One of the most important factors influencing the decision whether and how a tunnel is to be built are the estimated time and costs of construction. This study is based on construction time analysis for different steps in drill-and-blast method of hydro power tunnel excavation in working phase of 6.256,00 meters of tunnels which have different diameters varying from 4,20 to 7,60. There are made 737 field measurements and it is seen that many of the machinery and workmanship productions rates per unit time are significantly lower, varying from 35% to 50%, of that defined in their technical specifications, measurements indicate that highest performance is reached in 7,60m diameter tunnel excavation. It is believed that these data will be helpful for planning and management process of tunnel construction projects, especially those planned to be built in Albania where labor market carries similar features.
Umair Khaliq is an engineering geologist with over 6 years of experience in tunnel engineering, geotechnical investigations, and construction supervision. He has worked on several hydropower and infrastructure projects in Pakistan, including the Gulpur Hydropower Project and Neelum-Jhelum Hydropower Project. His responsibilities have included tunnel instrumentation, geological mapping, geotechnical analysis, and supervision of tunnel construction activities like rock bolting and shotcrete installation. He has strong skills in geological and geotechnical software as well as project report writing.
Supervision of piling works, ACES, 2011, SingaporeTong Seng Chua
This document summarizes information presented at a seminar on the supervision of foundation works. It discusses local geology, types of foundations including bored and driven piles, common construction problems, load testing, integrity testing, and relevant safety regulations. The key topics covered include soil conditions in Singapore, different pile construction methods, quality control processes like load and integrity testing, guidelines for safe construction and load testing, and sources of specification standards. Working as a team between all parties is emphasized as important for foundation works.
Constructability of underground metro stations depends upon the way we will plan and implement with innovative engineering methods at every stage of construction.As a construction engineer it's really challenge and leanings at high end.
Changes in geotechnical engineering over the past 6000 years can be summarized as follows:
1) Geotechnical engineering has evolved from basic empirical methods relying on what others reported to more sophisticated analytical methods using tools like 3D modeling software.
2) Construction projects have increased in scale and complexity, from early 12-25 story public housing to modern projects over 40 stories deep involving complex soil conditions.
3) Regulations and public expectations of safety have increased in response to accidents, requiring specialized professionals to be involved in design and oversight of challenging excavation and tunneling projects.
4) Technology has advanced, allowing improved investigation, analysis, and monitoring of soil behavior and project performance over time.
Dr. Malek Smadi, Ph.D. thesis lateral deformation and associated settlement r...Dr. Malek Smadi
Settlement of structures on soft clay deposits results from flow and consolidation of soil. In the latter case, water squeezes out from under the structure, whereas in the former case soil squeezes out. Settlement resulting from flow of soil depends on the factor of safety against undrained instability.
In construction situations where the factor of safety is small, an accurate prediction of settlement reSUlting from flow of soil is required. Field measurements of horizontal deformation of soft clays during and after construction of embankments and storage facilities have been collected from throughout the world, covering 180 case histories, to relate lateral deformation to the factor of safety and to develop a practical procedure for computing settlements resulting from flow of soil.
Technical Paper on Chennai Metro Project (Mr Klaus Muenz and Nandan Kumar)Nandan Shandilya
The document discusses the construction challenges faced during the construction of the Chennai Metro rail project. Some key challenges discussed include:
- Tunnelling through varied and unpredictable soil and ground conditions including mixed soil, weathered rock, and fresh rock. This led to variations in cutter consumption and frequency of interventions.
- Tunnelling in a dense urban environment with constraints at the surface like buildings, monuments, railway tracks etc. Precise tunnelling control was required.
- Breaking into and out of underground metro stations posed challenges due to confinement and ensuring structural integrity of station areas. Specialized tunnelling techniques like drag-through mining were used.
- Ground control challenges due to presence
It’s hard to get a highly Paid Job without any information & Skills. All the corporate culture needs prior experience. They don’t want to waste their resources to the people who don’t know. SO come to us, Get yourself trained by knowing the history of the field, business structure, your route of finding a place in one of the biggest job producing markets of the world with just a little effort to develop the skills. TSK- Training For skills and knowledge is the best institute in Rawalpindi Islamabad Pakistan for trainings and courses which leads you towards highly paid jobs. For more info visit www.trainingcourses.com.pk
The document describes a robust earth retaining wall system used to control ground movement and minimize impacts on adjacent structures during tunnel construction for the Pasir Panjang Station on the Circle Line in Singapore. Key aspects summarized are:
1) Cross walls and a diaphragm wall system were designed and analyzed using PLAXIS software to stabilize the soil and limit deformation to surrounding structures like the Pasir Panjang Semi Expressway.
2) Instrumentation was installed to monitor wall and ground movements, utilities, and structures during construction. Measured movements were within design tolerances.
3) Actual wall and ground behavior matched design predictions closely, indicating the system successfully controlled ground movements and protected adjacent assets as planned.
Umair Khaliq is an engineering geologist with over 6 years of experience in tunnel engineering, geotechnical investigations, and construction supervision. He has worked on several hydropower and infrastructure projects in Pakistan, including the Gulpur Hydropower Project and Neelum-Jhelum Hydropower Project. His responsibilities have included tunnel instrumentation, geological mapping, geotechnical analysis, and supervision of tunnel construction activities like rock bolting and shotcrete installation. He has strong skills in geological and geotechnical software as well as project report writing.
Supervision of piling works, ACES, 2011, SingaporeTong Seng Chua
This document summarizes information presented at a seminar on the supervision of foundation works. It discusses local geology, types of foundations including bored and driven piles, common construction problems, load testing, integrity testing, and relevant safety regulations. The key topics covered include soil conditions in Singapore, different pile construction methods, quality control processes like load and integrity testing, guidelines for safe construction and load testing, and sources of specification standards. Working as a team between all parties is emphasized as important for foundation works.
Constructability of underground metro stations depends upon the way we will plan and implement with innovative engineering methods at every stage of construction.As a construction engineer it's really challenge and leanings at high end.
Changes in geotechnical engineering over the past 6000 years can be summarized as follows:
1) Geotechnical engineering has evolved from basic empirical methods relying on what others reported to more sophisticated analytical methods using tools like 3D modeling software.
2) Construction projects have increased in scale and complexity, from early 12-25 story public housing to modern projects over 40 stories deep involving complex soil conditions.
3) Regulations and public expectations of safety have increased in response to accidents, requiring specialized professionals to be involved in design and oversight of challenging excavation and tunneling projects.
4) Technology has advanced, allowing improved investigation, analysis, and monitoring of soil behavior and project performance over time.
Dr. Malek Smadi, Ph.D. thesis lateral deformation and associated settlement r...Dr. Malek Smadi
Settlement of structures on soft clay deposits results from flow and consolidation of soil. In the latter case, water squeezes out from under the structure, whereas in the former case soil squeezes out. Settlement resulting from flow of soil depends on the factor of safety against undrained instability.
