Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
The Marshall stability and flow test provides the performance prediction measure for the Marshall mix design method. The stability portion of the test measures the maximum load supported by the test specimen at a loading rate of 50.8 mm/minute. Load is applied to the specimen till failure, and the maximum load is designated as stability. During the loading, an attached dial gauge measures the specimen's plastic flow (deformation) due to the loading. The flow value is recorded in 0.25 mm (0.01 inch) increments at the same time when the maximum load is recorded.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Consolidated Drained (CD) Triaxial Test.
1. A series of drained triaxial tests under four different initial states were conducted on Yamuna River sand. The results consist of simple stress-strain relation, change in volume behaviour were plotted.
2. Basic stress-strain relation with volume behaviour was presented in plot. The results for densely prepared sand samples show an expected behaviour. There is a significant difference in peak and residual deviatoric stress (q) as can be depicted form the plot.
3. With increase in confining stress, load carrying capacity of specimen increases.
4. Saturation value ‘B’ must be acquired to be more than 0.95 before starting the isotropic consolidation phase in CD test.
5. CD tests are performed at much slower strain rate as compared to CU tests for the same soil. The strain rate for CD test can be chosen approx. 8-10 times lower than the CU test.
6. It is important to have no pore water pressure generation throughout the shearing phase of CD test or in other words strain rate must be so small that pore water pressure must get dissipated quickly when specimen is subjected to compression loading in CD test.
7. In CD test, volumetric strain versus axial strain relationship shows contractive response for NC soils and dilative response for OC soils. (NC = Normally consolidated, OC = Over consolidated)
References:
1. IS: 2720 (Part 11):1993- Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
2. IS: 2720 (Part 12):1981- Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
3. ASTM D7181-11. Method for Consolidated Drained Triaxial Compression Test for Soils; ASTM: West Conshohocken, PA, USA, 2011.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
The Marshall stability and flow test provides the performance prediction measure for the Marshall mix design method. The stability portion of the test measures the maximum load supported by the test specimen at a loading rate of 50.8 mm/minute. Load is applied to the specimen till failure, and the maximum load is designated as stability. During the loading, an attached dial gauge measures the specimen's plastic flow (deformation) due to the loading. The flow value is recorded in 0.25 mm (0.01 inch) increments at the same time when the maximum load is recorded.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Consolidated Drained (CD) Triaxial Test.
1. A series of drained triaxial tests under four different initial states were conducted on Yamuna River sand. The results consist of simple stress-strain relation, change in volume behaviour were plotted.
2. Basic stress-strain relation with volume behaviour was presented in plot. The results for densely prepared sand samples show an expected behaviour. There is a significant difference in peak and residual deviatoric stress (q) as can be depicted form the plot.
3. With increase in confining stress, load carrying capacity of specimen increases.
4. Saturation value ‘B’ must be acquired to be more than 0.95 before starting the isotropic consolidation phase in CD test.
5. CD tests are performed at much slower strain rate as compared to CU tests for the same soil. The strain rate for CD test can be chosen approx. 8-10 times lower than the CU test.
6. It is important to have no pore water pressure generation throughout the shearing phase of CD test or in other words strain rate must be so small that pore water pressure must get dissipated quickly when specimen is subjected to compression loading in CD test.
7. In CD test, volumetric strain versus axial strain relationship shows contractive response for NC soils and dilative response for OC soils. (NC = Normally consolidated, OC = Over consolidated)
References:
1. IS: 2720 (Part 11):1993- Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
2. IS: 2720 (Part 12):1981- Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
3. ASTM D7181-11. Method for Consolidated Drained Triaxial Compression Test for Soils; ASTM: West Conshohocken, PA, USA, 2011.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This paper introduces a two dimensional bridge deck for a cantilever bridge with a 15 m long span that has been modelled and analysed using computational modelling software (LUSAS) to obtain maximum moments and
shear forces. The significance of the problem is to determine the worst scenario case within the deck in terms of highest
bending moment and shear force, for example, the most affected parts of deck under load. The problem was tackled
with the aid of LUSAS Bridge Plus which is part of LUSAS software package. Generally, LUSAS Bridge Plus works
by analysing equations and allowing combinations of load case results.
