Feasibility study of synergistic anchoring and supporting in coal entry heading faces with moderately stable surrounding rock

ABSTRACT The support method in coal entry heading faces significantly impacts the stability of surrounding rock and heading efficiency. To enhance heading efficiency while ensuring the

stability of surrounding rock, this study takes the 011813 headgate heading face in Jinfeng Mine. Addressing the technical conditions and the demand for rapid heading, an innovative

partitioned support approach of “local anchoring + non-repeated temporary support” and “rapid reinforcement anchoring” is proposed. Field investigation, theoretical analysis, and numerical

experiments are employed to systematically study the synergistic effect of anchoring and supporting in heading faces. The technical principles of synergistic anchoring and supporting are

detailed, the mechanical model of surrounding rock under this system is established, and the strength of temporary support under this system is established. By using a systematic analysis

method, parameters for local anchoring, temporary support, and reinforcement anchoring are proposed. Numerical experiments are conducted to comparatively analyze the stress evolution, damage

and deformation characteristics of surrounding rock under conditions of no support, timely one-time anchoring, and synergistic anchoring and supporting. The influence of synergistic

anchoring and supporting on the stability of surrounding rock is examined, the mechanism of synergistic anchoring and supporting is revealed, and the rapid heading process using this

approach is optimized. Based on the findings, the feasibility of synergistic anchoring and supporting is evaluated from the perspectives of technical principles, surrounding rock stability

characteristics, support mechanism, and rapid heading processes. The research indicates that the proposed approach holds great potential for field application in Jinfeng Mine. In subsequent

heading practices, it is recommended to adjust the unsupported roof distance and unsupported roof distance based on actual conditions, fine-tune the partitioned anchoring parameters, focus

on the effective control of surrounding rock through local anchoring, and enhance both the load-bearing capacity and cooperative deformation ability of temporary supports. SIMILAR CONTENT

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IN-SITU MODIFIED SUPPORT METHOD OF ROADWAY SURROUNDING ROCK UNDER VERTICAL IMPACT LOAD Article Open access 07 May 2025 INTRODUCTION Entry heading is one of the primary production systems in

underground coal mines. In China, more than 12,000 km of new entries are excavated annually, with over 80% of these being coal and semi-coal rock entries1,2. The geological conditions of

coal entries in China are complex and variable, and currently, only a small portion of entries exhibit high surrounding rock stability. In such cases, larger unsupported roof distances and

longer unsupported roof time are permissible, enabling the use of rapid heading technology, such as cutting and anchoring integration, or separate, delayed anchoring with continuous miners.

Under these conditions, heading speeds can exceed 1000 m per month, with some coal entries achieving speeds of over 3000 m per month. However, aside from these few entries with stable

surrounding rock, the majority of coal entries experience relatively poor surrounding rock stability. During the heading process, cantilever road-headers and single-body anchoring drill rigs

are primarily used, with smaller permissible unsupported roof distances and shorter unsupported roof time. The heading speed for these entries typically ranges from 200 to 500 m per month,

and in some comprehensive heading faces, the average speed falls below 200 m per month3,4,5. Overall, the heading speed remains slow, often leading to tight production schedules. Therefore,

for most coal entries with relatively poor surrounding rock stability, improving heading speed while ensuring the reasonable and effective control of the surrounding rock has become a

critical issue that urgently needs to be addressed in entry heading engineering. Practical experiences indicate that the parallel operation time during heading is a critical factor

influencing heading speed. Extending the parallel operation time can significantly enhance heading efficiency. Within the heading model that primarily employs cantilever road-headers,

researchers have conducted extensive studies focused on extending parallel operation time while ensuring effective surrounding rock maintenance. Wu Yongzheng et al.6 developed a self-moving

temporary support device for heading faces and proposed a continuous parallel operation process. This process involves partial bolting and temporary support near the heading face, followed

by reinforcement anchoring behind the temporary support. This approach has been successfully applied in field practice. Ma Rui7analyzed factors such as heading cycle length, sidewall

stiffness, support strength, temporary support structure, and delayed support time, all of which influence the stability of unsupported entry roofs. Based on this analysis, Ma proposed a

phased bolting and cabling scheme for rapid heading in coal entries, which was later implemented in field applications. Zhao Mingzhou8 investigated the factors limiting heading speed in coal

entries with composite roofs, as well as the mechanisms underlying the stability of these roofs at the heading face. From this analysis, Zhao proposed a step-by-step control technique

involving timely safety bolting at the face and delayed stability bolting. This technique was also applied in field practice. Sun Xiaoming9 studied the optimal timing and positioning of

reinforcement anchoring with cables following the initial bolting at the heading face. Based on his findings, Sun introduced a bolting-mesh-cabling coupled support technique, which has since

been applied in practice. Bai Jianbiao, Chu Xiaowei, Ding Ziwei10,11,12, and others examined the optimal unsupported roof distance at heading faces under various conditions. Yue Zhongwen,

