Analyzing Cracks and Damages in Residences Affected by Blasting Activities in Rudraprayag District

Abstract

The Rishikesh–Karnaprayag Rail Line Project is one of India\'s most significant railway infrastructure developments, designed to enhance connectivity within the Himalayan region of Uttarakhand. The project involves the construction of numerous underground tunnels through complex geological formations, where drilling and controlled blasting are the primary excavation techniques. Although controlled blasting is widely recognized as an efficient and economical method for tunnel excavation, concerns have been raised regarding its potential impact on nearby residential buildings. During the construction period, residents of several villages in Rudraprayag District reported the appearance of cracks and structural distress in their houses, attributing these damages to repeated blasting activities. The present study was therefore undertaken to scientifically investigate the relationship between blasting operations and structural damage in residential buildings located near tunnel excavation zones. The primary objectives of the study were to assess the structural integrity of affected residences, analyze the nature and severity of observed cracks, examine the influence of blast-induced ground vibrations and geological conditions on structural damage, and propose suitable mitigation measures for minimizing adverse impacts during future tunnel construction. The study adopted a quantitative engineering research approach based on field investigations, structural inspections, crack mapping, geological observations, vibration assessment, and statistical analysis. Primary data were collected through detailed surveys of residential buildings situated along the railway alignment, while secondary information was obtained from published literature, technical reports, Indian Standards, and project-related documents. The findings reveal that blast-induced vibrations contribute to structural distress, particularly in buildings located close to tunnel excavation sites. Peak Particle Velocity (PPV) was identified as the most significant vibration parameter influencing crack development, while the severity of damage generally decreased with increasing distance from the blasting source. However, the investigation also established that blasting was not the sole factor responsible for observed structural damage. Geological discontinuities, weathered and fractured rock formations, active fault systems, groundwater conditions, slope instability, construction quality, foundation characteristics, and pre-existing defects were found to play equally important roles in determining the structural response of residential buildings. Older masonry structures lacking seismic reinforcement were observed to be more vulnerable to vibration-induced cracking than modern reinforced cement concrete buildings. Statistical analysis supported the existence of significant relationships between blasting activities, Peak Particle Velocity, distance from the blast source, geological conditions, structural characteristics, and crack severity. The study concludes that scientific engineering investigations are essential before attributing building damage solely to blasting activities. Continuous vibration monitoring, optimized blast design, detailed pre-construction structural documentation, and periodic structural inspections are recommended for minimizing structural risks during tunnel construction in the Himalayan region. The research contributes to the existing body of knowledge on blast-induced structural behaviour under complex Himalayan geological conditions and provides practical recommendations for engineers, construction agencies, policymakers, and infrastructure planners. The findings will assist in improving blasting practices, strengthening structural safety assessment procedures, reducing conflicts between project authorities and local communities, and promoting sustainable infrastructure development while safeguarding residential structures in environmentally sensitive mountainous regions.

Introduction

Infrastructure development plays a vital role in promoting economic growth, regional connectivity, and social development. In India, large transportation projects, particularly in the Himalayan region, have been undertaken to improve accessibility, tourism, disaster management, and national security. The Rishikesh–Karnaprayag Rail Line Project, a 126 km broad-gauge railway in Uttarakhand, is one such strategic initiative. Due to the region's difficult terrain, approximately 80–85% of the railway alignment consists of tunnels constructed using controlled drilling and blasting techniques.

Although controlled blasting is an effective method for hard-rock excavation, it generates ground vibrations that may affect nearby residential buildings. The intensity of these vibrations depends on factors such as explosive charge, distance from the blast, geological conditions, and rock characteristics. Concerns have arisen regarding cracks and structural damage in houses located near tunnel excavation sites, making it necessary to scientifically investigate the relationship between blasting activities and structural deterioration.

The study focuses on residential buildings in Rudraprayag District located near the tunnel alignment of the Rishikesh–Karnaprayag Rail Line Project. The research aims to assess the structural condition of affected buildings, analyze the type and severity of cracks, and recommend mitigation measures to minimize future damage. The study tests the hypothesis that blasting activities may have a significant relationship with the occurrence of cracks and structural damage in nearby buildings.

A review of previous literature highlights that Peak Particle Velocity (PPV) is the most reliable indicator for assessing blast-induced structural damage. Earlier studies emphasize that geological conditions, explosive charge, blast design, and monitoring significantly influence vibration propagation and its effects on structures. Recent research recommends continuous vibration monitoring, optimized blast design, and project-specific vibration prediction models to ensure construction safety.

