Geotechnical Investigation Report at Ahelwari(Geotechnical survey of Land)

Submitted To:P.H.E.D

Agency: SPML INFRA LTD.Consultant:M/s Saraswati Technical Services Pvt. Ltd.

Submitted By:Namotech Laboratory

*Contents*1.0 Introduction

2.0 Project

3.0 Location of Site

4.0 Scope of Work

5.0 Field Investigation

6.0 Laboratory Tests

7.0 Results and Analysis

8.0 Allowable Bearing Capacity

9.0 Conclusions

1.0 IntroductionThe main function of a foundation is to distribute or transmit all loads coming over it to the soil or ground upon which it rests. The knowledge of the characteristics of underlying soil is therefore very essential for safe & economical design of foundations. The performance of supporting stratum depends upon the physical properties of soil type & shape of footing & structure, water table depth etc.Soil has different meanings depending upon the area of interest of the professional to an agriculturist, soil means top earths surface which supports plant life. To a geologist it is thin top crust of earth formed by disintegration of rocks. To an engineer it is uncemented loose cohesive or cohesion less material. Soil may have particles ranging from fraction of micron to large boulder.Soil is a complex material which contains inorganic non cohesive material in various percentages. It may also contain chemicals. Study of soil and its behavior is important for design of foundations, pavements, underground and earth retaining structures, embankments and earth dams.Geology is a science which deals with behavior and application of soil as engineering material. Terzaghi defined soil mechanics as the application of laws of mechanics and hydraulics to engineering problems dealing with sediments and other unconsolidated accumulations of solid particles produced by mechanical and chemical disintegration of rocks regardless of that these contain an admixture of organic constituent.Soil is produced by disintegration of solid rocks. The production of soil is cyclic and soil cycle consists of weathering, denudation, transportation and deposition. All the planes and vallies are formed by this procedure. Inorganic soils get organic material from decaying vegetation.

Soil in its natural state is a three phase system, it contains solids, water and air, in dry mass of soil, the voids contain air and hygroscopic moisture surrounding and adhering to surface of soil particles. When all the voids are filled with water it is saturated mass of soil. To assess the suitability of a soil with respect to a desired purpose all or a few of following properties are required to be known. Specific gravity Bulk density Porosity. Void ratio. Water content. Water absorption. Particle size distribution. Liquid limit. Plastic limit and plasticity index. Coefficient of friction. Compressive strength. Permeability. Salt content. Shrinkage limit. Swell index. Direct shear test. Total Soluble Solids.

In addition to this chemical characteristics of soil may also interest an agriculturist. The knowledge of properties of soil is important for Foundation design. Pavement design. Design of underground and earth retaining structures. Design of embankments. Design of earth dams.

The performance of soil in the designs cited above depends upon the characteristics of soil. It necessitates testing of soil to determine its physical properties.2.0 ProjectThis final report summarizes the geotechnical investigation performed by Namotech Laboratoy for the proposed ESR is considering near Ahelwari. The following table of loads and settlement criteria for project features was considered for this investigation.

3.0 Location of SiteVillage:- Ahelwari, Distt.:- Bharatpur4.0 Scope of Work Field investigation at the site are planned to determine the required characteristics of underlying soil to design the foundations of the proposed structure, the data obtained from these investigations have been analyzed to arrive at the required parameters, mainly the safe bearing capacity of the soil at various depth with respect to the existing ground level. In order to achieve the stated objectives, the stipulated scope of work included following operations Transportation of the personnel, plant and equipment to the site of work and withdrawing the same on completion of work. Drilling Two boreholes of 100 mm diameter from the ground level to 6 meter depth or up to refusal strata. Conducting Standard Penetration Test in borehole as per Indian standard specification (IS-2131) Extracting undisturbed soil samples and sealing, numbering and preserving them as per (IS-2132) Carrying out following necessary test on the soil samples to establish its characteristics. Sieve analysis Bulk density Specific gravity Atterberg limits Shear Strength Parameters Consolidation Properties

