corrigendum 1 dated march 12, 2021 to tender specification

Corrigendum 1 dated March 12, 2021 to Tender Specification BHEL PSSR SCT 1948

BHEL PSSR SCT 1948 Corrigendum 1 of 5

Corrigendum 1 dated March 12, 2021 to Tender Specification BHEL PSSR SCT 1948 for the works of Construction of complete Ash dyke including drainage system, overflow lagoon, decantation well & associated civil works as per the specifications including grading of ash pond area on EPC basis at 3 x 800MW Talabira Power project, Jharsuguda, Odisha

A. Points from the Corrigendum/Corrigenda published by the Customer (18 pages), relevant to the Technical Specifications in Part-II of Volume IA Technical Conditions of Contract, is enclosed with this Corrigendum.

B. Some of the Bidders had raised queries in the published tender Specifications. The clarification issued by BHEL is furnished below:

Sl.No. Reference Clause of tender Existing Provision Bidder's Query BHEL Reply

1 Vol II B Spec No PE-TS-N80-682-C001 Section - A Scope of work, Exclusions & Terminal Points Clause No 1.0 Scope of work

Obtaining statutory approval (including payment of necessary fee, levy and all other related misc. expenditure from the State/Central Govt. authority for obtaining statutory approval) for the ash dyke.

We presume that BHEL has applied for all Statutory approvals and shall be in the scope of BHEL. Please confirm.

Obtaining statutory approval (including payment of necessary fee, levy and all other related misc. expenditure from the State/Central Govt. authority for obtaining statutory approval) for the Ash Dyke shall be in the scope of the bidder.

2 Vol 1C GCC PSSR-TLBR-AD-R0 Clause No 1.10 Security Deposit

The total amount of Security Deposit will be 5% of the contract value. The Bid Bond shall be returned to the bidder on acceptance of Security Deposit by BHEL. At least 50% of the Security Deposit should be deposited in any form as prescribed before start of the work and the balance 50% of the Security Deposit will be recovered by deducting 10% of the gross amount progressively from each running bills of the contractor till the total amount of the required Security Deposit is collected.

Request you to consider full security deposit of 5% contract value in the form of Bank Guarantee only instead of recovering 10% of gross amount from each RA bill

Bidder to refer Clauses 1.10.2, 1.10.4 and 1.10.5 of GCC. As such, submission of full Security Deposit in the form of Bank Guarantee is permitted.




3 Vol 1B SCC Clause No 10.3 & 10.4

Release of payment in each running bill including PVC Bills where ever applicable will be restricted to 95% of the value of work admitted as per stages of progressive pro rata payments. The 5% thus remaining shall be treated as ‘Retention Amount’ and shall be released as per terms specified in the General Conditions of Contract.

Kindly mention the total amount of Retention money for overall contract value.Request you to consider retention amount in the form of Bank Guarantee instead of deducting from each RA bill

Bidder to refer Cl. No. 1.7.4.2 & 1.7.4.3 of TCC. Retention amount in the form of Bank Guarantee is not acceptable.

4 Vol 1C GCC PSSR-TLBR-AD-R0 Clause No 2.7.9 Liquidated damages /Price Reduction

½ % of the Contract Price (including Price variation, if any) per week of delay or part thereof subject to a maximum of 5 % of the Total Contract Price(including Price variation, if any), by way of reduction in price for delay and not as penalty.

Request you to Limit LD of 0.2% per week of delay with max of 5% of contract value.

Tender condition prevails.

5 Vol 1A Part -I Terms of Payment Technical conditons of contract Clause No 1.7.3 Advance for Mobilization

Interest bearing advance for Mobilization, limited to 5% of the contract value will be paid against submission of bank guarantee of at least 110% of the advance valid for the contract period, which will be recovered from the first running bill onwardsThe advance for mobilization shall be paid as under2% of contract value after receipt of initial Security Deposit and additional security deposit as applicable if any1.5% of contract value on completion of site Mobilization of Machinery & T&P1.5% of contract value

Please provide Interest free advance of 5% of Contract Value in 2 equal installments

Tender condition prevails.




on completion of site Mobilization of Machinery & T&P

6 Vol II B Spec No PE-TS-N80-682-C001 Section - 1 Page No 68 of 118 Special Technical Requirements Bund protection for Nallah near Ash Dyke

Bund protection for Nallah near Ash Dyke is under the scope of Bidder. RCC/Stone masonry retaining wall from 1m below bottom of bund upto a height 1M above MFL of Bhedan River/nallah. Bidder shall make arrangements to get the MFL of the nallah/River obtained from Odisha state govt authorities. Bidder shall inspect the site before quoting the rates.

Please provide Drainage study report of Bhedan river for construction of Bund. Request ot provide MFL of the Bhedan River

Area Drainage Study for NLC Talabira Thermal Power Project, Stage I (3x800 MW) is attached. (54 pages)

7 Vol II GI/Section-1, 4.23.10 Ash Dyke

Ash dyke shall be constructed by optimized cutting/filling required to build up storage capacity as indicated in Mechanical Volume. With top of the bund shall not exceed 204.0m including free board of 1.5 m and bottom level shall be kept above the ground water table.

As per BH-27 water table indicated at 197.7m level, Hence if we provide bottom RL i.e +198.00 above water table maximum height will be 6m(i.e 204-198=6m) only, please confirm?

Relevant pages from NLCIL's Corrigendum-8 is attached. (18 pages) Bidder to refer Sl. No. 3 of the same for height of embankment and ground water table.


Top width of embankment shall be minimum 6 m having a 150mm consolidated thick WBM road (75mm consolidated thick in two layers)of 4.00 m wide over 230mm mm stone boulder sub base. Higher top width as per approved drawings shall be provided if pipelines are to be run over the dyke top.

Top width embankment shall be 6m with 4m WBM road.Please provide protection works/finishing for either side 1m shoulders at top of dyke.

No protection is required at the top of embankment.





Ash Dyke Slope Protection Works: …. Minimum 30 cm thick stone pitching with Riprap arrangement hand placed as per IS:8237…

As per IS:8237 hand placed riprap shall be 300mm thick laid over filter material of 300thk with 2 layers of each 150mm thick, please confirm.

Bidder to follow the specification.


Ash dyke (starter dyke) There is no clarity on Volume of Ash Pond, Please provide the same

The capacity of ash dyke shall be approx. 62,00,000 m3.

11 Vol II B Spec No PE-TS-N80-682-C001 Section - A Scope of work, Exclusions & Terminal Points Clause No 1.0 Scope of work point b.

Peripheral road and drain around the toe of embankment including connection of peripheral drain with nearest natural drain or nallah.

Please provide Type of road and width for peripheral road.

4.0m wide BT inspection road shall be provided along the outer periphery of dyke.

12 Drawing No. 18A03-DWG-C-0008

GA of Ash Dyke Please provide side slopes for ash pond (outside the Bund).

Side slopes shall be minimum 2.5 Horizontal to 1 Vertical. 3m wide berms shall be provided for all slopes at about 6 m height intervals. Berm is not envisaged in the first 8 m lift.

13 Vol 1A Part -I Chapter-II-Scope of Works-Clause 1.2.2.

Decantation well Please provide Decantation well details and also clarify it is through pumping or gravity

No decantation arrangement is needed.





General Please provide details of incoming lowest invert level of drain.

Topographical survey is in bidder's scope. Lowest invert level of nearby drain/natural nallah shall be decided by bidder.

Enclosures to this Corrigendum: Enclosure-1: Points from the Corrigendum/Corrigenda published by the Customer (18 Pages) Enclosure-2: Area Drainage Study for NLC Talabira Thermal Power Project, Stage I (3x800 MW) (54 pages)

ALL OTHER CONDITIONS REMAIN UNCHANGED. BIDDERS ARE REQUESTED TO CONSIDER THIS CORRIGENDUM AS PART OF TENDER SPECIFICATION AND QUOTE ACCORDINGLY.

-Sd-

(Asha Alex) SDGM/SCT

BHEL PSSR SCT 1948 Corrigendum 1

Enclosure 1 to Corrigendum 1 dated March 12, 2021

to Tender Specification BHEL PSSR SCT 1948

POINTS FROM THE CORRIGENDUM/CORRIGENDA

PUBLISHED BY THE CUSTOMER (18 Pages)

BHED

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GATE #2 WITHSECURITY OFFICE

GATE #3 WITHSECURITY OFFICE

GATE #4 CHECKPOST

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GATE#1MAIN GATE

COMPLEX WITHSECURITY AND

TIME OFFICE

RL. VARIES

CHECKPOSTCHECKPOST

CHECKPOST

01/01/2021 S:\Design_Comments\ODISHA TPP\CTO WORKS IN EPC SCOPE\(B) THERMAL POWER PLANT AREA\B1 - Site Grading Layout R2 (With Latest Layout).dwg

ESAKKIMUTHU.S.S

A0

ADGM/D

DGM/D

SCALE: DRG No:

EE/D

SIGNATURE DATE

DGM/C

DRN BY

REV. AMENDMENTSDATE CM/DEE/D DGM/D DGM/C

DCE/D OFFICE OF THE CHIEF GENERAL MANAGER / CIVIL / CTO

NLC India Limited(formerly Neyveli Lignite Corporation Limited)

('Navratna' - A Government of India Enterprise)

NEYVELI- 607 801,TAMIL NADU

DCE/D

CREATING WEALTHFOR WELL BEING

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2:1

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SECTION CC

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2:1

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NGL

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2:1

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COMPOUND WALL

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PERIPHERAL FENCING

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NLCIL ACQUIRED AREA BOUNDARY

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+202.50/202.00

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2:1

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4 LANE MAIN APPROACH ROAD

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SINGLE LANE ROAD

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NGL

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NGL

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COMPOUND WALL

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+202.50/202.00

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2:1

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2 LANE ROAD

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+201.00

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2:1

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PERIPHERAL FENCING

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SINGLE LANE ROAD

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4 LANE MAIN APPROACH ROAD

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NGL

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NGL

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NLCIL ACQUIRED AREA BOUNDARY

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NGL

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SECTION AA -TYPICAL CROSS SECTION ON RHS

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SECTION BB - TYPICAL CROSS SECTION ON LHS

