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Soil Properties, Classification & Seepage(12)Compaction, Consolidation & Shear Strength(8)Sub-surface Investigations, Earth Pressure & Slope Stability(15)Shallow & Deep Foundations(8)

Soil Properties, Classification & Seepage

12 Questions

GATE→2026→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q1

NAT[1 Mark]

For a liquid, the permeability of a sandy soil having a void ratio of 0.60 was determined as $0.14 \text{ cm/s}$. Using Taylor's equation, the permeability corresponding to void ratio 0.80 is

Explanation

GATE→2025→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q2

MCQ[1 Mark]

The standard plasticity chart for fine-grained soil classification is shown. As per Indian standard soil classification system, X represents

(A)

inorganic clay with medium plasticity

(B)

inorganic silt with medium plasticity

(C)

inorganic clay with high plasticity

(D)

inorganic silt with high compressibility

Explanation

GATE→2025→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q3

NAT[2 Marks]

Clayey soil has moisture content 18%, $G_s = 2.74$, degree of saturation 65%. After soaking, saturation increases to 85.2% with negligible volume change. New moisture content (%) is

Explanation

GATE→2025→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q4

NAT[2 Marks]

Two soils in horizontal flow apparatus. Soil 1: L1=50cm, k1=0.055 cm/s; Soil 2: L2=30cm, k2=0.035 cm/s. Area 100 cm^2, head diff 150 cm. Discharge is

Explanation

GATE→2024→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q5

MCQ[1 Mark]

Consider statements P (Soil particles close to origin are subrounded) and Q (Higher clay fraction increases swell potential). Which option is CORRECT?

(A)

Both P and Q are TRUE

(B)

P is TRUE and Q is FALSE

(C)

Both P and Q are FALSE

(D)

P is FALSE and Q is TRUE

Explanation

GATE→2024→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q6

NAT[1 Mark]

An embankment soil has degree of saturation $S = 75\%$, specific gravity $G_s = 2.68$, moisture content $w = 17\%$. The dry unit weight (in $\text{kN/m}^3$) is

Explanation

GATE→2023→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q7

MCQ[1 Mark]

Specific gravity of soil is 2.60. Soil is at 50% degree of saturation with water content 15%. Void ratio is

(A)

0.35

(B)

0.78

(C)

0.87

(D)

1.28

Explanation

GATE→2023→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q8

MCQ[2 Marks]

Boussinesq vertical stress formula given. At any given $r$, the locus of maximum vertical stress $\sigma_z$ along depth $z$ is

(A)

z^2 = (3/2) r^2

(B)

z^3 = (3/2) r^2

(C)

z^2 = (5/2) r^2

(D)

z^3 = (5/2) r^2

Explanation

GATE→2022→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q9

MCQ[1 Mark]

Four soils classified as CH, ML, SP, SW per USCS. Which option correctly represents decreasing order of hydraulic conductivity?

(A)

SW, SP, ML, CH

(B)

CH, ML, SP, SW

(C)

SP, SW, CH, ML

(D)

ML, SP, CH, SW

Explanation

GATE→2022→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q10

MCQ[1 Mark]

Let $\psi$ represent soil suction head and $K$ hydraulic conductivity. If soil moisture content increases, which statement is TRUE?

(A)

\psi decreases and K increases

(B)

\psi increases and K decreases

(C)

Both \psi and K decrease

(D)

Both \psi and K increase

Explanation

GATE→2022→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q11

NAT[1 Mark]

An uncompacted soil heap has volume $10000\text{ m}^3$ and void ratio $1$. If compacted to $7500\text{ m}^3$, the corresponding void ratio is

Explanation

GATE→2022→Geotechnical Engineering→Soil Properties, Classification & Seepage

Q12

NAT[1 Mark]

Concentrated vertical load 3000 kN on ground surface. Points P and Q at depths 1 m and 2 m along load line. Ratio of vertical stress increase at P to Q is

Explanation

Compaction, Consolidation & Shear Strength

8 Questions

GATE→2025→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q13

MCQ[1 Mark]

Results of a consolidated drained triaxial test on a normally consolidated clay are shown in the figure. The angle of internal friction is

(A)

sin^-1(1/2)

(B)

sin^-1(1/3)

(C)

sin^-1(2/3)

(D)

sin^-1(3/4)

Explanation

GATE→2025→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q14

MCQ[2 Marks]

In an oedometer apparatus, saturated clay consolidated under 100 kPa. Immediately on increasing vertical pressure to 150 kPa, effective stress $\sigma'$ and excess pore pressure $\Delta u$ are

(A)

\sigma' = 50 kPa, \Delta u = 100 kPa

(B)

\sigma' = 100 kPa, \Delta u = 50 kPa

(C)

\sigma' = 150 kPa, \Delta u = 50 kPa

(D)

\sigma' = 100 kPa, \Delta u = 150 kPa

Explanation

GATE→2024→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q15

NAT[2 Marks]

Total primary consolidation settlement $S_c = 50$ mm. After 300 days, settlement is 10 mm. Additional time (in days) required to achieve 50% of $S_c$ is

Explanation

GATE→2024→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q16

NAT[2 Marks]

Skempton's pore pressure parameter B calculation from triaxial cell data.

