Hubbry Logo
Rock boltRock boltMain
Open search
Rock bolt
Community hub
Rock bolt
logo
8 pages, 0 posts
0 subscribers
Be the first to start a discussion here.
Be the first to start a discussion here.
Rock bolt
Rock bolt
Rock bolt
View on Wikipedia
from Wikipedia
Rock bolt holding chain link fabric

A rock bolt is a long anchor bolt, for stabilizing rock excavations, which may be used in tunnels or rock cuts. It transfers load from the unstable exterior to the confined (and much stronger) interior of the rock mass.

Rock bolts were first used in mining in the 1890s, with systematic use documented at the St Joseph Lead Mine in the U.S. in the 1920s. Rock bolts were applied to civil tunneling support in the U.S. and in Australia starting in the late 1940s. Rock bolts were used and further developed starting in 1947 by Australian engineers who began experimenting with four-meter-long expanding anchor rock bolts while working on the Snowy Mountains Scheme.[1]

Typical rock bolting pattern for a tunnel

As shown in the figure, rock bolts are almost always installed in a pattern, the design of which depends on the rock quality designation and the type of excavation.[2] Rock bolts are an essential component of the New Austrian Tunneling method. As with anchor bolts, there are many proprietary rock bolt designs, with either a mechanical or epoxy means of establishing the set. There are also fiberglass bolts which can be cut through again by subsequent excavation. Many papers have been written on methods of rock bolt design.[3]

Rock bolts work by 'knitting' the rock mass together sufficiently before it can move enough to loosen and fail by unraveling (piece by piece). As shown in the photo, rock bolts may be used to support wire mesh, but this is usually a small part of their function. Unlike common anchor bolts, rock bolts can become 'seized' throughout their length by small shears in the rock mass, so they are not fully dependent on their pull-out strength. This has become an item of controversy in the Big Dig project, which used the much lighter pull-out tests for rock bolts rather than the proper tests for concrete anchor bolts.

Rock bolts can also be used to prevent rockfall.

A video on mining safely using rock bolts.

References

[edit]
Revisions and contributorsEdit on WikipediaRead on Wikipedia

Rock bolt

View on Grokipedia
from Grokipedia
A rock bolt is a long, slender rod or bar inserted into a drilled hole in rock formations to provide structural reinforcement and stability, typically anchored at one end and tensioned to transfer loads from unstable exterior portions of the rock mass to more stable interior sections. These devices are essential in for preventing rock failures in underground excavations, such as tunnels, mines, and slopes, by creating a reinforced composite structure that enhances the overall strength of the surrounding rock. Rock bolts have been employed for decades in and projects, evolving from simple mechanical anchors to advanced grouted and friction-based systems to address varying rock conditions and load requirements. Common types include mechanically anchored bolts, which use expansion shells for immediate tensioning in ; fully grouted bolts or dowels, which rely on or bonding for in fractured or weak rock masses; and friction stabilizers like Split Set or Swellex bolts, which provide rapid installation through radial pressure without pre-tensioning. Additionally, self-drilling hollow bolts combine drilling and grouting in one process, while cable bolts—multi-strand versions—offer high-capacity support for larger spans, such as in slope stabilization or dam foundations. The primary functions of rock bolts involve suspension of rock layers, beam-building to clamp jointed rock, wedging to secure loose blocks, and arching to form stabilizing compressive zones, often tensioned to 70% of their capacity for optimal performance. Installation typically requires a slightly larger than the bolt , followed by insertion, anchoring, and sometimes grouting for protection in permanent applications. These systems are critical for and in demanding environments, with load capacities ranging from 50 kN for basic friction types to over 2000 kN for advanced grouted anchors.

Overview

Definition and Function

A rock bolt is a long steel rod or bar inserted into a pre-drilled hole in rock formations to reinforce and stabilize potentially unstable rock masses. It functions primarily as an active reinforcement element, applying tensile force to the surrounding rock to enhance overall stability in excavations such as tunnels, mines, and slopes. The primary functions of a rock bolt include providing tensile reinforcement to bind discontinuous rock blocks together, preventing rock falls in underground or surface excavations, and transferring loads from unstable exterior rock layers to more stable interior sections. By generating confining pressure through tensioning, it reduces rock mass deformation and dilation while improving shear and frictional strength along geological discontinuities, thereby enhancing the overall strength and cohesion of the rock mass. Key components of a rock bolt typically consist of a bar (either threaded or plain rod), an mechanism (such as an expansion shell for mechanical types or for bonded types), a bearing plate, and a nut for applying and retaining tension. Unlike passive dowels, which rely on rock movement to engage, rock bolts are distinguished by their active tensioning, which ensures the full length of the bolt participates in load-bearing from installation. Various types, such as mechanical or grouted rock bolts, achieve these functions through different anchoring methods.

Basic Mechanics

Rock bolts stabilize rock masses through several fundamental interaction modes that enhance structural integrity. In the suspension mode, bolts anchor loose or detached rock layers to a more stable overlying stratum, effectively transferring the weight of the unstable material to the competent rock above. Reinforcement mode involves bolts increasing the overall cohesion of the rock mass by bridging discontinuities such as joints and fractures, thereby distributing loads more evenly across the structure. The keying mode operates by interlocking separate rock blocks, preventing their relative displacement and maintaining the integrity of the rock arch or beam under load. The mechanical behavior of rock bolts centers on their ability to alter stress distribution within the surrounding rock. By inserting into the rock mass, bolts convert potentially disruptive shear and tensile stresses into manageable axial tension forces along the bolt length, which promotes better confinement and reduces the risk of localized failure. This load transfer mechanism confines the rock, limiting dilation and crack propagation that could lead to . Effective load transfer relies on the bond strength between the bolt and the rock or grout annulus. This bond can be frictional, arising from surface irregularities and normal stresses at the interface, or , particularly in grouted systems where chemical or cementitious materials create a strong attachment. The quality of this bond is critical, as it determines the efficiency of force transmission from the rock to the bolt, with higher bond strengths enabling greater capacity to resist pull-out or shear. Rock bolts function as either passive or active support systems, a distinction rooted in their initial loading state. Passive bolts do not apply tension during installation and only engage when rock deformation induces movement, allowing the bolt to mobilize its full capacity reactively. In contrast, active bolts are pre-tensioned upon installation, immediately compressing the surrounding rock and providing proactive confinement to counteract potential instabilities before significant deformation occurs.

