GEOTECHNICAL INVESTIGATION REPORT for the Proposed Factory Complex at Vikram Udyogpuri, Indore, Madhya Pradesh

EXECUTIVE SUMMARY

Pepsico India Holdings Private Limited, Punjab are in the process of constructing a Factory Complex at Vikram Udyogpuri, Indore, Madhya Pradesh. Space Geo Tech, "Sri Guru Krupa", Bangalore - 560010 are the Consultants for the proposed project.

The proposed structures are Factory Buildings.

The scope of work for these structures as specified by the clients consisted of conducting boreholes in soil / rock strata down to a maximum depth of about 10m below the existing ground level at twenty locations.

The results of the investigations have indicated the presence of refusal in the form of bouldery strata consisting of gravel, pebbles, cobbles and occasional boulders intermixed with yellowish brown clayey sandy silt in some boreholes whereas soil strata had been encountered in some of the boreholes, down to the significant depths varying between 3.9m and 8.5m below the existing ground level, which had to be terminated at these depths due to the presence of refusal strata in the form of Deccan Trap. The subsoil strata generally consists of medium plastic to high plastic clayey sandy silt / sandy clayey silt down to the depths of refusal/ rock strata.

In bouldery strata, core recoveries ranging between almost nil to 14% and nil RQD values have been observed at various depths in the boreholes whereas almost nil core recoveries have been observed in Deccan Trap.

Ground water table had not been encountered in any of boreholes down to the maximum depth investigated, during the period of field investigations i.e May 2023.

The N-values (N-values 7- 72) indicate that the the subsoil is medium dense down to the depths of refusal/ rock strata.

Considering the type of structures involved and the subsoil/rock characteristics as determined from the geotechnical investigations, Isolated/ Strip Footings have been recommended.

The following recommendations have been provided for various structures for the foundations resting on rock/ soil strata.

FOR ALL THE FOUNDATIONS OF AN ISOLATED STRUCTURE RESTING ON SOIL STRATA

Location/

Borehole No.	Depth of foundation (m) below EGL	Net A.B.P. (t/m2)

for Isolated/ Strip footing

for widths of foundations
1.5	3	>4.5
BH3, BH 4, BH6,

BH7, BH8, BH 11,

BH 12 & BH 13	2.5	16	19	21
EGL : Existing Ground Level

FOR ALL THE FOUNDATIONS OF AN ISOLATED STRUCTURE RESTING ON BOULDERY STRATA

Location/

Borehole No.	Depth of foundation (m) below EGL	Net A.B.P. (t/m2)

for Isolated/ Strip footing

for foundations widths >1.5m
BH1, BH2, BH5, BH9, BH10, BH14, BH15, BH16, BH17, BH18, BH19, BH20	1.5	30
EGL : Existing Ground Level

SOME OF THE FOUNDATIONS OF AN ISOLATED STRUCTURE RESTING ON SOIL STRATA AND SOME OF FOUNDATIONS RESTING ON ROCK STRATA

For Foundations Resting on Soil Strata
Depth of foundation (m) below EGL	Net A.B.P. (t/m2)

for Isolated/ Strip footing

for widths of foundations
1.5	3	>4.5
2.5	16	19	21
EGL : Existing Ground Level

For Foundations Resting on Bouldery Strata

Depth of foundation (m) below EGL	Net A.B.P. (t/m2)

for Isolated/ Strip footing

for foundations widths >1.5m
1.5	30
EGL : Existing Ground Level

Precaution :

For foundations resting in soil strata, foundation surface must be compacted heavily. If any loose pockets are observed, the same shall be filled with brickbats/gravel and compacted. Foundations can subsequently be placed over such a prepared surface.

For foundations resting on rock strata, loose pockets if encountered shall be removed and backfilled with concrete. A levelling course of concrete shall be laid and construction of foundations can be taken up subsequently.

1.0	INTRODUCTION

1.1	Pepsico India Holdings Private Limited, Concentrate Division, District Sangrur, Punjab - 148026 are in the process of constructing a Factory Complex at Vikram Udyogpuri, Indore, Madhya Pradesh. Space Geo Tech, "Sri Guru Krupa", #985, 18th A Main, 66th Cross, 5th Block, Rajajinagar, Bangalore - 560010 are the Consultants for the proposed project.

