STUDENT HAND BOOK
BACHELOR OF TECHNOLOGY
SEMESTER-5th
STUDY SCHEME-2011
DEPARTMENT OF CIVIL ENGINEERING
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY,
BHAWANIGARH
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
STUDY SCHEME
5thSemester
Course
Code
BTCE-501
BTCE-502
BTCE-503
BTCE-504
BTCE-505
BTCE-506
BTCE-507
BTCE-508
BTCE-509
Course Name
Contacts Hours: 30Hrs
Load
Allocation
L
T
P
Design of Steel Structures-I
4
1
Geotechnical Engineering
4
1
Structural Analysis-II
3
2
Transportation Engineering-I
3
1
Environmental Engineering –I
3
1
Transportation Engineering Lab
Geotechnical Engineering Lab
Computer Aided Structural
Drawing I
Survey Camp of 04 weeks duration after 4th
Semester
Total
17
06
2
2
3
07
Marks Distribution
Internal
External
Total
Mark
s
40
40
40
40
40
30
30
30
60
60
60
60
60
20
20
20
100
100
100
100
100
50
50
50
5
5
5
4
4
1
1
2
100
50
150
2
390
410
800
29
AUTHORSProf. Sandeep Sharma
Er Navjot Inder Singh
DEPARTMENT OF CIVIL ENGINEERING
Page2
credits
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
DEPARTMENT OF CIVIL ENGINEERING
DEPARTMENT TEACHERS
Srno.
Name of Teacher
Contact no.
Email-id
1.
Prof. Sandeep Sharma
9592800327
[email protected]
2.
Er. Navjot Inder Singh
9780909343
[email protected]
3.
Er. Anuradha
7837402841
[email protected]
4.
Er. NirajBala
9463626838
[email protected]
5.
Er. Kulwinder Singh
9041777830
[email protected]
6.
Er. Kailash K. Garg
9023542029
[email protected]
7.
Er. Aman Kumar
7837989825
[email protected]
8.
Er. Sandeep Singh
9803836342
[email protected]
SUBJECT TEACHERS5th SEMESTER
Subject Teachers
Name
Department
1
Design of Steel Structures-I
Subject
code
BTCE-501
2
Geotechnical Engineering
BTCE-502
Er. NirajBala
Civil Engineering
3
Structural Analysis-II
BTCE-503
Er. Kailash K. Garg
Civil Engineering
4
Transportation Engineering-I
BTCE-504
Er. Aman Kumar
Civil Engineering
5
Environmental Engineering –I
BTCE-505
Er. Anuradha
Civil Engineering
Transportation Engineering
Lab
Geotechnical Engineering Lab
BTCE-506
Computer Aided Structural
Drawing I
BTCE-508
Srno. Name of Subject
6
7
8
BTCE-507
DEPARTMENT OF CIVIL ENGINEERING
Er. Kulwinder Singh
Civil Engineering
Er. Aman Kumar
Er. NirajBala
Er. Kailash K. Garg/
Aman Kumar
Civil Engineering
Civil Engineering
Civil Engineering
Page3
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
PTU SYLLABUS
BTCE 501 DESIGN OF STEEL STRUCTURES – I
Internal Marks: 40
External Marks: 60
Total Marks: 100
L TP
320
Note: Relevant Indian Codes of Practice are permitted in Examination.
1. INTRODUCTION:
Properties of structural steel, I.S. rolled sections, I.S. specifications.
2. CONNECTIONS:
Riveted, bolted and welded connections for axial and eccentric loads.
3. TENSION MEMBERS:
Design of members subjected to axial tension.
4. COMPRESSION MEMBERS:
Design of axially loaded members, built-up columns, laced andbattened columns including the
design of lacing and battens.
5. FLEXURAL MEMBERS:
Design of laterally restrained and un-restrained rolled and built-upsections, encased beams.
6. COLUMN BASES:
Design of slab base, gusseted base and grillage foundation.
7. ROOF TRUSS:
Design loads, combination of loads, design of members (including purlins) and
joints, detailed working drawings.
DEPARTMENT OF CIVIL ENGINEERING
Page4
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BOOKS & CODES RECOMMENDED:







Limit state design of steel structures: S K Duggal, McGraw Hill
Design of steel structures: N Subramanian Oxford Higher Education
Design of steel structures (Vol. 1): Ram Chandra Standard Book House - Rajsons
Design of steel structures (by limit state method as per IS: 800-2007): S SBhavikattiI
K International Publishing House
IS 800: 2007 (General construction in steel-Code of practice)*
SP: 6(1) (Handbook for structural engineers-Structural steel sections)*
* permitted in Examination
DEPARTMENT OF CIVIL ENGINEERING
Page5
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENTS
BTCE501 DESIGN OF STEEL STRUCTURES – I
ASSIGNMENT -1
1.
2.
3.
4.
5.
Define stress and strain.
Define the term elasticity, elastic limit, young’s modulus & modulus of rigidity.
State hooks law
Explain tensile stress and compressive stress.
Explain the following term shear force, bending moment, shear force diagram &bending moment
diagram.
6. What are the different types of loads acting on a beam? Differentiate b/w point load and UDL
ASSIGNMENT -2
1. Define the terms bending stress in a beam, neutral axis and section modulus.
2. What is complementary shear stress?
3. A rectangular beam 200 mm deep & 300 mm wide is simply supported over a span of 8m.What
UDL per meter the beam can carry if the bending stress is not to 120N/mm2.
4. Derive the relation between intensity of loading, shear force & bending moment.
5. (a) Distinguish between a concentrated load and a uniform varying load,
(b) What is point of contra flexure?
6. Write the assumptions made in deriving the simple bending equation?
ASSIGNMENT -3
1. Define moment of inertia, parallel axis of theorem
2. Prove that relation, M/I=σ/Y=E/R
3. A wooden beam is 8cm wide and 12 cm deep with a semicircular groove of 2cm radius planned out
in the centre of each side. Calculate the maximum stress in the section when simply supported on a
span of 3m, loaded with a concentrated load of 450N at a distance of 1m from the one end and a
uniformly distributed load of 500N per metre run over the whole span A timber beam 15cm wide
and 25cm deep is reinforced by a steel plate15cm wide 1.5cm thick , bolted to its bottom surface.
Calculate its moment of resistance , if safe stresses in timber and steel are 10 and 150
MParespectively,Es=20Et.
4. Write the assumptions made in deriving the torsion equation
DEPARTMENT OF CIVIL ENGINEERING
Page6
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENT -4
1. Compare the torque transmitted by Hollow and Solid shafts.
2. Define spring index , stiffness , torsional rigidity & helix angle. A railway wagon weighing 65kN
and moving with a speed of 10km/hr is to be stopped by 4buffer springs in which the maximum
compression allowed is 20cm. Calculate the number of turns in each spring in which diameter of
the wire is 2 cm and that of the coils 20 cm. G=84GPa
3. Define thin cylinders .Name the stresses setup in a thin cylinder subjected to internal fluid pressure
4. Define spring index , stiffness , torsional rigidity & helix angle.
ASSIGNMENT -5
1. Derive an expression for circumferential stress & longitudinal stress for a thin shell subjected to an
internal pressure
2. Find an expression for the change in vol. of a thin cylindrical shell subjected to internal fluid
pressure
3. Derive the relation for a circular shaft when subjected to torsion as given by
T/J=τ/R=Cθ/L
4. In a hollow circular shaft of outer and inner diameters of 20 cm & 10 cm resp., the Shear stresses
not to exceed 40N/mm2.Find the max. Torque which the shaft can Safely transmit
DEPARTMENT OF CIVIL ENGINEERING
Page7
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-502 GEOTECHNICAL ENGINEERING
Internal Marks: 40
External Marks: 60
Total Marks: 100
1.
L T P
3 2 0
BASIC CONCEPTS:
Definition of soil and soil mechanics, common soil mechanics problems in Civil
Engineering.Principal types of soils.Important properties of very fine soil.Characteristics of
main Clay mineral groups. Weight volume relationship and determination of specific gravity
from pycnometer test. Field density from sand replacement method and other methods.
2.
INDEX PROPERTIES:
Grain size analysis.Stokes’s law and Hydrometer analysis.Consistency and sensitivity of Clay,
Atterbeg Limits, Flow Index and Toughness Index.Underlying theory of shrinkage limit
determination.Classification of coarse and fine grained soils as per Indian Standard.
3.
COMPACTION:
Definition and object of compaction and concept of O.M.C. and zero Air Void
Line.Modified proctor Test. Factors affecting compaction Effect of compaction on soil
propertiesand their discussion. Field compaction methods- their comparison of performance
andrelativesuitability.Field compacative effort, Field control of compaction by proctor.
4.
CONSOLIDATION:
Definition and object of consolidation, Difference between compaction and
consolidation. Concept of various consolidation characteristics i.e. av, mv and cv, primary
andsecondary consolidation. Terzaghi's Differential equation and its derivation. Boundary
conditionsfor Terzaghi's solution for one dimensional consolidation concept of cv, tv& U.
consolidationtest determination of cv from curve fitting methods, consolidation pressure
determination.Normally consolidated and over consolidated clays.Causes of over-consolidation.
Effect ofdisturbance on e-Logσ curves of normally consolidated clays, importance of
consolidation
settlement in the design of structures.
5.
PERMEABILITY AND SEEPAGE:
Concept of effective stress principal, seepage pressure, criticalhydraulic gradient and quick
sand condition.Capillary phenomenon in soil. Darcy’s Law and itsvalidity, seepage velocity,
co-efficient of permeability (k) and its determination in the laboratory.Average permeability of
startified soil mass, factors affecting 'k' and brief discussion.
6.
SHEAR STRENGTH:
Stress analysis of a two dimensional stress system by Mohr circle. Concept
DEPARTMENT OF CIVIL ENGINEERING
Page8
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
of pole. Coulomb's law of shear strength coulomb - Mohr strength theory.Relation
betweenprincipal stesses at failure. Direct, triaxial and unconfined shear strength tests. Triaxial
sheartests based on drainage conditions typical strength envelopes for clay obtained from these
tests.Derivation of skempton's pore pressure parameters. Stress strain and volume
changecharacteristics of sands.
7.
STABILITY OF SLOPES:
slope failure, base failure and toe failure - Swedish circle method - φ=0
analysis and c=0 analysis - friction circle method - Taylor’s stability number - stability charts sliding block analysis
BOOKS:1. Soil Mech. & Foundation Engg, by K.R.Arora Standard Publishers Distributors
2. Geotechnical Engineering, by P. Purshotama Raj Tata Mcgraw Hill
3. Soil Mech. & Foundation Engg., by V.N.S.Murthy CBS Publishers & Distributors.
4. Principle of Geotechnical Engineering by B.M.DasCengage Publisher
5. Basic and applied Soil Mechanics by GopalRanjan and A.S.R.Rao New Age International
Publishers
6. Geotechnical Engineering by Gulati and Datta, Tata McGraw Hill
7.