Guo Junsheng, Guo Wenxiao, and others13,14,15 separately analyzed the role of temporary support in controlling the surrounding rock during heading. They proposed control schemes that involve

placing temporary support near the heading face and performing rapid anchoring behind it. These approaches led to the development of continuous parallel operation techniques integrating

cutting, supporting, and anchoring, which have been applied in field practices. The aforementioned studies, which emphasize extending the parallel operation time, have contributed to the

development of various surrounding rock control methods in heading faces. These include “timely anchoring with all bolts at the front and reinforcement anchoring with all cables at the

rear”, “temporary support at the front and overall anchoring with bolts and cables at the rear”, and “partial bolt anchoring combined with temporary support at the front and reinforcement

anchoring with partial bolts and all cables at the rear”. These approaches offer valuable guidance for improving surrounding rock control and enhancing heading speed in coal entries.

However, limitations exist with these methods, for the method of “timely anchoring with all bolts at the front and reinforcement anchoring with all cables at the rear”, bolt anchoring near

the heading face is typically performed manually, which is time-consuming and results in short parallel operation time, this limitation hinders significant improvements in heading speed, as

shown in Fig. 1a. In the “temporary support at the front and overall anchoring with bolts and cables at the rear” method, temporary support is installed on the entry surface during the

initial stages of entry formation. While this support primarily limits roof deformation, it does not effectively control internal damage to the surrounding rock. Moreover, due to spatial

constraints and the structure of the support devices, the entry roof often undergoes repeated “loading–unloading” cycles during temporary support operations, which can lead to roof damage

and, in severe cases, exacerbate entry instability, as shown in Fig. 1b. For the method of “partial bolt anchoring combined with temporary support at the front and reinforcement anchoring

with partial bolts and all cables at the rear”, the repeated “loading–unloading” cycles of the temporary support can damage the partial anchoring system, reducing the effectiveness of

surrounding rock maintenance and limiting the applicability of this method, as shown in Fig. 1c. In this study, the authors focus on the issue of rapid and effective surrounding rock control

in heading faces, taking the 011813 headgate of Jinfeng Mine in Northwest China as the research object, the research targets the need for rapid heading and considers adopting a rapid

heading system involving a cantilever road-header and an automated coal bolting module. An innovative partitioned support approach is proposed, The key advantage of this support method over

existing systems stems lies in the development of a newly non-repeated temporary support system for heading faces, which enhances anchoring efficiency by segmenting the procedure into “local

anchoring + non-repeated temporary support” and “rapid reinforcement anchoring”. This approach effectively utilizes the immediate active support of local anchoring , along with the novel

rapid and non-repeated temporary support. At the same time, it enables highly mechanized and efficient reinforcement anchoring. Field investigations, theoretical analysis, and numerical

experiments are employed to evaluate the feasibility of synergistic local anchoring and non-repeated temporary supporting in the heading face from multiple perspectives, including technical

principles, surrounding rock stability characteristics, synergistic anchoring and supporting mechanisms, and rapid heading processes. The objective is to increase the parallel operation time

of “cutting + local anchoring + non-repeated temporary support” near the heading face and rapid reinforcement anchoring at the rear, thereby reducing the cycle operation time and improving

heading speed. The research findings provide valuable guidance for effective surrounding rock maintenance and rapid heading in subsequent heading practices. ENGINEERING BACKGROUND TECHNICAL

CONDITIONS Jinfeng Coal Mine is situated in Wuzhong City, within the Ningxia Hui Autonomous Region in northwestern China, this mine plays a significant role within the Ningxia Coal Industry

Group Co., Ltd., a subsidiary of the China Energy Investment Corporation. It has a designed production capacity of 4.00 million tons per year and is segmented into five mining areas. 011813

headgate in Jinfeng Mine features a rectangular cross-section, the heading measures 5.20 m in width and 4.00 m in height, with the entry heading along the roof of No. 18 coal seam. To the

north, the entry is adjacent to the unmined 011815 working face, while to the south, it borders the 011183 working face. In the later stages, this entry will be retained as a tailgate for

011815 working face, as depicted in Fig. 2. 011813 headgate employs a combined support system using bolts, cables, and metal mesh. The roof is supported by φ20 × 2500 mm left-handed threaded

steel bolts and steel mesh. Bolts are spaced 800 mm apart with a row spacing of 1000 mm. Those near the roof sides are angled at 10° from the vertical, while the rest are installed

perpendicularly to the roof. The pre-tightening torque of bolts is at least 340 N m. The metal mesh has a grid size of 100 × 100 mm. Additionally, roof cables made of φ21.8 × 7300 mm steel

strands are used, spaced 2000 × 3000 mm. The pre-tightening force of cables is at least 160 kN, and they are installed perpendicularly to the roof. The sidewalls are reinforced with φ20 × 

