GSI-CHQ-651
File No. EG 22/ N.R.O.
GEOLOGICAL SURVEY OF INDIA
A PRELIMINARY REPORT ON THE GEOLOGY OF THE
BISALPUR DAM SITE, BANAS DAM,
PROJECT, RAJASTHAN
BY
S. N. CHATURVEDI,
Geological Survey of India
June, 1960
GSI-CHQ-651
A PRELIMINARY REPORT ON THE GEOLOGY OF THE
BISALPUR DAM SITE, BANAS DAM,
PROJECT, RAJASTHAN
BY
S. N. CHATURVEDI,
Geological Survey of India
ABSTRACT
i.
A seventy five foot high masonry dam has been proposed on the river Banas, near Bisalpur
village (450/5; 32q12'18": 25°55'45") about eighty miles south of Jaipur City, Rajasthan.
ii.
The foundation rocks at this dam-site consist of highly jointed quartzites underlain by mica-
schists and gneisses, all striking in N. 32°-35° W. direction and dipping at an angle 60° - 70° in a
downstream direction. Based on the preliminary geological studies, it is considered advisable to have
the dam on the mica schist and gneiss zone at the upper site rather than on the quartzites at the lower
site. However, further sub-surface exploration of both the sites is necessary; before finally deciding on
the best possible location for the dam; four drill holes have been proposed for this purpose.
iii.
The jointed quartzites in the ridge in which the lower site is located have been recommended
as a source of building material, provided laboratory tests on their bond with mortar prove them to the
acceptable for the purpose.
GSI-CHQ-651
A PRELIMINARY REPORT ON THE GEOLOGY OF THE
BISALPUR DAM SITE, BANAS DAM
PROJECT, RAJASTHAN
BY
S. N. CHATURVEDI,
Geological Survey of India
CONTENTS
Paragraph.
ABSTRACT
i – iii
I.
INTRODUCTION.
1-3
II.
ENGINEERING FEATURES OF THE PROJECT
4
III.
PHYSIOGRAPHY AND GEOLOGY OF THE DAM SITE
5 - 16
IV.
ENGINEERING PROPOSALS IN RELATION TO THE
GEOLOGICAL FEATURES.
17 - 24
A. Choice of the Alignment.
17 - 22
B. Choice of the type of Dam.
23 - 24
V.
CONSTRUCTION MATERIALS.
25 - 28
VI.
EXPLORATORY PROGRAMME.
29 - 32
VII.
A COMPARATIVE STUDY OF THE BISALPUR AND THE
KHAKUNDA DAM SITES.
33 - 36
VIII.
CONCLUSIONS AND RECOMMENDATIONS.
37
ACKNOWLEDGEMENT.
APPENDIX
I.
Note on the Banas River Project by Dr. J. B. Auden, Geological Survey of Indian
II.
Daily Drill Report Form.
III.
Form for recording Water Percolation Test Results.
PLATES
1.
Geological Plan of the Bisalpur Dam Site, Rajasthan, with the location of the Exploratory
Holes.
2.
Photographs of the Bisalpur Dam Site (Three Nos.)
GSI-CHQ-651
A PRELIMINARY REPORT ON THE GEOLOGY OF THE
BISALPUR DAM SITE, BANAS DAM,
PROJECT, RAJASTHAN
BY
S. N. CHATURVEDI,
Geological Survey of India
I. INTRODUCTION
1.
A masonry dam, seventy five feet in height from the deepest river bed level is contemplated
across the river Banas, near Bisalpur village (45 0/5; 32q12'18": 25°55'45"). The site is situated about
50 miles south of Jaipur City, and, is connected to it by a jeepable road.
2.
The Bisalpur Dam Site had been visited earlier by Dr. E. R. Gee of the Geological Survey of
India, during July, 1945. His observations on this dam site have been recorded in a note submitted by
him. Dr. Auden of the Geological Survey of India had also inspected in 1945, some of the dam-sites
included under the Banas River Project, during the course of his studies for the water supply of Ajmer
City. His observations on the Amarpura and the Khakunda sites visited by him are given in the
Appendix to the present report.