Problems in Soil mechanics and Foundation Engineering by B.P.Verma, KhannaPublishers.
DEPARTMENT OF CIVIL ENGINEERING
Page9
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENTS
BTCE-502 GEOTECHNICAL ENGINEERING
ASSIGNMENT 1
Q 1) Define void ratio, porosity, degree of saturation and water content?
Q2) Explain relationship between void ratio, water content, specific gravity and degree of saturation?
Q3) Define compaction curve? Explain zero air void line?
Q4) Explain factor affecting compaction?
Q5) A soil sample has a porosity of 40%.the specific gravity of solids is 2.70.Calculate
a) Void ration
b) dry density
c) unit weight if the soil is 50% saturated and
d) Unit weight if the soil is completely saturated
ASSIGNMENT 2
Q1) Define Liquid Limit, Plastic Limit, Shrinkage Limit and Plasticity Index?
Q2) Explain Core Cutter Method with diagram?
Q3) Explain Classification of Soil
a) Particle size classification
b) Textural classification
Q4) Sketch the plasticity chart used for classifying fine grained soil in the IS soil classification system.
Give the group symbols for the following soils:a)
b)
c)
d)
e)
f)
g)
Liquid limit = 40%
plastic limit =22%
Liquid limit = 20%
plastic limit = 14%
Passing 475 mm sieve = 70%
Passing 75micron sieve = 8%
Uniformity coefficient =7
Coefficient of curvature = 3
Plasticity index =3
DEPARTMENT OF CIVIL ENGINEERING
Page10
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENT 3
Q1) Define permeability? Explain factors affecting permeability?
Q2) Explain constant head permeability and falling head permeability?
Q3) Define consolidation? Explain coefficient of consolidation?
Q4) In a falling head permeameter test, the initial head is 40cm.The head drops by 5 cm in 10
min.Calculate the time required to run the test for the final head to be at 20cm.If the sample is 6cm is height
and 50cm2 in cross sectional area, calculate the coefficient of permeability, taking area of stand pipe=0.5
cm2.
ASSIGNMENT 4
Q1) Explain Mohr’s coulomb failure theory?
Q2) Explain direct shear test and triaxial compression test?
Q3) A cylinder of soil under an axial vertical stress of 160kN/m2, when it is laterally unconfined. The
failure plane makes an angle of 50° with the horizontal. Calculate the value of cohesion and the angle of
internal friction of the soil ?
Q4) Following are the results of untrained triaxial compression test on two identical soil specimens at
failure:
Lateral pressure σ3 (kN/m2)
Total vertical pressure σ1 (kN/m2)
100
440
300
760
Pore water pressure u (kN/m2)
-20
60
ASSIGNMENT 5
Q1) Explain stability of slopes of earth dams?
Q2) A long natural slope of sandy soil ( ø = 25 °) is inclined at 10° to the horizontal. The water table is at
the surface and the seepage is parallel to the slope? If the saturated unit weight of the soil is 19.5kN/m3,
determine the factor of safety of the slope?
Q3) Explain head, gradient and potential?
Q4) Define graphical method of flow net construction? Explain its properties?
DEPARTMENT OF CIVIL ENGINEERING
Page11
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-503 STRUCTURAL ANALYSIS-II
Internal Marks: 40
External Marks: 60
Total Marks: 100
LTP
320
PRE-REQUISITE:
Structural Analysis-1
INDETERMINATESTRUCTURES:
Concept of indeterminate /redundant structures; Static and kinematicindeterminacies; stability of
structures; internal forces; Conditions of stress-strain relationships,equilibrium and compatibility of
displacements; Solution of simultaneous algebraic equations.
Indeterminate Structural Systems:
Pin-jointed and rigid-jointed structural systems;Deformation of redundant structures-sway and nonsway frames, elastic curve; Static equilibrium and deformation compatibility checks; Effects of
support settlement and lack of fit;Fixed-end moments—member loading, sinking of supports,
temperature; Analysis of redundantbeams, frames, trusses, arches using following methods:
a)
Conventional Methods: Slope deflection method; Moment distribution method;
Rotation contribution method (Kani's Method).
b)
Classical Methods:
Methods of consistent deformation; Theorem of three moments.
c)
Approximate Methods:
Portal method; Cantilever method; Substitute frame method.
d)
Influence Line Diagrams:
Concept and application in the analysis of statically indeterminatestructures; Influence line
for bar forces in the statically indeterminate trusses, beams and frames.
RECOMMENDED BOOKS :
1.
2.
3.
4.
5.
Basic structural analysis - C.S. Reddy Tata McGraw-Hill
Intermediate structural analysis - C . K. Wang. McGraw Hill
Indeterminate structural analysis - J. Sterling Kinney Addison-Wesley
Educational Publishers
Theory of structures - B.C. Punima, Laxmi Publications
Structural Analysis, DevdasMenon, Narosa Publishers.
DEPARTMENT OF CIVIL ENGINEERING
Page12
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENTS
BTCE-503 STRUCTURAL ANALYSIS-II
Assignment no 1
(Slope deflection method)
1. Define Slope Deflection Equation?
2. State the assumption in the Slope deflection method?
3. Explain the procedure for analyzing statically indeterminate structure by slope deflection method.
4. A Continuous beam is built in at A and is carried over roller at B & C
3t/m
24t
A
B
C
12m
12m
5. A portal Frame ABCD Fixed at A and hinged at D carries a point load
B
2M
2M
2I
2I
I
6m
C
I
3m
D
A
DEPARTMENT OF CIVIL ENGINEERING
Page13
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Assignment no 2
(Theorem of three moments)
1. Define Clapeyron’s theorem of three moments.
2. Determine moment over the beam& bending moment diagram & shear force Diagram.
3t
A
3.
D
2m
B
7t/m
C
4m
4m
Evaluate the bending moment and shear force diagram of the beam.
2t/m
12 t
A
B
6m
C
6m
4. Evaluate the bending moment and shear force diagram of the beam.
10t
4.5t/m
9t
3M
A
3t
1.5M
3I
B
2I
7M
C
5M
I
4M
E
D
1.5M
5. Explain the effect on a continuous beam when one of the intermediate supports sinks down.
DEPARTMENT OF CIVIL ENGINEERING
Page14
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Assignment no -3
(Moment distribution methods)
1. Define moment distribution method.
2. What are the sign conventions & Carry over Factor.
3. Evaluate the bending moment & shear force diagram of the beam Fixed at A & C , Uniformly
distribution load on ab span is 2t/m of span 6m & in Span point load at distance of 3m from C
support . span length of BC span is 6m.
4. Evaluate the bending moment & shear force
B
5t/m
C
2I
4m I
I 4m
A
C
6m
5. Explain the procedure for finding out the moments and reaction in an unsymmetrical frame.
DEPARTMENT OF CIVIL ENGINEERING
Page15
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Assignment no -4
(Influence Line Diagrams)
1.
2.
3.
4.
5.
Analysis of simple portal frame, by assuming suitable data?
Explain Influence line for bar force in trusses. ?
Explain influence line diagram?
Explain-- Bending moment, shear force, for determinant structure?
What areInternal forces in determinate structures?
Assignment no -5
(Indeterminate Structural Systems)
1.
2.
3.
4.
5.
Define Pin- jointed & rigid jointed structures.
Define sway & non-sway & Elastic curve.
Define Static and kinematic indeterminacies
Define stability of structures.
What are effect on the structure by sinking, temperature, wind load
DEPARTMENT OF CIVIL ENGINEERING
Page16
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-504 TRANSPORTATION ENGINEERING – I
Internal Marks: 40
External Marks: 60
Total Marks: 100
LTP
3 10
HIGHWAY ENGINEERING
1. INTRODUCTION:
Importance of Transportation, Different Modes of Transportation,Characteristics of Road
Transport.
2. HIGHWAY DEVELOPMENT & PLANNING:
Principles of Highway Planning, RoadDevelopment in India, Classification of Roads, Road
Patterns, Planning Surveys.
3. HIGHWAY ALIGNMENT:
Requirements, Alignment of Hill Roads, Engineering Surveys.
4. HIGHWAY GEOMETRIC DESIGN:
Cross Section Elements, Carriageway, Camber, SightDistances, Horizontal Curves, Extrawidening, Super-elevation, Vertical Curves.
5. HIGHWAY MATERIALS:
Properties of Sub-grade and Pavement Component Materials, Testson Sub-grade Soil,
Aggregates and Bituminous Materials.
6. HIGHWAY CONSTRUCTION:
Earthen/Gravel Road, Water Bound Macadam, Wet MixMacadam, Bituminous Pavements,
Cement Concrete Pavements.
7. HIGHWAY DRAINAGE AND MAINTENANCE:
Importance of drainage and maintenance, SurfaceDrainage and Subsoil Drainage, Construction
in Water-logged areas, Pavement Failures,Pavement Evaluation, Maintenance and
Strengthening Measures.
8. HIGHWAY ECONOMICS & FINANCING:
Total Transportation Cost, Economic Analysis,Sources of Highway Financing.
TRAFFIC ENGINEERING
9. TRAFFIC CHARACTERISTICS:
Road User Characteristics, Driver Characteristics, VehicularCharacteristics.
DEPARTMENT OF CIVIL ENGINEERING
Page17
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
10. TRAFFIC STUDIES:
Volume Studies, Speed Studies, O-D Survey, Parking Study.
11. TRAFFIC SAFETY AND CONTROL MEASURES:
Traffic Signs, Markings, Islands, Signals, Causeand Type of Accidents, Use of Intelligent
Transport System.
12. TRAFFIC ENVIRONMENT INTERACTION:
Noise Pollution, Vehicular Emission, PollutionMitigation Measures.
BOOKS RECOMMENDED:
Khanna S.K., and Justo, C.E.G. “Highway Engineering”, Nem Chand and Brothers,
Roorkee,1998.
2.
Kadiyali, L.R. “Principles and Practice of Highway Engineering”, Khanna Publishers,
NewDelhi, 1997.
3.
Flaherty, C.A.O. “Highway Engineering”, Volume 2, Edward Arnold, London, 1986.
Sharma, S.K. “Principles, Practice & Design of Highway Engineering”, S. Chand &
Company Ltd., New Delhi, 1985.
5.
Mannering, “Principles of Highway Engineering & Traffic Analysis”, Wiley Publishers,
NewDelhi.
1.
4.
DEPARTMENT OF CIVIL ENGINEERING
Page18
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENTS
BTCE-504 TRANSPORTATION ENGINEERING – I
Assignment:1:
Q1) .Explain elements of traffic engg?
Q2) .Write a note on components of traffic system:
a) Road users
b) Vehicles
c) Highways and control devices?
Q3) .Define IRC standards of vehicle characteristics?
Q4). Classification of Roads?
Q5). Define Road Patterns, Planning Surveys
Assignment: 2
Q1)
Explain the terms design speed, volume, highway capacity and level of service?
