅱ
Geosynthetic
Cement mix
Grade stabilized
crushed stone
Cement mix
grade
stabilized
crushed stone
158. Part 2,
Section VI-3,
Division 03000,
Sub-Clause 5.3,
Page 54 of 85
<Add the following of Item no. 4>
“5. For construction of the foundations for OHE masts
or drainage catch basin or structures below subgrade;
excess excavation shall be backfilled by the Contractor
as follows unless otherwise specified
a) Using grade stabilized crushed stone (A) and
compacting the subgrade to achieve a K30 value as
per Sub-Clause 5.4.3 of this specification if the
natural ground is other than rock.
b) Using plain concrete if the natural ground is rock.”
Page 56 of 82
Item
No. Refer Para No. Original Revised
159. Part 2,
Section VI-3,
Division 03000,
Sub-Clause 7.3.2,
Page 65 of 85
“Backfill in the formation level shall conform to the
Clause 6.3 of this specification.”
“Backfill in the formation level shall conform to the
Drawings and Clause 5.3 of this specification.”
160. Part 2,
Section VI-3,
Division 03000,
Sub-Clause 7.4.1,
Page 66 of 85
“Testing for backfill in the formation level shall conform
to Clause 6.4 of this specification”.
“Testing for backfill in the formation level shall
conform to Clause 5.4 of this specification”.
161. Part 2,
Section VI-3,
Sub-Division 05040
Sub-Clause 18.
Page 73 of 78
<Add the following item after Sub-Clause 18.17 item
d)>
18-A. Emergency Telephone System
18-A.1. General
The specific system performance
requirements for the Emergency
Telephone System shall be as specified
herein.
18-A.2. Reliability Requirements
18-A.2.1. The inability to perform any required
function, the occurrence of unexpected
action or the degradation of performance
below the specifications shall be
considered as a failure.
18-A.2.2. MTBF shall be the average operating
time accumulated by the total population
of identical items between failures.
MTBF shall be sustainable throughout
Page 57 of 82
Item
No. Refer Para No. Original Revised
the DNP and substantiated by actual
performance over the time.
18-A.2.3. The Contractor shall ensure that the
Emergency Telephone System
equipment supplied under the Contract
shall comply with the Reliability Figures
herein:
Equipment MTBF Hours
Master device ≥100,000
Field device ≥100,000
18-A.3. Availability Requirements
18-A.3.1. The Emergency Telephone System shall
have an availability 99.999% or better.
18-A.3.2. MTBF of each piece of equipment shall
be substantiated by the previous
experience or if calculated by a
confidence factor, all supporting
calculations, assumptions and
specifications to arrive at the MTBF
figures and System Availability shall be
supplied.
18-A.4. Functional requirement
18-A.4.1. Emergency Telephone System has a
fully addressable bus which can support
up to 120 devices any combination of
type of telephone handset for
Bathrooms/Toilets and Platforms.
18-A.4.2. When a field device is in use it will
automatically call the Master device unit
Page 58 of 82
Item
No. Refer Para No. Original Revised
and can be easily identified on the panel
display showing the address of the call
has originated from.
18-A.4.3. When a call is made from the Master
device unit to one of the field devices,
the extension LED will illuminate and
the internal speaker will ring.
18-A.4.4. It shall also be possible to make and
receive calls from up to four stations at
the same time.
18-A.5. Design Requirements
18-A.5.1. General
a) Easy to use outstations with simple
operating instructions
b) Password protected control panel with
LCD screen
c) Two-way fault-monitored voice link
with true full duplex speech
d) All calls recorded with a playback
facility
e) Call log for calls made and received
f) 24V DC low voltage power supply
g) Battery backup with integral battery
charger
h) Visual and audible - call indications
i) With up to 120 addressable outstations
connected to one control panel
j) Up to 4 outstations can communicate
with the control panel at the same time
k) Continuous fault monitoring
Page 59 of 82
Item
No. Refer Para No. Original Revised
18-A.5.2. Master device
Master device unit shall have button
keypad for following activities:
a) Numeric keys to enter numbers
b) Answer another call during a call
c) Reset button
d) Confirm actions or Play messages
e) To silence fault speaker and mute
handset microphone
f) Select menu function / Display the Main
Menu
g) LCD screen shows time and date
h) Panel will request user password, then
enter the address of the extension to call,
then extension will ring and if answered call
LED will light, the call will end when the
handset is on hook.
18-A.6. Detecting faults
If faults are detected the amber fault
indicator is illuminated accompanied
with a fault tone from the speaker,
pressing the mute button will stop the
fault tone, the fault relay will operate.
The Fault Summary will show details of
faults on the system.
Page 60 of 82
Item
No. Refer Para No. Original Revised
Fault Description
Field device RemovedIf a Field device is removed or has failed, the
device address is displayed and panel will beep.
Multiple Field device
Faults
If there is a cable break the first device address
will show on the screen and all missing devices
will be listed in the fault summary.
Field device Mic FaultIf a device has an internal microphone fault the
message will show device address and MIC fault.
Field device Speaker
Fault
If a device has an internal speaker fault the
message will show the device address and SPK
fault.
18-B. Water Leakage Alarm System
18-B.1. General
The specific system performance
requirements for the Water Leak
Detection System shall be as specified
herein.
18-B.2. Reliability Requirements
18-B.2.1. The inability to perform any required
function, the occurrence of unexpected
action or the degradation of performance
below the specifications shall be
considered as a failure.
