1. PRIMARY INFORMATION

Name of the village - Karimannoor panchayat Project title - Construction of life housing complex Name of the shelter - Life housing complexes Name of the location - Karimannoor, , Idukki Proposed construction/refurbishment - Construction Proposed date for completion - 18 months from the date of construction Implementing agency - Life mission Management of proposed shelter - Life mission Kerala Name of MLA - P J Joseph Contact number of chairman - 0491 2534634

1.1. OBJECTIVE Setting up of a well-constructed, well managed and safe housing complex at Thodupuzha, Idukki, Kerala under LIFE MISSION by to provide decent homes for all the homeless in who could not afford to have a house without societal backing.

The main objective of the Government is:

ƒ To construct multi storied apartment complexes for the total rehabilitation of landless homeless in the region

ƒ To provide rehabilitation and recreation spaces to the homeless

1.2. PROPOSED INVESTMENTS Construction of a 4-storied apartment complex with total floor area of 26829.91 sqft 1. Compound wall and gate 2. Sewage treatment plant 3. Landscaping 4. Rainwater harvesting

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REPORT ON SOIL INVESTIGATION FOR THE PROPOSED HOUSING PROJECT FOR LIFE MISSION, IDUKKI

CLIENT

PRIMARY CONSULTANT:

REPORT PREPARED BY:

M/s TDAC GEOTECHNICAL SOLUTIONS 41/1180, SREESHYLAM, PULLEPADDY, COCHIN-682018 PHONE: 0484 2365236 JOB NO: TDAC/2019/MARCH/W003

REPORT ON SOIL INVESTIGATION FOR THE PROPOSED HOUSING PROJECT FOR LIFE MISSION, IDUKKI

Primary Consultant : M/S Habitat Technology group

Geotechnical Consultant : Er. Jayakrishnan Menon

Laboratory Test report : M/S Novel Geo Services

Site boring done by : M/S APLAB Systems

Client:

Contents

1. INTRODUCTION ...... 2

2. SCOPE OF WORK ...... 3

3. FIELD EXPLORATION AND METHODOLOGY ...... 3

4. GENERAL GEOLOGICAL INFORMATIONS ...... 4

5. ANALYSIS OF VARIOUS LABORATORY TESTS ...... 7

6. FINDINGS ...... 8

7. SUMMARY & RECOMMENDATIONS: ...... 9

8. REFERENCES ...... 11

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1. INTRODUCTION a. LIFE MISSION is one among the four flagship missions of the government of Kerala under Navakeralam Karma Padhathi. One of the major targets of the life mission is to provide decent homes for all the homeless who could not afford to have a house without societal backing . This includes construction of multi storied apartment complexes for the total rehabilitation of landless homeless The target of the mission is to provide safe housing to nearly 4.30 lakhs of homeless in the State within a period of 5 years. Among the homeless, about 1.60 landless families have been historically excluded from various housing schemes of the past. The programme is named as LIFE (Livelihood Inclusion and Financial Empowerment) Mission and the homeless will be provided with modern housing complexes with provision for pursuing their livelihoods, converging social services including Primary Health Care, Geriatric Supports, Skill Development and provision for financial services inclusion. This report deals with the soil investigation and foundation recommendation for the proposed project at Krimanoor, Idukki, Which falls under Region 2 in Kerala. b. As a part of the project 1 no of four storied buildings with a single floor of 629.11m2 area of adding to 2492.50m2 is planned in the area . c. The field works for the geotechnical investigation was carried out by M/S APLAB SYSTEMS in this month of March 2019. The laboratory tesing of soil was done at Novel Geoservices lab, Mulanthuruthy and this report was prepared and foundation recommendation was done by Er.Jayakrishnan Menon. d. The total scope of work for this investigation included performing site reconnaissance, drilling and sampling soil/ rock from nine locations and give foundation recommendation for the each bloak . The primary purpose of these activities was to collect subsurface information at the site for subsequent preparation of geotechnical recommendations for the design of foundations for the proposed project.

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2. SCOPE OF WORK

Scope of work for the geotechnical investigations consists of: a) Drilling bore holes at 4 location with in the proposed building area. b) Conducting standard penetration tests (SPT) in bore holes at regular intervals and collection of disturbed samples where soil is encountered. c) Conducting laboratory tests on disturbed samples for physical and engineering properties of soil. d) Submitting a geotechnical report providing foundation design and recommendation for the proposed building.

3. FIELD EXPLORATION AND METHODOLOGY

Boring was done in accordance with the provisions of IS 1892-1979, using rotary calyx rig technique which is mechanically operated. Boreholes were penetrated through the sandy and lateritic clayey layers and the borehole was advanced up to the hard rock strata.

