Civil Engineering (CE) Exam > Civil Engineering (CE) Notes > Civil Engineering SSC JE (Technical) > Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

1. Soil Phase Relationships

1.1 Three-Phase System

Parameter	Formula & Definition
Void Ratio (e)	e = V_v/V_s (ratio of void volume to solid volume)
Porosity (n)	n = V_v/V × 100% (ratio of void volume to total volume)
Relationship	e = n/(1-n) and n = e/(1+e)
Degree of Saturation (S)	S = V_w/V_v × 100% (percentage of voids filled with water)
Water Content (w)	w = W_w/W_s × 100% (mass of water to mass of solids)
Air Content (a_c)	a_c = V_a/V × 100%

1.2 Unit Weights

Type	Formula
Bulk Unit Weight (γ)	γ = W/V = (G + Se)γ_w/(1+e)
Dry Unit Weight (γ_d)	γ_d = W_s/V = Gγ_w/(1+e) = γ/(1+w)
Saturated Unit Weight (γ_sat)	γ_sat = (G + e)γ_w/(1+e)
Submerged Unit Weight (γ')	γ' = γ_sat - γ_w = (G - 1)γ_w/(1+e)
Zero Air Voids Unit Weight	γ_zav = Gγ_w(1+w)/(1+wG)

1.3 Key Relationships

Se = wG (fundamental relationship between saturation, water content, specific gravity, and void ratio)
For fully saturated soil: S = 1, therefore e = wG
Specific Gravity (G): ratio of unit weight of soil solids to unit weight of water (2.6-2.8 for most soils)

2. Soil Classification

2.1 Grain Size Distribution

Soil Type	Particle Size Range
Gravel	4.75 mm to 80 mm
Coarse Sand	2.0 mm to 4.75 mm
Medium Sand	0.425 mm to 2.0 mm
Fine Sand	0.075 mm to 0.425 mm
Silt	0.002 mm to 0.075 mm
Clay	< 0.002 mm

2.2 Gradation Coefficients

Parameter	Formula & Interpretation
Uniformity Coefficient (C_u)	C_u = D₆₀/D₁₀; C_u > 4 (gravel) or > 6 (sand) indicates well-graded
Coefficient of Curvature (C_c)	C_c = (D₃₀)²/(D₁₀ × D₆₀); 1 < C_c < 3 indicates well-graded
Effective Size (D₁₀)	Particle size at 10% finer; controls permeability

2.3 Atterberg Limits

Limit/Index	Definition & Formula
Liquid Limit (LL or w_L)	Water content at 25 blows in Casagrande apparatus; transition from liquid to plastic state
Plastic Limit (PL or w_P)	Water content at which soil crumbles when rolled to 3 mm thread
Shrinkage Limit (SL or w_S)	Water content below which no volume change occurs on drying
Plasticity Index (PI or I_P)	PI = LL - PL (range of water content over which soil is plastic)
Liquidity Index (LI or I_L)	LI = (w - PL)/(LL - PL) (consistency of natural soil)
Consistency Index (CI or I_C)	CI = (LL - w)/(LL - PL) = 1 - LI
Flow Index (I_F)	Slope of flow curve in liquid limit test
Toughness Index (I_T)	I_T = PI/I_F

2.4 Soil Classification Systems

2.4.1 IS Classification System

Coarse-grained (> 50% retained on 75μ sieve): Gravel (G) and Sand (S)
Fine-grained (> 50% passing 75μ sieve): Silt (M) and Clay (C)
Well-graded: W; Poorly-graded: P; Low plasticity: L; High plasticity: H
A-line equation: PI = 0.73(LL - 20)
Clay: plots above A-line; Silt: plots below A-line

2.4.2 Activity

Activity (A)	Classification
A = PI / (% clay fraction)	A < 0.75: Inactive; 0.75-1.25: Normal; > 1.25: Active

3. Soil Compaction

3.1 Compaction Parameters

Parameter	Description
Optimum Moisture Content (OMC)	Water content at which maximum dry density is achieved
Maximum Dry Density (MDD)	Peak dry density on compaction curve
Zero Air Voids Line	Theoretical line representing S = 100%; actual curve lies to the left