Q2)
Describe the capacity of urban and rural roads?
Q3)
Describe the traffic stream parameters?
Q4)
Define Extra-widening &Super-elevation?
Q5)
Define Cross Section Elements, Carriageway, Camber
Assignment:3
Q1)
write a note on characteristics of interrupted and uninterrupted flows?
Q2)
Write a short note on traffic volume studies?
Q3)
Describe origin and destination studies?
Q4)
Define Highway Construction: Cement Concrete Pavements
Q5) DefineSurface Drainage and Subsoil Drainage
DEPARTMENT OF CIVIL ENGINEERING
Page19
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Assignment:4
Q1)
Explain the terms: Speed studies , travel time and Delay studies.
Q2)
Write a note on signs and markings in detail
Q3)
Write a note on traffic system management
Q4)
Define Highway Construction: Cement Concrete Pavements
Q5)
Define Maintenance and Strengthening Measures
Assignment: 5
Q1)
Write a short note on pretimed and traffic acutated?
Q2)
Write a note on highways and expressways?
Q3)
Write a short note on traffic safety?
Q4)
Define Use of Intelligent Transport System
Q5)
Define Traffic Environment Interaction
DEPARTMENT OF CIVIL ENGINEERING
Page20
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-505 ENVIRONMENTAL ENGINEERING – I
Internal Marks: 40
External Marks: 60
Total Marks: 100
LTP
310
1. INTRODUCTION:
Beneficial uses of water, water demand, per capita demand, variations indemand, water demand for
firefighting, population forecasting and water demand estimation.
2. WATER SOURCES AND DEVELOPMENT:
Surface and ground water sources; Selection anddevelopment of sources; Assessment of potential;
Flow measurement in closed pipes, intakes andtransmission systems.
3. PUMPS AND PUMPING STATIONS:
Types of pumps and their characteristics and efficiencies;Pump operating curves and selection of
pumps; pumping stations.
4. QUALITY AND EXAMINATION OF WATER:
Impurities in water, sampling of water, physical,chemical and bacteriological water quality
parameters, drinking water quality standards andcriteria.
5. WATER TREATMENT:
Water treatment schemes; Basic principles of water treatment; Design ofplain sedimentation,
coagulation and flocculation, filtration – slow, rapid and pressure;Disinfection units; Fundamentals
of water softening, fluoridation and deflouridation, and waterdesalination and demineralization,
taste and odour removal.
6. TRANSPORTATION OF WATER:
Pipes for transporting water and their design, water distributionsystems and appurtenances; Water
supply network design and design of balancing and servicereservoirs; operation and maintenance of
water supply systems.
7. RURAL WATER SUPPLY:
Principles, selection of source, rain water harvesting, quantitativerequirements, low cost treatment
techniques.
DEPARTMENT OF CIVIL ENGINEERING
Page21
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BOOKS:1.
2.
3.
4.
5.
Water Supply Engineering- Environmental Engg. (Vol. – I) by B.C. Punmia, Ashok
Jain,Arun Jain, Laxmi Publications, New Delhi.
Environmental Engg. - A design Approach by Arcadio P. Sincero and Gregoria P.
Sincero,Prentice Hall of India, New Delhi.
“Environmental Engg.” By Howard S. Peavy, Donald R. Rowe & George
Tchobanoglous, McGraw Hill, International Edition
Water Supply Engineering- Environmental Engg. (Vol. – I) by S.K. Garg, Khanna
Publishers, Delhi.
Water Supply and Sewerage by Steel EW and McGhee, Terence J.; McGraw Hill.
DEPARTMENT OF CIVIL ENGINEERING
Page22
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENTS
BTCE-505 ENVIRONMENTAL ENGINEERING – I
ASSIGNMENT -1
1.
2.
3.
4.
Benefits of water?
Variation in ratio of demand ?
What is population forecasting?
Surface water and ground water?
ASSIGNMENT -2
1.
2.
3.
4.
Define intakes?
Explain impurities in water?
Define water quality standards ?
Water quality criteria.
ASSIGNMENT -3
1.
2.
3.
4.
Define water treatment?
Design a plain sedimentation ?
Fundamental of water softening ?
Define coagulation and flocculation ?
ASSIGNMENT -4
1.Explain transportation of water ?
2. Design a water supply network ?
3. Explain reservoirs ?
4.define operation and maintenance of water supply system?
DEPARTMENT OF CIVIL ENGINEERING
Page23
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ASSIGNMENT -5
1.Define rural water supply ?
2. what is rain water harvesting system ?
3.Explain low cost treatment techniques ?
4. Types of pumps & define pumping stations ?
DEPARTMENT OF CIVIL ENGINEERING
Page24
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-506 TRANSPORTATION ENGINEERING LAB
Internal Marks: 30
External Marks: 20
Total Marks: 50
LTP
002
I TESTS ON SUB-GRADE SOIL
1. California Bearing Ratio Test
II TESTS ON ROAD AGGREGATES
2.
3.
4.
5.
Crushing Value Test
Los Angles Abrasion Value Test
Impact Value Test
Shape Test (Flakiness and Elongation Index)
III TESTS ON BITUMINOUS MATERIALS AND MIXES
6.
7.
8.
9.
10.
Penetration Test
Ductility Test
Softening Point Test
Flash & Fire Point Test
Bitumen Extraction Test
IV FIELD TESTS
11.
12.
Roughness Measurements Test by Roughometer
Benkelman Beam Pavement Deflection Test
BOOKS/MANUALS RECOMMENDED :
1. Khanna S.K., and Justo, C.E.G. “Highway Material & Pavement Testing”, Nem Chand
andBrothers, Roorkee.
DEPARTMENT OF CIVIL ENGINEERING
Page25
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
LAB MANUAL
BTCE-506 TRANSPORTATION ENGINEERING LAB
SHAPE TEST (ELONGATION INDEX)
Exp No:
Date:
Aim:
To determine the Elongation index of the given aggregate sample.
Apparatus required:
Length gauge, I.S.Sieve
Procedure
1.
The sample is sieved through IS Sieve specified in the table. A minimum of 200 aggregate pieces
of each fraction is taken and weighed
2.
Each fraction is the thus gauged individually for length in a length gauge. The gauge length is used
should be those specified in the table for the appropriate material.
3.
The pieces of aggregate from each fraction tested which could not pass through the specified gauge
length with its long side are elongated particles and they are collected separately to find the total
weight of aggregate retained on the length gauge from each fraction.
4.
The total amount of elongated material retained by the length gauge is weighed to an accuracy of at
least 0.1% of the weight of the test sample.
5.
The weight of each fraction of aggregate passing and retained on specified sieves sizes are found –
W1, W2, W3, …………… And the total weight of sample determined = W1 +W 2 + W3 + … …
… … …..=Wg.
Also the weights of the material from each fraction retained on the specified gauge length are found
= x1, x2, x3…… and the total weight retained determined = x1+x2+x3+……..=X gm.
6.
The elongation index is the total weight of the material retained on the various length gauges,
expressed as a percentage of the total weight of the sample gauged.
(x1+ x2 + x3 + ……)
Elongation index = ----------------------------- x 100
(W1 + W2 + W3 + …)
DEPARTMENT OF CIVIL ENGINEERING
Page26
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Observation and Calculations
Size of aggregate
Passing
through IS
Sieve mm
Retained on IS
Sieve mm
63
50
40
31.5
25
20
16
12.5
10
50
40
25
25
20
16
12.5
10
6.3
Length
Gauge
Weight of the fraction
consisting of atleast 200
pieces in gm
Weight of aggregates in
each fraction retained on
length gauge gm.
81
58.50
40.5
32.4
25.6
20.2
14.7
DEPARTMENT OF CIVIL ENGINEERING
Page27
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Result:
The elongation index of a given sample of aggregate is _____________%
Viva Voce:
1.
2.
3.
What do you mean by elongation index of an aggregate?
What do you infer from elongation index?
How the elongation index of the sample helps in deciding the design of a highway?
SHAPE TEST (FLAKINESS INDEX)
Exp No:
Date:
Aim:
To determine the flakiness index of a given aggregate sample.
Apparatus required:
The apparatus consist of a standard thickness gauge, IS Sieve of size 63, 50, 40, 31.5, 25, 20, 16,
12.5, 10 and 6.3 and a balance to weight the samples.
Procedure:
1.
The sample is sieved with the sieves mentioned in the table.
2.
A minimum of 200 pieces of each fraction to be tested are taken and weighed (W1 gm)
3.
In order to separate flaky materials, each fraction is then gauged for thickness on thickness gauge,
or in bulk on sieve having elongated slots as specified in the table.
4.
Then the amount of flaky materials passing the gauge is weighed to an accuracy of atleast 0.1% of
test sample
5.
Let the weight of the flaky materials passing the gauge be W1gm. Similarly the weights of the
fractions passing and retained on the specified sieves be W1, W2, W3, etc, are weighed and the
total weight W1+W2+W3+…..= Wg is found. Also the weights of the materials passing each of the
specified thickness gauge are found =W1, W2, W3…. And the total weight of the material passing
the different thickness gauges = W1+W2+W3…=Wg is found.
6.
Then the flakiness index is the total weight of the flaky material passing the various thickness
gauges expressed as a percentage of the total weight of the sample gauged
(w1+w2+w3+…………..)
Flakiness index= ---------------------------------- x 100
(W1+W2+W3+…………)
DEPARTMENT OF CIVIL ENGINEERING
Page28
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Size of aggregate
Passing
through IS
Sieve mm
Retained on IS
Sieve mm
63
50
40
31.5
25
20
16
12.5
50
40
25
25
20
16
12.5
10
Thickness gauge
(0.6 times the
mean sieve) mm
Weight of the fraction
consisting of atleast
200 pieces in gm
Weight of aggregates in
each fraction passing
thickness gauge gm.
33.90
27.00
19.50
16.50
13.50
10.80
8.55
6.75
DEPARTMENT OF CIVIL ENGINEERING
Page29
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
10
6.3
4.89
Result:
The flakiness index of the given sample of aggregates is ___________%.
Viva Voce:
1.
2.
3.
What do you mean by flakiness index of an aggregate?
What do you infer from flakiness index?
How the flakiness index of the sample helps in deciding the design of a highway?
IMPACT TEST
Exp No:
Date:
Aim:
To determine the aggregate impact value of given aggregates
Apparatus required:
Impact testing machine, cylinder, tamping rod, IS Sieve 125.mm, 10mm and 2.36mm, balance.
Procedure:
1.
The test sample consists of aggregates passing 12.5mm sieve and retained on 10mm sieve and dried
in an oven for 4 hours at a temperature of 100oC to 110oC
2.
The aggregates are filled upto about 1/3 full in the cylindrical measure and tamped 25 times with
rounded end of the tamping rod
3.
The rest of the cylindrical measure is filled by two layers and each layer being tamped 25 times.
4.
The overflow of aggregates in cylindrically measure is cut off by tamping rod using it has a
straight edge.