5.0 Field InvestigationThe standard penetration test was conducted in bore hole in soils following the Standard procedure as per Indian standard IS: 2131, which specifies the procedure for conducting SPT for soil. This test is carried out using the standard split spoon sampler to measure the number of blows called N Value. Standard split spoon sampler was attached to an A rod. It was driven into the soil to a distance of 45 cm using a standard hammer falling freely from a height of 75 cm while driving, the number of blows required to penetrate the last 30 cm is taken as N value at that particular depth of the bore hole. This value is then used for calculating the bearing capacity of the soil.(Table 7) The subsurface investigations in the field involve three basic operations:- Drilling Sampling Conducting the required field test. This is followed by operations in theLaboratory for conducting prescribed laboratory tests.

6.0 Laboratory Tests All test were conducted in accordance with the procedure laid down in Indian Standard IS: 2720, results obtained are presented in Table 2 and bearing capacity results Based on IS: 6403-1981 are presented in Table-3-6 and Table-7. The safe Bearing capacity at depth is presented in Table1 and is based on shear failure criteria.

7.0 Results and AnalysisThe field investigation and laboratory tests conducted over the soil revealed the following Conclusions: Table - 1Safe Bearing Capacity for Ahelwari ESR(Minimum of Two Boreholes for 1.5m footing width)Depth(meter)Settlement Criteria(Table 7)Lab FindingsRecommendedSafe BearingCapacity (T / m) (Lower of columns 2 & 5 & rounded down)

Local Shear Failure Criteria(Tables 3 & 4) General Shear Failure Criteria (Tables 5 & 6)Interpolated Value from Column 3 & 4 (As per IS 6403-1981)

123456

1.516.819.3212.929.689.00

2.015.6311.6726.8913.1913.00

3.015.0416.3825.9917.3117.00

4.524.8023.5741.5725.3724.00*

6.034.1237.3453.5638.9624.00*

Note: - Soil is No plastic & having no cohesion. Undisturbed sample (UDS) used at 2.0 mtr. Water table not found. Void Ratio of soil is 0.73 and accordingly interpolation has been taken between Local & General shear values as recommended in Table 3 IS 6403-1981. Limiting value as per NBC 1983 (*).

Ahelwari ESR

113/2 Vishvesariya Nagar, Triveni Nagar, Gopalpura Byepass jaipur. (Raj) IndiaPh. : 0141-2761299 Cell : +91 9214507766 , 8824311122 E -mail: info@namotech.in Web: www.namotech. RESULTS OF LABORATORY TESTTable No: 2BH- 1&2B.H. No.Depth (m)Type of SampleField Density (gm/cc)NaturalMoisture Content (%)Void RatioSpecific Gravity

Grain Size Analysis

Consistency limitsSoil Classification

Shear ParameterSPT N Value

Gravel(%)Fine Sand (%)Coarse Sand (%)Medium Sand (%)Silt & Clay (%)Liquid Limits (%)Plastic Limits (%)Plasticity Index (%)C (Kg/cm2) (Degree)

11.5SPT1.6814.110.732.631.810.440.5339.4257.8034.12NPLNPISM0.002910

2.0UDS1.6812.360.732.631.520.350.4240.4257.2933.56NPLNPISM0.0028-

3.0SPT1.6812.150.732.640.000.210.1446.5653.0929.09NPLNPISM0.002810

4.5SPT1.6815.260.732.641.370.110.1546.9951.3832.77NPLNPISM0.003016

6.0SPT1.6812.020.732.650.440.000.2036.3962.9731.72NPLNPISM0.003223

21.5SPT1.6916.050.732.645.331.141.2218.1374.1829.59NPLNPISM0.003010

3.0SPT1.6912.120.732.650.330.100.404.6094.5731.82NPLNPISM0.002911

4.5SPT1.6913.120.732.661.320.100.2638.9659.3631.58NPLNPISM0.002817

6.0SPT1.6912.240.732.660.230.250.3530.1968.9832.92NPLNPISM0.003126

SM:- Silty Sand

TABLE No: 3For Continuous Strip/Raft FootingCalculation of Net Safe Bearing Capacity Based on Shear Parameters C- For BH-1 (For Local Shear) Qns=1/FS[2/3*C*Nc + d(Nq-1) + 0.5*B**N*Wq] ; Qs=Qns+dFS=3.0, Water Table Not Encounterd