3.2 Compaction Tests

Test Type	Details
Standard Proctor Test	2.6 kg rammer, 310 mm drop, 3 layers, 25 blows/layer, 1000 cm³ mold
Modified Proctor Test	4.9 kg rammer, 450 mm drop, 5 layers, 25 blows/layer, 1000 cm³ mold

3.3 Field Compaction Control

Method	Formula/Description
Degree of Compaction	= (γ_d,field/γ_d,max) × 100%
Sand Cone Method	Measures in-situ density by volume replacement with calibrated sand
Core Cutter Method	Direct measurement using cylindrical cutter of known volume

3.4 Compaction Effects

Dry of OMC: flocculated structure, higher permeability, higher strength, more compressible
Wet of OMC: dispersed structure, lower permeability, lower strength, less compressible

4. Permeability and Seepage

4.1 Darcy's Law

Parameter	Formula
Darcy's Law	v = ki (velocity = coefficient of permeability × hydraulic gradient)
Discharge Velocity (v)	v = q/A (apparent velocity through total cross-section)
Seepage Velocity (v_s)	v_s = v/n = ki/n (actual velocity through voids)
Hydraulic Gradient (i)	i = Δh/L (head loss per unit length)
Discharge (q)	q = kiA

4.2 Coefficient of Permeability (k)

Soil Type	k (cm/s)
Gravel	> 10^-1
Sand	10^-3 to 10^-1
Silt	10^-7 to 10^-3
Clay	< 10^-7

4.3 Laboratory Permeability Tests

Test Type	Formula & Application
Constant Head Test	k = QL/(Aht); for coarse-grained soils (k > 10^-4 cm/s)
Falling Head Test	k = (aL/At) ln(h₁/h₂); for fine-grained soils (k < 10^-4 cm/s)

4.4 Layered Soil Permeability

Flow Direction	Equivalent Permeability
Horizontal Flow (Parallel)	k_h = (k₁H₁ + k₂H₂ + ... + k_nH_n)/H
Vertical Flow (Series)	k_v = H/(H₁/k₁ + H₂/k₂ + ... + H_n/k_n)

4.5 Empirical Relations

Hazen's Formula: k (cm/s) = C(D₁₀)² where C = 100-150, D₁₀ in cm
Kozeny-Carman: k = (e³/(1+e)) × constant

4.6 Flow Net

Parameter	Formula
Seepage Discharge	q = kH(N_f/N_d) per unit length, where N_f = number of flow channels, N_d = number of equipotential drops
Head Loss	Δh = H/N_d
Hydraulic Gradient	i = Δh/Δl (between two equipotential lines)
Exit Gradient	i_e = H/(N_d × d) where d = length of last flow element at exit

4.7 Seepage Pressure and Critical Gradient

Parameter	Formula
Seepage Force	F_s = iγ_wV (force per unit volume = iγ_w)
Critical Hydraulic Gradient	i_c = (G-1)/(1+e) = γ'/γ_w (condition for piping/quick sand)
Factor of Safety (Piping)	F = i_c/i_e (should be > 4-5)

5. Effective Stress and Capillarity

5.1 Effective Stress Principle

Parameter	Formula & Description
Total Stress (σ)	σ = γz (stress due to total unit weight of soil)
Pore Water Pressure (u)	u = γ_wh_w (neutral stress)
Effective Stress (σ')	σ' = σ - u (controls shear strength and volume change)

5.2 Stress Conditions

Condition	Calculation
Dry Soil	σ' = γ_dz; u = 0
Saturated Soil (GWT at surface)	σ = γ_satz; u = γ_wz; σ' = γ'z
Saturated Soil (GWT at depth)	Above GWT: σ' = γz; Below GWT: σ' = γz - γ_w(z-z_w)
Submerged Soil	σ' = γ'z = (γ_sat - γ_w)z

5.3 Capillary Rise

Parameter	Formula
Height of Capillary Rise	h_c = C/e × D₁₀ where C = 0.1-0.5 cm²
Simplified Formula	h_c (mm) ≈ 30/D₁₀ (mm) for fine sand
Capillary Pressure	u = -γ_wh (negative pore pressure above GWT)