2200 mm left-handed threaded steel bolts and metal mesh. Bolts are spaced 1300 mm apart with a row spacing of 1000 mm, the pre-tightening torque is at least 340 N m, installed

perpendicularly to the sidewalls. The metal mesh has a grid size of 100 × 100 mm. The strata geological column and support parameters for the entry are illustrated in Fig. 3. CURRENT STATUS

OF ENTRY HEADING Adjacent to 011813 headgate, previous mining entries employed a “cantilever road-header + single-body anchoring drill rigs” heading method. After cutting one-meter spacing,

one-time anchoring was conducted. The heading process averaged 35 min, while anchoring operations, entirely performed manually, took an average of 70 min. Each operation was carried out

sequentially, with each heading cycle averaging 120 min. Monthly advancement averaged less than 250 m. The heading method that employs the combination of a cantilever road-header and

single-body anchoring drill rigs presents significant challenges. Anchoring operations under this method are both time-consuming and labor-intensive. Moreover, the cutting and anchoring

processes cannot be performed concurrently, leading to extended cycle operation time and subsequently reducing the overall heading efficiency. STABILITY EVALUATION OF SURROUNDING ROCK IN THE

HEADING FACE The stability of surrounding rock in heading faces significantly influences heading efficiency, as it dictates the appropriate anchoring method. In entries with stable

surrounding rock, partitioned or delayed anchoring during heading is feasible, providing favorable conditions for increasing the parallel operation time of cutting and bolting. Conversely,

in entries with poor stability, timely one-time anchoring is required. Previous studies1 have identified unsupported roof distance and unsupported roof time as key parameters for evaluating

surrounding rock stability in heading faces. These indicators have been widely used to classify the stability of surrounding rock. Data from adjacent entries to the 011813 headgate indicate

that the maximum allowable unsupported roof distance in a normal heading cycle is 2200 mm, with the sidewalls permitted to lag behind the roof by one row spacing. The stability time without

anchoring can generally be sustained for one production shift. Based on the classification of surrounding rock stability, the surrounding rock of the 011813 headgate can be categorized as a

Category III moderately stable coal entry, allowing for partitioned anchoring during the heading process. APPROACH FOR RAPID HEADING To enhance heading efficiency, a rapid heading system is

introduced in the mine, comprising a newly designed cantilever road-header, non-repeated temporary support devices, an automated coal bolting module, and continuous transportation equipment.

Building on the specific features of this rapid heading system and the rapid heading requirements, an innovative support method is developed. This method integrates “local anchoring + 

non-repeated temporary support” with rapid reinforcement anchoring. During the heading process, anchoring operations are optimized from timely one-time anchoring to partitioned parallel

anchoring. This approach facilitates simultaneous operations of “cutting + local anchoring + non-repeated temporary support” alongside reinforcement anchoring, thereby reducing cycle time

and significantly improving overall heading speed. TECHNICAL PRINCIPLES OF SYNERGISTIC ANCHORING AND SUPPORTING IN THE HEADING FACE SPATIAL ZONING OF THE HEADING FACE UNDER SYNERGISTIC

ANCHORING AND SUPPORTING Based on the spatial arrangement and heading characteristics of cantilever road-header, non-repeated temporary support devices and automated coal bolting module, the

surrounding rock in the heading face can be divided into three distinct zones: the unsupported zone, the transition zone, and the integrated anchoring zone, as shown in Fig. 4. The specific

descriptions are as follows: _Unsupported Zone_ This zone refers to the area near the heading face at the initial stage of entry formation where no anchoring or temporary support has been

applied. In this area, if left unsupported for an extended period, vertical stress in the shallow rock layers of the roof and floor, as well as horizontal stress in the shallow rock layers

of the sidewalls, rapidly decreases due to heading disturbances. However, as long as the unsupported roof/sidewall distance and unsupported roof/sidewall time are kept within reasonable

limits, the stress in the shallow surrounding rock remains relatively stable. The rate of rock deformation and damage is relatively small, and no severe damage or deformation has occurred.

Consequently, the rock structure can maintain overall stability. For coal entries with moderately stable surrounding rock, the unsupported distances in heading faces are usually small, often

not exceeding twice the row spacing of bolts. _Transition Zone_ In this zone, the surrounding rock has been local anchored or temporarily supported. If the support is appropriate, it can

effectively reduce the rate of stress decrease in the shallow surrounding rock, ensuring it remains in a triaxial stress state. Under the influence of heading disturbance, the surrounding

rock does not experience significant deformation or damage and can maintain overall stability. This stable state creates favorable conditions for subsequent reinforcement anchoring.

