GEOTECHNICAL ENGINEERING • PRACTICAL GUIDE

Soil & Ground Strength: From Clay, Sand and Rock to Foundation Design

A practical civil engineering guide to Su, SPT-N, CPT, φ′, UCS, RQD, bearing capacity, settlement, ground investigation and foundation decision-making.

Useful for civil engineers, PWD engineers, structural engineers, geotechnical engineers, site engineers and engineering students.

Important engineering note: Soil strength is not represented by one universal number. Clay, sand and rock behave differently and therefore require different parameters and investigation methods. SPT-N, CPT, undrained shear strength, effective friction angle, UCS and RQD should not be mixed or directly compared as though they were the same property.

1. What Does “Ground Strength” Actually Mean?

In geotechnical engineering, the term ground strength refers broadly to the ability of soil or rock to resist applied stresses without excessive shear failure, crushing, deformation or unacceptable settlement.

The most important point is that the word strength means different things for different materials.

🟤 Clay

Short-term behaviour is often assessed using undrained shear strength, \(S_u\).

Important for excavations, embankments, foundations and rapid loading conditions.

🟡 Sand

Strength is mainly related to density and effective stress. Common field indicators include SPT-N, CPT and effective friction angle \(φ′\).

⚫ Rock

Intact rock strength is often expressed using UCS, while the behaviour of the rock mass also depends strongly on joints, weathering and RQD.

Consequently, a foundation investigation should begin with a fundamental question:

flowchart TD A[Project Requirement] --> B[Understand Ground Profile] B --> C{Material} C -->|Clay| D[Su / CU / UU / Consolidation] C -->|Sand| E[SPT / CPT / phi prime / Density] C -->|Rock| F[UCS / RQD / Joints / Weathering] D --> G[Foundation Assessment] E --> G F --> G G --> H[Bearing Capacity + Settlement + Stability] H --> I[Foundation / Ground Improvement Decision]

2. The Fundamental Concept: Total Stress, Effective Stress and Pore Water Pressure

One of the most important concepts in soil mechanics is effective stress.

\[ \sigma' = \sigma - u \]

Where:

  • \(\sigma'\) = effective stress
  • \(\sigma\) = total stress
  • \(u\) = pore-water pressure

For saturated soil, changes in groundwater level can significantly change effective stress and therefore bearing capacity, settlement and shear behaviour.

Solved Example – Effective Stress

Suppose the total vertical stress at a point is \(180\,kPa\), while pore-water pressure is \(70\,kPa\).

\[ \sigma' = 180 - 70 = 110\,kPa \]

Therefore the effective vertical stress is 110 kPa.

Site lesson: A change in groundwater level is not merely a “water issue”. It can change effective stress, settlement behaviour, seepage, excavation stability and sometimes liquefaction susceptibility.

3. Clay – Undrained Shear Strength \(S_u\)

Clay is a fine-grained soil whose behaviour is strongly affected by water content, drainage conditions, plasticity, stress history and consolidation.

For rapid loading where drainage is limited, engineers frequently use undrained shear strength \(S_u\).

\[ Ï„_f = S_u \]
for the idealized \(\phi_u = 0\) undrained condition.

3.1 Indicative Clay Strength Bands

Ground Condition \(S_u\) (kPa) Typical Description Typical Investigation
Very Soft Clay < 12.5 Very weak, easily deformed Vane / UU Triaxial
Soft Clay 12.5 – 25 Low strength Vane / UU
Firm Clay 25 – 50 Moderate strength UU / UCS
Stiff Clay 50 – 100 Good strength UU / UCS
Very Stiff Clay 100 – 200 High strength UU / CU
Hard Clay > 200 Very high strength UCS / Triaxial

Note: These ranges reproduce the educational classification shown in the supplied infographic. They are not a substitute for project investigation, laboratory testing or the governing design code.