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+201.00

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+201.00

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NOTE:- :- 1. ALL DIMENSIONS ARE IN mm & LEVELS IN metres. ALL DIMENSIONS ARE IN mm & LEVELS IN metres. 2. RCC GRADE M25 & STEEL Fe500 CONFIRMING TO IS1786 RCC GRADE M25 & STEEL Fe500 CONFIRMING TO IS1786 3. DO NOT SCALE DIMENSIONS FROM THE DRAWING. DO NOT SCALE DIMENSIONS FROM THE DRAWING. 4. REFER PLOT PLAN, NTTPP (Talabira) (DRG NO. : 18A03-DWG-M-002A) FOR PROJECT BOUNDARY. PLANT AREA SHALL REFER PLOT PLAN, NTTPP (Talabira) (DRG NO. : 18A03-DWG-M-002A) FOR PROJECT BOUNDARY. PLANT AREA SHALL BE GRADED TO RESPECTIVE LEVELS 10 M BEYOND PROJECT BOUNDARY ON ALL SIDES IN BOTH CUTTING & FILLING. 5. FOREST AREA AND JAL BHANDARAN AREA SHOWN IN DRAWING IS INDICATIVE. ACTUAL BOUNDARIES SHALL BE FOREST AREA AND JAL BHANDARAN AREA SHOWN IN DRAWING IS INDICATIVE. ACTUAL BOUNDARIES SHALL BE CHECKED AS PER GOVT RECORDS BEFORE EXECUTION OF WORK. 6. SLOPE OF EMBANKMENT IN FILLING AND CUTTING SHALL BE 2H:1V SLOPE OF EMBANKMENT IN FILLING AND CUTTING SHALL BE 2H:1V 7. PROVIDE PERIPHERAL EARTHEN DRAINS AS PER DRAIN LAYOUT AT A SLOPE OF 1:750 TOWARDS OUTLET. PROVIDE PERIPHERAL EARTHEN DRAINS AS PER DRAIN LAYOUT AT A SLOPE OF 1:750 TOWARDS OUTLET. PERFORMANCE OF THE DRAIN SHALL BE MONITORED FOR UPCOMING TWO MONSOON AND DRAIN SHALL BE WIDENED OR DEEPENED IF REQUIRED DRAIN OUTLET SHALL BE ROUTED TO BHEDAN RIVER. 8. CHUTE ARRANGEMENT SHALL BE PROVIDED AT 30 M C/C IN BOTH CUTTING AND FILLING FACES THROUGHOUT THE CHUTE ARRANGEMENT SHALL BE PROVIDED AT 30 M C/C IN BOTH CUTTING AND FILLING FACES THROUGHOUT THE EMBANKMENT. 9. WHEREVER DIFFERENCE IN GROUND LEVEL AND FGL IS MORE THAN 5 M, AN INTERMEDIATE HORIZONTAL PLATFORM OF WHEREVER DIFFERENCE IN GROUND LEVEL AND FGL IS MORE THAN 5 M, AN INTERMEDIATE HORIZONTAL PLATFORM OF 5 M WIDTH SHALL BE PROVIDED. 10. GRADING AREA SHALL BE COMPACTED TO A MINIMUM OF 95% DEGREE OF PROCTOR DENSITY. GRADING AREA SHALL BE COMPACTED TO A MINIMUM OF 95% DEGREE OF PROCTOR DENSITY. 11. ENSURE FILLING IN LAYER IS SPREAD THROUGHOUT IN DRY CONDITION & DRY ROLLED OVER WITH VIBRO ENSURE FILLING IN LAYER IS SPREAD THROUGHOUT IN DRY CONDITION & DRY ROLLED OVER WITH VIBRO ROLLER/VIBRO SHEEP FOOT RAMMER IN LAYERS. ONCE GROUND IS LEVELLED, SPRINKLE WATER FOR CONSOLIDATION OF GROUND. 12. FOLLOW IS 2720 PART VII:METHOD OF TEST FOR SOILS FOR DETERMINING WATER CONTENT DRY DENSITY RELATION. FOLLOW IS 2720 PART VII:METHOD OF TEST FOR SOILS FOR DETERMINING WATER CONTENT DRY DENSITY RELATION. DOCUMENT SHALL BE SUBMITTED FOR APPROVAL. 13. LEVELS SHALL BE RECORDED AT 5 m x 5 m GRID INTERVAL FOR THE WHOLE AREA BEFORE GRADING AND AFTER LEVELS SHALL BE RECORDED AT 5 m x 5 m GRID INTERVAL FOR THE WHOLE AREA BEFORE GRADING AND AFTER GRADING. DOCUMENT SHALL BE SUBMITTED FOR APPROVAL. 14. SITE GRADING LAYOUT INDICATING BOUNDARY COORDINATES OF EACH PLATFORM AS PER LATEST LAYOUT, CUT & SITE GRADING LAYOUT INDICATING BOUNDARY COORDINATES OF EACH PLATFORM AS PER LATEST LAYOUT, CUT & FILL QUANTITY ABSTRACT SHALL BE SUBMITTED FOR NLCIL APPROVAL. 15. SUITABLE LINING USING FLYASH BRICK SHALL BE PROVIDED. KEYBLOCK OF SIZE 100X300 SHALL BE PROVIDED ALONG SUITABLE LINING USING FLYASH BRICK SHALL BE PROVIDED. KEYBLOCK OF SIZE 100X300 SHALL BE PROVIDED ALONG THE LENGTH AT A DISTANCE OF 2 M ALONG SLOPE. TOE WALL SHALL BE DESIGNED AND PROVIDED SUITABLY ALONG THE LENGTH AT LOWER END IN EMBANKMENT CROSS SECTION IN FILLING.

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TO SAMBALPUR JHARSHUGUDA

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BHEDAN RIVER

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DYKE AREA: 175 ACRES, SLURRY COLLECTION: 150 ACRES.

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39

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R44

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BRIDGE (EPC SECTION:B)

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N=2411850

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N=2411650

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N=2409050

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N=2408850

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N=2408450

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E=807800

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E=808000

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E=808200

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COAL HANDLING & MAIN PLANT AREA

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CISF COMPLEX

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JAL BANDHARAN LAND

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FOREST LAND

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STARTING OF 4 LANE ROAD FROM EXISTING BRIDGE

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EXISTING BRIDGE OVER BHEDAN RIVER

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SAMBALPUR JHARSHUGUDA ROAD

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2 LANE ROAD

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COOLING TOWER AREA

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PERIPHERAL SINGLE LANE ROAD

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2 LANE ROAD

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COMPOUND WALL

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4 LANE APPROACH ROAD

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RAW WATER RESERVOIR AREA

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PERIPHERAL FENCING

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STARTING OF 4 LANE ROAD FROM NLCIL COAL TRANSPORTATION ROAD

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2 LANE ROAD

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A

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B

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FGL 202.50

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FGL 202.00

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NGL VARIES

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FGL 201.00

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FGL 201.00

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4 LANE APPROACH ROAD 2 LANE ROAD PERIPHERAL SINGLE LANE ROAD COMPOUND WALL PERIPHERAL FENCING

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LEGEND

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2 LANE ROAD

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INDIA

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NTTPP SITE GRADING LAYOUT

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1:1500

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DETAILS

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PRELIMINARY DRAWING FOR TENDER PURPOSE ONLY

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B1 REVISION 2

Sl. No.

Sl. No as in

pre bid query

Tender spec. Reference Description as in Specification Description To be read as

MATERIAL OF

CONSTRUCTION

OUTER CASING CI IS:210 Gr. FG 260

INNER CASING

& CASING

LINERS

ACI to IS 4771 Type 1(a) with 4.5%

Ni; 550 BHN/24% Chrome alloy CI,

550 BHN

IMPELLER ACI to IS 4771 Type 1(a) with 4.5%

Ni; 550 BHN/24% Chrome alloy CI,

550 BHN

SHAFT EN-24

SHAFT SLEEVE SS-410

The following spares shall be supplied for the ash slurry pumps.

Impeller 2 Nos.

Wear liners (each set of

one suction and one

discharge liner)

4 Sets

Casing (inner & outer) 2 Nos.

Pumps, Motors bearings 4 Sets (each set

consists of all bearings)

Shaft Sleeves 4 Sets

Water seal rings 4 Sets

Suction sleeves 4 Sets

‘V’ Belts, if applicable 6 Sets

Motor 1 No.

3. BHEL LOT6/ISG AHS 10

CORRIGENDUM -3 / SL. NO. 71/ Page 28 of 50

The capacity of the ash dyke shall be such that it shall store the quantity of total ash generated while burning worst coal at

High concentrated ash slurry will be disposed in the ash dyke. About

150 acres of land is identified for the same. The height of ash to be

Page 177 of 294

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Sl. No.

Sl. No as in

pre bid query

Tender spec. Reference Description as in Specification Description To be read as

& PEM, Sl.No.3 to 6 & 1764 of L&T Lot-4

SECTION-B, Vol-II H1/ Clause no. 3.03.06 & Vol. II-H1 AHS/Section B/ Page 8 of 90/ 3.03.04

100% TMCR from all the three units for two years and will be constructed on the existing ground along the periphery of the HCSD area. The bulk density to be considered for the calculation of ash dyke capacity shall be 1.4t/m3.

dumped in the ash dyke shall be about 8.5m with bottom level of ash

dyke as 194M and will be constructed on the area shown in the Plot

Plan.

The capacity of the ash dyke shall be arrived considering ash generated

while burning worst coal at 100% TMCR from all the three units at 85%

PLF and will be constructed on the existing ground along the periphery

of the HCSD area. The bulk density to be considered for the calculation

of ash dyke capacity shall be 1.4t/m3.

The static lift and pumping distance to be considered for HCSD pumping

design are 40 meters and 7000 meters excluding garlanding.

Each discharge line from the pump house to mines & ash dyke shall be

7000m and 4000m respectively excluding valves & fittings.

In addition, 20000m pipe shall be considered for garlanding both mines

void and ash dyke excluding valves & fittings and including raiser branch

pipes for discharge of ash in ash dyke. Garlanding scheme shall be as

per the indicative scheme (Appendix-E) provided in the Corrigendum-5.

The top surface level of the mine void area shall be considered as 211M

for HCSD pump head calculation.

4. BHEL/ISG

Lot-4,

Sl.No.20

Corrigendum_5_Pre_bid_

08.01.2021_841_1336/

Sl no. 7/page 372 of 496

ASH HANDLING SYSTEM

Bidder / Sub-Contractor should have executed at least one number ash handling plant/system involving design, engineering, manufacture/got manufactured, procurement, supply, erection/supervised erection and commissioning of the following system which should have completed satisfactory operation for a period of not less than one year as on date of LOA.

ASH HANDLING SYSTEM

Bidder / Sub-Contractor should have executed at least one number ash handling plant/system involving design / design agency/ agencies , engineering, manufacture/got manufactured, procurement, supply, erection/supervised erection and commissioning of the following system which should have completed satisfactory operation for a period of not less than one year as on date of LOA. i) Pneumatic Fly Ash handling system for conveying fly ash from

ESPs to silos through ISH/Buffer hoppers shall be

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Commercial Pre-Bid Queries/Clarifications for EPC Tender-NLC Talabira Thermal Power Project(NTTPP) 3X800 MW at Jharsuguda, Odisha (BHEL ISG 19.01.2021 LOT-6)

NLC INDIA LIMITED (NLCIL) BIDDER’S NAME – BHEL

Tender No: CO CONTS/0015K/NTTPP/ EPC/e-conts/2020,dt.