S.NOSize of FoundationDepth of Foundation mShear ParameterBearing Capacity FactorsUnit WeightWater Table CorrectionNet Safe Bearing Capacity t/m2 (Qns)Safe Bearing Capacity t/m2 (Qs)

Length mWidthmC (kg/cm2)NcNqNy0.5WqW

11.501.501.50.00292014.836.405.391.680.840116.809.32

21.751.751.50.00292014.836.405.391.680.840117.189.70

32.002.001.50.00292014.836.405.391.680.840117.5510.07

42.252.251.50.00292014.836.405.391.680.840117.9310.45

51.501.502.00.00282014.836.405.391.680.840118.3111.67

61.751.752.00.00282014.836.405.391.680.840118.6912.05

72.002.002.00.00282014.836.405.391.680.840119.0712.43

82.252.252.00.00282014.836.405.391.680.840119.4412.80

91.501.503.00.00282014.836.405.391.680.8401111.3416.38

101.751.753.00.00282014.836.405.391.680.8401111.7116.75

112.002.003.00.00282014.836.405.391.680.8401112.0917.13

122.252.253.00.00282014.836.405.391.680.8401112.4717.51

131.501.504.50.00302116.007.256.481.680.8401118.4726.03

141.751.754.50.00302116.007.256.481.680.8401118.9326.49

152.002.004.50.00302116.007.256.481.680.8401119.3826.94

162.252.254.50.00302116.007.256.481.680.8401119.8327.39

171.501.506.00.00322318.368.958.681.680.8401130.3640.44

181.751.756.00.00322318.368.958.681.680.8401130.9741.05

192.002.006.00.00322318.368.958.681.680.8401131.5741.65

202.252.256.00.00322318.368.958.681.680.8401132.1842.26

TABLE No: 4For Continuous Strip/Raft FootingCalculation of Net Safe Bearing Capacity Based on Shear Parameters C- For BH-2 (For Local Shear) Qns=1/FS[2/3*C*Nc + d(Nq-1) + 0.5*B**N*Wq] ; Qs=Qns+dFS=3.0, Water Table Not Encounterd

S.NOSize of FoundationDepth of Foundation mShear ParameterBearing Capacity FactorsUnit WeightWater Table CorrectionNet Safe Bearing Capacity t/m2 (Qns)Safe Bearing Capacity t/m2 (Qs)

Length mWidth mC (kg/cm2)NcNqNy0.5WqW

11.501.501.50.00302116.007.256.481.690.845118.0210.55

21.751.751.50.00302116.007.256.481.690.845118.4811.01

32.002.001.50.00302116.007.256.481.690.845118.9311.47

42.252.251.50.00302116.007.256.481.690.845119.3911.92

51.501.503.00.00292014.836.405.391.690.8451111.4016.47

61.751.753.00.00292014.836.405.391.690.8451111.7816.85

72.002.003.00.00292014.836.405.391.690.8451112.1617.23

82.252.253.00.00292014.836.405.391.690.8451112.5417.61

91.501.504.50.00282014.836.405.391.690.8451115.9723.57

101.751.754.50.00282014.836.405.391.690.8451116.3523.95

112.002.004.50.00282014.836.405.391.690.8451116.7324.33

122.252.254.50.00282014.836.405.391.690.8451117.1024.71

131.501.506.00.00312217.188.107.581.690.8451127.2037.34

141.751.756.00.00312217.188.107.581.690.8451127.7337.87

152.002.006.00.00312217.188.107.581.690.8451128.2738.41

162.252.256.00.00312217.188.107.581.690.8451128.8038.94

TABLE No: 5For Continuous Strip/Raft FootingCalculation of Net Safe Bearing Capacity Based on Shear Parameters C- For BH-1 ( For General Shear) Qns=1/FS[C*Nc + d(Nq-1) + 0.5*B**N*Wq] ; Qs=Qns+dFS=3.0, Water Table Not Encounterd

