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TRANSCRIPT
Satluj Jal Vidyut Nigam Ltd.
REVIEW REPORT ON MEASURES TO AVOID SUBMERGENCE OF DEBAL SMALL HYDROPOWER STATION SITUATED IN THE UPSTREAM OF PROPOSED DEVSARI HYDROPOWER PROJECT
Prepared by:
Alternate Hydro Energy Centre
Indian Institute of Technology Roorkee
April 2018
Satluj Jal Vidyut Nigam Ltd.
REVIEW REPORT ON
MEASURES TO AVOID SUBMERGENCE OF DEBAL SMALL HYDROPOWER STATION SITUATED IN THE UPSTREAM OF PROPOSED DEVSARI HYDROPOWER PROJECT
Prepared by:
Alternate Hydro Energy Centre
Indian Institute of Technology Roorkee
April 2018
CONTENTS
Title Page No.
1. Introduction 1
2. The Sponsor, Background and Scope of Work 1
2.1 Sponsor 1
2.2 Background 1
3. Scope of Work 2
3.1 Alternative –I 2
3.2 Alternative –II 2
3.3 Alternative –III 2
4. Review by AHEC 3
5. Conclusions and Recommendations 4
List of Personnel Involved 6
Annexure-1 7
Annexure-2 8
Annexure-3 9
1
REVIEW REPORT ON MEASURES TO AVOID SUBMERGENCE OF
DEBAL SMALL HYDROPOWER STATION SITUATED IN THE
UPSTREAM OF PROPOSED DEVSARI HYDROPOWER PROJECT
1.0 INTRODUCTION
Devsari hydropower project (252 MW) is being developed by SJVN Ltd., on river
Pinder in Chamoli district of Uttarakhand. Devsari hydropower project is a run of river project
with peaking diurnal storage to utilise the lean flows Pinder River. The full reservoir level of
this project is 1300 m. The weir site of Devsari project is located 1.75 Km in the downstream
of confluence of Kailganga with Pinder River. There is one power station named as Debal small
hydropower station (2 x 2.5 MW) on Kailganga whose machine hall floor level is 1287 m. Thus
Debal power station commissioned in the year 2007 shall be submerged in the pondage area of
Devsari project on its commissioning.
2.0 THE SPONSOR, BACKGROUND AND SCOPE OF WORK
2.1 Sponsor
SJVN Ltd. is a public sector company as a joint venture of Govt. of India and Govt. of
Himachal Pradesh. SJVNL has commissioned Nathpa Jhakri hydropower project in Himachal
Pradesh and working on several project in Himachal Pradesh and Uttarakhand. SJVN Ltd has
assigned Alternate Hydro Energy Centre, Indian Institute of Technology Roorkee (AHEC,
IITR), for the study of alternative measures to avoid submergence of Debal power station.
2.2 Background
AHEC IIT Roorkee carried out a detailed study on various possible alternatives in the
year 2011 and submitted the report to SJVNL in July 2011. The alternatives considered were
(i) Alternative – I: Purchase of the existing Debal Power House by SJVN Ltd.
(ii) Alternative – II: Construction of a protection wall around Debal power house.
(iii) Alternative – III: Shifting of Debal Power House to a higher elevation with
existing machines.
(iv) Alternative – IV: Shifting of Debal Power House at the toe of devsari dam.
(v) Alternative–V: Purchase of Debal Power House by SJVN Ltd and construction
of a new small power house at a higher location with new machines.
2
In this report it was concluded that Alternative-V appears to be most appropriate
measure where SJVNL should outright purchase the Debal Power Station and construct a new
small power station at a higher elevation.
3.0 SCOPE OF WORK
SJVNL vide its letter dated Feb 06, 2018 intimated that the proposal of purchase of
Debal SHP by SJVNL did not go through due to non-willingness of Debal SHP
developer and they have prepared a report on measures to avoid submergence of Debal
SHP in January 2018 with various alternatives for protection of Debal SHP. SJVN
submitted its proposal with three alternatives to AHEC, IIT Roorkee for review. The
alternatives prepared by SJVNL are as follows:
3.1 Alternative –I
Construction of protection wall around the Debal Power Station with an underground
gallery of dia 3m to divert the water from the tail race of Debal SHP to the downstream
of Devsari HEP dam.
3.2 Alternative –II
Construction of protection wall around the Debal Power Station with combination of 3
nos. steel pipes in open (dia 1.8m) and underground gallery (dia3 m) to divert the water
from the tail race of Debal SHP to the downstream of Devsari HEP dam. Total length
of diversion arrangement shall be 2450m out of which, length of diversion arrangement
through steel pipes in open shall be 730m (approx.), whereas, length of diversion
arrangement through underground gallery shall be 1720m (approx.).