3.2 Why \(S_u\) Matters

\(S_u\) is particularly important for:

  • Short-term foundation capacity in saturated cohesive soils
  • Temporary excavations
  • Embankment construction over soft clay
  • Stability of slopes and cuts
  • Rapid construction loading
  • Ground-improvement assessment

3.3 Solved Example – Undrained Bearing Capacity

Consider a simplified strip footing founded on saturated clay with:

  • \(S_u = 50\,kPa\)
  • \(\gamma = 18\,kN/m^3\)
  • \(D_f = 1.5\,m\)
  • Factor of safety = 3

For a simplified \(\phi=0\) Terzaghi-type calculation:

\[ q_{ult} \approx 5.7S_u + \gamma D_f \]

Therefore:

\[ q_{ult} = 5.7(50)+(18)(1.5) \] \[ =285+27 =312\,kPa \]

With a simplified factor of safety of 3:

\[ q_{allow}=\frac{312}{3}=104\,kPa \]
Do not use this example directly for construction. Actual design should consider footing shape, embedment, groundwater, eccentricity, inclination, layered soils, load combinations, settlement and the applicable standard.

4. Sand – SPT, CPT and Effective Friction Angle \(φ′\)

Unlike saturated clay under undrained conditions, the behaviour of clean granular soil is commonly described using density, effective stress and the effective friction angle \(φ′\).

\[ τ_f = c' + σ' \tan φ' \]

For clean sand, \(c'\) is often taken as approximately zero for an idealized analysis, giving:

\[ τ_f \approx σ'\tan φ' \]

4.1 Indicative SPT-Based Sand Classification

Ground Condition SPT-N Approx. Relative Density Typical \(φ′\)
Very Loose Sand 0 – 4 Very loose 28 – 30°
Loose Sand 4 – 10 Loose 30 – 32°
Medium Dense Sand 10 – 30 Medium dense 32 – 36°
Dense Sand 30 – 50 Dense 36 – 40°
Very Dense Sand > 50 Very dense 40 – 45°

These ranges are indicative teaching ranges from the supplied infographic. Actual correlations depend on soil type, fines, overburden stress, equipment, energy ratio, groundwater and the applicable investigation procedure.

4.2 What is SPT-N?

The Standard Penetration Test provides a penetration resistance commonly reported as N-value. Modern Indian practice should be checked against the current edition of IS 2131, which BIS lists as IS 2131:2025.

A reported field N-value should not automatically be treated as a universal soil-strength parameter.

Depending on the purpose of the analysis, corrections may be required for factors such as:

  • Hammer energy
  • Borehole diameter
  • Rod length
  • Sampler configuration
  • Overburden stress
  • Groundwater conditions

4.3 Energy-Corrected SPT Value

A commonly used international normalization concept is:

\[ N_{60}=N \left(\frac{E_R}{60}\right) C_B C_R C_S \]

where \(E_R\) is hammer energy ratio and \(C_B,C_R,C_S\) represent relevant correction factors.

Important: Do not blindly apply an SPT correction formula from a textbook or foreign standard. Use the procedure and correction philosophy appropriate to the adopted Indian Standard and project specification.

4.4 CPT – Cone Penetration Test

CPT provides a near-continuous soil profile using cone tip resistance \(q_c\), sleeve friction \(f_s\), and, for CPTu, pore-water pressure.

\[ F_R = \frac{f_s}{q_c}\times100 \]

The friction ratio is useful in soil behaviour interpretation. CPT is particularly valuable where detailed stratification is important.

5. Rock – UCS, Weathering, Joints and RQD

Rock engineering is more complicated than simply measuring the strength of an intact laboratory specimen.

A strong intact rock specimen can still belong to a weak rock mass if the rock is heavily fractured, weathered or controlled by unfavourably oriented discontinuities.

5.1 Unconfined Compressive Strength (UCS)

\[ UCS = \frac{P}{A} \]

where:

  • \(P\) = maximum axial load at failure
  • \(A\) = loaded cross-sectional area
Rock Strength Class UCS (MPa) Typical Description
Extremely Weak < 1 Very low strength, easily broken
Very Weak 1 – 5 Low strength
Weak 5 – 25 Moderate strength
Medium Strong 25 – 50 Good strength
Strong 50 – 100 High strength
Very Strong 100 – 250 Very high strength
Extremely Strong > 250 Exceptionally high strength

5.2 RQD – Rock Quality Designation

RQD is an index used to describe the quality of a rock core based on the proportion of sound core pieces longer than 100 mm.

\[ RQD = \frac{\sum\text{length of sound core pieces } >100mm} {\text{total core run}} \times100 \]

5.3 Solved Example – RQD

Consider a 1 m core run containing sound pieces of:

120 mm, 90 mm, 200 mm, 60 mm and 150 mm.

