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GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES
ON UDAIPUR BYPASS (BETWEEN NH-76 & NH-8)
STATE OF RAJASTHAN
SUBMITTED TO:
LOUIS BERGER GROUP INC. B – 3, 6, SECTOR - 32
GURGAON
JUNE, 2011
INDIAN GEOTECHNICAL SERVICES
(ISO: 9001 – 2008 CERTIFIED) L – 56B, BASEMENT
MALVIYA NAGAR, NEW DELHI TEL/FAX.: 011-26677711, 26677575
Email- [email protected]
INDIAN GEOTECHNICAL SERVICES SHEET 1 OF 24 L-56B, MALVIYA NAGAR, NEW DELHI Tel : 0111-26677711
INDIAN GEOTECNHICAL SERVICES Geotechnical Investigation for Design of Highway Structures On UDAIPUR BYPASS (Between NH-76 & NH-8) REPORT No. IGS/UDAIPUR BYPASS
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................ 2
1.1 SCOPE OF THIS REPORT............................................................................................... 2
2.0 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME............................ 3
2.1 SCOPE OF WORK .......................................................................................................... 3
3.0 GEOLOGICAL INFORMATION OF THE REGION ........................................................ 5
3.1 LOCATION..................................................................................................................... 5
3.2 GENERAL GEOLOGY...................................................................................................... 5
3.3 CLIMATE....................................................................................................................... 6
3.4 SEISMICITY OF THE PROJECT SITE ................................................................................ 6
4.1 BOREHOLES ................................................................................................................. 9
4.2 STANDARD PENETRATION TESTS (SPT) ........................................................................ 9
4.3 DISTURBED SAMPLING (SOIL) IN BOREHOLES................................................................. 9
4.4 UNDISTURBED SAMPLING (SOIL) IN BOREHOLES ............................................................ 9
4.5 ROCK CORE SAMPLES ................................................................................................ 10
4.6 LABORATORY TESTING................................................................................................ 11
5.0 SUBSURFACE CONDITIONS / LABORATORY TEST RESULTS / ESTIMATED “RMR” VALUES................................................................................................................................. 12
5.1 SUBSURFACE CONDITIONS.......................................................................................... 12
5.2 LABORATORY TEST RESULTS ON ROCK CORE SAMPLES.............................................. 14
5.3 PROPOSED DESIGN SOIL PARAMETERS ........................................................................ 14
5.4 ESTIMATED RMR VALUES ........................................................................................... 16
5.5 LIQUEFACTION ASSESSMENT....................................................................................... 19
6.0 FOUNDATION SUPPORT ........................................................................................... 20
6.1 OPEN FOUNDATION IN SOIL ......................................................................................... 20
6.2 OPEN FOUNDATIONS ON ROCK ................................................................................... 21
6.4 FOUNDATION RECOMMENDATIONS: ............................................................................. 23
ANNEXURE – I
Following details attached for all structures separately…
- Borehole Location Plans - Consolidated Logs with laboratory test results - Grain Size Curves / Silt Factor Calculation Sheets (for River Bridges) - Sample calculation for safe bearing capacity for open foundation
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INDIAN GEOTECNHICAL SERVICES Geotechnical Investigation for Design of Highway Structures On UDAIPUR BYPASS (Between NH-76 & NH-8) REPORT No. IGS/UDAIPUR BYPASS
1.0 INTRODUCTION
The client, National Highway Authority of India Limited, has undertaken for development / improvement of Udaipur Bypass (Between NH-76 & NH-8) in state of Rajashtan. M/s Louis Berger Group, Inc. is the consultant for the project.
It was decided to conduct the Geo-technical investigation at the proposed bridges / flyover locations. The objective of this Detailed Geo-technical Investigation is to interpret the engineering properties of the soils/rock for the purpose of design of the foundations. M/s Louis Berger Group, Inc., has arranged M/s Indian Geotechnical Services to conduct subsurface investigation. M/s Indian Geo-technical Services (IGS) carried out the investigations, field tests, sampling and laboratory testing under the instructions of M/s Louis Berger Group, Inc.
Fieldwork including Drilling of bore holes and sample collection was carried out, during April 2011 to May 2011. Laboratory tests were conducted on selected soil / rock samples to determine the design parameters, confirming to relevant IS/MORT&H/IRC specifications and the guidelines received from time to time from M/s Louis Berger Group, Inc.
The report includes the comprehensive field and laboratory test data, analysis and interpretations of the test results by Geo-technical expert with precise assessment and recommendations for the properties essential to the design of foundations.
1.1 Scope of This Report
This report contains the following information;
Introduction
Planning of geotechnical Investigation programme including scope of work
Geological Information of the Region
Methodology of Investigation
Subsurface Conditions / Laboratory Test Results / Estimated “RMR Value
Foundation support
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2.0 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME
On the basis of nature of the project, it was decided to carry out soil exploration in order to:
(i) obtain soil samples, both representative and undisturbed (wherever necessary) for classification tests and other laboratory tests for determining engineering properties;
(ii) obtain soundings of penetration resistance by Standard Penetration test in the boreholes;
(iii) Drilling in rock in weathered and in hard rock, obtain rock cores of Nx size by diamond core drilling method using double tube core barrels, determination of material characteristics (Strength / Structure / Color / Texture / Grain size / Rock name), mass characteristics (State of weathering / existing natural discontinuities / faults and folding patterns / fracture state), laboratory tests for determining engineering properties of existing rock, i.e., unconfined compressive strength, water absorption, unit weight etc.
2.1 Scope of work
To investigate the subsurface conditions boreholes were planned at structure location. Disturbed and undisturbed samples were to be collected from all boreholes to assess the soil / rock characteristics in laboratory.
2.1.1 The summary of the fieldwork for is given below:
Depth of Borehole (m) S. No.
Chainage, Km Structure Type No. of
Boreholes Soil Rock Total Depth of Borehole
BH-1 3.00 5.50 8.50 BH-2 4.00 5.50 9.50 BH-3 2.50 6.50 9.00
1 0.725 to 1.130
Flyover (NH-76) / ROB
BH-4 5.00 5.50 10.50 BH-5 5.00 5.00 10.00 BH-6 5.00 5.00 10.00 BH-7 2.00 5.00 7.00 BH-8 4.00 6.00 10.00 BH-9 2.00 5.00 7.00
BH-10 2.00 5.00 7.00 BH-11 2.00 5.00 7.00
2 7.800 to 9.000 Flyover and ROB
BH-12 1.50 5.00 6.50 3 12.685 Flyover on SH-32 BH-1 6.00 6.00 12.00 4 13.087 Minor Bridge BH-2 7.50 5.00 12.50 5 13.600 Minor Bridge BH-1 10.50 4.50 15.00
BH-1 2.50 5.50 8.00 BH-2 6.00 5.00 11.00 BH-3 3.00 6.00 9.00
6 21.595 to 23.000 Trumpet
BH-4 3.00 6.00 9.00 All locations of boreholes were given by M/s Louis Berger Group, Inc.
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2.1.2 Conducting Standard Penetration Tests during boring operation. 2.1.3 Collecting disturbed / undisturbed soil samples and Rock core samples from the
borehole. 2.1.4 Summary of proposed Laboratory Testing program is given below;
SL. No.
PARTICULARS OF PROPERTIES
DISTURBED SOIL SAMPLE
FROM SPT
UNDISTURBED SOIL SAMPLES
ROCK CORES / PIECE
1. Sieve Analysis √ 2. Hydrometer Analysis √ 3. Natural Moisture Content √ 4. Bulk / Dry Density √ √ 5. Specific Gravity √ √ 6. Atterberg Limits √ 7. Direct Shear Test (for no
cohesive soils) √ √
8. Unconsolidated Undrained Tests (for cohesive samples)
√
9. Unconfined Compressive Strength / Point Load Strength
Index / Water Absorption
√
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3.0 GEOLOGICAL INFORMATION OF THE REGION
3.1 Location The site project site is referred to as Udaipur Bypass (Between NH-76 and NH-8). Udaipur is located at 24°35′N 73°41′E. It has an average elevation of 598 metres. It is located in the southern region of Rajasthan and is close to Gujarat.
3.2 General geology
Rajasthan is endowed with a continuous Geological sequence of rocks from the oldest Archaean, Metamorphites, represented by Bhilwara Super Group (more than 2,500 million years old) to sub-recent, alluvium and wind blown sand. The western and north-western parts of the state are covered by vast blanket of young unconsolidated deposits including the blown sand of the Thar Desert (Marusthal) of western Rajasthan. The remaining area exposes wide variety of hard rocks, which include various types of metamorphic schists, quartzites, marbles and gneisses of Pre-Cambrian age with associated acid, and basic intrusive rocks. The sedimentaries include the rocks of Aravalli Super group, Delhi Super group, upper Precambrian Vindhyan Super group and of Cambrian to Jurassic, Cretaceous and Tertiary ages. The southeastern extremity of the state is occupied by a pile of basaltic flows of Deccan Traps of Cretaceous age. Several mineral deposits of economic importance occur in association with the above rock units.
The characteristic feature of the geology of Rajasthan is the presence of several groups of rocks belonging to Archaean and Pre-Cambrian ages. They form the Aravalli mountain system, which runs across the state from the north of Delhi in the north-east to the Gulf of Cambay in the south-west. The central part of the Aravalli ranges is occupied by a great synlinorium composed of Aravalli and Delhi rocks.
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Because of the thin deposits of sand in this region, the rock exposures are good but in the west and the south-west, they are often engulfed in sandy alluvium and desert sands.
The Archaeans consist of the Bhilwara Super group (Bundelkhand Gneiss and the Banded Gneissic complex). The Aravallis, an enormously thick series of argillaceous rocks, came into existence at the close of the Archean era when the sediments which were deposited in the seas of that age, underwent an upheaval by orogenic activities. These vast mountains were peneplaned in later ages. The Aravalli super group is a vast formation composed of basal quartzites, shales, conglomerates, composite gneisses and slates.
The Delhi Super group overlies the Aravallies.Delhi super group is divided into lower Ralio group,middle Alwar group and upper Ajabgarh group. Ralio group is rich in crystalline limestones, grits, schistose rocks and quartzites. The famous marble of Makrana (Nagaur district) belongs to this group. Alwar group and Ajabgarh group consist mostly of calc-silicates, quartzites, grits and schistose rocks.
The other important lithological formations consist of a thick series of sedimentary rocks comprising sandstone, limestone and shales. These have been classified as upper and lower Vindhyans in the east and Marwar in the west. The deposition of these rocks in western Rajasthan was preceded by igneous activity, which included a thick pile of lava, mostly of an acidic nature. The plutonic equivalent of these lava are seen in the form of granite bosses and sills in Jalor, Siwana, Mokalsar and Jodhpur areas. Rocks of the above mentioned igneous activity have been designated as Erinpura granite and Malani igneous suit.
3.3 Climate Udaipur has particularly a tropical climate. The three main seasons, summer, monsoon and winter respectively, dominate the city of Udaipur. Situated at an altitude of 598m above sea level, moreover in a desert area, Udaipur has sultry type of Climate. However, Udaipur is the only place in Rajasthan that has quite moderate climate throughout the year. In summers, the scorching sun makes the city hot whereas in winters the weather is pleasant.
Being located in the desert lands of Rajasthan, the climate and weather of Udaipur is usually hot. The summer season runs from Mid-March to June and touches the temperature of 38°C. Monsoons arrive in the month of July heralded by dust and thunderstorms. The city annually receives around 637 mm of rainfall. This scanty amount of rainfall makes Udaipur more humid. The humidity reaches to the extent of 90 % during the months of Monsoons.
3.4 Seismicity of the Project Site The state of Rajasthan has not had a major earthquake in recent years, small to moderate earthquake have been felt in the state. Several faults have been identified in this region out of which many show evidence of movement during the Holocene epoch. The Cambay Graben terminates in the south-western part of the state.
The seismic hazard map of India was updated in 2000 by the Bureau of Indian Standards (BIS). The project site lies in Zone II. In seismic design Zone factor, Z of 0.10 is recommended.
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Liquefaction Liquefaction is the sudden loss of shear strength of the loose fine-grained sands due to earthquake-induced vibration under saturated conditions. Assessment of liquefaction potential of foundation strata is made by simplified approach proposed by Seed & Idriss (1983 – 1985) from the SPT data and peak ground acceleration likely to occur at the site. In this method, cyclic shear stress likely to be induced in the foundation strata by Design Basis Earthquake (DBE) is first evaluated. Next threshold cyclic shear stress, which is good enough to cause liquefaction is determined from SPT data and the empirical relations. Finally, comparison of these two stresses is used in the estimation of liquefaction susceptibility of the foundation strata. Cyclic Stress Ratio ( CSR ) The equivalent average of shear stress τ likely to be induced in the foundation material due to an earthquake is calculated by using the equation τ = 0.65 * γ * h * (a / g )* r
av
av max d
τav = equivalent average of shear stress likely to be induced by DBE γ = Unit weight of foundation material = depth at which cyclic shear stress is calculated amax = maximum surface acceleration rd = Stress reduction factor = 1.0 – 0.00765 * h if h < 9.15 m = 1.174 – 0.0267 * h if h = 9.15 m to 23 m = 0.744 – 0.008 * h if h = 23.0 m to 30.0 m = 0.50 if h > 30.0 m If the equivalent average of shear stress τav is normalized with the initial effective overburden pressure (σo), the term is called seismic demand of soil layer or cyclic stress ratio ( CSR ).
CSR = 0.65 * (σo / σo’ )* (amax / g )* rd Cyclic Resistance Ratio ( CRR ) It expresses capacity of soil to resist liquefaction. CRR is determined using correlation between corrected blow count (N1)60 and CRR for earthquake of magnitude 7.5. (N1)60 is the SPT blow count corrected to an effective overburden pressure of 100 kpa and to hammer energy efficiency of 60 %. The corrected blow count (N1)60 is determined as follows. (N1)60 = Nm CN CE CB CR CS
Where, Nm = uncorrected SPT blow clount CE = correction factor for hammer energy ratio CB = Correction factor for borehole dia = 1.05 for 150 mm dia borehole CR = Correction factor for rod length = 0.75 for 3.0 m to 4.0 m = 0.85 for 4.0 m to 6.0 m = 0.95 for 6.0 m to 10.0 m = 1.0 for 10.0 m to 30.0 m CS = correction factor for standard sampler = 1.0
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Correction factor for effective overburden pressure (CN ) is given by the following relation. CN = Sqrt (Pa / σo’) Where Pa = Atmospheric pressure The value of SPT blow count for soil with fines content (FC) can be adjusted to the equivalent clean sand value of (N1)60CS as follows: (N1)60CS α + β (N1)60
where α and β can be determined as follows. α = 0.0 and β = 0.0 for FC <= 5.0 % α = exp [(1.76 – (190/FC2)] for 5.0 % < FC < 35.0 % β = [0.99+ (FC1.5/1000)] α = 5.0 and β = 1.20 for FC >= 35.0 % CRRM = 7.5 is given by the following equation. 1 (N1)60CS 50 1 CRRM=7.5 = ----------------- + ------------- + ------------------------- - ------ 34 – (N1)60CS 135 [10*(N1)60CS + 45]2 200 Hence the CRR for a particular earthquake magnitude is determined as
CRR = CRR M = 7.5 * MSF * Kσ The MSF value is 1.44 for earthquake of magnitude 6.5. Kσ is taken as 1. The factor of safety against liquefaction , FSL, is given as FSL = CRR/CSR The value of CSR and CRR are computed at different depth and depth susceptible to liquefaction is determined. Liquefaction is probable when FSL is less than 1.0.
Andrews and Martin (2000) have re-evaluated the liquefaction field case histories from the database of Seed et al. (1984, 1985), and have transposed the "Modified Chinese Criteria" to U.S. conventions (with clay sizes defined as those less than about 0.002mm). Their findings are largely summarized in table below:
Liquid Limit1<32 Liquid Limit > 32
Clay content2 <10% Susceptible Further studies required
Clay content2 > 10% Further studies required Not susceptible Note: 1. Liquid Limit determined by Casagrande type percussion apparatus.
2. Clay defined as grains finer than 0. 002mm. 4.0 METHODOLOGY OF INVESTIGATION
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The investigation was planned to obtain the subsurface stratification in the proposed project site and collect soil samples for laboratory testing to determine the engineering properties such as shear strength, along with basic engineering classification of the subsurface stratum to arrive at the foundation design parameters.
4.1 Boreholes
For Geotechnical investigation work, drilling rig was installed at the specified borehole location. Stability of rig was ensured by making level ground. The boreholes were progressed using Rotary Drilling machines and double tube core barrels with diamond bits.
4.2 Standard Penetration Tests (SPT)
Standard Penetration Tests (SPT) was conducted as per IS specifications. SPT split spoon sampler of standard dimensions was driven into the soil from the borehole bottom using 63.5 kg Hammer falling from 75 cm height. The SPT weight was mechanically lifted to the specified height and allowed to fall freely on the anvil with the use of cat-head winch with one to one and half turn of the drum. Blow counts for the penetration of every 15 cm were recorded and the N is reported as the blow counts for 30 cm penetration of the sampler leaving the first 15 cm penetration as seating drive.
