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Practice SetFoundation Engineering

Foundation Engineering MCQ Practice Set — 19 Questions with Answers

19 exam-oriented Foundation Engineering multiple-choice questions with the correct answer and a clear explanation for each. Frequently asked in AE Level Civil Engineering, JE Level Civil Engineering. Solve the full set below for free — no login required.

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  1. 1
    Original practiceMEDIUM

    If water volume is 0.2 m³ and void volume is 0.5 m³, degree of saturation is

    A20.0%
    B25.0%
    C60.0%
    D40.0%

    Answer: D. 40.0%

    Explanation: Degree of saturation S = (Vw / Vv) × 100%, where Vw is volume of water and Vv is volume of voids. S = (0.2 / 0.5) × 100 = 40.0%. S = 0% means dry soil; S = 100% means fully saturated (all voids filled with water).

  2. 2
    Original practiceMEDIUM

    For a soil mass, volume of voids is 0.5 m³ and total volume is 1.0 m³. Porosity is

    A75.0%
    B25.0%
    C100.0%
    D50.0%

    Answer: D. 50.0%

    Explanation: Porosity n = (Vv / V) × 100%, where Vv is volume of voids and V is total volume of soil mass. n = (0.5 / 1.0) × 100 = 50.0%. Porosity indicates the fraction of total soil volume occupied by voids (air + water). Typical values: gravel 25–40%, sand 30–45%, clay 40–60%.

  3. 3
    Original practiceMEDIUM

    A soil has water weight 10 N and dry solid weight 100 N. Water content is

    A10.0%
    B9.1%
    C5.0%
    D20.0%

    Answer: A. 10.0%

    Explanation: Gravimetric water content w = (Ww / Ws) × 100%, where Ww is weight of water and Ws is weight of dry soil. w = (10 / 100) × 100 = 10.0%. Water content is always expressed as a percentage of dry weight. Natural soils range from ~5% (arid) to >100% (soft clays).

  4. 4
    Original practiceMEDIUM

    A soil sample weighs 30 kN and occupies 1.0 m³. Bulk unit weight is

    A30 kN/m³
    B31 kN/m³
    C15 kN/m³
    D60 kN/m³

    Answer: A. 30 kN/m³

    Explanation: Bulk (wet) unit weight γ = W / V, where W is total weight of the soil mass and V is total volume. γ = 30 / 1.0 = 30 kN/m³ kN/m³. Bulk unit weight includes weight of solids plus pore water. Typical values: loose sand ~16 kN/m³, dense sand ~20 kN/m³, saturated clay ~18–22 kN/m³.

  5. 5
    Original practiceMEDIUM

    Using Darcy law, k=0.0001 m/s, hydraulic gradient=0.5 and area=2.0 m². Discharge is

    A0.0002 m³/s
    B1e-05 m³/s
    C0.001 m³/s
    D0.0001 m³/s

    Answer: D. 0.0001 m³/s

    Explanation: Darcy's law: Q = k * i * A, where k = coefficient of permeability (m/s), i = hydraulic gradient (= head loss / flow length, dimensionless), A = cross-sectional area of flow (m^2). Valid for laminar flow through saturated porous media (Re_porous < 1). Not valid for gravels or at high gradients (turbulent seepage). Q=k i A=0.0001×0.5×2.0=0.0001 m³/s.

  6. 6
    PYQ/PYQ-PatternMEDIUM

    A soil sample has volume of voids 0.6 m³ and volume of solids 1.0 m³. Void ratio is

    A1.60
    B1.67
    C0.37
    D0.60

    Answer: D. 0.60

    Explanation: Void ratio e = V_v / V_s (dimensionless), where V_v = volume of voids (air + water) and V_s = volume of soil solids. Related to porosity: n = e/(1+e). Typical e values: dense gravel 0.25–0.45; loose sand 0.55–0.90; soft clay 1.5–3.0; peat > 3.0. Void ratio influences permeability, compressibility, and shear strength. Void ratio e=Vv/Vs=0.6/1.0=0.60.

  7. 7
    Foundation EngineeringMEDIUM

    The additional pile driven to increase the capacity of supporting loads on vertical pile is known as:

    Asinking pile
    Bbatter pile
    Ceccentric pile
    Dsimplex pile

    Answer: B. batter pile

    Explanation: A batter pile (or raking pile) is driven at an inclination to the vertical to resist horizontal or inclined forces, thereby increasing the lateral load-carrying capacity of the pile group.

  8. 8
    Foundation EngineeringMEDIUM

    The maximum settlement of raft foundation on sand should be limited to the following values:

    A20 to 40 mm
    B40 to 65 mm
    C65 to 80 mm
    D80 to 100 mm

    Answer: B. 40 to 65 mm

    Explanation: According to IS 1904, the permissible settlement for raft foundations on sand is typically 40-65 mm, whereas 20-40 mm is often cited for isolated footings on sand.

  9. 9
    Eccentric FootingsHARD

    For a rectangular footing of width B subjected to a vertical load with one-way eccentricity e, the soil pressure remains compressive over the whole base only if e does not exceed:

    AB/3
    BB/6
    CB/2
    DB/12

    Answer: B. B/6

    Explanation: The resultant must lie within the middle third of the base to avoid tension at the soil-footing contact. For one-way eccentricity, e <= B/6.