Only pieces greater than 100 mm are counted:

\[ RQD = \frac{120+200+150}{1000}\times100 \] \[ RQD=47\% \]

The RQD should then be interpreted together with weathering, discontinuity spacing, aperture, infilling, persistence, orientation and rock type.

Key point: UCS describes the intact rock specimen. RQD describes a characteristic of the recovered rock mass/core. Neither number alone describes the complete engineering behaviour of a rock foundation.

6. Which Geotechnical Test Should You Use?

Ground / Problem Useful Parameter Typical Tests Engineering Use
Soft clay \(S_u\) Vane, UU triaxial Short-term strength/stability
Clay settlement \(C_c, C_v, m_v\) Oedometer/consolidation Settlement and rate of settlement
Sand SPT-N / CPT / \(φ′\) SPT, CPT, direct shear Density, bearing capacity, liquefaction screening
Rock UCS / RQD Core logging, UCS, point-load testing Foundation and excavation assessment
Groundwater Pore pressure / water table Piezometer / observation well Effective stress, seepage, stability
Road subgrade CBR / modulus-related parameters Laboratory and field tests Pavement/subgrade design
flowchart LR A[Project] --> B[Desk Study] B --> C[Site Reconnaissance] C --> D[Boreholes / Trial Pits] D --> E{Soil or Rock?} E -->|Fine Soil| F[SPT + Sampling + Vane/Triaxial] E -->|Granular Soil| G[SPT / CPT + Density] E -->|Rock| H[Core Logging + UCS + RQD] F --> I[Laboratory Testing] G --> I H --> I I --> J[Ground Model] J --> K[Bearing Capacity] J --> L[Settlement] J --> M[Stability] J --> N[Groundwater / Seismic] K --> O[Foundation Decision] L --> O M --> O N --> O

7. Bearing Capacity: Why Strength Alone Is Not Enough

A common mistake is to obtain a soil strength value and immediately use it as the allowable bearing pressure.

Foundation design must generally consider:

  • Ultimate bearing capacity
  • Allowable bearing pressure
  • Total and differential settlement
  • Groundwater
  • Footing dimensions and depth
  • Eccentricity and inclination
  • Layered soil conditions
  • Construction sequence
  • Seismic conditions

7.1 General Bearing Capacity Concept

A classical Terzaghi-type expression for a strip footing may be written in simplified form as:

\[ q_{ult} = cN_c + qN_q + \frac{1}{2}\gamma BN_\gamma \]

where \(c\) is cohesion, \(q=\gamma D_f\) is surcharge at foundation level, \(B\) is footing width and \(N_c,N_q,N_\gamma\) are bearing capacity factors dependent primarily on \(φ\).

For actual Indian design, use the adopted foundation code, project specification and geotechnical report rather than relying on a generic textbook equation.

8. Settlement – The Often Forgotten Design Check

A foundation can have adequate ultimate bearing capacity and still perform poorly because of excessive settlement.

Settlement may include:

  • Immediate settlement
  • Primary consolidation settlement
  • Secondary compression
  • Differential settlement

8.1 One-Dimensional Consolidation

For a normally consolidated clay layer, a simplified expression is:

\[ S_c = \frac{C_c H}{1+e_0} \log_{10} \left( \frac{\sigma'_0+\Delta\sigma'} {\sigma'_0} \right) \]

where:

  • \(C_c\) = compression index
  • \(H\) = thickness of compressible layer
  • \(e_0\) = initial void ratio
  • \(\sigma'_0\) = initial effective vertical stress
  • \(\Delta\sigma'\) = increase in effective stress
Practical example: Suppose a road embankment is constructed over a 6 m thick soft clay layer. The clay may have adequate short-term shear strength after ground improvement, yet long-term consolidation could still produce unacceptable settlement. Therefore the design cannot be based only on \(S_u\).

9. Why UCS and RQD Must Be Read Together

Imagine two rock cores:

Rock A

UCS = 100 MPa

RQD = 90%

Few persistent joints.

Potentially excellent founding rock.

Rock B

UCS = 100 MPa

RQD = 25%

Highly fractured and weathered.

Rock mass behaviour may be substantially different.

This illustrates why foundation engineering is based on the ground model, not on a single laboratory number.