History

Early Development

The concept of rock bolting originated in European mines during the early , primarily as a method for roof support to prevent collapses. In 1916, the Pokój mine in became one of the earliest sites to implement rock bolt support, applying it to sidewall reinforcements in underground workings. By 1918, a mine in introduced bolts for ground reinforcement, marking an initial shift toward systematic reinforcement techniques in environments. Early patents for expansion anchors, which formed the basis for these bolts, emerged in the , featuring simple steel mechanisms to grip rock surfaces without adhesives. Adoption expanded to the in the and , particularly in metal mines where hard rock conditions necessitated stronger support. The Empire Zinc Company at , utilized rock bolts in the late to stabilize large underground openings for its mill operations, representing one of the first documented applications in U.S. hard rock . Mechanical point-anchor bolts with expansion shells were the primitive types tested during this period, inserted into drilled holes and expanded to anchor against the rock, providing point support in fractured hard rock environments. In the , rock bolting transitioned to civil tunneling applications in both the U.S. and , driven by research from the U.S. Bureau of Mines on bolting mechanisms for stability. The first major use in U.S. occurred in 1950 at the Keyhole Dam project, where rock bolts reinforced underground installations in challenging ground conditions. In , the 1947 Snowy Hydro Scheme initiated the first systematic application of mechanically anchored rock bolts in large-diameter tunnels through highly fractured rock, signaling a departure from traditional timber supports and establishing bolting as a viable alternative for major infrastructure projects. This foundational work laid the groundwork for later innovations, such as grouted bolts, which enhanced load distribution in weaker rock masses.

Modern Advancements

In the mid-20th century, significant progress in rock bolting emerged with the development of grouting systems during the , which enabled faster installation times compared to traditional cement-based methods by allowing quick-setting or resins to bond bolts fully along their length. These innovations, initially applied in European tunneling and U.S. by the late , improved support efficiency in underground excavations by reducing curing periods from hours to minutes, thereby enhancing operational productivity. The 1970s marked the introduction of friction-based bolts, exemplified by the Split Set stabilizer invented by Dr. James J. Scott in 1972, which utilized a slotted tube that expands upon insertion to create radial pressure against the borehole wall for immediate anchorage without . This design, commercialized in 1973, addressed challenges in weak or fractured rock masses by providing rapid, tool-free installation and dynamic support capabilities. Standardization efforts in the 1980s further advanced the field, with the American Society for Testing and Materials (ASTM) publishing specifications like F432 in 1988 to define chemical, mechanical, and dimensional requirements for and rock bolts, ensuring consistent performance and safety in applications. Concurrently, the (ISO) developed related guidelines, such as those for high-strength structural bolting assemblies, which influenced global testing protocols for bolt integrity under load. A notable innovation from this era was the Swellex bolt, invented and patented by in the early 1980s, featuring a folded tube expanded via high-pressure water to achieve instant frictional and mechanical interlock with the rock, suitable for variable ground conditions. By the 1990s, energy-absorbing bolts gained prominence, starting with cone-type designs developed by A.J. Jager in around 1990 to mitigate seismic events by allowing controlled yielding and energy dissipation in burst-prone environments. These bolts, which elongate under high dynamic loads while maintaining load-bearing capacity, have evolved through the with variations like paddled and hybrid systems for enhanced seismic resilience in deep mines. In the 2010s, integration of monitoring sensors transformed rock bolting into a smart technology, incorporating (FBG) and piezoelectric sensors to enable real-time assessment of axial force, corrosion, and grout integrity, thereby improving and safety in underground operations. These advancements, often embedded during installation, facilitate data-driven decisions in seismically active or squeezing ground, reducing failure risks through continuous .

Types

Mechanical Bolts

Mechanical rock bolts, also known as point-anchor bolts, utilize a physical expansion mechanism to secure anchorage within a drilled , providing immediate support without the need for agents. The primary configuration features an expansion shell assembly positioned at the toe (end) of the bolt, consisting of a tapered threaded onto the bolt and expandable wedges or leaves that grip the walls. Tensioning the bolt by rotating a nut at the exposed end draws the into the shell, forcing the wedges to expand radially and create frictional resistance against the rock surface. Subtypes of mechanical anchors include wedge-type designs, where sliding wedges engage the cone for expansion, and bail-type anchors, which employ a bail (wire loop) mechanism with three or four leaves for enhanced grip in temporary applications. These subtypes are particularly suited for rigid bolts in hard rock environments, where the expansion shell delivers localized anchorage. Bail-type anchors are often favored for their simplicity and quick deployment in short-term support scenarios. The load mechanism of mechanical bolts relies on point resistance at the anchored end, where the expanded shell transfers tensile and shear forces directly to the surrounding rock, offering rapid stabilization but limited to short-term use in competent rock masses. This immediate anchorage is ideal for temporary support in excavations, such as roof control in early underground operations, where quick installation is prioritized over long-term . Typically, mechanical bolts range from 1.5 to 3 meters in length, with load capacities reaching up to 100-200 kN depending on bolt and rock conditions, making them a staple in historical practices for initial ground control. Unlike grouted bolts, which provide superior long-term performance through full-length , mechanical types excel in delivering instant point support.

Grouted Bolts

Grouted rock bolts provide anchorage through full-column bonding, where the annular space between the bolt and the wall is filled with such as or fast-setting , including or types. This configuration creates a continuous sheath that enhances resistance and ensures permanent support by transferring loads along the entire bolt length rather than at discrete points. These bolts are classified into subtypes based on installation and function: untensioned variants, often called dowels or stiffeners, rely on subsequent rock mass deformation to mobilize support, while tensioned types deliver active by pre-stressing the surrounding rock immediately after grouting. Rebar-style grouted bolts, featuring deformed surfaces, offer superior deformability and grip, allowing them to accommodate rock movement without premature failure. The primary load mechanism involves from grouts and frictional resistance from grouts, which uniformly distribute shear and tensile forces across the bolt-rock interface, making grouted bolts particularly effective in stabilizing fractured or jointed rock masses. This distributed bonding contrasts with the quicker but less permanent localized anchorage of mechanical bolts. Resin grouting for rock bolts was developed in the late , initially for applications , where polyester resin cartridges enabled curing times of seconds to minutes for rapid installation in demanding environments. Fully grouted bolts can achieve load capacities up to approximately 300 kN, depending on bolt diameter, grout strength, and rock conditions, providing robust long-term .

