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Asked: September 22, 2020In: Interview Questions

Difference between map and plan?

Komal Bhandakkar
Komal Bhandakkar

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What is the difference between map and plan?

  1. Srinivas Anumala

    Srinivas Anumala

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    Added an answer on November 21, 2020 at 12:40 am

    Map is a drawing showing the geographical features, facilities, roads, places, water bodies etc.. (natural & built) preferably covering large areas of land & waters. Plan is a drawing showing the proposed construction / development indicating the dimensions / measurements for further implemeRead more

    Map is a drawing showing the geographical features, facilities, roads, places, water bodies etc.. (natural & built) preferably covering large areas of land & waters.
    Plan is a drawing showing the proposed construction / development indicating the dimensions / measurements for further implementation.

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Asked: December 10, 2018In: Concrete

How to calculate the quantity of water for a given concrete mix.?

Gopal Mishra
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How to calculate the quantity of water for a given mix concrete. As it would be required to calculate for mix 1:2:4.

  1. Preet Chovatiya

    Preet Chovatiya

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    Added an answer on November 28, 2020 at 7:11 pm

    As we know 1:2:4 ratio is for M15 concrete. Generally Water quantity is calculated as per below formula: Water Quantity=W/C ratio*Cement Quantity Generally W/C ratio is lays between 0.4 to 0.6 as per IS 10262(2009). Now first we have to assume cement quantity, so let's assume cement quantity=50 KG aRead more

    As we know 1:2:4 ratio is for M15 concrete. Generally Water quantity is calculated as per below formula:

    Water Quantity=W/C ratio*Cement Quantity

    Generally W/C ratio is lays between 0.4 to 0.6 as per IS 10262(2009).

    Now first we have to assume cement quantity, so let’s assume cement quantity=50 KG and W/C ratio=0.5

    Now let’s calculate water quantity for 50 KG cement.

    Water Quantity=0.5*50=25 liter.

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Asked: September 29, 2020In: Construction Site Related

What is Reinforced Soil?

nikeetasharma
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What is Reinforced Soil? State it’s advantages and disadvantages?

  1. Komal Bhandakkar

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    Added an answer on November 17, 2020 at 5:52 pm
    This answer was edited.

    Reinforced soil: Meaning of Reinforced soil: Reinforced soil is simply a combination of compacted earth fill with the tensile reinforcement for creating an earth structure.  Advantages of reinforced soil: Less quantity of earth fill is required. The construction can be directly done on the soft grouRead more

    Reinforced soil:

    Meaning of Reinforced soil: Reinforced soil is simply a combination of compacted earth fill with the tensile reinforcement for creating an earth structure. 


    Advantages of reinforced soil:

    1. Less quantity of earth fill is required.

    2. The construction can be directly done on the soft ground.

    3. The structures can be quickly built as compared to any other conventional methods.

     Limitations of reinforced soil:

    • One of the biggest doubts about reinforcing soil is its durability.

    Thank You.

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Asked: September 25, 2020In: Construction

What is the correct procedure of designing surplus weir in irrigation?

nikeetasharma
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Give the correct procedure of designing surplus weir.

  1. aviratdhodare

    aviratdhodare

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    Added an answer on September 28, 2020 at 11:36 pm

    Surplus weir (waste weir): It is a concrte or masonry structure constructed to dispose off excess water from an irrigation tank. It is a safety device in the tank. Full tank level (FTL): It is the highest level up to which water could be stored in the tank. Excess water will go out through the surplRead more

    Surplus weir (waste weir): It is a concrte or masonry structure constructed to dispose off excess water from an irrigation tank. It is a safety device in the tank.

    Full tank level (FTL): It is the highest level up to which water could be stored in the tank. Excess water will go out through the surplus weir. Fixation of this level depends on the availability/demand of water.

    Max water level (MWL): It is the max level of water allowed in the tank. MWL is higher than FTL. The difference between MWL & FTL is the spillage or head on crest of surplus weir Fixation of this level depends on the submergence of land due to back water.

    Tank bund level (TBL): It is the top level of the liqd of the bund & is equal to MWL + freeboard.

    Abutment: The walls that flank the edge of a weir and which support the banks on each side of the weir. The length of the abutment is generally kept same as the base width of weir. The top level of the abutment is kept at tank bund level.

    Wing wall: A wall on a weir that ties the structure into the bank in continuation of the abutments. Wing walls are provided both on the u/s and d/s sides on both the banks to ensure smooth entry and exit of water away from the tank.

    Return wall (Return): These are provided at right angles to the abutment at the end of wing wall and extend into the banks to hold the back-fill.

