NATIONAL HIGH SPEED RAIL CORPORATION LIMITED (NHSRCL) …nhsrcl.in/sites/default/files/tender/2019-07/NHSRCL... · “The Contractor shall establish a horizontal and vertical control

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


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


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


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


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


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,


05000,


for C4 Package”,


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


20. Part 2,


05000,


for C4 Package”,


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


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


61. Part 2,

Section VI-2,

Division 02000,

Attachment 5,

Sub-Clause 2.3.2.4.,

Item b)

Page 179 of 207


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


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


≥ 600kN/m2 5m

*SA-U-S-20

≥ 1500kN/m2 SA-U-S-50


≥ 1200kN/m2 SA-U-S-40


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


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


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


70. Part 2,

Section VI-2,

Division 03000,

Attachment 1,

Sub-Clause 1.2.1.2,

serial number 2

Page 10 of 51


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



71. Part 2,

Section VI-2,

Division 03000,

Attachment 1,

Sub-Clause 1.2.1.3,

serial number 2

Page 11 of 51


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


SD-JIC-C03-DRW-

ALL-ETS-CS3-00003



Page 30 of 82

Item


OF WALL TOP AND BOTTUM

DETAILS2

3) PRE-VERIFIED

REINFORCED CUT SOIL


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 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


FL


the bottom of the reinforced concrete wall.

Page 31 of 82

Item


74. Part 2,

Section VI-2,

Division 03000,

Attachment 1,

Sub-Clause 2.2.1.1,

serial number 2

Page 21 of 51


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


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


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


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


Rock

UCS ≧ 12.5MPa

4.0m < H ≦

8.0m

Sandy Soil N≧20


Rock

UCS ≧ 12.5MPa

With

OHE Mast

1.6m ≦ H ≦

4.0m

Sandy Soil N≧20


Rock

UCS ≧ 12.5MPa

4.0m < H ≦

8.0m

Sandy Soil N≧20


Rock

UCS ≧ 12.5MPa

UCS VALUE ≧ 12.5MPa

Page 33 of 82

Item


79. Part 2,

Section VI-2,

Division 03000,

Attachment 1,

Sub-Clause 3.2.1.1,

serial number 2

Page 31 of 51


Design drawing

REINFORCED BACKFILL

RETAINING WALL

DOUBLE TRACK DETAILS

SD-JIC-C03-DRW-

ALL-ETS-RW1-00201


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


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


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


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


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


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


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


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


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


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


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


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


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.


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>


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>


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.


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


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.


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).


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.


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.


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.


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.


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).


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



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>


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.


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.


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).


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


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.


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.


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.


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


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


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


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


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


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


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


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


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


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


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












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












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


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


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


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


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


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


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


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


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.


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


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


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


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


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





171. Part 2,

Section VI-2,

Division 02000,

Attachment 5,

Sub-Clause 1.2.2.1.

Pages 80 of 207





172. Part 2,

Section VI-2,

Division 02000,

Attachment 5,

Sub-Clause 1.2.2.1.

Pages 80 of 207





173. Part 2,

Section VI-2,


PSC I-girder on fixed side


PSC I-girder on fixed or movable side

Page 67 of 82

Item


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





175. Part 2,

Section VI-2,

Division 02000,

Attachment 5,

Sub-Clause 1.2.2.1.

Pages 81 of 207






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



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


l2 = 12ϕ or more

r3 = 3.0ϕ or more


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


61 317.347 317.447 100 100.00

550 Mumbai 317.187 160 240 550


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


P-2 10 235.274 235.484 210 40.00 65.00 65.00 40.00

630 Mumbai 235.259 15 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


*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


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


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


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


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


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


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