1.2	To design the substructures for the proposed structures of the Factory Complex , adequate information regarding the subsoil conditions is required. For this purpose, detailed geotechnical investigations have been undertaken at the site of the proposed project.

1.3	This report contains the details of the geotechnical investigations conducted along with the results and analysis of the investigations and the recommendations thereof.

1.4	Geotechnical investigations for this purpose have been carried out as per the verbal authorization of the authorised signatory of Space Geo Tech. This authorization has been given in response to our offer no. NCD/Q/SGT/012/2022 dated 26th April 2023.

2.0	PROJECT DETAILS

2.1	Site Location

2.1.1	The site for the proposed project is located at Village Narwar, DMIC, Vikram Udyogpuri Industrial Area, Indore, Madhya Pradesh and is situated at a distance of about 27 km from Ujjain Railway Station towards Dewas, Madhya Pradesh.

2.2	Site Layout and Topography

2.2.1	A schematic site plan showing the dimensions and other details of the site is enclosed in this report (fig.1a).

2.2.2	Maximum level differences of about 5m to 6m have been observed at the site, during the period of field investigations. However, the general level of the site had been observed to be about 1m to 5m above the adjacent road level.

2.2.3	Rock in outcrop had been observed to be visible in some portion of the site.

2.2.4	Vegetation in the form of grass, bushes and occasional trees had been observed at the site, during the period of field investigations.

2.2.5	The colour of the surface earth had been observed to be Yellow brown.

2.3	Seismic Zone

The present site is located in the Seismic Zone - II which is the zone of low seismicity, as per the seismic zoning map of India given in BIS code IS:1893 (Part1) -2016.

2.4	The Structure/s

2.4.1	The proposed structures are Factory Buildings.

2.4.2	The structures are understood to be framed ones and the construction to be of Reinforced Cement Concrete.

3.0	OBJECT OF INVESTIGATIONS

3.1	For designing the foundation system of the proposed structures, the following data are required :

a)	Type of foundation

b)	Depth below the ground level at which the foundation system is to be laid.

c)	Allowable bearing pressure at the foundation level.

3.2	To determine the above factors, the following information would be required:

a)	The subsoil/rock profile indicating thicknesses of the various soil/rock strata, to a depth within the influence zone below the foundations

b)	Engineering properties of the soil/rock strata at various levels

c)	Physical characteristics of the soil/rock strata

d)	Variation of strength of soil/rock strata with depth

3.3	For evaluating the above parameters, field investigations and laboratory investigations on the soil/rock samples collected during the field investigations, have been carried out.

3.4	The results from these investigations have been analysed to provide the recommendations for the design of foundations.

4.0	SCOPE OF INVESTIGATIONS

4.1	The scope of investigations as stipulated by the client consists of :

a)	Conducting boreholes in soil/ rock strata at twenty locations down to a maximum depth of 10m below the existing ground level.

b)	Conducting chemical analysis on soil samples.

c)	Conducting relevant laboratory tests on soil / rock samples recovered.

d)	Preparation and submission of a technical report in three copies containing the details of the tests carried out, their analysis and recommendations regarding the foundation system to be adopted.

4.2	The following operations were to be undertaken while progressing the boreholes:

a)	Conducting standard penetration tests at regular intervals in soil strata.

b)	Recovering undisturbed soil samples from various levels of the subsoil strata.

c)	Recovering rock core samples in rock strata.

d)	Recording ground water table levels, if met with.

5.0	FIELD INVESTIGATIONS

5.1	Preliminary Details

5.1.1	Field investigations had been carried out between 1st May 2023 and 12th May 2023.

5.1.2	A Schematic site plan/ Google map image showing the test locations has been given in fig. 1a.

5.1.3	Photographs showing view of the site and work under progress are given in figs. 1b & 1c.

5.2	Boreholes

5.2.1	The termination depths, depths at which the refusal/ rock strata and coordinates had been encountered in all the twenty boreholes are as follows :