In construction situations where the factor of safety is small, an accurate prediction of settlement reSUlting from flow of soil is required. Field measurements of horizontal deformation of soft clays during and after construction of embankments and storage facilities have been collected from throughout the world, covering 180 case histories, to relate lateral deformation to the factor of safety and to develop a practical procedure for computing settlements resulting from flow of soil.
Technical Paper on Chennai Metro Project (Mr Klaus Muenz and Nandan Kumar)Nandan Shandilya
The document discusses the construction challenges faced during the construction of the Chennai Metro rail project. Some key challenges discussed include:
- Tunnelling through varied and unpredictable soil and ground conditions including mixed soil, weathered rock, and fresh rock. This led to variations in cutter consumption and frequency of interventions.
- Tunnelling in a dense urban environment with constraints at the surface like buildings, monuments, railway tracks etc. Precise tunnelling control was required.
- Breaking into and out of underground metro stations posed challenges due to confinement and ensuring structural integrity of station areas. Specialized tunnelling techniques like drag-through mining were used.
- Ground control challenges due to presence
It’s hard to get a highly Paid Job without any information & Skills. All the corporate culture needs prior experience. They don’t want to waste their resources to the people who don’t know. SO come to us, Get yourself trained by knowing the history of the field, business structure, your route of finding a place in one of the biggest job producing markets of the world with just a little effort to develop the skills. TSK- Training For skills and knowledge is the best institute in Rawalpindi Islamabad Pakistan for trainings and courses which leads you towards highly paid jobs. For more info visit www.trainingcourses.com.pk
The document describes a robust earth retaining wall system used to control ground movement and minimize impacts on adjacent structures during tunnel construction for the Pasir Panjang Station on the Circle Line in Singapore. Key aspects summarized are:
1) Cross walls and a diaphragm wall system were designed and analyzed using PLAXIS software to stabilize the soil and limit deformation to surrounding structures like the Pasir Panjang Semi Expressway.
2) Instrumentation was installed to monitor wall and ground movements, utilities, and structures during construction. Measured movements were within design tolerances.
3) Actual wall and ground behavior matched design predictions closely, indicating the system successfully controlled ground movements and protected adjacent assets as planned.
This document summarizes a study evaluating mining methods for the 543-S copper deposit in Michigan's Keweenaw Peninsula. An underground cut-and-fill method was selected based on the deposit's geometry. A block model of the deposit was created from drill data. Economic analysis was conducted to determine optimal pit limits and underground development. The study concluded the deposit has potential for open-pit, underground, or hybrid mining and that cut-and-fill is reasonable given the deposit. Future work includes environmental monitoring and feasibility assessments.
This document discusses site investigation and selection of dam types. It outlines the functional and technical requirements that must be satisfied for a dam site, including hydrological characteristics, available head and storage, and geological/geotechnical properties. A coordinated team of specialists is needed to properly evaluate engineering, geological, and environmental factors. Site investigations involve collecting physical, topographic, geological, hydrological, and materials data to assess suitability and inform dam design. Key considerations for site selection include catchment characteristics, foundation conditions, material availability, and project development needs.
The document provides summaries of presentations from the Mine Tech '10 conference held in Bhubaneswar, India. Key topics discussed include Orissa's mineral wealth, outsourcing non-statutory mining activities, iron ore reserves in India, production figures from major coal companies, use of explosives in mining, application of life cycle cost analysis, continuous miners, mine planning software, permitted explosives to increase production, strata control problems, wide stall mining method, effects of blast hole diameter on explosives, blasting performance index, controlled blasting techniques, coal preparation, use of robotics in mining, and green energy initiatives in the mining industry.
The document provides details of the case study on Burj Khalifa tower in Dubai. It summarizes the geotechnical investigation which included boreholes, standard penetration tests, pressuremeter testing, and laboratory testing. This revealed variable soil conditions with depth. A piled raft foundation system was chosen, with preliminary pile load tests indicating stiffness was greater for larger diameter and grouted piles. Foundation design calculations and analysis predicted maximum tower settlements of 45-62mm, within acceptable limits.
This document summarizes a study report on offshore pipeline engineering completed by Kaarthik Saravanan as an intern at McDermott Middle East Inc. in Dubai from June to July 2016. The report provides an overview of pipeline engineering for offshore oil and gas projects, including the design process, materials selection, and typical offshore structures like platforms, jackets, risers, and tie-ins used for pipeline transportation.
Pipe jacking is a trenchless construction method where pipes are pushed through the ground behind a tunneling shield using hydraulic jacks. The process involves excavating soil within the shield as it advances forward in a continuous process until the pipeline is completed. It provides a structurally sound, watertight finished pipeline and avoids excavating trenches, making it suitable for installing pipes in urban areas with existing infrastructure. Some key equipment used includes jacks, pipes, thrust rings to distribute force evenly, and cutter heads to excavate the soil.
The document discusses various trenchless technologies for installing new underground pipes including horizontal directional drilling (HDD), microtunneling, pipe jacking, pipe ramming, and perforator/auger boring. It provides details on each method, including their typical application ranges, suitable soil conditions, and the basic process involved. Microtunneling is described as using a remotely controlled tunnel boring machine and pipe jacking to provide continuous support to the excavation face. Key components of a basic microtunneling system are also outlined.
Static load test method statement cm - ms- bw - 003Minh Bui Si
This document provides a method statement for static and PDA load testing of piles for a building project. It describes the test procedures, equipment, and analysis methods. Key points include:
- Static load tests will be conducted on preliminary test piles to verify their design capacity and settlement characteristics.
- Testing will involve incrementally applying axial loads up to 200% of design capacity using a hydraulic jack and measuring settlement.
- PDA testing will also be conducted to evaluate pile integrity and capacity.
- Procedures, equipment, and acceptance criteria are established for static load testing of different pile types and sizes.
Modern fastening systems in tunnel constructionStefan Lammert
This document discusses fastening systems used in tunnel construction. It begins by providing examples of fixing failures in tunnels that resulted in accidents and deaths. It then discusses various fastening systems, focusing on cast-in channels. Cast-in channels are categorized as a cast-in-place anchor system. The document outlines key considerations for selecting fastening systems, including corrosion protection, the anchoring base (concrete properties), and installation. It emphasizes the importance of selecting systems suitable for the intended service life and environment of the tunnel. Cast-in channels are presented as a preferred alternative to traditional post-installed anchors, as they allow for simpler installation and compensation of tolerances.
Abhay Ocean India Pvt Ltd is a marine construction company established in 1998 in Mumbai that provides services such as submarine pipeline installation, dredging, marine services, surveys, and salvage work. It is led by Capt. Jagdish Khokhar who has over 35 years of experience. The company aims to provide innovative and cost-effective solutions with a focus on quality and safety. It has experience working with major clients in India and internationally.