Modeling of symmetrically and asymmetrically loaded reinforced concrete slabsEva Lantsoght
For the assessment of existing structures and the design of new structures, it is important to have a good understanding of the flow of forces, here applied to reinforced concrete solid slabs. Two analyti-cal methods are used: finite element models with 3D solid elements and a plasticity-based model that is suita-ble for hand calculations, the Modified Bond Model. The slabs that are modeled are half-scale models of rein-forced concrete solid slab bridges. As the Eurocode live load model prescribes more heavily loaded trucks in the first lane, the load model is asymmetric. For the finite element models, limited use is made of the redistri-bution capacity of the slab. For the Modified Bond Model, the influence of torsion and the edge effect need to be taken into account. The results of these studies improve the current state-of-the-art for analysis and design of reinforced concrete slabs.
International Journal of Engineering Research and Development (IJERD)IJERD Editor
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ANALYSIS AND COMPARATIVE STUDY OF COMPOSITE BRIDGE GIRDERSIAEME Publication
The composite bridge gives the maximum strength in comparison to other bridges. The design and analysis of various girders for steel and concrete by using various software, in that paper for composite bridge calculate the bending moment for T girder and finding which is more effective. The efforts will make to carry out to check the analysis of bridge by using SAP 2000 software. To determine the static analysis of T girder by using manual method as well as software. The results obtained from the software in structural analysis are compare the results obtained from manual calculations.
INFLUENCE OF LEACHATE MIGRATION ON GROUND WATER QUALITY Dr. Naveen BP
In this paper, the concept of leachate pollution index, a tool for quantifying the leachate pollution potential and water quality index for surrounding water bodies of Mavallipura landfill site in Bangalore has been applied. It has been found that the leachate generated from the Mavallipura landfill site has high contamination potential to the surrounding water bodies. The results revealed that quality of ground water resources in Mavallipura landfill is deteriorating largely, as a result of the poor practice of solid waste management. Hence, an effective remedial plan needs to be prepared for the sustainable water quality maintenance of the area.
CHARACTERIZATION OF LEACHATE FROM MUNCIPAL LANDFILL AND ITS EFFECT ON SURROUN...Dr. Naveen BP
Percolating water passing through waste becomes contaminated and will have dissolved soluble organic and inorganic compounds as well as suspended particles. Also the pore fluid of the waste is often released and mixes with this water. The entire contaminated fluid is called leachate. There are many factors that affect leachate production like annual precipitation, runoff, infiltration, evaporation, transpiration, and freezing, mean ambient temperature, waste composition, waste density, initial moisture content, and depth of the waste fill. The production of leachate reduces when a landfill is closed. The decomposition of waste in presence of water can be separated into two different phases of degradation viz., initial aerobic and subsequent anaerobic. Generally, the leachate undergoes natural chemical changes over time that reduces its toxicity. Some of the soluble contaminants enrich the water table, or the saturated zone. Some of remaining molecules naturally adsorbed to the clay liner particles. The paper discusses the characteristics of leachate generated from municipal solid waste landfill and its effect on surrounding water bodies near Mavallipura landfill area in Bangalore. Two samples of water from the nearby pond and well were collected from downstream of Mavallipura landfill site. Physico-chemical characterization of leachate has shown that the leachate contains high concentrations of organic and inorganic constituents beyond the permissible limits. While the heavy metals concentration was in traces as the waste is dumped in the landfill is mainly domestic in nature. The pH of the leachate is marginally alkaline as the pH is 7.4. The results also showed that the highest metal concentration that exists in the leachate was Iron which is about of 11.16 ppm. BOD5 and COD of the leachate are 1500 mg/l and 10400 mg/l, respectively. The leachate characteristics indicate favorable growth of algae in natural water contaminated with leachate with the alkaline condition and with the presence of magnesium as nutrient, which has been confirmed in the nearby surface pond. Knowledge of leachate quality will be useful in planning and providing remedial measures to protect surface and ground water quality in the area.