When the number of blows exceeded 50 to penetrate the first or second 15 cms length of the sampler, the SPT N is regarded as more than 100. The test is terminated in such case and a record of penetration of the sampler under 50 blows or more is made. SPT refusal is recorded when there is no penetration of the sampler at any stage and also when a rebound of the sounding system is recorded.
SPT ‘N’ values are correlated with relative density of non-cohesive stratum and with consistency of cohesive stratum.
CORRELATION FOR CLAY/PLASTIC SILT
CORRELATION FOR SAND/NON-PLASTIC SILT
Consistency Penetration Value Relative Density Penetration Value Very Soft 0 to 2 Blows Very loose 0 to 4 Blows
Soft 3 to 4 Blows Loose 5 to 10 Blows Medium Stiff 5 to 8 Blows Medium 11 to 30 Blows
Stiff 9 to 16 Blows Dense 31 to 50 Blows Very Stiff 17 to 32 Blows Very Dense Above 50
Hard Above 32
4.3 Disturbed Sampling (Soil) in boreholes
Disturbed soil collected in the SPT sampler was preserved in polythene covers and transported to the laboratory. One more polythene cover was provided to prevent the loss of moisture during the transit period.
4.4 Undisturbed Sampling (Soil) in Boreholes
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Undisturbed samples were tries using 100mm diameter and 450mm long MS tubes provided with sampler head with ball check arrangement. Undisturbed soil samples were collected in soft to stiff clayey soils. Collection of undisturbed samples in refusal strata is practically not possible.
4.5 Rock Core Samples Drilling was advanced by rotary core drilling method using double tube core barrels as per the guidelines of IS: 6926-1996. A core barrel and Nx sized bits are used for drilling and recovering rock cores. Recovered rock cores were numbered serially and preserved in good quality sturdy wooden core boxes as specified in IS: 4078-1980. Rock core recovery and Rock Quality Designation (RQD) were computed for every run length drilled.
Rock classification in terms of weathering and state of fractures and strength is carried out in the following manner. Tabulations given in below explain it briefly.
SCALE OF WEATHERING GRADES OF ROCK MASS
Terms Description Grade Geologist Interpretation
Fresh No visible sign of rock material weathering; perhaps slight discoloration on major discontinuity surfaces.
I CR > 90 %
Slightly Weathered
Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discoloured by weathering.
II CR between 70 % to 90 %
Moderately Weathered
Less than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.
III CR between 51 % to 70 %
Highly Weathered
More than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones
IV CR between 11 % to 50 %
Completely Weathered
All rock material is decomposed and / or disintegrated to soil. The original mass structure is still largely intact.
V CR between zero to 10 %
Residual Soil
All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported.
VI CR = Zero % But N > 50
As per IS 4464
It should be understood that all grades of weathering may not be seen in a given rock mass and that in some cases a particular grade may be present to a very small extent. Distribution of the various weathering grades of rock material in the rock mass may be related to the porosity of the rock material and the presence of open discontinuities of all types in the rock mass. CLASSIFICATION OF ROCK WRT COMPRESSIVE STRENGTH
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Rock is also classified by strength of intact rock cores collected during drilling. Rock compressive strength (UCS) is used to define strength of rock. Following table summarizes classification of rock based on strength.
ROCK STRENGTH COMPRESSIVE STRENGTH (Kg/cm2)
Extremely weak < 20 Very Weak 20 to 100
Weak 101 to 250 Average (Moderately strong) 251 to 500
Strong 501 to 1000 Very Strong 1001 to 2500
Extremely Strong > 2500
4.6 Laboratory testing
The laboratory testing on collected soil samples was done as per relevant IS codes.
Laboratory Tests on rock core samples were conducted as per relevant Standards:
IS: 9179 Preparation of rock specimen
IS: 8764 Point load strength tests on rock cores
IS: 9143 Uniaxial Compressive Strength (Wet & Dry)
IS: 1122, IS: 1124 Specific gravity, water absorption
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5.0 SUBSURFACE CONDITIONS / LABORATORY TEST RESULTS / ESTIMATED “RMR” VALUES
5.1 Subsurface Conditions Based on the boring information, the following subsoil profile was inferred up to final depth of boreholes:
Stratum One : Soil Overburden / Alluvium (Boulders etc) / CWR (Residual Soil) Stratum Two : Highly Weathered Rock (HWR) Stratum Three : Moderately Weathered Rock (MWR) Stratum Four : Slightly Weathered to fresh Rock (SWR / FR)
Depth (m) Bore
hole No./ Location From To
Strata Description SPT ’N’ Value
Core Recovery
(%) RQD (%)
Chainage (Km): 0.725 + 1.130 (Flyover (NH-76) / ROB) 0.00 1.00 Filled-up Soil -- -- -- 1.00 3.00 Silty Sand > 100 -- -- 3.00 7.50 HWR (Sandstone) > 100 25.60 – 50.0 0.00
BH-1
7.50 8.50 MWR (Sandstone) -- 70.0 46.0 0.00 1.00 Filled-up Soil -- -- -- 1.00 4.00 Silty Sand > 100 -- -- BH-2 4.00 9.50 HWR (Sandstone) -- 26.66 – 32.0 0.0 – 10.0 0.00 1.00 Filled-up Soil -- -- -- 1.00 2.50 Silty Sand > 100 -- -- 2.50 4.50 HWR (Sandstone) -- 20.0 – 36.66 0.00 – 8.0 4.50 6.00 MWR (Sandstone) -- 65.33 0.00
BH-3
6.00 9.00 HWR (Sandstone) -- 38.66 – 40.0 0.00 – 8.0 0.00 1.00 Gravelly Sand -- -- -- 1.00 2.00 Sandy Silty Clay 75 -- -- 2.00 5.00 Silty sand > 100 -- --
BH-4
5.00 10.5 HWR (Sandstone) -- 13.3 – 38.66 0.00 Chainage (Km): 7.800 + 9.000 (Flyover and ROB)
0.00 5.00 Silty Sand / Fine Sand 61- >100 -- -- 5.00 8.00 HWR (Sandstone) -- 23.3 – 36.66 0 – 10.66 8.00 9.00 MWR (Sandstone) -- 68.00 10.00
BH - 05
9.00 10.0 Fresh Sandstone -- 95.00 70.00 0.00 5.00 Silty Sand > 100 -- --
BH - 06 5.00 10.0 HWR (Sandstone) -- 25.0 – 30.0 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 07 2.00 7.00 MWR (Sandstone) -- 52.0 – 70.0 0.00
BH - 08 0.00 3.00 Sandy Gravel > 100 -- --
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Depth (m) Bore hole No./ Location From To
Strata Description SPT ’N’ Value
Core Recovery
(%) RQD (%)
3.00 4.00 Silty Sand > 100 -- -- BH - 08
4.00 10.0 HWR (Sandstone) -- 20.0 – 41.33 0 – 13.33 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Gravelly Sand > 100 -- -- BH - 09 2.00 7.00 HWR (Sandstone) -- 23.0 – 36.0 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 10 2.00 7.00 HWR (Sandstone) -- 20.0 – 26.66 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 11 2.00 7.00 HWR (Sandstone) -- 22.0 – 35.0 0.00 0.00 1.50 Sandy Gravel -- -- -- 1.50 5.00 HWR (Sandstone) > 100 42.0 – 50.0 0.0 – 50.0 BH - 12 5.00 6.50 SWR (Sandstone) -- 80.0 80.0
Chainage (Km): 12.685 (Flyover on SH-32) 0.00 6.00 Alluvium (Boulders) > 100 -- --
BH - 1 6.00 12.0 CWR (Residual Soil) > 100 6.00 – 10.00 --
Chainage (Km): 13.087 (Minor Bridge) 0.00 1.00 Sandy Gravel -- -- -- 1.00 3.00 Silty Sand 55 -- -- 3.00 4.50 Silty Clay > 100 -- -- 4.50 7.50 Alluvium (Boulders) > 100 -- --
BH - 2
7.50 12.5 CWR (Residual Soil) > 100 6.66 – 10.00 0.00 Chainage (Km): 13.600 (Minor Bridge)
0.00 1.00 Silty Sand -- -- -- 1.00 10.5 Alluvium (Boulders) > 100 -- -- BH - 1 10.5 15.0 CWR (Residual Soil) > 100 8.00 – 10.00 0.00
Chainage (Km): 21.595 to 23.000 (Trumpet) 0.00 1.00 Gravelly Sand -- -- -- 1.00 2.50 Fine to Medium Sand > 100 -- -- BH - 1 2.50 8.00 HWR -- 25.00 – 42.0 0.0 – 24.0 0.00 1.00 Gravelly Sand -- -- -- 1.00 6.00 Murrum > 100 -- -- BH - 2 6.00 11.0 HWR > 100 12.0 – 32.0 0.00 0.00 3.00 Silty Sand > 100 -- --
BH - 3 3.00 9.00 HWR > 100 12.0 – 25.0 0.0 – 12.0 0.00 3.00 Murrum > 100 -- --
BH - 4 3.00 9.00 HWR -- 13.3 – 42.66 0.0 – 8.0
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5.2 Laboratory Test Results on Rock Core Samples
Rock Core Test Results Borehole Location
Type of sample
Depth of Sample (m) Specific
Gravity Water
Absorption (%)
Comp. strength (kg/cm2)
Chainage (Km): 0.725 to 1.130 (Flyover (NH-76) / ROB) Rock core 3.00 – 4.50 2.73 1.41 79.64*
BH –1 Rock core 7.50 – 8.50 2.86 0.34 219.60
BH –2 Rock core 5.00 – 6.50 2.75 1.58 114.62* Rock core 3.00 – 4.50 2.73 3.21 89.38
BH –3 Rock core 7.50 – 9.00 2.73 3.75 88.72
BH –4 Rock core 9.00 – 10.00 2.77 2.10 97.30* Chainage (Km): 7.800 to 9.000 (Flyover and ROB)
Rock core 6.50 – 8.00 2.85 1.04 189.96 BH – 5
Rock core 9.00 – 10.00 2.82 0.73 153.06 BH – 6 Rock core 7.00 – 8.50 2.75 1.49 81.84*
Rock core 3.00 – 4.00 2.74 1.52 80.08* BH – 7
Rock core 5.00 – 6.00 2.75 2.10 79.20* BH – 8 Rock core 8.50 – 10.00 2.77 2.43 106.30 BH – 9 Rock core 6.00 – 7.00 2.73 3.93 88.94*
BH – 10 Rock core 4.00 – 5.50 2.73 3.22 88.77* BH – 11 Rock core 6.00 – 7.00 2.74 2.77 78.41*
Rock core 1.50 – 2.50 2.78 2.07 116.61 BH – 12
Rock core 5.00 – 6.50 2.76 1.87 92.51 Chainage (Km): 21.595 to 23.000 (Trumpet)
BH – 1 Rock core 4.50 – 5.50 2.75 1.72 75.01* BH – 2 Rock core 6.00 – 7.00 2.76 1.58 159.91* BH – 3 Rock core 6.00 – 7.00 2.81 0.68 114.37* BH – 4 Rock core 4.50 – 6.00 2.78 1.18 358.82*
5.3 Proposed design soil parameters
Depth (m) Submerged Density
Design Strength
Parameters Borehole Location
From To
Soil Type Design SPT’N’ value T/m3 Cu
(T/m2) φ°
Chainage (Km): 0.725 to 1.130 (Flyover (NH-76) / ROB) 0.00 1.00 Filled-up -- 0.70 -- -- BH – 1 1.00 3.00 SM 50 1.00 0 33
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Depth (m) Submerged Density
Design Strength
Parameters Borehole Location
From To
Soil Type Design SPT’N’ value T/m3 Cu
(T/m2) φ°
0.00 1.00 Filled-up -- 0.70 -- -- BH – 2 1.00 4.00 SM 50 1.00 0 33 0.00 1.00 Filled-up -- 0.70 -- -- BH – 3 1.00 2.50 SM 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- 1.00 2.00 CL 50 1.00 1.5 31 BH – 4 2.00 5.00 SM 50 1.00 0 33
Chainage (Km): 7.800 to 9.000 (Flyover and ROB) 0.00 1.00 SM -- 0.80 -- -- BH – 5 1.00 5.00 SM/SP-SM 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 6 1.00 5.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 7 1.00 2.00 SM 50 1.00 0 33 0.00 3.00 GM 50 1.00 0 33 BH – 8 3.00 4.00 SM 50 1.00 0 33 0.00 1.00 GP -- 1.00 -- -- BH – 9 1.00 2.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 10 1.00 2.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 11 1.00 2.00 SM 50 1.00 0 33
BH – 12 0.00 1.50 GM -- 1.00 0 33 Chainage (Km): 12.685 (Flyover on SH-32)
BH – 1 0.00 6.00 Bouldery 50 1.00 0 33 Chainage (Km): 13.087 (Minor Bridge)
0.00 1.00 GP-GM -- 1.00 -- -- 1.00 3.00 SM 50 1.00 0 33 3.00 4.50 CI 50 1.00 15.0 0 BH – 2
4.50 7.50 Bouldery 50 1.00 0 33 Chainage (Km): 13.600 (Minor Bridge)
0.00 1.00 SM -- 0.80 -- -- BH – 1 1.00 10.50 Bouldery 50 1.00 0 33 Chainage (Km): 21.595 to 23.000 (Trumpet)
BH – 1 0.00 2.50 SM/SP 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 2 1.00 6.00 Murrum 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 3 1.00 3.00 SM 50 1.00 0 33
BH – 4 0.00 3.00 Murrum 50 1.00 0 33
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5.4 Estimated RMR values Rock Mass Rating (RMR) of jointed rock masses, may be worked out based on IS 13365 (part I).
Strength of intact rock material (mpa)
Compressive Strength (M Pa)
Rating Basis
Exceptionally >250 15 Very Strong 100-250 12
Strong 50-100 7 Average 25-50 4
Weak 10-25 2 Very Weak 2-10 1 Extremely <2 0
UCS value data of specific borehole from laboratory test is used in RMR
Rock quality designation (RQD)
RQD (%) Rating Basis Excellent 90-100 20
Good 75-90 17 Fair 50-75 13 Poor 25-50 8
Very Poor <25 3
RQD values of specific borehole below given depth
from relevant borehole is used in RMR
Spacing of discontinuities
Spacing, (m) Rating Basis Very Wide >2 20
Wide 0.6-2 15 Moderate 0.2-0.6 10
Close 0.06-0.2 8 Very Close <0.06 5
Spacing of discontinuities of specific borehole from field observations is used in RMR
Condition of discontinuities
Very rough and
unweathered rock wall rock,
tight and discontinuous, no separation
rough and slightly
weathered wall rock surface,
separation < 1 mm
slightly rough and moderately
to highly weathered wall rock surface,
separation < 1 mm
Slickensided wall rock
surface or 1-5 mm thick gauge or 1-5 mm wide
opening, continuous
discontinuity
5 mm thick soft gauge 5 mm wide continuous discontinuit
y
30 25 20 10 0
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Ground water condition
General Description
Completely Dry Damp Wet Dripping Flowing
Rating 15 10 7 4 0
Rating Adjustment For Discontinuity Orientations Strike and Dip Orientations of Discontinuities
Very Favorable Favorable Fair Unfavorable Very
Unfavorable
Tunnels and mines 0 -2 -5 -10 -12
Foundations 0 -2 -7 -15 -25 Ratings
Slopes 0 -5 -25 -50 -60
Table 3 of IS-12070, Design & Construction of Shallow Foundation on Rock, gives net allowable pressure based on RMR values. These values will ensure settlement of foundation to be less than 12 mm. This table is reproduced below.
NET SAFE BEARING PRESSURES BASED ON RMR
Classification No I II III IV V
Description of Rock Very Good Good Fair Poor Very Poor
R M R 100-81 80-61 60-41 40-21 20-0 Q ns (T/m2) 600-448 448-288 280-151 145-90-58 55-45-40
RMR value for highly fractured rock is also determined based on experience as Joints are not very clearly defined. In cases where the shear failure is to be considered to occur through highly fractured rock masses, cohesion can not be relied upon to provide resistance to failure; hence only angle of internal friction is considered to determine the bearing capacities by conventional method. If Rock is not Intact UCS value of recovered core does not represent the strength of rock mass.
DEP
TH (m
) BG
L
UC
S R
ATI
NG
RQ
D R
ATI
NG
SPA
CIN
G O
F JO
INT
RA
TIN
G
CO
ND
ITIO
N O
F JO
INT
RA
TIN
G
GR
OU
ND
W
ATE
R R
ATI
NG
STR
IKE
& D
IP
OR
IEN
TATI
ON
O
F JO
INTS
R
MR
Cla
ss N
o.
