Consider the following statements related to ultimate bearing capacity of footing based on the SPT and CPT values:
Question-Answer:
Consider the following statements related to ultimate bearing capacity of footing based on the SPT and CPT values:
- 1. The empirical correlations established in the USA between N and soil properties indicate the value of N conforms to certain standard energy ratios.
- 2. The value of N to be used for getting φ is the corrected values for standard energy.
- 3. The angle φ obtained by this method can’t be used for obtaining the bearing capacity factors.
Which of the above statements are correct?
- (a) 1 and 2 only
- (b) 2 and 3 only
- (c) 1 and 3 only
- (d) 1, 2 and 3
Ans. (a)
The angle φ obtained by using N values can be used to find out the values of bearing capacity factor.
The angle φ obtained by using N values can be used to find out the values of bearing capacity factor.
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Question-Answer civil engineering study |
Which one of the following is an advantage when geotextiles is used in road works?
Question-Answer:
Which one of the following is an advantage when geo-textiles is used in road works?
- (a) Prior stripping of the natural soil
- (b) Economy of aggregate
- (c) Increase of different settings
- (d) Slower consolidation of fills
Ans. (b)
The most frequent role of geotextiles is road construction is as a separator between the subgrade and subbase. This prevents the subgrade material from intruding into sub-base due to repeated traffic loading. The savings in sub-base materials, which would otherwise be lost due to mixing with the subgrade.
The most frequent role of geotextiles is road construction is as a separator between the subgrade and subbase. This prevents the subgrade material from intruding into sub-base due to repeated traffic loading. The savings in sub-base materials, which would otherwise be lost due to mixing with the subgrade.
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Question-Answer civil engineering study |
Which one of the following is NOT the common nomenclature of geosynthetics?
Question-Answer:
Which one of the following is NOT the common nomenclature of geosynthetics?
- (a) Geotextiles
- (b) Geogrids
- (c) Geogrouts
- (d) Geonets
(c)
Geosynthetics are the synthetic fabrics used in various geotechnical applications such as road and railway embankments, earth dikes and coastal protection structures designed to perform one or more basic functions such as filtration, drainage, separation of soil layers, reinforcement or stablizations. Various Geosynthetic are Geotextiles, Geogrids, Geonets, Geosynthetic clay linear, Geomembrane, Geocomposity, Geofoams.
Geosynthetics are the synthetic fabrics used in various geotechnical applications such as road and railway embankments, earth dikes and coastal protection structures designed to perform one or more basic functions such as filtration, drainage, separation of soil layers, reinforcement or stablizations. Various Geosynthetic are Geotextiles, Geogrids, Geonets, Geosynthetic clay linear, Geomembrane, Geocomposity, Geofoams.
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Question-Answer civil engineering study |
The ultimate bearing capacity is the minimum gross pressure:
Question-Answer:
The ultimate bearing capacity is
- (a) the minimum net pressure intensity causing shear failure of soil
- (b) the minimum gross pressure at the lose of the foundation at which the soils fails in shear.
- (c) the difference in intensities of the gross pressure after the construction of the structure.
- (d) the total pressure at the base of the footing due to the weight of the superstructure
- (b) Ultimate bearing capacity is the minimum gross pressure intensity at the base of foundation at which the soil fails in shear.
- In other word Ultimate bearing capacity is the maximum gross pressure the soil can support without shear failure.
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Question-Answer civil engineering study |
According to Terzaghi, a foundation is shallow if its
Question-Answer:
According to Terzaghi, a foundation is shallow if its,
- (a) depth is equal to or less than its width
- (b) depth is twice the width
- (c) width is thrice the depth
- (d) width is one fourth of depth
(a) depth is equal to or less than its width
According to Terzaghi,
For shallow foundation,
`D/B ≤ 1`
For deep foundation,
D/B > 1
For shallow foundation,
`D/B ≤ 1`
For deep foundation,
D/B > 1
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Question-Answer civil engineering study |

INTERPRETATION OF FLOWNET - IN SOIL MECHANICS
INTERPRETATION OF FLOW NET - IN SOIL MECHANICS :
FLOW RATE:
Let the total head loss across the flow domain be ΔH, that is, the difference between
upstream and downstream water level elevation.