3.
At the request of the Superintending Engineer, Survey and Investigation Circle, Jaipur, I was
instructed by the Superintending Geologist, Engineering Geology Circle, Northern Region.
Geological Survey of India, to visit the Bisalpur Dam site. Consequently, the site was visited on the
4th December, 1959, in company of Sarvashri Jain and Vyas, respectively. Executive Engineer and
Assistant Engineer of the Survey and Investigation Division, Jaipur. Later, from the 5th December to
the 9th December, 1959, plane table mapping of the site was done by me, in order to demarcate the
various geological formations and the structural features of the site.
II. ENGINEERING FEATURES OF THE PROJECT
4.
The various engineering details of the Project, as supplied by the project Authorities, are as
follows:
i.
Dam.
(a)
Type: Stone masonry in lime mortar.
(b)
Length: 3000 ft., including a waste-weir, 2000 feet long.
(c)
Top of Dam : R. L. 1035 ft.
2
ii. Maximum water level
R. L. 1030 ft.
iii. Level of river bed.
R. L. 965.0 ft.
iv. Commanded area.
594 sq. miles.
v. Sluice level (Regulator Cill)
R. L. 1005.0 ft.
vi. Net storage ( above 1005,0 )
2236 M. C. ft,
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The Project is an essentially Irrigation Project.
III. PHYSIOGRAPHY AND GEOLOGY OF THE DAM SITE
5.
Just south of Bisalpur village (45 0/5: 32°12'18"; 25q55'45") the river Banas cuts a across a
north east-south westerly trending ridge and flows into a gorge upto Rajmahal, about two miles
downstream of Bisalpur village. The ridge is flanked on either side by a flat terrain which is largely
covered by alluvium. The Banas river is joined by the river Dai near Bisalpur.
6.
The geological succession at the site, as given in 1945 by Dr. Gee, is as follows:-
Quartzites:
Alwar Series.
Gneiss with mica schist:
Pre-Delhi System.
The plane table capping of the geology of the damsite and a few traverses made in the area
during the course of the present investigation, have brought out the following points of geological
interest.
7.
The ridge encompassing the Bisalpur gorge section consists of a tight synclinal fold, with
highly jointed quartzites in the middle, underlain, successively, by a zone of quartzites with
interbedded mica schists and a zone of gneisses and mica schists, the last-mentioned formation being
the oldest in age.
8.
The contact planes as well as the foliation planes in the bed-rock at the entrance to the gorge
strike in a N. 32° -35° E. S.32q W. direction and dip at angles varying from 60° to 78° in a southeasterly direction. Near Rajmahal, two miles downstream of Bisalpur village, the dips are seen to be
reversed, viz. 85° in a north-westerly direction to vertical. In the flat country to the north west and
south of the ridge mica-schists and gneisses are presumed to be present under the alluvial cover.
9.
The quartzite bands in the bed-rock sequence are white and vitreous in appearance, are very
hard and are highly jointed in nature. The prominent joint patterns in the bed-rock are as follows;
these are largely open near the surface and may extend to fairly great depths.
3
(i)
GSI-CHQ-651
Striking N. 30° - 35° E. - S 30q - 35° W. and dipping at an angle of 70° towards downstream
(bedding joints ).
(ii)
Striking N.-S. and dipping at an angle of 20-25° in a westerly direction.
(iii)
Striking N. 65°. W – S 65° E. and dipping at an angle of 80 - 85° in a N. 25° E. direction.
(iv)
Striking N 65° E. – S 65° W. and dipping at an .angle of 22° in a S. S. Easterly direction.
10.
Beside the afore-mentioned joint patterns, there are number of
other sets of joints which are
developed locally. All of these joints give the entire mass of the quartzites in the gorge section a
blocky appearance, i.e., split it into blocks of various sizes.