Des
crip
tion
Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -1 3.00 – 7.50 2 3 5 0 7 -7 10 V Very Poor Rock 7.50 – 8.50 2 8 8 10 7 -7 28 IV Poor Rock
Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -2 4.00 – 9.50 2 3 5 0 7 -7 10 V Very Poor Rock
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DEP
TH (m
) BG
L
UC
S R
ATI
NG
RQ
D R
ATI
NG
SPA
CIN
G O
F JO
INT
RA
TIN
G
CO
ND
ITIO
N O
F JO
INT
RA
TIN
G
GR
OU
ND
W
ATE
R R
ATI
NG
STR
IKE
& D
IP
OR
IEN
TATI
ON
O
F JO
INTS
R
MR
Cla
ss N
o.
Des
crip
tion
Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -3 2.50 – 9.00 1 3 5 0 7 -7 9 V Very Poor Rock
Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -4 5.00 – 10.50 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -5 5.00 – 9.00 2 3 5 0 7 -7 10 V Very Poor Rock
9.00 – 10.00 2 13 10 20 7 -7 45 III Fair Rock Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -6 5.00 – 10.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -7 2.00 – 7.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -8 4.00 – 10.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -9 2.00 – 7.00 1 3 5 0 7 -7 9 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -10 2.00 – 7.00 1 3 5 0 7 -7 9 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -11 2.00 – 7.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -12 1.50 – 4.00 2 8 8 10 7 -7 28 IV Poor Rock 4.00 – 5.00 2 3 5 0 7 -7 10 V Very Poor Rock 5.00 – 6.50 2 17 15 25 7 -7 59 III Fair Rock
Structure: Flyover / Chainage (Km): 12 + 685 / BH -1 6.00 – 12.00 Completely Weathered Rock 0 V Very Poor Rock
Structure: Minor Bridge / Chainage (Km): 13 + 087 / BH -2 7.50 – 12.50 Completely Weathered Rock 0 V Very Poor Rock
Structure: Minor Bridge / Chainage (Km): 13 + 600 / BH -1 10.50 – 15.00 Completely Weathered Rock 0 V Very Poor Rock Structure: Trumpet / Chainage (Km): 13 + 600 / BH -1
2.50 – 8.00 2 3 5 0 7 -7 10 V Very Poor Rock
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DEP
TH (m
) BG
L
UC
S R
ATI
NG
RQ
D R
ATI
NG
SPA
CIN
G O
F JO
INT
RA
TIN
G
CO
ND
ITIO
N O
F JO
INT
RA
TIN
G
GR
OU
ND
W
ATE
R R
ATI
NG
STR
IKE
& D
IP
OR
IEN
TATI
ON
O
F JO
INTS
R
MR
Cla
ss N
o.
Des
crip
tion
Structure: Trumpet / Chainage (Km): 13 + 600 / BH -2 6.00 – 11.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Trumpet / Chainage (Km): 13 + 600 / BH -3 3.00 – 9.00 2 3 5 0 7 -7 10 V Very Poor Rock
Structure: Trumpet / Chainage (Km): 13 + 600 / BH -4 3.00 – 9.00 2 3 5 0 7 -7 10 V Very Poor Rock
5.5 Silt Factors / Scour Levels
We presume that the scour is likely to occur for minor bridges. Silt factors have been determined based on grain size analysis given in Annexure - I. For preliminary estimate the scour depth for minor bridges is considered at 2m depth below bed level.
5.5 Liquefaction assessment The site falls in Seismic Zone – II. Subsurface consists either plastic soil having liquid limit more than 32 and clay percentage more than 10 percent or non cohesive soil with high standard penetration resistance, followed by bed rock; hence site may be classified as “Liquefaction unlikely” in earth quake event.
.
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6.0 FOUNDATION SUPPORT Considering the nature of sub-surface strata, type of proposed structures, expected
heavy loads on foundations, open foundations can be recommended;
For satisfactory performance of a foundation, the following criteria must be satisfied;
(i) The foundation must not fail in shear.
(ii)The foundation must not settle by an amount more than the permissible settlement.
The smaller of the bearing pressure values obtained according to (I) and (ii) above, is adopted as the allowable bearing capacity.
6.1 Open Foundation in soil Bearing Capacity for Open Foundations
Bearing capacity for shallow foundations in soil has been analyzed in accordance with IS: 6403-1981, which is based on, modified Terzaghi’s classical approach. The weighted average of shear parameters for various strata up to a significant influence zone of 1.5 B (B = width of the foundation) below the foundation level is used in the analysis. Considering the fluctuation of ground water, it is assumed that water table will be at existing ground level and accordingly the water table correction is applied. A factor of safety of 2.5 is selected based on clause 706.3.1.1.1 of IRC 78-2000 to estimate the net safe bearing capacity from ultimate net bearing capacity.
Standard Penetration Test (SPT) results are also used to determine the safe bearing capacity of shallow foundation in accordance with IS: 6403-1981 for non-cohesive soil, hard clay. While using this approach, the N value was corrected, wherever applicable, below the footing base to at least 1.5B below the base to account for the effects of energy ratio, adopted boring procedure, dilation for submerged Silty fine sands /fine sands as well as that due to the overburden pressure (Reference: IS: 2131-1981, “Foundation Analysis and Design” by J.E.Bowles).
Settlement for Open Foundations
The magnitude of settlement, when foundation loads are applied, depends upon the compressibility of the underlying strata and rigidity of the substructure. In cohesive deposition, the post construction settlement is caused by dissipation of pore pressures and hence is time dependent so that consolidation settlement is computed for such soils using Terzaghi’s one-dimensional consolidation theory. The immediate settlements in clays are estimated using the elastic theory considering the effect of a rigid stratum underlying the foundation soils (Reference: “Foundation Analysis and Design” by J.E.Bowles). The immediate settlements in cohesion-less soil are estimated using elastic theory as mentioned above or using SPT value as per IS: 8009 (Part 1).
Design Considerations Permissible settlement in soil = 50mm / 75 mm Permissible settlement in rock = 12mm Water table depth = at ground Level Water Table correction factor = 0.50 Average Design Parameters = as per clause 5.3 & 5.4.
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6.2 Open Foundations on Rock Analysis for allowable bearing capacity on rock has been done by the following four
methods. a) Based on Presumptive value
b) Based on rock mass rating (RMR value).
c) Based on C - φ Parameters
6.2.1 Safe Bearing Pressure from the RMR System: Analysis has been carried out using the RMR also known as Geo-mechanics classification by considering various parameters such as uniaxial compressive strength, RQD, spacing and condition of discontinuities and ground water condition. The correlation between the RMR value and allowable pressure has been given in Table –3 IS: 12070. This will ensure settlement of raft foundation to be less than 12 mm. Net Safe Bearing Pressures Based on RMR:
Classification No I II III IV V
Description of Rock Very Good Good Fair Poor Very Poor
R M R 100-81 80-61 60-41 40-21 20-0 Q ns (T/m2) 600-448 448-288 280-151 145-90-58 55-45-40
The RMR for use in Table should be the average within a depth below foundation level equal to the width of foundation, provided the RMR is fairly uniform within the depth. If the upper part of the rock, within a depth of about one fourth of the width of foundation, is of lower quality the value of this part should be used or the inferior rock should be removed. Since these values are based on limiting the settlement, they should not be increased if the foundation is embedded into the rock.
6.2.2 Safe Bearing Capacity from C - φ Parameters The AMERICAN SOCIETY OF CIVIL ENGINEERS recommends calculating the
bearing capacity considering general shear failure with irregular failure surface through rock mass. Based on our evaluation of the rock characteristics and RMR values, interpreted shear parameters (C and φ) for the rock mass have been selected.
The ultimate bearing capacity equation is as follows;
qult = CNcCc + 0.5 B γ Nγ Cγ + γ D Nq
Where: B = width of foundation D = depth of foundation γ = effective unit weight of the rock Cc, Cγ = correction factors for foundation shape Cc = 1.2 for circular foundation = 1.25 for square foundation
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Cγ = 0.7 for circular foundation = 0.85 for square foundation Nc, Nq, Nγ = bearing capacity factors, function of φ As given by ASCE, these factors may be calculated using the following
equations;
Nc = 2 Nφ0.5 (Nφ + 1)
Nγ = Nφ0.5 (Nφ
2 - 1) Nq = Nφ
2 Nφ = tan2 (45 + φ/2) The net safe bearing capacity may be worked out using the following equation; qns = 1/F(qult - γD), F = factor of safety, taken as 3.0.
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6.4 Foundation Recommendations:
6.4.1 Open Foundation: Based on the subsurface conditions estimated through Boreholes, net allowable bearing capacity of Shallow Foundations for various structures planned on Udaipur Bypass are tabulated.
S. N
o.
Cha
inag
e (K
m)
Type
Tent
ativ
e si
ze o
f O
pen
Foun
datio
n
(m)
Ass
umed
Sco
ur
dept
h be
low
Ex
istin
g G
roun
d Le
vel /
Bed
Lev
el
Dep
th o
f Fo
unda
tion
belo
w
Scou
r Dep
th /
embe
dmen
t in
Roc
k (m
) D
epth
of
Foun
datio
n B
elow
Exi
stin
g gr
ound
leve
l / b
ed
leve
l (m
)
Foun
datio
n B
earin
g St
rata
Tent
ativ
e N
et
allo
wab
le b
earin
g C
apac
ity (T
/m2 )
Raft, Width >= 6.0m (BH1) Not Applicable 0.50 3.50 Highly weathered Rock 30 Raft, Width >= 6.0m (BH2) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH3) Not Applicable 0.50 3.00 Highly weathered Rock 30
1 0.725 to 1.130
Flyover (NH-76) / ROB
Raft, Width >= 6.0m (BH4) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH5) Not Applicable -- 3.50 Dense Sand 25 Raft, Width >= 6.0m (BH6) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH7) Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m (BH8) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH9) Not Applicable 0.50 3.00 Highly weathered Rock 30
Raft, Width >= 6.0m (BH10) Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m (BH11) Not Applicable 0.50 3.00 Highly weathered Rock 30
2 7.800 to 9.000
Flyover and ROB
Raft, Width >= 6.0m (BH12) Not Applicable 0.50 2.00 Highly weathered Rock 40
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S.
No.
Cha
inag
e (K
m)
Type
Tent
ativ
e si
ze o
f O
pen
Foun
datio
n
(m)
Ass
umed
Sco
ur
dept
h be
low
Ex
istin
g G
roun
d Le
vel /
Bed
Lev
el
Dep
th o
f Fo
unda
tion
belo
w
Scou
r Dep
th /
embe
dmen
t in
Roc
k (m
) D
epth
of
Foun
datio
n B
elow
Exi
stin
g gr
ound
leve
l / b
ed
leve
l )
m(
Foun
datio
n B
earin
g St
rata
Tent
ativ
e N
et
allo
wab
le b
earin
g C
apac
ity (T
/m2 )
3 12.685 Flyover (SH-32) Raft, Width >= 6.0m Not Applicable -- 3.00 Gravels / Boulders 30 4 13.087 Minor Bridge Raft, Width >= 6.0m 2.00 2.50 4.50 Gravels / Boulders 30 5 13.600 Minor Bridge Raft, Width >= 6.0m 2.00 2.00 4.00 Gravels / Boulders 25
Raft, Width >= 6.0m Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m Not Applicable -- 3.00 Murrum 25 Raft, Width >= 6.0m Not Applicable 0.50 3.50 Highly weathered Rock 30
6 21.595
to 23.000
Trumpet
Raft, Width >= 6.0m Not Applicable 0.50 3.50 Highly weathered Rock 30
The choice of the value for design is a matter of engineering judgment and field assessment. The same will be reviewed after laboratory test results. Presently the recommendations are based on our engineering judgment based on subsurface strata encountered in the limited number of boreholes as reported herein. If any significant departure from the reported data is noticed during actual construction, the Geotechnical consultants may be referred for advice.
for INDIAN GEOTECHNICAL SERVICES
AJAY KUMAR GARG
Geotechnical Consultant / Partner
BOREHOLE NO. - 01 DATE STARTED : 04/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 06/04/2011D
EPTH
IN M
ETER
S
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
577.155 0.00
0.50-- 59.00 32.00 9.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.65 40 15 >100 >100 -- 0.00 71.00 29.00 0.00 -- -- -- 2.73 -- -- -- -- --
2.50
3.00
3.50SPT 2 3.00 - 3.05 35 5 >100 >100
4.00-- -- -- -- -- -- -- 2.45 2.44 1.41 2.73 -- -- -- -- 79.64*
4.50
572.155 5.00
5.50
6.00
6.50
7.00
7.50
8.00
568.655 8.50PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER NH - 76 / ROB
CHAINAGE KM : 0.725 to 1.130
-- -- -- 219.602.75 0.34 2.86 ---- -- -- 2.76-- -- -- --
FIELD TEST RESULTS
WAT
ER L
OSS
577.155
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
2
40.00 25.00
42.00 25.00
50.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
150
mm
DS 1 0.00 - 1.00
Nx Core
DS
NO
T AP
PLIC
ABLE
Nx
Parti
al
1.50 - 3.00
24.00
70.00 25.00
From 3.00 to 7.50m, Highly weathered, highly fractured, light yellow colour, fine to
medium grained, SANDSTONE
From 7.50 to 8.50m, Moderately weathered,
fructured, grey colour, fine to medium grained,
SANDSTONE
26.66
Nx Core
3.00 - 4.50
4.50 - 5.50
5.50 - 6.50
6.50 - 7.50
7.50 - 8.50
Nx Core
Nx Core
Nx Core
NO
T M
ET W
ITH
24.00
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
PER
CEN
T R
QD
NO
T AP
PLIC
ABLE
0.00
0.00
0.00
0.00
46.00
Filled-up SOIL
Grey Silty SAND (SM)
Non Plastic
Non Plastic
BOREHOLE NO. - 02 DATE STARTED : 04/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 06/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
577.259 0.00
0.50-- 6.00 41.00 46.00 7.00 25.00 17.00 -- -- -- 2.65 -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.70 50 5 >100 >100 -- 0.00 71.00 29.00 0.00 -- -- -- -- -- -- -- -- --
2.50
3.00
3.50SPT 2 3.00 - 3.10 40 10 >100 >100 -- 0.00 79.00 21.00 0.00 -- -- -- -- -- -- -- -- --
4.00DS 2 3.00 - 4.00
4.50
572.259 5.00Nx Core 4.00 - 5.00 30.00 10.00 25.00
5.50
6.00-- -- -- -- -- -- -- 2.47 2.46 1.58 2.75 -- -- -- -- 114.62*
6.50
7.00
7.50
8.00
8.50
9.00
567.759 9.50PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER NH - 76 / ROB
CHAINAGE KM : 0.725 to 1.130
Filled-up SOIL
Grey Silty SAND (SM)
Non Plastic
Non Plastic
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T AP
PLIC
ABLE
0.00
6.66
8.66
32.00 25.00
28.00 24.00
FIELD TEST RESULTS
WAT
ER L
OSS
577.259
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
26.66 24.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
From 4.00 to 9.50m, Highly weathered, highly fractured,light yellow colour, fine to
medium grained, SANDSTONE
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
Nx
Parti
al
150
mm
NO
T AP
PLIC
ABLE
DS 1 0.00 - 1.00
Nx Core
NO
T M
ET W
ITH
5.00 - 6.50
Nx Core
Nx Core
6.50 - 8.00
8.00 - 9.50
BOREHOLE NO. - 03 DATE STARTED : 07/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 09/04/2011D
EPTH
IN M
ETER
S
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
575.171 0.00
0.50-- 38.00 49.00 13.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.70 38 5 >100 >100 -- 0.00 77.00 23.00 0.00 -- -- -- 2.72 -- -- -- -- --
2.50DS 2 1.50 - 2.50
3.00Nx Core 2.50 - 3.00 20.00 0.00 26.00
3.50
4.00-- -- -- -- -- -- -- 2.42 2.41 3.21 2.73 -- -- -- -- 79.38
4.50