    Splay: Horizontal deviation of wall. Ex: 1 in 3, 1 in 5, etc.

    Batter: Vertical deviation of wall. Ex: 1 in 8, 1 in 12, etc.

    Hydraulic gradient, Saturation gradient (or) Seepage gradient: It is the head loss
    (energy loss) per unit length in the direction of flow traveled by water particle through soil. Ex: Saturation gradient 4:1, it means to dissipate energy of 1m, water should travel a distance of 4 m in the soil

    Catchment area(watershed area, drainage area, drainage basin or basin or
    catchment): It is a portion of land which catches the rain and produces runoff through a one outlet.

    Free catchment: Entire runoff in the catchment will be passed direct to tank. It means water from catchment area is not go to other tank or channels, and it should directly goes to one tank.

    Intercepted catchment: Part of runoff will be intercepted and stored by the u/s side tank(s) within the catchment.

    Combined catchment: Entire runoff in the catchment will be shared by group of tanks or a chain of tanks which comes under the same catchment.

    D/S Apron of the surplus weir: Depending upon the foundation particulars, and the levels of U/S and D/S ground at the location of the work, any one of the following types can be adopted.

    Type A → Horizontal masonry apron – when fall height < 75 cm

    Type B → Sloping apron

    Type C → Similar to B but with rough stone sloping

    Type D → Stepped apron – when fall height ⩾ 75 cm

    Location of surplus weir: It is desirable to locate the surplus weir at or near the flank of the tank bund and connected to it, and also at a place where it is possible to drain the surplus waters below the work away from the tank bund falling into its natural watercourse. The cost of works should be minimum.

    Design a surplus weir for a minor tank forming a group of tanks with the following data:
    Combined catchment area                                                      = 25.89 km2 (35 km2)
    Intercepted catchment area                                                   = 20474 km2 (10 km2)
    Top width of the bund                                                             =2m (2m)
    Side slopes of the bund                                                           = 2:1 both sides (2:10n both sides)
    Top level of bund                                                                      = +1450 (+ 12.50)
    Maximum Water Level (MWL)                                             =+ 12.75 (+ 10.75)
    Full Tank Level (FTL)                                                              = + 12.00 (+ 10.00)
    General ground level at the site                                             =+ 11.00 (+ 9.00)
    Ground level slopes off to a level in about 6 m distance) = + 10.00 (+ 8.00 in about 6 m dist)
    The foundations are of hand gravel                                      = + 9.50 (+ 7.50)
    Saturation gradient                                          = 4:1 with 1 m clearcover (4:1 with 1m clearcover)
    Provision is to be made to store water up to MWL in-times of necessity

    Components to be designed

    (1) Estimation of flood discharge entering the tank (Q) :
    Combined catchment area (M) # 25.89 km2
    intercepted catchment area (m) = 20.71 km2
    Assuming Ryve’s coefficient(C) =9 and c = 1.5
    Flood discharge (Q) = CM2/3 – cm2/3
    Q = 9 (25.89)2/3 — 1.5 (20.71)2/3 = 78.77 — 11.32
    Q = 67.45 m3/s

    (2) Length of surplus weir (L):
    Assuming the flow over a surplus weir is identical to that of flow over a rectangular weir then discharge is given by Q = 2/3 CdL √2g h3/2
    where, Q = 67.45 m3/s, cd = 0.562 (assuming), g = 9.841 m/s2
    h = MWL – FTL = 12.75 — 12.00 = 0.75 m, L — Length of the water way
    67.45 = 2/3 x 0.562 x L √2×9.81 (0. 7s)3/2 → L=62.75 m ≈ 63.00 m (say)
    Since temporary regulating arrangements are to be made on top of weir to store water at times of necessity.
    The dam stones of size 15 x 15 x 125 cm are at 1m clear internals keeping top of the stone at M.W.L.
    The no. of openings will be = 63, The no. of dam stones required = 62
    ∴ The overall length of surplus weir between abutments = 63 + (62 x 0.15)
    = 72.30 m
    However, provide an overall length of 75 m.