6. Compressibility and Consolidation

6.1 One-Dimensional Consolidation

Parameter	Formula & Definition
Void Ratio Change	Δe = e₀ - e_f
Compression Index (C_c)	C_c = -Δe/Δlog(σ') = (e₁ - e₂)/log(σ'₂/σ'₁) for normally consolidated clay
Recompression Index (C_r)	C_r = Δe/Δlog(σ') for overconsolidated clay; C_r = 0.1 to 0.2 × C_c
Coefficient of Volume Compressibility	m_v = -Δe/(1+e₀)Δσ' = a_v/(1+e₀) (units: m²/kN)
Coefficient of Compressibility	a_v = -Δe/Δσ'

6.2 Settlement Calculation

Formula	Application
S = (C_c/(1+e₀)) × H × log(σ'_f/σ'₀)	Normally consolidated clay (σ'₀ = σ'_p)
S = (C_r/(1+e₀)) × H × log(σ'_f/σ'₀)	Overconsolidated clay when σ'_f < σ'_p
S = [(C_r/(1+e₀)) × H × log(σ'_p/σ'₀)] + [(C_c/(1+e₀)) × H × log(σ'_f/σ'_p)]	Overconsolidated clay when σ'_f > σ'_p
S = m_v × Δσ' × H	General formula for any clay

6.3 Preconsolidation and OCR

Parameter	Definition
Preconsolidation Pressure (σ'_p)	Maximum past effective stress experienced by soil
Present Effective Stress (σ'₀)	Current in-situ effective stress
Overconsolidation Ratio (OCR)	OCR = σ'_p/σ'₀; OCR = 1 (normally consolidated); OCR > 1 (overconsolidated); OCR < 1 (underconsolidated)

6.4 Time-Dependent Consolidation

Parameter	Formula
Coefficient of Consolidation	c_v = k/(m_vγ_w) (units: m²/year or cm²/s)
Time Factor	T_v = c_vt/d² where d = drainage path length
Drainage Path (d)	d = H (one-way drainage); d = H/2 (two-way drainage)
Degree of Consolidation (U%)	U = (S_t/S_f) × 100% (ratio of settlement at time t to final settlement)

6.5 Time Factor Relations

U (%)	T_v
U < 60%	T_v = (π/4)(U/100)²
U > 60%	T_v = 1.781 - 0.933 log(100 - U)
50%	T_v = 0.197
90%	T_v = 0.848

6.6 Empirical Relations

C_c = 0.009(LL - 10) (Skempton)
C_c = 0.007(LL - 7) (Azzouz et al.)
C_c/(1+e₀) ≈ 0.208e₀ + 0.0083

6.7 Laboratory Consolidation Test

Oedometer test (one-dimensional consolidation)
Sample: 60 mm diameter, 20 mm thick
Casagrande log method for determining σ'_p
Load increment ratio (LIR) = 1 (each load = previous load)

7. Shear Strength

7.1 Mohr-Coulomb Failure Criterion

Parameter	Formula
Total Stress	τ_f = c + σ tan φ
Effective Stress	τ_f = c' + σ' tan φ' = c' + (σ - u) tan φ'

τ_f = shear strength; c, c' = cohesion (total, effective); φ, φ' = friction angle (total, effective)
Effective stress parameters (c', φ') govern long-term strength
Total stress parameters (c, φ) used for short-term undrained conditions

7.2 Direct Shear Test

Aspect	Description
Sample Size	60 mm × 60 mm square
Drainage	Can perform drained or undrained tests
Stress State	Non-uniform; failure plane predetermined
Parameters	c and φ from Mohr-Coulomb plot

7.3 Triaxial Test Types

Test Type	Consolidation	Drainage During Shear	Application
UU (Unconsolidated Undrained)	No	No	φ_u = 0; c_u = undrained shear strength; rapid loading of saturated clay
CU (Consolidated Undrained)	Yes	No (pore pressure measured)	c', φ' determined; staged construction with pore pressure
CD (Consolidated Drained)	Yes	Yes	c', φ' determined; long-term stability

7.4 Shear Strength Parameters

Soil Type	c' (kPa)	φ' (degrees)
Sand (Loose)	0	28-32
Sand (Dense)	0	36-42
Normally Consolidated Clay	0	20-30
Overconsolidated Clay	> 0	20-35

7.5 Stress-Strain Behaviour

Soil Type	Behaviour
Dense Sand/OC Clay	Strain-softening; peak strength > residual strength; dilatant (volume increase during shear)
Loose Sand/NC Clay	Strain-hardening; no peak; contractant (volume decrease during shear)