5.
Then the entire aggregate sample in a measuring cylinder is weighed nearing to 0.01gm
6.
The aggregates from the cylindrical measure are carefully transferred into the cup which is firmly
fixed in position on the base plate of machine. Then it is tamped 25 times.
7.
The hammer is raised until its lower face is 38cm above the upper surface of aggregate in the cup
and allowed to fall freely on the aggregates. The test sample is subjected to a total of 15 such blows
each being delivered at an interval of not less than one second. The crushed aggregate is than
removed from the cup and the whole of it is sieved on 2.366mm sieve until no significant amount
passes. The fraction passing the sieve is weighed accurate to 0.1gm. Repeat the above steps with
other fresh sample.
8.
Let the original weight of the oven dry sample be W1gm and the weight of fraction passing
2.36mm IS sieve be W2gm. Then aggregate impact value is expressed as the % of fines formed in
terms of the total weight of the sample.
Observation and calculation:
Sl.no
Details of Sample
DEPARTMENT OF CIVIL ENGINEERING
Trial 1
Trial 2
Trial 3
Page30
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
1
2
3
4
5
Total weight of aggregate sample filling the
cylinder measure = W1g
Weight of aggregate passing 2.36mm sieve
after the test =W2g
Weight of aggregate retained 2.36mm sieve
after the test = W2g
W1 – W2 + W3)
Aggregate impact value = (W2 / W1)*100
Percent
Result:
The mean A.I.V is _____________%
Viva voce:
1.
2.
3.
How is aggregate Impact expressed?
What do you understand by dry and wet Impact value?
Aggregate Impact value of material A is 15 and that of B is 35. Which one is better for surface
course?
DEPARTMENT OF CIVIL ENGINEERING
Page31
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
ABRASION TEST
Exp No:
Date:
Aim:
To determine the abrasion value of given aggregate sample by conducting Los Angles abrasion test.
Apparatus required:
Los Angles apparatus, IS Sieve, Weighting Balance.
Procedure:
1.
Clean and dry aggregate sample confirming to one of the grading A to G is used for the test.
2.
Aggregate weighing 5kg for grading A, B, C or D and 10Kg for grading E, F or G may be taken as
test specimen and placed in the cylinder.
3.
The abrasive charge is also chosen in accordance and placed in the cylinder of the machine, and
cover is fixed to make dust tight.
4.
The machine is rotated at a speed of 30 to 33 revolutions per minute.
5.
The machine is rotated for 500 revolutions for gradings A, B, C and D, for gradings E, F and G, it
shall be rotated for 1000 revolutions.
6.
After the desired number of revolutions the machine is stopped and the material is discharged from
the machine taking care to take out entire stone dust.
7.
Using a sieve of size larger than 1.70mm IS sieve, the material is first separated into two parts and
the finer position is taken out and sieved further on a 1.7mm IS sieve.
8.
Let the orginal weight of aggregate be W1gm, weight of aggregate retained on 1.70mm IS sieve
after the test be W2gm
Observation and Calculation
Sl.no
Details of Sample
1
Weight of sample = W1g
2
Weight of sample after abrastion test, coarser
than 1.70mm IS sieve =W2g
3
Percentage wear = ((W1 – W2)/W1)*100
DEPARTMENT OF CIVIL ENGINEERING
Trial 1
Trial 2
Trial 3
Page32
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Los Angeles Abrasion Testing Machine
Result:
The average value of Los Angles Abrastion Test is ________________%
Viva voce:
1.
The abrasion value found from Los Angeles test for two aggregates A and B are 50% and 38%
respectively. Which aggregate is harder? Why? For what types of constructions are these suitable?
2.
Why Los Angeles abrasion test is considered superior to the other form of tests which are used to
determine the hardness of aggregates?
3.
Two materials have abrasion values 3 and 10 respectively. Which one is harder and why?
DEPARTMENT OF CIVIL ENGINEERING
Page33
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
WATER ABSORPTION TEST ON COARSE AGGREGATE
Exp No:
Date:
Aim:
To determine the water absorption of given coarse aggregate
Apparatus required:
Container, Balance, Electric Oven
Procedure.
1)
The coarse aggregate passing through IS 10mm sieve is taken about 200g.
2)
They are dried in an oven at a temperature of 110o ±5oC for 24 hours.
3)
The coarse aggregate is cooled to room temperature.
4)
Its weight is taken as (W1g)
5)
The dried coarse aggregate is immersed in clean water at a temperature 27o ±2oC for 24 hours.
6)
The coarse aggregate is removed from water and wiped out of traces of water with a cloth
7)
Within three miniutes from the removal of water, the weight of coarse aggregate W2 is found out
8)
The above procedure is repeated for various samples.
Observation and Calculation
Sample No.
Weight of oven dired
specimen (W1) g
Weight of
saturated specimen
(W2) g
Weight of dry sample of coarse aggregate
Weight of saturated specimen
Weight of water absorbed
Percentage of water absorption =
Weight of water
absorbed
W3=(W2-W1) g
% of water
absorption
=(W3/W1) x 100
W1 =
W2 =
W = W2 – W1 =
(W2 – W1)
--------------- x 100 =
W1
Result:
Water absorption of the coarse aggregate is ____________
Viva voce:
1.
How does the Water absorption of the coarse aggregate affects the mix design of concrete?
DEPARTMENT OF CIVIL ENGINEERING
Page34
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
FLASH AND FIRE POINT TEST
Exp No:
Date:
Aim:
To determine the flash and fire point of a given bituminous material.
Apparatus required:
Pensky-martens closed cup tester, thermometer, heating source, flame exposure.
Procedure:
1.
All parts of the cup are cleaned and dried thoroughly before the test is started.
2.
The material is filled in the cup upto a mark. The lid is placed to close the cup in a closed system.
All accessories including thermometer of the specified range are suitably fixed.
3.
The bitumen sample is then heated. The test flame is lit and adjusted in such a way that the size of
a bed is of 4mm diameter. The heating of sample is done at a rate of 5o to 6oC per minute. During
heating the sample the stirring is done at a rate of approximately 60 revolutions per minute.
4.
The test flame is applied at intervals depending upon the expected flash and fire points and
corresponding temperatures at which the material shows the sign of flash and fire are noted.
Observation and Calculation:
Test
Trials
1
2
Mean value
3
Flash Point
Fire Point
Result:
DEPARTMENT OF CIVIL ENGINEERING
Page35
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
The temperature at which the flame application that causes a bright flash ________°C and
temperature at which the sample catches fire _____°C.
Viva Voce:
1.
Define flash and fire points.
2.
What is the significance of flash and fire point test?
3.
What are the parameter that affects the result of flash and fire point tests?
SPECIFIC GRAVITY TEST FOR BITUMEN
Exp No:
Date:
Aim:
To determine the specific gravity of given Bituminous material.
Apparatus required:
Specific gravity bottle, balance and distilled water.
Procedure:
1.
The clean, dried specific gravity bottle is weighed let that be W1gm
2.
Than it is filled with freah distilled water and then kept in water bath for at least half an hour at
temperature 27oC±0.1oC.
3.
The bottle is then removed and cleaned from outside. The specific gravity bottle containing
distilled water is now weighed. Let this be W2gm.
4.
Then the specific gravity bottle is emptied and cleaned. The bituminious material is heated to a
pouring temperature and the material is poured half the bottle, by taking care to prevent entry of air
bubbles. Then it is weighed. Let this be W3gm.
5.
The remaining space in specific gravity bottle is filled with distilled water at 27oC and is weighed.
Let this be W4gm. Then specific gravity of bituminous material is given by formula.
(W3 – W1)
= ------------------------------(W2 – W1) – (W4 – W3)
Result:
The specific gravity of given bituminous binder is ________________
Viva Voce:
1.
Define specific gravity.
2.
What is the use of finding specific gravity?
3.
What are the factors affecting specific gravity test?
DEPARTMENT OF CIVIL ENGINEERING
Page36
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
DETERMINATION OF PENETRATION VALUE OF BITUMEN
Exp No:
Date:
Aim:
To determine the consistency of bituminous material
Apparatus required:
Penetration apparatus, thermometer, time measuring device, transfer dish, water bath, needle,
container.
Procedure.
1.
Soften the material to a pouring consistency at a temperature not more than 60oC for tars and 90oC
for bitumen above the approximate softening point and stir it thoroughly until it is homogenous and
is free from air bubbles and water. Pour the melt into the container to a depth atleast 10mm in
excess of the expected penetration. Protect the sample from dust and allow it to cool in an
atmosphere at a temperature between 15o to 30oC for one hour. Then place it along with the
transfer dish in the water bath at 25.0o ±0.1oC and allow it to remain for 1 to 11/2 hour. The test is
carried out at 25.0o ±0.1oC, unless otherwise stated.
2.
Fill the transfer dish water from the water bath to depth sufficient to cover the container completely.
Place the sample in it and put it upon the stand of the penetration apparatus.
3.
Clean the needle with benzene, dry it and load with weight. The total moving load required is
100±0.25gms, including the weight of the needle, carrier and super-imposed weights.
4.
Adjust the needle to make contact with the surface of the sample. This may be done by placing the
needle point with its image reflected by the surface of the bituminous material.
5.
Make the pointer of the dial to read zero or note the initial dial reading
6.
Release the needle for exactly five seconds
7.
Adjust the penetration machine to measure the distance penetrated.
8.
Make at least 3 reading at points on the surface of the sample not less than 10mm apart and not less
than 10mm from the side of the dish. After each test return the sample and transfer dish to the water
bath and wash the needle clean with benzene and dry it. In case of material of penetration greater
than 225 three determinations on each of the two identical tests specimens using a separate needle
for each determination should be made, leaving the needle in the sample onj completion of each
determinations to avoid disturbance of the specimen.
PENETRATION TEST CONCEPT
DEPARTMENT OF CIVIL ENGINEERING
Page37
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
PENETRATION TEST APPARATUS
Result:
The Penetration value of given bitumin is ________________
Viva Voce:
1.
What are the applications of penetration test?
2.
What do you understand by the term 30/40 bitumen?
3.
What are the precautions to be taken while conducting a penetration test?
DEPARTMENT OF CIVIL ENGINEERING
Page38
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
DETERMINATION OF SOFTENING POINT OF BITUMINOUS MATERIAL
Exp No:
Date:
Aim:
To determine the softening point of bitumen
Apparatus required:
Ring and Ball apparatus, Water bath with stirrer, Thermometer, Glycerin, etc. Steel balls each of
9.5mm and weight of 2.5±0.08gm.
Procedure.
1.
Heat the material to a temperature between 75o – 100oC above its softening point, stir until, it is
completely fluid and free from air bubbles and water. If necessary filter it through IS sieve 30.
Place the rings, previously heated to a temperature approximating to that of the molten material. On
a metal plate which has been coated with a mixture of equal parts of glycerin and dextrin. After
cooling for 30 minutes in air, level the material in the ring by removing the excess with a warmed,
sharp knife.