18.11.2020 Page 3

Sl. No BHEL

Unit

Volume/Sectio

n/Clause No./

Sheet No.

Specification Requirement Pre-Bid Queries/ Clarifications Reason for

Clarification

NLCIL/DCPL Reply

Dust conditioner water sump 30 min.Seal

water sump 30 min.HCSD mixing tank-ART

30 min.Misc. Drain Sumps 10 min.Buffer

Hopper 20 min.Owner is requested to

confirm.

NLC reply:The storage capacity of Ash water

sump and Buffer hopper are amended as

below.Ash water sump 30 min.Buffer

Hopper 30 min.Tender conditions prevail for

all other sumps/tanks.

5. ISG

CORRIGENDU

M -5Dt.

08.01.2021/ SL.

NO. 18/Page

426 of 1335

Bidder’s query:1) Bidder understands that

the ash dyke has to be designed with a

storage capacity of 2 years of total ash

generated at 100% BMCR condition (worst

coal) for 3 units as specified by boiler

manufacturer. Please confirm.

2) Please specify the Ash densityfor

calculation of storage capacityat ash dyke.

NLC reply:1) It is clarified that the ash dyke

shall be designed to hold 2 years of total ash

generated while burning worst coal at 100%

TMCR for three units. Ash dyke storage

capacity shall be 2 years.

2) Bulk density shall be considered as

Please also provide the plant load factor to be

considered.

Input

required

PLF shall be 85% for ash

dyke calculation.

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18.11.2020 Page 8

Sl. No BHEL

Unit

Volume/Sectio

n/Clause No./

Sheet No.


Clarification

NLCIL/DCPL Reply

10. ISG

CORRIGENDU

M -5 Dt.

08.01.2021/ SL.

NO. 71/ Page

28 of 50

Combined HCSD slurry shall be disposed in

the mine void created in the Talabira Mines-

II&III which is located approximately 7 KM

away from plant area. It is also proposed to

dispose the combined HCSD slurry in the ash

dyke during emergency which is also located

approx. 4KM from the plant.

1) Bidder understands that the static lift and

pumping distance to be considered for HCSD

pumping design are 40 meters and 7000

meters respectively. Please confirm.

2) Please furnish the total length of HCSD

pipes to be supplied excluding fittings and

includingbranch pipes for garlanding of ash

dyke.

This clarification is required in order to

remove any room for assumption which will

lead to conflict in understanding during

detailed engineering stage. Input

required

1. The static lift and

pumping distance to

be considered for

HCSD pumping design

are 40 meters and

7000 meters

excluding garlanding.

2. Each discharge line

from the pump house

to mines & ash dyke

shall be 7000m and

4000m respectively

excluding fittings.

In addition, 10000m

pipe shall be

considered for

garlanding each for

mines and dyke

respectively

excluding fittings &

including raiser

branch pipes for

discharge of ash

dyke. Garlanding

scheme shall be as

per the indicative

Page 56 of 294




18.11.2020 Page 9

Sl. No BHEL

Unit

Volume/Sectio

n/Clause No./

Sheet No.


Clarification

NLCIL/DCPL Reply

scheme provided in

the Corrigendum-5.

11. ISG

CORRIGENDU

M -5 Dt.

08.01.2021/ SL.

NO. 7/ Page

419 of 1335

Bidder’s query:1) Bidder understands that

for HCSD pumping design, the disposal

distance is 4 kms and static head is 40

meters. Please confirm.

2) Please furnish the following for design of

HCSD pumping system:-

a) Ash dyke and mine void drawing in

AUTOCAD with survey. This is required for

bend loss calculation.

b) AUTOCAD drawing showing overall route

to ash dyke/mine void with survey. This is

required for bend loss calculation.

c) Either total piping (length) to

beconsidered for HCSD including garlanding

orgarlanding scheme.

NLC reply:Please refer the corrigendum

Input

required

Please refer the reply to

point no.10 above.

Page 57 of 294




18.11.2020 Page 10

Sl. No BHEL

Unit

Volume/Sectio

n/Clause No./

Sheet No.


Clarification

NLCIL/DCPL Reply

issued.

12. ISG

CORRIGENDU

M -5 Dt.

08.01.2021

INDICATIVE GARLANDING SCHEME Input

required

Please refer the reply to

point no.10 above.

13. ISG

CORRIGENDU

M -5 Dt.

08.01.2021/ SL.

NO. 1/ Page

838 of 1335

Bidder’s query:Please furnish garlanding

scheme – for both ash dyke and mine void –

in order to finalise the total pipe length

required, pump sizing and requirement of

pipe support pedestal/rack. This is also

required to reduce the gap between

bidder’s and end-user’s understanding.

NLC reply:Indicative scheme for garlanding

of ash dyke is enclosed as Appendix E. The

same scheme shall be considered for mine

void also.

Input

required

14. ISG

CORRIGENDU

M -5 Dt.

08.01.2021/ SL.

NO. 13/ Page

810 of 1335

Bidder’s query:1. This is very low value and

leads to oversizing of the vacuum pump. It

should be increased to 1:15.

2. Whether the size of vacuum pump to be

selected is based on – calculatedflow plus

minimum margin of 20% or flow calculated

considering the air to ash ratio, whichever is

higher?

1. This is very low value and leads to

oversizing of the vacuum pump. It should be

increased to 1:15.

2. Whether the size of vacuum pump to be

selected is based on – calculatedflow plus

minimum margin of 20% or flow calculated

considering the air to ash ratio, whichever is

higher?

Recommend

ation.

1. Tender conditions

shall prevail.

2. Bidder to provide

the capacity

whichever is higher.

Page 58 of 294

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Commercial Pre-Bid Queries/Clarifications for EPC Tender-NLC Talabira Thermal Power Project(NTTPP) 3X800 MW at Jharsuguda, Odisha



18.11.2020 Page 1

Sl.

No

BHEL

Unit

Volume/Section/ Clause

No./ Sheet No. Specification Requirement

Pre-Bid Queries/

Clarifications NLCIL response

1. PEM Vol. II- G2/Part A/Section-

V/ Page 10 of 22/ 3.05.02

With Drilling Fluid A five per cent bentonite suspension would be generally suitable and its quality shall conform to specification given in Appendix 'A' of IS : 2911 (Part-I/Sec.2).

Bidder proposes to use Polymer fluid in place of bentonite suspension for stabilization of pile bore. Please confirm.

Technical

Specification

prevails

2. PEM

Corrigendum-5, Pre bid

replies, Appendix E, page

no. 1173 of 1336

In ash dyke, partition bund is introduced. Please furnish the cross section details of the partition bund i.e. height, top width, slope, earthen/RCC. Also please confirm the requirement of road and fencing on the top of partition bund.

Refer corrigendum 5

ANNEXURE – C2I ,

Sl.no 1

Page 65 of 294

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18.11.2020 Page 2

Sl.

No

BHEL

Unit



Pre-Bid Queries/


3.

PEM Vol. II-H1 Ash Handling System/Section B/ Page

8 of 90/ 3.03.04

The capacity of each HCSD stream will

be envisaged around @ 212 TPH (dry ash basis) considering total Ash Generation at BMCR

Based on the referred

clauses, the area does not seem sufficient to meet the specification

requirement of storage capacity of 2 years.

Please review the

requirement of ash storage in ash dyke

and provide sufficient space.

Vol. II-H1

AHS/Section B/

Page 8 of 90/

3.03.04 is amended

as below.

High concentrated

ash slurry will be

disposed in the ash

dyke. About 150

acres of land is

identified for the

same. The height of

ash to be dumped in

the ash dyke shall

be about 8.5m and

will be constructed

on the area shown in

the Plot Plan.

The capacity of the

ash dyke shall be

arrived considering

ash generated while

burning worst coal at

100% TMCR from all

the three units at

85% PLF. The bulk

4.

PEM Vol. II-H1 Ash Handling System/Section B/ Page

10 of 90/ 3.03.20

The capacity of the ash dyke shall be such that it shall store the quantity of

ash generated from all the three units for two years ……

5.

PEM GA of ash dyke (18A03-DWG-C-0008) Rev 0

Dated 29.11.2020

Dyke Area: 175 Acre

Slurry Collection: 150 Acre

6. PEM

Sl. No. 30, 1.2 Section B: EPC, Table C: Civil of corrigendum -3 dated

18.12.2020

Ash dyke shall be constructed by optimized cutting/filling required to build

up storage capacity as indicated in Mechanical Volume. With top of the

bund shall not exceed 204.0 m including free board of 1.5 m and bottom level shall be kept above the ground water

table.

Page 66 of 294




18.11.2020 Page 3

Sl.

No

BHEL

Unit



Pre-Bid Queries/


density to be

considered for the

calculation of ash

dyke capacity shall

be 1.4t/m3.

7. PEM Plot Plan drawing no. 18A03-DWG-M-002A, Rev 1

In plot plan drawing, area for raw water reservoir is allocated as 92 acres. Effective storage capacity of Raw water reservoir is 34,56,000 cum. Accordingly; the area is not sufficient to cater the requirement of storage capacity.

Please increase the area allocated for raw water reservoir.

Bidder’s query/clarification is noted. Accordingly the relevant Clauses will be modified suitably.

8.

PEM

Vol. II-IB/1/Section-I/Page 2 of 14/2.01.09

Makeup water from Hirakud reservoir shall be pumped to the in-plant raw water reservoir with twin compartments having effective storage capacity of 34,56,000 cum. Raw water supply pumps located in raw water reservoir will feed to the pre-treatment plant for required clarification and emergency makeup to ash handling system..

Page 67 of 294

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Sr. No. Section / Part /

Chapter / Volume

Clause No. Page no.

Bid Specification Stipulation Statement of clarification sought

NLCIL/DCPL

Reply vide

Corrigendum

No. 5

Statement of clarification sought 22.01.2021 Purchaser's Reply

Ash Handling Plant

1763 Corrigendum 5,

point no. 272,

Page 887 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

3.01.01

3.01.05

Page 4 of 90

Page 5 of 90

Bottom Ash System ... The effective

storage capacity of BA hopper shall be

minimum eight (8) hours Bottom ash,

Economizer ash and SCR ash generated

while firing worst coal measured upto 300

mm below maximum water level of the BA

hopper. Bottom ash shall be evacuated

once in a shift of 8 hours.