7.6 Mohr Circle Relations

Parameter	Formula
Major Principal Stress	σ₁ = σ₃ + Δσ where Δσ = deviator stress
Normal Stress on Failure Plane	σ_f = (σ₁ + σ₃)/2 + (σ₁ - σ₃)/2 × cos 2θ
Shear Stress on Failure Plane	τ_f = (σ₁ - σ₃)/2 × sin 2θ
Failure Plane Angle	θ = 45° + φ/2 (from horizontal)
Stress Ratio at Failure	σ₁/σ₃ = (1 + sin φ)/(1 - sin φ) = tan²(45° + φ/2)

7.7 Undrained Shear Strength

Method	Formula/Description
UU Triaxial Test	c_u = (σ₁ - σ₃)/2; φ_u = 0
Unconfined Compression Test	q_u = (σ₁ - σ₃) with σ₃ = 0; c_u = q_u/2
Vane Shear Test	c_u = T/(πD²H/2 + πD³/6) where T = torque, D = diameter, H = height
Sensitivity	S_t = c_{u,undisturbed}/c_u,remolded

7.8 Pore Pressure Parameters

Parameter	Formula
Pore Pressure Change	Δu = B[Δσ₃ + A(Δσ₁ - Δσ₃)]
B Parameter	B = Δu/Δσ₃; B = 1 for saturated soil, B < 1 for partially saturated
A Parameter at Failure	A_f = Δu/(Δσ₁ - Δσ₃); A_f > 0.5 for NC clay, A_f < 0 for dense sand/OC clay

8. Earth Pressure Theory

8.1 At-Rest Earth Pressure

Parameter	Formula
Coefficient (K₀)	K₀ = σ'_h/σ'_v (lateral stress/vertical stress at rest)
Jaky's Formula (NC)	K₀ = 1 - sin φ'
Overconsolidated Clay	K₀(OC) = K₀(NC) × OCR^{sin φ'}
Pressure	p₀ = K₀γz

8.2 Active Earth Pressure (Rankine)

Parameter	Formula
Coefficient (K_a)	K_a = (1 - sin φ)/(1 + sin φ) = tan²(45° - φ/2)
Pressure (Cohesionless)	p_a = K_aγz
Pressure (c-φ soil)	p_a = K_aγz - 2c√K_a
Total Force (per unit width)	P_a = (1/2)K_aγH² (acts at H/3 from base)
Critical Depth (z_c)	z_c = 2c/(γ√K_a) (depth at which p_a = 0)

8.3 Passive Earth Pressure (Rankine)

Parameter	Formula
Coefficient (K_p)	K_p = (1 + sin φ)/(1 - sin φ) = tan²(45° + φ/2)
Pressure (Cohesionless)	p_p = K_pγz
Pressure (c-φ soil)	p_p = K_pγz + 2c√K_p
Total Force (per unit width)	P_p = (1/2)K_pγH² (acts at H/3 from base)

8.4 Coulomb's Earth Pressure Theory

Coefficient	Formula
K_a (Coulomb)	K_a = cos²(φ - α)/[cos²α cos(δ + α)(1 + √(sin(φ+δ)sin(φ-β)/(cos(α+δ)cos(α-β))))²]
K_p (Coulomb)	K_p = cos²(φ + α)/[cos²α cos(δ - α)(1 - √(sin(φ+δ)sin(φ+β)/(cos(α-δ)cos(α-β))))²]

α = backfill slope angle; β = wall face inclination; δ = wall friction angle (δ = 2φ/3 for rough wall)
For vertical wall (β = 0), horizontal backfill (α = 0), no wall friction (δ = 0): Coulomb = Rankine

8.5 Effect of Surcharge and Water Table

Uniform surcharge (q): Add qK_a or qK_p to pressure diagram
Water table present: Use γ above WT and γ' below WT; add hydrostatic pressure separately
Submerged backfill: p_a = K_aγ'z + γ_wz (superposition)

9. Bearing Capacity

9.1 Terzaghi's Bearing Capacity

Foundation Type	Ultimate Bearing Capacity (q_u)
Strip Footing	q_u = cN_c + γD_fN_q + 0.5γBN_γ
Square Footing	q_u = 1.3cN_c + γD_fN_q + 0.4γBN_γ
Circular Footing	q_u = 1.3cN_c + γD_fN_q + 0.3γBN_γ