This document outlines a study on analyzing piled raft foundations using finite element analysis in ANSYS. It begins with an introduction to different types of foundations and focuses on piled raft foundations. The document discusses the methodology, which includes defining elements, material properties, meshing, boundary conditions, and nonlinear static analysis. It then validates the ANSYS model against theoretical calculations and literature findings. Finally, it presents parametric studies on the effects of pile diameter and length combinations on the ultimate load capacity and settlement of piled raft foundations in sand. The key findings are that using larger diameter piles in the center of the raft and smaller diameters at the edges provides higher load capacities with less settlement.
Presentation about Ircon's SGEDT project in Malaysia.Hitesh Khanna
This presentation was presented in Indian Railway's IPWE Seminar in January 2013 at Chennai. It depicts the innovations and new Technologies (in the context of Indian Railways) adopted on the project, and the various technical issues, and how they were dealt with.
This document provides guidance to inspectors on grading activities for road construction projects. It discusses clearing, grubbing, excavation, embankment, borrow sources, and detour construction. Inspectors are advised to be familiar with project plans and specifications before grading begins to ensure work complies with requirements for slope stakes, drainage, utilities, property lines, and environmental/archeological protections. Frequent inspections during grading are needed to address issues from heavy rain events. Detours require proper signing, marking, lighting and inspection for safety.
This document provides a method statement for carrying out concrete works for a building superstructure project. It outlines the management organization and responsibilities. The sequence of works includes setting formwork, installing rebar, placing concrete, curing, and removing formwork. Safety is a priority and addressed in Appendix D. Equipment, manpower, and concrete specifications are defined. Appendices provide the general plans, formwork details, structural calculations, and safety procedures.
Metro Torino Extension - Design and construction problemsgifanta
Infratrasporti.To S.r.l. owns and manages existing infrastructure and plans new infrastructure projects, such as the extension of Line 1 of the Turin Metro between the Marconi and Lingotto stations. The 3 km tunnel extension was constructed using an earth pressure balanced tunnel boring machine, with measures taken to carefully monitor and control support pressures during excavation in variable ground conditions.
Critical levels for monitoring ground anchor systems provide essential safety checks during deep excavation projects. They define an alert level and work suspension level to monitor anchor loads. Exceeding the alert level requires close monitoring, while exceeding the work suspension level stops work. This case study of a large excavation project in Singapore demonstrates how critical level monitoring, conservative design parameters, and controlled pre-loading of anchors ensures the safety and performance of complex temporary earth retaining systems.
Geotechnical report by Dr. Malek Samdi of GEOTILLDr. Malek Smadi
GEOTILL Engineering (www.geotill.com) is Geotechnical Services Provider of comprehensive, and cost effective Civil and Geotechnical Engineering services for clients located throughout the Midwest in Indiana, Illinois, Michigan, Ohio, Kentucky and Missouri. Provides Geotechnical Engineering - onshore, nearshore and offshore foundations; excavations, slopes, retaining structures, tunnels, ground improvement. Numerical Analysis in 2D and 3D for the optimized design and assessment of ground displacements and soil-structure interaction.
Tunnel Engineering – investigation, planning, design, documentation and construction supervision of tunnels for roads, rail, power supply, water supply and sewerage systems.
The document describes a directional drilling technique developed to explore and mine deep alluvial diamond deposits covered by thick overburden. Site trials were conducted in South Africa. A pilot hole was drilled at an incline to reach the diamond-bearing gravel layers, then horizontally within the layer for extraction. A larger reamer tool extracted the gravel, which was flushed to the surface through a tail pipe. The technique aims to enable remote exploration and extraction of inaccessible deposits with minimal environmental impact. The trials successfully demonstrated the viability of the keyhole surgery-based approach.
This document discusses the seismic design of foundations for the Rion Antirion Bridge in Greece. It describes the challenging soil and seismic conditions at the site, which required innovative foundation design. The foundations consist of large diameter caissons resting on top of reinforced natural ground, with steel tubular inclusions driven into the soil to increase its strength. Three of the four bridge piers use this reinforced foundation solution, while the fourth pier's caisson rests directly on a thick gravel layer without inclusions. The document outlines the design process and considerations, which aimed to ensure the foundations could adequately resist the large earthquake and ship impact loads expected at the seismically active site with poor soil conditions.
The document provides an overview of the Atal Tunnel project in India. It discusses the key details of the project including its location in the Himalayas, length of 9.02km, cost of 3200 crore, and connectivity between Lahaul Spiti valley and other tourist areas. It also summarizes the major construction challenges like the Seri Nala fault zone, high overburden pressures, and extreme weather conditions. Safety features of the tunnel including telephone connections every 150m and fire hydrants every 60m are highlighted.
The document provides an overview of the Atal Tunnel project in India. It discusses the key details of the project including its location in the Himalayas, length of 9.02km, cost of 3200 crore, and ability to handle 3000 cars and 1500 trucks per day. It also summarizes the major construction challenges like dealing with the Seri Nala fault zone, ensuring alignment precision, and addressing extreme weather conditions. Safety features of the tunnel are highlighted such as telephone connections every 150 meters and fire hydrants every 60 meters.
This document summarizes a study evaluating mining methods for the 543-S copper deposit in Michigan's Keweenaw Peninsula. An underground cut-and-fill method was selected based on the deposit's geometry. A block model of the deposit was created from drill data. Economic analysis was conducted to determine optimal pit limits and underground development. The study concluded the deposit has potential for open-pit, underground, or hybrid mining and that cut-and-fill is reasonable given the deposit. Future work includes environmental monitoring and feasibility assessments.
This document discusses site investigation and selection of dam types. It outlines the functional and technical requirements that must be satisfied for a dam site, including hydrological characteristics, available head and storage, and geological/geotechnical properties. A coordinated team of specialists is needed to properly evaluate engineering, geological, and environmental factors. Site investigations involve collecting physical, topographic, geological, hydrological, and materials data to assess suitability and inform dam design. Key considerations for site selection include catchment characteristics, foundation conditions, material availability, and project development needs.
The document provides summaries of presentations from the Mine Tech '10 conference held in Bhubaneswar, India. Key topics discussed include Orissa's mineral wealth, outsourcing non-statutory mining activities, iron ore reserves in India, production figures from major coal companies, use of explosives in mining, application of life cycle cost analysis, continuous miners, mine planning software, permitted explosives to increase production, strata control problems, wide stall mining method, effects of blast hole diameter on explosives, blasting performance index, controlled blasting techniques, coal preparation, use of robotics in mining, and green energy initiatives in the mining industry.
The document provides details of the case study on Burj Khalifa tower in Dubai. It summarizes the geotechnical investigation which included boreholes, standard penetration tests, pressuremeter testing, and laboratory testing. This revealed variable soil conditions with depth. A piled raft foundation system was chosen, with preliminary pile load tests indicating stiffness was greater for larger diameter and grouted piles. Foundation design calculations and analysis predicted maximum tower settlements of 45-62mm, within acceptable limits.