570.171 5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50-- -- -- -- -- -- -- 2.43 2.41 3.75 2.73 -- -- -- -- 78.72
566.171 9.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER NH - 76 / ROB
CHAINAGE KM : 0.725 to 1.130
From 4.50 to 6.00m, Moderately weathered,
highly fractured, light yellow colour, fine to medium grained, SANDSTONE
From 6.00 to 9.00m, Highly weathered, highly fractured, light yellow colour, fine to
medium grained, SANDSTONE
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
DS 1 0.00 - 1.00
From 2.50 to 4.50m,Highly weathered, highly fractured, light yellow colour, fine to
medium grained, SANDSTONE
NO
T M
ET W
ITH
26.00
38.66 24.00
40.00 24.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
36.66 25.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
65.33
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
575.171
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Nx Core
Nx Core
Nx Core
Nx Core
3.00 - 4.50
4.50 - 6.00
6.00 - 7.50
7.50 - 9.00 8.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T AP
PLIC
ABLE
8.00
0.00
0.00
Filled-up SOIL
Grey Silty SAND (SM)
Non Plastic
Non Plastic
BOREHOLE NO. - 04 DATE STARTED : 07/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 09/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
576.956 0.00
0.50-- 33.00 54.00 13.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.95 75 30 75 75 -- 10.00 28.00 52.00 10.00 26.00 18.00 -- -- -- 2.66 -- -- -- -- --
2.50
3.00
3.50SPT 2 3.00 - 3.30 45 15 >100 >100 -- 0.00 85.00 15.00 0.00 -- -- -- -- -- -- -- -- --
4.00
4.50
4.70SPT 3 4.50 - 4.70 35 5 >100 >100 -- 0.00 64.00 36.00 0.00 -- -- -- -- -- -- -- -- --
571.956 5.00DS 3 4.50 - 5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
10.00-- -- -- -- -- -- -- 2.58 2.55 2.10 2.77 -- -- -- -- 97.30*
566.456 10.50PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER NH - 76 / ROB
CHAINAGE KM : 0.725 to 1.130
Dark Brown Sandy Silty CLAY with gravels of low
plasticity (CL)
Grey Silty SAND (SM)
Light Grey Silty SAND (SM)
Non Plastic
Non Plastic
Non Plastic15
0 m
m
NO
T AP
PLIC
ABLE
Bed Rock
3.00 - 4.50
5.00 - 6.50
6.50 - 8.00
8.00 - 9.00
From 5.00 to 10.50m, Highly weathered, highly
fractured, light yellow colour, fine to medium grained, SANDSTONE
Nx
Parti
al
DS
Nx Core
Nx Core
Nx Core
FIELD TEST RESULTS
WAT
ER L
OSS
576.956
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Dark Brown Silty Gravelly SAND (SM)
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
13.33 25.00
28.66
Overburden
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
38.66 23.000.00
DS 1 0.00 - 1.00
2
NO
T M
ET W
ITH
Nx Core 9.00 - 10.50
0.00
0.00
24.00
21.33 24.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T AP
PLIC
ABLE
0.00
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
1 0.00-1.00 Filled-up SOIL 59.00 32.00 9.00 0.00
1 1.50 Silty SAND (SM) 0.00 71.00 29.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 0.725 to 1.130
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
2 0.00-1.00 Filled-up SOIL 6.00 41.00 46.00 7.00
2 1.50 Silty SAND (SM) 0.00 71.00 29.00 0.00
2 3.00 Silty SAND (SM) 0.00 79.00 21.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 0.725 to 1.130
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
4 0.00-1.00 Filled-up SOIL 38.00 49.00 13.00 0.00
4 1.50 Silty SAND (SM) 0.00 77.00 23.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 0.725 to 1.130
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
4 0.00-1.00 Gravelly Silty SAND (SM) 33.00 54.00 13.00 0.00
4 1.50 Sandy Silty CLAY with Gravels (CL) 10.00 28.00 52.00 10.00
4 3.00 Silty SAND (SM) 0.00 85.00 15.00 0.00
4 3.00 Silty SAND (SM) 0.00 64.00 36.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 0.725 to 1.130
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
BOREHOLE NO. - 05 DATE STARTED : 06/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 07/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
552.922 0.00
0.50-- 19.00 48.00 33.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.95 61 30 61 86 -- 5.00 60.00 35.00 0.00 -- -- -- 2.75 -- -- -- -- --
2.50
3.00
3.50SPT 2 3.00 - 3.25 45 10 >100 >100
4.00
4.50
4.70SPT 3 4.50 - 4.55 33 5 >100 >100 -- 0.00 92.00 8.00 0.00 -- -- -- -- -- -- -- -- --
547.922 5.00DS 2 4.00 - 5.00
5.50
6.00
6.50
7.00
7.50-- -- -- -- -- -- -- 2.74 2.73 1.04 2.85 -- -- -- -- 189.96
8.00
8.50
9.00
9.50
542.922 10.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
-- -- 153.060.73 2.82 -- ---- -- 2.66 2.65-- -- -- --20.00
From 8.00 to 9.00m, Moderately weathered,
fractured, yellow colour, fineto medium grained,
SANDSTONE
From 9.00 to 10.00m, Fresh, yellow colour,
SANDSTONE--
FIELD TEST RESULTS
WAT
ER L
OSS
552.922
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
YBed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
10.66 25.00
68.00 10.00 21.00
95.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
DS 1 0.00 - 1.00
36.66
Overburden
150
mm
NO
T AP
PLIC
ABLE
23.33 0.00 24.00
From 5.00 to 8.00m, Highly weathered, highly fractured,
yellow colour, fine to medium grained, SANDSTONE
Nx
Parti
al
70.00
Nx Core
Nx Core
8.00 - 9.00
9.00 - 10.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
Nx Core
Nx Core
5.00 - 6.50
6.50 - 8.00
NO
T M
ET W
ITH
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Light Brown Gravelly SiltySAND (SM)
Light Brown Silty SAND (SM)
Grey Fine to Medium SAND (SP-SM)
Non Plastic
Non Plastic
Non Plastic
BOREHOLE NO. - 06 DATE STARTED : 19/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 20/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
557.791 0.00
0.50-- 18.00 62.00 20.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.80 52 15 >100 >100
2.50
3.00
3.50SPT 2 3.00 - 3.25 42 10 >100 >100 -- 0.00 56.00 44.00 0.00 -- -- -- 2.65 -- -- -- -- --
4.00
4.50
4.70SPT 3 4.50 - 4.55 34 5 >100 >100
552.791 5.00DS 2 4.00 - 5.00
5.50
6.00
6.50
7.00
7.50
8.00-- -- -- -- -- -- -- 2.45 2.44 1.49 2.75 -- -- -- -- 81.84*
8.50
9.00
9.50
547.791 10.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
Dark Brown Gravelly Silty SAND (SM)
Light Grey Silty SAND (SM)
Non Plastic
Non Plastic
DS 1 0.00 - 1.00
Overburden
NO
T M
ET W
ITH
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
25.00 0.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LIQ
UID
LIM
IT (%
)
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
From 5.00 to 10.00m, Highly weathered, highly
fractured, yellow colour, fineto medium grained, SAND
STONE
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
19.00
20.000.00
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
YBed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
557.791
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LABORATORY TEST RESULTS
Nx Core 7.00 - 8.50
Nx Core 8.50 - 10.00
Nx Core 5.00 - 6.00
Nx Core 6.00 - 7.00
30.00 0.00 17.00
26.00
30.00 0.00 18.00
BOREHOLE NO. - 07 DATE STARTED : 18/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 18/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
556.711 0.00
0.50-- 41.00 38.00 21.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.54 35 4 >100 >100 -- 19.00 43.00 38.00 0.00 -- -- -- -- -- -- -- -- --
2.50DS 2 1.50 - 2.00
3.00Nx Core 2.00 - 3.00 55.00 0.00 18.00
3.50
4.00
4.50
551.711 5.00
5.50
6.00
6.50
549.711 7.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
Light Grey Silty Sandy GRAVEL (GM)
Light Brown Gravelly SiltySAND (SM)
Non Plastic
Non Plastic
-- -- -- 80.08*2.35 1.52 2.74 ---- -- -- 2.36-- -- -- --
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
FIELD TEST RESULTS
WAT
ER L
OSS
556.711
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
From 2.00 to 7.00m, Moderately weathered,
fractured, yellow colour, fineto medium grained,
SANDSTONE
70.00
52.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
DS 1 0.00 - 1.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
70.00
NO
T AP
PLIC
ABLE
6.00 - 7.00 0.00
60.00
18.00
0.00 18.00
0.00 19.00
0.00 17.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T M
ET W
ITH
Nx Core
Nx Core
Nx Core
Nx Core
3.00 - 4.00
4.00 - 5.00
5.00 - 6.00 -- -- -- -- -- -- -- 2.48 2.47 2.1 2.75 -- -- -- -- 79.20*
BOREHOLE NO. - 08 DATE STARTED : 16/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 17/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
557.137 0.00
0.50-- 54.00 23.00 23.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.70 37 5 >100 >100
2.50
3.00
3.50SPT 2 3.00 - 3.25 45 10 >100 >100 -- 1.00 68.00 31.00 0.00 -- -- -- 2.74 -- -- -- -- --
4.00DS 2 3.25 - 400
4.50
552.137 5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50-- -- -- -- -- -- -- 2.52 2.51 2.43 2.77 -- -- -- -- 106.30
547.137 10.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
Light Brown Silty Sandy GRAVEL (GM)
Light Grey Silty SAND (SM)
Non Plastic
Non Plastic
Nx
Parti
al
150
mm
NO
T AP
PLIC
ABLE
FIELD TEST RESULTS
WAT
ER L
OSS
557.137
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
5.50 - 7.00
7.00 - 8.50
23.33 0.00 21.00
PER
CEN
T R
QD
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
DS 1 0.00 - 1.00
Nx Core 4.00 - 5.50
NO
T M
ET W
ITH
Nx Core
Nx Core
Nx Core 8.50 - 10.00
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
20.00
NO
T AP
PLIC
ABLE
13.33 20.00
0.00 23.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
From 4.00 to 10.00m, Highly weathered, highly
fractured, yellow colour, fineto medium grained,
SANDSTONE36.66 0.00 22.00
41.33
BOREHOLE NO. - 09 DATE STARTED : 08/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 09/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
558.373 0.00
0.50-- 88.00 9.00 3.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.58 35 8 >100 >100 -- 33.00 39.00 28.00 0.00 -- -- -- 2.74 -- -- -- -- --
2.50DS 2 1.50 - 2.00
3.00Nx Core 2.00 - 3.00 30.00 0.00 24.00
3.50
4.00
4.50
553.373 5.00
5.50
6.00
6.50
551.373 7.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
Light Grey Sandy GRAVEL (GP)
Light Grey Gravelly Silty SAND (SM)
Non plastic
Non plastic
Nx Core
Nx Core
Nx Core
Nx Core
23.00
36.00
3.00 - 4.00
4.00 - 5.00
5.00 - 6.00
6.00 - 7.00
0.00 23.00
NO
T M
ET W
ITH
35.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
0.00 23.00
0.00
26.00Bed Rock
DS 1 0.00 - 1.00
NO
T AP
PLIC
ABLE
Parti
al
22.00
From 2.00 to 7.00m, Highly weathered, highly fractured,
yellow colour, fine to medium grained, SAND
STONE
Nx
150
mm
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
NO
T AP
PLIC
ABLE
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
Overburden
0.00 25.00
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y--
FIELD TEST RESULTS
WAT
ER L
OSS
558.373
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
-- -- -- -- -- -- 2.34 2.32 -- -- 88.94*3.93 2.73 -- --
BOREHOLE NO. - 10 DATE STARTED : 10/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 11/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
558.098 0.00
0.50-- 61.00 22.00 17.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.56 40 6 >100 >100 -- 4.00 51.00 45.00 0.00 -- -- -- 2.75 -- -- -- -- --
2.50DS 2 1.50 - 2.00
3.00Nx Core 2.00 - 3.00 25.00 0.00 18.00
3.50
4.00
4.50
553.098 5.00-- -- -- -- -- -- -- 2.37 2.35 3.22 2.73 -- -- -- -- 88.77*
5.50
6.00
6.50
551.098 7.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
FIELD TEST RESULTS
WAT
ER L
OSS
558.098
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
0.00 - 1.001
3.00 - 4.00
4.00 - 5.50
5.50 - 7.00
NO
T M
ET W
ITH
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
DS
Nx Core
Nx Core
Nx Core
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
150
mm
NO
T AP
PLIC
ABLE
Parti
al
Nx
From 2.00 to 7.00m, Highly weathered, highly fractured,
yellow colour, fine to medium grained, SAND
STONE
26.66 0.00 20.00
20.00 0.00 20.00
23.33 0.00 19.00
Light Grey Silty Sandy GRAVEL (GM)
Light Grey Silty SAND (SM)
Non Plastic
Non Plastic
BOREHOLE NO. - 11 DATE STARTED : 14/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 15/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
560.220 0.00
0.50-- 55.00 24.00 21.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.55 40 6 >100 >100 -- 31.00 45.00 24.00 0.00 -- -- -- 2.73 -- -- -- -- --
2.50DS 2 1.50 - 2.00
3.00Nx Core 2.00 - 3.00 26.00 0.00 21.00
3.50
4.00
4.50
555.220 5.00
5.50
6.00
6.50
553.220 7.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
-- -- -- 78.41*2.49 2.77 2.74 ---- -- -- 2.51-- -- -- --
Nx Core
Nx Core
0.00 21.00
35.00 0.00 19.00
20.00
4.00 - 5.00
5.00 - 6.00
6.00 - 7.00
25.00 0.00 18.00
30.00
Overburden
150
mm
NO
T AP
PLIC
ABLE
Parti
al
Nx
From 2.00 to 7.00m, Highly weathered, highly fractured,
yellow colour, fine to medium grained, SAND
STONE
DS
Nx Core
Nx Core
PER
CEN
T R
QD
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
22.00 0.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
0.00 - 1.001
3.00 - 4.00
NO
T M
ET W
ITH
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
NO
T AP
PLIC
ABLE
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
560.220
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Light Brown Silty Sandy GRAVEL (GM)
Light Grey Gravelly Silty SAND (SM)
Non Plastic
Non Plastic
BOREHOLE NO. - 12 DATE STARTED : 12/05/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 13/05/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
562.110 0.00
0.50-- 44.00 33.00 23.00 0.00 -- -- -- 2.76 -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.55 35 5 >100 >100
2.50Nx Core 1.50 - 2.50 -- -- -- -- -- -- -- 2.59 2.57 2.07 2.78 -- -- -- -- 116.61
3.00
3.50
4.00
4.50
557.110 5.00
5.50
6.00-- -- -- -- -- -- -- 2.55 2.53 1.87 2.76 -- -- -- -- 92.51
555.610 6.50PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB
CHAINAGE KM : 7.800 to 9.00
19.00
18.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
50.00 50.00 20.00
From 1.50 to 5.00m, Highly weathered, highly fractured,
yellow colour, fine to medium grained, SANDSTONE
From 5.00 to 6.50m, Slightly weathered, yellow
colour, SANDSTONENx Core 5.00 - 6.50
46.66 38.66 18.00
80.00 80.00
4.00 - 5.00
DS
Nx Core
Nx Core
PER
CEN
T R
QD
42.00 0.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
Overburden
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
150
mm
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
0.00 - 1.001
NO
T M
ET W
ITH
2.50 - 4.00
Nx
Light Grey Silty Sandy GRAVEL (GM)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
Non Plastic
NO
T AP
PLIC
ABLE
Parti
al
FIELD TEST RESULTS
WAT
ER L
OSS
562.110
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
5 0.00-1.00 Gravelly Silty SAND (SM) 19.00 48.00 33.00 0.00
5 1.50 Silty SAND (SM) 5.00 60.00 35.00 0.00
5 4.50 Fine to Medium SAND (SP-SM) 0.00 92.00 8.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
6 0.00-1.00 Gravelly Silty SAND (SM) 18.00 62.00 20.00 0.00
6 3.00 Silty SAND (SM) 0.00 56.00 44.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
7 0.00-1.00 Silty Sandy GRAVEL (GM) 41.00 38.00 21.00 0.00