18-B.2.2. MTBF shall be the average operating
time accumulated by the total population
of identical items between failures.
MTBF shall be sustainable throughout
Page 61 of 82
Item
No. Refer Para No. Original Revised
the DNP and substantiated by actual
performance over the time.
18-B.2.3. The Contractor shall ensure that the
Emergency Telephone System
equipment supplied under the Contract
shall comply with the Reliability Figures
herein:
Equipment MTBF Hours
Master device ≥100,000
Field device ≥100,000
18-B.3. Availability Requirements
18-B.3.1. The Emergency Telephone System shall
have an availability 99.999% or better.
18-B.3.2. MTBF of each piece of equipment shall
be substantiated by the previous experience or if
calculated by a confidence factor, all supporting
calculations, assumptions and specifications to
arrive at the MTBF figures and System Availability
shall be supplied.
162. Part 2,
Section VI-3,
Sub-Division 05050,
Page 28 of 44
<Add following item after Sub-Clause 2.2.6.16, Item
b)>
2.2.6.17 Train Water Supply System
a) The piping system shall consist of TPU / PP-R -
Thermoplastic Polyurethane / Polypropylene
random co-polymer pipes (self-detaching) ID :
Page 62 of 82
Item
No. Refer Para No. Original Revised
31.5mm OD : 36.5mm wall thickness : 2.5mm
flexible pipes and fittings. The sizes and makes to
be specified in interface coordination with R-1
package.
b) The Contractor shall provide all the necessary
supporting and fixing devices to install the water
supply filling pipes and fittings securely in
position. The fixing devices shall be rigidly
anchored into the train platform. The devices
shall be corrosion resistant and shall be so fixed
that they do not present an unsightly appearance in
the final assembly.
c) All filling pipes and fittings shall be tested
before and after installation.
163. Part 2,
Section VI-3,
Sub-Division 06020,
W-1-2. Battery Pusher:
(Train Movement
Device)
Page 11 of 27
2. Equipment Configuration:
a) 1 set shall consist of:
b) Battery Pusher with battery charger: 1 No.
2. Equipment Configuration:
a) 1 set shall consist of a Battery Pusher with a battery
charger: 1 No.
164. Part 2, Section VI-3,
Sub-Division 07020,
Sub-Clause 4.1.1
Page 14 of 16, 15 of 16
B) Fuel Feeder
The test procedure and specifications shall be
submitted for approval of the Engineer.
Hose: It shall meet the following test requirements
and performance as per Table-M2
Test item Performance Main test
condition
B) Fuel Feeder and Hose:
The test procedure and specifications shall be
submitted for approval of the Engineer.
The length of fuel supply hose up to the nozzle shall be
5 m or less. The distance of the fuel feeder from the fuel
inlet point to the inspection / maintenance cars shall be
planned accordingly.
The checks / tests shall be carried out at the location of
the manufacturer’s works.
Page 63 of 82
Item
No. Refer Para No. Original Revised
Hose Pressure
resistanc
e test
Pressure test There is no
abnormality
such as leakage,
local blister
0.98 Mpa
Burst test Mpa 1.96
MPa or
more
(20 and
more)
The time
required for
explosion is 1
minute or more
Continuity test Conducting -
Peeling
test
Delamination
distance for 1
minute mm
Less than 25 0.29MPa
(3 kgf/sqcm)
Rubber
layer
Tensile
test
Tensile strength
Mpa
6.37 MPa and
more
(65 and more)
-
Elongation
rate%
200 and more -
Aging
Test
Tensile Strength
Change rate %
Less than -25 70±1、96h
Pressure
resistanc
e test
Tensi
le
stren
gth
chan
ge
rate
%
Inner
surface
rubber
Less than -40 Test oil A (fuel
oil)
20+10
70h
Externa
l rubber
Less than -60
Volu
me
chan
ge
rate
%
Inner
surface
rubber
+10~-3
Externa
l rubber
+100~0
The fuel feeder shall be designed for discharge flow volume
of 70-80 lpm.
Page 64 of 82
Item
No. Refer Para No. Original Revised
The length of fuel supply hose up to the nozzle shall
be 5 m or less. The distance of fuel feeder from the
fuel inlet point to the inspection / maintenance cars
shall be planned accordingly.
The checks / tests shall be carried out at the
manufacturer’s works.
The fuel feeder shall be designed for discharge flow
volume of approximately 180 lpm.
165. Part 1
Section IV. Bidding
Forms, Schedule No. 3
Item No. 300
Page 22 of 122
Viaducts and Bridges (Note: The unit of measurement
is linear length (irrespective of the span length) along
the centre line of the structure. Payment of each stage
will be done on a pro-rata basis)
Viaducts and Bridges (Note: The unit of measurement
for superstructure is linear length (irrespective of the span
length) along the centre line of the superstructure.
The unit of measurement for substructure & foundation
shall be based on the number of substructures. Payment of
each stage will be done on a pro-rata basis.
166. IFB, Item no. 9, Page 3
of 3 Interested eligible Bidders, who purchased the Bidding
Documents beforehand, are invited to attend a Pre-bid
meeting to be held on 16th April 2019. The venue and
time are as follows:
Venue : National High Speed Rail
Interested eligible Bidders, who purchased the
Bidding Documents beforehand, are invited to attend
a Pre-bid meeting to be held on 16th April 2019. The
venue and time are as follows:
Venue : National High Speed Rail
Page 65 of 82
Item
No. Refer Para No. Original Revised
Corporation Limited
2nd Floor, Asia Bhawan
Road No.205, Sector-9, Dwarka
New Delhi – 110077, India
Time : 11:00 hrs
Participation in this Pre-Bid Meeting is not
mandatory.