Friction Bolts

Friction bolts, also known as friction stabilizers, are a type of rock bolt that achieve anchorage through elastic deformation of a tubular body inserted into a , relying solely on radial frictional forces without the need for , mechanical expansion, or tensioning. The bolt is typically compressed or folded during insertion, allowing it to fit snugly into a slightly smaller , where it expands to grip the surrounding rock via elastic recovery. This configuration provides immediate support and is particularly valued for its simplicity and speed in installation, making it ideal for temporary or preliminary stabilization in unstable ground conditions. Two primary subtypes dominate the use of friction bolts: Split Set and Swellex. The Split Set, invented in 1973 by J. Scott in , , consists of a high-strength tube slotted along its length, which is driven into the using a percussion drill, narrowing the slot and generating compressive radial pressure against the rock walls. In contrast, the Swellex bolt, developed in the early 1980s and introduced commercially around 1984, features a sealed, folded tube that is expanded hydraulically with high-pressure (typically 150-200 bar) after insertion, conforming tightly to the surface for enhanced grip. Self-drilling variants of friction bolts, such as integrated hollow-bar designs, combine drilling and insertion in a single operation, further streamlining the process in challenging environments. The load-bearing mechanism of friction bolts stems from the constant radial pressure exerted by the bolt's elastic deformation, which creates shear resistance along the bolt-rock interface to counter convergence or dynamic movements in the rock mass. These bolts exhibit capacities typically ranging from 50 to 150 kN in axial tension, depending on bolt diameter (commonly 33-46 mm) and rock quality, and are well-suited for absorbing dynamic loads such as those from blasting or seismic events due to their ability to deform without catastrophic failure. Installation can be completed in under 30 seconds per bolt using standard drilling equipment, offering a significant advantage in time-sensitive operations. Friction bolts are commonly applied in soft, fractured, or swelling rock formations, such as squeezing ground in underground mines, where their passive frictional anchorage provides rapid reinforcement without chemical additives. Unlike grouted bolts, which rely on bonding for long-term durability in stable rock, friction bolts prioritize quick, friction-only deployment for immediate support in variable conditions.

Materials and Manufacturing

Common Materials

Rock bolts are primarily constructed from high-strength , which provides the necessary tensile strength and to reinforce rock masses in demanding underground environments. Common specifications include ASTM A615 Grade 60 and Grade 75 deformed bars, offering yield strengths of 420 MPa and 520 MPa, respectively, suitable for the bars and threaded sections that bear axial and shear loads. These grades are widely adopted in and tunneling applications due to their deformation pattern, which enhances bonding with surrounding or rock. Accessories such as bearing plates and nuts are typically made from compatible high-strength to ensure uniform load distribution at the bolt face. For grouted rock bolts, anchoring materials include -based grouts (typically 30-70 MPa ) or polyester resin cartridges (around 70-100 MPa), both providing effective shear transfer between the bolt and rock. grouts offer long-term durability in stable conditions, while polyester resins enable rapid installation with high bond strengths. In corrosive environments, such as those with high moisture or aggressive , alternatives like (e.g., AISI 316) or fiberglass-reinforced polymer (GFRP) bolts are selected for their superior resistance to degradation. As of 2024, GFRP usage has increased in sustainable applications due to its lighter weight and lower environmental impact. maintains structural integrity without additional coatings, while GFRP composites, bonded with vinyl ester or resins, exhibit tensile strengths comparable to steel (around 600-1000 MPa) but with negligible risk. Epoxy-coated bolts extend service life by forming a barrier against oxidation, often combined with hot-dip galvanizing that adheres to ISO 1461 standards for minimum coating thicknesses (e.g., 85 μm on steel bars up to 80 mm thick) to grade protection based on environmental exposure. These material choices are particularly relevant for grouted bolt systems in prolonged exposure scenarios.

Manufacturing Processes

Rock bolts are primarily manufactured from steel bars through hot-rolling processes that form deformed bars with ribs to enhance interlock with grout or resin. These bars are heated above their recrystallization temperature and passed through rolling mills to achieve the desired diameter and surface profile, typically ranging from 15 to 25 mm for standard bolts. For mechanical rock bolts, the bars undergo cold-drawing to refine the surface and dimensions, often involving peeling to remove ribs or swaging to compress the bar into a smoother core, which slightly increases steel strength. Threads are then formed either by cold rolling using dies for higher strength (10-20% stronger than cut threads) or by machining for precision in smaller batches, with common specifications like M24 threads at 3 mm pitch supporting tensions of 3-10 tonnes. Alternatively, threads can be integrated during hot-rolling for full-length durability, though this results in coarser profiles limiting load capacity. Friction bolts, such as Split Set types, are produced by roll-forming flat high-strength straps into a slotted "C"-shaped tube using progressive molds on dedicated slotted tube forming machines, followed by tapering one end and a ring to the other for bearing plate attachment. These semi-automatic or fully automatic lines produce tubes in diameters like 33-49 mm. Swellex friction bolts involve cold-rolling round tubes or sheets into an omega (folded) shape, with bushings to both ends for sealing, enabling later high-pressure expansion up to 300 bar during use. Cable bolts, used for longer spans, are manufactured by stranding multiple steel wires into cables and customizing lengths up to 20 m to suit specific roof or wall support needs in applications. in rock bolt production includes per ASTM E8 standards to verify the mechanical properties of the , such as yield strength and elongation, ensuring the bars meet minimum requirements before further processing. Non-destructive testing methods, particularly ultrasonic guided waves, are employed to detect internal defects like cracks or voids, with reflection coefficients between 0.18 and 0.30 indicating anomalies and velocities around 3000 m/s used to assess integrity. Since the 1990s, automated production lines integrating roll-forming, welding, and cutting have become standard, ensuring uniformity in dimensions and rib patterns across batches for consistent performance in underground support.