7 1.50 Gravelly Silty SAND (SM) 19.00 43.00 38.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
8 0.00-1.00 Silty Sandy GRAVEL (GM) 54.00 23.00 23.00 0.00
8 3.00 Silty SAND (SM) 1.00 68.00 31.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
9 0.00-1.00 Sandy GRAVEL (GP) 88.00 9.00 3.00 0.00
9 1.50 Silty SAND (SM) 33.00 39.00 28.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
10 0.00-1.00 Silty Sandy GRAVEL (GM) 61.00 22.00 17.00 0.00
10 1.50 Silty SAND (SM) 4.00 51.00 45.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
11 0.00-1.00 Silty Sandy GRAVEL (GM) 55.00 24.00 21.00 0.00
11 1.50 Gravelly Silty SAND (SM) 31.00 45.00 24.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
12 0.00-1.00 Silty Sandy GRAVEL (GM) 44.00 33.00 23.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 7.800 to 9.000
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
BOREHOLE NO. - 01 DATE STARTED : 10/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 13/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
575.098 0.00 o o o o o o
0.50o o o o o o -- 67.00 14.00 19.00 0.00 -- -- -- -- -- -- -- -- --
1.00o o o o o o
1.50o o o o o o
2.00SPT 1 1.50 - 1.70 30 5 >100 >100 o o o
o o o -- 61.00 16.00 23.00 0.00 -- -- -- -- -- -- -- -- --
2.50o o o o o o
3.00o o o o o o
3.50SPT 2 3.00 - 3.15 40 15 >100 >100 o o o
o o o -- 26.00 32.00 35.00 7.00 27.00 17.00 -- -- -- 2.67 -- -- -- -- --
4.00o o o o o o
4.50o o o o o o
570.098 5.00SPT 3 4.50 - 4.55 35 5 >100 >100 o o o
o o o -- 99.00 0.00 1.00 0.00 -- -- -- -- -- -- -- -- --
5.50o o o o o o
6.00o o o o o o
6.50SPT 4 6.00 - 6.05 30 5 >100 >100
7.00
7.50
8.00
8.50
9.00
9.50
560.098 10.00
10.50
11.00
11.50
563.098 12.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER SH-32
CHAINAGE KM : 12.685
From 6.00 to 12.00m, Completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)
NO
T M
ET W
ITH
1
8.00 0.00 22.00
10.00 0.00 20.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
24.00
6.60 0.00 22.00
Nx
Parti
al
150
mm
NO
T AP
PLIC
ABLE
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.LSPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
Overburden
6.00 0.00
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
YBed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
575.098
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Nx Core
Nx Core
9.00 - 10.50
10.50 - 12.00
DS 0.00 - 1.00
Nx Core
Nx Core
6.00 - 7.50
7.50 - 9.00
Boulders / Cobbles / Pebbles / Gravels in Sand
and Silt Matrix
Non Plastic
Non Plastic
Non Plastic
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
1 0.00-1.00 67.00 14.00 19.00 0.00
1 1.50 61.00 16.00 23.00 0.00
1 3.00 26.00 32.00 35.00 7.00
1 4.50 99.00 0.00 1.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 12.685
Boulders / Cobbles / Pebbles / Gravels in Sand and Silt Matrix
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
BOREHOLE NO. - 02 DATE STARTED : 10/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED : 14/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
575.352 0.00
0.50-- 78.00 13.00 9.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.95 55 30 55 > 50 -- 0.00 64.00 36.00 0.00 -- -- -- 2.65 -- -- -- -- --
2.50
3.00
3.50SPT 2 3.00 - 3.35 40 20 >100 >100 -- 3.00 11.00 58.00 28.00 45.00 26.00 -- -- -- 2.69 -- -- -- -- --
4.00
4.50
570.352 5.00SPT 3 4.50 - 4.70 36 5 >100 >100 o o o
o o o -- 81.00 13.00 6.00 0.00 -- -- -- -- -- -- -- -- --
5.50o o o o o o
6.00o o o o o o
6.50SPT 4 6.00 - 6.20 32 5 >100 >100 o o o
o o o -- 41.00 18.00 41.00 0.00 -- -- -- -- -- -- -- -- --
7.00o o o o o o
7.50o o o o o o
8.00SPT 5 7.50 - 7.60 35 10 >100 >100
8.50
9.00
9.50
560.352 10.00
10.50
11.00
11.50
12.00
562.852 12.50Nx Core 12.0 - 12.50 10.00 0.00 20.00
PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : MINOR BRIDGECHAINAGE KM : 13.087
7.50 - 9.00
NO
T M
ET W
ITH
Nx Core 9.00 - 10.50
Nx Core 10.50 - 12.00
FIELD TEST RESULTS
WAT
ER L
OSS
575.352
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.LSPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
6.66 0.00
From 7.50 to 12.50m, completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
23.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
Nx
Parti
al
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
DS 0.00 - 1.001
Nx Core
6.66 0.00 22.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
8.00 0.00 20.00
Overburden
Dark Brown Sandy GRAVEL (GP-GM)
Dark Brown Silty SAND (SM)
Light Brown Silty CLAY of medium plasticity (CI)
Boulders / Pebbles / Cobbles / Gravels in Sand and Silt Matrix
150
mm
NO
T AP
PLIC
ABLE
Non Plastic
Non Plastic
Non Plastic
Non Plastic
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
2 0.00-1.00 Sandy GRAVEL (GP) 78.00 13.00 9.00 0.00
2 1.50 Silty SAND (SM) 0.00 64.00 36.00 0.00
2 3.00 Silty CLAY (CI) 3.00 11.00 58.00 28.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 13.087
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
2 4.50 81.00 13.00 6.00 0.00
2 6.00 41.00 18.00 41.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 13.087
Boulders / Cobbles / Pebbles / Gravels in Sand and Silt Matrix
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
BORE HOLE NO. : 2STRUCTURE : MINOR BRIDGECHAINAGE, KM : 13+087DEPTH : 0.00 - 1.00 m
SIEVE SIZE (mm) PERCENTAGE RETAINED
AVERAGE SIZE OF SIEVE 2 X 3
MEAN DIAMETER (Dm), mm
SILT FACTOR, f
1 2 3 4 4/100
12.500 32.84 12.5 410.50010.000 25.48 11.25 286.6504.750 19.95 7.375 147.1312.000 3.33 3.375 11.2390.425 2.57 1.2125 3.116 8.603 5.1620.300 0.65 0.3625 0.2360.150 3.23 0.225 0.7270.075 3.11 0.1125 0.350PAN 8.84 0.038 0.332
100 860.280
DEPTH : 1.00 - 3.00 m
SIEVE SIZE (mm) PERCENTAGE RETAINED
AVERAGE SIZE OF SIEVE 2 X 3
MEAN DIAMETER (Dm), mm
SILT FACTOR, f
1 2 3 4 4/100
4.750 0.00 4.75 0.0002.000 1.48 3.375 4.9950.425 24.12 1.213 29.246 0.444 1.1730.300 7.27 0.363 2.6340.150 23.71 0.225 5.3360.075 7.82 0.113 0.880PAN 35.60 0.038 1.335
100 44.425
DEPTH : 3.00 - 4.00 m
SIEVE SIZE (mm) PERCENTAGE RETAINED
AVERAGE SIZE OF SIEVE 2 X 3
MEAN DIAMETER (Dm), mm
SILT FACTOR, f
1 2 3 4 4/100
4.750 2.67 4.75 12.6672.000 0.52 3.375 1.7550.425 4.49 1.213 5.448 0.245 0.8720.300 1.35 0.363 0.4880.150 3.71 0.225 0.8340.075 0.95 0.113 0.107PAN 86.32 0.038 3.237
100 24.536
DETERMINATION OF SILT FACTOR
PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
BORE HOLE NO. : 2STRUCTURE : MINOR BRIDGECHAINAGE, KM : 13+087DEPTH : 4.00 - 6.00 m
C = 2.00 kg/cm2 fi = <5 degreeKsf = f ( 1 + sqrt (c ))f = 1.5 for fi > 10 and <15f = 1.75 for fi > 5 and <10f = 2.0 for fi <5Silt Factor = 4.828
DEPTH : 6.00 - 7.00 m
SIEVE SIZE (mm) PERCENTAGE RETAINED
AVERAGE SIZE OF
SIEVE2 X 3
MEAN DIAMETER (Dm), mm
SILT FACTOR, f
1 2 3 4 4/100
12.500 2.62 12.5 32.72710.000 13.42 11.25 150.9554.750 24.95 7.375 183.9732.000 4.78 3.375 16.1390.425 8.87 1.2125 10.758 3.970 3.5070.300 0.87 0.3625 0.3160.150 2.44 0.225 0.5480.075 0.64 0.1125 0.072PAN 41.42 0.038 1.553
100 397.041
DETERMINATION OF SILT FACTOR
PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
BOREHOLE NO. - 01 DATE STARTED : 15/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 17/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
578.878 0.00
0.50 -- 6.00 63.00 31.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50 o o o
2.00 SPT 1 1.50 - 1.80 45 15 >100 >100 o o o -- 22.00 56.00 22.00 0.00 -- -- -- 2.65 -- -- -- -- --
2.50 o o o
3.00 o o o
3.50 SPT 2 3.00 - 3.40 80 25 >100 >100 o o o -- 50.00 33.00 17.00 0.00 -- -- -- -- -- -- -- -- --
4.00 o o o
4.50 o o o
573.878 5.00 SPT 3 4.50 - 4.85 82 20 >100 >100 o o o -- 37.00 46.00 17.00 0.00 -- -- -- -- -- -- -- -- --
5.50 o o o
6.00 o o o
6.50 SPT 4 6.00 - 6.25 35 10 >100 >100 o o o -- 38.00 45.00 17.00 0.00 -- -- -- -- -- -- -- -- --
7.00 o o o
7.50 o o o
8.00 SPT 5 7.50 - 7.80 50 15 >100 >100 o o o
8.50 o o o
9.00 o o o
9.50 SPT 6 9.00 - 9.20 40 5 >100 >100 o o o -- 0.00 97.00 3.00 0.00 -- -- -- -- -- -- -- -- --
563.878 10.00 o o o
10.50 o o o
11.00 SPT 7 10.50 - 10.70 35 5 >100 >100
11.50
12.00
12.50
13.00
13.50
14.00
14.50
563.878 15.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : MINOR BRIDGE
CHAINAGE KM : 13.600
DS 0.00 - 1.001
Nx Core 10.50 - 12.00
NO
T M
ET W
ITH
Nx Core
Nx Core
12.00 - 13.50
13.50 - 15.00
FIELD TEST RESULTS
WAT
ER L
OSS
578.878
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
8.00 0.00 24.00
10.00 0.00 23.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
8.00 0.00 21.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
Overburden
From 10.50 to 15.00m, Completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
Dark Brown Silty SAND (SM)
Boulders / Pebbles / Cobbles / Gravells in Sand and Silt Matrix
Non Plastic
Non Plastic
Non Plastic
Non Plastic
Non Plastic
Non Plastic
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
1 0.00-1.00 Silty SAND (SM) 78.00 13.00 9.00 0.00
1 1.50 0.00 64.00 36.00 0.00
1 3.00 3.00 11.00 58.00 28.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 13.600
Boulders / Cobbles / Pebbles / Gravels in Sand and Silt Matrix
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
1 4.50 81.00 13.00 6.00 0.00
1 6.00 41.00 18.00 41.00 0.00
1 9.00 3.00 11.00 58.00 28.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 13.300
Boulders / Cobbles / Pebbles / Gravels in Sand and Silt Matrix
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
BOREHOLE NO. - 01 DATE STARTED : 19/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 21/04/2011D
EPTH
IN M
ETER
S
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
0.000 0.00
0.50-- 27.00 56.00 17.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.65 35 15 >100 >100 -- 0.00 96.00 4.00 0.00 -- -- -- 2.72 -- -- -- -- --
2.50DS 2 1.50 - 2.50
3.00
3.50
4.00
4.50
4.20m
-5.000 5.00
5.50
6.00
6.50
7.00
7.50
-8.000 8.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : TRUMPET NH - 8
CHAINAGE KM : 21.595 to 23.000
Non Plastic
Non Plastic
Dark Brown Silty Gravelly SAND (SM)
Grey fine to medium SAND (SP)
0.00 - 1.001DS
Nx Core 2.50 - 3.50
Nx Core
Nx Core
Nx Core
Nx Core
3.50 - 4.50
4.50 - 5.50
5.50 - 6.50
6.50 - 8.00
FIELD TEST RESULTS
WAT
ER L
OSS
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
25.00 0.00 17.00
30.00 0.00 17.00
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
16.00
40.00 24.00 15.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
42.00 0.00 16.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
35.00 0.00
Overburden
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
From 2.50 to 8.00m,Highly weathered, highly fractured, grey colour, fine grained,
BASALT
-- -- -- -- -- -- -- 2.53 2.52 1.72 2.75 -- -- -- -- 75.01*
BOREHOLE NO. - 02 DATE STARTED : 19/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 23/04/2011
DEP
TH IN
MET
ERS
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
501.387 0.00
0.50-- 22.00 57.00 21.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.75 30 10 >100 >100 -- 2.00 91.00 7.00 0.00 -- -- -- 2.72 -- -- -- -- --
2.50
3.00
3.50SPT 2
3.50m3.00 - 3.30 42 15 >100 >100
4.00
4.50
496.387 5.00SPT 3 4.50 - 4.60 34 10 >100 >100 -- 13.00 84.00 3.00 0.00 -- -- -- -- -- -- -- -- --
5.50DS 2 4.50 - 5.00
6.00
6.50SPT 4 6.00 - 6.10 35 10 >100 >100
7.00Nx Core 6.00 - 7.00
7.50
8.00
8.50
9.00
9.50
491.387 10.00
10.50
490.387 11.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : TRUMPET NH - 8
CHAINAGE KM : 21.595 to 23.000
DS 1 0.00 - 1.00
Nx Core 7.00 - 8.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
Nx Core
Nx Core
8.00 - 9.00
9.00 - 10.00
12.00 0.00 22.00
25.00
Nx Core 10.00 - 11.00
0.00 17.00
20.00 0.00 18.00
20.00 0.00 15.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
32.00 0.00 14.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
YBed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
501.387
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Overburden
From 6.00 to 11.00m, Highly weathered, grey
colour, fine grained, BASALT
Nx
Parti
al
150
mm
NO
T AP
PLIC
ABLE
-- -- -- -- -- -- -- 2.52 2.51 1.58 2.76 -- -- -- -- 159.91*
Dark Brown Gravelly Silty SAND (SM)
Murrum (Residual soil formed for weathering of
basaltic rock)
Non Plastic
Non Plastic
Non Plastic
BOREHOLE NO. - 03 DATE STARTED : 24/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 26/04/2011D
EPTH
IN M
ETER
S
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
499.243 0.00
0.50-- 5.00 62.00 33.00 0.00 -- -- -- 2.64 -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.80 50 15 >100 >100 -- 1.00 69.00 30.00 0.00 -- -- -- -- -- -- -- -- --
2.50
2.50m
3.00
3.50SPT 2 3.00 - 3.05 30 5 >100 >100
4.00Nx Core 3.00 - 4.00
4.50
494.243 5.00
5.50
6.00
6.50
7.00
7.50
8.00
8.50
490.243 9.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : TRUMPET NH - 8
CHAINAGE KM : 21.595 to 23.000
NO
T AP
PLIC
ABLE
Bed Rock
Overburden
From 3.00 to 9.00m, Highly weathered, highly fractured, grey colour, fine grained,
BASALT
Nx
Parti
al
150
mm
NO
T AP
PLIC
ABLE
Dark Brown Silty SAND (SM)
Grey Silty SAND (SM)
DS 1 0.00 - 1.00
Nx Core 7.00 - 8.00
Nx Core
Nx Core
Nx Core
4.00 - 5.00
5.00 - 6.00
PER
CEN
T R
QD
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
12.00 0.00 17.00
24.00 0.00 20.00
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
6.00 - 7.00
8.00 - 9.00
20.00
25.00 12.00 18.00
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
--
FIELD TEST RESULTS
WAT
ER L
OSS
499.243
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Nx Core
0.00 18.00
27.00 0.00 18.00
22.00 0.00 16.00
-- -- -- -- 114.37*0.68 2.81 -- --
Non Plastic
Non Plastic
-- ---- -- 2.62 2.62
BOREHOLE NO. - 04 DATE STARTED : 24/04/2011
REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 26/04/2011D
EPTH
IN M
ETER
S
NO
. OF
BLO
WS
PEN
ETR
ATIO
N (C
M)
N, V
ALU
E ( R
ecor
ded
)
N, V
ALU
E ( C
orre
cted
)
GR
AVEL
(%
)
SAN
D
(%
)
SILT
(%)
CLA
Y
(%
)
CO
HE
SIO
N, C
, (t/
sqm
.)
AN
GLE
OF
FRIC
TIO
N
(Deg
rees
)
0.000 0.00
0.50-- 28.00 70.00 2.00 0.00 -- -- -- -- -- -- -- -- --
1.00
1.50
2.00SPT 1 1.50 - 1.80 50 15 >100 >100 -- 14.00 51.00 35.00 0.00 -- -- -- -- -- -- -- -- --
2.50
3.00
3.50
3.50m
4.00
4.50
-5.000 5.00
5.50-- -- -- -- -- -- -- 2.56 2.55 1.18 2.78 -- -- -- -- 358.82*
6.00
6.50
7.00
7.50
8.00
8.50
-9.000 9.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,
NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : TRUMPET NH - 8
CHAINAGE KM : 21.595 to 23.000
-- --
Non Plastic
Non Plastic
Non Plastic 2.73 -- -- ---- -- --84.00 16.00 0.00
Murrum (Residual soil formed from weathering
of basaltic rock)
-- 0.00
Nx Core
Overburden
150
mm
NO
T AP
PLIC
ABLE
Nx
Parti
al
From 3.00 to 9.00m, Highly weathered, highly fractured, grey colour, fine grained,
BASALT
Nx Core
Nx Core
3.00 - 4.50
4.50 - 6.00
Nx Core
DS 1 0.00 - 1.00PE
RC
ENT
RQ
D
NO
T AP
PLIC
ABLE
NO
T AP
PLIC
ABLE
DS 2 2.00 - 3.00
PEN
ETR
ATIO
N R
ATE
(m
m/m
in)
6.00 - 7.50
7.50 - 9.00
25.33 0.00 14.00
NO
T AP
PLIC
ABLE
13.33 0.00 16.00
ELEV
ATIO
N IN
MET
ERS
DEP
TH IN
MET
ERS
BELO
W
REF
EREN
CE
TYPE
OF
SAM
PLE
SAM
PLE
REF
EREN
CE
NO
.