3.3 Alternative –III
Construction of protection wall around the Debal Power Station with combination of 3
nos. steel pipes in open (dia. 1.8m) and underground gallery (dia.3 m) to the
downstream of Devsari HEP dam. Total length of diversion arrangement shall be
2990m out of which, length of diversion arrangement through steel pipes in open shall
be 1990m (approx.), whereas, length of diversion arrangement through underground
gallery shall be 1000m (approx.).
3
4.0 REVIEW BY AHEC
AHEC IIT Roorkee carried out detailed review study of the new proposal (January
2018) submitted by SJVNL. All the three alternatives considered by SJVNL as shown in Fig.
1 were studied. For stability of protection wall and feasibility of underground gallery (tunnel)
observations were communicated to SJVNL vide our letters dated April 11, 2018 (Annexure-
I) and April 20, 2018 (Annexure-II). These observations were discussed in detail with the
SJVNL team comprising of their design and field personal at Roorkee on April 13, 2018 and
April 25, 2018. SJVNL submitted their response to the observations vide their letter dated April
25, 2018 (Annexure-III).
Based on the detailed study of the proposals submitted by SJVNL, it is found that the
Alternative-I appears to be technical feasible among the proposed three alternatives.
According to this proposal, the following works have been provided to avoid
submergence of Debal SHP station with the estimated cost of 65.3 crores
(i) A RCC wall on the river side of Debal power house to eliminate its
submergence. The wall shall be founded one firm rock available at site as per
SJVN response and shall be about 14 metres high above its foundation level.
The top of the wall shall be at El. 1302.0 m i.e. about 1.0 metre above the
HFL/FRL of the proposed Devsari dam reservoir. The upstream and
downstream ends of the wall shall be tied to high ground levels.
(ii) A 3 m size D-shaped tunnel (gallery) of about 2,319 m length to divert the tail
water of Debal SHP to the downstream of the proposed Devsari dam so as to
keep the tail water levels of Debal SHP unaltered even after construction of
Devsari dam.
It is suggested that the following additional provisions are to be made at the time of
implementation including detailed engineering design and construction drawings of the
protection wall.
(1) The Debal power house would have been designed for normal conditions. After
the construction of retaining wall with the water around, Debal power shall
undergo excessive uplift pressure for which the same may be checked and
necessary strengthening need to be carried out.
4
(2) Pull out tests under submerged conditions may be carried out to determine the
actual strength the of the rock anchors to ensure safety of retaining wall in
overturning and sliding.
(3) A grout curtain may be provided below the wall so as to minimize seepage of
water from Devsari reservoir towards Debal SHP.
(4) A drain with a sump to catch seepage may be constructed at the toe of the
retaining wall to drain and pump out any seepage towards Debal SHP.
5.0 CONCLUSIONS AND RECOMMENDATIONS
The Alternative-I where construction of protection wall around the Debal Power Station
with an underground gallery of dia 3 m to divert the water from the tail race of Debal SHP to
the downstream of Devsari HEP dam is proposed by SJVNL in their report of January 2018
appears to be technical feasible among the other alternatives. However, construction of
protection wall is not an aesthetically sound measure.
5
Fig. 1: Alternative measures for Debal SHP
6
LIST OF PERSONNEL INVOLVED
SJVN Limited
1. Er. N.C. Bansal, Executive Director
2. Er. Arun Dhiman, Sr. AGM (Civil)
3. Er. Rakesh Sehgal, Sr. AGM (Civil Design)
4. Er. Revti Raman, Sr. Manager (Civil Design)
ALTERNATE HYDRO ENERGY CENTRE
1. Prof S K Singal, Head & PI
2. Prof Arun Kumar, Professor & Chair Professor (RE)
3. Shri D K Agarwal, Consultant
7
ANNEXURE-1
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Prof. S.K. Singal Head
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INDIAN INSTITUTE OF TECHNOLOGY, ROORKEE ALTERNATE HYDRO ENERGY CENTRE
ROORKEE – 247 667 (Uttarakhand), INDIA
Phone: (01332) 285213, 274254, Fax: (01332) 273517, 273560
E-mail : [email protected], [email protected], [email protected]
No. AHEC/C-1015/852
Dated: April 11, 2018
Shri Arun Dhiman
Sr. AGM (Civil)
Satluj Jal Vidyut Nigam Ltd.,
9, Phase – II, Vasant Vihar, Dehradun – 248006
Tel: 0135 – 2760983; Fax: 0135 – 2762771, Mob: 9418053338
E-mail: [email protected]; [email protected]; [email protected]
Sub: Measures to avoid submergence of Debal small hydropower station (2 x 2.5 MW)
situated in the upstream of proposed Devsari HEP. Technical Examination /
review of the report thereof
Dear Sir,
We have gone through the technical report showing different alternatives suggested by
AHEC to avoid submergence of Debal SHP station. Our preliminary observations and details
required are given below.