Design and Analysis

Design Principles

The design of rock bolts relies on empirical classifications to assess rock mass quality and tailor support to site-specific conditions. (RMR), developed by Bieniawski, evaluates parameters such as uniaxial , rock quality designation (RQD), discontinuity spacing, and to categorize rock from very poor (RMR < 20) to excellent (RMR > 80), guiding bolt configuration for stability in excavations. Similarly, the Q-system, proposed by Barton et al., provides a tunnelling quality index that integrates jointing, , and stress factors to recommend support strategies, particularly for underground openings where rock bolt density increases in lower-quality masses. Key factors in rock bolt design include the assessed rock mass quality and the need to extend bolts into a stable zone beyond the potential envelope. Bolt lengths are typically 2-6 m to anchor past the fractured periphery into competent rock, ensuring the support intersects the natural pressure arch formed by excavation-induced stresses; for instance, in mine drifts with small failure zones, lengths of 2-3 m suffice, while larger caverns may require up to 6 m or supplementary cables. This extension prevents localized loosening and enhances overall confinement, with lengths adjusted based on RMR or values—shorter in high-quality rock (RMR > 60 or Q > 10) and longer in weaker conditions to reach self-supporting strata. Spacing and patterns of rock bolts are determined by excavation dimensions, rock strength, and jointing to achieve uniform reinforcement without excessive overlap. In roof support, bolts are commonly installed on a 1-2 m grid, with denser patterns (e.g., 1 m spacing) in weaker rock masses to control block falls, while sparser grids (1.5-2 m) apply to stronger conditions; pattern density scales with span width, often 3-4 times the mean joint spacing (0.3-1 m) to optimize load distribution. These layouts, derived from empirical charts in the Q-system, ensure the supported area matches the excavation's geometric demands, such as tighter grids for wide tunnels versus linear patterns along walls. Selection criteria for rock bolts emphasize the distinction between active and passive systems, alongside integration with supplementary elements for comprehensive support. Active bolts, which are pretensioned to immediately compress the rock mass, are preferred in poor-quality rock (low RMR or < 1) to proactively mobilize friction along discontinuities, whereas passive bolts rely on deformation to engage and are suitable for competent rock (high RMR or > 10) where initial stressing is unnecessary. Hybrid designs often combine bolts with wire mesh or to retain surface spalls and absorb energy, such as 2.4-3 m bolts anchored through mesh overlain by 50 mm in jointed rock, enhancing the system's capacity to handle both static and dynamic loads. Mechanical bolts suit active roles in stable conditions, while grouted types provide passive in fractured zones. Empirical design via Barton's Q-value further refines these choices: Q=RQDJn×JrJa×JwSRFQ = \frac{\mathrm{RQD}}{J_n} \times \frac{J_r}{J_a} \times \frac{J_w}{\mathrm{SRF}} where RQD is the rock quality designation (percentage of intact core > 10 cm), JnJ_n the joint set number, JrJ_r the joint roughness number, JaJ_a the joint alteration number, JwJ_w the joint water reduction factor, and SRF the stress reduction factor; lower Q values (e.g., < 4) indicate the need for denser, longer active bolting to mitigate instability.

Load Capacity Calculations

The load capacity of a rock bolt is fundamentally determined by its axial tensile strength, which is calculated as the product of the bolt's cross-sectional area AA and its yield strength fyf_y, yielding the axial capacity P=A⋅fyP = A \cdot f_y. This represents the maximum tensile load the bolt steel can sustain before yielding, typically ranging from 100 to 500 kN depending on the bolt and material grade, such as for a 20 mm high-strength bolt with fy=500f_y = 500 MPa. In practice, this capacity is verified through material testing standards and applied in design to ensure the bolt can transfer loads without permanent deformation. For bonded systems, the bond strength governs the transfer of load from the bolt to the surrounding rock or , expressed as the average τ=Pπ⋅d⋅L\tau = \frac{P}{\pi \cdot d \cdot L}, where dd is the bolt and LL is the embedded length. This assumes uniform shear distribution along the interface and is used to estimate the maximum load PP before debonding occurs, with τ\tau values typically between 1 and 5 MPa based on quality and rock conditions. Analytical models refine this by incorporating non-linear shear-slip behavior at the bolt- interface, allowing prediction of load distribution along the bolt length during pull-out. Pull-out resistance in grouted rock bolts primarily depends on the at the grout-rock interface, where often initiates due to lower bond values compared to the bolt-grout interface, leading to conical rock or interface sliding. The ultimate pull-out load is thus limited by the grout-rock bond, calculated similarly via τ\tau at that interface multiplied by the effective surface area, with experimental values showing capacities up to 200-300 kN for fully grouted systems in competent rock. In contrast, for friction bolts like split-set stabilizers, pull-out resistance relies on radial pressure-induced friction, empirically estimated at 10-20% of the bolt's axial yield capacity, often 20-50 kN for standard installations, influenced by installation pressure and rock . Pre-stressing introduces an initial tension load T=σ⋅AT = \sigma \cdot A to the bolt, where σ\sigma is the applied stress, typically 60-80% of fyf_y to compress the rock mass and enhance stability. Design per Eurocode 7 incorporates partial safety factors of 1.5 to 2.0 on the resistance to account for uncertainties in load transfer and material variability, ensuring the pre-stressed capacity exceeds anticipated in-service demands. These calculations integrate rock mass parameters such as uniaxial to validate overall performance.

Installation Methods

Drilling and Insertion

The drilling phase for rock bolt installation requires creating accurately dimensioned boreholes in the rock mass to accommodate the bolt and ensure effective support. Rotary-percussive methods are commonly employed, utilizing equipment such as hand-held jackhammers for smaller-scale or manual operations and multi-boom rigs for larger underground and tunneling projects. These systems deliver combined rotational and impact forces to penetrate efficiently, with penetration rates varying based on rock strength and equipment power. Borehole dimensions are critical for successful insertion and anchorage: the diameter is typically 1.5 to 2 times the bolt diameter to provide clearance for grouting or expansion while maintaining bond , and the depth corresponds to the bolt length plus an additional 100 mm or more to allow for tool engagement and accommodation. For friction bolts, the hole is slightly undersized relative to the bolt to enable radial expansion upon insertion. Over-drilling must be avoided, as it can reduce anchorage performance by increasing annular space. After , the must be cleaned to eliminate cuttings, , and loose material, which could otherwise interfere with bolt-rock interaction. This is accomplished using blowing or water flushing to achieve a debris-free profile, promoting optimal contact for subsequent securing processes. Proper alignment during is essential to minimize deviation, achieved through guided feeds and verified by ensuring the bolt path remains or at the intended angle to the rock face; misalignments are corrected using tapered washers on bearing plates if needed. Bolt insertion follows immediately to prevent hole collapse or contamination. Conventional bolts are placed manually by hand-pushing or rodding into the cleaned , or mechanized via bolting rigs that automate feeding and positioning for rapid, consistent deployment in constrained underground settings. Self-drilling bolts integrate this step, functioning as both drill rod and : the hollow bar with attached bit advances under rotation and percussion, forming the concurrently with placement, which streamlines the process in fractured or loose ground. In mechanized mining, automated jumbo rigs and bolters enhance efficiency, with drilling cycles for a 1.8 m deep, 28 mm diameter hole in taking approximately 5 minutes, enabling installation rates of around 12 bolts per hour per machine. Dust generation during poses risks, necessitating adherence to (MSHA) standards, which require MSHA-approved dry dust collection systems on bolting machines to capture and remove respirable silica at the source.