10. Groundwater Can Change the Engineering Answer

Groundwater influences:

  • Effective stress
  • Shear strength
  • Consolidation
  • Excavation stability
  • Seepage and piping
  • Liquefaction susceptibility
  • Construction dewatering
  • Basement uplift
flowchart TD A[Groundwater Level Changes] --> B[Change in Pore Pressure] B --> C[Change in Effective Stress] C --> D[Change in Soil Behaviour] D --> E[Possible Effects] E --> E1[Bearing Capacity] E --> E2[Settlement] E --> E3[Slope Stability] E --> E4[Excavation Stability] E --> E5[Liquefaction Susceptibility]

11. Real-Life Engineering Examples

11.1 Railway Construction on Marshy / Black Cotton Soil

A recent Indian example demonstrates why improving ground strength sometimes means improving the drainage and consolidation behaviour of soil rather than simply increasing its immediate shear strength.

On the Virar–Dahanu railway quadrupling project, MRVC has been reported to be using prefabricated vertical drains (PVDs) on marshy and highly compressible black-cotton-soil stretches. The objective is to accelerate consolidation and reduce the time required for settlement to develop before the track carries service loads.

Engineering lesson: Soft ground problems are not always solved by increasing soil strength. Sometimes the primary problem is excess pore-water pressure and consolidation time.

11.2 Deep Soil Mixing for Nuclear Infrastructure

In July 2026, NPCIL and IIT Bombay announced collaboration for trials investigating Deep Soil Mixing (DSM) as a ground improvement technique for the Gorakhpur Haryana Anu Vidyut Pariyojana Units 3 and 4.

The significance is that ground improvement is increasingly being treated as a strategic engineering solution for sites where soil, rather than rock, forms the founding strata.

Engineering lesson: Ground improvement can be part of the foundation system itself; “weak soil” does not automatically mean “abandon the site”.

11.3 Road Embankments on Soft Soil

Highway embankments over soft clay can experience:

  • Immediate undrained failure
  • Lateral spreading
  • Excess pore pressure
  • Large consolidation settlement
  • Long-term differential settlement

Possible solutions include staged construction, preload, prefabricated vertical drains, geosynthetics, stone columns, deep soil mixing or other engineered ground-improvement methods, depending on the soil profile and project requirements.

12. Ground Improvement – Choosing the Right Technique

Problem Possible Technique Main Objective
Loose granular soil Compaction / Vibro techniques Increase density and stiffness
Soft saturated clay PVD + preload Accelerate consolidation
Very soft soil Stone columns / DSM / piles Increase composite ground capacity
Weak subgrade Chemical/mechanical stabilization Improve strength and durability
Settlement-sensitive structures Deep foundations / ground improvement Control settlement
flowchart TD A[Weak Ground Identified] --> B{Main Problem?} B -->|Low Density| C[Compaction] B -->|Slow Consolidation| D[PVD + Preload] B -->|Very Low Strength| E[DSM / Columns / Piles] B -->|Weak Subgrade| F[Stabilization] B -->|Large Settlement| G[Deep Foundation / Improvement] C --> H[Verification Testing] D --> H E --> H F --> H G --> H H --> I[Performance Monitoring] I --> J[Accept / Modify / Remediate]

13. Important Indian Codes and References

The following standards are particularly relevant to soil, foundation and geotechnical investigations. Always verify the latest applicable edition/amendments before using a standard for design or tender documentation.

Standard Subject Typical Application
IS 1892:2021 Subsurface investigation for foundations Planning and execution of foundation investigation
IS 1498:1970 Classification and identification of soils Soil classification
IS 2131:2025 Standard Penetration Test of Soil SPT investigation
IS 4968 Part 3:1976 Static Cone Penetration Test CPT / subsurface profiling
IS 2720 series Methods of tests for soils Laboratory soil testing
IS 6403:1981 Bearing capacity of shallow foundations Shallow foundation capacity
IS 8009 Part 1 Settlement of shallow foundations Settlement assessment
IS 8009 Part 2 Settlement of deep foundations Pile settlement
IS 1904:2021 General requirements for foundations in soils Foundation design/construction
IS 2911 series Design and construction of pile foundations Pile foundation design
IS 13063:2026 Shallow foundations on rocks Rock-foundation design
IS 11315 series Quantitative description of rock discontinuities Rock-mass characterization
IS 3764:1992 Safety for excavation work Excavation safety
IRC geotechnical guidance Road and bridge geotechnical investigation Highway/bridge projects
2026 update: BIS records show IS 1892:2021 was reviewed in 2026, while IS 2131:2025 is the current SPT test standard listed by BIS. BIS also lists IS 13063:2026 for shallow foundations on rocks.