This document summarizes a study report on offshore pipeline engineering completed by Kaarthik Saravanan as an intern at McDermott Middle East Inc. in Dubai from June to July 2016. The report provides an overview of pipeline engineering for offshore oil and gas projects, including the design process, materials selection, and typical offshore structures like platforms, jackets, risers, and tie-ins used for pipeline transportation.
Pipe jacking is a trenchless construction method where pipes are pushed through the ground behind a tunneling shield using hydraulic jacks. The process involves excavating soil within the shield as it advances forward in a continuous process until the pipeline is completed. It provides a structurally sound, watertight finished pipeline and avoids excavating trenches, making it suitable for installing pipes in urban areas with existing infrastructure. Some key equipment used includes jacks, pipes, thrust rings to distribute force evenly, and cutter heads to excavate the soil.
The document discusses various trenchless technologies for installing new underground pipes including horizontal directional drilling (HDD), microtunneling, pipe jacking, pipe ramming, and perforator/auger boring. It provides details on each method, including their typical application ranges, suitable soil conditions, and the basic process involved. Microtunneling is described as using a remotely controlled tunnel boring machine and pipe jacking to provide continuous support to the excavation face. Key components of a basic microtunneling system are also outlined.
Static load test method statement cm - ms- bw - 003Minh Bui Si
This document provides a method statement for static and PDA load testing of piles for a building project. It describes the test procedures, equipment, and analysis methods. Key points include:
- Static load tests will be conducted on preliminary test piles to verify their design capacity and settlement characteristics.
- Testing will involve incrementally applying axial loads up to 200% of design capacity using a hydraulic jack and measuring settlement.
- PDA testing will also be conducted to evaluate pile integrity and capacity.
- Procedures, equipment, and acceptance criteria are established for static load testing of different pile types and sizes.
Modern fastening systems in tunnel constructionStefan Lammert
This document discusses fastening systems used in tunnel construction. It begins by providing examples of fixing failures in tunnels that resulted in accidents and deaths. It then discusses various fastening systems, focusing on cast-in channels. Cast-in channels are categorized as a cast-in-place anchor system. The document outlines key considerations for selecting fastening systems, including corrosion protection, the anchoring base (concrete properties), and installation. It emphasizes the importance of selecting systems suitable for the intended service life and environment of the tunnel. Cast-in channels are presented as a preferred alternative to traditional post-installed anchors, as they allow for simpler installation and compensation of tolerances.
Abhay Ocean India Pvt Ltd is a marine construction company established in 1998 in Mumbai that provides services such as submarine pipeline installation, dredging, marine services, surveys, and salvage work. It is led by Capt. Jagdish Khokhar who has over 35 years of experience. The company aims to provide innovative and cost-effective solutions with a focus on quality and safety. It has experience working with major clients in India and internationally.
This document outlines a study on analyzing piled raft foundations using finite element analysis in ANSYS. It begins with an introduction to different types of foundations and focuses on piled raft foundations. The document discusses the methodology, which includes defining elements, material properties, meshing, boundary conditions, and nonlinear static analysis. It then validates the ANSYS model against theoretical calculations and literature findings. Finally, it presents parametric studies on the effects of pile diameter and length combinations on the ultimate load capacity and settlement of piled raft foundations in sand. The key findings are that using larger diameter piles in the center of the raft and smaller diameters at the edges provides higher load capacities with less settlement.
Presentation about Ircon's SGEDT project in Malaysia.Hitesh Khanna
This presentation was presented in Indian Railway's IPWE Seminar in January 2013 at Chennai. It depicts the innovations and new Technologies (in the context of Indian Railways) adopted on the project, and the various technical issues, and how they were dealt with.
This document provides guidance to inspectors on grading activities for road construction projects. It discusses clearing, grubbing, excavation, embankment, borrow sources, and detour construction. Inspectors are advised to be familiar with project plans and specifications before grading begins to ensure work complies with requirements for slope stakes, drainage, utilities, property lines, and environmental/archeological protections. Frequent inspections during grading are needed to address issues from heavy rain events. Detours require proper signing, marking, lighting and inspection for safety.
This document provides a method statement for carrying out concrete works for a building superstructure project. It outlines the management organization and responsibilities. The sequence of works includes setting formwork, installing rebar, placing concrete, curing, and removing formwork. Safety is a priority and addressed in Appendix D. Equipment, manpower, and concrete specifications are defined. Appendices provide the general plans, formwork details, structural calculations, and safety procedures.
Metro Torino Extension - Design and construction problemsgifanta
Infratrasporti.To S.r.l. owns and manages existing infrastructure and plans new infrastructure projects, such as the extension of Line 1 of the Turin Metro between the Marconi and Lingotto stations. The 3 km tunnel extension was constructed using an earth pressure balanced tunnel boring machine, with measures taken to carefully monitor and control support pressures during excavation in variable ground conditions.
Critical levels for monitoring ground anchor systems provide essential safety checks during deep excavation projects. They define an alert level and work suspension level to monitor anchor loads. Exceeding the alert level requires close monitoring, while exceeding the work suspension level stops work. This case study of a large excavation project in Singapore demonstrates how critical level monitoring, conservative design parameters, and controlled pre-loading of anchors ensures the safety and performance of complex temporary earth retaining systems.
Geotechnical report by Dr. Malek Samdi of GEOTILLDr. Malek Smadi
GEOTILL Engineering (www.geotill.com) is Geotechnical Services Provider of comprehensive, and cost effective Civil and Geotechnical Engineering services for clients located throughout the Midwest in Indiana, Illinois, Michigan, Ohio, Kentucky and Missouri. Provides Geotechnical Engineering - onshore, nearshore and offshore foundations; excavations, slopes, retaining structures, tunnels, ground improvement. Numerical Analysis in 2D and 3D for the optimized design and assessment of ground displacements and soil-structure interaction.
Tunnel Engineering – investigation, planning, design, documentation and construction supervision of tunnels for roads, rail, power supply, water supply and sewerage systems.
The document describes a directional drilling technique developed to explore and mine deep alluvial diamond deposits covered by thick overburden. Site trials were conducted in South Africa. A pilot hole was drilled at an incline to reach the diamond-bearing gravel layers, then horizontally within the layer for extraction. A larger reamer tool extracted the gravel, which was flushed to the surface through a tail pipe. The technique aims to enable remote exploration and extraction of inaccessible deposits with minimal environmental impact. The trials successfully demonstrated the viability of the keyhole surgery-based approach.