Tensioning and Grouting

Tensioning is a critical step in the installation of mechanical and grouted rock bolts to apply preload, ensuring intimate contact between the bolt, anchorage, and surrounding rock mass. For mechanical bolts with expansion shells or point-anchor grouted bolts, tensioning typically involves rotating the end nut using a calibrated to achieve a preload of 200-400 Nm, which induces an initial axial sufficient for immediate stabilization. In high-capacity applications, such as deep tunneling or large excavations, hydraulic jacks are employed for direct-pull tensioning, allowing precise application of loads up to several hundred kilonewtons while monitoring elongation with dial gauges. Pre-tensioning generally induces approximately 70% of the bolt's yield load to close surrounding fractures and enhance load distribution, with the applied verified using integrated load cells during installation. Grouting follows or accompanies tensioning for fully grouted bolts, providing bonding along the bolt length for long-term reinforcement and corrosion protection. Resin or cement grout is pumped into the annular space at pressures of 0.5-2 MPa to ensure complete encapsulation without voids, starting from the borehole toe and progressing toward the collar until excess grout emerges. For resin-grouted systems, fast-setting cartridges are first mixed by bolt rotation to secure the within 2-3 minutes, followed by slow-setting for full-column grouting, which cures in 5-30 minutes depending on and formulation. Cement-based grouts require lower pressures (around 0.17-1.4 MPa) and longer curing, often 4-8 hours, but offer durability in wet environments when mixed at a water-cement ratio of 0.4-0.5. Tensioning is delayed until initial set to avoid disturbing the bond, completing the process after and insertion. Friction bolts, such as split-set or Swellex types, do not require separate tensioning or grouting, as anchorage is achieved through radial expansion upon insertion. These bolts are driven into the using a or mechanical driver, causing deformation and frictional interlock with the rock walls for immediate support without additional securing steps. This method provides rapid installation in temporary support scenarios, relying on the bolt's spring-like elasticity to generate 2.7-5.4 tonnes of initial radial force.

Applications

Underground Mining

In underground mining operations, rock bolts are primarily employed for roof bolting to stabilize overhead strata and prevent roof falls, a leading cause of injuries and fatalities in both and metal mines. In mines, roof bolting suspends or reinforces the immediate layers, distributing loads to more competent strata below, while in metal mines, it addresses highly variable rock conditions such as fractured quartzites or schists. Complementing this, rib bolting targets sidewall stability, where bolts are installed horizontally or at angles into the s to counteract spalling and convergence, particularly in entries with weak pillar intersections or high stress zones. These applications enhance overall ground control by integrating with or straps for surface retention. Systematic rock bolting patterns are mandated by the (MSHA) under 30 CFR Part 75 to ensure uniform support density and compliance during mine plan approvals. In roof applications, bolts are typically installed in a grid pattern with crosswise spacing not exceeding 10 feet (approximately 3 meters), though common practices reduce this to 4-6 feet (1.2-1.8 meters) for enhanced safety in weaker roofs, adjusted based on geologic mapping and testing. Rib bolting follows similar regulatory oversight, with patterns tailored to rib height and material properties, often using fully grouted bolts at 4-foot intervals to mitigate slabbing in sidewalls. These standards require operators to maintain bolt tension and integrity, with supplemental supports added near geologic anomalies. A prominent example of rock bolt application occurs in , where cable bolts—elongated, grouted steel cables up to 8-12 meters long—provide supplemental panel support in gate roads and tailgates to control strata movement during shearer advance. Installed in star or fan patterns, these bolts anchor distant roof layers, reducing convergence and eliminating the need for traditional , which has indirectly lowered accident risks from ground control failures. Since the widespread adoption of roof bolting technologies in the 1970s, following the Federal Coal Mine Health and Safety Act of 1969, roof fall fatalities in U.S. underground coal mines have decreased by over 75% in the decade following the Act, with near elimination of such fatalities in recent years, attributed to improved support systems like cable bolts in high-production longwall panels. In hard-rock mining, such as gold operations in Nevada or South Africa, fully grouted bolts are favored for their ability to span longer distances in competent but jointed rock masses, typically 3-5 meters in length to intersect multiple fracture sets and provide passive . These bolts, often 20-25 mm in diameter, bond the entire length with or to mobilize the rock mass as a composite beam, effectively controlling dilation in stopes or drifts under high stresses. This approach is particularly suited to narrow-vein , where bolt lengths are optimized via pull-out tests to ensure anchorage in variable or hosts.

Tunneling and Civil Engineering

In tunneling and , rock bolts are essential for supporting the tunnel face and crown, especially within the (NATM), where they reinforce the rock mass to allow controlled deformation while preserving overall stability. These bolts, often self-drilling anchors with a 32 mm diameter and lengths of 3-4 m, are installed to stitch rock joints and create a cohesive bulk structure around the excavation. Additionally, rock bolts stabilize tunnel portals by acting as soil nails or anchors installed at varying angles, securing the entrance foundation against and ensuring safe access during construction. Rock bolts are frequently combined with and wire mesh to form integrated support systems that distribute loads effectively across the tunnel lining in civil infrastructure projects like . For instance, in certain subway constructions, bolts are arranged on a 1.5 m grid to provide uniform reinforcement and prevent localized failures. This hybrid approach enhances the durability of the excavation while accommodating the dynamic stresses of urban environments. The project in the 1990s exemplifies rock bolt application in challenging geology, where they were used alongside and variants over the crown to stabilize the weak chalk marl formation during key breakthroughs. In urban tunneling scenarios, friction bolts are particularly valued for their rapid installation, which generates minimal additional vibration and reduces disruption to nearby buildings and utilities, with effective lengths reaching up to 9-10 m for deep anchorage. Unlike in underground mining, where rock bolts primarily target roof stabilization, their use in civil tunneling emphasizes seamless integration into linear, subsurface support networks.

Surface Stabilization

Rock bolts play a critical role in surface stabilization by reinforcing exposed rock masses to prevent failures in open-pit quarries, where they anchor unstable faces to maintain operational safety during extraction activities. In , they enhance shear resistance along discontinuities, allowing for steeper cuts and reducing the risk of rockfalls onto roadways. For projects, rock bolts secure foundation rock against uplift and sliding, ensuring long-term structural integrity. Additionally, they function as permanent anchors in retaining walls, transferring tensile loads into stable rock to support vertical or near-vertical faces. Installation patterns for surface applications typically involve inclined bolts oriented 10-20° downdip from horizontal to intersect potential failure planes effectively, with spacing of 2-4 m to provide uniform across the . Face plates, often 6x6 to 8x8 inches in size and seated on mortar pads, are commonly attached to the bolt ends to distribute compressive forces and prevent localized rock spalling at the surface. A notable case is Hong Kong's Landslip Preventive Measures Programme, initiated in 1977 following major landslides, which had upgraded approximately 4,500 substandard slopes as of 2010 through engineering works including the installation of thousands of to stabilize rock cut faces and mitigate urban landslide risks. For larger slopes, cable bolts—elongated variants of —offer enhanced capacity to span extensive unstable zones. In dam foundations, such as retrofits at major structures, prestressed rock bolts extending up to 30 m are employed to counteract uplift pressures by applying controlled tension that compresses the rock mass and improves overall stability.