9.2 Terzaghi's Bearing Capacity Factors

φ (degrees)	N_c	N_q	N_γ
0	5.7	1.0	0.0
10	9.6	2.7	1.2
20	17.7	7.4	5.0
30	37.2	22.5	19.7
40	95.7	81.3	100.4

9.3 Meyerhof's Bearing Capacity (General)

Parameter	Formula
Ultimate Bearing Capacity	q_u = cN_cs_cd_ci_c + γD_fN_qs_qd_qi_q + 0.5γBN_γs_γd_γi_γ
Safe Bearing Capacity	q_s = q_u/F + γD_f (F = factor of safety = 2.5-3)
Net Ultimate Bearing Capacity	q_nu = q_u - γD_f
Net Safe Bearing Capacity	q_ns = q_nu/F

9.4 Meyerhof's Shape Factors

Shape	s_c	s_q	s_γ
Strip (L/B ≥ 5)	1.0	1.0	1.0
Square	1 + 0.2(B/L)	1 + 0.2(B/L)	1 - 0.4(B/L) = 0.6
Circular	1.3	1.2	0.6
Rectangular	1 + 0.2(B/L)	1 + 0.2(B/L)	1 - 0.4(B/L)

9.5 Depth Factors

Condition	d_c	d_q	d_γ
D_f/B ≤ 1	1 + 0.2(D_f/B)	1 + 0.2(D_f/B)	1.0
D_f/B > 1	1 + 0.2√(D_f/B)	1 + 0.2√(D_f/B)	1.0

9.6 Inclination Factors (Load Inclination)

Factor	Formula
i_c	i_c = i_q = (1 - α/90°)²
i_γ	i_γ = (1 - α/φ)²

α = inclination of load from vertical

9.7 Bearing Capacity of Layered Soils

Strong soil over weak soil: Use weaker layer parameters; punching shear analysis
Weak soil over strong soil: Use weighted average or Meyerhof's method

9.8 Bearing Capacity from SPT

Soil Type	Formula
Cohesionless (Terzaghi-Peck)	q_s (kPa) = 12N(B+0.3)²/B² for settlement ≤ 25 mm (B in m)
Cohesionless (IS:6403)	q_s (kPa) = 20N for B ≤ 1m; reduce for larger B

9.9 Pure Clay (φ = 0 condition)

Parameter	Formula
Ultimate Bearing Capacity	q_u = cN_c + γD_f (N_c = 5.14 for strip)
Net Ultimate Bearing Capacity	q_nu = cN_c
With Shape Factor (Square)	q_u = 1.3cN_c + γD_f

10. Slope Stability

10.1 Infinite Slope Analysis

Condition	Factor of Safety (F)
Dry or Moist Slope (c-φ soil)	F = (c/γz sin β cos β) + (tan φ/tan β)
Cohesionless Soil (c = 0, dry)	F = tan φ/tan β
Seepage Parallel to Slope	F = γ' tan φ/(γ tan β)
Submerged Slope (c = 0)	F = γ' tan φ/(γ tan β)

β = slope angle; z = depth of slip surface

10.2 Finite Slope - Swedish Circle Method

Soil Type	Factor of Safety
Pure Clay (φ = 0)	F = c × L/(W × x) where L = arc length, W = weight, x = moment arm
c-φ Soil	F = Σ(c'l + N' tan φ')/ΣT where N' = effective normal force, T = tangential force

10.3 Friction Circle Method

Used for c-φ soils
Assumes resultant of normal forces passes through center of slip circle
Radius of friction circle: r_f = R sin φ where R = radius of slip circle

10.4 Method of Slices (Fellenius)

Parameter	Formula
Factor of Safety	F = Σ(c'b sec α + (W cos α - ub sec α) tan φ')/ΣW sin α

W = weight of slice; α = base angle of slice; b = width of slice; u = pore pressure
Assumes inter-slice forces are zero

10.5 Bishop's Simplified Method

Parameter	Formula
Factor of Safety	F = Σ[c'b + (W - ub) tan φ']/m_α / ΣW sin α
m_α	m_α = cos α (1 + tan α tan φ'/F)