BH No.	Termination Depth (m) below EGL	Depth (m) of Refusal/ rock strata below EGL	Coordinates (m)
North	East
BH1	4	0	255385	595541
BH2	4	0	2553790	595573
BH3	4.5	0	2553719	595573
BH4	3.9	3.9	2553661	595587
BH5	4	0	2553881	595644
BH6	10	8.5	2553810	595658
BH7	6	6	2553739	595669
BH8	3.5	3.5	2553670	595685
BH9	4	0	2553600	595759
BH10	4	0	2553618	595825
BH11	5	5	2553674	595790
BH12	3.9	3.9	2553761	595791
BH13	8	8	2553826	595749
BH14	5	0	2553904	595735
BH15	5.5	0	2553932	595828
BH16	5.5	0	2553881	595802
BH17	5.5	0	2553835	595840
BH18	8	8	2553752	595870
BH19	10	4	2553689	595880
BH20	4	0	2553621	595904

5.2.2	The boreholes had been progressed by Shell and Auger method down to the refusal/ rock depths that is depths beyond which the boreholes could not be progressed by this method.

5.2.3	Drilling in refusal/ rock strata had been carried out in some of the boreholes, so as to ensure that adequate information regarding the refusal strata below the likely foundation level is obtained.

5.2.4	Drilling in refusal/ rock strata had been carried out down to a maximum depth of 10m below the existing ground level, by rotary drilling machine using double tube core barrel fitted with appropriate diamond bits of Nx size.

5.2.5	In the soil strata, Standard Penetration Tests (SPT) had been conducted at 1.5m intervals. Disturbed soil samples recovered from split spoon samplers had been retained for identification purposes. However, Standard Penetration Test had also been conducted at occasional depths in weathered rock strata for the confirmation of refusal/ rock strata.

5.2.6	Undisturbed soil samples had been recovered by thin walled tube samplers conforming to IS : 2132. These tubes had an area ratio of less then 10%.

5.2.7	The diameter of undisturbed soil samples was 50mm and the length was 45cm.

5.2.8	The ends of sample tubes had been sealed by wax to prevent loss / ingress of moisture. Disturbed soil samples had been enclosed in polythene bags.

5.2.9	In the rock strata, the rock core samples, where recovered from the boreholes had been preserved in the core boxes with proper marking on each sample and the borelogs had been maintained appropriately.

5.2.10	Soil / rock samples had been transported to the laboratory for testing purposes.

5.2.11	Ground water table had not been encountered in any of the boreholes down to the maximum depth investigated i.e. 10m below the existing ground level, during the period of field investigations i.e. May 2023.

6.0	LABORATORY INVESTIGATIONS

6.1	Tests on soil and rock samples from boreholes

6.1.1	The soil samples brought to the laboratory had been subjected to various tests to determine the following properties :

a)	Type and gradation of soil

b)	Consistency limits

c)	Density and water content

d)	Shear strength parameters

6.1.2	In order to determine the above properties, the following tests have been conducted :

a)	Sieve analysis on coarse grained soil fraction

b)	Hydrometer analysis on fine grained soil fraction

c)	Triaxial compression tests

d)	Maximum and minimum dry densities

e)	Density and water content determination tests

f)	Liquid and plastic limits

g)	Free Swell Index

h)	Free Swelling Pressure

6.1.3	The rock samples brought to the laboratory had been subjected to various tests to determine the following properties :

a)	Unit weight

b)	Porosity

c)	Water absorption

d)	Unconfined compressive strength

e)	Point load strength index

6.2	Chemical Analysis

6.2.1	The soil samples collected from the boreholes had been tested to determine the pH-value and the presence of salts harmful to reinforced cement concrete construction namely Chloride and Sulphate contents.

7.0	RESULTS & ANALYSIS

7.1	Presentation of Results

7.1.1	The results of the borehole investigations and of the laboratory investigations conducted on the soil/ rock samples collected from the boreholes, have been presented in the form of soil profile tables and rock profile tables.

7.1.2	The soil profile tables indicate the following:

a)	Standard penetration test values at various depths

b)	Soil description identifying the type of soil

c)	Grain size analysis indicating composition of subsoil

d)	Atterberg Limits

e)	Natural density and water content

f)	Triaxial test results

7.1.3	The rock profile tables indicate the following :

a)	Strata description identifying the type of rock strata

b)	Number of core pieces of different sizes and thereupon the core recovery

c)	Rock quality designation (RQD)