Advantages and Limitations

Benefits

Rock bolts offer significant cost advantages over traditional support systems such as sets or arches, with studies showing average savings of up to 38% per meter of advance when using rock bolting combined with high-energy absorption compared to weld and supports. This cost-effectiveness stems from lower material and labor requirements, enabling more economical in underground excavations. Additionally, mechanized installation allows for rapid deployment, achieving rates of 30 to 45 bolts per hour on average, with peaks up to 60 in optimized conditions, which accelerates overall project timelines. In terms of safety and productivity, rock bolts substantially reduce the risk of rock falls by stabilizing surrounding rock masses and preventing the expansion of joints or cracks, as demonstrated in case studies from gold mines where customized bolt systems minimized deformation and hazards. This reinforcement allows for larger excavation spans without compromising stability, while boosting advance rates by approximately 20% through faster bolting cycles and reduced downtime. Such improvements enhance , enabling higher production volumes in challenging environments. Rock bolts exhibit high versatility, adapting effectively to diverse rock conditions including fractured or high-stress zones, where their load-transfer capabilities maintain stability across geological variations. In acidic environments, corrosion-resistant variants such as fiber-reinforced polymer (FRP) rockbolts are particularly effective. Compared to supports, they require minimal usage, preserving the effective cross-section of roadways and avoiding bulky installations that could obstruct operations. Environmentally, rock bolts generate less excavation waste than traditional propping methods due to their targeted reinforcement approach, which minimizes the need for extensive material removal or replacement. Furthermore, rock bolts are highly recyclable, supporting practices in by reducing the demand for virgin resources and lowering associated emissions through steel reuse.

Challenges and Disadvantages

Rock bolts are susceptible to , particularly in wet or aggressive environments where introduces moisture, chlorides, or sulfides that accelerate degradation. Unprotected bolts can experience significant material loss, reducing their effective diameter and load-bearing capacity over time; however, grouted bolts generally provide protection that extends lifespan to decades even in corrosive conditions, though severe exposure may still lead to pitting and uniform over time. Grouting with is often employed to mitigate this by sealing the bolt against ingress, though grouts may offer less reliable long-term protection in highly acidic . Installation errors further compromise rock bolt performance, leading to uneven loading and reduced anchorage efficiency. Common issues include improper drill hole alignment, such as setting bolts at incorrect angles, or inadequate mixing, which results in voids or weak bonds between the bolt and surrounding rock. These errors can cause localized stress concentrations, where portions of the bolt bear disproportionate loads, accelerating or slippage under operational stresses. In very weak or highly fractured rock masses, rock bolts alone are often ineffective without supplementary support systems like or , as mechanical anchors tend to loosen due to rock deformation or vibrations from blasting. Mechanization of installation, while improving and speed, involves high initial equipment costs for pumps, drills, and automated jumbos, which can elevate overall project expenses in smaller operations. Key risks associated with rock bolts include failure from overload or poor grouting, which can propagate instability and lead to roof collapses or sidewall failures in underground excavations. Overloading occurs when dynamic loads exceed capacities, while inadequate grouting fails to transfer shear stresses effectively, compromising the entire support network. Continuous monitoring is essential to detect early signs of degradation and prevent such catastrophic events. A particular concern is in high-tensile rock bolts, where combined tensile stress and corrosive agents like induce brittle fractures, often initiating at surface defects. This phenomenon is prevalent in deep, humid environments and can cause premature without visible external damage; or galvanized coatings are commonly applied to inhibit crack propagation by creating a barrier against corrosive ions. With proper , installation, and protective measures, overall incidents remain low in well-designed systems.

Monitoring and Maintenance

Inspection Techniques

Inspection of installed rock bolts is essential to ensure their ongoing integrity and performance in supporting rock masses. Basic visual inspections involve examining the exposed portions of the bolts for signs of deformation, , or loose nuts and plates, which can indicate potential loss of preload or external damage. Torque testing complements this by applying a calibrated to the bolt nut to verify that the residual tension remains adequate, through established tension-to-torque ratios. Non-destructive testing methods provide deeper insights without compromising the bolt's installation. Ultrasonic pulse velocity testing, often using guided waves, assesses bond integrity between the bolt and grout by measuring wave propagation speeds, where variations indicate debonding or voids along the embedded length. Pull-out tests, as described in ASTM D4435-13e01 (withdrawn 2022), evaluate the anchor's working and ultimate load capacities by applying controlled axial loads to a sample bolt until failure or specified limits, offering quantitative data on anchorage performance relative to the surrounding rock type. Advanced techniques enable real-time or proactive monitoring for early detection of issues. Fiber-optic sensors, integrated into bolts since the early , allow distributed strain along the bolt length, providing continuous data on load distribution and deformation under operational stresses. monitoring detects early failure precursors by capturing high-frequency stress waves from microcracking or slip at the bolt-rock interface, facilitating . Recent advancements as of 2025 include IoT-enabled smart sensors for real-time load and monitoring, as well as algorithms for automatic identification of bolts in 3D point clouds from underground mines, improving efficiency and safety in high-intensity operations. In mining operations, routine inspections of rock bolts are conducted to track performance over time, with load cells installed on select bolts to measure axial forces up to 500 kN capacity, helping correlate observed changes with design loads from initial capacity calculations.

Corrosion and Failure Modes

Rock bolts are susceptible to various corrosion mechanisms that degrade their structural integrity over time, particularly in aggressive underground environments. Uniform corrosion involves the even thinning of the bolt surface due to chemical reactions with or atmospheric moisture, while localized creates deep pits that weaken specific areas and accelerate failure. arises when the steel bolt contacts dissimilar metals in the or surrounding rock, forming an that preferentially corrodes the bolt. occurs under tensile loads in chloride-rich environments, where cracks propagate rapidly along stress lines, often exacerbated by influences in the rock mass. Failure modes in rock bolts stem from both corrosion-induced weakening and mechanical overloads. Tensile rupture typically results from excessive axial loads exceeding the bolt's reduced capacity due to , leading to sudden breakage. Shear failure at the anchor point happens when transverse forces cause slippage or at the bolt-grout interface. Bond slip occurs as erodes the between the bolt, , and rock, allowing progressive displacement under load. In seismic areas, from cyclic loading induces micro-cracks that propagate over time, culminating in brittle . Mitigation strategies focus on protective barriers and electrochemical protection to extend bolt longevity. Epoxy coatings provide a impermeable barrier against and chemicals, significantly reducing rates in acidic conditions. Sacrificial anodes, such as attachments, corrode preferentially to protect the bolt through galvanic action. Designs typically target a of 20-50 years, accounting for environmental aggressiveness and incorporating double protection systems like sheathed grouting. In acidic mine water with below 4, rates can reach 0.1-1 mm/year, driven by and ions from oxidation. Such degradation is often detected using half-cell potential mapping, which identifies active sites through differences.