14. Recent Technical Research and Industry Developments

14.1 AI + CPT-Based Foundation Assessment

Recent research is moving toward combining conventional geotechnical parameters with machine-learning models. A 2026 study investigated the use of CPT-derived features and machine learning to classify shallow-foundation designs as under-designed, adequate or over-designed.

The study reported strong performance from models including XGBoost, Random Forest and Logistic Regression, while emphasizing the importance of domain-informed features and realistic soil variability.

Practical implication: AI can assist geotechnical engineers with screening and decision-support, but it should not replace geological interpretation, engineering judgement or code-compliant investigation.

14.2 Physics-Informed Machine Learning

Recent geotechnical research is also investigating physics-informed machine learning, where engineering knowledge and physical constraints are integrated into data-driven models.

This direction is particularly interesting for:

  • Settlement prediction
  • Soil-structure interaction
  • Slope stability
  • Ground response
  • Uncertainty quantification
  • Digital ground models

14.3 Sustainable Ground Improvement

Research in India is also moving toward lower-carbon ground improvement, including bio-based stabilisation and alternative binders. This is particularly important because conventional cement-based stabilisation can have significant embodied carbon.

15. Field Engineer’s Quick Decision Matrix

Clay \(S_u\) Undrained strength
Sand SPT/CPT Density & resistance
Rock UCS Intact strength
Rock Mass RQD Core quality indicator
If you observe... Ask yourself... Do not conclude immediately...
Very low SPT-N Is the soil loose, soft, organic, saturated or disturbed? “Foundation cannot be built.”
High SPT-N Is the high value caused by gravel/cobbles/refusal? “Bearing capacity is automatically excellent.”
High UCS rock What is the RQD and discontinuity condition? “Rock mass is automatically strong.”
High clay \(S_u\) What are the consolidation and long-term settlement properties? “No settlement problem exists.”
Groundwater encountered How does it change effective stress and construction conditions? “Water is only a construction nuisance.”

16. Geotechnical Engineering DOs and DON’Ts

✅ DOs

  • Prepare a proper ground investigation plan.
  • Record groundwater levels.
  • Log soil and rock strata continuously.
  • Use appropriate sampling methods.
  • Check laboratory results against field observations.
  • Consider settlement as well as bearing capacity.
  • Use current applicable codes.
  • Correlate SPT/CPT with soil type and stress history.
  • Inspect rock joints and weathering.
  • Monitor ground improvement performance.

❌ DON’Ts

  • Do not design from SPT-N alone.
  • Do not treat UCS as rock-mass strength.
  • Do not compare clay \(S_u\) directly with sand SPT-N.
  • Do not ignore groundwater.
  • Do not assume one borehole represents an entire site.
  • Do not ignore weak layers between strong strata.
  • Do not use an unverified empirical correlation.
  • Do not treat refusal as automatically meaning hard rock.
  • Do not overlook differential settlement.
  • Do not replace engineering judgement with an AI prediction.

17. Complete Geotechnical Investigation Workflow

flowchart TD A[Define Structure and Loads] --> B[Collect Geological / Existing Data] B --> C[Site Reconnaissance] C --> D[Prepare Investigation Plan] D --> E[Boreholes / Trial Pits / CPT] E --> F[SPT / Sampling / Groundwater] F --> G[Laboratory Testing] G --> H[Develop Ground Model] H --> I{Design Checks} I --> J[Bearing Capacity] I --> K[Settlement] I --> L[Slope / Excavation Stability] I --> M[Seismic / Liquefaction] I --> N[Groundwater / Seepage] J --> O[Select Foundation] K --> O L --> O M --> O N --> O O --> P{Ground Adequate?} P -->|Yes| Q[Detailed Foundation Design] P -->|No| R[Ground Improvement / Deep Foundation] R --> S[Verification Testing] S --> Q Q --> T[Construction Monitoring] T --> U[Performance Review]

18. Application to Roads, Bridges and Highway Projects

Geotechnical parameters become especially important in highway and bridge projects because the ground is often variable over long distances.