More accurate than Fellenius; considers inter-slice vertical forces
Iterative solution required

10.6 Taylor's Stability Number

Parameter	Formula
Stability Number (S_n)	S_n = c/(Fγh) for φ = 0 analysis
Factor of Safety	F = c/(S_nγh)

h = height of slope; values from Taylor's charts based on slope angle and depth factor

10.7 Critical Circle Location

Toe circle: passes through toe of slope
Slope circle: passes through face of slope
Base circle: passes below toe (deep-seated failure)
For φ = 0: critical circle is toe circle
For φ > 0: critical circle location depends on φ and slope angle

10.8 Factor of Safety Values

F < 1.0: Unstable slope
F = 1.0: Limiting equilibrium
F = 1.3-1.5: Acceptable for permanent slopes
F = 1.2-1.3: Acceptable for temporary slopes

11. Soil Exploration and In-Situ Tests

11.1 Standard Penetration Test (SPT)

Parameter	Description
Hammer Weight	63.5 kg (140 lb)
Drop Height	750 mm (30 inches)
N-Value	Blows for 300 mm penetration after initial 150 mm seating
Corrected N-Value	N₆₀ = (E_R/60) × N where E_R = energy ratio (%)
Overburden Correction	(N₁)₆₀ = C_N × N₆₀ where C_N = 1/√(σ'_v/100) for σ' in kPa

11.2 SPT Correlations

Parameter	Correlation
Relative Density (D_r%)	D_r ≈ √(N/0.23) for fine sand
Friction Angle (φ)	φ ≈ √(12N) + 25° (Peck et al.)
Undrained Strength (c_u)	c_u (kPa) ≈ 6N for clays

11.3 Cone Penetration Test (CPT)

Parameter	Description
Cone Apex Angle	60°
Cone Base Area	10 cm² (standard)
Cone Resistance (q_c)	Force on cone tip divided by base area
Sleeve Friction (f_s)	Friction on sleeve divided by sleeve area
Friction Ratio (R_f)	R_f = (f_s/q_c) × 100%

11.4 Plate Load Test

Parameter	Formula/Description
Plate Sizes	300 mm, 450 mm, 600 mm, 750 mm diameter
Settlement Ratio (Clay)	S_f/S_p = B_f/B_p (linear relationship)
Settlement Ratio (Sand)	S_f/S_p = (B_f/B_p)² where B_f ≤ 2B_p
Modulus of Subgrade Reaction	k = p/S (pressure/settlement)

11.5 Vane Shear Test

Undrained shear strength: c_u = T/(πD²H/2 + πD³/6)
Standard vane: D = 50-65 mm, H/D = 2
Used for soft to medium stiff clays
Field vane more reliable than lab vane

11.6 Pressuremeter Test

Measures in-situ stress-strain behavior
Provides pressuremeter modulus (E_p) and limit pressure (p_L)
Self-boring pressuremeter minimizes disturbance

11.7 Soil Consistency from N-Value

Clay Consistency	N-Value	q_u (kPa)
Very Soft	< 2	< 25
Soft	2-4	25-50
Medium	4-8	50-100
Stiff	8-15	100-200
Very Stiff	15-30	200-400
Hard	> 30	> 400

11.8 Sand Density from N-Value

Density	N-Value	Relative Density (%)
Very Loose	< 4	< 15
Loose	4-10	15-35
Medium	10-30	35-65
Dense	30-50	65-85
Very Dense	> 50	> 85

12. Special Topics

12.1 Liquefaction

Parameter	Description
Definition	Loss of shear strength due to build-up of pore pressure under cyclic loading
Susceptible Soils	Loose saturated cohesionless soils with N < 15
Conditions	Saturated sand, cyclic loading (earthquakes), low relative density
Prevention	Densification, drainage, ground improvement, use of stone columns

12.2 Soil Stabilization Methods

Method	Application
Mechanical Stabilization	Compaction, soil replacement, blending soils
Cement Stabilization	2-10% cement by weight; increases strength and reduces plasticity
Lime Stabilization	2-8% lime; effective for clayey soils; reduces plasticity, increases strength
Bitumen Stabilization	Water-proofing granular soils
Chemical Stabilization	Sodium silicate, calcium chloride for specific applications