Then the head loss (Δh) between each
consecutive pair of equipotential lines is
- ∆h = ∆H/Nd
where Nd is the number of equipotential drops,
that is = the number of equipotential lines
minus one.
- Therefore, Δh = ΔH/Nd
From Darcy’s law, the flow rate is
- q= k.H.Nf /Nd
where Nf is the number of flow channels (number of flow lines minus one).
The ratio N f /N d is called the shape factor. Finer discretization of the flow-net by
drawing more flow lines and equipotential lines does not significantly change the shape
factor.
Hydraulic Gradient:
- You can find the hydraulic gradient over each curvilinear square by dividing the head loss by the length, L.that is,
- i= ∆h/L
- You should notice that L is not constant. Therefore, the hydraulic gradient is not constant.
- The maximum hydraulic gradient occurs where L is a minimum; that is,
- Imax =∆h / Lmin
- where L min is the minimum length of the cells within the flow domain.
- Usually, L min occurs at exit points or around corners, and it is at these points that we usually get the maximum hydraulic gradient.
Critical Hydraulic Gradient:
- We can determine the hydraulic gradient that brings a soil mass (essentially, coarse-grained soils) to static liquefaction.
- Static liquefaction, called quicksand condition, occurs when the seepage stress balances the vertical stress from the soil. The critical hydraulic gradient, i cr , is
- icr = (G-1) /1+e)
- where G s is specific gravity of the soil particles, and e is the void ratio.
- Since G s is constant, the critical hydraulic gradient is solely a function of the void ratio of the soil.
- In designing structures that are subjected to steady-state seepage, it is absolutely essential to ensure that the critical hydraulic gradient cannot develop.
Pore Water Pressure Distribution:
Uplift Forces:
Lateral and uplift forces due to groundwater flow can adversely affect the stability of struc-
tures such as dams and weirs. The uplift force per unit length (length is normal to the xz
plane) is found by calculating the porewater pressure at discrete points along the base (in
the x direction,) and then finding the area under the porewater pressure distribu-
tion diagram
IMPORTENT Terms:
- 1. A flow-net is a graphical representation of a flow field that satisfies Laplace’s equation and comprises a family of flow lines and equipotential lines.
- 2. From the flownet, we can calculate the flow rate, the distribution of heads, pore- water pressures, and the maximum hydraulic gradient.
- 3. The critical hydraulic gradient should not be exceeded in design practice.
SUMMARY:
- The governing equation for flow of water through soils is Laplace’s equation.
- A graphical technique, called flownet sketching, was used to solve Laplace’s equation.
- A flownet consists of a network of flow and equipotential lines.
- From the flow-net, we can calculate the flow rate, the distribution of heads, pore-water pressures, and the maximum hydraulic gradient.

Walls and Its Type - In Civil Engineering Study
Walls and Its Type - Civil ENGINEERING study
Walls are built to partition living area into different parts.They impart privacy and protection against temperature, rain and theft.
Walls may be classified as
- 1. Load bearing walls
- 2. Partition walls.
1. Load Bearing Walls:
- If beams and columns are not used, load from roof and floors are transferred to foundation by walls. Such walls are called load bearing walls.
- They are to be designed to transfer the load safely.
- The critical portion of the walls are near the openings of doors and windows and the positions where concrete beams rest.
Minimum wall thickness used is 200 mm. It is also recommended that the slenderness ratio of wall defined as ratio of effective length or effective height to thickness should not be more than 27. The effective height and effective length of a wall may be taken as shown in tables respectively.