References

  1. https://www.rocscience.com/assets/resources/learning/hoek/Practical-Rock-Engineering-Chapter-14-Rockbolts-and-Cables.pdf
  2. https://tu-freiberg.de/sites/default/files/2023-11/16_Rock_bolting_9.pdf
  3. https://www.publications.usace.army.mil/Portals/76/Publications/EngineerManuals/EM_1110-1-2907.pdf
  4. https://stacks.cdc.gov/view/cdc/206369/cdc_206369_DS1.pdf
  5. https://www.nrc.gov/docs/ML0224/ML022410412.pdf
  6. https://www.nrc.gov/docs/ML0224/ML022410398.pdf
  7. https://www.researchgate.net/publication/381484206_Axial_Load_Transfer_Mechanism_in_Fully_Grouted_Rock_Bolting_System_A_Systematic_Review
  8. https://pmc.ncbi.nlm.nih.gov/articles/PMC9829730/
  9. https://www.fhwa.dot.gov/clas/ctip/context_sensitive_rock_slope_design/ch_5_2.aspx
  10. https://journals.pan.pl/Content/122700/PDF-MASTER/Archiwum-67-1-05-Masny.pdf
  11. https://www.miningst.com/rock-bolting/overview-rock-bolting/history-of-rock-bolting/
  12. https://fastenerandfixing.com/construction-fixings/100-years-of-anchor-history/
  13. https://www.publications.usace.army.mil/portals/76/publications/engineermanuals/em_1110-1-2907.pdf
  14. https://www.smec.com/gh/insights/50-years-of-tunnel-geotech-in-australia/
  15. https://www.agapito.com/wp-content/uploads/2016/09/Rock-Reinforcement-Longevity-19.pdf
  16. https://www.e-mj.com/features/rockbolting-technology-keeps-mines-safe-and-secure/
  17. https://stacks.cdc.gov/view/cdc/221145/cdc_221145_DS1.pdf
  18. https://kellegdrill.com/application-of-split-set-rock-bolts-in-fractured-zones/
  19. https://www.govinfo.gov/content/pkg/FR-1998-04-22/pdf/98-10690.pdf
  20. https://www.iso.org/standard/14142.html
  21. https://patents.google.com/patent/EP0540601A1/en
  22. https://www.sciencedirect.com/science/article/pii/S2467967421000982
  23. https://www.epiroc.com/en-us/products/rock-drilling-tools/ground-support/research-and-development-centre/papers-presentations
  24. https://pmc.ncbi.nlm.nih.gov/articles/PMC5422049/
  25. https://www.researchgate.net/publication/315788321_A_Review_of_Rock_Bolt_Monitoring_Using_Smart_Sensors
  26. https://repository.arizona.edu/bitstream/handle/10150/669573/azu_etd_20627_sip1_m.pdf?sequence=1&isAllowed=y
  27. https://www.miningst.com/rock-bolting/material-for-installing-bolts/mechanical-anchors/
  28. https://dwgateway.library.unr.edu/keck/MackayThesesProject/Mackay_Archive/Mackay_301-400/Mackay384_Leedy.pdf
  29. https://www.minovaglobal.com/emea/products/steel-gfrp/expansion-shell-bolts/expansion-shell-bolts-ke-3w-and-ke3-2k
  30. https://www.mdpi.com/1996-1944/16/15/5362
  31. http://www.splitset.com/rock-bolts.html
  32. https://www.mining.[sandvik](/page/Sandvik)/en/products/ground-support/bolts-and-cables/friction-bolts/
  33. https://link.springer.com/article/10.1007/s00603-023-03492-z
  34. https://patents.google.com/patent/US5335736A/en
  35. https://www.sinodrills.com/self-drilling-friction-bolt/
  36. https://www.antobolts.com/news/installation-quality-guidelines-of-split-set-stabilizer-friction-bolts-170950.html
  37. https://www.rocscience.com/assets/resources/learning/papers/Factors-Influencing-the-Effectiveness-of-Split-Set-Friction-Stabilizer-Bolts.pdf
  38. https://journals.sagepub.com/doi/full/10.1080/25726668.2020.1788843
  39. https://www.williamsform.com/rock/spin-lock-anchors/r1h-hollow-core-spin-lock-rock-bolt/
  40. https://www.sciencedirect.com/science/article/pii/S2950276425000212
  41. https://www.galvanizeit.com/uploads/ISO-1461-yr-2009.pdf
  42. https://www.miningst.com/rock-bolting/overview-rock-bolting/bolting-technology/
  43. https://www.vfbolts.com/capabilities/threading/
  44. https://www.sinostone-mining.com/product-split-sets-manufacturing.html
  45. https://www.sinostone-mining.com/product-expandable-friction-bolts.html
  46. https://www.researchgate.net/publication/292132808_Rock_Bolting_from_Past_to_Present_in_20_Inventions
  47. https://www.zwickroell.com/industries/metals/metals-standards/metals-tensile-test-astm-e8/
  48. https://www.researchgate.net/publication/368625043_Review_of_Non-Destructive_Methods_for_Rock_Bolts_Condition_Evaluation
  49. https://www.rocscience.com/assets/resources/learning/hoek/Practical-Rock-Engineering-Full-Text.pdf
  50. https://www.rocscience.com/assets/resources/learning/hoek/Practical-Rock-Engineering-Chapter-3-Rock-Mass-Classification.pdf
  51. https://www.ngi.no/globalassets/bilder/forskning-og-radgivning/bygg-og-anlegg/q-handbook_2025_english_final.pdf
  52. https://www.sciencedirect.com/science/article/pii/S1674775517300239
  53. https://rezazt.tripod.com/sitebuildercontent/sitebuilderfiles/rockboltdesignreport.pdf
  54. https://www.nrc.gov/docs/ML0326/ML032690076.pdf
  55. https://www.nature.com/articles/s41598-023-27673-6
  56. https://www.sciencedirect.com/science/article/pii/S2095756422000411
  57. https://link.springer.com/article/10.1007/s00603-020-02318-6
  58. https://www.ngm2016.com/uploads/2/1/7/9/21790806/eurocode_7_-_geotechnical_designen.1997.1.2004.pdf