The bottom ash hopper associated

equipment shall be located above ground

for ease in maintenance. Jet pumps and

piping shall be above ground and pipeline

shall be on pedestals in Boiler area.

Further the pipes shall be routed on a pipe

rack.

Considering the higher ash generation rate at

BMCR worst coal & eight (8) hour bottom ash

hopper storage capacity, the size of bottom ash

hopper will be very large which would result in

changing the design of the boiler. Hence, bidder

requests five (5) hour bottom ash hopper

effective storage capacity considering bottom

ash cleaning twice in a shift of eight (8) hours, in

line with the latest industrial practice including

recent NTPC Projects.

Owner is requested to confirm the same.

Tender

conditions

prevail.

Bidder understands that Bottom Ash Hopper arrangement

inline to the 3x660 MW NLC Ghatampur Project is also

acceptable for 3x800 MW NLC Talabira Project.

Kindly confirm Bidder's understanding.

Tender conditions shall prevail.

Corrigendum 5,

point no. 278,

Page 889 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

3.03.06 Page 8 of 90 Combined HCSD slurry shall be disposed

in the mine void created in the Talabira

Mines-II&III which is located approximately

4 KM away from plant area. It is also

proposed to dispose the combined HCSD

slurry in the ash dyke during emergency

which is also located approx. 4KM from

the plant.

In absence of Clarity, Owner is requested to

specify the total pipe length of HCSD pipe for all

three units, which shall be in Bidder's Scope of

supply.

Please refer

the

Corrigendum

issued.

Larsen & Toubro Limited

EPC Power Business Unit

NLC INDIA LIMITED

NLC TALABIRA THERMAL POWER PROJECT

3x800 MW, JHARSUGUDA, ODISHA

(EPC Bidding Document)

1. The static lift and pumping distance

to be considered for HCSD pumping

design are 40 meters and 7000 meters


2. Each discharge line from the pump

house to mines & ash dyke shall be

7000m and 4000m respectively

excluding fittings.

In addition, 10000m pipe shall be

considered for garlanding each for

mines and dyke respectively excluding

fittings & including raiser branch pipes

for discharge o ash dyke. Garlanding

scheme shall be as per the indicative

scheme provided in the Corrigendum-

5.

1764 As per corrigendum No. 3, Combined HCSD slurry shall be

disposed in the mine void created in the Talabira Mines-II&III

which is located approximately 7 KM away from plant area. It

is also proposed to dispose the combined HCSD slurry in the

ash dyke during emergency which is also located approx.

4KM from the plant.

As per corrigendum No. 5, Indicative scheme for garlanding

of ash dyke is enclosed as Appendix E . The same scheme

shall be considered for mine void also.

Owner to note that in both corrigendums, Maximum route

length (including applicable garlanding length) for HCSD

design and supply length for HCSD Pipe are not specified.

In absence of inputs, Owner is requested to confirm the

following:

1) Mine void for Talabira Mines-II&III is a combined void.

2) Garlanding scheme and piping length for Garlanding in

Mine-II & III shall be identical to Ash Dyke and it will be as

per Appendix E.

3) For Mine-II & III: Maximum route length for HCSD pump

design shall be 7 KM from HCSD pump house to start of

Mine-II & III + Garlanding length derived from Appendix E

(Garlanding Scheme for Ash Dyke).

4) For Ash Dyke: Maximum route length for HCSD pump

design shall be 4 KM from HCSD pump house to start of Ash

Dyke + Garlanding length derived from Appendix E


Technical (Lot-4_ 22nd Jan 2020) Page1 of 13Page 106 of 294

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Cross-Out


Chapter / Volume

Clause No. Page no.


NLCIL/DCPL

Reply vide

Corrigendum

No. 5




NLC INDIA LIMITED




Corrigendum 5,

point no. 279,

Page 890 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

3.03.04

3.03.06

3.08.39

5.34.00

Page 8 of 90

Page 8 of 90

Page 16 of 90

Page 68 of 90

The capacity of each HCSD stream will be

envisaged around @ 212 TPH (dry ash

basis) considering total Ash Generation at

BMCR for one (1) unit with ash

concentration in disposed slurry as 55% to

65%. However, Bidder shall revalidate the

ash concentration % in HCSD system with

ash slurry rheology test.

Combined HCSD slurry shall be disposed







the plant.

One (1) set of HCSD slurry disposal pipe

emerging out from each HCSD pump,

covering a distance of approximately 4.0

kilometers from Silo utility

building cum HCSD pump house with a

static lift of approximate 40 meter up to

ash disposal area ie either in the mine

void area of Talabira mines-II&III or in the

emergency ash dyke with independent

In absence of clarity, Bidder understand that

following parameter shall be consider to finalize

the HSCD pump parameter:

1. Maximum Pumping Distance : 4 km

2. Static Lift : 40 m

3. Design concentration : 60 % (W/W)

Owner is requested to confirm Bidder's

understanding.

Please refer

the

Corrigendum

issued.

Corrigendum 5,

point no. 1466,

Page 1043 of

1335

Plot Plan 18A03-

DWG-M-002A

Diversion of HCSD slurry pipes to mines is

after crossing the Bhedan Bridge

Since the diversion of HCSD slurry pipes to

mines is after crossing the Bhedan Bridge, the

route length for HCSD design may be different

for Ash Dyke and Mines. Maximum route length

(including applicable garlanding length) for

HCSD design may please be defined. HCSD

Pipe supply length also needs to be defined.

Please refer

the

corrigendum-

3 issued.








excluding fittings.








5.






4KM from the plant.








following:




per Appendix E.










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Cross-Out


Chapter / Volume

Clause No. Page no.


NLCIL/DCPL

Reply vide

Corrigendum

No. 5




NLC INDIA LIMITED




Corrigendum 5,

point no. 1,

Page 838 of

1335

CORRIGENDUM

-3 Dt.

18.12.2020/ Plan

No.009/SUR/TAL

A-II&III,2019

Tentative route of the high concentration

slurry disposal pipe on the pedestals/pipe

rack from Silo utility building cum HCSD

pump house upto the bridge with

approach road as planned on Bhedan

river and ash slurry pipelines has been

shown in Plot Plan (Drawing No. 18A03-

DWG-M-002A). However, Bidder to

arrange detail survey of High

Concentration Slurry Disposal pipe

corridor in totality from Silo utility building

cum HCSD pump house up to the

proposed HCSD slurry disposal areas.

Laying of the twelve (12) HCSD slurry

pipes (for three nos. present units),

fittings, valves, couplings, instruments etc.

along with construction of supporting

pedestals and thrust blocks etc. for

successful completion of the system in all

respect upto ash dyke and mine void area

shall be in the scope of the Bidder. Bidder

to consider Pipe rack / pipe bridge with 8.0

m road clearance for road / rail crossing

throughout the entire pipe route, if any.

Height of pipe pedestals shall be minimum

1000 mm from FGL.

Please furnish garlanding scheme – for both ash

dyke and mine void – in order to finalise the total

pipe length required, pump sizing and

requirement of pipe support pedestal/rack. This

is also required to reduce the gap between

bidder’s and end-user’s understanding.

Indicative

scheme for

garlanding of

ash dyke is

enclosed as

Appendix E .

The same

scheme shall

be

considered

for mine void

also.

Corrigendum 5,

point no. 313,

Page 896 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

3.03.20 Page 10 of 90 Combined High concentrated ash slurry

will be disposed in the slurry disposal area

ie either in the ash dyke or in the mine

void area of Talabira Mines-II&III.

Owner is requested to provide Area map of the

Mine void to work on the slurry pipe garlanding.

Please refer

the

Corrigendum

issued.








excluding fittings.








5.






4KM from the plant.








following:




per Appendix E.










gow

Sticky Note

Marked set by gow

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Cross-Out


Chapter / Volume

Clause No. Page no.


NLCIL/DCPL

Reply vide

Corrigendum

No. 5




NLC INDIA LIMITED




Corrigendum 5,

point no. 279,

Page 893 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

3.03.04

3.03.06

3.08.39

5.34.00

Page 8 of 90

Page 8 of 90

Page 16 of 90

Page 68 of 90


envisaged around @ 212 TPH (dry ash

basis) considering total Ash Generation at

BMCR for one (1) unit with ash

concentration in disposed slurry as 55% to

65%. However, Bidder shall revalidate the

ash concentration % in HCSD system with

ash slurry rheology test.

Combined HCSD slurry shall be disposed







the plant.

One (1) set of HCSD slurry disposal pipe

emerging out from each HCSD pump,

covering a distance of approximately 4.0

kilometers from Silo utility

building cum HCSD pump house with a

static lift of approximate 40 meter up to

ash disposal area ie either in the mine

void area of Talabira mines-II&III or in the

emergency ash dyke with independent

In absence of clarity, Bidder understand that

following parameter shall be consider to finalize

the HSCD pump parameter:

1. Maximum Pumping Distance : 4 km

2. Static Lift : 40 m

3. Design concentration : 60 % (W/W)

Owner is requested to confirm Bidder's

understanding.

Please refer

the

Corrigendum

issued.

Owner is requested recheck the Maximum surface elevation

of the mine dump area as 286M which seems to be on

higher side for HCSD pump design.

Corrigendum 5,

point no. 1468,

Page 1043 of

1335

Vol. II-H1

Ash Handling

System

5.34.07 (E)

(iv)

… additional static lift of 40 metre at

disposal area …... along with the static

head difference between silo area and

mine dump area.

Static head difference between silo area and

mine dump area may please be specified.

Maximum

surface

elevation of

the mine

dump area

shall be

considered

as 286M.

The Maximum surface elevation of the

mine dump area as per Corrigendum-3

shall be taken as 211M.

1765



Chapter / Volume

Clause No. Page no.


NLCIL/DCPL

Reply vide

Corrigendum

No. 5




NLC INDIA LIMITED




1768 Corrigendum 5,

point no. 281,

Page 890 of

1335

SECTION-B

Vol. II-H1

Ash Handling

System

Corrigendum No.

6 Point No. 43,

page 32 of 112

3.03.20

Lot 4 of BHEL

PBQ, Sr. No.

43.

Page 10 of 90

Page No. 20

Combined High concentrated .... The

capacity of the ash dyke shall be such that

it shall store the quantity of ash generated

from all the three units for two years


envisaged around @ ... for two years ……

In absence of input, request owner to please

furnish following design basis for ash pond

storage volume calculation:-

i) Plant operating condition (whether 100%

TMCR or BMCR)

ii) Type of coal (whether worst coal or design

coal)

iii) Placed density of ash to be considered for

ash pond storage sizing

iv) Ash distribution for each year (Bottom ash

and Fly ash) considering the fly ash utilization

philosophy.


envisaged around @ 212 TPH (dry ash basis)

considering total Ash Generation at BMCR

The capacity of the ash dyke shall be such that it

shall store the quantity of ash generated from all

the three units for two years ……

i) 100%

TMCR

ii) Worst coal

iii) 1.4 t/m3

iv) 100% BA

& FA.