Corporation Limited
2nd Floor, Asia Bhawan
Road No.205, Sector-9, Dwarka
New Delhi – 110077, India
Time : 11:00 hrs
2nd Pre-Bid Meeting to be held on 30th May 2019. The
venue & time shall be same as given above.
Participation in this Pre-Bid Meeting is not
mandatory.
167. Part-3, Section VIII,
Part-B- Specific
Provisions,
Sub-Clause 14.9 Payment
of Retention Money
(second para)
The Contractor may substitute the Retention Money
deducted from Interim Payment Certificates with an
unconditional bank guarantee issued by any bank
nationalized or scheduled by the Government of India or
any Japanese bank having corresponding arrangements
with the Indian bank of equivalent amount for the
respective currency portions provided that the refund
shall be made in tranches of 1% of the Contract Price.
The bank guarantees shall be valid and enforceable until
the Contractor has executed and completed the Works
and remedied any defects, as specified for the
Performance Security in Sub-Clause 4.2.
The Contractor may substitute the Retention Money
deducted from Interim Payment Certificates with an
unconditional bank guarantee issued by any bank
nationalized or scheduled by the Government of India
or any Japanese bank having corresponding
arrangements an Indian bank for an equivalent amount
for the respective currency portions provided that the
refund shall be made in tranches of 1% of the Contract
Price. The bank guarantees shall be valid and
enforceable until the Contractor has executed and
completed the Works and remedied any defects, as
specified for the Performance Security in Sub-Clause
4.2. Alternatively, the Contractor may submit bank
guarantee for full Retention Money in advance to
avoid deduction of Retention Money from Interim
Payment Certificate.
Page 66 of 82
Item
No. Refer Para No. Original Revised
168. Part 2,
Section VI-4,
Drawings,
Division 04000
Final Alignment Drawings for Ch 322km200m to Ch
394Km000m are attached as Attachment No. 7 of
Addendum No. 2.
169. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 79 of 207
Case 1: Bridge Length, L=30m (L=26, 27, 28, 29, 30m):
PSC Box girder on fixed side
Case 1: Bridge Length 30m (L=26, 27, 28, 29, 30m):
PSC Box girder on fixed or movable side
170. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 79 of 207
Case 2: Bridge Length, L=35m (L=31, 32, 33, 34, 35m):
PSC Box girder on fixed side
Case 2: Bridge Length 35m (L=31, 32, 33, 34, 35m):
PSC Box girder on fixed or movable side
171. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 80 of 207
Case 3: Bridge Length, L=40m (L=36, 37, 38, 39, 40m):
PSC Box girder on fixed side
Case 3: Bridge Length 40m (L=36, 37, 38, 39, 40m):
PSC Box girder on fixed or movable side
172. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 80 of 207
Case 4: Bridge Length, L=45m (L=41, 42, 43, 44, 45m):
PSC Box girder on fixed side
Case 4: Bridge Length 45m (L=41, 42, 43, 44, 45m):
PSC Box girder on fixed or movable side
173. Part 2,
Section VI-2,
Case 5: Bridge Length, L=25m (L=21, 22, 23, 24, 25m):
PSC I-girder on fixed side
Case 5: Bridge Length 25m (L=21, 22, 23, 24, 25m):
PSC I-girder on fixed or movable side
Page 67 of 82
Item
No. Refer Para No. Original Revised
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 80 of 207
174. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 81 of 207
Case 6: Bridge Length, L=30m (L=26, 27, 28, 29, 30m):
PSC I-girder on fixed side
Case 6: Bridge Length 30m (L=26, 27, 28, 29, 30m):
PSC I-girder on fixed or movable side
175. Part 2,
Section VI-2,
Division 02000,
Attachment 5,
Sub-Clause 1.2.2.1.
Pages 81 of 207
Case 7: Bridge Length, L=35m (L=31, 32, 33, 34, 35m):
PSC I-girder on fixed side
Case 7: Bridge Length 35m (L=31, 32, 33, 34, 35m):
PSC I-girder on fixed or movable side
176. Part 1, Section IV,
Bidding Forms, 4.0
Bidder’s Qualification,
Form FIN 1 (2nd Row),
Page 83 of 122
Type of
Financial
Information in
(currency)
Historic Information for Previous 3
(three) Years
(amount in currency, currency,
exchange rate, INR equivalent)
2015-2016 2016-2017 2017-2018
Type of
Financial
Information in
(currency)
Historic Information for Previous 3
(three) Years
(amount in currency, currency,
exchange rate, INR equivalent)
2016-2017 2017-2018 2018-2019
Page 68 of 82
Item
No. Refer Para No. Original Revised
177. Part 1, Section IV,
Bidding Forms, 4.0
Bidder’s Qualification,
Form FIN 2 (1st
Column),
Page 85 of 122
Annual Turnover Data (Construction only)
Year Amount and
Currency
Exchange
Rate
INR
Equivalent
[indicate
year]
[insert amount
and indicate
currency]
[insert
applicable
exchange
rate]
[insert amount
in INR
equivalent]
2015-2016
2016-2017
2017-2018
Average Annual Construction Turnover *
Annual Turnover Data (Construction only)
Year Amount and
Currency
Exchange
Rate
INR
Equivalent
[indicate
year]
[insert amount
and indicate
currency]
[insert
applicable
exchange
rate]
[insert
amount in INR
equivalent]
2016-2017
2017-2018
2018-2019
Average Annual Construction Turnover *
178. Part 1, Section II, Bid
Data Sheet, ITB 7.1
(Page 3-4 of 33)
“The Employer’s response will be uploaded on the
Employer’s webpage no later than twenty-eight (28) days
prior to the deadline for submission of Bids, provided that
such request is received no later than forty-nine (49) days
prior to the deadline”.
