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Asked: July 22, 2020In: Structural Engineering

Who have higher modulus of elasticity rubber or steel

vivek gami
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Who have higher modulus of elasticity rubber or steel?

  1. nikeetasharma

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    Added an answer on October 2, 2020 at 8:22 pm

    Here if the matter comes about higher modulus of elasticity between rubber or steel then we can say steel is more elastic than rubber. We know that young's modulus is the ratio of stress to the strain. Therefore, for a given stress, the strain produced in steel is much smaller than that produced inRead more

    Here if the matter comes about higher modulus of elasticity between rubber or steel then we can say steel is more elastic than rubber. We know that young’s modulus is the ratio of stress to the strain. Therefore, for a given stress, the strain produced in steel is much smaller than that produced in rubber. This implies that Young’s modulus for steel is greater than that for rubber.

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Asked: October 17, 2020In: Structural Engineering

What is the reinforced concrete deep beam and where it used?

Abbas Hilo
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What is the reinforced concrete deep beam and where it used?

  1. nikeetasharma

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    Added an answer on December 18, 2020 at 6:26 pm

    Reinforced concrete deep beam is defined as that members with clear spans in equal or less than four times the overall member depth or regions of beams that are loaded on one face with concentrated loads within twice the member depth from the support and supported on the opposite face so that compreRead more

    Reinforced concrete deep beam is defined as that members with clear spans in equal or less than four times the overall member depth or regions of beams that are loaded on one face with concentrated loads within twice the member depth from the support and supported on the opposite face so that compression struts can be developed between the loads and supports.

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Asked: August 15, 2020In: Structural Engineering

What is the maximum width of stair case for public buildings?

AdityaBhandakkar
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What is the maximum width of stair case for public buildings?

  1. nikeetasharma

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    Added an answer on November 26, 2020 at 12:56 pm

    For reduced use staircases such as accesses to lofts, attics and terraces, the minimum width shall be 600mm. The minimum tread shall be 250mm excluding nosing and the maximum riser will be 175mm for all buildings except for internal staircases of apartments, which can be permitted upto 190mm.

    For reduced use staircases such as accesses to lofts, attics and terraces, the minimum width shall be 600mm. The minimum tread shall be 250mm excluding nosing and the maximum riser will be 175mm for all buildings except for internal staircases of apartments, which can be permitted upto 190mm.

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Asked: July 19, 2020In: Structural Engineering

At which structure (place) retaining wall resist passive earth pressure?

Vivek Patel
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At which structure (place) retaining wall resist passive earth pressure?

  1. AdityaBhandakkar

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    Added an answer on September 7, 2020 at 6:12 pm
    At which structure (place) retaining wall resist passive earth pressure?

    The moment of the wall towards the backfill, in this case, the lateral earth pressure called a passive earth pressure. In the case of passive earth pressure, Major principal stress = lateral pressure Minor principal stress = vertical pressure In this case, soil exerts a pull on a retaining wall wherRead more

    The moment of the wall towards the backfill, in this case, the lateral earth pressure called a passive earth pressure.

    In the case of passive earth pressure,

    Major principal stress = lateral pressure

    Minor principal stress = vertical pressure

    In this case, soil exerts a pull on a retaining wall where the inner rupture plane called as a failure plane makes at (45- fi/2) angle with horizontal.

    At depth=0 , Rankines passive force= 0

    If q is a surcharge load acting on backfill, then lateral pressure = K.q applied throughout the depth of retaining wall.

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Asked: December 28, 2018In: Structural Engineering

How to calculate stiffness of storey to avoid soft storey?

sbandi67
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How to calculate stiffness of storey to avoid soft storey of multi-storeyed building?

  1. Kuldeep Singh

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    Added an answer on July 3, 2020 at 10:52 pm

    Avoid soft storey? A soft storey is a storey with lateral stiffness less than the storey just above. So technically, you cannot avoid soft storey just by calculation. Right? Well, according to the new code for seismic design, IS 1893 Part I (2016), infill masonry walls in soft storeys of RC buildingRead more

    Avoid soft storey? A soft storey is a storey with lateral stiffness less than the storey just above. So technically, you cannot avoid soft storey just by calculation. Right?

    Well, according to the new code for seismic design, IS 1893 Part I (2016), infill masonry walls in soft storeys of RC buildings can be modeled as diagonal struts to contribute to lateral stiffness.Though this doesn’t guarantee that the resulting storey stiffness with the contribution of infill walls, will be greater than that of the storey above.