12.3 Ground Improvement Techniques

Technique	Purpose
Preloading	Consolidate soft clays by temporary surcharge
Vertical Drains	Accelerate consolidation (sand drains, PVD)
Stone Columns	Increase bearing capacity, reduce settlement, drain pore water
Dynamic Compaction	Densify loose granular soils by dropping heavy weight
Vibroflotation	Densify granular soils using vibration
Grouting	Fill voids, reduce permeability, increase strength
Soil Nailing	Stabilize slopes and excavations

12.4 Geosynthetics

Type	Function
Geotextiles	Separation, filtration, drainage, reinforcement
Geogrids	Reinforcement of soil, increase bearing capacity
Geomembranes	Impermeable barriers, liners
Geocomposites	Combination of functions (drainage, reinforcement)

12.5 Expansive Soils

Parameter	Description
Characteristics	High clay content, montmorillonite; swell on wetting, shrink on drying
Free Swell Index	FSI = [(V_d - V_k)/V_k] × 100% where V_d = distilled water volume, V_k = kerosene volume
Treatment	Soil replacement, lime stabilization, moisture barriers, under-reamed piles

12.6 Collapsible Soils

Lose strength and undergo large settlement upon wetting
Loess, residual soils with meta-stable structure
Treatment: compaction, prewetting, chemical stabilization

12.7 Dispersive Clays

Deflocculate in presence of relatively pure water
Prone to piping and erosion
Identified by pinhole test, crumb test
Treatment: lime treatment, use of non-dispersive filters

The document Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering is a part of the Civil Engineering (CE) Course Civil Engineering SSC JE (Technical).

All you need of Civil Engineering (CE) at this link: Civil Engineering (CE)

Civil Engineering SSC JE (Technical)

2 videos|160 docs|55 tests

Join Course for Free

FAQs on Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

1. What are the key components of soil phase relationships?

Ans. Soil phase relationships involve the interactions between the solid, liquid, and gas phases within soil. The key components include the soil solids, water content, and air content. The total volume of soil can be expressed as the sum of the volumes of these three phases, often represented in terms of void ratio, degree of saturation, and moisture content.

2. How is soil classified according to the Unified Soil Classification System (USCS)?

Ans. The Unified Soil Classification System (USCS) classifies soil based on its particle size and plasticity characteristics. Soils are categorized into three major groups: coarse-grained soils (gravel and sand), fine-grained soils (silt and clay), and organic soils. Each group is further subdivided based on specific properties such as plasticity index and gradation.

3. What factors affect soil compaction and its effectiveness?

Ans. Soil compaction is influenced by several factors, including moisture content, soil type, compaction method, and the energy applied during compaction. The optimal moisture content is crucial for achieving maximum dry density. Different soils respond differently to compaction; granular soils typically compact better than cohesive soils. Methods such as vibration, kneading, and static loading can be employed to enhance compaction.

4. What is the significance of effective stress in soil mechanics?

Ans. Effective stress is a fundamental concept in soil mechanics that defines the stress carried by the soil skeleton. It is calculated as the total stress minus pore water pressure. Effective stress is crucial for understanding soil behaviour, as it influences shear strength, consolidation, and stability. It governs how soils respond to loading and drainage conditions, impacting foundation design and slope stability analyses.

5. How can the bearing capacity of soil be determined?

Ans. The bearing capacity of soil can be determined through several methods, including analytical approaches such as Terzaghi's bearing capacity equations, empirical correlations, and in-situ tests like the Standard Penetration Test (SPT) and Plate Load Test. Factors affecting bearing capacity include soil type, depth of the foundation, groundwater conditions, and the presence of nearby structures.

About this Document

4.82/5 Rating

Mar 09, 2026 Last updated

Related Exams

Civil Engineering (CE) SSC JE

Document Description: Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering for Civil Engineering (CE) 2026 is part of Civil Engineering SSC JE (Technical) preparation. The notes and questions for Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering have been prepared according to the Civil Engineering (CE) exam syllabus. Information about Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering covers topics like 1. Soil Phase Relationships, 2. Soil Classification, 3. Soil Compaction, 4. Permeability and Seepage, 5. Effective Stress and Capillarity, 6. Compressibility and Consolidation, 7. Shear Strength, 8. Earth Pressure Theory, 9. Bearing Capacity, 10. Slope Stability, 11. Soil Exploration and In-Situ Tests, 12. Special Topics and Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Example, for Civil Engineering (CE) 2026 Exam. Find important definitions, questions, notes, meanings, examples, exercises and tests below for Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering.