“The Employer’s response will be uploaded on the
Employer’s webpage no later than twenty-eight (28)
days prior to the deadline for submission of Bids,
provided that such request is received no later than thirty-
nine (39) days prior to the deadline”.
Page 69 of 82
Attachment – 1 [Addendum No. 2 (Item No. 136 & 156)]
Appendix 7. Bending Hook Dimensions for Reinforcement Bar (Fe 500D)
1. General
The reinforcement bars shall be bent to conform to the dimensions and shape shown
on the Drawings and this appendix in a manner that will not damage the parent
material. Bars shall be bent cold.
2. The shape of hook
The shape of hook shall be as follows.
a) Semi-circular hook
b) Right angle hook
c) Acute angle hook
d) Corner
D = 6.0ϕሺ𝑟1 = 3.0ϕሻ or more
ሺIn case diameter 25mm or more, r1 = 4.0ϕ or moreሻ
l1 = 4ϕ or more, and 60mm or more
𝑟1
r2 = 3.0ϕ or more
ሺIn case diameter 25mm or more, r2 = 4.0ϕ or moreሻ
l2 = 12ϕ or more
r3 = 3.0ϕ or more
ሺIn case diameter 25mm or more, r3 = 4.0ϕ or moreሻ
l3 = 6ϕ or more, and 60mm or more
ሺIn case of hoop reinforcement, l3 = 10ϕ or moreሻ
r = 10.0𝜙 or more
r4 = r + 𝜙 2Τ
Page 70 of 82
e) Bent-up bar
3. The detail dimension of hook
The detail dimension of hook shall be as follows.
D, D1, a, l1, L1, r2, b, l2, L2, r3, r’3, c, l3, L3, r4, L4, r5, L5 shall be as per each hook figure
as shown above.
Table A: Standard hook shapes and dimensions for longitudinal reinforcements
Unit (mm)
Type Mass per
Metre
Cross-Sectional
Area Semicircular hook Right angle hook Corner
Bent-up bar
φ (kg/m) (mm2) D D1 a l1 L1 2L1 r2 b l2 L2 2L2 r4 L4 r5 L5
10 0.617 78.6 60 70 110 60 170 340 30 55 125 180 360 110 173 60 47
12 0.888 113.1 80 92 145 65 210 420 40 72 148 220 440 130 204 70 55
16 1.58 201.2 100 116 182 68 250 500 50 91 199 290 580 170 267 90 71
20 2.47 314.3 120 140 220 80 300 600 60 110 240 350 700 210 330 110 86
25 3.85 491.1 200 225 353 107 460 920 100 177 303 480 960 270 424 140 110
28 4.83 615.8 230 258 405 115 520 1040 115 203 337 540 1080 300 471 160 126
32 6.31 804.6 260 292 459 131 590 1180 130 229 391 620 1240 340 534 180 141
36 7.99 1018.3 290 326 512 148 660 1320 145 256 434 690 1380 380 597 200 157
Table B: Standard hook shapes and dimensions for shear and hoop reinforcements
Unit (mm)
Type
Mass
per
Metre
Cross-
Sectional
Area
Semicircular hook
Acute angle hook
l3 = 6ϕ l3 = 10ϕ(Note1)
φ (kg/m) (mm2) D D1 a l1 L1 2L1 r3 r'3 c l3 L3 2L3 l3 L3 2L3
10 0.617 78.6 60 70 110 60 170 340 30 35 82 68 150 300 108 190 380
12 0.888 113.1 80 92 145 65 210 420 40 46 108 72 180 360 122 230 460
16 1.58 201.2 100 116 182 68 250 500 50 58 137 103 240 480 163 300 600
20 2.47 314.3 120 140 220 80 300 600 60 70 165 125 290 580 205 370 740
25 3.85 491.1 200 225 353 107 460 920 100 113 266 154 420 840 254 520 1040
28 4.83 615.8 230 258 405 115 520 1040 115 129 304 176 480 960 286 590 1180
32 6.31 804.6 260 292 459 131 590 1180 130 146 344 196 540 1080 326 670 1340
36 7.99 1018.3 290 326 512 148 660 1320 145 163 384 216 600 1200 366 750 1500
Note1: ‘l3=10φ’ shall be applied to the hoop reinforcements of column and pier member.
r = 5.0𝜙 or more
r5 = r + 𝜙 2Τ
Page 71 of 82
Appendix 8. Joints of Reinforcement Bars (Lap/Mechanical Joint)
GENERAL
Lap joints and mechanical joints of reinforcement bars shall conform to the locations
and dimensions on the Drawings. They can be changed as follows:
1) CHANGE OF LAP JOINT TO MECHANICAL JOINT OR VICE VERSA
Lapped splice may be replaced with mechanical joint or vice versa in the following
manner, subject to the Engineer’s approval.