7.2	Soil/Rock Profile

7.2.1	A perusal of the data presented in the soil and rock profile tables indicates the presence of the following four soil/rock strata at the site :

a)	Stratum - I	:	Sandy clayey silt with occasional gravel/ clayey sand silt

b)	Stratum - II	:	Silty sand with occasional clay and gravel

c)	Stratum - III	:	Gravel, pebbles, cobbles and occasional boulders intermixed with Yellowish/ brownish grey clayey sandy silt

d)	Stratum - IV	:	Yellowish grey highly weathered Deccan Trap

7.2.2	The depths at which these four strata have been encountered in the twenty boreholes are as follows :

BH. No.	Strata (depth in m : from : to)
Stratum - I	Stratum - II	Stratum - III	Stratum - IV
1	N.E.	N.E.	0 - 4	N.E.
2	N.E.	N.E.	0 - 4	N.E.
3	0 - 4.5	N.E.	N.E.	N.E.
4	0 - 3.9	N.E.	0 - 4	N.E.
5	N.E.	N.E.	N.E.	N.E.
6	0 - 8.5	N.E.	N.E.	8.5 - 10
7	0 - 6	N.E.	N.E.	N.E.
8	0 - 2.3	2.3 - 3.5	N.E.	N.E.
9	N.E.	N.E.	0 - 4	N.E.
10	N.E.	N.E.	0 - 4	N.E.
11	0 - 5	N.E.	N.E.	N.E.
12	N.E.	0 - 3.9	N.E.	N.E.
13	2 - 8	0 - 2.	N.E.	N.E.
14	N.E.	N.E.	0 - 5	N.E.
15	N.E.	N.E.	0 - 5.5	N.E.
16	N.E.	N.E.	0 - 5.5	N.E.
17	N.E.	N.E.	0 - 5.5	N.E.
18	2 - 8	N.E.	0 - 2	N.E.
19	4 - 8.5	N.E.	0 - 4	8.5 - 10
20	N.E.	N.E.	0 - 4	N.E.
N.E. : not encountered

7.2.3	The above results show that :

a)	Stratum - I consisting predominantly of silty soils with varying percentage of clay and sand, has been encountered down to a maximum depth of 8.5m below the existing ground level.

b)	Stratum - II predominantly of sandy soils with significant percentages of silt and clay, has been encountered in occasional layers down to a maximum depth of 3.9m below thee existing ground level in some boreholes.

c)	Stratum - III, bouldery strata consisting of gravel, pebbles, cobbles and occasional boulders intermixed with yellowish/ brownish grey clayey sandy silt, has been encountered in some of the boreholes from the existing ground level down to the termination depth of the boreholes i.e. maximum 5.5m below the existing ground level.

d)	Stratum - IV consisting of yellowish grey highly weathered Deccan Trap, has been encountered below the soil strata at the termination depths of the boreholes varying between 3.9m and 8.5m below the existing ground level.

7.2.4	Refusal strata in the form of bouldery strata has been encountered in some of the boreholes from the existing ground level to the maximum termination depth of the boreholes i.e. 5.5m below the existing ground level. Refusal strata in the form of Deccan Trap has also been encountered at the termination depth of the boreholes, wherein soil strata has been encountered, at a depth varying between 3.5m and 8.5m below the existing ground level.

7.3	Soil Composition

7.3.1	The grain size distributions of the soil samples at various depths have been presented in the form of grain size analysis curves in figs. 5a to 5e.

7.3.2	The variations in the grain size distributions in the two strata (except Stratum - III and Stratum - IV i.e. rock strata) in the twenty boreholes are as follows

a)	Stratum - I	:	Sandy clayey silt with occasional gravel/ clayey sandy silt

BH. No.	Gravel (%)	Sand (%)	Silt (%)	Clay (%)
3	0 - 3	6 - 44	36 - 59	8 - 51
4	0 - 3	9 - 42	47 - 61	8 - 30
6	2 - 20	8 - 30	48 - 83	2 - 28
7	0 - 9	2 - 17	61 - 93	4 - 20
8	4	13	43	40
11	0 - 3	3 - 11	44 - 80	9 - 45
13	0 - 3	5 - 22	38 - 85	2 - 37
18	3 - 7	9 - 39	48 - 69	5 - 40
19	2 - 13	8 - 12	28 - 78	12 - 47
This stratum has been encountered only in these boreholes

b)	Stratum - II	:	Silty sand with occasional clay and gravel

BH. No.	Gravel (%)	Sand (%)	Silt (%)	Clay (%)
8	2	33	59	6
12	10 - 29	44 - 55	27 - 29	0 - 6
13	20	57	23	0
This stratum has been encountered only in these boreholes

7.3.3	The above results indicate that :

a)	Stratum - I consists of about 28% to 93% of silt, 3% to 44% of sand and 2% to 51% of clay with occasional gravel.

b)	Stratum - II consists of about 33% to 57% of sand and 23% to 59% of silt with rest of the soil matrix consisting of clay and gravel.