This document discusses the seismic design of foundations for the Rion Antirion Bridge in Greece. It describes the challenging soil and seismic conditions at the site, which required innovative foundation design. The foundations consist of large diameter caissons resting on top of reinforced natural ground, with steel tubular inclusions driven into the soil to increase its strength. Three of the four bridge piers use this reinforced foundation solution, while the fourth pier's caisson rests directly on a thick gravel layer without inclusions. The document outlines the design process and considerations, which aimed to ensure the foundations could adequately resist the large earthquake and ship impact loads expected at the seismically active site with poor soil conditions.
The document provides an overview of the Atal Tunnel project in India. It discusses the key details of the project including its location in the Himalayas, length of 9.02km, cost of 3200 crore, and connectivity between Lahaul Spiti valley and other tourist areas. It also summarizes the major construction challenges like the Seri Nala fault zone, high overburden pressures, and extreme weather conditions. Safety features of the tunnel including telephone connections every 150m and fire hydrants every 60m are highlighted.
The document provides an overview of the Atal Tunnel project in India. It discusses the key details of the project including its location in the Himalayas, length of 9.02km, cost of 3200 crore, and ability to handle 3000 cars and 1500 trucks per day. It also summarizes the major construction challenges like dealing with the Seri Nala fault zone, ensuring alignment precision, and addressing extreme weather conditions. Safety features of the tunnel are highlighted such as telephone connections every 150 meters and fire hydrants every 60 meters.
TUNNELING IN HIMALAYAS WITH NATM METHOD: A SPECIAL REFERENCES TO SUNGAL TUNNE...IRJET Journal
1) The document discusses the Sungal Tunnel project in Jammu and Kashmir, India, which is being constructed using the New Austrian Tunneling Method (NATM).
2) NATM involves continuous monitoring during construction to adapt to changing ground conditions, and makes extensive use of shotcrete for temporary tunnel support.
3) The methodology section outlines the systematic geotechnical design process for tunnels according to Austrian guidelines, and describes the various steps of NATM tunnel construction including initial and secondary tunnel support.
Case study: Widening an existing bridge structure Challenges and solutionsIRJET Journal
This document summarizes the process of widening an existing bridge in the UAE. It faced several challenges, including replacing deteriorated bearings, repairing cracks and defects found after removing pavement, constructing approach slabs where there were none previously, addressing differences in cross-slope between the existing and new structures, protecting the deck from chemicals, and strengthening an existing pier with carbon fiber reinforced polymer sheets. These challenges were addressed through methods like jacking the bridge to replace bearings, repairing cracks, constructing new approach slabs, using leveling concrete to create uniform cross-slope, applying waterproofing, and installing CFRP sheets to strengthen the pier according to product specifications. The widening resulted in two bridges with four
This document provides a construction methodology and project management report for a bridge project. It describes the bridge design, which consists of beam bridges on the ends and a central suspended section supported by carbon fiber cables. It then outlines the construction process in 4 main stages: 1) laying foundations and piles, 2) constructing piers and support columns, 3) installing the bridge deck and tensioning the cables, and 4) completing the road surface. Environmental management and safety plans are also discussed at a high level. The construction is estimated to take approximately 3-4 years to complete.
Practices in Planning, Design and Construction of Head Race Tunnel of a Hydro...Mohit Shukla
This paper has been selected for oral presentation as well as inclusion in the conference proceedings of the ICCCGE 2016 : 18th International Conference on Civil,Construction and Geological Engineering held in Toronto, Canada during June,
13-14, 2016. This paper was also able to find a position in the international conference of Dams and Hydropower held at Laos in May 2016.
IRJET - Research on Design of Semi-Polygonal Segment of Submerged Floating Tu...IRJET Journal
This document summarizes research on the design of semi-polygonal segments for a submerged floating tunnel. Key points include:
- The tunnel would float due to buoyancy and be held in place by tethers or bracings between two tunnels.
- Materials used include aluminum 6061 for the outer layer, reinforced concrete for the inner layer and structure, and expanded polystyrene foam as an insulator.
- Calculations were done to determine buoyancy to weight ratios for different segment lengths (100m, 250m, 450m) to ensure stability and proper submergence under water. Ratios of over 1 were achieved, allowing the segments to float safely.
Advanced Tunnel Form Construction Technique, Case Study of Rohan-Abhilasha, ...Mary Montoya
1) Tunnel form construction is a fast and efficient method for mass housing projects in India where time and quality are constraints. It allows daily casting of walls and slabs using reusable formwork.
2) The case study describes a housing project in Pune, India called Rohan-Abhilasha that used tunnel form construction. This reduced construction time from 7 months using conventional formwork to 3 months.
3) Tunnel form construction provides smooth wall finishes requiring little plastering and allows monolithic pouring of walls and slabs. When properly planned, it can achieve a 1-day repeat cycle for floors.
This document summarizes the evolution of completion designs used by Total Austral in developing shale resources in the Vaca Muerta formation in Argentina over the past decade. It began with vertical exploratory wells to characterize the formation, followed by a short horizontal appraisal well. A pilot phase involved 12 horizontal wells to validate productivity from two zones, using plug-and-perf completions. Operational challenges were addressed. Subsequent phases increased lateral lengths, implemented new technologies like 4D seismic and chemical tracers, and optimized operations to increase production and reduce costs through testing of fracture parameters and improvements to water/proppant logistics and service reliability. The historical experience helped shift to more efficient best practices for unconventional well stimulation.
Sustainable Solution for Shoring Method of Cross-Creek Bridge in Ankeng MRT S...Dr. Amarjeet Singh
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Construction Time Analysis For Different Steps In Drill-And-Blast Method Of Hydro Power Tunnel Excavation
1. Erion Periku Int. Journal of Engineering Research and Applications www.ijera.com
ISSN : 2248-9622, Vol. 5, Issue 1( Part 1), January 2015, pp.95-101
www.ijera.com 95 | P a g e
Construction Time Analysis For Different Steps In Drill-And-
Blast Method Of Hydro Power Tunnel Excavation
Erion Periku1
, Algest Aga2
1
Department of Civil Engineering, Epoka University, Tirana, Albania
1
Fan River Hydro Power Project, Aydiner Construction Co., Lezhe, Albania
2
Department of Mineral Resources Engineering, Tirana Polytechnic University, Tirana, Albania
ABSTRACT
One of the most important factors influencing the decision whether and how a tunnel is to be built are the
estimated time and costs of construction. This study is based on construction time analysis for different steps in
drill-and-blast method of hydro power tunnel excavation in working phase of 6.256,00 meters of tunnels which
have different diameters varying from 4,20 to 7,60. There are made 737 field measurements and it is seen that
many of the machinery and workmanship productions rates per unit time are significantly lower, varying from
35% to 50%, of that defined in their technical specifications, measurements indicate that highest performance is
reached in 7,60m diameter tunnel excavation. It is believed that these data will be helpful for planning and
management process of tunnel construction projects, especially those planned to be built in Albania where labor
market carries similar features.