The study adopts a descriptive, observational, and field-based engineering research design. A purposive sample of 60 residential buildings near tunnel blasting zones in Rudraprayag District was selected for detailed investigation. Primary data were collected through visual inspections, crack mapping, building measurements, GPS recording, homeowner interviews, and photographic documentation, while secondary data were obtained from government reports, engineering standards, and published research. Structural damage assessment includes evaluating crack characteristics, building type, age, repair requirements, and estimated repair costs to determine the possible impact of blasting-induced ground vibrations on residential structures.

Conclusion

Based on the objectives of the study, field investigations, statistical analysis, and interpretation of results, the following conclusions are drawn: The study establishes that blasting activities associated with tunnel excavation have a measurable influence on nearby residential structures when blasting operations are conducted in close proximity to inhabited areas. Although modern controlled blasting techniques are designed to minimize environmental impacts, repeated blast-induced vibrations may contribute to the widening of existing cracks or the initiation of cosmetic cracks, particularly in older and structurally weak buildings. The findings indicate that Peak Particle Velocity (PPV) is one of the most reliable indicators for assessing the likelihood of vibration-related structural damage. Buildings subjected to comparatively higher PPV values exhibited greater crack severity than those exposed to lower vibration levels. Consequently, continuous vibration monitoring should remain an integral component of tunnel construction projects. Distance from the blasting source emerged as another critical factor influencing structural response. Residential buildings located nearer to tunnel excavation sites generally experienced higher vibration intensity than buildings situated farther away. However, distance alone does not determine structural safety because geological conditions significantly influence vibration propagation.