2.
Assemble the apparatus with the rings, thermometer and ball guides in position.
3.
Fill the bath with distilled water to a height of 50mm above the upper surface of the rings. The
starting temperature should be 5oC
4.
Apply heat to the bath and stir the liquid so that the temperature rises at a uniform rate of 5±0.5oC
per minute
5.
Note down the temperature when any of the steel ball with bituminous coating touches the bottom
plate.
DEPARTMENT OF CIVIL ENGINEERING
Page39
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Record and Observation:
1
2
3
Temperature when the
ball touches bottom, oC
Average
Softening point of
bitumen
Result:
The Softening value of given bitumen is ________________
Viva Voce:
1.
What are the factors which affect the ring and ball test results?
2.
What is softening point? If material A has softening point of 56 and B has 42 which binder is good
and why?
DEPARTMENT OF CIVIL ENGINEERING
Page40
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
DETERMINATION OF DUCTILITY OF THE BITUMEN
Exp No:
Aim:
1.
2.
Date:
To measure the ductility of a given sample of bitumen
To determine the suitability of bitumen for its use in road construction
Apparatus required:
Briquette mould, (length – 75mm, distance between clips – 30mm, width at mouth of clips – 20mm,
cross section at minimum width – 10mm x 10mm), Ductility machine with water bath and a pulling
device at a precaliberated rate, a putty knife, thermometer.
Procedure
1.
Melt the bituminous test material completely at a temperature of 75oC to 100oC above the
approximate softening point until it becomes thoroughly fluid
2.
Strain the fluid through IS sieve 30.
3.
After stirring the fluid, pour it in the mould assembly and place it on a brass plate
4.
In order to prevent the material under test from sticking, coat the surface of the plate and interior
surface of the sides of the mould with mercury or by a mixture of equal parts of glycerin and
dextrin
5.
After about 30 – 40 minutes, keep the plate assembly along with the sample in a water bath.
Maintain the temperature of the water bath at 27oC for half an hour.
6.
Remove the sample and mould assembly from the water bath and trim the specimen by leveling the
surface using a hot knife.
7.
Replace the mould assembly in water bath maintained at 27oC for 80 to 90 minutes
8.
Remove the sides of the moulds
9.
Hook the clips carefully on the machine without causing any initial strain
10.
Adjust the pointer to read zero
11.
Start the machine and pull two clips horizontally at a speed of 50mm per minute
12.
Note the distance at which the bitumen thread of specimen breaks.
13.
Record the observations in the proforma and compute the ductility value report the mean of two
observations, rounded to nearest whole number as the „Ductility Value‟
DEPARTMENT OF CIVIL ENGINEERING
Page41
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Record and observations:
I.
Bitumen grade
=
II.
Pouring temperature oC
=
III.
Test temperature oC
=
IV.
Periods of cooling, minutes
=
a) In air
b) In water bath before trimming
c) In water bath after trimming =
=
=
1
2
3
a) Initial reading
b) Final reading
c) Ductility = b-a (cm)
Ductility Value
Result:
The Ductility value of given bitumin is ________________
Viva Voce:
1.
List the factors that affect the result of a ductility test.
2.
What do you understand by the term repeatability and reproducibility?
3.
Explain the significance of ductility test.
DEPARTMENT OF CIVIL ENGINEERING
Page42
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
DETERMINATION OF VISCOSITY OF BITUMINOUS MATERIAL
Exp No:
Date:
Aim:
To determine the viscosity of bituminous binder.
Apparatus required:
A orifice viscometer (one of 4.0mm diameter used to test cut back grades 0 and 1 and 10mm orifice
to test all other grades), water bath, stirrer and thermometer.
Procedure.
1.
Adjust the tar viscometer so that the top of the tar cup is leveled. Select the test temperature. Heat
the water in water bath to the temperature specified for the test and maintains it within ±0.1oC of
the specified temperature throughout the duration of test. Rotate the stirrer gently at frequent
intervals or perfectly continuously
2.
Clean the tar cup orifice of the viscometer with a suitable solvent and dry thoroughly
3.
Warm and stir the material under examination to 20oC above the temperature specified for test and
cool, while continuing the stirring.
4.
When the temperature falls slightly above the specified temperature, pour the tar into the cup until
the leveling peg on the valve rod is just immersed when the latter is vertical.
5.
Pour into the graduated receiver 20ml of mineral oil, or one percent by weight solution of soft
soap, and place it under the orifice of the tar cup.
6.
Place the other thermometer in the tar and stir until the temperature is within ±0.1oC of the
specified temperature. When this temperature has been reached, suspend the thermometer coaxially
with the cup and with its bulb approximately at the geometric center of the tar.
7.
Allow the assembled apparatus to stand for five minutes during which period the thermometer
reading should remain within 0.05oC of the specified temperature. Remove the thermometer and
quickly remove any excess of tar so that the final level is on the central line of the leveling peg
when the valve is in vertical position.
8.
Lift the valve and suspend it on valve support
9.
Start the stop watch when the reading in the cylinder is 25ml and stop it when it is 75ml. note the
time in seconds
10.
Report the viscosity as the time taken in seconds by 50ml of tar to flow out at the temperature
specified for the test.
Record and Observation:
DEPARTMENT OF CIVIL ENGINEERING
Page43
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Test 1
Test temperature
Time taken to flow 50cc
Of the binder
Viscosity
Test 2
=
=
= sec
Result:
The Viscosity value of given bitumen is ________________
Viva Voce:
1.
Explain the term viscosity.
2.
What are the uses of viscosity test?
3.
What are the precautions to be taken during viscosity test using orifice viscometer?
DETERMINATION OF BITUMEN CONTENT BY CENTRIFUGE EXTRACTOR
Exp No:
Date:
Aim:
To determine quantity of bitumen in hot-mix paving mixtures and pavement samples
Apparatus required:
Procedure:
1.
Weight a 1000g sample of asphalt mix.
2.
With the fork break the sample down to small pieces and heat the sample to about 115oC.
3.
Place the sample in the bowl and weight it.
4.
Cover the sample in the bowl with benzene or trichloroethane and allow it to soak for one hour.
5.
Weight filter ring. Place it around the edge of the bowl and clamp a lid on the bowl.
6.
Place a beaker under the outlet.
7.
Place the bowl in a centrifuge and rotate it gradually to increase the speed upto 3600rpm. Rotate
until the solvent ceases to flow from the outlet.
8.
Stop the centrifuge, add 200ml of trichoroethane or benzene and rotate it again.
9.
Repeat the procedure until the extract is no longer cloudy and if fairly light in color.
10.
Remove the filter from the bowl and dry in air.
11.
Brush the loose particles from the filter into the bowl.
12.
Dry the filter to constant weight in a oven at 98oC to 105oC
13.
Dry the contents of the bowl on a steam bath and then to constant in an oven at 980C to 105oC
14.
Obtain the weight of the filter and bowl with dry aggregates.
Record and Observation:
Before Test
Weight of bowl + sample (W1)g
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Weight of bowl (W2)g
Weight of filter (W3)g
After Test
Weight of bowl + sample (W4) g
Weight of filter (W5) g
Weight of sample (W1-W2) g
Weight of aggregate in bowl (W4-W2)
Result:
The percentage of the bitumen in the given sample is ________________
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-507 GEOTECHNICAL ENGINEERING LAB
Internal Marks: 30
External Marks: 20
Total Marks: 50
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
LTP
002
Determination of in-situ density by core cutter method and Sand replacement method.
Determination of Liquid Limit & Plastic Limit.
Determination of specific gravity of soil solids by pyconometer method.
Grain size analysis of sand and determination of uniformity coefficient (Cu) and
coefficientof curvature (Cc).
Compaction test of soil.
Determination of Relative Density of soil.
Determination of permeability by Constant Head Method.
Determination of permeability by Variable Head method.
Unconfined Compression Test for fine grained soil.
Direct Shear Test
Triaxial Test
Swell Pressure Test
BOOKS RECOMMENDED:Soil Testing Engineering, Manual ByShamsherPrakash and P.K. Jain. Nem Chand & Brothers
DEPARTMENT OF CIVIL ENGINEERING
Page46
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
LAB MANUAL
BTCE-507 GEOTECHNICAL ENGINEERING LAB
EXPERIMENT NO. 1 SOIL MOISTURE CONTENT
Object
Determination of moisture content (water content) of soil.
Apparatus
Drying oven, Non-corrodible metal cans with lids, Balance (0.001 g accuracy for fine-grained soils),
Spatula, Gloves, Tongs.
Procedure
1. Record the number of can and lid. Clean, dry, and record their weight.
2. Using a spatula, place about 15-30 g of moist soil in the can. Secure the lid, weigh and record.
3. Maintain the temperature of the oven at 110 ± 5°C. Open the lid, and place the can in the oven. Leave it
overnight.
4. After drying, remove the can carefully from the oven using gloves or tongs. Allow it to cool to room
temperature.
5. Weigh the dry soil in the can along with lid.
6. For each soil, perform at least 3 sets of the test.
Observations and Calculations
Tabulate observations and results of the tests as shown.
Test No.
1
2
3
4
Can No.
Mass of can with lid,
Mass of can with lid + wet soil,
Mass of can with lid + dry soil,
Mass of water,
Mass of dry soil,
Moisture content,
Result
Average moisture content, w (%) =
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
EXPERIMENT NO. 2
SOIL SPECIFIC GRAVITY
Object
Determination of the specific gravity of soil particles finer than 2 mm.
Apparatus
Small pycnometer (density bottle of 50 ml capacity), Balance (accuracy 0.001 g), Funnel, Spoon, Distilled
and deaired water, Vacuum pump, Thermometer.
Procedure
1. Wash, dry and weigh the pycnometer.
2. Place about 10 g of dry soil sample in the pycnometer. Weigh the bottle with the soil.
3. Add sufficient deaired water to cover the soil, and connect the bottle to a vacuum pump to remove all
entrapped air.
4. Disconnect the pump and fill the bottle with water up to the calibration mark.
5. Clean the exterior surface of the bottle pycnometer with dry cloth, and weigh the bottle with contents.
6. Empty the bottle and clean it. Fill it with distilled water up to the mark and record its weight.
7. Conduct the test for 3 times.
Observations and Calculations: Test temperature (°C) =
Test No.
Pycnometer / Density bottle No.
1
2
3
Mass of pycnometer, W1 (g)
Mass of pycnometer + dry soil, W2 (g)
Mass of pycnometer + soil + water, W3 (g)
Mass of pycnometer + water, W4 (g)
Specific gravity of soil,
Result
Average specific gravity of soil grains =
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 3
Soil Particle Size Distribution (Sieve Analysis)
Object
Determination of quantitative size distribution of particles of soil down to fine-grained fraction.
Apparatus
Set of sieves (4.75 mm, 2.8 mm, 2 mm, 1 mm, 600 micron, 425 micron, 300 micron, 150 micron, 75
micron), Balance (0.1 g accuracy), Drying oven, Rubber pestle, Cleaning brush, Mechanical shaker.