LABORATORY TEST RESULTS
RO
CK
CR
USH
ING
STR
ENG
TH
(Kg/
cm2)
FREE
SW
ELL
IND
EX, %
SHEAR STRENGTH CHARACTERISTICS
LEVE
L O
F W
ATER
TAB
LE /
L.W
.L
SPT TEST RESULTS
DES
CR
IPTI
ON
OF
CO
RE
RO
CK
TYPE
CO
LOU
R G
RAI
N S
IZE
TEXT
UR
E M
INER
AL
CO
MPO
SITI
ON
DEG
REE
OF
WEA
THER
ING
33.33 0.00 15.00
42.66 8.00 14.00
BORE LOG CHART AND DATA SHEET
DES
CR
IPTI
ON
OF
SOIL
WIT
H
I.S. C
LASS
IFIC
ATIO
N
DR
Y D
EN
SIT
Y (t
/cum
)
SP
EC
IFIC
GR
AV
ITY
MO
ISTU
RE
CO
NTE
NT
/
WA
TER
AB
SO
RP
TIO
N (%
)
PLA
STI
C L
IMIT
(%)
CO
MPR
ESSI
ON
IND
EX
Cc
GRAIN SIZE ANALYSIS
TYPE
OF
TEST
CO
ND
UC
TED
IN
THE
LABO
RAT
OR
Y
Bed Rock
FIELD TEST RESULTS
WAT
ER L
OSS
PER
CEN
T C
OR
E R
ECO
VER
Y
SYM
BOLI
C R
EPR
ESEN
TATI
ON
SIZE
OF
HO
LE
BU
LK D
EN
SIT
Y (
t/cum
)
LIQ
UID
LIM
IT (%
)
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
1 0.00-1.00 Gravelly Silty SAND (SM) 27.00 56.00 17.00 0.00
1 1.50 Fine to Medium SAND (SP) 0.00 96.00 4.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 21.595 to 23.00
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
2 0.00-1.00 Gravelly Silty SAND (SM) 22.00 57.00 21.00 0.00
2 1.50 2.00 91.00 7.00 0.00
2 4.50 13.00 84.00 3.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 21.595 to 23.00
Murrum (Residual soil formed from weathering of basaltic
rock)
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
3 0.00-1.00 Silty SAND (SM) 5.00 62.00 33.00 0.00
3 1.50 Silty SAND (SM) 1.00 69.00 30.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 21.595 to 23.00
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
Symbol BH No. Depth, m Soil Description Gravel (%)
Sand (%)
Silt (%)
Clay (%)
4 0.00-1.00 28.00 70.00 2.00 0.00
4 1.50 14.00 51.00 35.00 0.00
4 2.00 0.00 84.00 16.00 0.00
GRAIN SIZE ANALYSIS
PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN
CHAINAGE: Km. 21.595 to 23.00
Murrum (Residual soil formed from weathering of basaltic
rock)
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m
PER
CEN
T FI
NER
BY
WEI
GH
T
GRAVELFINE MEDIUMS I L T COARSE
S A N DCLAYFINE COARSE
- -
12.685 BH - 1
A )
Layer No
Description of Foundation Soil LayerRL of Layer Top
(m)RL of Layer Bottom
(m)
Thickness of Layer (m)
Total Unit Weight of Soil
(t/m3)
Cohesion,c
(t/m2)
Angle of Shearing
Resistance,φ
(deg)
1Gravels/Pebbles/Boulders in Sand &
Silt matrix575.098 569.098 6.00 2.00 0.00 33.0
2 Completely Weathered Rock 569.098 563.098 6.00 2.20 0.00 33.0
B )
1) = - m2) = Not Applicable m3) = 575.098 m4) = 575.098 m5) = Not Applicable m6) = 572.098 m
C )
1) = Raft Foundation
2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 3.00 m -6) = 0.000 m7) = 0 deg.
D )
1) = 5.53 m2) = 566.573 m
E )
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.58 rad.4) = 2.09 t/m3
5) = 1.09 t/m3
6) = 3.00 t/m2
F )
G )For General
ShearFor Local
Shear1) = 33.00 23.51 deg.2) = 0.58 0.41 rad.
H )For General
ShearFor Local
Shear1) = 37.02 18.672) = 24.58 9.12
FAILURE TYPE :
Effective Overburden Pressure at Base of Open Foundation (q)
Founding Level
Type of Open Foundation
Shape of Open Foundation
Angle of Shearing Resistance of End Bearing Soil Layer (φd)
SHEAR ZONE :
DESIGNED END BEARING SOIL PARAMETERS :
Cohesion of End Bearing Soil Layer (cd)
Level of the Bottom of Shear Zone
Angle of Shearing Resistance of End Bearing Soil Layer (φ)
BEARING CAPACITY FACTORS :
Nc
Nq
Design of Shallow Foundation in SoilEstimation of Allowable Safe Bearing Capacity of "Open Foundation"
[ As per IS : 6403, IS : 8009 (Part I) and IRC : 78 ]
Project
Structure Flyover
Design of Highway Structures on Udaipur Bypass
Breadth of Open Foundation (B)
Pier / Abutment No.
Based on Boreholes
Highest Flood Level (H.F.L.)
DETAILS OF DIFFERENT LEVELS :
DESIGN ANGLE OF SHEARING RESISTANCE :
Angle of Inclination of Load to the Vertical (α)
Saturated Unit Weight of End Bearing Soil Layer (γsatd)
Angle of Shearing Resistance of End Bearing Soil Layer (φd)
Proposed Structure No.
Location of Structure(Chainage in "km")
Depth of Shear Zone below the Foundation Base
FOUNDATION SOIL PARAMETERS :
STRUCTURAL PARAMETERS :
Proposed Finished Road Level
Depth of the G.W.L. from Channel Bed Level (Dw)
River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level (G.W.L)
Maximum Scour Level
Depth of Base of Open Foundation (D)Length of Open Foundation (L)
Effective Unit Weight of End Bearing Soil Layer (γsubd)
INTERMEDIATE SHEAR
Angle of Shearing Resistance of End Bearing Soil Layer (φ)
3) = 32.60 8.80
I )For General
ShearFor Local
Shear1) sc = [ 1+ 0.2*(B/L) ] = 1.100 1.1002) sq = [ 1+ 0.2*(B/L) ] = 1.100 1.1003) sγ = [ 1 - 0.4*(B/L) ] = 0.800 0.800
J )For General
ShearFor Local
Shear1) dc = = 1.184 1.1532) dq = = 1.092 1.0763) dγ = = 1.092 1.076
K )For General
ShearFor Local
Shear1) ic = [ 1 - (α/90) ]2 = 1.000 1.0002) iq = [ 1 - (α/90) ]2 = 1.000 1.0003) iγ = [ 1 - (α/φ) ]2 = 1.000 1.000
L )
= 0.500
= 113 t/m2
= 2.5
= 45.4 t/m2
= 30.0 t/m2
SHAPE FACTORS :
[ 1+ 0.2 * (D/B) * tan(π/4 + φ/2) ]
DEPTH FACTORS :
Nγ
NET SAFE LOAD BEARING CAPACITY (Qns)
INCLINATION FACTOR :
WATER TABLE FACTOR :
NET ULTIMATE LOAD BEARING CAPACITY (Qnu)
"FACTOR OF SAFETY" AGAINST NET ULTIMATE BEARING CAPACITY ( FOS )
LOAD BEARING CAPACITY
( As per IS 6403 & IRC 78 )
W'
NET SAFE LOAD BEARING CAPACITY (Qns) [ Qns = Qnu / FOS ]
1.) General Shear Failure --------
[ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ][ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ]
Qnu = (1/2) [ { cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' } + { (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' } ]
A ] Equations for Estimation of Net Ultimate Bearing Capacity
B ] Estimation of Net Ultimate & Net Safe Bearing Capacity
2.) Local Shear Failure --------
3.) Intermediate Shear Failure --------
Qnu = [ cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' ]
Qnu = [ (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' ]
- -
12.685 BH - 1
A )
1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 3.00 m6) = 0.00 m7) = 0 deg.8) = 30 t/m2
9) = Center10) = days
B )
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.576 rad.4) = 2.00 t/m3
5) = 1.00 t/m3
6) = 3.00 t/m2
7) =8) =9) =10) = -11) = t/m2
12) = 3.00 m13) = 0.3014) = 0.18715) = 6000 t/m2
16) = -
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.576 rad.4) = 2.20 t/m3
5) = 1.20 t/m3
6) = 6.00 t/m2
7) =8) =9) =10) = 1011) = t/m2
12) = 6.00 m13) = 0.2814) = 0.35215) = 11893 t/m2
16) = -
(i)
(ii)
(ii)
A]. Equations for Estimation of Settlement --------
Case II: If the Clayey Soil is Preconsolidated and [ p0 < pc < pf ] ---------
1.) Primary Consolidation Settlement --------
Case I: If the Clayey Soil is not Preconsolidated i.e. Normally Consolidated [ pf > p0 > pc ] --------
Sc = Cr* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]
2.) Elastic (Immediate) Settlement --------
Cohesion ( c )Angle of Shearing Resistance ( φ )Angle of Shearing Resistance ( φ )
Sc = Cr* [ Hc / (1+e0)]*log10 [pc/p0] + Cc*[Hc / (1+e0)]*log10 [(p + Δp)/pc ]
Sc = Cc* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]
Odeometer Correction Factor ( λ )
ESTIMATION OF TOTAL SETTLEMENT
Initial Effective Overburden Presure at the layer top
Cohesion ( c )Angle of Shearing Resistance ( φ )
Design RMR Value
Angle of Shearing Resistance ( φ )
Effective Unit Weight ( γsub )
Location of Strcuture (Chainage in "km")
Total Load at Base of Open Foundation (P)
END BEARING FOUNDATION SOIL PARAMETERS :
LAYER I :
Depth of Base of Open Foundation (D)
Location of Settlement Estimation in FoundationTotal elapsed time since load was applied to soil / Useful Lifetime of
Depth of the GWL from Channel Bed Level (Dw)Angle of Inclination of Load to the Vertical (α)
Saturated Unit Weight ( γsat )
Initial Effective Overburden Presure at the layer top
Preconsolidation Pressure ( pc )
Estimation of Settlement for Open Foundation
Breadth of Open Foundation (B)
STRUCTURAL PARAMETERS :
Length of Open Foundation (L)
Type of Open FoundationShape of Open Foundation
Proposed Structure No.
Case III: If the Clayey Soil is Preconsolidated and [ p0 < pf < pc ] ---------
Pier / Abutment No.
Based on Boreholes
Recompression Index ( Cr )
Initial Void Ratio ( e0 )Compression Index ( Cc )
Odeometer Correction Factor ( λ )
Gravels/Pebbles/Boulders in Sand & Silt matrix
Saturated Unit Weight ( γsat )
Recompression Index ( Cr )
LAYER II :
Poisson's Ratio ( μ )Influence Factor ( Is )
Modulus of Elasticity ( Es )
Preconsolidation Pressure ( pc )Thickness ( H )
Completely Weathered Rock
Effective Unit Weight ( γsub )
Compression Index ( Cc )
Design RMR Value
Initial Void Ratio ( e0 )
Poisson's Ratio ( μ )Influence Factor ( Is )
Modulus of Elasticity ( Es )
Thickness ( H )
(i)
(ii)
Case I Case II Case III
0.300 0.300 3.15 30.00 33.15 N.A. N.A. N.A.0.300 0.600 3.45 29.96 33.41 N.A. N.A. N.A.0.300 0.900 3.75 29.80 33.55 N.A. N.A. N.A.0.300 1.200 4.05 29.49 33.54 N.A. N.A. N.A.0.300 1.500 4.35 29.00 33.35 N.A. N.A. N.A.0.300 1.800 4.65 28.34 32.99 N.A. N.A. N.A.0.300 2.100 4.95 27.53 32.48 N.A. N.A. N.A.0.300 2.400 5.25 26.61 31.86 N.A. N.A. N.A.0.300 2.700 5.55 25.60 31.15 N.A. N.A. N.A.0.300 3.000 5.85 24.53 30.38 N.A. N.A. N.A.
0.000 0.000 0.000 0.010
0.600 0.60 6.36 22.90 29.26 N.A. N.A. N.A.0.600 1.20 7.08 20.76 27.84 N.A. N.A. N.A.0.600 1.80 7.80 18.73 26.53 N.A. N.A. N.A.0.600 2.40 8.52 16.87 25.39 N.A. N.A. N.A.0.600 3.00 9.24 15.19 24.43 N.A. N.A. N.A.0.600 3.60 9.96 13.69 23.65 N.A. N.A. N.A.0.600 4.20 10.68 12.36 23.04 N.A. N.A. N.A.0.600 4.80 11.40 11.18 22.58 N.A. N.A. N.A.0.600 5.40 12.12 10.13 22.25 N.A. N.A. N.A.0.600 6.00 12.84 9.21 22.05 N.A. N.A. N.A.
0.000 0.000 0.000 0.0052
= 0.015 m
= 1.00= 0.80
= 0.012 m
= 0.000 m
= 1.00= 0.80
= 0.000 m
= 0.012 m
= 12 mm
= 50 mm O.K.
= 30 t/m2
Layer No.
I
Si = [ Δp * (B) * ((1 - μ2) / Es ) * m * Is * IF ]
3.00
6.00
Primary Consolidation Settlement(m)Cumulative
Thickness of SubLayer
(m)
Total of Layer No. 1
1.] Elastic (Immediate) Settlement
For Corner
Si = [ Δp * (B/2) * ((1 - μ2) / Es ) * m * Is * IF ]
B]. Table for Estimation of Settlement --------
C]. Total Settlement --------
Initial Overburden
Pressure (p0)
(t/m2)
II 0.0052
Final Pressure (pf)
(t/m2)
Recommended Net Allowable Load Bearing Capacity for Open Foundation
Depth Correction Factor ( IF )Rigidity Correction Factor
Depth Correction Factor ( IF )Rigidity Correction Factor
Estimated Total "Primary Consolidation Settlement" after Correction
ESTIMATED TOTAL SETTLEMENT
ALLOWABLE SETTLEMENT
ESTIMATED TOTAL SETTLEMENT
Correction Factors --
2.] Primary Consolidation Settlement
Estimated Total " Elastic (Immediate) Settlement " after Correction
Correction Factors --
Estimated Total "Primary Consolidation Settlement" before Correction
Estimated Total " Elastic (Immediate) Settlement " before Correction
Total of Layer No. 2
Increase in Pressure
(Δp)(t/m2)
For Center
0.010
Elastic Settlement
(m)
Thickness of Layer
(m)
Thickness of
SubLayer(m)
- -
13.087 BH - 2
A )
Layer No
Description of Foundation Soil LayerRL of Layer Top
(m)RL of Layer Bottom
(m)
Thickness of Layer (m)
Total Unit Weight of Soil
(t/m3)
Cohesion,c
(t/m2)
Angle of Shearing
Resistance,φ
(deg)
1 Sandy Gravel 575.352 574.352 1.00 2.00
2 Silty Sand 574.352 572.352 2.00 2.20 0.00 33.0
3 Silty Clay 572.352 570.852 1.50 2.30 15.00 0.0
4Gravels/Pebbles/Boulders in Sand &
Silt matrix570.852 567.852 3.00 2.40 0.00 33.0
5 Completely Weathered Rock 567.852 562.852 5.00 2.50 0.00 33.0
B )
1) = - m2) = m3) = 575.352 m4) = 575.352 m5) = 573.352 m6) = 570.852 m
C )
1) = Raft Foundation
2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 2.50 m -6) = 0.000 m7) = 0 deg.
D )
1) = 5.53 m2) = 565.327 m
E )
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.58 rad.4) = 2.45 t/m3
5) = 1.45 t/m3
6) = 3.15 t/m2
F )
G )
Effective Unit Weight of End Bearing Soil Layer (γsubd)
INTERMEDIATE SHEAR
Ground Water Level (G.W.L)Maximum Scour Level
Depth of Base of Open Foundation (D)Length of Open Foundation (L)
Saturated Unit Weight of End Bearing Soil Layer (γsatd)
Angle of Shearing Resistance of End Bearing Soil Layer (φd)
Proposed Structure No.
Location of Structure(Chainage in "km")
Depth of Shear Zone below the Foundation Base
FOUNDATION SOIL PARAMETERS :
STRUCTURAL PARAMETERS :
Proposed Finished Road Level
Depth of the G.W.L. from Channel Bed Level (Dw)
River Bed / Stream Bed / Canal Bed / Ground Level
Breadth of Open Foundation (B)
Pier / Abutment No.
Based on Boreholes
Highest Flood Level (H.F.L.)
DETAILS OF DIFFERENT LEVELS :
DESIGN ANGLE OF SHEARING RESISTANCE :
Angle of Inclination of Load to the Vertical (α)
Design of Shallow Foundation in SoilEstimation of Allowable Safe Bearing Capacity of "Open Foundation"
[ As per IS : 6403, IS : 8009 (Part I) and IRC : 78 ]
Project
Structure Minor Bridge
Design of Highway Structures on Udaipur Bypass
FAILURE TYPE :
Effective Overburden Pressure at Base of Open Foundation (q)
Founding Level
Type of Open Foundation
Shape of Open Foundation
Angle of Shearing Resistance of End Bearing Soil Layer (φd)
SHEAR ZONE :
DESIGNED END BEARING SOIL PARAMETERS :
Cohesion of End Bearing Soil Layer (cd)
Level of the Bottom of Shear Zone
For General Shear
For Local Shear
1) = 33.00 23.51 deg.2) = 0.58 0.41 rad.