11
Due to the jointed nature of the quartzites and the narrow section of the gorge, it is anticipated
that the flood waters may have effectively eroded the bed-rock in the river bed to a great depth. In the
ridge portion, however, the quartzites being quite resistant to weathering, suitable foundations for the
dam are believed to be available; the only effect of weathering of the bed-rock on the abutments is the
opening-up of the joints, which is evident from their stained surfaces. The abutment quartzites
constitute the highest points of the ridge in the vicinity of the dam-site.
12.
As compared to the intersity of the jointing in the quartzites, the jointing in the underlying
zone of interbedded quartzites and mica schists is of a lesser frequency, although joints are also noted
in this formational unit, both along and across the bedding.
13.
The gneisses and mica schists forming the basal unit strike in a N. 32-35° E.-S. 32-35° W.
direction and dip at an angle of 60-70° in a downstream direction. These are the oldest formations in
the area and, under a cover of alluvial cover, they are presumed to extend into the reservoir areaexcept for the foliation planes, which are seemingly tight at depth, this formational unit is traversed
only by a few, widely spaced joints trending across the foliation planes. These joints are also expected
to be tight at depth.
14.
In the basal formational unit in the area upstream of the gorge section, the schists are thinly
foliated while the gneisses are comparatively massive and are coarse to very coarse grained in texture.
The depth of weathering in the gneisses and schists extends only to a few feet in the abutments here;
the maximum depth of such overburden is expected to be around 10 feet. In the previous drill holes in
the channel section here, sound rock is reported to have been proved at a depth of between 25-40 ft.
Again, in the abutments here, the weathering of the bed-rock, though limited in its extent, is not
uniforming in all the bands. Most of the gneissic bands are seemingly fresh and hard even at the
surface, whereas, some of the mica-schist bands are friable up to a depth of 3-4 feet. This type of
selective weathering in the bed-rock sequence, noted on the abutments, is likely to be present in the
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river bed section as well, consequently, the bed-rock profile within the channel section is expected to
be undulating in nature, due to the presence of softer and, comparatively, more resistant bands in thegneiss-schist formational unit.
15.
Several veins of mica-pegmatite, ranging in thickness from a few inches to 3-4 feet, were
noted amidst the gneissic rocks. These pegmatite veins have a trend parallel to the strike of foliation
of the gneisses and continue for several hundred feet. The mica is of the muscovite variety and has
smoky colour. The books of mica recovered from the surface of the pegmatite veins have a sheared
appearance; their quality may improve at depth.
16.
About 400 feet upstream of the gorge section, an outcrop of basic rock (dolerite dyke) was
noted amidst the gneisses; this had a trend of N. 30° E.-S. 30° W.
IV.
ENGINEERING PROPOSALS IN RELATION TO THE GEOLOGICAL FEATURES
A.
Choice of the alignment:
17.
Dr. E. R. Gee, during his visit in 1945, favoured an alignment for the proposed dam in the
mica schists and gneisses, because of the jointed nature of the quartzites in the gorge section.
However, it seems he had not given any precise location for the dam; the merits and demerits of the
various possible locations for the dam are discussed in detail in the following paragraphs.
18.
Near the entrance to the gorge section, a zone of quartzites about 500 to 800 feet wide, is
available for founding the dam. However, the following features would appear to be against the
consideration of his possible location for a dam:
(i)
As the quartzite bands are highly jointed (with joints open near the surface) they may
necessitate a considerable amount of grouting to prevent any significant leakage through the
foundations and the building-up of excessive uplift pressures under the dam.
(ii)
Both on account of the jointed nature of the quartzites and the narrow gorge section available
for the flood discharges, a deep scour of the bed-rock in the channel section can be expected. It is
reported that the bed of the river here is a hundred feet deep. Therefore, sound rock for founding a
dam will be available only at this great depth and may even exceed the depth cited.
(iii)
With a dam in the gorge section, the problem of diverting the combined discharges of two
rivers, viz the Dai and the Banas, would arise.
19.