STATUS OF SOLID WASTE MANAGEMENT IN BANGALORE & REVIEW OF SOLID WASTE TECHNIQ...Dr. Naveen BP
Municipal Solid Waste (MSW) management is one of the vital issues in the
contemporary urban environment, more particularly in developing countries. Municipal solid
waste generation consists of organic and inorganic waste materials generated by various
activities of the society. Improper disposal of solid wastes can pollute all vital components of the
environment (i.e., air, land and water). This paper addresses the status of waste management
practice in Bangalore city, the state capital of Karnataka (which is one of the fastest developing
cities in Asia) and a review of waste treatment technologies adopted to keep in the trends of
waste management practice over time. The Bangalore metropolitan (BBMP) area covers an area
of 1258 sq km and with a population of about 9.0 million generates around 4000 MT/day of
municipal solid waste (MSW) at an average of 0.27 kg/day/per capita. Presently, Bangalore city
faced with the problems with such high quantities of solid waste continuously and it is planning
to upgrade its management system. The major issues in Bangalore city is open dumping without
a liner and without a leachate management facility and the threat of ground water pollution, as
well as saturation of an existing landfill site are the most pressing problems for the city today.
This paper describes the current practices of waste technologies for composting. The importance
of participatory process of each sector of society to enable waste management socio
economically sustainable and ultimately provide an environmentally sustainable solid waste
management system. The major problems in MSW management at Bangalore are due to the lack
of waste segregation at source, low operational efficiency of waste transport system with old
vehicles, low collection efficiency in newly added residential and industrial areas, and an
inefficient and informal recycling system. As per the MSW Rules, the wet waste can be collected
door-to-door in an ideally bin-less city and sent for composting, while the dry waste can be left
to the informal sector like rag pickers and kabadiwalas for recycling. The MSW Rules make it
mandatory for biodegradable urban wastes for composting / vermicomposting, etc, and bans the
burning of garbage and the dry leaves. Bangalore city might need to focus for a better solution of
waste disposal considering unavailability of landfill sites. In this context a review of solid waste
techniques adopted within India and elsewhere will be reviewed and summarized with
recommendations.
STABILIZATION OF WASTE DUMP USING FLYASHDr. Naveen BP
Bangalore is facing problems due to old municipal solid waste dump yards
situated close to the expanding city as they are in the expansion zone of growing city. These
dump yards needs to be reclaimed for infrastructure development such as roads, buildings and
other needs. To reclaim the old dump sites, it is necessary to know the characteristics of solid
waste, more particularly the geotechnical properties. The characteristics of dumps sites are not
generally suitable for foundations of most types of structures coming on them and their
properties need to be improved. Also their characteristics vary change with aging due to their
degradation. This paper presents the results of stabilization of dumped waste by addition of
pozzolanic material such as fly ash. Laboratory tests such as Direct shear and California
Bearing Ratio (CBR) have been performed on dumped waste with fly ash. It was found that
addition of 20% of fly ash the shear strength of dumped waste has increased considerably. Also
CBR of stabilized waste dumps, which is important in the reclamation of dumped sites, has been
analyzed. It was that CBR of stabilized dumps was higher value for 5 mm penetration than for
2.5 mm penetration and tests were conducted to confirm the same. It was observed that the
improvement in CBR is promising and further studies are required to improve to the material to
form suitable for foundations.
CHARACTERISTICS OF THE LEACHATE FROM MSW LANDFILL,BANGALORE Dr. Naveen BP
Bangalore city generates about 4,500 metric tons of municipal solid waste every day in that 75% is disposed in the landfill. The landfill leachate discharge may lead to serious environmental problems. Leachate may percolate through landfill liners and subsoil causing pollution of ground water and surface waters resources. The aim of this research study is to identify the characteristics of the leachate from landfill in Mavallipura. Landfill leachate contains various pollutants that can be categorized into four groups such as dissolved organic matter, inorganic macrocomponents, heavy metals, and organic compounds. The pH of the leachate is considered as alkaline as the pH is 7.6 in Mavallipura landfill leachate. The results showed that the highest metal concentration that exists in the leachate was Iron which is about of 12 ppm. BOD
and COD of the leachate are 1500 mg/L and 10400 mg/L, respectively. The leachate characteristics indicate favourable growth of algae in natural water contaminated with leachate with the alkaline condition and with the presence of magnesium as nutrient, which has been confirmed in the nearby surface pond.