7.4	Natural Density and Water Content

7.4.1	The natural bulk densities, water contents and dry densities of the subsoil in the boreholes wherein undisturbed soil samples have been collected, vary as follows :

BH. No.	Bulk Density

(g/cm3)	Water Content

(%)	Dry Density

(g/cm3)
3	1.95 - 2.03	26.0 - 33.6	1.52 - 1.54
4	1.93 - 1.96	32.7 - 32.8	1.45 - 1.48
6	2.02 - 2.16	20.9 - 36.9	1.52 - 1.67
7	2.05 - 2.10	23.2 - 32.4	1.59 - 1.67
8	1.78 - 1.95	15.1 - 15.2	1.55 - 1.69
11	2.00 - 2.15	31.2 - 35.4	1.50 - 1.59
12	1.97 - 2.04	23.0 - 28.3	1.59 - 1.60
13	1.98 - 2.15	24.5 - 31.7	1.56 - 1.63
18	2.00 - 2.18	21.9 - 34.4	1.62 - 1.64

7.4.2	The variations in the dry densities of the soil have also been presented in the form of plots of dry density vs depth for the boreholes conducted, in figs. 3a to 3c.

7.4.3	The above results indicate that the subsoil where encountered is in a medium dense state down to the depths of refusal strata.

7.5	Atterberg Limits

7.5.1	The Atterberg limits indicate that the subsoil is medium plastic to high plastic down to the depths of refusal strata.

7.6	Standard Penetration Tests Values (N-values)

7.6.1	The observed Standard Penetration Test values (N-values) vary between 7 and 72 as indicated in the soil profile tables and as also shown in the figs. 4a & 4b wherein the observed N-values have been plotted with respect to depth.

7.6.2	The above results indicate that the subsoil is generally in a medium dense state down to the depths of refusal strata.

7.7	Refusal Strata

7.7.1	An analysis of the data provided in the rock profile tables indicates the following :

a)	The refusal strata generally consists of bouldery strata in the form gravel, pebbles, cobbles and occasional boulders intermixed with yellowish brown clayey sandy silt from the existing ground level and also in the form of yellowish grey Deccan Trap at the termination depth of the boreholes wherein soil strata has been encountered.

b)	Core recoveries ranging from almost nil to 19%% have been observed at different depths in different boreholes in bouldery strata whereas almost nil core recoveries have been observed in Deccan Trap.

7.8	Compiled Soil And Rock Profile

7.8.1	An overview of the results and their analysis has been presented in the form of a compiled soil and rock profile (figs. 2a &2b).

7.8.2	The above figure shows the various strata encountered and their thicknesses in each of the boreholes and also gives the soil / rock composition and the observed N-values at various depths.

7.9	Free Swell Index Tests

7.9.1	As significant percentages of clay have been observed in the subsoil strata, free swell index tests have been conducted on selected soil samples of various depths of different boreholes to assess the swelling characteristics of the subsoil.

7.9.2	The results of the free swell index tests are given below :

Borehole No	Depth (m)	FSI (%)
3	1.5	61
4	1.5	54.2
6	1.5	69.6
6	2.4	81
6	3	48
7	2.4	72.7
7	3	55
8	1.5	63.6
11	0.9	73.9
11	1.5	72
11	2.4	44
11	3.9	75
13	2.4	47.8
13	5.4	68
18	3.9	45
18	4.5	58.3
18	7.5	60
7.9.3	The above results indicate that the free swelling index of the subsoil varies between 45% and 81%.

7.10	Swelling Pressure Test

7.10.1	As significant free swelling index has been observed in the subsoil, swelling pressure tests had been conducted at selected samples.

7.10.2	The results of the swelling pressure tests are given below :

Borehole No	Depth (m)	Swelling pressure (kg/cm2)

2.5