In view of the above-mentioned objections to citing a dam in the gorge section, consideration
had to be given to an alternative alignment located in the zone of mica schists and gneisses which are
exposed further upstream of the gorge section. From a visual inspection, it appears that these rock will
5
GSI-CHQ-651
have a sufficient compressive strength to bear the load of the masonry structure of the contemplated
height. The advantages of the upper alignment are as follows:-
i.
The mica schists and gneisses are trending across the flow of the river and are expected to be
practically impervious to seepage in a direction perpendicular to their foliation planes, particularly
because of the paucity of joints across the foliation planes.
ii.
The previous drill holes in the river section along the appear alignment are reported to have proved
the sound rock at depths between 25-40 feet.
iii.
Further, on the basis of judgment (in the absence of exploratory data) it is anticipated that the
depth of weathering of the bed-rock on the abutments at the upper alignment may not extend
below 10 feet at the maximum,
The only disadvantage of the upper site, in comparison to the lower site, will be the increased
length of the dam.
20.
Based on the advantages discussed above, I have proposed an alignment for the dam along the
line marked AA' in plate 1. Assuming the existence of sound rock at depth of 40 ft, in the channel
section along this upper alignment (as reported by the Project engineers) and a 2000-foot length of the
dam along this line, as compared to the probable occurrence of sound rock in the channel section at a
depth of 110 ft. and the length of the dam of 800 feet along the lower alignment in the gorge section,
the rough quantity calculations indicate that the total volume of masonry required for a dam on either
alignment will be more or less the same, or, probably, somewhat less, in the case of the upper
alignment. However, this conclusion would need revision, should the subsequent exploration indicate
a greater over-all depth of overburden in the river section along the upper alignment than the depth of
40 feet as assumed now.
21.
The disadvantage of the lower site, of a likely large scale foundation grouting in the highly
jointed quartzites, will be avoided at-the upper site. Furthermore, as has already been stated, due to
the selective weathering of the bed-rock at the upper site and the obliquity of the alignment to the
strike of the foundation rocks, the more weathered bands in the foundation sequence will cross the
alignment and therefore, will not persist along the entire length of the dam; this feature is also of
significance in ensuring an economical foundation treatment.
22.
Another alignment for the dam was under consideration by the Project engineers. This was
located just north-west of the Bisalji's Temple on the left bank and extended towards the right bank
along the strike of the beds. This proposal of the Project engineers had the disadvantage of an increase
in the length of the dam, as compared to the proposal made earlier in this report (vide para 20).
Further, the likely increase in the cost of foundation treatment in placing the dam along the strike of
rocks which may show strong selective weathering, has to be considered; for, in such a location, any
soft zone encountered in the foundations will persist all along its length and would require removal to
6
GSI-CHQ-651
specified depths based on its width and on the height of the dam.
B.
Choice of the type of dam:
23.
A number of proposals concerning the type of dam best suited to the site conditions were
discussed during my visit. These proposals are briefly described below:
i.
An earth dam across the Banas River, with an overflow spillway constructed in a saddle , about
two miles south-west of the dam-site As the engineers had also pointed out, under this proposal, a
huge amount of rock cutting will be involved constructing the spillway section. Due to this reason
alone, the cited proposal was not considered very favourable.
ii.
An earth dam across the Banas river, with the spillway section in the river bed portion. As regards
this proposal, the availability of the required quantities of impervious materials for the earthen
section of the dam was in question and, as pointed out by the Superintending Engineer, the
procurement of earth moving machinery may also pose additional problems. For the reasons stated
above, the second proposal was also not considered to be best-suited to the site.
iii.
An earth and rock-fill dam in the Banas river bed section, with chute spillway on the right
abutment. Firstly, it was estimated that this proposal may also involve a lot of rock cutting, the
material from which, can, of course, be profitably utilised in the rock-fill section of the dam.
Secondly, the spillway discharge channel has to be suitably designed, so as to avoid any
undermining of the foundations of the dam.
iv.
An all-masonry dam across the Banas River, with an apron-type spillway in the river bed section.