S.NOSize of FoundationDepth of Foundation mShear ParameterBearing Capacity FactorsUnit WeightWater Table CorrectionNet Safe Bearing Capacity t/m2 (Qns)Safe Bearing Capacity t/m2 (Qs)

Length mWidthmC (kg/cm2)

NcNqNy0.5WqW

11.501.501.50.002928.2516.8520.091.680.8401121.7524.27

21.751.751.50.002928.2516.8520.091.680.8401123.1625.68

32.002.001.50.002928.2516.8520.091.680.8401124.5627.08

42.252.251.50.002928.2516.8520.091.680.8401125.9728.49

51.501.502.00.002826.3715.3017.791.680.8401123.4926.85

61.751.752.00.002826.3715.3017.791.680.8401124.7328.09

72.002.002.00.002826.3715.3017.791.680.8401125.9829.34

82.252.252.00.002826.3715.3017.791.680.8401127.2230.58

91.501.503.00.002826.3715.3017.791.680.8401131.5036.54

101.751.753.00.002826.3715.3017.791.680.8401132.7437.78

112.002.003.00.002826.3715.3017.791.680.8401133.9939.03

122.252.253.00.002826.3715.3017.791.680.8401135.2340.27

131.501.504.50.003030.1418.4022.401.680.8401153.2660.82

141.751.754.50.003030.1418.4022.401.680.8401154.8262.38

152.002.004.50.003030.1418.4022.401.680.8401156.3963.95

162.252.254.50.003030.1418.4022.401.680.8401157.9665.52

171.501.506.00.003236.5324.3632.651.680.8401192.20102.28

181.751.756.00.003236.5324.3632.651.680.8401194.49104.57

192.002.006.00.003236.5324.3632.651.680.8401196.77106.85

202.252.256.00.003236.5324.3632.651.680.8401199.06109.14

TABLE No: 6For Continuous Strip/Raft FootingCalculation of Net Safe Bearing Capacity Based on Shear Parameters C- For BH-2 ( For General Shear) Qns=1/FS[C*Nc + d(Nq-1) + 0.5*B**N*Wq] ; Qs=Qns+dFS=3.0, Water Table Not Encounterd

S.NOSize of FoundationDepth of Foundation mShear ParameterBearing Capacity FactorsUnit WeightWater Table CorrectionNet Safe Bearing Capacity t/m2 (Qns)Safe Bearing Capacity t/m2 (Qs)

Length mWidth mC (kg/cm2)NcNqNy0.5WqW

11.501.501.50.003018.368.958.681.690.8451110.3912.92

21.751.751.50.003018.368.958.681.690.8451111.0013.53

32.002.001.50.003018.368.958.681.690.8451111.6114.14

42.252.251.50.003018.368.958.681.690.8451112.2214.75

51.501.503.00.002920.7210.6610.881.690.8451120.9225.99

61.751.753.00.002920.7210.6610.881.690.8451121.6926.76

72.002.003.00.002920.7210.6610.881.690.8451122.4527.52

82.252.253.00.002920.7210.6610.881.690.8451123.2228.29

91.501.504.50.002822.6012.2013.181.690.8451133.9641.57

101.751.754.50.002822.6012.2013.181.690.8451134.8942.49

112.002.004.50.002822.6012.2013.181.690.8451135.8243.42

122.252.254.50.002822.6012.2013.181.690.8451136.7444.35

131.501.506.00.003122.6012.2013.181.690.8451143.4253.56

141.751.756.00.003122.6012.2013.181.690.8451144.3554.49

152.002.006.00.003122.6012.2013.181.690.8451145.2855.42

162.252.256.00.003122.6012.2013.181.690.8451146.2156.35

Table No: 7Safe Bearing Capacity by Standard Penetration Test based on IS- 2131(Width = 1.5 m)Qns, Corrected N- From IS Code 8009, Qs= Qns+ d

B.H.