While drilling through the top soil layers sodium bentonite slurry was circulated in order to prevent the sides from caving. Standard penetration tests (SPT), were taken at various depth using standard split spoon sampler, the sets being driven by 63.5Kg hammer as per IS 2131- 1981 giving a free fall of 750mm. The number of blows required to penetrate the first 15cm is for seating’ and is not considered for assessing strength characteristics. The summation of the number of second and third sets of 15cm each are termed as SPT value and designated as ‘N’. Results were recorded and graphically represented in the log of bore hole.

Soil samples were collected in plastic bags for visual inspection and classification of strata from all the layers as recorded in log sheets of bore hole. Rock coring was done using electrically operated customized coring device with diamond bit at the end. The core recovered is marked and kept before transporting to laboratory.

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4. GENERAL GEOLOGICAL INFORMATIONS

4.1 INTRODUCTION

The geographical area of the district is 4476 sq km. It lies between North latitudes 09 16’ 30” and 10 21’00” and East longitudes 76 38’ 00” and 77 24’30”. Idukki district is located in the south central part of Kerala and forms part of the eastern border of the State with Tamil Nadu. It is bounded by district in the northwest and west, district in the west and in the south as. The northern and eastern parts of the district are bordered by the State of Tamil Nadu. The name ‘Idukki’ is derived from the word “Idukku” indicating narrow gorge. The district is famous for the largest hydro-electric project in the State which is constructed across the river Periyar. About 50% of the district is covered by the forests. , the highest peak in south of Himalayas, is in the Kuttampuzha Panchayat of Block, in the Village of taluk.Thirteen other peaks in the district exceed a height of 2,000 m (6,600 ft).

4.2 GEOLOGY

Geologically the district can be divided into three major belts in a north-south direction – (i) Peninsular Gneissic Complex in the north and (ii) Charnockite Group of rocks in the south and (iii) Migmatitic Complex in between.

The oldest rock of the area belongs to Peninsular Gneissic Complex represented by granite gneiss. The rocks are well foliated and show regional folding as well. Khondalite group is

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Client: represented by calc- granulite and quartzite. These rocks are seen as linear bands, lenticular bodies or enclaves, mostly within the gneissic terrain. The

Charnockitic Group comprises of pyroxene granulite, magnetite quartzite and charnockite among which the charnockite is dominant and widespread. Pyroxene granulite and magnetite quartzite occur as linear bands of a few metres width and a few tens of metres in length within the gneissic terrain. They are aligned generally parallel to the trend of foliation. Charnockite occurs as continuous rock unit covering the hilly region in the south and northwest. It is mostly massive but gneissic varieties are also seen, with intermediate to acidic in composition. Central, northeast and southeast parts of the district are dominated by rocks of migmatitic complex comprising of biotite gneiss and hornblende-biotite gneiss (composite gneiss). While the south central part around Pynavu and Thodupuzha is occupied by biotite gneiss, the north eastern and south eastern parts are covered by hornblende biotite gneiss. The biotite gneiss has plenty of restites of older Khondalite and Charnockite Groups of rocks occurring as lensoidal and linear bodies, conformable with the trend of foliation. Granite emplacement is seen around , Devikolam and along the eastern boundary. Both pink and grey varieties are observed. The older rocks are traversed by pegmatites and quartz veins and basic intrusive (dolerite and gabbro)

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4.3 SOIL TYPES

There are four major soil types encountered in the district. They are forest loams, lateritic soils, brown hydromorphic soils and alluvial soils. About 60 % of the district is covered under forest loams which are the product of weathering of the rock under forest cover. They are characterized by a surface layer very rich in organic matter. They are generally acidic, high in nitrogen and poor in bases, due to heavy leaching. They are dark reddish brown to black with loamy to silty loam texture. In denuded areas leaching and deposition of humus in the lower layer is common. The lateritic soils are derived from laterites and are encountered mainly in Elamdesam and Thodupuzha blocks of the district. Brown hydromorphic soils are confined to valley portions in undulating terrain. These soils are formed as a result of transportation and sedimentation of materials from adjoining hill slopes and are brownish black in colour. The surface texture varies from sandy loam to clay. Alluvial soils are seen as narrow strips along the banks of rivers in the district. They are more common along the banks of Thodupuzha River. The surface texture of these soils range from sandy loam to clay.