1.1 Joint to Mechanical Joint
Page 72 of 82
1.2 Mechanical Joint to Joint
Page 73 of 82
2) JOINTS BY REINFORCEMENT IN CAST-IN-SITU PILES
(LONGITUDINAL BARS)
Lapped splices and mechanical joints in main longitudinal bars of cast-in-situ piles
shall be installed as per the Drawings and in the following manner, subject to the
Engineer’s approval.
Page 74 of 82
Attachment 2 [Addendum No. 2 (Item No. 15)]
Chapter IV. Interface Requirement between P-1 (B), P-2, P-3
Temporary Possession of C-4 Area required by P-1 (B), P-2, P-3
Pkg GAD
No.
Chainage Bridge
Length
(m)
Span Length (m)
and type of Structure Time for
Completion
(days)
Temporary Possession of C-4 area*
(Indicative)
Period of
Temporary
Possession
(Indicative)
1 2 3 4 Side Chainage
Intrusion
into C-4
area (m)
Period (day)
from to from to
P-
1(B)
68 159.670 159.770 100 100.00
550 Mumbai 159.510 160 240 550
Truss Ahmedabad 159.840 70 240 550
9 210.275 210.485 210 40.00 65.00 65.00 40.00
630 Mumbai 210.260 15 1 630
PC PC PC PC Ahmedabad 210.505 20 1 630
12 285.877 286.037 160 100.00 60.00
610 Mumbai 285.727 150 240 510
Truss Truss Ahmedabad 286.062 25 240 610
No.
1441 297.027 297.287 260
50.00 80.00 80.00 50.00 700
Mumbai 297.007 20 1 700
PC PC PC PC Ahmedabad 297.302 15 1 700
61 317.347 317.447 100 100.00
550 Mumbai 317.187 160 240 550
Truss Ahmedabad 317.517 70 240 550
14 326.772 327.002 230 100.00 130.00
520 Mumbai 326.522 250 270 520
Truss Truss Ahmedabad 327.027 25 270 520
15 333.276 333.606 330 100.00 130.00 100.00
610 Mumbai 333.251 25 390 610
Truss Truss Truss Ahmedabad 333.946 340 390 610
62 384.941 385.011 70 70.00
580 Mumbai 384.891 50 210 580
Truss Ahmedabad 385.131 120 210 580
P-2 10 235.274 235.484 210 40.00 65.00 65.00 40.00
630 Mumbai 235.259 15 1 630
PC PC PC PC Ahmedabad 235.504 20 1 630
P-3 11 241.510 241.770 260 50.00 80.00 80.00 50.00
700 Mumbai 241.490 20 1 700
PC PC PC PC Ahmedabad 241.785 15 1 700
*In the area mentioned, C-4 Contractor can carry out foundation works, pier works only. The rebars for the piers constructed shall be bent and no pier cap or superstructure works shall be carried out until the period for temporary possession for P-1 (B)/P-2/P-3 Contractor is completed at that Particular Bridge and approved by the Engineer.
Page 75 of 82
Attachment 3 (Refer Addendum No. 2 (Item No. 135))
3. STOP MARKERS
The train stop marker shall be installed at a position to designate the stopping position
of a train or rolling stock. The Contractor shall submit an installation plan to the
Engineer for obtaining approval prior to the commencement of installation. The
Contractor shall install two types of stop markers, one for drivers and another for
conductors in the station platform area at the positions indicated below.
station Number
of
platform
Number of platforms
for passengers get on
and off
Stop marker
For driver
For
conductor
Vapi 2 2 2 6
Bilimora 2 2 2 6
Surat 2 4 4 12
Bharuch 2 3 4 9
Fig. 18 Representative Stop Positions at Surat Station (from center of train set)
centre of platform
Page 76 of 82
The stop marker for drivers shall be made of aluminium square plate with reflective
surface material of dimensions 200mm x 200mm with a minimum thickness of 2.0mm.
Stop markers for conductors shall be an equilateral triangle of side length 220mm
provided on platform with weather resistant polyurethane film or equivalent material.
The stop marker for drivers in Surat Depot shall be made of aluminium square plate with
reflective surface material of dimensions (150mm x 150mm) with minimum thickness of
2.0mm. Three (03) number stop markers shall be required to be installed.
Fig. 19 Stop Marker for Drivers
Fig. 20 Stop Marker for Conductors
Page 77 of 82
4.STOP-AND-PROCEED INDICATOR
The stop-and-proceed indicator shall be installed at a position where rolling stock needs
to stop before proceeding into Surat Depot. The Contractor shall submit an installation
plan to the Engineer for obtaining approval prior to the commencement of thee
installation. Three (03) number stop markers shall be required to be installed made of
Rectangular Aluminium plate with reflective surface material of dimensions (200mm x
500mm).
5.STEPS FOR GETTING ON / OFF
The steps for getting on / off in Surat Depot shall be installed at a position where a
driver gets on a train from the ground or gets off a train to the ground. The Contractor
shall submit an installation plan to the Engineer for obtaining approval prior to the
commencement of installation. The structure of the steps and passages is made of steel.
It will be installed in two places in the Depot.