1. In order to check the feasibility of underground gallery, geological details along the
route of the gallery are required.
2. For checking the design of the retaining wall around Debal power house, following
information is required
a. C & values of the foundation strata in submerged condition.
b. Silt factor if the foundation strata is not rocky.
c. Maximum and minimum tailrace levels of Debal power house tailrace.
d. Plan, transverse and longitudinal sections of Debal power house
3. Stability of the retaining wall has been checked by taking into account full passive
resistance generated through the stem. For safe design, only one third of the passive
resistance should be considered.
As discussed, a meeting with your designers may be held at AHEC, IIT Roorkee on
April 13, 2018 at 11 AM. Please make it convenient to attend the same alongwith the details given above.
Yours faithfully,
(SUNIL KUMAR SINGAL)
CC: Shri NC Bansal
Executive Director
SJVN Ltd.,
9, Phase II, Vasant Vihar, Dehradun 248006
Tel: 0135-2760983, Mob: 941 805 7575
E-mail: [email protected] (SUNIL KUMAR SINGAL)
8
ANNEXURE-2
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Prof. S.K. Singal Head
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INDIAN INSTITUTE OF TECHNOLOGY, ROORKEE ALTERNATE HYDRO ENERGY CENTRE
ROORKEE – 247 667 (Uttarakhand), INDIA
Phone: (01332) 285213, 274254, Fax: (01332) 273517, 273560
E-mail : [email protected], [email protected], [email protected]
No. AHEC/C-1015/928
Shri Arun Dhiman Dated: April 20, 2018
Sr. AGM (Civil)
Satluj Jal Vidyut Nigam Ltd.,9, Phase – II, Vasant Vihar, Dehradun – 248006
Tel: 0135 – 2760983; Fax: 0135 – 2762771, Mob: 9418053338
E-mail: [email protected]; [email protected]; [email protected]
Sub: Measures to avoid submergence of Debal small hydropower station (2 x 2.5 MW)
situated in the upstream of proposed Devsari HEP. Technical Examination /
review of the report thereof
Dear Sir,
We have reviewed the details submitted by you by email on April 17, 2018 and our
observations are as follows:
1. The retaining wall is unsafe in sliding, overturning and bearing pressure. It has been
justified as safe by providing anchor bolts. Anchor bolts can only be provided if there is
sound rock at foundation level.
2. The retaining wall will have to be checked for piping failure, if it is not founded on rock.
3. While designing the retaining wall, the maximum tail water level at power house side
should also be considered.
4. The water load on the heel has not been considered. Since the uplift pressure will not be
exactly equal to water load, it should be taken into consideration.
5. The ground level on the power house side should also be considered to determine the
passive resistance.
6. The angle of internal friction ɸ, which has been assumed equal to 30 degrees, will be lesser
than that because of submerged conditions.
7. Further, geotechnical / geological details below the retaining wall and along the proposed
tunnel alignment may also be provided.
8. The Debal power house would have been designed for normal conditions. After the
construction of retaining wall with the water around, Debal power shall undergo excessive
uplift pressure for which the same may be checked.
9. Cost estimate for each component may also be provided.
It is proposed that a meeting with your designers may be held at AHEC, IIT Roorkee
on April 26, 2018 at 11 AM. Please confirm and make it convenient to attend the same
alongwith the details given above.
Yours faithfully,
CC: Shri NC Bansal (SUNIL KUMAR SINGAL)
Executive Director
SJVN Ltd., 9, Phase II, Vasant Vihar, Dehradun 248006
Tel: 0135-2760983, Mob: 941 805 7575,
E-mail: [email protected] (SUNIL KUMAR SINGAL)
9
ANNEXURE-3
SJVN Limited (A Joint venture of Govt.Of India &Govt. Of H.P)
Devsari Hydro Electric Porject (252MW) Therali,Distt.Chamoli,Uttarakhand:246481.
No. SJVN/DHEP/CAMP-ROORKEE/4-2018- 1 Dated:25.04.18
To,
Prof. S.K. Singal,
Head AHEC,
IIT Roorkee.
Sub: Measures to avoid submergence of Debal small hydropower station (2x2.5 MW)
situated in the upstream of proposed Devsari HEP. Technical Examination/review
of the report thereof.
Ref: i) SJVN/DHEP/PCD-DHEP/225/18-1178-1181 dated 17.03.2018.
ii) AHEC/C-1015/852 dated 11.04.2018.
iii) AHEC/C-1015/928 dated 20.04.2018.