4.3 GEOHYDROLOGY

Based on the groundwater potential and yield the district is divisible into three zones. Major area to the east is mountainous and hence is unsuitable for groundwater development. The foothills and highly undulating terrain further west have relatively District Survey Report, Idukki District, Kerala State 15 better groundwater resource. The valleys here may sustain domestic wells and the fracture zones are potential for bore wells. In the small areas of valleys and topographic lows with thin laterite cover or weathered profile which can sustain open wells can be seen. Here also bore wells are feasible along fracture zone.

Idukki district is underlain entirely by rocks of Archaean age. The main rock types encountered are charnockite, hornblende biotite gneiss and granite gneiss. Ground water occurs under water table condition in laterites and weathered mantle of crystalline rocks and under semi confined to confined conditions in the deeper fractured crystallines. Weathered and fractured crystallines form aquifers in the entire district. Laterites occur in the gentle slopes and valleys in Thodupuzha and western parts of Elamdesam blocks and as patches in Adimali, and Kattapana blocks. They also form aquifers of low to moderate potentials in parts of the district. Alluvium, found in isolated discontinuous patches in the valleys and river banks do not constitute important aquifers in the district (Figure 2). The important hydrogeological units encountered in the district are laterites, weathered crystallines and fractured crystallines.

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4.4 NATURAL HAZARDS

The terrain under discussion falls in the seismic zone III (Seismic Zoning Map of India). The natural formations and boulders in the area are prone to rock fall and landslide.

5. ANALYSIS OF VARIOUS LABORATORY TESTS

SPT Samples obtained from specified sampler were tested for the following index properties as well as strength properties to classify the strata to various soil group as per unified soil classification IS: 1498-1970 and IS: 2720.

Moisture Content {IS: 2720 (Part II) - 1973}

The natural moisture content of all the soil samples brought from the site was determined as prescribed in IS: 2720. For many soils, the water content will be an extremely important index used for establishing the relationship between the way a soil behaves and its properties. The consistency of a fine-grained soil largely depends on its water content. The water content is also used in expressing the phase relationships of air, water, and solids in a given volume of soil.

Grain Size Distribution {IS: 2720 (Part IV) - 1985}

Both sieve analysis and Hydrometer analysis were conducted on different samples and the findings are tabulated. Since particle diameters typically span many orders of magnitude for natural sediments, in order to conveniently describe wide ranging data sets, the base to logarithmic (phi) scale was used to represent grain size information for sediment distribution. A tabular classification of grain sizes in terms of units and other commonly used measurement scales is included for purposes of comparison.

Specific Gravity {IS: 2720 (Part III)- 1980}

The specific gravity of soil particles was determined by using pycnometer or density bottle. Specific gravity is the ratio of the mass of unit volume of soil at a stated temperature to the mass of the same volume of gas-free distilled water at the same stated temperature. The specific gravity of a soil is used in the phase relationship of air, water, and solids in a given volume of the soil.

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Atterberg Limits {IS: 2720 (Part V & VI)- 1980}

These tests were carried out on clay fraction (size < 425 microns) for all disturbed and undisturbed samples. The test results include liquid limit, plastic limit and plasticity index of the soil samples tested. These tests were conducted as per IS: 2720, Parts V & VI.

6. FINDINGS

As per the instruction of Engineer, it was decided to conduct investigation at 4 points with in the building. The subsurface profile of soil is as follows:

BH: 1 In BH1, the top 2.00m comprise of medium dense sand having S.P.T value of 23. This was followed by very dense sand with weathered rock having S.P.T value of greater than 100 extending up to depth of 3.00m. Below this weathered rock was noted having S.P.T value of greater than 100 extending up to depth of termination of borehole at 6.00m. Water table was not met in the borehole during the time of investigation.

BH: 2 In BH2, the top 2.50m comprise of medium dense sand having S.P.T value of 21 to 28. This was followed by medium dense sand with weathered rock having S.P.T value of 16 extending up to depth of termination of borehole at 4.00m. Water table was not met in the borehole during the time of investigation.

BH: 3 In BH3, the top 1.90m comprise of medium dense sand having S.P.T value of 21. This was followed by very dense sand with weathered rock having S.P.T value of greater than 100 extending up to depth of 3.00m. Below this weathered rock was noted having S.P.T value of greater than 100 extending up to depth of termination of borehole at 6.00m. Water table was not met in the borehole during the time of investigation.