Book Formatting: Quality Control Checks for DesignersConfidence Ago
This presentation was made to help designers who work in publishing houses or format books for printing ensure quality.
Quality control is vital to every industry. This is why every department in a company need create a method they use in ensuring quality. This, perhaps, will not only improve the quality of products and bring errors to the barest minimum, but take it to a near perfect finish.
It is beyond a moot point that a good book will somewhat be judged by its cover, but the content of the book remains king. No matter how beautiful the cover, if the quality of writing or presentation is off, that will be a reason for readers not to come back to the book or recommend it.
So, this presentation points designers to some important things that may be missed by an editor that they could eventually discover and call the attention of the editor.
White wonder, Work developed by Eva TschoppMansi Shah
White Wonder by Eva Tschopp
A tale about our culture around the use of fertilizers and pesticides visiting small farms around Ahmedabad in Matar and Shilaj.
You could be a professional graphic designer and still make mistakes. There is always the possibility of human error. On the other hand if you’re not a designer, the chances of making some common graphic design mistakes are even higher. Because you don’t know what you don’t know. That’s where this blog comes in. To make your job easier and help you create better designs, we have put together a list of common graphic design mistakes that you need to avoid.
Transforming Brand Perception and Boosting Profitabilityaaryangarg12
In today's digital era, the dynamics of brand perception, consumer behavior, and profitability have been profoundly reshaped by the synergy of branding, social media, and website design. This research paper investigates the transformative power of these elements in influencing how individuals perceive brands and products and how this transformation can be harnessed to drive sales and profitability for businesses.
Through an exploration of brand psychology and consumer behavior, this study sheds light on the intricate ways in which effective branding strategies, strategic social media engagement, and user-centric website design contribute to altering consumers' perceptions. We delve into the principles that underlie successful brand transformations, examining how visual identity, messaging, and storytelling can captivate and resonate with target audiences.
Methodologically, this research employs a comprehensive approach, combining qualitative and quantitative analyses. Real-world case studies illustrate the impact of branding, social media campaigns, and website redesigns on consumer perception, sales figures, and profitability. We assess the various metrics, including brand awareness, customer engagement, conversion rates, and revenue growth, to measure the effectiveness of these strategies.
The results underscore the pivotal role of cohesive branding, social media influence, and website usability in shaping positive brand perceptions, influencing consumer decisions, and ultimately bolstering sales and profitability. This paper provides actionable insights and strategic recommendations for businesses seeking to leverage branding, social media, and website design as potent tools to enhance their market position and financial success.
7 Alternatives to Bullet Points in PowerPointAlvis Oh
So you tried all the ways to beautify your bullet points on your pitch deck but it just got way uglier. These points are supposed to be memorable and leave a lasting impression on your audience. With these tips, you'll no longer have to spend so much time thinking how you should present your pointers.
1. Field Tests and Numerical Simulations
BY
NAVEEN.B.P
Research Scholar, IISc
2. 2
Contents
Introduction
Analysis for single pile under Vertical Axial Load
Analysis for single pile under Lateral Load
Analysis of Soil nailing
Lateral Movement of Secant pile wall-Real time
monitoring at B’Lore Metro.
Comparison of FLAC 3D and PLAXIS 3D
3. Single pile under Vertical Axial Load
Field Tests: Routine Vertical Load Test
4. Field Vertical pile load test data
Load (kN)
0
500
1000
1500
2000
2500
3000
3500
0
Settlement (mm)
5
10
15
Total Load [kN]
20
25
30
35
• This test is for a large diameter pile (diameter = 1300 mm), (Length = 9.5m)
5. Numerical Simulations
Axi Symmetry geometry model.
The element mesh - 15-node element.
Geometry : 2D: 4m x 14.5m
Pile radius:0.65m ; Length: 9.5m .
5 noded beam-column element. 3 DoF per node.
Ground water table is located at 3.5m.
Stage-wise loading done, upto 3250kN.