Based on the

ash

generation

capacity

furnished in

the

specification

(212

TPH/Boiler),

required Ash

dyke

capacity

shall be =

(212*24*365

*3*0.8*2)/1.4

= 6367269

cum

Owner to note that in corrigendum No. 6

(Lot 4 of BHEL PBQ, Sr. No. 43.) Page No. 20, Owner reply

is that tender condition prevail for ash storage volume for

calculation of Ash pond.

In this regard, Bidder understands that Ash pond volume

shall be calculated inline with below input:

i) 100% TMCR

ii) Worst coal

iii) 1.4 t/m3

iv) 100% BA & FA.

v) PLF 85% as per clause No. 5.00.00 FUEL of Vol. II-

A/Section-III Project Synopsis & General Information.

Owner is requested to please confirm Bidder understanding.

Bidder understanding is correct.

1769 SECTION-B

Vol. II-B/Section-I

Steam Generator

& Accessories

Vol. II-B/Section-

II

Electrostatic

Precipitator

ANNEXURE-I

SPECIFIC

DESIGN

CRITERIA

FOR STEAM

GENERATOR

AND

AUXILIARIES

- Sl. NO.

5.20.b

Annexure-I

SPECIFIC

DESIGN

CRITERIA

FOR

ELECTROST

ATIC

PRECIPITAT

OR SIZING

Sl. No. 13 m

Page 120 of

122

Page 24 of 25

b) Elevation of lowest ash hopper outlet

flange from ground / platform level :

Minimum 3.5 meters

Height of the lowest ash hopper outlet

flange from ground level : Minimum 3.5 M.

Bidder to assure minimum 2.5 m

headroom for ash dumping in trucks in

case of ESP failure. ESP structure /

bracing should be such as to enable truck

entry. Also ESP hoppers shall have

additional blanked spout for such

emergency ash unloading.

Owner is requested to note that Elevation of

Economisers, SCR inlet duct, Air Heaters, ESP

Hoppers shall be provided by the Boiler/ESP

OEM and same shall be followed by AHP

supplier.


However to accommodate vacuum conveying

system below ESP hopper, bottom flange

dimension shall be provided by ESP OEM which

shall be followed by the AHP supplier and

accordingly headroom below ESP hopper shall

be finalized.


Tender

conditions

prevail.

Owner to note that headroom for ash dumping in trucks in

case of ESP failure shall be decided based on system

requirement of ESP & AHP. Hence, the minimum 2.5 m

headroom shall not be applicable for ash dumping in trucks.

Please confirm acceptance.

Tender conditions shall prevail.


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Cross-Out

1821 Corrigendum 5

Query Serial No. 1307

Geotechnical Investigation

Vol. II-G1/ Section V

1.02.00 1026 of 1335 The design, type, size, depth of the foundation/pile, Net safe bearing

capacity/pile capacity values shall be based on the approved soil

investigation report of the successful Bidder/Owner’s soil

recommendations (Available in the Tender document) whichever is

conservative.

The design, type, size, depth of

the foundation/pile, Net safe

bearing capacity/pile capacity

values shall be based on the

approved soil investigation report

of the successful Bidder/Owner’s

soil recommendations, kindly

confirm.

Available Geotechnical

investigation report is already

uploaded. However conservative

value of the nearest borehole as

per the discretion of Owner /

Consultant shall be binding upon

the successful bidder.

Owner to note that the Ground level mentioned in the bore hole report do not match with the contour

levels shared with the tender document. Comparison of the same is attached as Annexure-1 for your

reference.

As not a single bore hole is available for facilities like FGD, Switchyard, ETP, DM etc., hence it will not be

possible to interpret soil parameters from tender stage geotechnical investigation report.

Owner to kindly review and accept Bidder's submission that approved soil investigation report will be

considered during detail engineering.

Soil report enclosed shall be followed as such

with figures indicated against RL shall be

replaced with NGL. The NGL (RL) of the Bore

level shall be taken from the Talabira contour

levels.

Tender condition prevails. For clarity,

Conservative value of the nearest borehole as

per the discretion of Owner / Consultant shall be

binding upon the successful bidder.

1822 Section-II/Vol. II-G1 4.00.00

(d)

17 of 38 The design of R.C.C - Structures shall be carried out by limit state or

working stress method as per the provisions of IS-456 (Latest

Revision).

As per standard practice RCC

shall be designed as per limit

state method as per IS 456 :

2000. Please confirm.

Tender condition prevails The clarification given by customer is not clear to us. IS 456 : 2000 refers to RCC structure design as per

limit state method only. In case customer requires for working stress method using the above mentioned

code, the specific structures requiring such designs may please be clarified.

Tender condition prevails. For clarity, Working

stress method using IS 456 : 2000 shall be

followed wherever mentioned in the

specification. Otherwise limit state method shall

be followed for all other structures.

1823 Section-IV/Vol. II-G1 3.19.00

(g)

43 of 127 Suitable arrangement of floor drain with trap shall be provided in

floor where spillage of water / floor washing will occur.

As a matter of practice followed in

every plant, drains are not

considered on the elevated RCC

floors of the steel buildings. This

wash water is drained towards the

down comer pipes located at

suitable corners of the buildings

through floor slope of 1 in 200.

However for roof this slope is

envisaged to be 1 in 100.

Tender condition prevails As a matter of practice followed in every plant, drains are not considered on the elevated RCC floors of

the steel buildings. This wash water is drained towards the down comer pipes located at suitable corners

of the buildings through floor slope of 1 in 200. However for roof this slope is envisaged to be 1 in 100.

Owner is once again requested to review the specific requirement in the clause and revert back.

For elevated floors, drains are not necessary.

Floor drainage arragement shall be provided

with necessary slope and trap in floor where

spillage of water / floor washing will occur.

1824 Vol. II-G1/Section-I

Corrigendum 3

Corrigendum 6

4.23.10

Point 30

Point 43

34 of 40

32 of 112

Ash dyke shall be constructed by optimized cutting/filling required to

build up storage capacity as indicated in Mechanical Volume. With

top of the bund shall not exceed 204.0m including free board of 1.5

m and bottom level shall be kept above the ground water table.

Request Owner to provide the site specific Ground Water Table level to verify the ash storage volume

with respect to the allotted area and bund height RL as 204.0M.

Also Owner to advise measures in case the storage volume within the specified boundary conditions

does not meet the specified capacity requirement.

(As per geotechnical report provided in tender, for Borehole 29, Standing Water Level was observed as

198.225)

Soil investigation for Ash dyke is Under bidders

scope.

For capacity refer Mechanical volume

1825 Vol II-G1

Corrigendum 3

4.25.02

Point 38 34 of 40

The reservoir shall be formed with optimum cutting and filling of the

earth (without compromising the safety of power plant) with top of

the bund shall not exceed 204.0m including free board of 1.5 m and

bottom level shall be kept above the ground water table.

Request Owner to provide the site specific Ground Water Table level to verify the raw water storage

volume with respect to the allotted area and bund height RL as 204.0M.

Also Owner to advise measures in case the storage volume within the specified boundary conditions

does not meet the specified capacity requirement.

(As per geotechnical report provided in tender, for Borehole 21, Standing Water Level was observed as

196.601)

For RWR holding capacity calculations only - Ground

water table shall be considered at RL 194.00 m , this

reply shall read in conjunction with reply 1821.

Necessary dewatering if any shall be considered

during constrction based on actual site condition as

water table fluctuates throughout the year.

For capacity refer Mechanical volume

1826 Vol II-G1/Section-1

Corrigendum 5

sr. no. 477)

4.21.04 38 of 118 Run-off coefficient for open ground area (unpaved) shall be

minimum 0.90 and for paved area and other covered surface

including roads the same shall be considered as 1.0.

Please note, as per IRC:SP:42-2014, Table 6.5, the run-off coefficient for 'Steep, bare rock and

watertight pavement surface

(concrete or bitumen)' shall be 0.9 and for unpaved areas shall be 0.5 to 0.6. Bidder requests Owner to

consider the values indicated above to get realistic drain design/ cross sections

Run-off coefficient for open ground area

(unpaved) shall be minimum 0.75 and for paved

area and other covered surface including roads

the same shall be considered as 0.9.

1827 Drawing B1, Corrigendum 6

Rain water harvesting pond:

All the rain water from road rains/ buildings

shall be conveyed and let into Rain

harvesting pond

1. Please furnish the storm water outfall points for

a) Plant storm water drains

b) Peripheral single lane road (at NGL), main plant approach road, peripheral double lane road (Marked

in green colour in area grading drawing B1-R1)

c) Approach roads from township

2. The rain water harvesting pond (40,000 Cum) is not capable of holding the entire plant catchment

water. Please confirm size of pond.

1. a.Will be conncted to rainwater harvestinng

pond for Inside Plant boundary only.

2.For capacity of Rain water harvesting pond

tender condition prevails .For clarity, water from

the RWHP shall be pumped into the Raw water

resevoir and to ensure that there is no overflow

from RWHP.

1830 Vol II-G1 4.23.10

4.25.02 34 of 40

Ash Dyke and Raw water Reservoir embankments of height less than 3.0M do not require sand chimney

and rock toe as per Table 1, IS 12169. Please confirm it is not required for both the facilities.

Tender condition prevails


gow

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of 294

Pre-Bid Queries/Clarifications for EPC Tender-NLC Talabira Thermal Power Project(NTTPP) 3X800 MW at Jharsuguda, Odisha _ From L & T

Sl. No Bidder Query

Ref. Pre-Bid Queries/ Clarifications NLCIL / DCPL Reply

21/18

Dated 16/02/2021

S.No 14

L&T’s request: We would suggest NLCIL to introduce a “Bonus” clause in the tender specifications for incentivizing contractor with monetary benefits for early completion. Such monetary benefit will encourage contractors like us to aim for faster execution and early completion of the project thereby creating a WIN-WIN situation for both the Generation Utility and the Contractor.

17.

L&T/ EPC-Coal/ NLC Talabira-EPC/20-21/18

Dated

16/02/2021

S.No 15

Mill selection for operation at 55% TMCR condition:

Tender specifies to operate N/2+1 during 55% load and corresponding performance

Guarantees. This would lead to increased aux power and deterioration of the Heat rate at 55%

due to additional mill in operation. We have submitted a calculation in regard for mill loading at

55% with N/2 number of mills to prove that plant can be operated with N/2 mills at 55%

loading.