BH: 4 In BH4, the top 2.40m comprise of medium dense sand having S.P.T value of 19 to 25. This was followed by medium dense sand with weathered rock having S.P.T value of 17 extending

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7. SUMMARY & RECOMMENDATIONS:

Recommendations are based on the assumption that the soil profile found in the boreholes tested is indicative of the entire area of influence of foundation. Any deviation in soil/rock profile other than those observed in the boreholes tested, should immediately be referred to the consultant and proper modification should be implemented. 7.1 RECOMMENDATIONS Recommendations are based on the soil samples and N-value provided by M/s APLAB Systems and lab report given by M/s Novel Geoservices and in the assumption that the soil profile found in the boreholes tested is indicative of the entire plot area. Any deviation in soil profile other than those observed in the boreholes tested, should immediately be referred to the consultant and proper modification should be implemented.

From the study of boreholes it was noted that in areas of BH1 and BH3, the top 1.90m to 2.00m comprise of the medium dense sand. This was followed by very dense sand with weathered rock having S.P.T value of greater than 100 extending up to depth of 3.00m. Below this weathered rock was noted having S.P.T value of greater than 100 extending up to depth of termination of borehole at 6m. In areas of BH2 and BH4, the top 2.30m to 2.50m comprise of medium dense sand. This was followed by medium dense sand with weathered rock extending up to depth of termination of borehole at 3m to 3.5m.

For the proposed G+3 storied building, shallow foundation may be provided in the medium dense sand strata at a depth of about 1.00m from the ground level. A safe bearing capacity of 12t/m2 may be adopted for a footing of width 1m commencing from the sand strata at a depth of 1.00m from ground level. The presence of medium dense strata up to 3.00m below the foundation depth is to be confirmed. Depending upon the intensity of loading either wall footing, isolated foundation, strip footing or raft foundation may be adopted.

The foundation execution is recommended under strict technical supervision.

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Since the area is always exposed to rain and sun the foundation can be treated under “Moderate/Severe “environmental exposure condition. The requirement for concrete and steel is as given:

Type of cement : OPC/PPC/Slag cement

Minimum grade of concrete : M25

Minimum cement content : 400kg/m3

Maximum water cement ration : 0.45

Minimum cover to rebar : 50mm

Reinforcement : CRS/TMT 500 grade

For TDAC GEOTECHNICAL SOLUTIONS.,

Er.JAYAKRISHNAN MENON, M.TECH. (S.M.F.E.),M.I.G.S. GEOTECHNICALCONSULTANT

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8. REFERENCES

1) Foundation Analysis And Design, J.E Bowels, Mcgraw Hill Publication

2) Soil Mechanics And Foundation Engineering, K.R Arora, Standard Publishers Distributors, Fourth Edition,1997

3) Soil Mechanics In Engineering Practice,2 nd Edition, Terzaghi K and Peck R.B, John Willey And Sons,1967.

4) IS:6403-1981,Code Of Practice For Determination of Bearing Capacity Of Shallow Foundation.

5) Foundation Manual, N.V Nayak,1996.

6) Foundation Design And Construction, M.J Tomlinson, Viewpoint Publishers.

7) IS12070-1987, Code Of Practice For Design Of Shallow Foundation On Rock.

8) IS 2911 (PART1/SECTION 2)-1979,Code Of Practice For Design And Construction Of Pile Foundation.

9) Pile Design,Poulos & Davis.

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Annexure

1. Addendum 2. Site plan with Borehole location 3. Bore Log 4. Lab test Results

Bearing capacity from shear criteria: (BH-2)

Average S.P.T. value of 20 is noted in the zone of influence,

As per IS 6403-1981 clause 5.1.2 the Ultimate net Bearing Capacity in general shear failure qu= c Nc sc dc ic + q (Nq – 1) sq dq iq + ½ Bγ Nγ sγ dγ iγ W’

Neglecting the cohesive component

Considering Ø = 33°from SPT co-relation,

For Ø = 33° Nq = 27.1 and Nγ = 17.792, Considering 1.00m square footing and depth of foundation to be 1m in areas of BH-2, qu= q (Nq – 1) sq dq iq + ½ Bγ Nγ sγ dγ iγ W’ = (1.62 x 1 x (27.1-1) x 1.2 x 1) + (½ x 1 x 1.62 x 17.792 x 0.8 x 0.5) = 50.73 + 5.76 = 56.49 qsafe = qu/4 = 56.49/4 = 14 Tonnes/m2

Since the results based on assumptions & soil profile exhibit variation.

(B) Bearing capacity from settlement criteria:

With the current SBC the expected settlement is found the within permissible limit. Hence the provided SBC of 12 T/ m2 can be considered for the footing.