    (3) Height of the weir (H):
    Crest Level = FTL = +12.00
    Top of dam stones (top of shutters) = M.W.L = + 12.75
    Ground level = + 11.00
    Hard soil at the foundation is + 9.50.
    However, taking foundations about 0.50 m deep into hard soil and fix up foundation level at + 9.00
    Assuming foundation concrete is 60 cm thick
    Top of foundation concrete = + 9.60
    Height of weir above foundations (H) = 12.00 – 9.60 = 2.4m

    (4) Crest width of weir (a):
    a = 0.55 (√H + √h) = 0.55(√2.4 + √0.75) = 1.3m

    (5) Base width of weir (b):
    The base width is determined based on moment considerations. i.e., based on the magnitude of stabilizing and destabilizing moments.
    Stabilizing moments are caused by self weight of the weir which is given by
    M = γw /12 = [{(G+15)H + 2.5S}b2 + a(GH – H – S)b – ½a2 (H +3S)]
    Where, γw = Unit weight of water = 1000 kg/m3
    G = Specific gravity of masonry = 2.25
    H = Height of the weir = 2.40 m
    a = Crest width of weir = 1.30 m
    b = Base width of the weir = ?
    S = h = height of shutter above weir crest = 12.75 – 12.00 = 0.75 m
    Destabilizing moments (M,)
    Mr = γw (H + S)3 / 6
    Equating both the moments: M,=M
    Mr = (2.4 + 0.75)3 / 6 = 1 /12 [{2.25 + 1.5)2.4 + 2.5 x 0.75} b2 + 1.3 (2.25 x 2.4 – 2.4 – 0.75)b – ½ (1.3)2 (2.4 + 3 x 0.75)]
    Solving, b = 2.4 m

    (6) Abutments, Wing walls and Returns:
    The top width of abutments, wing walls & returns will all be uniformly 0.50 m with a front batter of 1 in 8. Diag in attachment.
    Abutment (AB)
    Length of the abutment = width of bund = 2m
    The top level of the abutment is kept at TBL = + 14.50
    Bottom level of the abutment = top of foundation level = + 9.60
    Height of the abutment = 14.50 — 9.60 = 4.90 m
    Bottom width= 0.4 x height = 0.4 x 4.90 = 1.96 m = 2.00 m (say)
    Top width 2 0.5 m (assuming), Front batter = 1 in 8
    Wing walls:
    U/S Wing Wall:
    BD is called u/s wing wall
    Section at B:
    Same as the section of abutment
    Wing wall from B to C is sloping and
    Top level of C = M.W.L + 30 cm = 12.75 + 0.30 = 13.05
    Section at C:
    Top Level at C = 13.05
    Bottom level = 9.60
    Height of wing wall = 13.05 – 9.60 = 3.45 m
    Bottom width = 0.4 x height = 0.4 x 3.45 = 1.38 = 1.40 m (say)
    Top width from B to C is the same as 0.5 m.
    But, bottom width gets slowly reduced
    from 2.00 m at section at B to 1.40 m at Section C:
    From C to D wing wall is horizontal. Therefore, Section at D = Section at C
    U/S Return (DE):
    Section at E = Section at D
    U/S transition:
    In order to give an easy approach, the u/s side wing wall may be splayed at 1 in 3.
    D/S wing wall:
    AF is called d/s wing wall.
    Section at A: Same as the section of abutment. The Wing wall from A to F will slope down till the top reaches the ground level at F.
    Section at F:
    Top of wing wall at F = + 11.00
    Bottom of wing wall = + 9.60
    Height = 11.00 – 9.60 = 1.40 m
    Bottom width = 0.4 x 1.4 = 0.56 m
    However, provide a minimum of 0.6 m
    D/S return (FG):
    The same section at F is continued for FG also
    D/S transitions:
    Provide a splay of 1 in 5.

    (7) Aprons of the weir:
    i). U/S Apron: Though apron is not required on the u/s side of the weir, a puddle clay apron is usually provided to minimize the seepage under the weir.
    ii).D/S Apron: Since the ground level is falling down to +10.00 in a distance of about 6m. Then, the fall is (12.00 – 10.00) = 2.00 m > 0.75 m therefore provide a stepped apron (Type D) Diagram in attachment. The stepping may be done in two stages.
    (a) The length of the Apron: The length of the apron should be adequate to avoid piping problem.
    [Maximum uplift will be occurred when water level on U/S is up to top of dam stone (M.W.L.) and no water on D/S (+10.00))
    Max. Uplift head = 12.75 – 10.00 = 2.75 m (max. energy to be dissipated)
    Assuming a hydraulic gradient of 1 in 5
    The length of the creep required = 2.75 x 5 = 13.75 m
    The length and thickness of apronts to be designed.
    The length of the creep = AB + BC + CD + DE + EF = 1.40 + 0.60 + 3.00 + DE + 1 (Assuming EF = 1 m)
    This length should not be less than 13.75 m, if the structure is to be safe.
    13.75 = 1.40 + 0.60 + 3.00 + DE + 1 → DE = 7.75 m = 8.0 m (say)
    Provide total length of solid apron ts 8 m.
    First step in 3 m and second step in 5 m length.
    (b) Thickness of solid apron: The maximum uplift on the apron is felt immediately above the point D. (i.e., at point K)
    Assuming the thickness of apron at point K = 80 cm = 0.80 m.
    Then the level of K = 11.00 – 0.80 = 10.20
    The length of the creep from A to K = 1.4 + 0.6 + 3 + 0.6 + (10.20 – 9.60) = 6.20 m
    Head loss in percolation along the path up to the point K = 6.20/5 = 1.24 m
    Residual head exerting uplift under the apron at point K = 2.75 – 1.24 = 1.51 m
    Thickness of apron required = Residual head / Sp. gravity = 1.51/2.25 = 0.67 m
    Provide 20% of more thickness as a safety
    Then thickness of apron required = 0.80 m
    So, provide the first solid apron as 80 cm thick.
    The second apron can be similarly checked for a thickness of 50 cm.