24.
In my view, the last-mentioned proposal appears to best suited to the site. The bearing
capacity of the foundation rocks, as adjusted visually, seems to be adequate for the proposed masonry
structure and, there appear to be no dearth of suitable rock for the masonry work, in the immediate
vicinity of the dam-site. The apron-type of spillway is also expected to be an advantage in that it will
dissipate the energy of the spillway waters before they reach the jointed quartzites in the gorge section
below and, thereby, avoid the possibility of any progressive undermining of the foundations of the
dam during the future operations of the spillway.
V. CONSTRUCTION MATERIALS
25.
Three types of building stones are available in the immediate vicinity of the dam-site, viz,
schists, gneisses and quartzites. Their relative merits and demerit; are discussed below:
26.
Mica Schists: These are thinly foliated and are impervious across the foliation planes, They
occur interbedded with the gneisses and, at present, are being quarried as a roofing material. Dr. Gee
had suggested in his note the possibility of utilising the schists for building the dam. However, there
are certain objections to their being considered for this purpose; firstly, difficulty may be experienced
in quarrying from the bands of mica schists, blocks of the sizes required for masonry work; secondly,
the quarried blocks are likely to be tabular in shape; thirdly, when placed in the dam, the bond of
mortar between the blocks of this material may not be very effective, because of the presence of mica
flakes along the foliation planes of the rock.
7
GSI-CHQ-651
Gneisses:
27.
Bands of felspathic gneisses occur inter-bedded with bands of mica schists. As regards their
suitability for the rubble masonry work, there should no objection, provided selective quarrying of the
gneissic bands can be done. With the amount of investigations done so far, it is difficult to say
whether or not adequate quantities of rock will be available from the gneissic bands exposed in the
immediate vicinity of the dam-site; this requires further study. Some quarrying difficulties may also
be experienced due the occurrence of the gneissic bands at the base of low ridges in the area.
Quartzites
28.
A section of highly jointed quartzites, about one-and-a-half to two miles wide, is available
between Bisalpur and Rajmahal, from which random rubble masonry blocks can be quarried in
suitable sizes and in adequate quantities. As compared to the quarrying of the schists and the gneisses,
lesser difficulties. If excavation will be involved in quarrying these quartzites. However, as the
quartzites have a relatively impervious matrix there is some doubt regarding the quality of the mortar
bond between the blocks of this material, when placed in the dam. This can be actually tested and
proved in the laboratory; if the laboratory tests in this regard indicate the quartzites to be suitable for
the masonry work, these would constitute the best possible building stones in the area.
VI. EXPLORATORY PROGRAMME
29.
In view of the available surface geological data, it is not deemed necessary at this stage to
explore the abutments at the upper site. However, some exploration is necessary to determine the
profile of sound bed-rock in the river bed portion, in order to properly appraisal the merits and
demerits or the upper and the lower sites proposed for the dam.
30.
Five holes had previously been drilled in the river bed portion and these are reported to have
proved the sound rock at a depth of 25 to 40 ft. Unfortunately, the cores of these holes were not
available at the time of my inspection and, therefore, no firm opinion can be given on the existence of
sound rock at a comparatively shallow depth in the river section, on the basis of the available records.
31.
I have proposed, four holes for a proper appraisal of the sub-surface conditions in the river
bed portion of the upper and the lower sites. Their locations are marked in the Plate No. 1 and can be
stated as follows:
i. Lower Site:
D. H. No.
1:
in the bed of the river Dai, along the -alignment AA'
D. H. No.
2:
in the sandy portion between the river Dai and Banas, along the alignment AA'.
D. H. No.
3:
in the bed of the river Banas, along the alignment AA',
8
ii.
GSI-CHQ-651
Upper site:
D. H. No. 4: in the gorge portion and located in the channel section.
32.