Dear Sir,
This has reference to the communication refered above and subsequent meetings held
at IIT Roorkee on 13.04.2018 and 25.04.2018 alonwith SJVN Project and Design Team. In this
regard, the pointswise replies/details required for review of the subject cited report has been
given in the tables as under:
a) Replies w.r.t. AHEC/C-1015/852 dated 11 April 2018
Sr.
No.
Comments Reply
1 Underground gallery, geological details along
the route of the gallery are required.
The details in the vicinity attached at
Annex- A1.
2-a C & ϕ values of the foundation strata in
submerged condition.
The value of C is 6.34 Mpa and ϕ is 35°.
2-b Silt factor if the foundation strata is not rocky Silt factor is 0.661
2-c Maximum and minimum tailrace levels of Debal
power house tailrace.
Max TRT level:-1288.98m and Min. is
1287.48m
2-d Plan, transverse and longitudinal sections of
Debal power house
The details are covered in the SJVN
Report of Feb.2018.
3 Stability of the retaining wall has been checked
by taking into account full passive resistance
generated through the stem. For safe design,
only one third of the passive resistance should be
considered
The revised computations for stability
analysis have been carried out as
suggested.
Refer Annex-A2
b) Replies w.r.t. AHEC/C-1015/928 dated 20.04.18 Sr.
No.
Comments Reply
1. The retaining wall is unsafe in sliding,
overturning and bearing pressure. It has
been justified as safe by providing anchor
Sound rock is available at foundation level and
as such retaining wall has been designed and its
10
bolts. Anchor bolts can only be provided
if there is sound rock at foundation level.
safety has been ensured by providing
anchorbolts.
Refer Annex-A1
2. The retaining wall will have to be checked for
piping failure, if it is not founded on rock.
As retaining wall is to be founded on rock, there
is no chance of piping failure.
3. While designing the retaining wall, the
maximum tail water level at power house
side should also be considered.
In the design , tail water level at power house
side has not been considered , as the water may
not be always available up to particular level
at power house side.
However, if considered it will enhance the
stability of retaining wall.
4. The water load on the heel has not been
considered. Since the uplift pressure will
not be exactly equal to water load, it
should be taken into consideration.
The weight of water on the heel will always be
greater than the uplift pressure. However for
safe design both have been ignored.
If , both, weight of water and uplift pressure
are considered on heel, it will further enhance
the stability of retaining wall .
5. The ground level on the power house side
should also be considered to determine the
passive resistance.
Only the passive resistance on the key of wall
has been considered in the design of wall, as the
ground level on power house side varies.
If , Ground level on power house side is
considered for passive resistance, the
stability of retaining wall will further be
enhanced.
6. The angle of internal friction ɸ, which has
been assumed equal to 30 degrees, will be
lesser than that because of submerged
conditions.
The angle of internal friction ɸ is 35 degree in
submerged condition as per field tests in the
vicinity, which is higher than assumed value
i.e. 30 degrees
7. Further, geotechnical / geological details
below the retaining wall and along the
proposed tunnel alignment may also be
provided.
For , geotechnical / geological details refer
Annex-A1
8. The Debal power house would have been
designed for normal conditions. After the
construction of retaining wall with the
water around, Debal power shall undergo
excessive uplift pressure for which the
same may be checked.
The uplift pressures will be released by
provisions of drainage holes/sump wells
around existing structures of Debal SHP.
This has also been mentioned at page no.5 of
SJVN Report of Feb.2018.
9. Cost estimate for each component may
also be provided.
Refer Annex-A3 for Detailed BoQ and
Estimate.
Keeping in view the above submissions, it is requested that the technical feasibility for the
proposed wall around the Debal HEP to avoid its submergence my kindly be provided at the
earliest, please.
Thanking you.
Yours faithfully,
Arun Dhiman (Sr. AGM),
DHEP, SJVN.
11
The geological and geotechnical details of below retaining wall and along tunnel
alignment:
The rock along retaining wall is biotite gneiss with quartz veins dipping N55⁰W along foliation.
A mylonitic zone was observed at the right bank of the confluence of Kail Ganga and Pindar
River. The quartzite/phyllite sequence has an attitude of 320o-360o strike and dipping at angles
between 30⁰ to 90⁰. The dip directions are inconsistent and alternate between NE and SW.
Right bank has been explored by two holes DD-VI and DD-XIII in vicinity of confluence site.
These holes have encountered overburden of the order of 7.5 & 6m thick respectively. Number
of nil RQD zones encountered in these holes and their considerable thickness represent closely
foliated zone/sheared or shattered rock. Lugeon value in the rock zone immediately after the
overburden is of the order up to 9.52 for first 18 m. Lugeon value in general is in the range of
5 to 13.
The rock along proposed tunnel alignment of gallery is area mainly comprise of quartzite and
phyllite with intercalations of schists in the upstream part of the Reservoir between end of the
reservoir & the thrust (i.e. little upstream of confluence of Kail Ganga & Pindar rivers).