    Method :

    • In buildings with RCC moment resisting frames with a soft storey (stiffness irregularity), when the structural plan density (SPD) of masonry infills exceeds 20%, the effect of unreinforced masonry infills (URM infills) has to be considered explicitly using structural analysis especially for buildings in earthquake zones III, IV and V.
    • The compressive strength, fª of URM infill prism is calculated as per IS 1905 or according to the formula in IS 1893 (2016) clause 7.9.2.1.
    • The URM infill walls are modelled as diagonal struts with ends pin jointed to the RC frames. The width of the struts are calculated as per clause 7.9.2.1 of IS 1893 (2016). Thickness, t is taken as equal to the thickness of the URM walls themselves provided h/t < 12 and l/t < 12 where h and t are the clear height and clear length of the diagonal struts.
    • The stiffnesses of the diagonal struts are added to the earlier floor stiffness and the new storey stiffness is calculated. If soft storey condition ceases, we can proceed with further analyses.

    [Note : Even after reading the answer please do refer to table 6, fig. 4 and section 7.9 of IS 1893 Part I (2016) for two formulae mentioned above and a clearer understanding of the method in detail.]

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Asked: September 8, 2020In: Structural Engineering

What is the introductory rate analysis of SS Masonry?

aviratdhodare
aviratdhodare

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aviratdhodare

What is the introductory rate analysis of SS Masonry?

  1. Komal Bhandakkar

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    Added an answer on November 20, 2020 at 3:47 pm
    This answer was edited.

    The rate analysis varies from place to place & it depends on the cost of construction material as well as labor cost. Roughly, we can say Ru. 134 per Cft. Required when PCC of 1:4:8 is used.

    The rate analysis varies from place to place & it depends on the cost of construction material as well as labor cost.

    Roughly, we can say Ru. 134 per Cft. Required when PCC of 1:4:8 is used.

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Asked: October 5, 2020In: Structural Engineering

How to detect/identify reinforcement bars inside the hardened concrete?

Getu B.
Getu B.

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How to detect/identify reinforcement bars inside the hardened concrete, such as footings and columns without destructing the built concrete?

  1. AdityaBhandakkar

    AdityaBhandakkar

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    Added an answer on October 6, 2020 at 8:10 am
    This answer was edited.

    Hi, Following are some process to identify the defects and done inspection of Steel bars in reinforcement concrete Eddy current Technique, Single frequency method, Microwave heating of numerical modelling, Refer this methods in ACI for details practical use.

    Hi, Following are some process to identify the defects and done inspection of Steel bars in reinforcement concrete

    1. Eddy current Technique,
    2. Single frequency method,
    3. Microwave heating of numerical modelling,

    Refer this methods in ACI for details practical use.

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Asked: July 7, 2020In: Structural Engineering

How to treat the under design poured concrete on shearwall?

lei
lei

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How to treat the under design poured concrete on shearwall? example: the designed strength of concrete (f’c) must be 7000 psi however it was poured by only f’c=5000psi?  

  1. Komal Bhandakkar

    Komal Bhandakkar

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    Added an answer on September 5, 2020 at 8:25 am
    How to treat the under design poured concrete on shearwall?

    Design of poured concrete on the shear wall: When the final f'c extrapolated from a break of 3 days then an additional break of 5 days (it is usually 3, 7 & 28 days), it is directly indicated that the first cylinder itself was defective. When the f'c of 5000psi was one of the 28th day (i.e. finaRead more

    Design of poured concrete on the shear wall:

    • When the final f’c extrapolated from a break of 3 days then an additional break of 5 days (it is usually 3, 7 & 28 days), it is directly indicated that the first cylinder itself was defective.
    • When the f’c of 5000psi was one of the 28th day (i.e. final) result, then it clearly indicates that it’s necessary to return the design engineer who is specified f’c 7000.
    • It is really possible that he or she can review their previous calculations and determine lower compression that will still satisfy their own design.
    • If it is not so then it will clearly requirement of other physical attributes like load, span, etc. it will have to be adjusted.
    • Practically on a job, I was inspecting probably 3-day break spec, 5-day break, confirmed below fake spec.
    • Usually, the contractor decided to tear the wall out and repour, but later on, it was determined to be a mechanical failure at the batch plant where only half the cement was batched.
    • In case of another multi-storey hotel, it wasn’t the compression, it was the lack of adequate reconsolidation including vibration.
    • When the forms where is stripped from a large, significance and poured in place shear wall, there were a large number of voids -some the size of a basketball.
    • It was ultimately referred to the engineer, who specified filling a large number of voids with a simple compound.
    • I personally didn’t feel particularly warm and fuzzy about the fix, but the engineer seemed more satisfied.

    • One example of which I know is that a cantilevered deck at an officer’s club, on a military base.

    But after all, the testing fell short of the design, the general contractor, and batch plant manager approach to the officer in charge (Airforce colonel which is assigned to oversee the project) to propose one of the serious field testings to demonstrate that the cantilever would work.

    Finally, he decided to redo it.

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