  10. 10
    Soil Mechanics and Foundation EngineeringEASY

    Well foundation is commonly used for:

    APavement shoulders
    BRoof slabs
    CLight partition walls
    DBridge piers in rivers

    Answer: D. Bridge piers in rivers

    Explanation: Wells provide deep foundations resistant to scour and lateral forces in river bridges.

  11. 11
    Well Foundation SteiningMEDIUM

    The minimum thickness of steining (well wall) for a well foundation is governed by:

    ADepth of well below scour level only
    BStructural requirements (hoop stress during sinking and service loads) and the need to provide adequate self-weight for sinking through soil
    CNumber of compartments
    DRiver width

    Answer: B. Structural requirements (hoop stress during sinking and service loads) and the need to provide adequate self-weight for sinking through soil

    Explanation: Well foundation steining thickness: minimum t = KD (D = external diameter, K = 0.08 for stone, 0.05 for RCC). Must be checked for: (1) bending during sinking (steining acts as a cylinder shell under lateral soil/water pressure); (2) hoop tension; (3) dead weight needed to sink without kentledge. IS 3955 gives design guidelines.

  12. 12
    SPT N Value CorrectionMEDIUM

    The Standard Penetration Test (SPT) N value is corrected for overburden pressure using the relation (Peck, 1974):

    AN_c = N (no correction needed)
    BN_c = 0.77 log(2000/sigma_v) x N where sigma_v is effective overburden (kPa), applicable for sigma_v > 25 kPa
    CN_c = N x depth
    DN_c = N / 2

    Answer: B. N_c = 0.77 log(2000/sigma_v) x N where sigma_v is effective overburden (kPa), applicable for sigma_v > 25 kPa

    Explanation: SPT N correction for overburden: Peck correction: N_c = 0.77 log(2000/sigma_v) x N for sigma_v > 25 kPa (no correction for sigma_v = 1 ton/ft2 = 100 kPa). Also water table correction: if water table is within B above footing: N_corrected = 0.5 N + 15 (Terzaghi). Corrected N used for bearing capacity and settlement.

  13. 13
    Pile Group EfficiencyMEDIUM

    The Converse-Labarre formula for efficiency of a pile group with n rows x m columns, diameter d, and center-to-center spacing s is:

    AEg = 1 - (theta/90) x [(n-1)m + (m-1)n] / (mn)
    BEg = 1.0 always
    CEg = n x m x individual pile capacity
    DEg = s/d ratio

    Answer: A. Eg = 1 - (theta/90) x [(n-1)m + (m-1)n] / (mn)

    Explanation: Converse-Labarre: Eg = 1 - (theta/90) x [(n-1)m + (m-1)n] / (mn), where theta = arctan(d/s) in degrees, m = number of columns, n = number of rows. Typical Eg = 0.6-0.8. Group capacity = Eg x n x m x individual pile capacity (or lesser of group block failure).

  14. 14
    Negative Skin FrictionMEDIUM

    Negative skin friction (NSF) on a pile occurs when:

    AThe pile is in tension
    BSurrounding soil settles more than the pile, causing downward drag on the pile shaft, which ADDS to the axial load on the pile
    CThe pile is too long
    DGroundwater table is very high

    Answer: B. Surrounding soil settles more than the pile, causing downward drag on the pile shaft, which ADDS to the axial load on the pile

    Explanation: NSF (drag-down force): occurs in piles passing through consolidating soft clay overlying firm bearing stratum. The settling soil drags the pile down, adding to the structural load. NSF = K_s x sigma_v x tan(delta) x perimeter x length of settling layer. Must be subtracted from pile capacity in design.

  15. 15
    GeneralMEDIUM

    A soil sample has liquid limit 45% and plastic limit 25%. Its plasticity index is

    A20%
    B1.80%
    C70%
    D15%

    Answer: A. 20%

    Explanation: Plasticity index PI = LL - PL = 45 - 25 = 20%.

  16. 16
    Soil Mechanics and Foundation EngineeringHARD

    Terzaghi's ultimate bearing capacity for a strip footing includes the surcharge term:

    A0.5 gamma B N_gamma
    BqNq
    CcNc
    Dgamma Df/Nq

    Answer: B. qNq

    Explanation: The three main terms for strip footing are cNc + qNq + 0.5 gamma B N_gamma; qNq is the surcharge contribution.

  17. 17
    Foundation EngineeringMEDIUM

    According to Terzaghi's theory, the ultimate bearing capacity at ground surface for a purely cohesive soil and smooth base of strip footing is

    A2.57 C
    B5.14 C
    C5.7 C
    D6.2 C

    Answer: B. 5.14 C

    Explanation: For phi = 0 and smooth strip footing, Nc = 5.14, hence qu = 5.14C

  18. 18
    Foundation EngineeringMEDIUM

    The minimum centre-to-centre distance between piles of a pile group in clay should be equal to

    Adiameter of the pile
    Btwice the diameter of pile
    C3 times the diameter of pile
    Dnone of the above

    Answer: C. 3 times the diameter of pile

    Explanation: Usual minimum spacing for piles in clay is about 3 times the pile diameter

  19. 19
    Foundation EngineeringMEDIUM

    The ultimate bearing capacity of a strip footing resting on clay compared to a square footing of same size is:

    Amore
    Bless
    Cequal
    Dcannot be predicted

    Answer: B. less

    Explanation: For clay under undrained condition, the square footing has a higher shape factor; hence strip footing capacity is lower

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