Downstream of confluence/thrust up to dam, the reservoir rock comprises of gneisses,
mylonites with alternate bands of amphibolite and biotite schists. These two rock units/zones
are separated by a Thrust.
The rock along tunnel alignment, is characterized by very strong to intensely controlled
deformation. The intense deformation makes the rock very susceptible to sliding, weathering
and rapid degradation. The quartzite is characterized by egg white to greyish, strong on
exposure it fractures into blocky and angular parts along the road section at the confluence of
the Kail Ganga and the Pinder river. The quartzite also hosts interbedded units of phyllite and
schist. The quartzite – phyllite sequence has varying attitudes due to intense deformation. These
rocks are highly folded, faulted and fractured along the right bank of Pinder River (within the
reservoir area).
The lithologies are moderately jointed, with generally rough and irregular surfaces. Thin shears
are present along the foliation. Shearing along the foliation, a result of ductile deformation is
common. High horizontal stresses from the NE direction to SW direction or top to the south as
revealed by augen structure within the gneissose rocks which indicates the movement of thrust
sheets and are as expected for this type of tectonic setting. Geological map of the reservoir area
reveals presence of number of active and dormant slides along with subsidence/creep zones at
the right bank of Pinder River and left bank of Kail ganga river. The reservoir area is dominated
by cultivated land above El. 1300 m which may represent old slide debris/ talus/colluviums.
All along the tunnel alignment (i.e. on right bank) rocks are exposed at lower level, followed
upward by river terrace material which is being used for cultivation.
The area is devoid of any lime/calcareous formations of highly pervious gravelly material.
Even if the ground in this area contains fractured and shearedquartzite/phyllite and schists,
which are relatively permeable, their base lies at analtitude of 1335 m, well above the high
water level.The proposed area is comprised of Garhwal Group of rock which is further divided
intocalcareous and arnaceouslithofacies. Garhwal group of rock consists of
quartzites,limestone, slates, schists and phyllites of low grade rocks. The thrust divided the
12
Garhwal and Nandprayag-Ghat-Gwaldam Crystalline group and thrust aligned in NWSE
direction which dipping 40º-60º to the northeast. Mylonitization is also observed hundreds of
meters at the top of the Garhwal Group. In the proposed area the size of the zones of
stabilization onidentified fault and thrust, water level may fluctuate to some extent with
fluctuation reservoir levels.
An exploratory drift of 71m at right bank of river Pinder is excavated to get lithological
overview.
The drift located 5.7m downstream of dam axis & runs in N53⁰W direction and has been
excavated for 71 m length at El. 1281.86m. The rock encountered in the drift is mainly gneiss
which is dipping towards N50⁰W to N60⁰W direction (inside the hill) with the amount varying
from 50⁰-55⁰.
The brief lithological description of the drift is
given below: -
RD 0.00 to 14 m
The rock encountered in this reach is mainly
gneiss with biotite lenses on the left side at
RD+ 5 m. Initial 3 m of the drift is supported
with steel ribs.
RD 14.00 to 22 m
From RD + 14.50 to 16 m, a thick shear zone
comprising gauge and crushed rock have been
encountered. From 16 to + 22 m,
fractured/shattered gneiss has been recorded.
The drift is supported with steel ribs from 15 to
17.00 m.
RD 22 to 56 m
The rock encountered in this reach is fresh and
hard gneiss with regular shear seems 1 to 5cm
thick. A thin schist band at RD + 40 m is also
recorded.
RD 56 to 71 m
Between 56 to 57.5 m, 1.00 to 1.5 m thick
biotite schist/ schist band have been
encountered, rest of reach encountered gneiss
which is fresh & hard with regular shears.
Seepage between 58 to 70m in the crown has
been observed.
13
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16
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20
21
22
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24
25
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35
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Deval SHP (5 MW)
ABSTRACT OF TENTATIVE COST FOR -Underground Gallery And Wall around Power House
1 U/G Gallery 278887241.00
2 Protection Wall around PH 373520702.79
Total Tentative Cost 652407943.78
Deval SHP (5 MW)
ABSTRACT OF TENTATIVE COST FOR -Underground Gallery And Wall around Power House
1 U/G Gallery 278887241.00
2 Protection Wall around PH 373520702.79
Total Tentative Cost 652407943.78
37
Deval SHP (5 MW)
Protection wall around Deval SHP
Item
No.