H )For General
ShearFor Local
Shear1) = 37.02 18.672) = 24.58 9.123) = 32.60 8.80
I )For General
ShearFor Local
Shear1) sc = [ 1+ 0.2*(B/L) ] = 1.100 1.1002) sq = [ 1+ 0.2*(B/L) ] = 1.100 1.1003) sγ = [ 1 - 0.4*(B/L) ] = 0.800 0.800
J )For General
ShearFor Local
Shear1) dc = = 1.153 1.1272) dq = = 1.077 1.0643) dγ = = 1.077 1.064
K )For General
ShearFor Local
Shear1) ic = [ 1 - (α/90) ]2 = 1.000 1.0002) iq = [ 1 - (α/90) ]2 = 1.000 1.0003) iγ = [ 1 - (α/φ) ]2 = 1.000 1.000
L )
= 0.500
= 124 t/m2
= 2.5
= 49.7 t/m2
= 30.0 t/m2
2.) Local Shear Failure --------
3.) Intermediate Shear Failure --------
Qnu = [ cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' ]
Qnu = [ (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' ]
Qnu = (1/2) [ { cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' } + { (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' } ]
A ] Equations for Estimation of Net Ultimate Bearing Capacity
B ] Estimation of Net Ultimate & Net Safe Bearing Capacity
Angle of Shearing Resistance of End Bearing Soil Layer (φ)
[ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ][ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ]
NET SAFE LOAD BEARING CAPACITY (Qns)
INCLINATION FACTOR :
WATER TABLE FACTOR :
NET ULTIMATE LOAD BEARING CAPACITY (Qnu)
"FACTOR OF SAFETY" AGAINST NET ULTIMATE BEARING CAPACITY ( FOS )
LOAD BEARING CAPACITY
( As per IS 6403 & IRC 78 )
W'
NET SAFE LOAD BEARING CAPACITY (Qns) [ Qns = Qnu / FOS ]
1.) General Shear Failure --------
Angle of Shearing Resistance of End Bearing Soil Layer (φ)
SHAPE FACTORS :
[ 1+ 0.2 * (D/B) * tan(π/4 + φ/2) ]
BEARING CAPACITY FACTORS :
Nc
DEPTH FACTORS :
Nq
Nγ
- -
13.087 BH - 2
A )
1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 2.50 m6) = 0.00 m7) = 0 deg.8) = 30 t/m2
9) = Center
B )
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.576 rad.4) = 2.40 t/m3
5) = 1.40 t/m3
6) = 5.35 t/m2
7) =8) =9) =10) =11) = t/m2
12) = 3.00 m13) = 0.3014) = 0.18715) = 6000 t/m2
16) = -
1) = 0.00 t/m2
2) = 33.0 deg.3) = 0.576 rad.4) = 2.50 t/m3
5) = 1.50 t/m3
6) = 9.55 t/m2
7) =8) =9) =10) = 011) = t/m2
12) = 6.00 m13) = 0.2814) = 0.35215) = 12326 t/m2
16) = -
(i)
(ii)
(ii)
Effective Unit Weight ( γsub )
Compression Index ( Cc )
Design RMR Value
Initial Void Ratio ( e0 )
Poisson's Ratio ( μ )Influence Factor ( Is )
Modulus of Elasticity ( Es )
LAYER II :
Poisson's Ratio ( μ )Influence Factor ( Is )
Modulus of Elasticity ( Es )
Preconsolidation Pressure ( pc )Thickness ( H )
Completely Weathered Rock
Pier / Abutment No.
Based on Boreholes
Recompression Index ( Cr )
Initial Void Ratio ( e0 )Compression Index ( Cc )
Odeometer Correction Factor ( λ )
Gravels/Pebbles/Boulders in Sand & Silt matrix
Saturated Unit Weight ( γsat )
Recompression Index ( Cr )
Case III: If the Clayey Soil is Preconsolidated and [ p0 < pf < pc ] ---------
Thickness ( H )
Saturated Unit Weight ( γsat )
Initial Effective Overburden Presure at the layer top
Preconsolidation Pressure ( pc )
Estimation of Settlement for Open Foundation
Breadth of Open Foundation (B)
STRUCTURAL PARAMETERS :
Length of Open Foundation (L)
Type of Open FoundationShape of Open Foundation
Proposed Structure No.
Location of Strcuture (Chainage in "km")
Total Load at Base of Open Foundation (P)
END BEARING FOUNDATION SOIL PARAMETERS :
LAYER I :
Depth of Base of Open Foundation (D)
Location of Settlement Estimation in Foundation
Depth of the GWL from Channel Bed Level (Dw)Angle of Inclination of Load to the Vertical (α)
Initial Effective Overburden Presure at the layer top
Cohesion ( c )Angle of Shearing Resistance ( φ )
Design RMR Value
Angle of Shearing Resistance ( φ )
Effective Unit Weight ( γsub )
Cohesion ( c )Angle of Shearing Resistance ( φ )Angle of Shearing Resistance ( φ )
Sc = Cr* [ Hc / (1+e0)]*log10 [pc/p0] + Cc*[Hc / (1+e0)]*log10 [(p + Δp)/pc ]
Sc = Cc* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]
Odeometer Correction Factor ( λ )
ESTIMATION OF TOTAL SETTLEMENT
A]. Equations for Estimation of Settlement --------
Case II: If the Clayey Soil is Preconsolidated and [ p0 < pc < pf ] ---------
1.) Primary Consolidation Settlement --------
Case I: If the Clayey Soil is not Preconsolidated i.e. Normally Consolidated [ pf > p0 > pc ] --------
Sc = Cr* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]
2.) Elastic (Immediate) Settlement --------
(i)
(ii)
Case I Case II Case III
0.300 0.300 5.56 30.00 35.56 N.A. N.A. N.A.0.300 0.600 5.98 29.96 35.94 N.A. N.A. N.A.0.300 0.900 6.40 29.80 36.20 N.A. N.A. N.A.0.300 1.200 6.82 29.49 36.31 N.A. N.A. N.A.0.300 1.500 7.24 29.00 36.24 N.A. N.A. N.A.0.300 1.800 7.66 28.34 36.00 N.A. N.A. N.A.0.300 2.100 8.08 27.53 35.61 N.A. N.A. N.A.0.300 2.400 8.50 26.61 35.11 N.A. N.A. N.A.0.300 2.700 8.92 25.60 34.52 N.A. N.A. N.A.0.300 3.000 9.34 24.53 33.87 N.A. N.A. N.A.
0.000 0.000 0.000 0.010
0.600 0.60 10.00 22.90 32.90 N.A. N.A. N.A.0.600 1.20 10.90 20.76 31.66 N.A. N.A. N.A.0.600 1.80 11.80 18.73 30.53 N.A. N.A. N.A.0.600 2.40 12.70 16.87 29.57 N.A. N.A. N.A.0.600 3.00 13.60 15.19 28.79 N.A. N.A. N.A.0.600 3.60 14.50 13.69 28.19 N.A. N.A. N.A.0.600 4.20 15.40 12.36 27.76 N.A. N.A. N.A.0.600 4.80 16.30 11.18 27.48 N.A. N.A. N.A.0.600 5.40 17.20 10.13 27.33 N.A. N.A. N.A.0.600 6.00 18.10 9.21 27.31 N.A. N.A. N.A.
0.000 0.000 0.000 0.0050
= 0.015 m
= 1.00= 0.80
= 0.012 m
= 0.000 m
= 1.00= 0.80
= 0.000 m
= 0.012 m
= 12 mm
= 50 mm O.K.
= 30 t/m2
Estimated Total " Elastic (Immediate) Settlement " before Correction
Total of Layer No. 2
Increase in Pressure
(Δp)(t/m2)
For Center
0.010
Elastic Settlement
(m)
Thickness of Layer
(m)
Thickness of
SubLayer(m)
Correction Factors --
2.] Primary Consolidation Settlement
Estimated Total " Elastic (Immediate) Settlement " after Correction
Correction Factors --
Estimated Total "Primary Consolidation Settlement" before Correction
Recommended Net Allowable Load Bearing Capacity for Open Foundation
Depth Correction Factor ( IF )Rigidity Correction Factor
Depth Correction Factor ( IF )Rigidity Correction Factor
Estimated Total "Primary Consolidation Settlement" after Correction
ESTIMATED TOTAL SETTLEMENT
ALLOWABLE SETTLEMENT
ESTIMATED TOTAL SETTLEMENT
1.] Elastic (Immediate) Settlement
For Corner
Si = [ Δp * (B/2) * ((1 - μ2) / Es ) * m * Is * IF ]
B]. Table for Estimation of Settlement --------
C]. Total Settlement --------
Initial Overburden
Pressure (p0)
(t/m2)
II 0.0050
Final Pressure (pf)
(t/m2)
3.00
6.00
Primary Consolidation Settlement(m)Cumulative
Thickness of SubLayer
(m)
Total of Layer No. 1
Layer No.
I
Si = [ Δp * (B) * ((1 - μ2) / Es ) * m * Is * IF ]
- -
7.800 to 9.000 BH - 12
A )
Layer NoRL of Layer Top
(m)RL of Layer Bottom
(m)Thickness of Layer
(m)
Total Unit Weight of Soil /
Rock(t/m3)
1 562.110 560.610 1.50 1.802 560.610 557.110 3.50 2.503 557.110 555.610 1.50 2.50
B )
1) = - m2) = Not Applicable m3) = 562.110 m4) = 562.110 m5) = Not Applicable m6) = 560.610 m7) = 559.610 m
C )
1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = M306) = 3000 t/m2
7) = 1.00 m OK as per IRC:78
8) = 0.00 m9) = 0 deg.
D )
1) = 2.70 t/m2
E )
1) = Sandstone2) = 45.00 %3) = 35.00 %4) = 85) = 1000 t/m2
6) = 10007) = 28) = Not Available t/m2
9) = -10) = 0.10 m11) = 8
12) =
1-5mm wide opening,
continuous discontinuity
13) = 1014) = Fair15) = -716) = Wet
Rock Quality Designation i.e. RQD
Avg. Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Point Load Strength Index
Spacing of Discontinuities
Rating of Rock based on "RQD"
Rating of Rock based on "Uniaxial Compressive Strength"
Rating of Rock based on "Point Load Strength Index"
Type of RockCore Recovery i.e. CR
Grade of Concrete in Open Foundation
PROPERTIES OF ROCK MASS :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
DESIGNED OVERBURDEN PRESSURE :
Overburden Pressure at the Base of Open Foundation (P0)
Angle of Inclination of Open Foundation (α)
Condition of Discontinuities
Orientation of Discontinuities Strike or Dip OrientationRating Adjustment of Rock based on "Orientation of Discontinuities"
Rating of Rock based on "Condition of Discontinuities"
Ground Water Condition
Rating of Rock based on "Spacing of Discontinuities"
Design of Shallow Foundation on RockEstimation of Allowable Bearing Capacity of "Open Foundation"
[As per IS : 12070, IS : 6403 and IRC : 78]
Design of Highway Structures on Udaipur Bypass
Structure
Proposed Str. No.
Flyover and ROB
Pier / Abutment No.
Project
Location of Strcuture(Chainage in "km") Based on Boreholes
FOUNDATION SOIL AND ROCK LAYERS :
Description of Foundation Soil / Rock Layer
Overburden Soil
STRUCTURAL PARAMETERS :
Type of Open Foundation
River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level
DETAILS OF DIFFERENT LEVELS :
Proposed Finished Road LevelHighest Flood Level (H.F.L.)
Highly Weathered SandstoneSlightly Weathered Sandstone
Breadth of Open Foundation (B)
Rock Top Surface LevelFounding Level
Length of Open Foundation (L)
Maximum Scour Level
Permissible Compressive Strength of concrete(fck)
Design Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Shape of Open Foundation
17) = 718) = 2819) = 2520) = Not Available t/m2
21) = 12.5 t/m2
22) = 17.5 deg.23) = 2.5 t/m3
24) = 0.50 cm
F )
1) = 0.08
2) = 7.803) = 3.464) = 3.355) = 1.126) = 0.90
= 250 t/m2
= 0.50= 1.00= 0.50
= 62.5 t/m2
= IV= Poor
= 72 t/m2
= 72 t/m2
= Not Applicable t/m2
= Not Applicable
= 0.50= 1.00= 0.50
= - t/m2
132 t/m2
= 3
= 44 t/m2
= 44 t/m2
= 40 t/m2SAFE BEARING CAPACITY FOR OPEN FOUNDATION
Bearing Capacity Coefficient i.e. "Nγ"
Allowable Bearing Pressure (qa)
Designed Allowable Bearing Capacity
Gross Safe Bearing Pressure (qgs)
Due to Submergence
Net Safe Bearing Pressure (qns)
Correction Factors
Allowable Bearing Pressure (qa)
Method 1:
Cohesion of Rock Mass (c)
Rating of Rock based on "Ground Water Condition"
"Limit Pressure" determined from Pressuremeter Test (PL)
Rock Mass Rating (RMR)Design RMR Value
Presumptive Value Based on Type of Rock --------
Unit Weight of Rock Mass (γ)
Bearing Capacity Coefficient i.e. "Nc"
ALLOWABLE LOAD BEARING CAPACITY
BEARING CAPACITY FACTORS :
Shape factor as given by ASCE i.e. "Cc"Shape factor as given by ASCE i.e. "Cγ"
Bearing Capacity Coefficient i.e. "Nq"
Net Ultimate Bearing Capacity (qu) = [ c*Nc*Cc + q*Nq + 0.5*γ*B*Nγ*Cγ ] =
Factor of Safety against "Net Ultimate Bearing Capacity"
Method 4: Estimation Based on International Prctice as per ASCE Procedure --------
Safe Bearing Pressure (gross) (qgs) = ( qc * Nj )
Correction Factors
Allowable Bearing Pressure (qa)
Due to SubmergenceDue to Solution Cavities
Due to Slope in Discontinuity Orientation
Due to Solution CavitiesDue to Slope in Discontinuity Orientation
Method 3: Estimation Based on Core Strength of Rock --------
Thickness of Discontinuities
Internal Angle of Friction of Rock Mass (φ)
As per IS : 12070 Clause No. 9.1; No Corrections are to be applied over the "Net Safe Bearing Pressure" to get "Allowable Bearing Pressure"
Allowable Bearing Pressure (qa)
Classification No. of Rock based on "RMR"Description of Rock baesd on "RMR"
Net Safe Bearing Pressure (qns)
Emperical Coefficient as per IS : 12070 based on Spacing of Discontinuities in Rock Mass (Nj)
Method 2: Presumptive Value Based on Rock Mass Rating (RMR) --------
- -
7.800 to 9.000 BH - 12
A )
1) = Raft Foundation
2) = 6.00 m
3) = M30
4) = 3050000 t/m2
5) = 1.00 m
6) = 0.00 m
7) = 40 t/m2
B )
1) = 53467 t/m2
2) = t/m2
3) =
4) = 0.28
5) = 1.53
Si = = 0.006329406 m
1
= 0.00633 m
= 6.3 mm
= 40 t/m2
Total Estimated Settlement
Recommended Allowable Bearing Capacity for Open Foundation
[ p * B * ( 1 - μ2 ) * I / Ed ]
Correction Factors --
Estimated "Elastic (Immediate) Settlement" after Correction
Estimation of Settlement for Open Foundation on Rock
Pier / Abutment No.
Based on Boreholes
ROCK PARAMETERS AT FOUNDATION BASE :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
Total Load at Base of Open Foundation (p)
Type of Open Foundation
Proposed Structure No.
Location of Strcuture (Chainage in "km")
STRUCTURAL PARAMETERS :
Modulus of Deformation of Rock Mass (Ed)
Breadth of Open Foundation (B)
Grade of Concrete in Open Foundation
Modulus of Elasticity of Concrete in Open Foundation (Ec)
Influence Factor (I)
Elastic (Immediate) Settlement --------
Depth Correction Factor
Modulus of Deformation of Rock Material (Er)
Modulus of deformation of rock mass / Modulus of elasticity of concrete
Poisson's Ratio of Rock (μ)
Method 1 :
ESTIMATION OF TOTAL SETTLEMENT
- -
7.800 to 9.000 BH - 12
A )
Layer NoRL of Layer Top
(m)RL of Layer Bottom
(m)Thickness of Layer
(m)
Total Unit Weight of Soil /
Rock(t/m3)
1 562.110 560.610 1.50 1.80
2 560.610 557.110 3.50 2.50
3 557.110 555.610 1.50 2.50
B )
1) = - m
2) = Not Applicable m
3) = 562.110 m
4) = 562.110 m
5) = Not Applicable m
6) = 560.610 m
7) = 559.610 m
C )
1) = Raft Foundation
2) = Rectangular
3) = 6.00 m
4) = 12.00 m
5) = M30
6) = 3000 t/m2
7) = 1.00 m -
8) = 0.00 m
9) = 0 deg.