Road Embankment

  • Subgrade strength
  • Settlement
  • Embankment stability
  • Drainage
  • Expansive soil behaviour
  • Ground improvement requirements

Bridge Foundation

  • Scour
  • Foundation depth
  • Bearing capacity
  • Settlement
  • Rock socket / rock quality where applicable
  • Groundwater
  • Seismic effects
For highway and bridge projects, geotechnical investigation should be integrated with alignment, drainage, hydrology, bridge foundation and construction planning rather than being treated as a standalone laboratory exercise.

19. 10 Common Geotechnical Mistakes

  1. Using an old geotechnical report for a changed structure.
  2. Insufficient borehole depth.
  3. Insufficient number of investigation points.
  4. Ignoring groundwater observations.
  5. Using uncorrected or unexplained SPT values.
  6. Ignoring sample disturbance.
  7. Considering only ultimate bearing capacity.
  8. Ignoring differential settlement.
  9. Classifying rock using UCS alone.
  10. Failing to verify ground improvement by post-treatment testing.

20. One-Page Geotechnical Quick Reference

Material Primary Parameter Common Tests Main Engineering Concern
Clay \(S_u\), \(c′\), \(φ′\), consolidation parameters Vane, UU/CU/CD, consolidation Strength + settlement
Sand SPT-N, CPT, \(φ′\), density SPT, CPT, density, shear tests Bearing + settlement + liquefaction
Rock UCS, RQD, discontinuities Core logging, UCS, point-load Rock-mass behaviour
Groundwater \(u\), water-table level Piezometer / observation well Effective stress + seepage

21. Conclusion

There is no single number called “ground strength”.

Clay is commonly assessed using parameters such as undrained shear strength \(S_u\), effective stress parameters and consolidation characteristics.

Sand is commonly investigated using SPT, CPT, density and effective friction angle \(φ′\).

Rock requires assessment of intact strength such as UCS as well as rock-mass characteristics including RQD, discontinuities and weathering.

The most important engineering principle is therefore:

“Do not design from a single soil number — design from the ground model.”

A good geotechnical design connects investigation, laboratory testing, field observations, groundwater, geology, loading, bearing capacity, settlement and construction behaviour into one engineering model.

22. References and Further Reading

  1. Bureau of Indian Standards — IS 1892:2021, Subsurface Investigation for Foundations.
  2. Bureau of Indian Standards — IS 1498:1970, Classification and Identification of Soils for General Engineering Purposes.
  3. Bureau of Indian Standards — IS 2131:2025, Standard Penetration Test of Soil.
  4. Bureau of Indian Standards — IS 4968 Part 3:1976, Static Cone Penetration Test.
  5. Bureau of Indian Standards — IS 2720 series, Methods of Test for Soils.
  6. Bureau of Indian Standards — IS 6403:1981, Bearing Capacity of Shallow Foundations.
  7. Bureau of Indian Standards — IS 8009, Calculation of Settlements of Foundations.
  8. Bureau of Indian Standards — IS 1904:2021, General Requirements for Design and Construction of Foundations in Soils.
  9. Bureau of Indian Standards — IS 2911 series, Design and Construction of Pile Foundations.
  10. Bureau of Indian Standards — IS 13063:2026, Design and Construction of Shallow Foundations on Rocks.
  11. Indian Roads Congress — Guidelines for Geotechnical Investigation for Road and Bridge Works.
  12. CSIR-Central Road Research Institute — research and consultancy activities in geotechnical investigations, highway foundations, soft soils and ground improvement.
  13. Recent research: Predicting CPT-based shallow foundation design adequacy using machine learning, 2026.
  14. Recent research: Physics-informed machine learning in geotechnical engineering, 2025.
Engineering disclaimer: This article is intended for educational and professional reference. The numerical examples are illustrative. Foundation dimensions, allowable pressures, pile capacities, settlement limits, seismic checks, slope stability and ground-improvement designs must be established from project-specific investigation and the applicable current codes, specifications and competent geotechnical engineering judgement.

YogiPWD Technical Reference

Soil strength • SPT • CPT • UCS • RQD • Bearing Capacity • Settlement • Ground Improvement • Foundation Engineering

For Civil Engineering Professionals

Yogendra Gopal Borse

Yogendra Gopal Borse

Civil Engineer | Assistant Engineer Grade-I, Maharashtra PWD

B.Tech (Civil) from VJTI Mumbai. Experienced in bridge design, road works, estimation, project monitoring and digital engineering tools. Creator of YogiPWD – practical technical resources for civil engineers.

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