Procedure
1. Take a suitable quantity of oven-dried soil. The mass of soil sample required for each test depends on the
maximum size of material.
2. Clean the sieves to be used, and record the weight of each sieve and the bottom pan.
3. Arrange the sieves to have the largest mesh size at the top of the stack. Pour carefully the soil sample into
the top sieve and place the lid over it.
4. Place the sieve stack on the mechanical shaker, screw down the lid, and vibrate the soil sample for 10
minutes.
5. Remove the stack and re-weigh each sieve and the bottom pan with the soil sample fraction retained on it.
Observations and Calculations
Initial mass of soil sample taken for analysis (kg) =
Sieve size
(mm)
4.75 mm
2.8 mm
2 mm
1 mm
600 micron
425 micron
300 micron
150 micron
75 micron
Pan
Mass of sieve
(g)
Mass of sieve
Soil retained
+ soil
(g)
DEPARTMENT OF CIVIL ENGINEERING
(g)
Percent
retained
(%)
Cumulative
Percent finer
percent
retained
(%)
(%)
Page49
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
1. Obtain the mass of soil retained on each sieve. The sum of the retained masses should be approximately
equal to the initial mass of the soil sample.
2. Calculate the percent retained on each sieve by dividing the mass retained on the sieve with the total
initial mass of the soil.
3. Calculate the cumulative percent retained by adding percent retained on each sieve as a cumulative
procedure.
4. Calculate the percent finer by subtracting the cumulative percent retained from 100 percent.
5. Make a grain size distribution curve by plotting sieve size on log scale and percent finer on ordinary
scale.
6. Read off the sizes corresponding to 60%, 30% and 10% finer. Calculate the uniformity coefficient (Cu)
and the curvature coefficient (Cc) for the soil.
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 4
Soil Particle Size Distribution (Hydrometer Analysis)
Object
Determination of the quantitative size distribution of particles of soil fraction finer than 75 micron.
Apparatus
Hydrometer (calibrated at 27°C, range of 0.995 to 1.030 g/cc), Two 1000 ml graduated glass cylinders,
Dispersing agent solution containing sodium hexametaphosphate, Evaporating dish, Thermometer, Stopwatch, Mechanical stirrer.
Procedure
1. Take 50 g of dry soil in an evaporating dish, add 100 ml of dispersing agent, and prepare a suspension.
2. Transfer the suspension into the cup of a mechanical stirrer, add more distilled water, and operate the
stirrer for three minutes.
3. Wash the soil slurry into a cylinder, and add distilled water to bring up the level to the 1000 ml mark.
4. Cover the open end of the cylinder with a stopper and hold it securely with the palm of the hand. Then
turn the cylinder upside down and back upright repeatedly for one minute.
5. Place the cylinder down and remove the stopper. Insert a hydrometer and start a stop-watch
simultaneously. To minimize bobbing of the hydrometer, it should be released close to the reading depth.
This requires some amount of rehearsal and practice.
6. Take hydrometer readings on the upper rim of the meniscus formed by the suspension and the
hydrometer stem after time intervals of periods of 0.5, 1, 2 and 4 minutes, .
7. After the 4 minutes reading, remove the hydrometer slowly, and float it in a second cylinder containing
100 ml dispersing agent and distilled water up to 1000 ml mark.
8. Take further readings after elapsed time periods of 8, 15 and 30 minutes, and also after 1, 2, 4, 8 and 24
hours. Insert the hydrometer only just before the reading and withdraw immediately after the reading.
9. Observe and keep recording the temperature of the soil suspension.
10. Shake the solution in the second cylinder thoroughly. Insert the hydrometer and note the meniscus
correction, which is the reading difference between the top of the meniscus and the level of the solution in
the cylinder when observed along the hydrometer stem.
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
11. The composite correction is the difference between the top meniscus reading and value of 1.000
corresponding to the usual hydrometer calibration temperature of 27°C. This may be positive or negative.
12. Calibrate the hydrometer to establish a relation between any reading and its corresponding effective
depth, and obtain a calibration plot. The effective depth is the distance from the surface of the soil
suspension to the level at which the density of the suspension is being measured.
Observations and Calculations
Mass of dry soil taken (passing 75 micron ) W (g) =
Specific gravity of soil grains, Gs =
Meniscus correction, Cm =
Actual
Elapsed hydrotime, t meter
(min) reading,
Rh
Corrected
Compo- hydroTemp.,
Effective
site
meter
T
depth,
correct- reading,
h (cm)
(°C)
ion, C Rc1 =
Rh+Cm
DEPARTMENT OF CIVIL ENGINEERING
%
Finer
Viscosity,
Particle Rc2 =
Factor
Factor w.r.t
size,
Rh C
M
N
mass
2
D (mm)
(g sec/cm )
taken,
F
Page52
%
Finer
w.r.t.
total
mass
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Calculation of Particle Size
1. Enter hydrometer readings. Add meniscus correction and obtain corrected hydrometer readings Rc1.
2. From calibration plot, obtain effective depth h corresponding to Rc1.
3. Calculate value of
4. Obtain viscosity value
corresponding to temperature T. Calculate factor
5. Calculate particle size D by multiplying M and
Calculation of Percentage Finer
1. Add the composite correction C to the hydrometer reading to get another corrected hydrometer
reading Rc2.
2. Calculate factor
3. Calculate percentage finer F by multiplying Rc2 and N.
4. Calculate percentage finer with respect to total mass of soil taken for sieve analysis and hydrometer
analysis.
Total percent finer = F x fine-grained percent in the total soil mass.
Present results by plotting particle size vs. percent finer on a semi-logarithmic sheet.
DEPARTMENT OF CIVIL ENGINEERING
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Experiment No. 5
Soil Atterberg Limits
Object
Determination of the liquid and plastic limits of a soil.
Apparatus
Liquid limit device and grooving tools, Metal rod of 3 mm diameter, Apparatus for moisture content
determination, Porcelain evaporating dish, Spatula, Wash bottle filled with distilled water, Measuring
cylinder, Glass plate.
Procedure for Liquid Limit
1. Take about 150 gm of dry soil passing 425 micron sieve, and mix it with distilled water in a porcelain
dish to form a uniform paste.
2. Place a portion of the paste in the cup of liquid limit device with a spatula, press the soil down to remove
air pockets, spread it to a maximum depth of 10 mm, and form an approximately horizontal surface.
3. By holding a grooving tool perpendicular to the cup, carefully cut through the sample from back to front,
and form a clean straight groove in the centre by dividing into two halves.
4. Turn the crank handle of the device at a steady rate of two revolutions per second. Continue turning until
the two halves of the groove is closed along a distance of 13 mm. Record the number of blows to reach this
condition.
5. Take about 15 gm of the soil from the joined portion of the groove to a moisture can for determining
water content.
6. Transfer the remaining soil from the cup into the porcelain dish. Clean and dry the cup and the grooving
tool.
7. Repeat steps 2 to 6, and obtain at least four sets of readings evenly spaced out in the range of 10 to 40
blows.
Procedure for Plastic Limit
1. Use the remaining soil from the porcelain dish.
2. Take about 10 gm of the soil mass in the hand, form a ball, and roll it between the palm or the fingers and
the glass plate using complete motion of the hand forward and reverse.
3. Apply only sufficient pressure to make a soil thread, and continue rolling until a thread of 3 mm diameter
is formed. Comparison can be made with the metal rod.
4. If the diameter becomes less than 3 mm without cracking, turn the soil into a ball again, and re-roll.
Repeat this remoulding and rolling process until the thread starts just crumbling at a diameter of 3 mm.
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
5. Gather the pieces of crumbled thread and place them in a moisture can for determining water content.
6. Repeat steps 2 to 5 at least two more times with fresh samples of 10 gm each.
Observations and Calculations
Determination of Liquid Limit
Test No.
No. of blows
Can No.
Mass of can (g)
Mass of can + wet.soil, (g)
Mass of can + dry soil, (g)
Mass of water (g)
Mass of dry soil (g)
Water content (%)
1
2
3
4
5
Calculate the water contents, and plot the number of blows (on log scale) versus the water content (on
ordinary scale). Draw the best-fit straight line through the points.
Liquid Limit = Water content corresponding to 25 blows
Determination of Plastic Limit
Test No.
1
2
3
4
5
Can No.
Mass of can (g)
Mass of can + wet soil, (g)
Mass of can + dry soil, (g)
Mass of water (g)
Mass of dry soil (g)
Water content (%)
Plastic Limit = Average of the computed water contents
DEPARTMENT OF CIVIL ENGINEERING
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Experiment No. 6
Soil Permeability
Object
Determination of the coefficient of permeability of a soil using constant head apparatus or variable head
apparatus.
Apparatus
Permeametermould and accessories, Circular filter papers, Compaction device, Constant head reservoir,
Graduated glass standpipes along with support frame and clamps, Measuring flask, Stop-watch.
Procedure for Constant Head Test
1. Take 2.5 kg of dry soil and prepare it to obtain desired water content.
2. Apply little grease on to the interior sides of the permeametermould.
3. Keep a solid metal plate in the groove of the compaction base plate. Assemble the base plate, mould and
collar. Compact the soil into the mould.
4. Remove the collar and base plate, and replace the solid metal plate with a porous stone covered with filter
paper.
5. Trim off excess soil from the top of the mould and place another porous stone with filter paper on it.
Attach the top cap of the permeameter.
6. Connect a constant head reservoir to the bottom outlet of the mould. Open the air vent of the top cap, and
allow water to flow in and upwards till the soil gets saturated.
7. Disconnect the reservoir from the bottom outlet and connect it to the top inlet. Close the air vent and
allow water to establish a steady flow.
8. Collect the water in a measuring flask for a convenient time interval. For similar time intervals, measure
the flow quantity for at least three times.
9. After the test, measure the temperature of the water.
Procedure for Variable Head Test
1. Follow the same steps 1 to 6 as for the constant head test.
2. Disconnect the reservoir from the bottom outlet and connect a selected standpipe to the top inlet.
3. Fill the standpipe with water, close the air vent and allow water to flow .
4. Open the bottom outlet and record the time interval required for the water surface in the standpipe to fall
between two levels as measured from the centre of the outlet.
5. Measure time intervals for similar drops in head at least three times after re-filling the standpipe.
DEPARTMENT OF CIVIL ENGINEERING
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6. At the end of the test, measure the temperature of the water.
Observations and Calculations
Constant Head Flow
Diameter of sample, D (cm) =
Length of sample, L (cm) =
Area of sample, A (cm2) =
Volume of sample, V (cm3) =
Initial mass of sample, W (g) =
initial water content, w (%) =
Moulding density (g/cm3) =
Head loss, h (cm) =
Hydraulic gradient, i = h / L =
Temperature of water, T (°C) =
Test No.