All the four holes should be taken to a depth of at least 30 ft. in sound rock. The drilling
should be done run-wise, each run normally consisting of five feet, however in the case of poor
recovery zones, the length of the individual runs may be shortened. Further, the cores should be kept
in proper core boxes of different sizes and strictly in the same order in which they were taken out of
the hole. The water percolation tests should be conducted in ten-foot sections in each holes, and as the
hole is drilled. Two forms, on for the maintenance of drill records and the other for keeping the water
test records, are attached with this report, for the guidance of the Project Authorities. It is suggested
that the procedures and observations given therein should be faithfully followed and recorded. After
the suggested drilling programme is completed, the services of an engineering geologist should be
availed, in order to log the cores and to interpret the foundation conditions as well as to pronounce
finally on the best possible location for the Bisalpur Dam.
VII. A COMPARATIVE STUDY OF THE BISALPUR AND THE KHAKUNDA DAM SITES:
33.
A site for a 100 foot high storage dam on the Banas river near Khakunda village (45 0; 25°25'
N 75°5' E.) is also under consideration. It may be relevant in the context of this report on the Bisalpur
dam-site, to give a comparative idea of the geological conditions existing at the two sites.
34.
In the Appendix to this report, Dr. Auden's views on the Banas River Project (as was
contemplated in 1945) have been given. From Dr. Auden's comments, it appears that he had preferred
the Khakunda site (45 0/S. W; 25°25'; 75°5') in comparison to the Amarpura site ( 450/S. W; 25°29':
75q6½') . The Amarpura site was not under consideration at the time of my visit. It seems, however,
that Dr. Auden did not inspect the Bisalpur site while Dr. Gee who had visited this site, had approved
of it in unequiveal terms.
35.
I had visited the Khakunda dam-site for a few hours on the 20th December, 1959, merely to
record the progress of the exploratory work made after the earlier visit to this site by Shri Jalote of this
Department. As the exploratory work was localized on the left abutment and as there were no
facilities at the time of my inspection for crossing the river, my study of the Khakunda site was
limited both in extent and purpose. However, from certain general geological considerations the
following tabulated information can be offered on the relative merits and demerits of the Khakunda
and the Bisalpur Dam Sites.
9
KHAKUNDA DAM SITE
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BISALPUR DAM SITE.
i. Unsatisfactory rock conditions are reported in the i. Hard rock around the proposed axis at the Upper Site
river bed portion at least upto a depth of 40 ft.
is reported to have been established at a depth of 25 to
40 ft. in the river bed portion.
ii. The foundation rocks will include bands of highly ii. The foundation rocks along the proposed upper Axis,
jointed quartzites and these are reported to be
viz. gneisses and schists, will be largely unjointed and
"Heavily shattered by bedding shears and faults";
are also expected to be free from any major faults or
therefore, an extensive programme of foundation
shears; the rocks at the lower Site are, however, highly
treatment may be necessitated at this site.
jointed quartzite.
iii. The exposures of limestone, located about 800 ft. iii If the mortar bond between the quartzite blocks can be
downstream of the proposed alignment, have been
proved to be satisfactory in the laboratory tests, a vast
recommended as a source for the rubble masonry,
quantity of rock suitable for masonry work will be
provided the rock is not deeply weathered and the
available in the immediate vicinity of the site.
quarrying is economical.
36.
In the absence of a detailed knowledge of the sub-surface geological conditions existing at the
two sites, it is difficult to state at the present time how and to what extent these sub-surface features
will affect the relative costs of construction of a dam at either site. The available information appears
to be in favour of the selection of the Bisalpur Site for the construction of a dam on the Banas River.
VIII.
37.
CONCLUSIONS AND RECOMMENDATIONS
On the basis of the observations made at the Bisalpur Dam Site, the following tentative
conclusions can be drawn:
i..
A masonry dam; with an apron-type of spillway in the river section along the alignment AA'
(shown in Plate I) appears to be best suited to the known site conditions.
ii.
The dam should preferably be located in the zone of mica schists and gneisses which are
exposed upstream of the Bisalpur Gorge, unless the future exploration and the related
engineering studies indicate that the lower site on the quartzites of the Bisalpur Gorge is more
economical to develop.
iii.