Reference to
Technical
Specifications
Description of work Unit
Quantity
Unit
Rate
in figures
and
words
Amount
in figures and
words
INR INR
1 OPEN EXCAVATION AND BACKFILING
1.1 Open Excavation
1.1.1 Loose Excavation and ripping in open cuts and in foundations of
structures in all types of soils and depositing the excavated material
in regular layers with necessary levelling and stockpiling the useful
materials separately as and where directed with all lifts and lead upto
1 km.
m3 9,653 157 1515442.50
1.1.2 Excavation in rock in open cuts and in foundations of structures
including depositing the excavated materials in regular layers with
necessary levelling and stockpiling the useful materials separately as
and where directed with all lifts and lead up to 1 km.
m3 9,653 626 6042465.00
1.1.3 Removal of slips, bluffs and loose rock i.e. loading, handling ,
dumping of material and cleaning of surface and depositing the
excavated materials in regular layers with necessary levelling and
stockpiling the useful materials separately as and where directed with
all lifts and lead up to 1 km.
m3 50 139 6950.00
1.1.4 Hauling of excavated materials for actual distance beyond 1 km from
site of excavation.
m3x
km
19,355 37 716135.00
1.1.5 Shoring and strutting the excavated surface including labour,
materials, fabrication, erection and removal.
m2 150 2,368 355200.00
38
Item
No.
Reference to
Technical
Specifications
Description of work Unit
Quantity
Unit
Rate
in figures
and
words
Amount
in figures and
words
INR INR
2 ANCHORS
2.1 Grouted anchor bars
2.1.1 Providing and installing grouted anchor bars of following diameters
including cutting, bending, grouting and testing complete in all
respects.
25mm dia.
a) Up to 20 m length m 66,600 577 38428200.00
3 DRILLING, GROUTING AND GROUTING MATERIAL
3.1 Drilling
3.1.1 Drilling holes for Anchor Bars vertical or inclined in all formations
of rock/concrete by percussion drilling.
a ) Up to 20 m depth
i) 25 mm dia. anchor bars m 66,600 224 14918400.00
3.1.2
Drilling holes of minimum 45 mm diameter vertical or inclined in all
formations of rock/concrete for curtain grouting by percussion
drilling.
m 3,000 575 1725000.00
3.1.3 Drilling 76 mm dia drainage holes, providing and laying PVC
perforated pipes in the holes and filling with gravel.
m 3,000 1621 4863000.00
3.2 Grouting Materials
3.2.1 Cement used for grouting including provision, delivery,
transportation, storage and complying with specified requirements.
MT 375 10,520 3945000.00
3.2.2 Sand and Bentonite used for grouting with average natural water
content as approved by the Engineer.
(i)Sand MT 281 444 124875.00
(ii)Bentonite MT 28 9,600 270000.00
39
Item
No.
Reference to
Technical
Specifications
Description of work Unit
Quantity
Unit
Rate
in figures
and
words
Amount
in figures and
words
INR INR
3.2.3 Admixture used for grouting including supply, handling, storage and
dispersing
kg 3,750 79 296250.00
3.2.4 Standard mild steel pipes and fittings used for grouting and left
permanently in rock and/ or concrete including supply installation
and protection against blockage of pipes and fittings.
kg 9,690 97 939930.00
4 STEEL REINFORCEMENT
4.1 Providing and fixing HYSD steel reinforcement of Grade-Fe 500
( including supply ,handling, storage cutting ,bending, placing wire
clips, coupler and any other fastening devices.
MT 2,558 52,434 134151864.66
5 FORM WORK
5.1 Providing and erecting formwork for plane and curved surfaces
including maintenance, oiling, all necessary ties and fixing, access
scaffoldings, forming for chamfers upto 500mm either internal or
external and edges upto 50mm width.
a) Plane Surfaces
i) F2 m2 19,111 990 18919642.50
ii) F3 m2 19,111 1,037 19817847.75
6 CONCRETE
6.1 Concrete of grade M-25 (with 20 mm. maximum aggregate size) in
portal, frames, walls, slabs and foundation with graded crushed
aggregates including preparing surfaces, laying cement slurry before
placing concrete, mixing, placing vibrating , curing, testing and
finishing complete for all leads and lifts.
m3 21,321 5,739 122359784.25
7 ADMIXTURES
7.1 Admixtures
40
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INR INR
7.1.1 Air entraining and water reducing/set controlling or any other
approved admixtures/additives/accelerators used for different grades
of concrete, established at trial mix stages including supply, handling,
storage and dispersing.
kg 58,632 66 3869716.13
8 DEWATERI
NG
8.1 Dewatering by pumping in surface construction sites (measured in
terms of electric energy consumed by dewatering pumps) including
design of dewatering system, excavation of drainage trenches and
sumps, providing , installation and removal of all pumps, sumps,
supply, installation and removal of pipe lines and other accessories,
moving of pumps and pipes to different locations and operation and
maintenance of dewatering system. The pumps and other accessories
shall remain contractor's property after use.