1
2
3
Time interval, t (sec)
Quantity of flow, Q (cm3)
Coefficient of permeability (cm/sec),
Correction factor due to temperature,
where
is viscosity of water.
Permeability at 27°C = Average of the computed values x CT
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Variable Head Flow
Diameter of standpipe, d (cm) =
Cross-sectional area of standpipe, a (cm2) =
Test No.
1
2
Initial head, h1 (cm)
Final head , h2 (cm)
Time interval in seconds, ( t2 - t1)
Coefficient of permeability (cm/sec),
Permeability at 27°C = Average of the computed values x CT
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 7
Soil Compaction
Object
Determination of the dry density - moisture content relationship of a soil.
Apparatus
Cylindrical moulds and accessories, Rammer, Sample extruder, Balance (1 g accuracy), 4.75 mm IS
sieve, Mixing tray, Trowel, Graduated cylinder, Straight edge knife, Apparatus for moisture content
determination.
Procedure
1. Obtain a sufficient quantity of air-dried soil and pulverize it. Take about 3 kg of soil passing through 4.75
mm sieve in a mixing tray.
2. Weigh the mould with base plate and apply grease lightly on the interior surfaces. Fit the collar and place
the mould on a solid base.
3. Add water to the soil to bring its moisture content to about 8% and then mix it thoroughly using the
trowel until the soil gets a uniform colour.
4. For light compaction, compact the moist soil in three equal layers using a rammer of mass 2.6 kg and
having free fall of 31 cm. Distribute the blows evenly, and apply 25 blows in each layer. Ensure that the last
compacted layer extends above the collar joint. Alternatively for heavy compaction, compact the soil with
25 blows per layer, in five equal layers with a rammer of mass 4.9 kg and 45 cm free fall.
5. Rotate the collar so as to remove it, trim off the compacted soil flush with the top of the mould, and
weigh the mould with soil and base plate.
6. Extrude the soil from the mould and collect soil samples from the top, middle and bottom parts for water
content determination. Place the soil back in the tray, add 2% more water based on the original soil mass,
and re-mix as in step 3. Repeat steps 4 and 5 until a peak value of compacted soil mass is reached followed
by a few samples of lesser compacted soil masses.
Observations and Calculations
Diameter of mould, d (cm) =
Height of mould, h (cm) =
Volume of mould, V (cm3) =
Mass of mould, W (g) =
Wt. of rammer (kg) =
No. of layers =
No.of blows/layer =
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Test No.
Mass of mould + compacted soil (g)
1
2
3
4
5
6
Mass of compacted soil, Wt (g)
Bulk density,
Average water content, w (%)
Dry density,
(g/cc )
Dry density at 100% saturation(g/cc )
1. Calculate the bulk density of each compacted soil specimen.
2. Calculate the average moisture content of the compacted specimen and then its dry density.
3. Plot the dry densities obtained as ordinates against the corresponding moisture contents as abscissa, draw
a smooth compaction curve passing through them, and obtain the values of maximum dry density (MDD)
and optimum moisture content (OMC).
4. On the same graph, plot a curve corresponding to 100% saturation, calculated from
where S = degree of saturation, Gs = specific gravity of solids,
w = unit weight of water.
Results
MDD (g/cc ) =
OMC (%) =
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 8
Soil In-Situ Density
Object
Determination of the in-situ density of soils by core cutter method or sand replacement method.
Core Cutter Method
Apparatus
Cylindrical core cutter, Dolley, Rammer, Balance (1 g accuracy), Spade, Straight edge knife, Sample
extruder, Apparatus for moisture content determination.
Procedure
1. Measure the internal dimensions of the core cutter and weigh it.
2. Clean and level the site surface where the field density is to be determined.
3. Place the dolley on the cutter and press both into the soil using the rammer until only about 15 mm of the
dolley protrudes above the surrounding soil surface.
4. Remove the soil around the cutter with the spade, lift up the cutter, and trim carefully the top and bottom
surfaces of the soil sample.
5. Clean the outside surface of the cutter and weigh it with the soil.
6. Remove the soil core from the cutter and take three representative samples in moisture cans for water
content determination.
Sand Replacement Method
For hard and gravelly soils, the core-cutter method is not suitable. In its place, sand replacement method can
be used, and it involves making a hole in the ground, weighing the excavated soil and determining the
volume of the hole.
Apparatus
Sand pouring cylinder, Calibrating cylinder, Clean and dry sand, Metal tray with a central circular
hole, Balance (1 g accuracy), Glass plate, Trowel, Scraper tool, Apparatus for moisture content
determination.
Procedure
1. An inverted cone forms the base of the sand pouring cylinder, and a shutter at the cone tip controls the
release of sand through a uniform free fall.
2. First determine the bulk density of the sand to be used in the field. For this, measure the internal
dimensions of the calibrating cylinder so as to obtain its volume. Fill the pouring cylinder with sand and
weigh. Place it concentrically on top of the calibrating cylinder, and allow sand to run out and fill both the
calibrating cylinder and the inverted conical portion.
3. To obtain only the mass of sand filling up the conical portion, lift the pouring cylinder and then weigh
with remaining sand. Place it on a glass plate, and allow sand to run out. Weigh again the pouring cylinder
with left over sand.
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
4. Calculate the mass of sand that fills up the calibrating cylinder, and from its known volume, work out the
bulk density of the sand for the allowed free fall.
5. Clean and level the site surface, and place the square tray with a central hole. Excavate a hole of diameter
equal to that of the tray hole and depth equal to about 15 cm. Collect the excavated soil in the tray, weigh
and then take representative samples for water content determination.
6. Fill the pouring cylinder with the same sand, place it concentrically over the hole, open the shutter and
allow sand to fill up the hole.
7. When there is no further movement of sand, close the shutter, remove the cylinder and weigh it with the
remaining sand.
Core Cutter Method - Observations and Calculations
Internal diameter of core cutter (cm) =
Height of cutter
(cm) =
Volume of cutter, V
(cm3) =
Field Test No.
Mass of core cutter (g), W1
1
2
3
4
Mass of cutter + soil (g), W2
Mass of moist soil (g), (W2- W1)
Average water content, w (%)
Field bulk density (g/cm3),
Field dry density (g/cm3),
In-situ dry density = Average of the computed values
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Sand Replacement Method - Observations and Calculations
Volume of calibrating cylinder (cm3), V1 =
Mass of sand for filling the calibrating cylinder and cone (g), W1 =
Mass of sand for filling only the cone (g), W2 =
Mass of sand in the calibrating cylinder (g), W3 = W1 - W2
Bulk density of sand (g/cm3),
Field Test No.
Mass of pouring cylinder + sand before pouring in hole (g), W4
1
2
3
Mass of pouring cylinder + sand after pouring in hole (g), W5
Mass of sand used in the hole (g), W6 = W4 - W5 - W2
Volume of excavated hole (cm3),
Mass of excavated soil (g), W7
Average water content, w (%)
Field bulk density (g/cm3),
Field dry density (g/cm3),
In-situ dry density = Average of the computed values
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 9
Soil Direct Shear Test
Object
Determination of shear strength parameters of a silty or sandy soil at known density and moisture content.
Apparatus
Shear box with clamping screws, Box container, Porous stones, Grid plates (serrated and perforated),
Tamper, Balance, Loading frame, Proving ring, Deformation dial gauges, Apparatus for moisture content
determination.
Procedure
1. Measure shear box dimensions, set up the box by fixing its upper part to the lower part
with clamping screws, and then place a porous stone at the base.
2. For undrained tests, place a serrated grid plate on the porous stone with the serrations at right angle to the
direction of shear. For drained tests, use a perforated grid over the porous stone.
3. Weigh an initial amount of soil in a pan. Place the soil into the shear box in three layers and for each
layer apply a controlled amount of tamping with a tamper. Place the upper grid plate, porous stone and
loading pad in sequence on the soil specimen. Weigh the pan again and compute the mass of soil used.
4. Place the box inside its container and mount it on the loading frame. Bring the upper half of the box in
contact with the horizontal proving ring assembly. Fill the container with water if soil is to be saturated.
5. Complete the assembly, remove the clamping screws from the box, and initialize the horizontal
displacement gauge, vertical displacement gauge and proving ring gauge to zero.
6. Set the vertical normal stress to a predetermined value. For drained tests, allow the soil to consolidate
fully under this normal load. Avoid this step for undrained tests.
7. Start the motor with a selected speed and apply shear load at a constant rate of strain. Continue taking
readings of the gauges until the horizontal shear load peaks and then falls, or the horizontal displacement
reaches 20% of the specimen length.
8. Determine the moisture content of the specimen after the test. Repeat the test on identical specimens
under different normal stress values.
DEPARTMENT OF CIVIL ENGINEERING
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ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Observations and Calculations
Size of box
Area of box
Volume of box
(mm) =
(cm2) =
(cm3) =
Least count of displacement dial gauge (mm/div.) =
Proving ring constant (kg/div.) =
Soil Specimen No. =
Mass of soil
(kg) =
Density of soil
(kg/cm3) =
Normal stress applied (kg/cm2) =
Horizontal dial
reading
(Div)
Horizontal
displacement
(mm)
Shear strain
Load dial
reading
(Div)
Horizontal
shear force
(kg)
Shear
stress
(kg/cm2)
1. Calculate the density of the soil specimen from the mass of soil and the volume of the shear box.
2. Convert the dial readings to the appropriate displacement and load units by multiplying with respective
least counts.
3. Calculate shear strains by dividing horizontal displacements with the specimen length, and obtain shear
stresses by dividing horizontal shear forces with the shear area.
4. Plot the shear stress versus horizontal displacement. Read the maximum value of shear stress if failure
has occurred, otherwise read the shear stress at 20% shear strain.
5. Plot the maximum shear stress versus the corresponding normal stress for each test, draw the MohrCoulomb failure envelope, and determine the cohesion and the angle of shearing resistance of the soil.
Results
Cohesion (kg/cm2) =
Angle of shearing resistance (°) =
DEPARTMENT OF CIVIL ENGINEERING
Page65
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 10
Soil Unconfined Compressive Strength
Object
Determination of unconfined compressive strength of a clayey soil either in undisturbed or remoulded
condition.
Apparatus
Compression machine, Proving ring, Deformation dial gauge, Timer, Sampling tube, Specimen extruder,
Split mould, Specimen trimming tools, Vernier calipers, Balance, Apparatus for moisture content
determination.
Procedure
1. Prepare the test specimen, which may be either undisturbed, remoulded or compacted. Undisturbed
specimens can be carved from a large soil block, or obtained through a sampling tube from which the
specimen can be extruded to a split mould using a sample extruder.
2. Trim the two ends of the soil specimen, remove it from the mould, and measure the length, diameter and
weight.
3. Place the specimen on the bottom plate of the compression machine, and adjust the upper plate to make
contact with the specimen. Initialize the vertical displacement gauge and proving ring gauge to zero. Select
an axial strain rate between 0.5% to 2.0% per minute and apply compression load.