GEOTECHNICAL INVESTIGATION FOR THE PROPOSED PROJECT KERALA LIFE MISSION AT KARIMANOOR, THODUPUZHA,IDUKKI

Client : LIFEMISSION Boring commencement date : 03.03.2019 TDAC GEOTECHNICAL Bore Hole No : BH-1 Boring Completion date : 03.03.2019 SOLUTIONS Type of Boring : ROTARY Ground water table : Termination Depth : 7.00 m Location : KARIMANOOR

Blows / 15cm Test depth Description of Strata Remarks 15cm 15cm 15cm Depth Profile Thickness of Strata Depth in m SPT-N Value

1.00 1.00 - 1.45 9 11 12 23 MEDIUM DENSE SAND 2.00

2.00 2.00 2.00 - 2.45 5 38 12 50 VERY DENSE SAND WITH 3.00 WEATHERED ROCK 1.00 3.00 3.00 - 3.45 52 - - >100

TC Core drilling 4.50

WEATHERED ROCK 4.00 DC Core drilling, Recovery 30% 6.00

DC Core drilling, Recovery 60% 7.00 7.00

Note : UDS- Undisturbed Sample SPT-N value- Standard Penetration Test N value

THE BOREHOLE WAS TERMINATED AT 7.00m DEPTH GEOTECHNICAL INVESTIGATION FOR THE PROPOSED PROJECT KERALA LIFE MISSION AT KARIMANOOR, THODUPUZHA,IDUKKI

Client : LIFE MISSION Boring commencement date : 03.03.2019 TDAC GEOTECHNICAL Bore Hole No : BH-2 Boring Completion date : 03.03.2019 SOLUTIONS Type of Boring : ROTARY Ground water table : Termination Depth : 4.00 m Location : KARIMANOOR

Blows / 15cm Test depth Description of Strata Remarks 15cm 15cm 15cm Depth Profile Thickness of Strata Depth in m SPT-N Value

1.00 1.00 - 1.45 10 15 13 28 MEDIUM DENSE SAND 2.50 2.00 2.00 - 2.45 4 9 12 21 2.50 3.00 3.00 - 3.45 16 6 10 16 MEDIUM DENSE SAND WITH WEATHERED ROCK 1.50 SPT REBOUND 4.00 4.00

Note : UDS- Undisturbed Sample SPT-N value- Standard Penetration Test N value

THE BOREHOLE WAS TERMINATED AT 4.00m DEPTH GEOTECHNICAL INVESTIGATION FOR THE PROPOSED PROJECT KERALA LIFE MISSION AT KARIMANOOR, THODUPUZHA,IDUKKI

Client : LIFEMISSION Boring commencement date : 03.03.2019 TDAC GEOTECHNICAL Bore Hole No : BH-3 Boring Completion date : 03.03.2019 SOLUTIONS Type of Boring : ROTARY Ground water table : Termination Depth : 6.00 m Location : KARIMANOOR

Blows / 15cm Test depth Description of Strata Remarks 15cm 15cm 15cm Depth Profile Thickness of Strata Depth in m SPT-N Value

1.00 1.00 - 1.45 9 11 10 21 MEDIUM DENSE SAND 1.90

1.90 2.00 2.00 - 2.45 5 8 13 21

VERY DENSE SAND WITH 1.10 3.00 WEATHERED ROCK 3.00 3.00 - 3.45 52 - - >100

WEATHERED ROCK SPT REBOUND 6.00 6.00

Note : UDS- Undisturbed Sample SPT-N value- Standard Penetration Test N value

THE BOREHOLE WAS TERMINATED AT 6.00m DEPTH GEOTECHNICAL INVESTIGATION FOR THE PROPOSED PROJECT KERALA LIFE MISSION AT KARIMANOOR, THODUPUZHA,IDUKKI

Client : LIFE MISSION Boring commencement date : 03.03.2019 TDAC GEOTECHNICAL Bore Hole No : BH-4 Boring Completion date : 03.03.2019 SOLUTIONS Type of Boring : ROTARY Ground water table : Termination Depth : 3.50 m Location : KARIMANOOR

Blows / 15cm Test depth Description of Strata Remarks 15cm 15cm 15cm Depth Profile Thickness of Strata Depth in m SPT-N Value

1.00 1.00 - 1.45 10 9 10 19 MEDIUM DENSE SAND 2.40 2.00 2.00 - 2.45 8 13 12 25 2.40 16 8 9 17 MEDIUM DENSE SAND WITH 3.50 3.50 - 3.95 1.10 3.50 WEATHERED ROCK

Note : UDS- Undisturbed Sample SPT-N value- Standard Penetration Test N value

THE BOREHOLE WAS TERMINATED AT 3.50m DEPTH