Keywords –Albania, drill and blast, construction time, tunnel excavation
I. INTRODUCTION
Technological developments of XX and XXI
century have set tunnels as an integral part of roads,
hydropower works, mines etc. They are among the
most complicated structures that require in-depth
engineering studies and updated data. Although
preliminary analysis of tunnel opening methods are
based on geological studies, geological maps and
survey of the tunnel axis terrain, decisions are
strongly based on previous experiences. In
hydropower works energy tunnels are structural
elements, which are constructed to divert the natural
flow of water. They are built to utilize the water
potential energy; hence the hardness of the rock,
through which the energy tunnel passes, is not the
main selection criteria. The rock hardness effects
directly the tunnel excavation time therefore
uncertainties of the soil structure and inability to
pass the tunnel through hard rock makes time
prediction difficult, this difficulty is mostly solved
by previous experiences.
Albanian tunnel engineers and tunnel labor
market had a valuable experience in design,
construction and strengthening of the energy
tunnels, which reached its peak around the year
1985 [1]. After this period, as many sectors of
Albanian industry, there was a stagnation of more
than 25 years in construction of energy tunnels
which made it difficult the use of gained experience
and updating of energy tunnel construction data,
especially time and cost ones. Therefore this study
attempts to provide an overview of tunnel
construction time necessary for any particular
excavation process based on the construction of
tunnels on the Fan river hydropower projects, which
can be helpful for the Albanian tunnel managers and
engineers to reduce uncertainties and estimate more
realistic time and cost of construction.
Results of this study are based on analysis of
6.256,00 meters of tunnel excavation which have
different diameters varying from 4,20 to 7,60
meters. The data were selected such as to present in
the best way all excavation phases of drill-and-blast
method. In this study it was concluded that the time
required to complete an excavation processes is
almost two times higher than that provided in
technical specifications.
II. PREVIOUS WORKS
One of the most important factors influencing
the decision whether and how a tunnel is to be built
are the estimated time and costs of construction [2].
The construction time significantly influences the
tunnel construction costs, because substantial part of
the costs comprises of the labor and machinery
costs, which are time dependent [3]. As the labor
and machinery costs are time dependent researchers
have worked to collect statistical data for the
consumption of time during various different
working steps within a drill-and-blast method, such
as excavation, mucking out and the installation of
rock bolts and steel arches support [4]. Several
reports states that cost and time, estimated by the
early design phases, overruns commonly in
infrastructure projects that include tunnels [5].
Statistical and updated data for Albanian labor and
RESEARCH ARTICLE OPEN ACCESS
2. Erion Periku Int. Journal of Engineering Research and Applications www.ijera.com
ISSN : 2248-9622, Vol. 5, Issue 1( Part 1), January 2015, pp.95-101
www.ijera.com 96 | P a g e
machinery time consumption in tunnel construction
projects could not be found [1] therefore this study
tend to contribute in creation of a realistic database
which can be successfully implanted in existing
tunnel construction time and cost models.
III. DRILL AND BLAST METHOD
Tunnel excavation can be seen as a cyclic
process with the main activities executed in series
[6]. The unit of each cycle in drill and blast method
is named round and consists of four successive
operations, namely: drill, blast, muck and
installation of primary support [7]. Drill is the first
operation of a single round and consists of rock
quality decision done by geological engineer,
application of holes and tunnel face done by survey
engineer, drilling the holes in the tunnel face done
by drilling jumbo. Blasting consist of charging the
holes with explosive, blasting them and provide
fresh air via ventilation. Pieces of loosened rock
remaining on the tunnel roof and walls during
blasting process have to be removed after mucking
machines and materials handling equipment are
mobilized, and the muck is hauled out of the tunnel
face. The primary support is directly related with
quality of rock and it is in reverse proportion of it,
as the hardness of rock increases the amounts of
primary support decreases, types of primary support
and round length of tunnels on the Fan river
hydropower projects are shown in Table 1.
Table 1. Primary Support of Tunnels on the Fan River Hydropower Projects [1]
Project
Value
Rock Quality [8] Round Length
(m)
Primary Support
RQD(%) Description
5 0-20 Very Poor 1,00-1,50
5+15 cm shotcrete, wire mesh, systematic rock bolts,
I steel arch profile
4 21-40 Poor 2,00-2,50 5+5 cm shotcrete, wire mesh, systematic rock bolts
3 41-60 Fair 2,50-3,00 5+5 cm shotcrete, wire mesh, systematic rock bolts
2 61-80 Good 3,50-4,00 5 cm shotcrete, local rock bolts
1 81-100 Very Good 3,50-4,00 no primary support
Rock quality in this project is presented in five
main classes and based on this there is given the
support system shown in Table 1, although there can
be different rates that include more than five rock
quality types which recommends different support
systems [8]. Shotcrete is the element that is used in
every tunnel where prime support is needed, wire
mesh is an element mainly used where the tension
stresses occur in order to reinforce the concrete, now
days it is mostly replaced with steel or plastic fibers.
Rock bolt is an anchor used for stabilizing rock
excavations and transfers load from the unstable
exterior, to the confined interior rock mas, mainly
used in fair, poor and very poor rocks. Steel arch
supports are used in poor or very poor rocks and for
this project it is chosen to be I section rib but it can be
wide flange rib, TH section rib, 3 bar lattice girder or
4 bar lattice girder.
Installation of primary support is the last
operation done within a single round. Depending upon
project types it is determined either making the
primary support within the round or not [1]. Technical
specification of Fan river hydropower projects has
determined it as follows: for very poor rocks the next
round can start only when primary support is
completed, for poor and fair rocks there can be at
most one round without primary support before the
next round starts and for good rocks there can be at
most two rounds without primary support before ne
next round starts.
IV. PROCESS TIME ASSESSMENT
Four successive operations drill, blast, muck and
installation of primary support are analyzed
separately, like shown in Table 2. For these operations
there is analyzed velocity of operating vehicles, time
of engineering decisions and workmanship in tunnel
construction phase.
The vehicles are; jumbo, which is used to drill the
holes in tunnel face as well as to drill the holes for
rock bolt and forepolings; excavator, which is used to
remove pieces of loosened rock remaining on the
tunnel roof and walls during blasting, loader is used to
load the muck in trucks which haul it out of the tunnel
face, shotcrete pump is used to spray the shotcrete,
sent there by mixer, into tunnel walls, pick-up trucks
which is used for technical staff transport within the
tunnel, cement injection pump, which is used to inject
cement into rock bolt holes, is moved in tunnel fixed
over pick-up truck.
3. Erion Periku Int. Journal of Engineering Research and Applications www.ijera.com
ISSN : 2248-9622, Vol. 5, Issue 1( Part 1), January 2015, pp.95-101
www.ijera.com 97 | P a g e
Table 2. Time effecting work processes
Process Work Done Time effecting
Drill
- Rock quality decision
- Application of holes
- Drilling the holes
1. Pick-up track forward and backward velocity.
2. Geological engineer time to sketch the tunnel face.
3. Survey engineer time to apply the holes and tunnel
face.