6. Evaluating End Bearing & Skin Friction From Plaxis 2D Curve
Load (kN)
0
250
500
750
1000
1250
1500
1750
2000
2250
2500
2750
3000
3250
3500
0
Total Load [kN]
5
Skin Friction [kN]
Base Load [kN]
Settlement (mm)
10
Total Load with Plaxis
Base Load Plaxis
15
Skin Friction Plaxis
20
25
30
35
40
Method
IS code
Meyerhoff’s
PLAXIS 2D
Skin friction
(kN)
3674
1940
2183
End bearing
(kN)
1646
8840
1067
Total Load
( kN)
5320
10780
3250
10. 1. Metro(Jayanagar)-Group of piles (4)
Dia
1.2 m
3.Flyover(Kalyan nagar )-Group of piles (5)
Dia
1.2 m
2. Metro (M.G Road)-Monopiles
Dia
1.6 m
4. Flyover (HSR Layout)-Group of piles (4)
Dia
1.0 m
FEW PILE LOAD TESTS WHERE I WAS INVOLVED
13. Dynamic Pile Monitoring
HAMMER & CRANE
For each blow determine
• Capacity at time of testing
• Pile integrity
• Pile stresses
• Hammer performance
Last three items detect or prevent problems
For driven piles
Load (kN)
0.00
0.00
500.00
1,000.00
Settlement (mm)
2.00
4.00
Static Load Test
6.00
8.00
10.00
12.00
STRAIN GAUGE &
ACCELEROMETER
14. Numerical Simulation: Plaxis 2D
Axi Symmetry geometry model.
The element mesh - 15-node element.
Geometry : 2D: 5m x 15m
Pile radius:0.25m ; Length: 15m .
5 noded beam-column element. 3 DoF per node.
No Ground water table is located.
Stage-wise loading done, up to 120mT.
Medium
15. RESULTS OBTAINED WITH DYNAMIC LOAD TESTS
CORRELATE WELL WITH THE RESULTS OF STATIC LOAD TEST
Load (kN)
0.00
0.00
200.00
400.00
600.00
800.00
1,000.00
1,200.00
PLAXIS 2D
Static Load Test
2.00
Base load by PLAXIS 2D
Settlement (mm)
Skin friction by PLAXIS 2D
4.00
6.00
8.00
10.00
18. Deflections Under Lateral Loads
LOAD(kN)
0.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
0.00
0.50
1.00
DEFORMATION (mm)
FIELD
1.50
2.00
2.50
3.00
3.50
4.00
4.50
Site 4: HSR Layout
Deflection at 12 mT is 4.12 mm
19. Numerical Modeling: PLAXIS 2D
Plane strain geometry model.
The element mesh - 15-node element.
Geometry : 20m x 25m
Pile Dia :1.0m ; Length: 17m .
5 noded beam-column element. 3 DoF per node.
Mohr Coulomb model used for first analysis of
problem
Stage-wise loading up to 120 kN.
20. Comparison Field test and PLAXIS 2D Analysis
LOAD(kN)
0.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
0.00
1.00
SETTLEMENT(mm)
FIELD
2.00
3.00
4.00
5.00
6.00
PLAXIS 2D
21. Lateral Movement of Secant pile wall-Real time monitoring at B’Lore Metro
New type of sensors is developed for
simultaneous
monitoring
and
visualization of safety and risk
conditions at construction sites. These
sensors are designed and built based on
the new monitoring concept called “On
site visualization”
These sensors are capable of sensing
data and visually outputting the
measurement results simultaneously by
using LED for workers and all
concerned.
Plan (C/s AA which is perpendicular to HAL building alignment
22. TYPICAL ARRANGEMENT OF DIFFERENT SENSORS
Nos.
2
4
Inclinometer for ground
movement
Tilt meter for HLA Building
2
Tilt meter for scan pile wall
3
Strain gauge for strut
3
Load-cell for ground anchor
2
Typical arrangement of OSV devices at Bangalore Metro
Instruments
Tile-meter for BSNL Building
23. Field measurement of Deformation
2.0
0.00 m
1.0
Deformation
(mm)
0.0
-1.0
-2.0
9/9/11 12:00 AM
9/10/11 12:00 AM 9/11/11 12:00 AM 9/12/11 12:00 AM 9/13/11 12:00 AM 9/14/11 12:00 AM 9/15/11 12:00 AM 9/16/11 12:00 AM 9/17/11 12:00 AM
24. Numerical Simulation: PLAXIS 2D
Plane strain geometry model.