Introduction of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering in English is available as part of our Civil Engineering SSC JE (Technical) for Civil Engineering (CE) & Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering in Hindi for Civil Engineering SSC JE (Technical) course. Download more important topics related with notes, lectures and mock test series for Civil Engineering (CE) Exam by signing up for free. Civil Engineering (CE): Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

Description

Full syllabus notes, lecture & questions for Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering - Civil Engineering (CE) | Plus exercises question with solution to help you revise complete syllabus for Civil Engineering SSC JE (Technical) | Best notes, free PDF download

Information about Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

In this doc you can find the meaning of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering defined & explained in the simplest way possible. Besides explaining types of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering theory, EduRev gives you an ample number of questions to practice Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering tests, examples and also practice Civil Engineering (CE) tests

Civil Engineering SSC JE (Technical)

2 videos|160 docs|55 tests

Join Course for Free

Download as PDF

Explore Courses for Civil Engineering (CE) exam

Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Free PDF Download

The Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering is an invaluable resource that delves deep into the core of the Civil Engineering (CE) exam. These study notes are curated by experts and cover all the essential topics and concepts, making your preparation more efficient and effective. With the help of these notes, you can grasp complex subjects quickly, revise important points easily, and reinforce your understanding of key concepts. The study notes are presented in a concise and easy-to-understand manner, allowing you to optimize your learning process. Whether you're looking for best-recommended books, sample papers, study material, or toppers' notes, this PDF has got you covered. Download the Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering now and kickstart your journey towards success in the Civil Engineering (CE) exam.

Importance of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering

The importance of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering cannot be overstated, especially for Civil Engineering (CE) aspirants. This document holds the key to success in the Civil Engineering (CE) exam. It offers a detailed understanding of the concept, providing invaluable insights into the topic. By knowing the concepts well in advance, students can plan their preparation effectively. Utilize this indispensable guide for a well-rounded preparation and achieve your desired results.

Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Notes

Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Notes offer in-depth insights into the specific topic to help you master it with ease. This comprehensive document covers all aspects related to Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering. It includes detailed information about the exam syllabus, recommended books, and study materials for a well-rounded preparation. Practice papers and question papers enable you to assess your progress effectively. Additionally, the paper analysis provides valuable tips for tackling the exam strategically. Access to Toppers' notes gives you an edge in understanding complex concepts. Whether you're a beginner or aiming for advanced proficiency, Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Notes on EduRev are your ultimate resource for success.

Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Civil Engineering (CE) Questions

The "Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering Civil Engineering (CE) Questions" guide is a valuable resource for all aspiring students preparing for the Civil Engineering (CE) exam. It focuses on providing a wide range of practice questions to help students gauge their understanding of the exam topics. These questions cover the entire syllabus, ensuring comprehensive preparation. The guide includes previous years' question papers for students to familiarize themselves with the exam's format and difficulty level. Additionally, it offers subject-specific question banks, allowing students to focus on weak areas and improve their performance.

Study Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering on the App

Students of Civil Engineering (CE) can study Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering alongwith tests & analysis from the EduRev app, which will help them while preparing for their exam. Apart from the Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering, students can also utilize the EduRev App for other study materials such as previous year question papers, syllabus, important questions, etc. The EduRev App will make your learning easier as you can access it from anywhere you want. The content of Cheatsheet Soil Mechanics - Civil Engineering SSC JE (Technical) - Civil Engineering is prepared as per the latest Civil Engineering (CE) syllabus.

Signup to see your scores go up within 7 days!

Access 1000+ FREE Docs, Videos and Tests

Continue with Google

Takes less than 10 seconds to signup

Table of contents
1. Soil Phase Relationships
2. Soil Classification
3. Soil Compaction
4. Permeability and Seepage
5. Effective Stress and Capillarity
6. Compressibility and Consolidation
7. Shear Strength
8. Earth Pressure Theory
9. Bearing Capacity
10. Slope Stability
11. Soil Exploration and In-Situ Tests
12. Special Topics