The quartzite bands in the gorge section can serve as a good source of masonry stones
provided the mortar bond between the blocks of this type of material can be ascertained
through laboratory tests to be satisfactory.
iv.
Four drill holes, three along the proposed alignment AA' at the upper site and one in the
gorge section at the lower site; are deemed necessary for a proper appraisal of the sub-surface
features in the river bed portion and to enable a final decision on the best possible location for
the proposed dam.
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ACKNOWLEDGEMENTS
I wish to record here my grateful thanks to Shri V. S. Krishnaswamy, Superintending
Geologist, Engineering Geology Circle, Geological Survey of India, for the many useful discussions
held at the time of writing this report. My thanks are also due to the Project Authorities in general and,
in particular, to Sarvashri Jain, Executive Engineer, and Vyas, Assistant Engineer, Survey and
Investigation Division Jaipur, for their unfailing courtesy and for the cooperation extended to me
during my short visit to the dam site.
S. N. CHATURVEDI
Geological Survey of India
Engineering Geology Circle,
Geological Survey of India,
Northern Region,
Dated the 25th June, 1960,
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APPENDIX I
Note on the Banas River Project*
BY
Dr. J. B. AUDEN
Geological Survey or India
Location:-
Amarpura (25°29': 75°6½"). Map No. 45 0/SW. Situated in Mewar State; or
Khakhunda (25°25': 75°5') also in Mewar State.
Reference:-
"Report on Irrigation in the Mewar State" (1905), pp. 45-53, " Notes on Irrigation in
Rajputana" ( 1905), pp. 7,92-94.
The proposal in 1903 was to construct a dam across the Banas river at Amarpura. The dam
was to be 67 feet above bed level, 4,165 feet length, of which 3,158 feet would be masonry and 1,247
feet earthen, with a masonry core wall. The volume of water impounded was estimated to be
15,676.000,000 cu. ft. The estimated cost in 1903 was Rs. 40,71,646. This scheme has been
resuscitated by the Mewar Engineers, using without evident acknowledgement the same arbitrary
datum of Sir Swindon Jacob, and 3,200 Kw. of dependable power are estimated by them to be capable
of generation from a dam 80 feet in height.
While not exactly relevant to the subject matter of this report, it may be remarked that Sir
Swinton Jacob condemned a site on the Banas river at Khakhunda (25°25': 75°5'), where the river
passed through a gap only 1,000 ft. in width between steeply dipping quartzites, in favour of the site
he eventually selected at Amarpura, about 7 miles downstream of Khakhunda. He gave no reasons for
rejecting the Khakhunda site. I have visited both sites and consider that the rejected Khakhunda site is
definitely the better of the two on geological grounds. In my opinion both sites require re-examination
by irrigation engineers, of the objections unfortunately not specified, which Swinton Jacob had 42
years ago to the site at Khakhunda.
The air distances from Amarpura and Khakhunda to Ajmer are respectively 74 and 76 miles.
This project is mentioned because it would be of value to Ajmer-Merwara as a source of irrigation
water and of hydel power. The distance from Ajmer might make the Banas Project impracticable as a
source of water for Ajmer city, but this project would be valuable if taken in conjunction with weir
across the Khari river, for the power generated on the Banas could be used to pump water from the
*
This note had apparently been included by Dr. Auden in his Report on the Water Supply of Ajmer, dated 1945; the same had subsequently
been reproduced in an appendix to the Report on the Water Supply of Nasirabad Cantonment. Rajputana, dated September 1949, by Shri A.
K. Roy of this Department.
(V. S. KRISHNASWAMY )
12
GSI-CHQ-651
Khari reservoir over to Ajmer city.
Finally, mention may be made of the Chmabal river project, from which Sir William Stampe
and the Kotah engineers estimate that some 50,000 Kw. of dependable power could be generated. I
have reported on the geological aspects of the Chambal dam to the Government of India. The pointers
are all to a regional development of Rajputana and to the desirability of the Rajputana States, AjmerMerwara, and the Istimrardars, coming, to agreement over projects which are to mutual benefit of all.