    8) Talus: At the end of d/s side apron, a nominal 3 to § m length of Talus (i.e., rough stone apron) with a thickness of 50 cm may be provided as a safety mechanism.

     

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Asked: September 25, 2020In: Foundation

What is meant by stability of slope ? How to calculate slope stability?

nikeetasharma
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what is stability of slope and how can we calculate it?

  1. aviratdhodare

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    Added an answer on January 3, 2021 at 7:09 pm
    This answer was edited.

    Slope stability is the process of calculating and assessing how much stress a particular slope can manage before failing. Examples of common slopes include roads for commercial use, dams, excavated slopes, and soft rock trails in reservoirs, forests, and parks. Considering the importance of slope stRead more

    Slope stability is the process of calculating and assessing how much stress a particular slope can manage before failing. Examples of common slopes include roads for commercial use, dams, excavated slopes, and soft rock trails in reservoirs, forests, and parks. Considering the importance of slope stability to their work, it’s beneficial for civil engineers to understand how to properly evaluate slope stability and leverage various techniques to achieve slope stabilization.

    Evaluating Slope Stability

    Civil engineers evaluate slope stability on the following premise: if a slope is stable enough to resist movement, then it is considered stable; whereas if the movement is too strong for a slope, then it is considered unstable. There are a number of elements that factor into determining slope stability and are analyzed through a series of tests by civil engineers. Four of the most prominent factors include:

    • Relief – height differences amongst the slope’s terrain.
    • Material Strength – the strength of the material used in creating the slope.
    • Soil Water Content – relative amount of water in the soil surrounding the slope.
    • Vegetation – plants and vegetation covering and/or surrounding the slope area.

    Another factor which civil engineers must keep in mind is whether they are interested in determining short-term stability, long-term stability, or both. In either of these cases, civil engineers will need to evaluate the soil and determine if there is potential for slippage or sliding. In analyzing for long-term stability, engineers will also need to consider a number of factors, such as evaluating the potential quality of the soil in five or ten years or potential environmental events that could rupture or alter the soil.

    Techniques for Stabilization

    There are a number of techniques that civil engineers can leverage in achieving stabilization, some of which include:

    • Anchor blocking – where blocks are strategically placed across the slope to resist the movement of sliding soil.
    • Soil nailing – stabilization is achieved through the use of steel nails, which help provide support to the slope and/or infrastructure.
    • Gabions – attempt to provide stability through the use of walls (similar to blocks) formed with the soil. These walls are capable of being temporary for stability rehabilitation or permanent.
    • Micropile slide stabilization system – uses micropiles, concrete beams, and at times anchors to achieve stabilization. With this system, civil engineers insert a concrete beam into the ground then drill micropiles into the beam at various angles. Once complete, the connected micropiles will provide enough stability to protect an infrastructure from any sliding forces it may encounter.

    One of the more recent trends in slope stability is the implementation of sustainable slopes, particularly for flood protection systems. This process has become quite complicated as a result of the numerous variables that come with introducing a new and powerful element such as water. Due to these variables, civil engineers have had to expand and tighten their assessment and calculation skills as they deal with new uncertainties, such as the exact strength and power of a given flood.

    3D slope analysis is another growing trend for achieving and maintaining slope stability. Although not always necessary, 3D slope analysis has developed into a unique component of the slope stability process as it provides civil engineers with the capability to observe and analyze the actual state of the slope, as opposed to 2D which often relies upon assumptions to simplify the process. Furthermore, 2D slope analysis can be done only once a civil engineer knows the configuration and soil framework, whereas 3D slope analysis is able to manage more complex and potentially unknown factors. Examples of when 3D slope analysis may be used include:

    • Slopes featuring complex geometry
    • Differences in the geometry of slope and slip surface
    • Locally surcharged slope

    Slope stability has become a crucial component of America’s expanding infrastructure ecosystem. By calculating slope stability, civil engineers are able to create beautiful and innovative infrastructures in regions and areas that in the past were deemed unsafe for a building. Furthermore, the insight gained by determining slope stability has given civil engineers an expanded understanding of natural laws and forces, which they can study to improve future projects, as well as progress the civil engineering industry as a whole.