L&T’s request:

The number of mill operation at 55% load shall be decided by bidder based on the mill

loading. NTPC tender also do not specify requirement for mill selection during operation at

55% TMCR condition.

Tender Condition Prevails.

18.

L&T/ EPC-Coal/ NLC Talabira-EPC/20-21/18

Dated

16/02/2021

S.No 16

Incorporation of Limited Notice to Proceed (LNTP) Provision

No provisions of LNTP in the current tender provisions.

L&T’s request:

Considering that majority of the land is still to be acquired which includes Rehabilitation &

Resettlement (R&R) of substantial number of families living at Main Plant & Ash Dyke area,

thus, we request NLCIL to include provision of Limited Notice To Proceed (LNTP) in the

Contract for a pre-defined scope of work such as Engineering, Statutory approvals, site

survey & investigations, Levelling & Grading, fencing etc. Such a provision will help to utilize

the time while the land acquisition is in progress and thus may help to reduce the overall

schedule.

Tender Condition Prevails

Page 159 of 294

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BHEL PSSR SCT 1948 Corrigendum 1

Enclosure 2 to Corrigendum 1 dated March 12, 2021

to Tender Specification BHEL PSSR SCT 1948

AREA DRAINAGE STUDY FOR NLC TALABIRA THERMAL POWER PROJECT, STAGE I (3X800 MW)

(54 pages)

Area Drainage Study for NLC Talabira Thermal Power Project, Stage I (3x800 MW)

Sponsored by

NLC India Limited (NLCIL), Neyveli

NATIONAL INSTITUTE OF HYDROLOGY

ROORKEE – 247 667, UTTARAKHAND October, 2018

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i

Area Drainage Study for NLC Talabira Thermal

Power Project, Stage I (3x800 MW)

Study Group

J. P. Patra, Scientist C & PI

Rakesh Kumar, Scientist G & Head SWHD

Pankaj Mani, Scientist E

R. P. Pandey, Scientist G

NATIONAL INSTITUTE OF HYDROLOGY, ROORKEE – 247 667

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ii

EExecutive Summary NLC India Ltd (NLCIL) formerly, Neyveli Lignite Corporation Limited, a Navaratna

enterprise of Government of India (GoI) is an existing, profit making, public sector

enterprise engaged in mining of lignite and generation of power through lignite based

thermal power plants. Now, NLCIL is planning to implement a 3200 MW NLC Talabira

TPP in 2 Stages (Stage-I - 3x800 MW and Stage-II – 1x800 MW at a later date) with

linkage to Talabira-II & III captive coal blocks allocated to NLCIL, which are situated in

very close proximity to the project site. The project site is located near Kumbhari and

Tareikela villages on south west of Brijraj Nagar town on Sambalpur Rourkela highway in

Jharsuguda district. The geographical extent of the proposed project area lies along both

banks of Bhedan river, which is a tributary of IB river. The study envisages identification

of various flooding sources, estimation of maximum floods and their routing to the plant

site for estimating the maximum flood level. Further, this study also includes analysis of

local drainage pattern and final disposal point for the storm water and plant drainage.

The Digital Elevation Model (DEM) of the study area is prepared from surveyed contour

for the plant area, spot heights; contours digitized from the SOI toposheets and SRTM

data. The basin boundary and river networks are delineated from the DEM using HEC-

GeoHMS and various catchment characteristics are estimated. The catchment area of

Bhedan river at proposed plant site is about 3185.5 km2. Synthetic Unit Hydrograph is

developed using the catchment characteristics and following the guideline given in Flood

Estimation Report. Daily rainfall data of ten raingauge stations in and around the

catchment are procured from IMD, Pune and the annual 1-day maximum rainfall series are

extracted for rainfall frequency analysis. Regional rainfall frequency analysis using L-

moments approach is carried out for estimating rainfall of various return periods. The

robust frequency distribution among twelve frequency distribution is identified based on

L-moments ratio diagram and Zi dist –statistic criteria. Generalized Extreme Value (GEV)

is identified as the robust frequency distribution for this case. The 1-day annual maximum

rainfall for 25 year, 50 year and 100 year return periods are estimated to be 27.25 cm,

31.04 cm and 34.86 cm respectively. The design flood hydrograph are developed by

convoluting the SUH with estimated hourly incremental design rainfall. The peak floods in

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iii

Bhedan river due 50 year and 100 year return period flood are estimated to be 9956.07

m3/s and 11278.65 m3/s respectively.

The flood routing study has been carried out using MIKE FLOOD package (a coupled 1D

and 2-D flow analysis). The bathymetry of the flood plain around the plant site has been

created from the DEM. The spills from catchment drainage and local rainfall have been

simulated in MIKE-21. The 1-D model in Mike 11 is prepared for the study reach of

Bhedan river using surveyed river cross-section at fifteen locations and 2-D model in Mike

21 is developed for both main plant area and ash pond area using 10m cell size. Under pre-

project condition the maximum water level in the river varies from 201.5 m to 199 m along

the river stretch from cross-section 3 to cross-section 13 for 50 year return period flood.

The flood levels are estimated to be about 0.4 m higher in case of 100 year return period

flood. The potential source of flooding at the plant site can be due to the flooding from

Bhedan rive in the areas below RL202 m level. As a protection measure, construction of

embankments on both left and right bank is also analysed for various return period floods.

It is suggested that embankment is to be constructed on both banks, as construction of

embankments only in right bank (main plant area) will not be able to protect the ash pond

area. However, instead of creating embankment along the left bank of river, selective

protection to only ash dyke can be made as per requirement. The water level in river with

proposed embankment varies from 203.1 m to 200.6 m along the river reach form CS3 to

CS 13 for 100 year return period flood. It is also observed that at present embankment of

different stretches along the right bank are not flooded in the modelling study. However,

the embankment is not continuous and need to be strengthened. It is observed that the main

plant area has negligible flow from the upstream area and can be easily diverted along the

plan boundary/ periphery road. However, two natural stream/nall are flowing in and

around the ash pond area flowing from east (from Bhushan plant) to west and joins Bhedan

river. The drain in the north of proposed ash pond area of NLCIL will not interfere with

the proposed ash pond area of NLCIL. The other drain (D2) passes through the proposed

ash pond area of NLCIL and joins to Bhedan river. Two alternatives for the drain D2 are

analysed. The first alternative is to leave the alignment of drain D2 as it is, dividing the ash

pond area in two portions and area north of drain may be used for fly ash pond and area

south of drain may be used for bottom ash pond. In this case there will be very little

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iv

modification in the present alignment of the drain as the drain may be straightened and

strengthened with capacity in the area between the fly ash pond and bottom ash pond.

However, the drain caries discharge from Bhushan plant area including discharge from

iron ore washing plant etc. Hence it will be difficult for controlling water quality in the

drain section where it passes through the ash pond area. As second alternative, it is

proposed to divert the drain along the boundary of ash pond area in by diverting to first

south and then west direction. However, it is to be noted that in two stretches the cutting

would be in the range of about 8 m to maintain bed slope of drain. The estimated peak

runoff in the drain for 50 year and 100 year return period are 55.5 m3/s and 61.3 m3/s. Both

unlined trapezoidal section with a side slope of 1.5:1 (H:V) and lined rectangular section

drains are designed for longitudinal slope of 0.0015 m/m (1.5 m/km) to carry the estimated

runoff.

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National Institute of Hydrology, Roorkee 2

22 DESCRIPTION OF STUDY AREA

2.1 General NLC India Ltd (NLCIL) formerly, Neyveli Lignite Corporation Limited, a Navaratna enterprise of Government of India (GoI) is an existing, profit making, public sector enterprise engaged in mining of lignite and generation of power through lignite based thermal power plants. NLCIL was established by GoI in 1956, following the discovery of lignite deposits in Neyveli, Tamil Nadu. NLCIL has lined up a number of projects including expansion/augmentation of its existing mines and power plants, setting up of green-field mines & power plants, acquisition of power assets, acquisition of overseas mine assets, setting up of wind and solar power plants across the country. Now, NLCIL is planning to implement a 3200 MW NLC Talabira TPP in 2 Stages (Stage-I - 3x800 MW and Stage-II – 1x800 MW at a later date) with linkage to Talabira-II & III captive coal blocks allocated to NLCIL, which are situated in very close proximity to the project site. The project site is located near Kumbhari and Tareikela villages on south west of Brijraj Nagar town on Sambalpur Rourkela highway in Jharsuguda district. The nearest airports are at Bhubaneswar at a distance of 350 km and Raipur airport is at a distance of approx. 290 km. Nearest railway station at Jharsuguda on Howrah-Nagpur main (trunk) section is at a distance of 11 km. The geographical extent of the proposed project area lies along both banks of Bhedan river, which is a tributary of IB river. The location of the site is given in Figure 2.1. 2.2 Climate and Rainfall

The Jharsuguda district is characterized by a hot dry summer. The maximum temperature in the month of May is about 46 °C. It has an average rainfall of about 1527 mm. From April to August the wind blows from south and southwest whereas from September onwards wind blows from North West.

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Area Drainage Study for NLC Talabira Thermal Power Project


Figure 2.1: Index map of the study Area

Plant area

Bridge on Bhedan river

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Figure 3.3: Location of river cross-section

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Table 5.8: Maximum water level Location 50 Year 100 Year

CS2(665) 201.9 202.3

CS3(972) 201.5 201.9

CS4(1570) 201.2 201.6

CS5(2208) 201.3 201.8

CS6(2727) 201.2 201.7

CS7(3529) 200.8 201.3

CS8(4011) 200.7 201.2

CS9(4412) 200.7 201.2

CS10(5259) 200.1 200.6

CS11(6328) 200.0 200.4

CS12(8126) 199.2 199.7

CS13(8866) 199.0 199.4

CS14(9952) 198.3 198.6

5.7 Flood Protection Measures

As discussed in the previous section, under present scenarios some portion of the proposed plant site and ash pond are likely to get inundated due to estimated flood for 50 year and 100 year return period. The ground level of these areas may be raised above the flooding level as shown in Figure 5.18. From the Figure 5.18, it may be noted that the ground level should be above 202 m.