Fig. 21 Stop Marker for Drivers in Surat Depot
Fig. 22 Stop-and-proceed indicator in Surat Depot
Fig. 23 Steps for getting on / off
Page 78 of 82
Attachment 4 [Addendum No. 2 (Item No. 51)]
1.2.2.2. Pier (for fixed-fixed bearing condition)
Depending on the type and length of superstructures and the height of pier, the
Standard Design drawings for rectangular piers shall be selected from the following
three (3) tables for fixed-fixed bearing condition.
Where the fixed-fixed bearing condition required other than the following, the
Contractor shall immediately report to the Engineer.
Case FF1: Bridge Length 30m (L=26, 27, 28, 29, 30m): PSC Box girder on fixed side
Table 2.2.1: Applicable Standard Design drawings for piers (Case FF1)
Bridge Length
Fixed side
Pier height (m)
4 <H≤ 7 7 <H≤ 10 10 <H≤ 13 13 <H≤ 16 16 <H≤ 19 19 <H≤ 22 22 <H≤ 25 25 <H≤ 28
PSC box girder
30m
(26/27/28/29/30m)
L-B4-7 L-B4-10 L-B4-13 L-B4-16 L-B4-19 L-B4-22 N/A N/A
Case FF2: Bridge Length, L=35m (L=31, 32, 33, 34, 35m): PSC Box girder on fixed side
Table 2.2.2: Applicable Standard Design drawings for piers (Case FF2)
Bridge Length
Fixed side
Pier height (m)
4 <H≤ 7 7 <H≤ 10 10 <H≤ 13 13 <H≤ 16 16 <H≤ 19 19 <H≤ 22 22 <H≤ 25 25 <H≤ 28
PSC box girder
35m
(31/32/33/34/35m)
L-B4-10 L-B4-13 L-B4-16 L-B4-19 N/A N/A N/A N/A
Case FF3: Bridge Length, L=40m (L=36, 37, 38, 39, 40m): PSC Box girder on fixed side
Table 2.2.3: Applicable Standard Design drawings for piers (Case FF3)
Bridge Length
Fixed side
Pier height (m)
4 <H≤ 7 7 <H≤ 10 10 <H≤ 13 13 <H≤ 16 16 <H≤ 19 19 <H≤ 22 22 <H≤ 25 25 <H≤ 28
PSC box girder
40m
(36/37/38/39/40m)
L-B4-10 L-B4-16 L-B4-19 L-B4-22 N/A N/A N/A N/A
Page 79 of 82
1.2.2.3. Foundation on/in soil stratum
The Standard Design drawings of spread foundation are categorized into five cases
according to the ultimate bearing capacity of the bearing stratum, i.e. 600 kN/m2 or
greater, 750 kN/m2 or greater, 900 kN/m2 or greater, 1200 kN/m2 or greater and 1500
kN/m2 or greater. Similarly, the Standard Design drawings for cast-in-situ pile
foundations are categorized based on ground cases ①, ② and ③, and for precast
driven pile foundations the categorization is based on the pile diameter.
The Standard Design drawing for a foundation shall be selected taking account of the
combination of the ground conditions and rectangular pier configuration (refer to Sub-
Paragraph 1.2.2.1) and are tabulated below (Table 2.2.4).
Table 2.2.4: Standard Design drawings for foundation
Rectangular
pier
configuration
Spread foundation (KN/m2) Cast-in-situ pile Driven pile
600 ≤ 750 ≤ 900 ≤ 1,200 ≤ 1,500 ≤ Case ① Case ② Case ③ φ600 φ700
L-B1-7 L-B1-7-
S-20
L-B1-7-
S-25
L-B1-7-
S-30
L-B1-7-
S-40
L-B1-7-
S-50
*L-R1-
CP-①
L-R1-
CP-②
L-R1-
CP-③
*L-R1-
DP-1
L-R1-
DP-2
L-B2-7 L-B2-7-
S-20
L-B2-7-
S-25
L-B2-7-
S-30
L-B2-7-
S-40
L-B2-7-
S-50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-B3-7 L-B3-7-
S-20
L-B3-7-
S-25
L-B3-7-
S-30
L-B3-7-
S-40
L-B3-7-
S-50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-B4-7 L-B4-7-
S-20
L-B4-7-
S-25
L-B4-7-
S-30
L-B4-7-
S-40
L-B4-7-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-B1-10 L-B1-10-
S-20
L-B1-10-
S-25
L-B1-10-
S-30
L-B1-10-
S-40
L-B1-10-
S-50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-B2-10 L-B2-10-
S-20
L-B2-10-
S-25
L-B2-10-
S-30
L-B2-10-
S-40
L-B2-10-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-B3-10 L-B3-10-
S-20
L-B3-10-
S-25
L-B3-10-
S-30
L-B3-10-
S-40
L-B3-10-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-B4-10 - L-B4-10-