a)with Electric Pumps kWh 5,000 51 255000.00
TOTAL AMOUNT - THIS BILL OF QUANTITIES 373520702.79
41
Deval SHP (5 MW)
Underground Gallery And Portal (Intake and Outfall)
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INR INR
1 OPEN EXCAVATION
1.1 Open Excavation
1.1.1 Chapter-5 Loose Excavation and ripping in open cuts and in foundations of
structures in all types of soils and depositing the excavated material
in regular layers with necessary levelling and stockpiling the useful
materials separately as and where directed with all lifts and lead upto
1 km.
m3 565 157 88774.08
1.1.2 Chapter-5 Excavation in rock in open cuts and in foundations of structures
including depositing the excavated materials in regular layers with
necessary levelling and stockpiling the useful materials separately
as and where directed with all lifts and lead up to 1 km.
m3 565 626 353965.44
1.1.3 Chapter-5 Removal of slips, bluffs and loose rock i.e. loading, handling ,
dumping of material and cleaning of surface and depositing the
excavated materials in regular layers with necessary levelling and
stockpiling the useful materials separately as and where directed
with all lifts and lead up to 1 km.
m3 20 139 2780.00
1.1.4 Chapter-5 Hauling of excavated materials for actual distance beyond 1 km
from site of excavation.
m3x
km
1,151 37 42582.56
1.1.5 Chapter-5 Shoring and strutting the excavated surface including labour,
materials, fabrication, erection and removal.
m2 50 2,368 118400.00
2 UNDERGROUND EXCAVATION
2.1 Chapter-6 Excavation in tunnelling by conventional method of drill and blast,
providing arrangements for lighting and ventilation, transporting the
excavated material and depositing it in regular layers with necessary
m3 17,864 1,289 23026949.12
42
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levelling and stockpiling the useful material as and where directed
with all lifts and lead upto 1 km from portal in rock class I,II and III.
2.2 Chapter-6 Excavation in tunnelling by conventional method of drill and blast,
providing arrangements for lighting and ventilation, transporting the
excavated material and depositing it in regular layers with necessary
levelling and stockpiling the useful material as and where directed
with all lifts and lead upto 1 km from portal in rock class IV and V.
m3 13,114 1,505 19736328.06
2.3 Chapter-6 Removal of fallen material from approved overbreak including
loading, hauling, dumping of material and cleaning of surface with
all lifts and lead upto 1 km from portal.
m3 1,549 172 266411.11
2.4 Chapter-6 Hauling of excavated materials for actual distance beyond 1 km
from portal.
m3xkm 32,527 37 1203496.68
3 STRUCTURAL STEEL SUPPORT
3.1 Steel Ribs
3.1.1 Chapter-7 Supply, handling, fabrication, transportation to the place of
installation and installation of steel ribs, foot plates, foot blocks,
bolts, nuts etc.
MT 41 117,033 4818412.45
3.2 Lagging
3.2.1 Chapter-
7
Supply, handling, fabrication, transportation to the place of
installation and installation of steel lagging.
MT 93 117,033 10835666.64
3.2.2 Chapter-7 Supply, handling, fabrication, transportation to the place of
installation and installation of miscellaneous metal pieces including
props, tie rods, invert struts and cross bracings etc.
MT 4 69,213 284959.61
4 ROCK BOLTS AND ANCHORS
4.1 Rockbolts and Grouted anchor bars
4.1.3 Chapter-8 Providing and installing resin grouted type rockbolts of following
diameters with all accessories and fittings including filling with
43
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quick set resin and slow set resin cartridges, stressing and load
testing complete in all respects.
25mm dia.
a) Up to 2 m length m 9,181 481 4416157.20
4.1.4 Chapter-8 Providing and installing grouted anchor bars of following diameters
including cutting, bending, grouting and testing complete in all
respects.
25mm dia.
a) Up to 2 m length m 3,935 534 2101183.20
4.1.7 Chapter-8 Providing and installing miscellaneous metal pieces such as small
steel beams, steel plates, steel cables used in conjunction with rock
bolts complete in all respects.
MT 5 69,213 346065.00
5 SHOTCRETE
5.1 Chapter-9 Production, supply and application of shotcrete as per mix design
including preparation and cleaning of surfaces, placing of plug
gauges for control of layer thickness and removal of rebound,
temporary protection and curing including admixtures but excluding
reinforcement with 10mm maximum aggregate size.
a) 50 mm thick m3 14,461 7,904 114298897.08
b) 100 mm thick m3 4,955 7,904 39165449.12
6 DRILLING, GROUTING AND GROUTING MATERIAL
6.1 Drilling
6.1.1 Chapter-12 Drilling holes for Rock bolts and Anchor Bars vertical or inclined in
all formations of rock/concrete by percussion drilling.