D )
1) = 2.70 t/m2
E )
1) = Sandstone
2) = 45.00 %
3) = 35.00 %
Shape of Open Foundation
Overburden Soil
STRUCTURAL PARAMETERS :
Type of Open Foundation
River Bed / Stream Bed / Canal Bed / Ground Level
Ground Water Level
DETAILS OF DIFFERENT LEVELS :
Breadth of Open Foundation (B)
Rock Top Surface Level
Founding Level
Length of Open Foundation (L)
Maximum Scour Level
Permissible Compressive Strength of concrete(f ck)
Proposed Finished Road Level
Highest Flood Level (H.F.L.)
Highly Weathered Sandstone
Slightly Weathered Sandstone
Location of Strcuture(Chainage in "km") Based on Boreholes
FOUNDATION SOIL AND ROCK LAYERS :
Description of Foundation Soil / Rock Layer
Design of Shallow Foundation on RockEstimation of Allowable Bearing Capacity of "Open Foundation"
[As per International Practice : ASCE Procedure based on interpreted c-φ value of rock]
Design of Highway Structures on Udaipur Bypass (Between NH - 76 and NH - 8)
Structure
Proposed Str. No.
Flyover and ROB
Pier / Abutment No.
Project
Type of Rock
Core Recovery i.e. CR
Grade of Concrete in Open Foundation
PROPERTIES OF ROCK MASS :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
DESIGNED OVERBURDEN PRESSURE :
Overburden Pressure at the Base of Open Foundation (P0)
Angle of Inclination of Open Foundation (α)
Rock Quality Designation i.e. RQD
4) = 8
5) = 1000 t/m2
6) = 1000
7) = 2
8) = Not Available t/m2
9) = -
10) = 0.10 m
11) = 8
12) =
1-5mm wide opening,
continuous discontinuity
13) = 10
14) = Fair
15) = -7
16) = Wet
17) = 7
18) = 28
19) = 25
20) = 12.5 t/m2
21) = 17.5 deg.
22) = 2.50 t/m3
23) = 0.50 cm
F )
1) = 12.5
2) = 7.80
3) = 3.46
4) = 3.35
5) = 1.12
6) = 0.90
7) = 1.86
8) = 3.46
= 132.1 t/m2
= 3
= 44.0 t/m2
= 40 t/m2
Cohesion of Rock Mass (c)
C Nc Cc + γ D Nq + 0.5 B γ Nγ Cγ
Unit Weight of Rock Mass (γ)
Bearing Capacity Coefficient as given by ASCE i.e. " Nc"
ALLOWABLE LOAD BEARING CAPACITY
BEARING CAPACITY FACTORS :
Shape factor as given by ASCE i.e. "Cc"
Shape factor as given by ASCE i.e. "Cγ"
Bearing Capacity Coefficient as given by ASCE i.e. " Nq"
Thickness of Discontinuities
Internal Angle of Friction of Rock Mass (φ)
Design Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Design RMR Value
Rating of Rock based on "Spacing of Discontinuities"
Condition of Discontinuities
Orientation of Discontinuities Strike or Dip Orientation
Rating Adjustment of Rock based on "Orientation of Discontinuities"
Rating of Rock based on "Ground Water Condition"
Rating of Rock based on "Condition of Discontinuities"
SAFE BEARING CAPACITY FOR OPEN FOUNDATION
Bearing Capacity Coefficient as given by ASCE i.e. " Nγ"
Allowable Bearing Pressure (qa)
Net Safe Bearing Pressure (qns)
Factor of Safety against "Net Ultimate Bearing Capacity"
Nφ
N2φ
Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation --------
Cohesion of Rock Mass (c)
Avg. Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Point Load Strength Index
Spacing of Discontinuities
Rating of Rock based on "RQD"
Rating of Rock based on "Uniaxial Compressive Strength"
Rating of Rock based on "Point Load Strength Index"
Rock Mass Rating (RMR)
Ground Water Condition
- -
7.800 to 9.000 BH - 12
A )
1) = Raft Foundation
2) = 6.00 m
3) = M30
4) = 3050000 t/m2
5) = 1.00 m
6) = 0.00 m
7) = 40 t/m2
B )
1) = 53467 t/m2
2) = t/m2
3) =
4) = 0.28
5) = 1.53
Si = = 0.006329406 m
1
= 0.0063 m
= 6.3 mm
= 40 t/m2
Influence Factor (I)
Elastic (Immediate) Settlement --------
Depth Correction Factor
Modulus of Deformation of Rock Material (Er)
Modulus of deformation of rock mass / Modulus of elasticity of concrete
Poisson's Ratio of Rock (μ)
Method 1 :
ESTIMATION OF TOTAL SETTLEMENT
STRUCTURAL PARAMETERS :
Modulus of Deformation of Rock Mass (Ed)
Breadth of Open Foundation (B)
Grade of Concrete in Open Foundation
Modulus of Elasticity of Concrete in Open Foundation (Ec)
Estimation of Settlement for Open Foundation on Rock
Pier / Abutment No.
Based on Boreholes
ROCK PARAMETERS AT FOUNDATION BASE :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
Total Load at Base of Open Foundation (p)
Type of Open Foundation
Proposed Structure No.
Location of Strcuture (Chainage in "km")
Total Estimated Settlement
Recommended Allowable Bearing Capacity for Open Foundation
[ p * B * ( 1 - μ2 ) * I / Ed ]
Correction Factors --
Estimated "Elastic (Immediate) Settlement" after Correction
- -
0.725 to 1.130 BH - 1
A )
Layer NoRL of Layer Top
(m)RL of Layer Bottom
(m)Thickness of Layer
(m)
Total Unit Weight of Soil /
Rock(t/m3)
1 577.155 574.155 3.00 1.802 574.155 569.655 4.50 2.453 569.655 568.655 1.00 2.50
B )
1) = - m2) = Not Applicable m3) = 577.155 m4) = 577.155 m5) = Not Applicable m6) = 574.155 m7) = 573.655 m
C )
1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = M306) = 3000 t/m2
7) = 0.50 m -8) = 0.00 m9) = 0 deg.
D )
1) = 3.13 t/m2
E )
1) = HWR2) = 40.00 %3) = 0.00 %4) = 35) = 750 t/m2
6) = 7507) = 28) = Not Available t/m2
9) = -10) = 0.05 m11) = 5
12) =
5mm thick soft gauge 5mm wide
continuous discontinuity
13) = 014) = Fair15) = -716) = Wet17) = 718) = 1019) = 1020) = 9.6 t/m2
21) = 14.5 deg.Cohesion of Rock Mass (c)
Rock Quality Designation i.e. RQD
Avg. Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Point Load Strength Index
Spacing of Discontinuities
Rating of Rock based on "RQD"
Rating of Rock based on "Uniaxial Compressive Strength"
Rating of Rock based on "Point Load Strength Index"
Rock Mass Rating (RMR)
Ground Water Condition
Type of RockCore Recovery i.e. CR
Grade of Concrete in Open Foundation
PROPERTIES OF ROCK MASS :
Rock Embedment Depth of Open Foundation (Ds)Depth of the GWL from Channel Bed Level (Dw)
DESIGNED OVERBURDEN PRESSURE :
Overburden Pressure at the Base of Open Foundation (P0)
Angle of Inclination of Open Foundation (α)
Design RMR Value
Rating of Rock based on "Spacing of Discontinuities"
Condition of Discontinuities
Orientation of Discontinuities Strike or Dip OrientationRating Adjustment of Rock based on "Orientation of Discontinuities"
Rating of Rock based on "Ground Water Condition"
Rating of Rock based on "Condition of Discontinuities"
Design of Shallow Foundation on RockEstimation of Allowable Bearing Capacity of "Open Foundation"
[As per International Practice : ASCE Procedure based on interpreted c-φ value of rock]
Design of Highway Structures on Udaipur Bypass (Between NH - 76 and NH - 8)
Structure
Proposed Str. No.
Flyover / ROB
Pier / Abutment No.
Project
Location of Strcuture(Chainage in "km") Based on Boreholes
FOUNDATION SOIL AND ROCK LAYERS :
Description of Foundation Soil / Rock Layer
Proposed Finished Road LevelHighest Flood Level (H.F.L.)
Highly Weathered RockModerately Weathered Rock
Breadth of Open Foundation (B)
Rock Top Surface LevelFounding Level
Internal Angle of Friction of Rock Mass (φ)
Length of Open Foundation (L)
Maximum Scour Level
Permissible Compressive Strength of concrete(fck)
Design Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Shape of Open Foundation
Overburden Soil
STRUCTURAL PARAMETERS :
Type of Open Foundation
River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level
DETAILS OF DIFFERENT LEVELS :
22) = 2.45 t/m3
23) = 0.50 cm
F )
1) = 9.62) = 6.893) = 2.784) = 2.305) = 1.126) = 0.907) = 1.678) = 2.78
= 91.8 t/m2
= 3
= 30.6 t/m2
= 30 t/m2SAFE BEARING CAPACITY FOR OPEN FOUNDATION
Bearing Capacity Coefficient as given by ASCE i.e. "Nγ"
Allowable Bearing Pressure (qa)
Net Safe Bearing Pressure (qns)
Factor of Safety against "Net Ultimate Bearing Capacity"
NφN2φ
Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation --------
Thickness of Discontinuities
C Nc Sc + γ D Nq + 0.5 B γ Nγ Sγ
Unit Weight of Rock Mass (γ)
Bearing Capacity Coefficient as given by ASCE i.e. "Nc"
ALLOWABLE LOAD BEARING CAPACITY
BEARING CAPACITY FACTORS :
Shape factor as given by ASCE i.e. "sc"Shape factor as given by ASCE i.e. "sγ"
Bearing Capacity Coefficient as given by ASCE i.e. "Nq"
Cohesion of Rock Mass (c)
- -
0.725 to 1.130 BH - 1
A )
1) = Raft Foundation
2) = 6.00 m
3) = M30
4) = 3050000 t/m2
5) = 0.50 m
6) = 0.00 m
7) = 30 t/m2
B )
1) = 23833 t/m2
2) = t/m2
3) =
4) = 0.28
5) = 1.53
Si = = 0.010649338 m
1
= 0.0106 m
= 10.6 mm
= 30 t/m2
Total Estimated Settlement
Recommended Allowable Bearing Capacity for Open Foundation
[ p * B * ( 1 - μ2 ) * I / Ed ]
Correction Factors --
Estimated "Elastic (Immediate) Settlement" after Correction
Estimation of Settlement for Open Foundation on Rock
Pier / Abutment No.
Based on Boreholes
ROCK PARAMETERS AT FOUNDATION BASE :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
Total Load at Base of Open Foundation (p)
Type of Open Foundation
Proposed Structure No.
Location of Strcuture (Chainage in "km")
STRUCTURAL PARAMETERS :
Modulus of Deformation of Rock Mass (Ed)
Breadth of Open Foundation (B)
Grade of Concrete in Open Foundation
Modulus of Elasticity of Concrete in Open Foundation (Ec)
Influence Factor (I)
Elastic (Immediate) Settlement --------
Depth Correction Factor
Modulus of Deformation of Rock Material (Er)
Modulus of deformation of rock mass / Modulus of elasticity of concrete
Poisson's Ratio of Rock (μ)
Method 1 :
ESTIMATION OF TOTAL SETTLEMENT
- -
0.725 to 1.130 BH - 3
A )
Layer NoRL of Layer Top
(m)RL of Layer Bottom
(m)Thickness of Layer
(m)
Total Unit Weight of Soil /
Rock(t/m3)
1 575.171 572.671 2.50 1.802 572.671 570.671 2.00 2.403 570.671 569.171 1.50 2.404 569.171 566.171 3.00 2.40
B )
1) = - m2) = Not Applicable m3) = 575.171 m4) = 575.171 m5) = Not Applicable m6) = 572.671 m7) = 572.171 m
C )
1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = M306) = 3000 t/m2
7) = 0.50 m -8) = 0.00 m9) = 0 deg.
D )
1) = 2.70 t/m2
E )
1) = HWR2) = 40.00 %3) = 0.00 %4) = 35) = 400 t/m2
6) = 4007) = 18) = Not Available t/m2
9) = -10) = 0.05 m11) = 5
12) =
5mm thick soft gauge 5mm wide
continuous discontinuity
13) = 014) = Fair15) = -716) = Wet17) = 718) = 919) = 920) = 9.6 t/m2
21) = 14.5 deg.22) = 2.40 t/m3
23) = 0.50 cm
F )
Cohesion of Rock Mass (c)
Rock Quality Designation i.e. RQD
Avg. Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Point Load Strength Index
Spacing of Discontinuities
Rating of Rock based on "RQD"
Rating of Rock based on "Uniaxial Compressive Strength"
Rating of Rock based on "Point Load Strength Index"
Rock Mass Rating (RMR)
Ground Water Condition
Type of RockCore Recovery i.e. CR
Grade of Concrete in Open Foundation
PROPERTIES OF ROCK MASS :
Rock Embedment Depth of Open Foundation (Ds)Depth of the GWL from Channel Bed Level (Dw)
DESIGNED OVERBURDEN PRESSURE :
Overburden Pressure at the Base of Open Foundation (P0)
Angle of Inclination of Open Foundation (α)
Design RMR Value
Rating of Rock based on "Spacing of Discontinuities"
Condition of Discontinuities
Orientation of Discontinuities Strike or Dip OrientationRating Adjustment of Rock based on "Orientation of Discontinuities"
Rating of Rock based on "Ground Water Condition"
Rating of Rock based on "Condition of Discontinuities"
Design of Shallow Foundation on RockEstimation of Allowable Bearing Capacity of "Open Foundation"
[As per International Practice : ASCE Procedure based on interpreted c-φ value of rock]
Design of Highway Structures on Udaipur Bypass (Between NH - 76 and NH - 8)
Structure
Proposed Str. No.
Flyover / ROB
Pier / Abutment No.
Project
Location of Strcuture Based on Boreholes
FOUNDATION SOIL AND ROCK LAYERS :
Description of Foundation Soil / Rock Layer
Proposed Finished Road LevelHighest Flood Level (H.F.L.)
Highly Weathered RockModerately Weathered Rock
Highly Weathered Rock
Thickness of Discontinuities
Breadth of Open Foundation (B)
Rock Top Surface LevelFounding Level
Internal Angle of Friction of Rock Mass (φ)
Length of Open Foundation (L)
Maximum Scour Level
Permissible Compressive Strength of concrete(fck)
Design Ultimate Uniaxial Compressive Strength i.e. UCS (qc)
Unit Weight of Rock Mass (γ)
BEARING CAPACITY FACTORS :
Shape of Open Foundation
Overburden Soil
STRUCTURAL PARAMETERS :
Type of Open Foundation
River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level
DETAILS OF DIFFERENT LEVELS :
1) = 9.62) = 6.893) = 2.784) = 2.305) = 1.126) = 0.907) = 1.678) = 2.78
= 90.3 t/m2
= 3
= 30.1 t/m2
= 30 t/m2SAFE BEARING CAPACITY FOR OPEN FOUNDATION
Bearing Capacity Coefficient as given by ASCE i.e. "Nγ"
Allowable Bearing Pressure (qa)
Net Safe Bearing Pressure (qns)
Factor of Safety against "Net Ultimate Bearing Capacity"
NφN2φ
Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation -------- C Nc Sc + γ D Nq + 0.5 B γ Nγ Sγ
Bearing Capacity Coefficient as given by ASCE i.e. "Nc"
ALLOWABLE LOAD BEARING CAPACITY
Shape factor as given by ASCE i.e. "sc"Shape factor as given by ASCE i.e. "sγ"
Bearing Capacity Coefficient as given by ASCE i.e. "Nq"
Cohesion of Rock Mass (c)
- -
0.725 to 1.130 BH - 3
A )
1) = Raft Foundation
2) = 6.00 m
3) = M30
4) = 3050000 t/m2
5) = 0.50 m
6) = 0.00 m
7) = 30 t/m2
B )
1) = 22432 t/m2
2) = t/m2
3) =
4) = 0.28
5) = 1.53
Si = = 0.011314579 m
1
= 0.0113 m
= 11.3 mm
= 30 t/m2
Total Estimated Settlement
Recommended Allowable Bearing Capacity for Open Foundation
[ p * B * ( 1 - μ2 ) * I / Ed ]
Correction Factors --
Estimated "Elastic (Immediate) Settlement" after Correction
Estimation of Settlement for Open Foundation on Rock
Pier / Abutment No.
Based on Boreholes
ROCK PARAMETERS AT FOUNDATION BASE :
Rock Embedment Depth of Open Foundation (Ds)
Depth of the GWL from Channel Bed Level (Dw)
Total Load at Base of Open Foundation (p)
Type of Open Foundation
Proposed Structure No.
Location of Strcuture (Chainage in "km")
STRUCTURAL PARAMETERS :
Modulus of Deformation of Rock Mass (Ed)
Breadth of Open Foundation (B)
Grade of Concrete in Open Foundation
Modulus of Elasticity of Concrete in Open Foundation (Ec)
Influence Factor (I)
Elastic (Immediate) Settlement --------
Depth Correction Factor
Modulus of Deformation of Rock Material (Er)
Modulus of deformation of rock mass / Modulus of elasticity of concrete
Poisson's Ratio of Rock (μ)
Method 1 :
ESTIMATION OF TOTAL SETTLEMENT