Explanation

GATE→2023→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q17

NAT[1 Mark]

A drained direct shear test on sandy soil failed at shear stress 35 kPa under normal stress 50 kPa. Angle of internal friction (in degrees) is

Explanation

GATE→2023→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q18

MCQ[2 Marks]

With reference to the compaction test conducted on soils, which of the following is INCORRECT?

(A)

Peak point gives maximum dry unit weight and optimum moisture content

(B)

With increase in compaction effort, max dry unit weight increases

(C)

With increase in compaction effort, optimum moisture content decreases

(D)

Compaction curve crosses the zero-air-voids curve

Explanation

GATE→2022→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q19

MCQ[2 Marks]

Match Group I (1. normally consolidated soil, 2. quick clay, 3. sand in critical state, 4. clay of high plasticity) with Group II conditions.

(A)

1-S, 2-P, 3-Q, 4-R

(B)

1-Q, 2-S, 3-P, 4-R

(C)

1-Q, 2-P, 3-R, 4-S

(D)

1-S, 2-Q, 3-P, 4-R

Explanation

GATE→2022→Geotechnical Engineering→Compaction, Consolidation & Shear Strength

Q20

NAT[2 Marks]

Saturated clay layer sandwiched between sand layers. Initial effective stress 150 kPa, pore pressure 25 kPa. Additional stress 100 kPa. When vertical effective stress is 175 kPa, percentage consolidation is

Explanation

Sub-surface Investigations, Earth Pressure & Slope Stability

15 Questions

GATE→2026→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q21

MCQ[1 Mark]

Match Column 1 (Menard, Marchetti, Casagrande, Proctor) with Column 2 (Dilatometer test, Pressuremeter test, Compaction test, Liquid limit test).

(A)

(I)-(Q); (II)-(P); (III)-(S); (IV)-(R)

(B)

(I)-(R); (II)-(S); (III)-(Q); (IV)-(P)

(C)

(I)-(P); (II)-(Q); (III)-(S); (IV)-(R)

(D)

(I)-(R); (II)-(S); (III)-(P); (IV)-(Q)

Explanation

GATE→2026→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q22

NAT[1 Mark]

To obtain undisturbed clay soil sample, an Area Ratio of 10% needs to be achieved for a thin walled sampling tube. If outer diameter is 50.8 mm, the inner diameter (in mm) is

Explanation

GATE→2026→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q23

MSQ[2 Marks]

As per Rankine's earth pressure theory, which of the following statements is/are FALSE?

(A)

For active earth pressure, failure plane inclination is $(45^{\circ} + \phi/2)$ with major principal plane.

(B)

For active earth pressure, failure plane inclination is $(45^{\circ} - \phi/2)$ with major principal plane.

(C)

For passive earth pressure, failure plane inclination is $(45^{\circ} + \phi/2)$ with major principal plane.

(D)

For passive earth pressure, failure plane inclination is $(45^{\circ} - \phi/2)$ with major principal plane.

Explanation

GATE→2026→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q24

NAT[2 Marks]

An infinite slope with slope angle $\beta = 22^{\circ}$ consists of soil with unit weight $\gamma = 15.72 \text{ kN/m}^3$, $c' = 12 \text{ kPa}$, $\phi' = 15^{\circ}$. The critical height of the slope (in m) is

Explanation

GATE→2025→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q25

NAT[2 Marks]

Cut slope in silty clay ($c' = 15\text{ kPa}$, $\phi' = 15^{\circ}$). Shear stress at point A is $60\text{ kN/m}^2$. Factor of safety for long-term stability is

Explanation

GATE→2024→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q26

MCQ[2 Marks]

A smooth vertical retaining wall supports dry cohesionless backfill with friction angle $30^{\circ}$. Inclinations of failure planes for Rankine's active and passive conditions with major principal plane are

(A)

30° and 30°

(B)

60° and 60°

(C)

30° and 60°

(D)

60° and 30°

Explanation

GATE→2024→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q27

MSQ[2 Marks]

Geotechnical SPT corrections and electrical resistivity tomography select correct statements.