a ) Up to 2 m depth
i) 25 mm dia. rockbolts/ anchor bars m 13,116 224 2937984.00
44
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in figures and
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INR INR
6.1.2 Chapter-12 Drilling holes of minimum 38 mm diameter vertical or inclined in
all formations of rock/concrete for contact grouting.
m 1,073 247 265072.17
6.1.3 Chapter-12 Drilling holes of minimum 38 mm diameter vertical or inclined in
all formations of rock/concrete for consolidation grouting, draining
of rock and water pressure testing by percussion drilling
m 2,120 296 627372.00
6.1.4 Chapter-12 Drilling 76 mm dia drainage holes, providing and laying PVC
perforated pipes in the holes and filling with gravel.
m 2,000 1,621 3242000.00
6.2 Grout
6.2.1 Chapter - 12 Placing grout including labour, equipment, processing, mixing,
hooking up to the hole, injecting grout, hole closures and cleaning
up, excluding cost of cement.
a) Contact grouting between rock and concrete for backfilling the
voids created by approved geological over break or in any other
zones except the crown.
Per
Hole
2,507 155 388533.33
b) Consolidation grouting in holes drilled from surface or from the
underground in
i) Single stage grouting Per
Hole
942 93 87606.00
6.4 Grouting Materials
6.4.1 Chapter-12 Cement used for grouting including provision, delivery,
transportation, storage and complying with specified requirements.
MT 942 10,520 9909840.00
6.4.2 Chapter-12 Sand and Bentonite used for grouting with average natural water
content as approved by the Engineer.
(i)Sand MT 707 444 313686.00
(ii)Bentonite MT 71 9,600 678240.00
6.4.3 Chapter-12 Admixture used for grouting including supply, handling, storage and
dispersing
kg 9,420 79 744180.00
45
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in figures and
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INR INR
6.4.5 Chapter-12 Standard mild steel pipes and fittings used for grouting and left
permanently in rock and/ or concrete including supply installation
and protection against blockage of pipes and fittings.
kg 6,321 97 613183.56
7 STEEL REINFORCEMENT
7.1 Chapter-10 Providing and fixing HYSD steel reinforcement of Grade-Fe 500
(including supply, handling, storage cutting, bending, placing wire
clips, coupler and any other fastening devices.
MT 91 52,434 4792602.55
8 FORM WORK
8.1 Chapter-11 Providing and erecting formwork for plane and curved surfaces
including maintenance, oiling, all necessary ties and fixing, access
scaffoldings, forming for chamfers upto 500mm either internal or
external and edges upto 50mm width.
a) Plane Surfaces
i) F3 m2 38 1,037 39240.08
b) Curved Surfaces
i) F3C m2 9 1,075 10126.50
9 CONCRETE
9.1 Chapter-13 Concrete of grade M-25 (with 20 mm. maximum aggregate size) in
portal, frames, walls, slabs and foundation with graded crushed
aggregates including preparing surfaces, laying cement slurry before
placing concrete, mixing, placing vibrating , curing, testing and
finishing complete for all leads and lifts.
m3 12 5,739 67490.64
9.2 Chapter-13 Providing and laying backfill concrete of grade M15 (with 40 mm.
maximum aggregate size) behind steel/precast concrete lagging and
beyond pay line in approved overbreak including form works and in
additional excavation ordered by the Engineer including form work.
m3 1,175 4,614 5423469.25
9.3 Chapter-13 Providing and laying cement concrete of following grades placed
in Tunnel Concrete lining including design, furnishing,
46
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words
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in figures and
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INR INR
maintenance, erection and removal of steel formwork, mixing and
placing of concrete, vibrating, curing, testing and finishing complete
for all leads and lifts, contact grouting in the crown, sealing of
cracks and cold joints etc.
i) M25 (with 40 mm maximum aggregate size) m3 2,620 5,739 15034002.21
ii) Backfill with M25 (with 40 mm maximum aggregate size) in
approved over break beyond pay line.
m3 1,223 5,739 7016266.06
10 ADMIXTURES
10.1 Chapter-13 Air entraining and water reducing/set controlling or any other
approved admixtures/additives/accelerators used for different
grades of concrete, established at trial mix stages including supply,
handling, storage and dispersing.
kg 14,498 70 1014869.29
11 DEWATERING
11.1 Chapter-14 Dewatering by pumping in underground construction sites
(measured in terms of electric energy consumed by dewatering
pumps) including design of dewatering system, excavation of
drainage trenches and sumps, providing, installation and removal of
all pumps, sumps, supply, installation and removal of pipe lines and
other accessories, moving of pumps and pipes to different locations
and operation and maintenance of dewatering system. The pumps
and other accessories shall remain contractors property after the use.
a) with Electric Pumps kWh 75,000 61 4575000.00
TOTAL AMOUNT - THIS BILL OF QUANTITIES 278887241.00