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(a) Inundation map for 50 year flood

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(b) Inundation map for 100 year flood

Figure 5.22: Inundation map for various flood estimates

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Table 5.9: Water level with embankment for 100 year return period flood

Location

Water level

with

embankment

Top of the

proposed

embankment

UTM Coordinate

Left Bank Right Bank

X Y X Y

CS2(665) 203.5 204.50 811300.72 2411477.80 811130.78 2411622.00

CS3(972) 203.1 204.10 811070.50 2411261.30 810929.50 2411401.80

CS4(1570) 202.9 203.90 810719.91 2410780.60 810550.52 2410921.30

CS5(2208) 202.9 203.90 810360.57 2410269.70 810139.98 2410425.70

CS6(2727) 202.5 203.50 810076.72 2409846.40 809865.26 2409960.70

CS7(3529) 202.2 203.20 809708.96 2409124.30 809496.91 2409245.60

CS8(4011) 202.2 203.20 809580.45 2408626.80 809332.63 2408812.40

CS9(4412) 202.1 203.10 809376.44 2408308.30 809154.97 2408511.30

CS10(5259) 201.6 202.60 808498.37 2408375.40 808753.00 2408534.20

CS11(6328) 201.5 202.50 807973.09 2409374.10 808345.22 2409492.00

CS12(8126) 200.8 201.80 807630.59 2411263.80 808014.80 2411197.30

CS13(8866) 200.6 201.60 807669.89 2411961.60 808075.06 2411961.40

CS14(9952) 200.0 201.00 807337.38 2412673.40 807599.60 2413001.60

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Figure 5.24: Alignment of proposed embankments over satellite images.

Left bank Right bank

Optional embankment

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5.8 Impact of Hirakud reservoir

The FRL/ MWL of Hirakud reservoir is at RL 192.024m (http://www.dowrorissa.gov.in/Projects/MajMed/DetailsCompletedOngoing/Ongoing/CEUMB/Hirakud%20System%20%28Completed%29/SFHirakud.pdf) and Top dam level is at R.L. 195.680 m (http://www.ohpcltd.com/Hirakud/dam). The elevations in the study area are above RL 193 m excluding river section. Moreover, the safe grade level is recommended to be above RL 202 m. This level is more than 6 m higher than top level of Hirakud dam. Hence, after construction of proposed embankments on Bhedan River and site levelling above 202 m, the water level of Hirakud reservoir will not have adverse impact on the site.

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66 CONCLUSIONS

Based on study following conclusions are drawn:

1 The Digital Elevation Model (DEM) of the study area is prepared from surveyed contour for the plant area, spot heights; contours digitized from the SOI toposheets and SRTM data. The basin boundary and river networks are delineated from the DEM using HEC-GeoHMS and the catchment characteristics are estimated.

2 Synthetic Unit Hydrograph is developed following the guideline of Flood Estimation Report (CWC, 1993) and estimated catchment characteristics.

3 The daily rainfall data for ten raingauge stations are procured from IMD, Pune and

the annual 1-day maximum rainfall series is extracted for rainfall frequency analysis.

4 Generalized Extreme Value (GEV) is identified as the robust frequency distribution following the regional rainfall frequency analysis using the L-moments approach. The robust frequency distribution is identified based on L-moments ratio diagram and Zi dist –statistic. The 1-day annual maximum rainfall for 25 year, 50 year and 100 year return periods are estimated as 27. 25 cm, 31.04 cm and 34. 86 cm respectively.

5 The design flood hydrograph are developed by convoluting the SUH with estimated design rainfall. The peak floods in Bhedan river due 50 year and 100 year return period rainfall for 1 day are estimated to be 9956.07 m3/s and 11278.65 m3/s respectively.

6 The flood inundation study for 50 year 100 year return period flood is carried out using the coupled 1D- and 2-D hydrodynamic model Mike Flood. The 1-D model in Mike 11 is prepared for the study reach of Bhedan river using surveyed river cross-section at fifteen locations. The 2D model in Mike 21 is developed for both main plant area and ash pond area using 10m cell size.

7 Under pre-project condition the maximum water level in the river varies from 201.5 m to 199 m along the river stretch from CS3 to CS 13 for 50 year return

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period flood. The flood levels are about 0.4 m higher in case of 100 year return period flood.

8 The potential source of flooding at the plant site can be due to the flooding from Bhedan rive in the areas below RL202 m level. Hence, the safe grade level is recommended to be above RL 202 m.

9 Further, construction of embankments on both left and right bank is also analysed

for various return period floods. It is suggested that embankment is to be constructed on both banks, as construction of embankments only in right bank (main plant area) will not be able to protect the ash pond area. However, instead of creating embankment along the left bank of river, selective protection to only ash dyke can be made.

10 The water level in river with embankment varies from 203.1 m to 200.6 m along

the river reach form CS3 to CS 13 for 100 year return period flood. It is also observed that present embankment of different stretches along the right bank are not flooded in the modelling study. However, presently the embankment is not continuous.

11 It is observed that the main plant area has negligible flow from the upstream area and can be easily diverted along the plan boundary/ periphery road. However, two natural stream/nall are observed in and around the ash pond area flowing from east (from Bhushan plant) to west and joins Bhedan river.

12 The drain in the north of proposed ash pond area of NLCIL will not interfere with the ash pond area of NLCIL. The other drain (D2) passes through the proposed ash pond area of NLCIL and joins to Bhedan river. Two alternatives for the drain D2 are analysed.

13 The first alternative is to leave the alignment of drain D2 as it is, dividing the ash pond area in two portions and area north of drain may be used for fly ash pond and area south of drain may be used for bottom ash pond. In this case there will be very little modification in the present alignment of the drain as the drain may be straightened and strengthened with capacity in the area between the fly ash pond and bottom ash pond. However, the drain caries discharge from Bhushan plant area including discharge from iron ore washing plant etc. Hence it will be difficult for controlling water quality in the drain section where it passes through the ash pond area.

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14 As second alternative, it is proposed to divert the drain along the boundary of ash pond area in by diverting to first south and then west direction. However, it is to be noted that in two stretches the cutting would be in the range of about 8 m to maintain bed slope of drain.

15 The estimated peak runoff in the drain for 50 year and 100 year return period are 55.5 m3/s and 61.3 m3/s. The Trapezoidal section drains are designed with a side slope of 1.5:1 (H:V) and longitudinal slope of 0.0015 m/m (1.5 m/km) to carry the runoff generated locally.

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AAnnexure-I Annual 1 day maximum rainfall (mm) at various stations

Year Deog

arh Jaman

kiru Jharsug

uda Kirim

ira Kolob

ira Kuchi

nda Kusu

mi Kutr

a Laikera_

BL_II Sambal

pur 1960 161.6 295.8 290.7 1961 197.9 254.2 220.4 1962 85.4 72.5 131 1963 155.4 164.6 156.4 1964 109.6 184.2 308.6 1965 67.6 211.4 98.3 1966 113.8 135.5 136.7 1967 237 132 116 156 188.5 1968 197.9 132.6 156 1969 186.6 101.1 113.2 1970 102 129 1971 180 110.6 198.3 200.6 100 156.2 1972 137.8 85.2 131.3 1973 259 190.9 299.4 308.4 185 174.2 1974 114 102.3 170.2 94.1 101.4 1975 203.2 257.8 413 102.2 1976 128 131.4 180 205 1977 75 116.4 69 87.2 1978 115 103 265 42.4 1979 126 81.4 70 63.4 1980 120.3 160 188.1 1981 100 82.2 57 42 188 57.5 94 1982 112 196 83.1 581.9 1983 147 110.2 164.2 91 206.8 1984 219 128 278.6 182 177 1985 205 97.7 130.6 132 216.8 1986 178.8 118.3 143.2 91 167.8 1987 55 127.1 209.2 187 100.8 1988 87 92.3 148.2 68 95.6 1989 113 174.3 155.6 86 86.4 1990 132.6 83.2 84.8 112 107.8 1991 176 118.7 126 133 120 129.6 105 94 193.1 1992 210 153 96 139 158 68 78 159.6 1993 80.2 130.8 233.8 200.8 1994 74.8 123 185.6 178 104 121.4 227.4 119 115 189.2 1995 101 152.7 86 78 60 217 74 62 95.6 1996 177 96.6 108 147 218.5 220.8 123 146 126 1997 84 53 123.4 52 68 41.4 110.4 91 40 199

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Year Deogarh

Jamankiru

Jharsuguda

Kirimira

Kolobira

Kuchinda

Kusumi

Kutra

Laikera_BL_II

Sambalpur

1998 110.5 170.8 243.8 146.3 1999 99.8 110.6 188.2 146.2 2000 62.6 55 58.6 36 65 45.8 82.8 119 30 99.2 2001 308.4 205 169.5 166 98 369 342.8 42 185 152.9 2002 47.2 75 195.1 111 85 78.6 125.2 39.4 98 84.2 2003 125 129 220.8 173 90 80.4 85.2 165 75.6 2004 122.5 150 170.3 230 108 99 189.8 306 155.8 2005 214 241.5 156 61 168.4 76.4 180 159 2006 162.9 86.8 98.7 105 149 94.8 117.4 220 283 2007 221.3 196.6 143.8 240 128 141.8 215.4 144 184 2008 138.6 153.2 191.8 210 207 175.8 136.2 195 220.8 2009 62.5 123.2 90.4 166 115 96.2 86.8 187 206.4 2010 118.6 54 76.7 72 96 50.2 144.2 85.2 99 2011 86.5 155 171.1 113 173 144.2 124.8 125.5 128.2 2012 58.4 98.6 224.4 273 221 192.6 100 350.2 120 2013 220 94 118.8 99 84 86.6 92.9 126 105.2 60.5 2014 263.1 256 106 222 319 160 123 2015 154.4 162 165 95.4 196 142.2 2016 106 105 58 82.2 110 83.3

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AAnnexure-II Effective rainfall and Runoff for various return period

Time

(h) 50 Year 100 Year

Rainfall (cm) Runoff (m3/s) Rainfall (cm) Runoff (m3/s) 1 0.407 318.55 0.476 318.55 2 0.407 322.01 0.476 322.6 3 0.407 328.93 0.476 330.69 4 0.407 338.29 0.476 341.64 5 0.546 350.5 0.632 355.92 6 0.546 367.55 0.632 375.81 7 0.546 391.49 0.632 403.69 8 0.685 421.95 0.788 439.17 9 0.546 464.75 0.632 488.96 10 0.407 521.01 0.476 554.45 11 0.407 592.33 0.476 637.53 12 0.268 682.88 0.319 743.05 13 0.685 795.51 0.788 874.31 14 0.685 937.59 0.788 1039.73 15 0.964 1110.56 1.101 1240.96 16 0.964 1318.91 1.101 1483.1 17 1.521 1563.45 1.727 1767.11 18 1.799 1832.73 2.039 2079.42 19 2.634 2116.05 2.978 2407.29 20 4.583 2410.51 5.167 2747.15 21 2.077 2732.64 2.352 3117.37 22 1.242 3055.67 1.414 3487.88 23 0.825 3371.46 0.945 3849.63 24 0.685 3690.58 0.788 4214.54 25 4020.99 4591.56 26 4374.84 4994.31 27 4762 5433.81 28 5221.53 5954.04 29 5754.9 6556.7 30 6356.57 7235.56 31 7009.76 7971.63 32 7686.18 8733.2 33 8359.81 9490.88 34 8983.29 10191.4 35 9510.77 10783.21 36 9877.73 11193.63 37 9956.07 11278.65 38 9744.14 11036.34