4. Record the load and displacement readings at every 20 to 50 divisions of displacement gauge, or at every
15 seconds.
5. Compress the specimen till the load peaks and then falls, or till the vertical deformation reaches 20% of
the specimen length.
6. Remove the specimen from the machine, and take soil samples for water content determination
Observations and Calculations
Least count of deformation dial gauge (mm/div.) =
Proving ring constant (kg/div.) =
Soil Specimen No. =
Type of specimen: Undisturbed/Remoulded
Initial length of specimen, L0
(mm) =
Initial diameter of specimen, D0 (mm) =
Initial area of specimen, A0
(cm2) =
DEPARTMENT OF CIVIL ENGINEERING
Page66
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Vertical deformation
Elapsed
time
(min)
(div.)
Vertical
strain
Corrected
area
(mm)
Compressive load
(div.)
(kg)
Compressive
stress
(kg/cm2)
(6)
(7)
(8) = (7)/(6)
2
(1)
(2)
(3)
(4)
(cm )
(5)
1. Convert the dial readings to the appropriate vertical deformation and compressive load units by
multiplying with respective least counts.
2. Calculate vertical strain, corrected cross-sectional area and then compressive stress.
3. Plot stress-strain curve, and show unconfined compressive strength qu as the peak stress or the stress at
20% strain.
4. Draw a Mohr circle using qu, and determine undrained shear strength su = undrained cohesion cu = qu/2
5. Compute the water content, w (%).
Results
Water content (%) =
Unconfined compressive strength (kg/cm2) =
Undrained shear strength
(kg/cm2) =
DEPARTMENT OF CIVIL ENGINEERING
Page67
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 11
Soil Triaxial Compression
Object
Determination of shear strength parameters of soils under triaxial loading conditions.
Apparatus
Triaxial cell, Compression machine, Cell pressure application system, Pore pressure measuring device,
Volume change measuring device, Proving ring, Deformation dial gauge, Split mould, Trimming knife,
Rubber membrane, Membrane stretcher, Rubber ‘O' rings, Balance, Apparatus for moisture content
determination.
Procedure
1. Prepare a test specimen of necessary diameter and length, and measure its weight. Place a rubber
membrane around the specimen using the membrane stretcher.
2. De-air the outlet line at the pedestal of the triaxial base, place on its top a saturated porous stone with a
filter paper disc, and then position the soil specimen with the membrane stretcher around it. Put a loading
cap on the specimen top, and seal the membrane on to the bottom pedestal and the top cap with ‘O' rings.
3. Assemble the triaxial cell with the loading ram initially clear of the top cap. Fill the cell with water, raise
the water pressure to the desired value, and maintain the pressure constant. Raise the platform of the
compression machine to bring the ram in contact with the seat on the top cap.
4. Set both the proving ring dial gauge and the deformation dial gauge to zero, select an axial strain rate,
and verify that the cell pressure remains constant.
5. For undrained shearing of saturated samples, either close the outlet valve at the base of the cell or connect
it to a pore pressure transducer. For drained shearing of saturated samples, connect the outlet to a burette for
volume change measurements.
6. Apply axial compression load and take readings of the proving ring at intervals of 0.20 mm vertical
deformation till the peak load has been passed, or till the strain reaches 20% of the specimen length. Record
also burette or pore pressure readings, as applicable.
7. Remove the axial load, drain the water from the cell, remove the specimen, make a sketch of the failure
pattern, and take soil samples for water content determination.
8. Repeat the test on identical soil specimens under different cell pressures.
Observations and Calculations
Least count of deformation dial gauge (mm/div.) =
Proving ring constant (kg/div.) =
Soil Specimen No. =
Confining cell pressure,
(kg/cm2) =
Initial diameter of specimen, D0 (mm) =
DEPARTMENT OF CIVIL ENGINEERING
Page68
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Initial length of specimen, L0 (mm) =
Initial area of specimen, A0 (cm2) =
Initial volume of specimen, V0 (cm3) =
Deformation dial
Pore
Vertical Burette
pressure
strain reading
change
reading
(div.)
(1)
(mm)
(2)
(cm3)
(3)
(4)
(kg/cm2)
(5)
DEPARTMENT OF CIVIL ENGINEERING
Proving ring dial
reading
(div.)
Corrected
Corrected
area for
area for
undrained
drained
test
test
(kg)
Deviatoric
stress
(kg/cm2)
2
(6)
(7)
(cm2)
(8)
(cm )
(9)
Page69
(10) = (7)/A
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
1. Convert the dial readings to the appropriate vertical deformation and compressive load units by
multiplying with respective least counts.
2. Calculate vertical strain, and compute corrected area as
as
for undrained tests, and
for drained tests. Determine the deviatoric stress.
3. Plot stress-strain curve, and obtain the peak stress or the stress at 20% strain.
4. Draw Mohr circles using effective principal stresses at failure for all tested specimens. From the MohrCoulomb failure envelope, determine the cohesion and the angle of shearing resistance of the soil.
5. Compute the water content, w (%).
Results
Water content (%) =
Cohesion (kg/cm2) =
Angle of shearing resistance (°)
DEPARTMENT OF CIVIL ENGINEERING
Page70
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Experiment No. 12
Soil Consolidation
Object
Determination of one-dimensional consolidation parameters of an undisturbed cohesive soil sample.
Apparatus
Consolidation cell, Ring, Porous stones, Loading frame and dial gauge, Water reservoir, Trimming
tools, Balance, Filter paper, Stop-watch, Apparatus for moisture content determination.
Procedure
1. Clean the consolidation ring and measure its inside diameter, height and weight.
2. Press the ring gently into the undisturbed soil sample until soil projects above the top of the ring, lift it up
with extreme care, and trim the soil surfaces flush both at the top and bottom of the ring. Remove any
excess soil sticking outside, and weigh the specimen with ring. Take samples from the remaining soil mass
for determination of initial water content.
3. Place soaked porous stones on the top and bottom surfaces of the soil specimen with filter paper discs in
between. Press lightly to ensure that the stones adhere to the specimen.
4. Assemble the specimen carefully into the consolidation cell, mount the cell on the loading frame, and set
the dial gauge. Connect the system to a water reservoir, and allow the water to flow into till the specimen is
completely covered and saturated.
5. Adjust and record initial dial gauge reading. Apply normal load to give a pressure intensity of 0.1
kg/cm2 on the soil specimen.
6. Note the dial gauge readings at elapsed times of 0, 0.25, 1, 2.25, 4, 6.25, 9, 12.25, 16, 20.25, 25, 36, 49,
64, 81, 100, 169, 256, 361, etc. up to 24 hrs.
7. Increase the normal load to double of the previous pressure intensity as in step 5, and take dial gauge
readings at the same elapsed time intervals as in step 6. Use a loading sequence of 0.1, 0.2, 0.4, 0.8, 1.6,
3.2 kg/cm2, etc.
8. On completion of the final loading stage, decrease the load to ¼ of the last load, allow it to remain for 24
hours, and then note the dial gauge reading. Reduce further the load in steps of one-fourth the previous load
and repeat the observations. If data for repeated loading is required, increase the load intensity and take dial
readings.
9. After recording the final time and dial reading, siphon water out of the consolidation cell, release the
load, quickly disassemble the cell, remove the ring, and blot the specimen surfaces dry with paper
10. Weigh the specimen with ring, and place in the oven for determination of final water content.
Observations and Calculations
DEPARTMENT OF CIVIL ENGINEERING
Page71
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Diameter of ring (mm) =
Area of ring (mm2), A =
Height of ring (mm), H =
Mass of ring (g) =
Specific gravity of solids, Gs =
Before Test
Mass of ring + wet soil (g) =
Initial moisture content (%), wi =
Initial height of specimen (mm), Hi =
After Test
Mass of ring + wet soil (g) =
Mass of dry soil (g), Ws =
Final moisture content (%), wf =
Height of solids (mm),
Total change in height (mm) =
Final height of specimen (mm), Hf =
After any stage
Height of specimen (mm), H =
Void ratio at increased pressure,
Degree of saturation (%),
Void ratio at initial pressure, e0 =
DEPARTMENT OF CIVIL ENGINEERING
Page72
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Table 1: Time - settlement data for different pressure intensities
Date
Start time
Pressure intensity(kg/cm2 )
p1
p2
p3
Dial gauge readings and compression
Elapsed
time (t)
Comp.
Comp.
Comp.
Reading
Reading
Reading
(min)
(mm)
(mm)
(mm)
0
0
0.25
0.5
1
1
2.25
1.5
4
2
6.25
2.5
9
3
12.25
3.5
16
4
20.25
4.5
25
5
36
6
49
7
64
8
81
9
100
10
169
13
256
16
361
19
DEPARTMENT OF CIVIL ENGINEERING
p4
Reading
Page73
Comp.
(mm)
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
Table 2: Calculation of e, av and mv
Change
Height of
in
Applied Final dial height
of
pressurep readings
sample
sample
(kg/cm2)
(mm)
(mm)
(mm)
(1)
0
0.1
0.2
0.4
0.8
1.6
3.2
6.4
(2)
(3)
Coefficient
of
compressibility
Void ratio
(4)
Coefficient of
volumecompressibility
1+e0
(cm2/kg)
2
(5)
(6)
(cm /kg)
(7)
(8)
(9)
1. Calculate the void ratio at the end of each pressure increment, and plot void ratio vs. pressure variation on
simple graph paper. Determine coefficient of compressibility and coefficient of volume compressibility for
each increment.
2. Plot void ratio vs. log pressure, and obtain compression index and preconsolidation stress (maximum past
pressure).
3. For each pressure intensity, plot compression vs.
, and determine t90 by square root of time fitting
method. Also construct a semilog plot of compression vs. time on log scale, and determine t50 by logarithm
of time fitting method.
4. Calculate values of coefficient of consolidation (cv) for each pressure intensity applied to the specimen.
From square root of time fitting method,
From logarithm of time fitting method,
DEPARTMENT OF CIVIL ENGINEERING
Page74
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-508 COMPUTER AIDED STRUCTURAL DRAWING
Internal Marks: 30
External Marks: 20
Total Marks: 50
1)
2)
LTP
003
Structural Drawings of Reinforced Concrete Elements such as Beams, Slabs.
Structural Drawings of Steel Elements such as Connections, Tension Members,
CompressionMembers, Beams, Column Base, and Roof Trusses.
DEPARTMENT OF CIVIL ENGINEERING
Page75
ASRA COLLEGE OF ENGINEERING & TECHNOLOGY, BHAWANIGARH.
BTCE-509 SURVEY CAMP
Internal Marks: 100
External Marks: 50
Total Marks: 150
Survey Camp of 4 weeks duration will be held immediately after IVth semester at a Hilly
Terrain. The students are required to prepare the Topographical Map of the area by
traditionalmethod. Students should also be exposed to modern Survey Equipment and practices,
like TotalStation, Automatic Level, GPS etc.
DEPARTMENT OF CIVIL ENGINEERING
Page76