Effective height of walls in terms of actual height H
Sno | End Condition | Effective Height |
1 | Lateral as well as rotational restraint | .75H |
2 | Lateral as well as rotational restraint at one end and only lateral restraint at other | .85H |
3 | Lateral restraint but no rotational restraint at both ends | 1.0H |
4 | Lateral and rotational restraint at one end and no restraint at other ends (compound walls, parapet walls etc.). |
1.5H |
Effective length of walls of length L
Sno | End Condition | Effective LENGHT |
1 | continuous and supported by cross walls | .8L |
2 | Continuous at one end and supported by cross walls at the other end | .9L |
3 | Wall supported by cross walls at each end | 1.0L |
4 | Free at one end and continuous at other end | 1.5L |
5 | Free at one end and supported by cross wall at other end | 2.0L |
2. Partition Walls:
- In framed structures partition walls are built to divide floor area for different utilities.
- They rest on floors. They do not carry loads from floor and roof.
- They have to carry only self-weight. Hence normally partition walls are thin.
- Table shows the differences between load bearing walls and partition walls.
- Depending upon the requirement these walls may be brick partition, clay block partition, glass partition, wood partition, and aluminum and glass partition.
Differences between load bearing and partition walls
S No | Load Bearing Wall | Partition Wall |
1 | They carry loads from roof, floor, self-weight etc. | They carry self-weight only. |
2 | They are thick and hence occupy more floor area. | These walls are thin and hence occupy less floor area. |
3 | As the material required is more,the construction cost is more. | As the material required is less, the construction cost is less. |
4 | Stones or bricks are used for the construction. | Stones are not used for the construction of partition walls |

PHASES OF SOIL INVESTIGATION WORK
PHASES OF A SOILS INVESTIGATION
The scope of a soils investigation depends on
- The type, size, and importance of the structure;
- The client and Economy;
- The engineer’s familiarity with the soils at the site; and
- Local building codes.
Structures that are sensitive to settlement such as machine foundations and high-use buildings
usually require a more thorough soils investigation than a foundation for a house. A client
may wish to take a greater risk than normal to save money and set limits on the type and
extent of the site investigation.
You should be cautious about any attempt to reduce the
extent of a soils investigation below a level that is desirable for assuming acceptable risks
for similar projects on or within similar ground conditions.
If the geotechnical engineer is
familiar with a site, he/she may undertake a very simple soils investigation to confrm his/
her experience. Some local building codes have provisions that set out the extent of a site
investigation.
It is mandatory that a visit be made to the proposed site.
A soils investigation has following components.
- The first component is done prior to design.
- The second component is done during the design process.
- The third component is done during construction.
- The second and third components are needed for contingencies.
- The first component is generally more extensive and is conducted in phases.
Phases of SOIL INVESTIGATION are as follows:
- 1. DESK STUDY
- 2.PRELIMINARY RECONNAISSANCE OR A SITE VISIT
- 3.DETAILED SOIL EXPLORATION
- 4.LABORATORY TESTING
- 5.WRITE A REPORT
Phase I. DESK STUDY
This phase is sometimes called “desk study.” It involves collection of available
information such as a site plan; type, size, and importance of the structure; loading conditions; previous geotechnical reports; maps, including topographic maps, aerial photo-
graphs, still photographs, satellite imagery, and geologic maps; and newspaper clippings.
An assortment of maps giving geology, contours and elevations, climate, land use, aerial
photos, regional seismicity, and hydrology are available on the Internet. Geographical information system (GIS)—an integration of software,
hardware, and digital data to capture, manage, analyze, and display spatial information—
can be used to view, share, understand, question, interpret, and visualize data in ways that
reveal relationships, patterns, and trends. GIS data consist of discrete objects such as roads
and continuous fields such as elevation. These are stored either as raster or vector objects.
Google Earth can be used to view satellite imagery, maps, terrain,
and 3D structures. You can also create project maps using Google Earth.
Phase II. PRELIMINARY RECONNAISSANCE OR A SITE VISIT
Preliminary reconnaissance or a site visit to provide a general picture of the topography and geology of the site. It is necessary that you take with you on the site visit all
the information gathered in Phase I to compare with the current conditions of the site.