S-25
L-B4-10-
S-30
L-B4-10-
S-40
L-B4-10-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-B1-13 L-B1-13-
S-20
L-B1-13-
S-25
L-B1-13-
S-30
L-B1-13-
S-40
L-B1-13-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-B2-13 L-B2-13-
S-20
L-B2-13-
S-25
L-B2-13-
S-30
L-B2-13-
S-40
L-B2-13-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-B3-13 - L-B3-13-
S-25
L-B3-13-
S-30
L-B3-13-
S-40
L-B3-13-
S-50
L-R5-
CP-①
L-R5-
CP-②
L-R5-
CP-③
L-R5-
DP-1
L-R5-
DP-2
Page 80 of 82
Rectangular
pier
configuration
Spread foundation (KN/m2) Cast-in-situ pile Driven pile
600 ≤ 750 ≤ 900 ≤ 1,200 ≤ 1,500 ≤ Case ① Case ② Case ③ φ600 φ700
L-B4-13 - - L-B4-13-
S-30
L-B4-13-
S-40
L-B4-13-
S-50
L-R6-
CP-①
L-R6-
CP-②
L-R6-
CP-③
L-R6-
DP-1
L-R6-
DP-2
L-B1-16 L-B1-16-
S-20
L-B1-16-
S-25
L-B1-16-
S-30
L-B1-16-
S-40
L-B1-16-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-B2-16 L-B2-16-
S-20
L-B2-16-
S-25
L-B2-16-
S-30
L-B2-16-
S-40
L-B2-16-
S-50
L-R5-
CP-①
L-R5-
CP-②
L-R5-
CP-③
L-R5-
DP-1
L-R5-
DP-2
L-B3-16 - L-B3-16-
S-25
L-B3-16-
S-30
L-B3-16-
S-40
L-B3-16-
S-50
L-R6-
CP-①
L-R6-
CP-②
L-R6-
CP-③
L-R6-
DP-1
L-R6-
DP-2
L-B4-16 - - L-B4-16-
S-30
L-B4-16-
S-40
L-B4-16-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-B1-19 L-B1-19-
S-20
L-B1-19-
S-25
L-B1-19-
S-30
L-B1-19-
S-40
L-B1-19-
S-50
L-R6-
CP-①
L-R6-
CP-②
L-R6-
CP-③
L-R6-
DP-1
L-R6-
DP-2
L-B2-19 - L-B2-19-
S-25
L-B2-19-
S-30
L-B2-19-
S-40
L-B2-19-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-B3-19 - L-B3-19-
S-25
L-B3-19-
S-30
L-B3-19-
S-40
L-B3-19-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-B4-19 - - L-B4-19-
S-30
L-B4-19-
S-40
L-B4-19-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-B1-22 - L-B1-22-
S-25
L-B1-22-
S-30
L-B1-22-
S-40
L-B1-22-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-B2-22 - - L-B2-22-
S-30
L-B2-22-
S-40
L-B2-22-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-B3-22 - - L-B3-22-
S-30
L-B3-22-
S-40
L-B3-22-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-B4-22 - - L-B4-22-
S-30
L-B4-22-
S-40
L-B4-22-
S-50
L-R10-
CP-①
L-R10-
CP-②
L-R10-
CP-③
L-R10-
DP-1
L-R10-
DP-2
L-B1-25 - - L-B1-25-
S-30
L-B1-25-
S-40
L-B1-25-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-B2-25 - - L-B2-25-
S-30
L-B2-25-
S-40
L-B2-25-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-B3-25 - - L-B3-25-
S-30
L-B3-25-
S-40
L-B3-25-
S-50
L-R10-
CP-①
L-R10-
CP-②
L-R10-
CP-③
L-R10-
DP-1
L-R10-
DP-2
L-B4-25 - - L-B4-25-
S-30
L-B4-25-
S-40
L-B4-25-
S-50
L-R11-
CP-①
L-R11-
CP-②
L-R11-
CP-③
L-R11-
DP-1
L-R11-
DP-2
Page 81 of 82
Rectangular
pier
configuration
Spread foundation (KN/m2) Cast-in-situ pile Driven pile
600 ≤ 750 ≤ 900 ≤ 1,200 ≤ 1,500 ≤ Case ① Case ② Case ③ φ600 φ700
L-B1-28 - - L-B1-28-
S-30
L-B1-28-
S-40
L-B1-28-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-B2-28 - - L-B2-28-
S-30
L-B2-28-
S-40
L-B2-28-
S-50
L-R10-
CP-①
L-R10-
CP-②
L-R10-
CP-③
L-R10-
DP-1
L-R10-
DP-2
L-B3-28 - - L-B3-28-
S-30
L-B3-28-
S-40
L-B3-28-
S-50
L-R11-
CP-①
L-R11-
CP-②
L-R11-
CP-③
L-R11-
DP-1
L-R11-
DP-2
L-B4-28 - - L-B4-28-
S-30
L-B4-28-
S-40
L-B4-28-
S-50
L-R11-
CP-①
L-R11-
CP-②
L-R11-
CP-③
L-R11-
DP-1
L-R11-
DP-2
(Table 2.2.4: Continued)
Rectangular
pier
configuration
Spread foundation (KN/m2) Cast-in-situ pile Driven pile
6001* ≤ 750 ≤ 900 ≤ 1,200 ≤ 1,500 ≤ Case 1 Case 2 Case 3 φ600 φ700
L-I1-7 2*L-I1-7-
S-20
L-I1-7-S-
25
L-I1-7-S-
30
L-I1-7-S-
40
L-I1-7-S-
50
2*L-R1-
CP-①
L-R1-
CP-②
L-R1-
CP-③
2*L-R1-
DP-1
2*L-R1-
DP-2
L-I2-7 L-I2-7-S-
20
L-I2-7-S-
25
L-I2-7-S-
30
L-I2-7-S-
40
L-I2-7-S-
50