The element mesh - 15-node element.
Geometry : 30m x 20m
Pile diameter:0.8m ; Length: 12.6m .
5 noded beam-column element. 3 DoF
per node.
8m depth of excavation(stage wise)
Struct 1 is installed at 1.85m.
Struct 2 is installed at 3.5m
Geometry model
Young’s Modulus E= 5000+2500z kN/m2 (z is depth in meters below datum).
Total depth of soil layers (8m depth) is divided in 0.5m interval and then E varied
for each of the 0.5m.
25. About 0.48mm lateral deformation has
been obtained from the numerical
simulation at the ground level.
These values can be used to decide the
triggering value for the onsite
.
visualization scheme
Load –dispalcement curve of the secant pile wall
corresponding to 8m depth of excavation
Results from PLAXIS 2D
Sl no.
Details
1.
2.
Bending Moment (kN.m/m)
Shear Force (kN/m)
PLAXIS
ANALYSIS
464.16
304.39
26. Comparison of FLAC 3D and PLAXIS 3D
The load-deflection response of a single concrete pile foundation is calculated for loading in lateral directions.
Axi symmetry geometry model.
The element mesh - 15-node element.
Geometry : X = 8m, Y= 8m, Z= -8m
Pile Dia :0.6m ; Length: 5m .
5 noded beam-column element. 3 DoF
per node.
27. Lateral forces versus lateral displacement at the pile top
Load (kN)
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
0.00
5.00
Displacement(mm)
10.00
15.00
20.00
25.00
30.00
35.00
40.00
PLAXIS 3D
FLAC 3D
28. WORK EXPERIENCE
Design of Piles for "Yashodhara Health Care" Building in Bangalore.
Ground Improvement by Stone columns in elevated road project electronic
city in Bangalore.
Associated with the Design of Rock anchoring for the shoring piles in Prestige
Khodey towers at Bangalore.
Design of Piles for Library building in Mysore.
Static pile load Test for Toyota in Bidadi.
Laterally Loaded Pile Testing for Flyover in HSR Layout in Bangalore.
Designing and construction of Tower Foundation for Karnataka Golf Course
in Bangalore.
Dynamic Pile Load test for Metro work in Bangalore.
Pile Integrity Testing for Metro work in Bangalore.
29. National Conferences:
1)
List of Publications
B.P.Naveen, T.G.Sitharam, S.Vishruth. “Behaviour of Large Diameter Lateral Loaded Piles in Residual Soils:
Field Tests and Simulations”, Indian Geotechnical Conference (IGC), (15-17 December 2011) Kochi, India Vol.
2: 835-839.
2)
Naveen.B.P., Sitaram nayak., Pujar.K.L. "Designing and construction of piles under various field conditions " in
IGC-2010,Geotrendz(December 16-18),pp.1035-1038.
3)
Naveen.B.P, Anil kumar sharma, Sivapullaiah.P.V., Sitharam. T.G., " Waste materials in Geon environmental
applications", National conference on recent advance in ground improvement techniques(February 24-25,2011).
CBRI, Roorkee,pp.155-164.
International Conferences:
1)
Naveen.B.P, Sitharam.T.G, Vishruth.S “Numerical Simulation of Laterally Loaded Piles", International
Conference
on
Ground
Improvement
and
Ground
control
(30
October
–
2November
2012), Wollongong, Australia ( Full length paper submitted ).
2)
T.G.Sitharam. B.P. Naveen, C.R.Parathasarthy “Numerical simulation of pile load test”, 9th International
Conference on Testing and Design Methods for Deep Foundations, (18-20 September,2012) Kanazawa, Japan
(Full length paper submitted ).
Journal :
Naveen.B.P., Sivapullaiah.P.V.,Sitharam.T.G., " Disposal options for solid waste of Bangalore city based on its
characteristics", Manuscript ID no IJEWM-19605,International Journal of Environment & Waste Management