4. Jumbo forward and backward velocity.
5. Workmanship time to drill the holes.
Blast
- Charge the holes
- Blats
- Ventilation
1. Pick-up track forward and backward velocity.
2. Workmanship time to charge the holes with explosive.
3. Blasting time
4. Ventilation time
Muck
- Remove pieces of
loosened rock
- Load the muck in
trucks
- Haul the muck out of
tunnel
1. Excavator forward and backward velocity.
2. Workmanship time to remove pieces of loosened rock
3. Loader forward and backward velocity.
4. Workmanship time to load the muck in trucks
5. Truck forward and backward velocity.
Primary Support
- Application of
shotcrete
- Installation of wire
mesh
- Topographic
measurements
- Installation of steel
arch profile
- Installation of rock
bolts
1. Shotcrete pump forward and backward velocity.
2. Mixer forward and backward velocity.
3. Workmanship time to spray shotcrete
4. Pick-up track forward and backward velocity.
5. Workmanship time to install wire mesh
6. Survey engineer time to set steel arch profile
7. Loader forward and backward velocity.
8. Workmanship time to install steel arch profile
9. Jumbo forward and backward velocity
10. Workmanship time to drill rock bolt holes
11. Workmanship to install rock bolts
Time effecting processes are defined in detail in
Table 2, for all them there are done measurements in
the faces of the tunnel which have different distances
from the entrance of it. The measurement are done in
time interval of about five months in the excavation
process of 6.256,00 m tunnel with diameter varying
from 4,20 m to 7,60 m. The geological formation of
the analyzed tunnel segments is mainly composed of
basalt, serpentine, kaolin, diabase, dunite and there
are 0% very good rock (class 1), 24% good rock
(class 2), 36% fair rock (class 3), 23% poor rock
(class 4), 17% very poor rock (class 5).
0,0 500,0 1.000,0 1.500,0 2.000,0 2.500,0
Distance From Tunnel Enterance (m)
0,0
1,0
2,0
3,0
4,0
5,0
Velocity(m/s)
Fig. 1, Pick-up track and jumbo velocity measurements; (a) Pick-up track and jumbo forward velocity, (b) Pick-
up track and jumbo backward velocity.
For drilling process there are done 163
measurements in tunnel faces which have different
distance from tunnel entrance. From these
measurements 117 are done to calculate the forward
velocity and 46 are done to calculate the backward
velocity of pick up tracks and jumbo. All the work
machines used in tunnel construction run backward
till the nearest tunnel adit, which in this project are
designed to be every 250 meters. In the same way
there are measured geological and survey engineers
time needed for their work described in Table 2 in
105 different points. Workmanship time to drill the
holes is calculated in 56 tunnel faces which consist
of four different rock qualities (class). The average
forward velocity of the pick-up track is measured to
be 3,41 m/s or 12,28 km/h as shown in Fig. 1 (a),
*Pick Up Track *Jumbo
*Pick Up Track *Jumbo
(a) (b)
4. Erion Periku Int. Journal of Engineering Research and Applications www.ijera.com
ISSN : 2248-9622, Vol. 5, Issue 1( Part 1), January 2015, pp.95-101
www.ijera.com 98 | P a g e
and its backward velocity is measured to be 1,97
m/s or 7,10 km/h as shown in Fig. 1 (b),. Similarly
the forward velocity of the jumbo is measured to be
1,87 m/s or 6,74 km/h and its backward velocity is
measured to be 1,15 m/s or 4,12 km/h. As it is seen
from Fig. 1 the velocity of pick up track and jumbo
are not related with the distance of tunnel face from
its entrance. The average time needed from
geological engineer to make rock quality decision
and sketch the tunnel face is 16,34 minutes as
shown in Fig. 2, and that of survey engineer to apply
the holes and tunnel face is 25,44 minutes, as shown
in Fig. 2, Similarly to the vehicles velocity,
geological and survey engineer times are not related
to the distance of tunnel face from its entrance. It is
important to emphasize that these engineering teams
can work simultaneously in the same tunnel face.
VAR_5
VAR_3
0,0 20,0 40,0 60,0 80,0 100,0 120,0
Number of Measurements (times)
0,0
10,0
20,0
30,0
40,0
Time(min)
Fig. 2, Time needed by, geological engineer to make
rock quality decision and sketch the tunnel face and
survey engineer to apply the holes and tunnel face.
Workmanship to drill the holes is directly
related to the quality of rock. For every rock quality
(class) there exists a pattern which specifies the
number of holes per each tunnel face as well as their
depth. For this reason the best way to measure the
drilling process is time per unit length. In Fig. 3 the
drilling process of different rock quality is drown,
the data are collected from 100 measurements in 4
different rock quality, and the average time to drill 1
meter rock is 28,52 sec. Time in minutes to drill
holes in different tunnel faces can be calculated as
(28,52/60) x (number of holes per tunnel face) x
(round length).
0,0 20,0 40,0 60,0 80,0 100,0 120,0
Number ofMeasurements (times)
15,0
25,0
35,0
45,0
DrillinTime(Sec/meter)
Fig. 3, Drilling time that is needed to drill 1 meter
rock measured in four different rock quality.
Blasting is measured similarly to drilling process, as
there exists five rock qualities there would be five
different times. The measurements could be done
based either on time needed to charge 1 meter hole,
or the time needed to charge 1 mete cube rock to be
blasted, for this study it was chosen to make the
measurements per one meter cube rock that would
be blasted. There are done 97 measurements as
shown in Fig. 4 and the average time to charge the
holes of 1 meter cube blasted rock is 0,63 minutes,
and the time in minutes to charge a different tunnel
face can be calculated as (0,63) x (tunnel face area)
x (round length). The velocity of the pick-up track
that carries the explosive material to the tunnel face
is same with that measured in drilling process. The
blasting time is in the range of some seconds and it
does not have any effect in the entire time.
Ventilation system of this project is face
concentration, air supply system. The time needed to
supply air to tunnel face after blasting is in the range
of 40 to 50 minutes.
0,0 20,0 40,0 60,0 80,0 100,0
Number of Measurments (Times)
0,4
0,5
0,6
0,7
0,8
0,9
ChargingTime(min/m3)
Fig. 4, Charging time that is needed to blast 1 cubic
meter rock measured in four different rock quality.
Mucking process is described in detailed in
Table 2. There are done 50 measurements for the
excavator velocity and 95 measurements for
workmanship time to remove pieces of loosened
rock as shown in Fig 5. It is measured that the
forward and backward velocity of the excavators is
approximately the same for this reason it is defined
only as excavator velocity. The average velocity of
the excavator is measured to be 1,25 m/s or 4,32
km/h as shown in Fig 5 (a). Workmanship time to
remove pieces of loosened rock is measured in 4
different rock quality and it has an average time of
24,56 minutes for very poor (Class V) rock, 18,77
minutes for poor (Class IV) rock, 15,59 minutes for
fair (Class III) rock and 14,71 minutes for good
(Class II) rock, data of this measurements are
presented in Fig 5 (b).