L-R1-
CP-①
L-R1-
CP-②
L-R1-
CP-③
L-R1-
DP-1
L-R1-
DP-2
L-I3-7 L-I3-7-S-
20
L-I3-7-S-
25
L-I3-7-S-
30
L-I3-7-S-
40
L-I3-7-S-
50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-I1-10 L-I1-10-
S-20
L-I1-10-
S-25
L-I1-10-
S-30
L-I1-10-
S-40
L-I1-10-
S-50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-I2-10 L-I2-10-
S-20
L-I2-10-
S-25
L-I2-10-
S-30
L-I2-10-
S-40
L-I2-10-
S-50
L-R2-
CP-①
L-R2-
CP-②
L-R2-
CP-③
L-R2-
DP-1
L-R2-
DP-2
L-I3-10 L-I3-10-
S-20
L-I3-10-
S-25
L-I3-10-
S-30
L-I3-10-
S-40
L-I3-10-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-I1-13 L-I1-13-
S-20
L-I1-13-
S-25
L-I1-13-
S-30
L-I1-13-
S-40
L-I1-13-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-I2-13 L-I2-13-
S-20
L-I2-13-
S-25
L-I2-13-
S-30
L-I2-13-
S-40
L-I2-13-
S-50
L-R3-
CP-①
L-R3-
CP-②
L-R3-
CP-③
L-R3-
DP-1
L-R3-
DP-2
L-I3-13 L-I3-13-
S-20
L-I3-13-
S-25
L-I3-13-
S-30
L-I3-13-
S-40
L-I3-13-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-I1-16 L-I1-16-
S-20
L-I1-16-
S-25
L-I1-16-
S-30
L-I1-16-
S-40
L-I1-16-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-I2-16 L-I2-16-
S-20
L-I2-16-
S-25
L-I2-16-
S-30
L-I2-16-
S-40
L-I2-16-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
Page 82 of 82
Rectangular
pier
configuration
Spread foundation (KN/m2) Cast-in-situ pile Driven pile
6001* ≤ 750 ≤ 900 ≤ 1,200 ≤ 1,500 ≤ Case 1 Case 2 Case 3 φ600 φ700
L-I3-16 - L-I3-16-
S-25
L-I3-16-
S-30
L-I3-16-
S-40
L-I3-16-
S-50
L-R5-
CP-①
L-R5-
CP-②
L-R5-
CP-③
L-R5-
DP-1
L-R5-
DP-2
L-I1-19 L-I1-19-
S-20
L-I1-19-
S-25
L-I1-19-
S-30
L-I1-19-
S-40
L-I1-19-
S-50
L-R4-
CP-①
L-R4-
CP-②
L-R4-
CP-③
L-R4-
DP-1
L-R4-
DP-2
L-I2-19 L-I2-19-
S-20
L-I2-19-
S-25
L-I2-19-
S-30
L-I2-19-
S-40
L-I2-19-
S-50
L-R6-
CP-①
L-R6-
CP-②
L-R6-
CP-③
L-R6-
DP-1
L-R6-
DP-2
L-I3-19 - L-I3-19-
S-25
L-I3-19-
S-30
L-I3-19-
S-40
L-I3-19-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-I1-22 L-I1-22-
S-20
L-I1-22-
S-25
L-I1-22-
S-30
L-I1-22-
S-40
L-I1-22-
S-50
L-R6-
CP-①
L-R6-
CP-②
L-R6-
CP-③
L-R6-
DP-1
L-R6-
DP-2
L-I2-22 - L-I2-22-
S-25
L-I2-22-
S-30
L-I2-22-
S-40
L-I2-22-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-I3-22 - - L-I3-22-
S-30
L-I3-22-
S-40
L-I3-22-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-I1-25 - L-I1-25-
S-25
L-I1-25-
S-30
L-I1-25-
S-40
L-I1-25-
S-50
L-R7-
CP-①
L-R7-
CP-②
L-R7-
CP-③
L-R7-
DP-1
L-R7-
DP-2
L-I2-25 - - L-I2-25-
S-30
L-I2-25-
S-40
L-I2-25-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-I3-25 - - L-I3-25-
S-30
L-I3-25-
S-40
L-I3-25-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-I1-28 - L-I1-28-
S-25
L-I1-28-
S-30
L-I1-28-
S-40
L-I1-28-
S-50
L-R8-
CP-①
L-R8-
CP-②
L-R8-
CP-③
L-R8-
DP-1
L-R8-
DP-2
L-I2-28 - - L-I2-28-
S-30
L-I2-28-
S-40
L-I2-28-
S-50
L-R9-
CP-①
L-R9-
CP-②
L-R9-
CP-③
L-R9-
DP-1
L-R9-
DP-2
L-I3-28 - - L-I3-28-
S-30
L-I3-28-
S-40
L-I3-28-
S-50
L-R10-
CP-①
L-R10-
CP-②
L-R10-
CP-③
L-R10-
DP-1
L-R10-
DP-2
1*: “600 ≤” indicates the ultimate bearing capacity of the bearing stratum is 600kN/m2 or lesser.
2*Example Legend for Standard Design drawings
Spread
foundation
1st field: L 2nd field: I1 3rd field: 7 4th field: S 5th field: 20
Rectangular
pier Girder type
Pier height
(m)
Spread
foundation
Bearing
capacity
Cast in-situ
pile
foundation
1st field: L 2nd field: R1 3rd field: CP 4th field:①
Rectangular
pier
Loading
Case 1
Cast in-situ
pile
foundation
Case 1
Driven pile
foundation
1st field: L 2nd field: R1 3rd field: DP 4th field: 2
Rectangular
pier
Loading
Case 1
Driven pile
foundation φ700
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