References

[1] Dowding, C. H. (1996). Construction Vibrations. Prentice Hall, Upper Saddle River, New Jersey. [2] Konya, C. J., & Walter, E. J. (1990). Surface Blast Design. Prentice Hall, New Jersey. [3] Hoek, E., & Brown, E. T. (1980). Underground Excavations in Rock. Institution of Mining and Metallurgy, London. [4] Hoek, E., Kaiser, P. K., & Bawden, W. F. (1995). Support of Underground Excavations in Hard Rock. A.A. Balkema, Rotterdam. [5] Singh, P. K., Roy, M. P., Paswan, R. K., Sarim, M. D., Kumar, S., & Jha, R. R. (2015). Blast vibration effects in an underground mine caused by open-pit mining. International Journal of Rock Mechanics and Mining Sciences, 80, 79–88. [6] Olofsson, S. O. (1990). Applied Explosives Technology for Construction and Mining. Applex Publications, Sweden. [7] Langefors, U., & Kihlström, B. (1978). The Modern Technique of Rock Blasting (3rd ed.). John Wiley & Sons. [8] Indian Standards Institution. (1973). IS 6922: Criteria for Safety and Design of Structures Subjected to Underground Blasts. Bureau of Indian Standards, New Delhi. [9] Bureau of Indian Standards. (1973). IS 5249: Method of Test for Determining Dynamic Properties of Soils. BIS, New Delhi. [10] Bureau of Indian Standards. (2002). IS 14881 (Part 1): Guidelines for Blasting in Opencast Mines. BIS, New Delhi. [11] Directorate General of Mines Safety (DGMS). (2017). Technical Circular on Ground Vibration Monitoring in Blasting Operations. DGMS, Dhanbad. [12] USBM. (1980). Structure Response and Damage Produced by Ground Vibration from Surface Mine Blasting (Report of Investigations RI 8507). United States Bureau of Mines. [13] Persson, P. A., Holmberg, R., & Lee, J. (1994). Rock Blasting and Explosives Engineering. CRC Press. [14] Jimeno, C. L., Jimeno, E. L., & Carcedo, F. J. A. (1995). Drilling and Blasting of Rocks. A.A. Balkema, Rotterdam. [15] Society of Explosives Engineers (ISEE). (2011). Blasters\' Handbook (18th ed.). International Society of Explosives Engineers, Cleveland, OH. [16] Siskind, D. E., Stagg, M. S., Kopp, J. W., & Dowding, C. H. (1980). Structure Response and Damage Produced by Ground Vibration from Surface Mine Blasting. U.S. Bureau of Mines Report of Investigations RI 8507. CONTINUE 2 TO 80 [17] Dowding, C. H. (1985). Blast vibration monitoring and control. Engineering Geology, 21(1–2), 131–145. [18] Holmberg, R., & Persson, P. A. (1979). Design of tunnel perimeter blasting. Tunnelling and Underground Space Technology, 4(1), 3–12. [19] Hoek, E. (2007). Practical rock engineering. Rocscience Inc., Toronto, Canada. [20] Bieniawski, Z. T. (1989). Engineering Rock Mass Classifications. John Wiley & Sons, New York. [21] Barton, N., Lien, R., & Lunde, J. (1974). Engineering classification of rock masses for the design of tunnel support. Rock Mechanics, 6(4), 189–236. [22] Hudson, J. A., & Harrison, J. P. (1997). Engineering Rock Mechanics: An Introduction to the Principles. Pergamon Press. [23] Jaeger, J. C., Cook, N. G. W., & Zimmerman, R. (2007). Fundamentals of Rock Mechanics (4th ed.). Blackwell Publishing. [24] Brady, B. H. G., & Brown, E. T. (2006). Rock Mechanics for Underground Mining (3rd ed.). Springer. [25] Palmström, A. (2005). Measurements of and Correlations Between Block Size and Rock Quality Designation (RQD). Tunnelling and Underground Space Technology, 20(4), 362–377. [26] Singh, B., & Goel, R. K. (2011). Engineering Rock Mass Classification. Elsevier. [27] Bieniawski, Z. T. (1973). Engineering classification of jointed rock masses. Transactions of the South African Institution of Civil Engineers, 15(12), 335–344. [28] Hudson, J. A., & Harrison, J. P. (2000). Engineering Rock Mechanics—Part II: Illustrative Worked Examples. Pergamon. [29] Hoek, E., Carranza-Torres, C., & Corkum, B. (2002). Hoek–Brown failure criterion—2002 edition. Proceedings of the North American Rock Mechanics Symposium, Toronto. [30] Bieniawski, Z. T. (1976). Rock mass classification in rock engineering. Proceedings of the Symposium on Exploration for Rock Engineering, Johannesburg. [31] ISRM. (2007). The Complete ISRM Suggested Methods for Rock Characterization, Testing and Monitoring. International Society for Rock Mechanics. [32] Barton, N. (2002). Some new Q-value correlations to assist in site characterization and tunnel design. International Journal of Rock Mechanics and Mining Sciences, 39(2), 185–216. [33] Palmström, A., & Broch, E. (2006). Use and misuse of rock mass classification systems with particular reference to the Q-system. Tunnelling and Underground Space Technology, 21(6), 575–593. [34] Goodman, R. E. (1989). Introduction to Rock Mechanics (2nd ed.). John Wiley & Sons. [35] Deere, D. U. (1964). Technical description of rock cores for engineering purposes. Rock Mechanics and Engineering Geology, 1(1), 17–22. [36] Deere, D. U., & Deere, D. W. (1988). The Rock Quality Designation (RQD) Index in practice. Rock Classification Systems for Engineering Purposes, ASTM STP 984. [37] Federal Highway Administration. (2009). Technical Manual for Design and Construction of Road Tunnels—Civil Elements. FHWA-NHI-10-034. [38] International Tunnelling Association (ITA). (2009). Guidelines for Good Practice in Tunnel Construction. ITA Working Group Publications. [39] National Research Council. (1996). Rock Fractures and Fluid Flow: Contemporary Understanding and Applications. National Academy Press. [40] ASTM International. (2016). ASTM D5731-16: Standard Test Method for Determination of the Point Load Strength Index of Rock. ASTM International. [41] Bureau of Indian Standards. (2016). IS 1893 (Part 1): Criteria for Earthquake Resistant Design of Structures. Bureau of Indian Standards, New Delhi. [42] Bureau of Indian Standards. (2000). IS 456: Plain and Reinforced Concrete—Code of Practice. Bureau of Indian Standards, New Delhi. [43] Bureau of Indian Standards. (1987). IS 875 (Part 1–5): Code of Practice for Design Loads (Other than Earthquake) for Buildings and Structures. Bureau of Indian Standards, New Delhi. [44] Bureau of Indian Standards. (1993). IS 13920: Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces. Bureau of Indian Standards, New Delhi. [45] Central Public Works Department (CPWD). (2019). CPWD Works Manual 2019. Government of India, New Delhi. [46] Ministry of Railways. (2020). Indian Railway Schedule of Dimensions. Government of India, New Delhi. [47] Ministry of Railways. (2022). Indian Railways Bridge Manual. Government of India, New Delhi. [48] National Highways Authority of India (NHAI). (2021). Manual of Specifications and Standards for Tunnel Works. Ministry of Road Transport and Highways, Government of India. [49] Geological Survey of India. (2021). Geological and Mineral Map of Uttarakhand. Geological Survey of India, Kolkata. [50] National Disaster Management Authority. (2019). National Disaster Management Guidelines: Management of Landslides and Snow Avalanches. Government of India.

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Copyright © 2026 Arvind Satvaria, Prof. Sanjay Sharma. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.