* Geological engineer * Survey engineer
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0,0 10,0 20,0 30,0 40,0 50,0 60,0
Number of Measurments (Times)
0,5
1,0
1,5
2,0
Velocity(m/s)
0,0 10,0 20,0 30,0
NumberofMeasurments(Times)
5,0
10,0
15,0
20,0
25,0
30,0
35,0
Time(min)
Fig. 5, Excavator velocity and workmanship time to remove pieces of loosened rock measurements; (a) Forward
and backward velocity of excavator, (b) Workmanship time to remove pieces of loosened rock in four different
rock quality (Class II to Class V).
It is measured that loader and material
transporting trucks have very closed average velocity,
for these reason the data are put in the same graph.
There are done 77 measurements as shown in Fig. 6
and the average forward velocity of the loader and
track is measured to be 3,34 m/s or 12,03 km/h and
the backward speed of them is 1,62 m/s or 5,83 km/h.
0,0 20,0 40,0 60,0 80,0
NumberofMeasurements(Times)
0,0
1,0
2,0
3,0
4,0
5,0
6,0
Velocity(m/s)
Fig. 6, Loader and track forward and backward
velocity measurements.
Time needed to load the muck in truck is
measured in 65 tunnel faces which have different
distance from tunnel adit. The truck that hauls the
material out of tunnel stays on tunnel adit and the
material is transported from tunnel face to nearest
tunnel adit by loader. Results are shown in Fig. 7 and
have a parabolic shape, the time needed to load the
material increases exponentially with distance and it
best fits with Equation 1, where L is the unit time in
minutes needed to load 1 meter cube muck and D is
the distance in meters of tunnel face from nearest
tunnel adit. As it is shown in Fig. 7 as the distance
changes from 150 meters to 250 meters the time
needed to load one cubic meter material increases
twice.
L = 0,50 e (0,005 x D)
(Eq. 1)
0,0 50,0 100,0 150,0 200,0 250,0
Distance from Tunnel Face to Adit (m)
0,0
0,5
1,0
1,5
2,0
LoadingTime(min/m3)
Fig. 7, Time needed to load one cubic meter material
in track.
Shotcrete pump and mixer have the same
velocity as loader which is shown in Fig. 7, there are
done 71 measurements on shotcrete pump velocity
and 64 on mixer velocity ant it is noted that the
average velocity of them is almost the same and very
closed to that of loader. There are different shotcrete
thicknesses as shown in Table 1 for these reason the
measurements are done per meter cube of sprayed
material. The data are collected in 117 tunnel faces
and the average time needed to spray a meter cube
shotcrete is 11,40 minutes as shown in Fig. 8. The
time needed to spray the shotcrete increases slightly
as the tunnel face goes deeper, although there is
measured only the time that shotcrete pump sprays
the material.
0,0 25,0 50,0 75,0 100,0 125,0
Number of Measurements (Times)
5,0
10,0
15,0
TimetoSprayShotcrete(min/m3)
Fig. 8, Time needed to spray one cubic meter
shotcrete in tunnel.
* Class V, * Class IV,* Class III, * Class II
(a) (b)
* Forward Velocity, * Backward Velocity
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Installation of steel wire mesh changes from
significantly from Class V to other rock qualities. In
the Class V rock the steel profile is installed and after
that the wire mesh, so steel arches are used as support
in other cases there must be anchored some steel ribs,
generally 12mm in diameter, which works as steel
wire mash support. Time needed to anchor those steel
ribs is some times greater than that of wire mesh
installation its self. There are done 46 measurements
in Class V rock and 46 measurements in other rock
qualities. Time needed to install one square meter
steel wire mesh in Class V is approximately 0,68
minutes, and time needed to install one square meter
steel wire mesh in other rock qualities is 1,29 minutes
as shown in Fig. 9.
0,0 10,0 20,0 30,0 40,0 50,0
Number of Measurements (Times)
0,0
0,5
1,0
1,5
2,0
TimeofWireMeshInstallation(min/m2)
Fig. 9, Time needed to install one square meter wire
mesh in tunnel.
0,0 10,0 20,0 30,0 40,0 50,0
Number ofMeasurements(Times)
30,0
50,0
70,0
90,0
TimetoInstallaSteelArch(min)
Fig. 10, Time needed to spray one cubic meter
shotcrete in tunnel
Steel arches are installed only in Class V rocks
as shown in Table 2. There are done 44
measurements of steel arch installation, and the
average time to install a single arch is 56,01 minutes
as shown in Fig. 10. Steel arch installation consumes
a large amount of time at tunnel excavation process.
The rock bolt installation mainly consists of three
steps, drilling rock bolt holes, injecting cement paste,
inserting rock bolt. Drilling process is done by jumbo
and has the same velocity of that showing in Fig. 2,
so for bolt installation only cement injection ant rock
bolt inserting time are measured. There are done 84
measurements on three different rock bolt length 3, 4
and 6 meters. Both cement injection time and rock
bolt inserting time is measured in term of rock bolt
length. The average time needed to inject cement in 1
meter hole is 1,12 minutes and that of inserting the
rock bolt and threading the nut is 0,62 minutes as
shown in Fig. 11. The total time needed to inject
cement paste and install rock bolt in minutes is 1,74 x
L, where L is length of rock bolt in meters.
0,0 20,0 40,0 60,0 80,0 100,0
Number ofMeasurements (Times)
0,0
0,5
1,0
1,5
2,0
Time(min/m)
Fig. 11, Time needed to spray one cubic meter
shotcrete in tunnel
V. CONCLUSIONS
In this study 737 field measurements were made
to define the time needed for any particular process in
drill and blast tunnel excavation method. Generally it
is seen that many of the machinery and workmanship
productions rates per unit time are significantly lower
than them defined in their technical specifications.
Measured velocity of heavy machineries is almost
35%, and their production rates are nearly 50% of
that defined and programed by project developers,
similar observation are done in workmanship
processes. The results obtained in different tunnel
diameters, from 4,20m to 7,60m, indicate that highest
performance is reached in 7,60m diameter tunnel
excavation although the differences are not
significant and for this study there is not a good
correlation between tunnel diameter and construction
time. It is measured that best construction
performance is reached when distance from tunnel
adit and tunnel face is smaller than 200 meters.
These measurements are very important in practical
use and it is also believed that they will be helpful for
planning and management process of tunnel
construction projects, especially those planned to be
built in Albania where labor market carries similar
features.
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[2] J. Reilly, The management process for
complex underground and tunneling
* Class V, * Class II - IV
* Rock bolt inserting, * Cement paste injection
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www.ijera.com 101 | P a g e
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