Depth(meter)Avg. Bulk density(gm/cc) NCorrectedN'Qns(T/m)Qs(T/m)

11.501.68101514.2916.81

3.001.68101210.0015.04

4.501.68161817.2424.80

6.001.68232324.0434.12

21.501.69101514.2916.83

3.001.69111412.5017.57

4.501.69171918.5226.13

6.001.69262628.7438.88

8.0 Allowable Bearing Capacity Considering the proposed structure and taking in to account the N value an allowable settlement of 25 mm has been adopted for evaluating the net allowable bearing capacity based on the settlement criterion. Average shear strength parameters have been used for calculating safe bearing capacity from shear failure criterion, lower of the two values obtained from settlement and shear failure criteria is used in arriving at net allowable bearing capacity of the soil, as shown in Table -1.

9.0 Conclusions: * The soil stratum at the site is consists of Silty Sand (SM).

* The SPT N value indicates that soil stratum is loose.

* Soil is non plastic and having no cohesion.

* Water table was not encountered at the time of investigation.

* The recommended values of SBC are as per Table 1.

Remarks: -1. Samples will be preserved in our laboratory for a period of 30 days only, from the date of issue of this report.2. This report is not for legal proceedings.3. Subjected to Jaipur jurisdiction only.4. For any clarification please correspond within 30 days from issue this test report. For Namotech Laboratory (Authorized Signatory)

*****End of Report*****

SHEAR FAILURE CRITERION

1. IS : 6403-1981

The following formulae have been used for calculating ultimate net bearing capacity as per IS: 6403-1981 and this is similar to one proposed by Vecic.FFor Continuous Strip Footing

(a) In case of general shear failure -

Qns=1/FS[C*Nc + d(Nq-1) + 0.5*B**N*Wq]

(b) In case of local shear failure

Qns=1/FS[2/3*C*Nc + d(Nq-1) + 0.5*B**N*Wq]

For Considering Shape of Footing(a) In case of general shear failure

qd = cNc sc dc ic + q(Nq-1)sq dq iq +0.5 B N S d i w

(b) In case of local shear failure

qd = 0.67cNc sc dc ic + q(Nq-1)sq dq iq + 0.5 By N S d i w

Where,

Nc, Nc, Nq, Nq N N = Bearing capacity factors

q'd = Net ultimate bearing capacity based on general shear failureB = Width of strip footingsc, sq, s = Shape factorsy = Bulk unit weight of foundation soil w' = Correction factor for location of water table = Angle of shearing resistance of soil in degreesC = Unit CohesionFor Local Shear 2.0 mtr depth in BH-1 Qns= 1/3x[(0.67x0.00x14.83)+{(1.68x2.0)x(6.40-1)}+(0.5x1.5x1.68x5.39x1)]

= 8.31Qs= Qns + overburden = 8.31+( 1.68x2.0)=11.67

For General Shear 2.0 mtr depth in BH-1Qns=1/3x[(0x26.37)+{(1.68x2.0)x(15.30-1)}+(0.5x1.5x1.68x17.79x1)] = 23.49 Qs = 23.49+( 1.68x2.0) = 26.85

As per Is Code 6403-1981 table 3

0.75-0.55= 0.20So we have 20 divisions, For .74=1 , 0.73= 2 , 0.72= 3..0.56.=19 values for interpolation.

Void Ratio is 0.73 , For Interpolation

So [26.89-11.67]/20= 0.76Now 0.76x2= 1.52

Adding it to Local Shear value :11.67+1.52= 13.19