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Time (h)

50 Year 100 Year Rainfall (cm) Runoff (m3/s) Rainfall (cm) Runoff (m3/s)

39 9327.15 10562.34 40 8776.83 9937.24 41 8160.22 9236.33 42 7537.67 8528.11 43 6937.19 7844.8 44 6367.24 7196.2 45 5842.61 6599.1 46 5346.57 6034.74 47 4883.76 5508.27 48 4453.51 5018.87 49 4049.69 4559.68 50 3660.42 4117.19 51 3303.34 3711.28 52 2978.34 3341.78 53 2679.6 3002.11 54 2413.23 2699.16 55 2171.08 2423.81 56 1953.01 2175.84 57 1756.48 1952.37 58 1580.09 1751.85 59 1423.35 1573.65 60 1283.15 1414.27 61 1160.5 1274.82 62 1054.76 1154.56 63 961.38 1048.36 64 870.97 945.66 65 798.05 862.74 66 732.68 788.44 67 672.39 719.93 68 614.75 654.48 69 555.56 587.41 70 503.1 527.97 71 454.07 472.42 72 413.57 426.52 73 383.2 392.03 74 358.02 363.47 75 337.72 340.44 76 328.02 329.4 77 323.11 323.79 78 320.06 320.29 79 318.55 318.55

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AAnnexure-III Cross Section profile with embankment

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Cross-Section Survey on Bhedan River Jharsuguda Odisha

Cross Section - 1

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CROSS SECTION 01 Chainage RL Remarks

0 202.362 15 202.836073 30 203.0000875 45 202.7905352 60 202.6896835 75 202.5851793 90 202.4725887

105 202.3099194 120 202.086608 135 200.668958 150 198.4176781 165 193.4768848 180 190.2011523 195 190.2066824 210 190.0432711 225 189.9389895 240 189.9212303 255 190.2683263 270 190.5747622 285 190.8239424 300 190.730536 315 190.5183377 330 190.5120565 345 191.7901078 360 194.3638458 375 198.7068299 390 196.9988018405 198.1773712 420 198.4425666 435 198.2319406 450 197.8045302 465 197.1784823 480 196.6835214 495 196.3745428

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Cross Section - 2

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0 201.95 15 200.99 30 200.62 45 200.71 60 200.54 75 199.35 90 198.82

105 198.58 120 197.44 135 193.08 150 191.53165 190.25 180 189.46 195 189.33 210 189.10 225 187.06 240 186.47 255 186.26 270 187.05 285 188.70 300 190.22 315 192.36 330 195.68 345 196.92 360 199.52 375 199.59 390 200.30 405 200.33 420 199.52 435 199.12 450 199.85

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Cross Section – 3

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0 199.17 15 201.52 30 201.69 45 201.49 60 201.33 75 201.26 90 201.16

105 201.33 120 199.72 135 196.64 150 194.03 165 195.61 180 192.19 195 192.28 210 191.45 225 189.90 240 189.76 255 190.09 270 190.22 285 189.49 300 188.81 315 188.03 330 189.82 345 190.96 360 195.12 375 196.82 390 197.78405 197.22 420 198.11 435 199.56 450 201.00 465 201.55 480 201.55 495 201.57 510 201.48 525 201.43 535 201.40

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Cross Section - 4

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CROSS SECTION 04 Chainage RL Remark

0 198.07 15 197.89 30 197.93 45 198.25 60 198.98 75 199.46 90 199.72

105 199.60 120 198.63 135 198.60 150 194.78165 190.34 180 189.87 195 189.99 210 190.17 225 190.12 240 190.16 255 190.28 270 190.21 285 191.28 300 191.08 315 190.89 330 192.61 345 195.30 360 197.45 375 197.35 390 197.70 405 197.22 420 197.03 435 196.89 450 197.01 465 197.23 476 197.74

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Cross Section – 5

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0 199.986 15 198.927 30 197.772 45 196.26 60 195.844 75 195.747 90 195.904

105 196.782 120 196.77 135 193.54 150 191.337 165 190.804 180 190.756 195 190.77 210 190.605 225 190.588 240 190.211 255 189.532 270 188.851 285 189.511 300 190.019 315 190.17 330 191.152 345 191.892 360 193.427 375 196.179 390 197.508405 198.369 420 196.437 435 195.433 450 196.127 465 198.268 480 198.205 495 198.205 499 198.178

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Cross Section - 6

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0 200.126 15 200.386 30 201.135 45 201.917 60 200.676 75 199.761 90 197.969

105 198.284 120 197.622 135 196.079 150 197.103 165 194.505 180 190.547 195 190.787 210 190.977 225 190.762 240 189.439 255 189.099 270 189.454 285 188.918 300 188.857 315 189.82330 190.088 345 190.433 360 192.082 375 194.059 390 195.86 405 197.124 420 197.262 435 198.226 450 195.559 465 195.532 480 195.074 495 194.958 498 194.955

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Cross Section - 7

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0 199.43 15 200.048 30 200.432 45 200.459 60 200.448 75 200.497 90 200.527

105 200.696 120 200.91 135 200.981 150 200.998 165 200.795 180 199.321 195 194.258 210 190.03 225 189.32 240 189.25 255 189.263 270 189.043 285 189.129 300 188.379 315 189.38 330 189.392 345 189.034 360 190.008 375 191.256 390 193.899405 197.02 420 199.474 435 198.591 450 198.172 465 196.701 480 196.711 495 196.806 510 197.033 525 197.26 540 197.381 555 197.161

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Cross Section - 8

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0 197.692 15 198.993 30 200.641 45 199.641 60 199.055 75 198.518 90 197.945

105 197.644 120 197.308 135 195.562 150 191.992 165 190.383 180 190.118 195 190.055 210 189.539 225 189.73 240 189.867 255 189.806 270 189.744 285 189.861 300 189.943 315 189.961 330 189.917 345 190.071 360 191.365 375 195.034 390 201.07405 200.854 420 200.451 435 200.042 450 199.786 465 200.016 480 201.257 495 200.046 510 198.836 525 199.631 540 199.528 555 197.693 561 195.723

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Cross Section - 9

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0 197.173 15 198.03 30 198.441 45 198.145 60 197.09 75 197.314 90 195.188

105 194.123 120 193.309 135 192.425 150 190.591 165 190.425 180 189.842 195 189.559 210 189.578 225 189.57 240 189.518 255 189.599 270 189.546 285 189.531 300 189.51 315 189.356 330 189.662 345 190.411 360 195.263 375 197.412 390 198.294405 197.878 420 197.278 435 196.686 442 196.881

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Cross Section - 10

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0 196.764 15 196.711 30 196.573 45 196.539 60 195.527 75 193.398 90 193.449

105 193.811 120 192.551 135 192.234 150 192.124 165 190.124180 187.3 195 184.315 210 183.166 225 183.381 240 189.777 255 193.285 270 195.749 285 197.341 300 197.457 315 200.982 330 203.715 345 205.881 360 208.134 375 207.103 387 206.213

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Cross Section - 11

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0 197.035 15 197.108 30 197.126 45 197.102 60 197.105 75 195.806 90 196.315

105 195.166 120 194.848 135 192.702 150 189.358 165 189.002 180 187.912 195 188.772 210 188.452 225 188.515 240 189.102 255 188.772 270 189.008 285 189.977 300 189.739 315 191.815 330 194.981 345 195.723360 195.04 375 194.888 390 195.642 405 196.913 420 198.91 435 200.476 450 202.662 465 207.723 480 220.073 495 226.985 508 227.579

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Cross Section - 12

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0 193.982 15 193.964 30 194.323 45 194.975 60 195.329 75 196.636 90 197.731

105 197.823 120 197.82 135 198.146 150 197.664 165 193.215 180 190.425 195 190.293 210 190.107 225 190.003 240 189.791 255 189.909 270 189.722 285 189.352 300 189.412 315 189.408 330 189.672 345 189.852 360 189.838 375 189.762 390 194.786405 195.082 420 194.411 435 193.919 450 193.954 465 194.48 480 195.564 495 196.703 510 198.015 525 198.763 528 198.86

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Cross Section - 13

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0 193.624 15 196.494 30 195.09845 195.16560 195.328 75 195.769 90 195.971

105 195.974 120 196.597 135 194.091 150 191.406 165 190.567 180 189.064 195 188.83 210 188.545 225 188.401 240 188.569 255 188.644 270 189.1 285 189.4 300 189.71 315 189.654 330 189.701 345 189.758 360 189.721 375 189.54 390 194.937 405 195.975 420 194.896 435 194.853 450 195.576 465 196.492 480 198.309495 198.522 510 199.321 513 199.326

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Cross Section - 14

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0 195.361 15 195.902 30 196.348 45 196.828 60 197.311 75 197.728 90 198.033

105 198.21 120 198.128 135 197.062 150 195.93 165 194.107 180 190.321 195 187.699 210 188.003 225 188.476 240 188.987 255 189.271 270 189.756 285 190.141 300 190.495 315 190.831 330 191.054 345 191.259 360 191.459 375 193.204 390 195.084405 196.299 420 196.89 435 196.809 450 196.696 465 196.749 480 196.538 495 196.239 510 196.44 525 196.881

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Cross Section - 15

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0 194.593 15 194.543 30 192.988 45 194.129 60 193.737 75 194.388 90 194.727

105 194.735 120 194.889 135 195.389 150 193.798165 188.847 180 188.041 195 188.306 210 188.334 225 188.359 240 188.307 255 188.384 270 188.543 285 188.718 300 188.753 315 188.833 330 188.632 345 189.153 360 194.138 375 195.406 390 196.997 405 197.421 420 197.294 435 197.067 450 197.043 465 197 480 196.865 485 196.782

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Area Drainage Study for 3×800 MW OTPP


NATIONAL INSTITUTE OF HYDROLOGYROORKEE – 247 667, UTTARAKHANDWebsite: http://www.nihroorkee.gov.in

0.10 0.30 0.500.00 0.20 0.40L-Skewness

-0.10

0.10

0.30

-0.20

0.00

0.20

0.40L-

Kurto

sis

GLO

GEV GNO

GPA

PE3

WAKEXPEV1

LOS

NOR

UNF

(GLO, GEV, GNO, GPA, PE3 are three-parameter distributions, and are shown as lines.

WAK is a five-parameter distribution, and is shown as a line.

UNF, NOR, LOS, EV1 and EXP are two-parameterdistributions shown as points, and are mentioned in italics)

Regional Average

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corrigendum 1 dated march 12, 2021 to tender specification

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