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Asked: September 29, 2020In: Construction

What should be the standard dimension of ventilator in home?

nikeetasharma
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What should be the standard dimension of ventilator in home?

  1. nikeetasharma

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    Added an answer on November 24, 2020 at 5:52 pm

    Thank you everyone.

    Thank you everyone.

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Asked: September 5, 2020In: Geotechnical Engineering

What is negative pore water pressure in soil?

aviratdhodare
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What is negative pore water pressure in soil?

  1. sanjaypakad

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    sanjaypakad Beginner
    Added an answer on October 8, 2020 at 5:36 pm

    The pressure is zero when the soil voids are filled with air, and is negative when the voids are partly filled with water (in which case surface-tension forces operate to achieve a suction effect and the shear strength of the soil is increased).

    The pressure is zero when the soil voids are filled with air, and is negative when the voids are partly filled with water (in which case surface-tension forces operate to achieve a suction effect and the shear strength of the soil is increased).

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Asked: September 25, 2020In: Miscellaneous

What are the advantages and disadvantages of remote sensing?

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what are the advantages and disadvantages of remote sensing?

  1. nikeetasharma

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    nikeetasharma Guru
    Added an answer on October 10, 2020 at 5:04 pm

    Advantages of remote sensing :- 1. Large area coverage: Remote sensing allows coverage of very large areas which enables regional surveys on a variety of themes and identification of extremely large features. 2. Remote sensing allows repetitive coverage which comes in handy when collecting data on dRead more

    Advantages of remote sensing :-

    1. Large area coverage: Remote sensing allows coverage of very large areas which enables regional surveys on a variety of themes and identification of extremely large features.
    2. Remote sensing allows repetitive coverage which comes in handy when collecting data on dynamic themes such as water, agricultural fields and so on.
    3. Remote sensing allows for easy collection of data over a variety of scales and resolutions.
    4. A single image captured through remote sensing can be analyzed and interpreted for use in various applications and purposes. There is no limitation on the extent of information that can be gathered from a single remotely sensed image.
    5. Remotely sensed data can easily be processed and analyzed fast using a computer and the data utilized for various purposes.
    6. Remote sensing is unobstructive especially if the sensor is passively recording the electromagnetic energy reflected from or emitted by the phenomena of interest. This means that passive remote sensing does not disturb the object or the area of interest.
    7. Data collected through remote sensing is analyzed at the laboratory which minimizes the work that needs to be done on the field.
    8. Remote sensing allows for map revision at a small to medium scale which makes it a bit cheaper and faster.
    9. Color composite can be obtained or produced from three separate band images which ensure the details of the area are far much more defined than when only a single band image or aerial photograph is being reproduced.
    10. It is easier to locate floods or forest fire that has spread over a large region which makes it easier to plan a rescue mission easily and fast.
    11. Remote sensing is a relatively cheap and constructive method reconstructing a base map in the absence of detailed land survey methods.

    Disadvantages of remote sensing :-

    1. Remote sensing is a fairly expensive method of analysis especially when measuring or analyzing smaller areas.
    2. Remote sensing requires a special kind of training to analyze the images. It is therefore expensive in the long run to use remote sensing technology since extra training must be accorded to the users of the technology.
    3. It is expensive to analyze repetitive photographs if there is need to analyze different aspects of the photography features.
    4. It is humans who select what sensor needs to be used to collect the data, specify the resolution of the data and calibration of the sensor, select the platform that will carry the sensor and determine when the data will be collected. Because of this, it is easier to introduce human error in this kind of analysis.
    5. Powerful active remote sensing systems such as radars that emit their own electromagnetic radiation can be intrusive and affect the phenomenon being investigated.
    6. The instruments used in remote sensing may sometimes be un-calibrated which may lead to un-calibrated remote sensing data.
    7. Sometimes different phenomena being analyzed may look the same during measurement which may lead to classification error.
    8. The image being analyzed may sometimes be interfered by other phenomena that are not being measured and this should also be accounted for during analysis.
    9. Remote sensing technology is sometimes oversold to the point where it feels like it is a panacea that will provide all the solution and information for conducting physical, biological or scientific research.
    10. The information provided by remote sensing data may not be complete and may be temporary.
    11. Sometimes large scale engineering maps cannot be prepared from satellite data which makes remote sensing data collection incomplete.

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