(A)

Option A

(B)

Option B

(C)

Option C

(D)

Option D

Explanation

GATE→2024→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q28

NAT[2 Marks]

An infinite slope in cohesionless soil with seepage parallel to surface. Slope angle $30^{\circ}$, $\gamma_{sat} = 20\text{ kN/m}^3$, $\gamma_w = 10\text{ kN/m}^3$. Minimum angle of shearing resistance (in degrees) for critically stable condition is

Explanation

GATE→2023→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q29

MCQ[1 Mark]

Potential slope failure with samples from locations I, II, and III. Appropriate shear strength tests (Triaxial compression, extension, direct shear, vane shear):

(A)

I-Q, II-R, III-P

(B)

I-R, II-P, III-Q

(C)

I-S, II-Q, III-R

(D)

I-P, II-R, III-Q

Explanation

GATE→2023→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q30

NAT[2 Marks]

Soil bulk unit weight $19\text{ kN/m}^3$, $\phi = 25^{\circ}$, $c = 15$ kPa on a rock slope at $35^{\circ}$ inclination. Critical height (in m) of soil formation for stability is

Explanation

GATE→2023→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q31

NAT[2 Marks]

Smooth vertical retaining wall supporting layered soils with surcharge $q = 20$ kPa. Layer 1 (3m, $18\text{ kN/m}^3$, $32^{\circ}$), Layer 2 (4m, $19\text{ kN/m}^3$, $25^{\circ}$, $c=20$ kPa). Rankine active earth pressure at base (in kPa) is

Explanation

GATE→2023→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q32

NAT[2 Marks]

Vertical trench in clay deposit with 30 kPa surcharge, undrained cohesion 20 kPa, sat unit weight $18\text{ kN/m}^3$. Fluid of unit weight $12\text{ kN/m}^3$ poured in trench. Max depth of unsupported excavation (in m) is

Explanation

GATE→2022→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q33

MCQ[1 Mark]

Condition to be satisfied for soil element to reach failure under Rankine's passive earth pressure condition:

(A)

sigma_v' < sigma_h'

(B)

sigma_v' > sigma_h'

(C)

sigma_v' = sigma_h'

(D)

sigma_v' + sigma_h' = 0

Explanation

GATE→2022→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q34

NAT[1 Mark]

Static Cone Penetration Test tip resistance $q_c = 1000$ kPa, friction ratio $f_r = 1\%$. Sleeve (side) friction (in kPa) is

Explanation

GATE→2022→Geotechnical Engineering→Sub-surface Investigations, Earth Pressure & Slope Stability

Q35

MCQ[2 Marks]

Rankine's earth pressure theory failure plane inclination statement is correct for:

(A)

Only active state and not passive state

(B)

Only passive state and not active state

(C)

Both active as well as passive states

(D)

Neither active nor passive state

Explanation

Shallow & Deep Foundations

8 Questions

GATE→2026→Geotechnical Engineering→Shallow & Deep Foundations

Q36

NAT[2 Marks]

A circular pile of 600 mm diameter and 6 m length in saturated clay. If diameter is doubled to 1200 mm (keeping length constant), the ratio of pile capacity of 1200 mm pile to 600 mm pile is

Explanation

GATE→2026→Geotechnical Engineering→Shallow & Deep Foundations

Q37

NAT[2 Marks]

A group of 25 circular piles ($5 \times 5$) in soft clay. Friction piles with unity group efficiency. Optimum ratio of pile spacing to pile diameter is

Explanation

GATE→2026→Geotechnical Engineering→Shallow & Deep Foundations

Q38

NAT[2 Marks]

A shallow strip footing of width 2 m embedded at depth 1.5 m in pure clay ($c_u = 20 \text{ kN/m}^2$, $\phi=0$). Due to water table rise to ground surface, percentage change in net ultimate bearing capacity is

Explanation

GATE→2025→Geotechnical Engineering→Shallow & Deep Foundations

Q39

NAT[2 Marks]

A $6\text{ m} \times 6\text{ m}$ square footing in clay subjected to 2500 kN load at 2 m depth. Unit weight of concrete = $24\text{ kN/m}^3$, soil cohesion $c = 50\text{ kN/m}^2$. Factor of safety against bearing capacity is

Explanation

GATE→2025→Geotechnical Engineering→Shallow & Deep Foundations

Q40

NAT[2 Marks]

Single pile 450 mm diameter in homogeneous clay, cu=20 kPa, unit weight 18 kN/m3. Column load 144 kN, FOS = 3. Required embedment depth is

Explanation

GATE→2024→Geotechnical Engineering→Shallow & Deep Foundations

Q41

MCQ[1 Mark]

A 2 m wide strip footing is founded in pure clay ($c_u = 40$ kPa). Due to seasonal water table fluctuations, net ultimate bearing capacity will

(A)

remain the same

(B)

decrease

(C)

increase

(D)

become zero

Explanation

GATE→2023→Geotechnical Engineering→Shallow & Deep Foundations

Q42

MCQ[2 Marks]

Square footing ($2.5\text{ m} \times 2.5\text{ m}$) net ultimate bearing capacity is 1706 kPa. Plate load test with 30 cm circular plate in same soil. Ultimate bearing capacity (in kPa) of plate is

(A)

110.16

(B)

61.20

(C)

204.00

(D)

163.20

Explanation

GATE→2022→Geotechnical Engineering→Shallow & Deep Foundations

Q43

NAT[2 Marks]

Square concrete pile of length 10 m in clay ($qu = 100$ kPa). Ultimate load capacity is 632 kN ($N_c = 9, \alpha = 0.7$). Required width of pile (in mm) is

Explanation