  59. https://www.sciencedirect.com/science/article/pii/S1674775514000730
  60. https://www.911metallurgist.com/blog/rotary-percussion-rock-drilling/
  61. https://www.epiroc.com/en-us/products/drill-rigs/face-drill-rigs
  62. https://www.larimit.com/mitigation_measures/992/
  63. https://www.miningst.com/rock-bolting/material-for-installing-bolts/installation-and-procedures/
  64. https://www.sinorockco.com/news/industry-news/top-6-critical-steps-for-self-drilling-anchor-bolt-construction.html
  65. https://www.sinorockco.com/news/industry-news/the-guide-to-self-drilling-rock-bolts.html
  66. https://www.saimm.co.za/Conferences/RiseOfMachines/016-Menasce.pdf
  67. https://arlweb.msha.gov/regs/comments/2019-18478/AB36-COMM-7-2.pdf
  68. https://onlinelibrary.wiley.com/doi/full/10.1002/dug2.12026
  69. https://nordicgeosupport.com/anchors-bolts-steel/
  70. https://www.ecfr.gov/current/title-30/chapter-I/subchapter-O/part-75
  71. https://pmc.ncbi.nlm.nih.gov/articles/PMC5020562/
  72. https://stacks.cdc.gov/view/cdc/161443/cdc_161443_DS1.pdf
  73. https://www.law.cornell.edu/cfr/text/30/75.204
  74. https://www.govinfo.gov/content/pkg/GOVPUB-L38-PURL-gpo37863/pdf/GOVPUB-L38-PURL-gpo37863.pdf
  75. https://stacks.cdc.gov/view/cdc/206371/cdc_206371_DS1.pdf
  76. https://gwern.net/doc/technology/2024-mark.pdf
  77. https://www.mdpi.com/2076-3417/9/22/4781
  78. https://www.jennmar.com/product-category/hard-rock-support
  79. https://www.naraconstructions.in/new-austrian-tunneling-method-natm/
  80. https://apexroc.com/blog/self-drilling-anchors-tunneling/
  81. https://tucmagazine.org/unprecedented-in-tunnel-diameter-conversion-of-the-largest-hard-rock-tbm-in-the-united-states/
  82. https://amitunnel.files.wordpress.com/2015/03/3-tunnels-tunnel-sous-la-manche_c.pdf
  83. https://www.mdpi.com/2076-3417/12/17/8560
  84. https://rocksupremacy.com/technique/rock-bolt-installation/
  85. https://www.sinorockco.com/news/industry-news/the-comparison-of-several-rock-bolts-for-slope-stability.html
  86. https://www.fhwa.dot.gov/clas/ctip/context_sensitive_rock_slope_design/ch_5_1.aspx
  87. https://geoinstitute.org/node/16054
  88. https://tensense-geotech.com/anchor-bolt-procedure-for-slope-stabilization/
  89. https://www.sciencedirect.com/science/article/pii/S1674775513000875
  90. https://evgcpl.com/cable-anchors-in-slope-engineering-a-structural-approach-to-stability/
  91. https://www.structuraltechnologies.com/wp-content/uploads/2018/02/VSL_soil_rock_anchors.pdf
  92. https://papers.acg.uwa.edu.au/d/1410_22_Hayman/22_Hayman.pdf
  93. https://www.e-mj.com/features/safer-simpler-speedier-rock-bolting/
  94. https://www.researchgate.net/publication/391573795_Enhancing_Mining_Safety_and_Efficiency_through_Rock_Bolt_Support_Systems_A_Case_Study_of_Gaika_Gold_Mine_in_Zimbabwe
  95. https://aaltodoc.aalto.fi/bitstreams/0df92065-1bec-438e-a69d-b125cd40dfa4/download
  96. https://www.sinorockco.com/news/industry-news/3-advantages-of-rock-bolting-support-in-mining-engineering.html
  97. https://www.ssab.com/-/media/files/en/erb/environmental-product-declaration.pdf
  98. https://www.agapito.com/wp-content/uploads/2016/09/Rock-Reinforcement-Longevity.pdf
  99. https://papers.acg.uwa.edu.au/d/902_02_Charette/02_Charette.pdf
  100. https://www.mdpi.com/1996-1944/18/6/1275
  101. https://www.usbr.gov/tsc/techreferences/mands/rockmanual/green_uniqueUSBR/6584.pdf
  102. https://www.sciencedirect.com/science/article/abs/pii/S1365160913001329
  103. https://www.astm.org/d4435-13e01.html
  104. https://www.spiedigitallibrary.org/conference-proceedings-of-spie/4074/1/Strain-monitoring-in-steel-rock-bolts-using-FBG-sensor-arrays/10.1117/12.397895.full
  105. https://pmc.ncbi.nlm.nih.gov/articles/PMC12158341/
  106. https://www.mdpi.com/2072-4292/17/15/2701
  107. https://www.mdpi.com/2673-6489/3/1/7
  108. https://www.geokon.com/content/datasheets/4900_Load_Cells.pdf
  109. https://link.springer.com/article/10.1007/s00603-021-02547-3
  110. https://www.mygeoworld.com/resources/blog/1316-why-anti-corrosion-rock-anchor-bolts-are-recommended-in-engineering-construction
  111. https://www.sciencedirect.com/science/article/abs/pii/S1365160918305653
  112. https://www.researchgate.net/publication/257737671_A_study_of_rock_bolting_failure_modes
  113. https://onlinelibrary.wiley.com/doi/full/10.1002/dug2.12091
  114. https://library.oapen.org/bitstream/id/1e4f7fd8-f9c8-4ad5-afd7-d352261fa891/978-981-99-0498-3.pdf
  115. https://www.sciencedirect.com/science/article/pii/S2590123025035819
  116. https://ro.uow.edu.au/ndownloader/files/50421234
  117. https://www.jennmar.com.au/assets/Uploads/Civil-Products-Mar-24/Dbl-Corrosion-Rock-Bolts/MM-DCP-SSLPCVL-REV0.pdf
  118. https://www.sciencedirect.com/science/article/abs/pii/S0950061820332797
  119. https://www.mtech.edu/mwtp/presentations/docs/amy-chambers.pdf
Add your contribution
Related Hubs
User Avatar
No comments yet.