DAILY DRILL REPORT
Drill hole No……………..
Hole No……………..
Features…………………..
Collar Elevation………….
Elevation of the ground surface……………………………..
Co-ordinates………………
Bearing of Hole……………………………….
Angle with Horizontal…………………………………………………………..
Depth Drilled
From………………… Hours to……………… Hours.
i) At star of shift………………………
Dated……………………………………………………….ii) At end of shift------------------------Total………………………………….
Runs
From
Length drilled
Core recovery
Percentage
recovery
To
Supplies
Petrol
Type of rock
Bits used
Diesel
M. Oil
Misc
Type
Old Or New with No.
Remarks
regarding the
core.
13
GSI-CHQ-651
DRILL OBSERVER'S REMARKS
1.
Colour of return drill water end depths at which drill water was lost and was returned.
2.
Speed of drilling in special zones (soft or broken zones) and other details of drilling like heavy
vibrations recorded during drilling.
3.
Reasons for heavy core loss, as interpreted with the speed of drilling.
4.
Depth of water-level in drill hole.
5.
Any special condition not recorded under item 1 to 3 (e.g.) Depth at which blasting was done while
driving casing, depths at which hole was grouted, artesian water condition, (if any observed) during
drilling.
Drill Foreman /Supervisor……………………………………..
Operator………………………….
S. D. O.-in-charge……………………………………………….. Drill Observer………………….
14
PROJECT…………………………..
GSI-CHQ-651
SITE……………………………………
DAILY DRILL REPORT
PRESSURE TESTING RESULTS
Drill No……………………..
Hole No………………
Dated………………
Shift From…………………..
hrs…………………… to……………depth pressure tested
i) From………………
ii) To…………………
iii) Total depth rested………………..
iv) Total time taken……………………
for all test…………………………..
Depths
at
which Meter reading of water tank
packer was located
From
To
Initial
reading
Water loss in 5 Water loss in 10 Water
mts.
minutes
pressure
at Collar.
Reading
Reading after 10 Total G.P.M. Total G.P.M.
after
5 minute
minutes
Remarks:
Note: Always allow 3 to 5 minutes time before taking any reading and allow water to pass in the hole
unrecorded so that the fractures and fissures in the vicinity of the hole are filled with water.
Drill Foreman /Supervisor……………………………………..
Operator………………………….
S. D. O.-in-charge……………………………………………….. Drill Observer………………….
15
GSI-CHQ-651
DISTRIBUTION LIST
1.
The Secretary, Ministry of Steel, Mines and Fuel, New Delhi.
2 copies
2.
The Secretary, Planning Commission, New Delhi,
1 copy
3.
The Chairman, C. W. & P.C., New Delhi.
1 copy
4.
Shri M, Hayath, Chairman, C. W. & P.C., New Delhi.
1 copy
5.
The Secretary, Atomic Energy Department, New Delhi.
1 copy
6.
The Engineer-in-chief, Army H.Q., New Delhi.
1 copy
7.
The Commandant, College of Military Engineering, Kirkee, Poona.
1 copy
8.
The Chief Engineer, Chambal Project, Kota, Rajasthan.
1 copy
9.
Dr. K. L. Rao, Member (D & R), C. W. & P.C. , Bikaner House, New Delhi.
1 copy
10.
The Chief Engineer, Irrigation, Rajasthan, Jaipur.
1 copy
11.
The Executive Engineer, Survey and Investigation Division Udaipur, Irrigation 1 copy
Department, Government of Rajasthan, Udaipur.
12.
The Superintending Engineer, Udaipur Circle, Irrigation Department, (P.W.D.) 1 copy
Udaipur.
13.
The Information Officer, press Information Bureau, Govt., of India, New Delhi.
1 copy
PLATE - I
GSI-CHQ-651
GSI-CHQ-651