Your site visit notes should include:
- ■ Photographs of the site and its neighborhood.
- ■ Access to the site for workers and equipment.
- ■ Sketches of all fences, utility posts, driveways, walkways, drainage systems, and so on.
- ■ Utility services that are available, such as water and electricity.
- ■ Sketches of topography including all existing structures, cuts, flls, ground depression, ponds, and so on.
- ■ State of any existing building at the site or nearby. Your notes should include exterior and interior cracks, any noticeable tilt, type of construction (e.g., brick or framed stucco building), evidence of frost damage, molds, and any exceptional features.
- ■ Geological features from any exposed area such as a road cut.
- ■ Occasionally, a few boreholes, trenches, and trial pits may be dug to explore the site.
Phase III. DETAILED SOIL EXPLORATION
Detailed soils exploration. The objectives of a detailed soils exploration are:
■ To determine the geological structure, which should include the thickness, sequence,
and extent of the soil strata.
■ To determine the groundwater conditions.
■ To obtain disturbed and undisturbed samples for laboratory tests.
■ To conduct in situ tests.
Phase IV. LABORATORY TESTING
Laboratory testing. The objectives of laboratory tests are:
■ To classify the soils.
■To determine soil strength, failure stresses and strains, stress–strain response, permeabilities, compactibility, and settlement parameters.
Not all of these may be required for a
project.
Phase V. WRITE A REPORT
Write a report. The report must contain a clear description of the soils at the site,
methods of exploration, soil strati-graphy, in situ and laboratory test methods and results,
and the location of the groundwater. You should include information on and/or explanations of any unusual soil, water-bearing stratum, and any soil and groundwater conditions
such as frost susceptibility or waterlogged areas that may be troublesome during
construction.
Key points
1. A soils investigation is necessary to determine the suitability of a site for its intended
purpose.
2. A soils investigation is conducted in phases. Each phase affects the extent of the
next phase.
3. A clear, concise report describing the conditions of the ground, soil stratigraphyStratigraphy is a branch of Geology and the Earth Sciences that deals with the arrangement and succession of strata, or layers, as well as the origin, composition and distribution of these geological strata.,
soil parameters, and any potential construction problems must be prepared for
the client

Lime - Tests on Limestone
Tests on Limestones
The following practical tests are made on limestones to determine their suitability:
- (i) Physical tests
- (ii) Heat test
- (iii) Chemical test
- (iv) Ball test.
(i) Physical Test:
Pure limestone is white in colour. Hydraulic limestones are bluish grey, brown
or are having dark colours. The hydraulic lime gives out earthy smell. They are having clayey taste. The
presence of lumps give indication of quick lime and unburnt lime stones.
(ii) Heat Test:
A piece of dry stone weighing W1 is heated in an open fire for few hours. If weight
of sample after cooling is W2, the loss of weight is W2 – W1. The loss of weight indicates the amount of
carbon dioxide. From this the amount of calcium carbonate in limestone can be worked out.
(iii) Chemical Test:
A teaspoon full of lime is placed in a test tube and dilute hydrochloric acid is
poured in it. The content is stirred and the test tube is kept in the stand for 24 hours. Vigourous
effervescence and less residue indicates pure limestone. If effervescence is less and residue is more it
indicates impure limestone.
If thick gel is formed and after test tube is held upside down it is possible to identify class of lime
as indicated below:
• Class A lime, if gel do not flow.
• Class B lime, if gel tends to flow down.
• Class C lime, if there is no gel formation.
(iv) Ball Test:
This test is conducted to identify whether the lime belongs to class C or to class B.
By adding sufficient water about 40 mm size lime balls are made and they are left undisturbed for six
hours. Then the balls are placed in a basin of water. If within minutes slow expansion and slow
disintegration starts it indicates class C lime. If there is little or no expansion, but only cracks appear it
belongs to class B lime.