_Integrated Anchoring Zone_ In this zone, the surrounding rock has been reinforced and anchored, the load-bearing capacity of the surrounding rock is significantly enhanced, and the stress

state is greatly improved. Issues such as delamination, slippage, and shear dislocation within the rock are further controlled. As a result, the rock structure remains intact and gradually

stabilizes over time. SYNERGISTIC ANCHORING AND SUPPORTING IN THE TRANSITION ZONE OF HEADING FACES The surrounding rock in the transition zone experiences significant impacts from heading

disturbances, and its stability directly influences the effectiveness of rock control in the integrated anchoring zone. To prevent severe damage, control harmful deformations, and improve

surrounding rock control efficiency, timely pre-stressed anchoring and non-repeated rapid temporary support are applied in the transition zone. Initially, pre-stressed anchoring is

implemented at the boundary between the unsupported zone and the transition zone. This approach promptly improves the stress state, enhances the load-bearing capacity of the surrounding

rock, reduces the impact of heading disturbances, and controls significant deformation and damage during the early stages of entry formation. Following local anchoring, rapid and

non-repeated temporary support is utilized to effectively shorten the support time of the surrounding rock, as shown in Fig. 5. By optimizing the structural and operational method of the

temporary support devices, compressive damage to the entry roof and the local anchoring system can be effectively avoided during the “load–unload” process. This approach further enhances the

stress state of the surrounding rock and prevents damage to the local anchoring system caused by the movement of overlying rock layers during heading disturbances. The collaborative

operation of local anchoring and temporary support ensures the stability of the surrounding rock in the transition zone. RAPID AND NON-REPEATED TEMPORARY SUPPORT METHOD The temporary support

system consists of large-span gantry support devices and a hauling device mounted on the cantilever road-header. Large-span gantry support devices are designed with extendable beams,

featuring a layer of flexible material on the upper part to effectively prevent rigid compression damage to the entry roof. The temporary support system provides uniform upward loading for

the entry roof, achieving comprehensive coverage of the roof width. The hauling device facilitates rapid bi-directional movement, securely fastening the support beams during relocation and

swiftly transporting them to designated support positions. The temporary support devices are arranged at intervals between adjacent rows of bolts in the transition zone and are relocated in

a rapid rear-to-front alternating cycle, as illustrated in Fig. 6. During relocation, the hauling device moves to the rear of the temporary support area, positioning itself beneath the

gantry support beam that is being withdrawn. The device clamps and secures the beam, retracts the supporting columns to lift their bases off the entry floor, and then lowers the beam height

to transition the support device from State A to State B. Next, the hauling device swiftly moves the support device from Position I to Position II for temporary support. The beam is

extended, and the columns are deployed to bring their bases into contact with the entry floor, applying pressure to achieve initial support strength. This action returns the support device

from State B to State A, completing one relocation cycle. As the heading face advances, the temporary support devices are alternately relocated from rear to front, ensuring rapid and

non-repeated temporary support in the transition zone. PARAMETERS FOR PARTITIONED SUPPORT TEMPORARY SUPPORT STRENGTH UNDER SYNERGISTIC ANCHORING AND SUPPORTING MECHANICAL MODEL During the

initial stage of entry formation, timely and pre-stressed anchoring is carried out at the junction between the unsupported zone and the transition zone, treating the rock layers within the

anchoring range as a single roof layer. Based on the spatial structural characteristics of the heading entry, a mechanical model is established16,17, as shown in Fig. 7. In the figure, _l_

and _h_ represent the width and height of the heading entry, respectively. _l_1 and _l_2 denote the depth of the disturbed zones in sidewalls caused by heading. _H_ signifies the thickness

of the rock strata within local anchoring. _θ_ denotes the rotation angle of roof rock strata after local anchoring. _R_1 and _R_2 are the support forces provided by the sidewalls to the

roof rock strata. _R_ represents the combined force exerted on the roof by local anchoring and temporary support. In a heading entry with a rectangular cross-section, where both sides

consist of coal walls and symmetric support is employed, it is assumed that the stress distribution in surrounding rock is symmetrical about the vertical central plane along the axial

direction. The stress influence range of the sidewalls satisfies the following conditions18: $$l_{1} = l_{2} = R - \frac{h}{2} = h$$ (1) where _R_ represents the influence radius of the

stress in the surrounding rock of heading entry. ROTATION ANGLE OF THE ENTRY ROOF STRATA Assuming that the deformation of the entry surrounding rock results from the deformation and

expansion of the roof and sidewalls rock strata, a deformation calculation model is established, as shown in Fig. 8. The stress distribution in the surrounding rock of the heading entry is

symmetrical about the vertical central plane along the axial direction, with \(\Delta l_{1} = \Delta l_{2}\) and \(\eta_{1} = \eta_{3}\). Based on geometric relationships, the following

equation can be established: $$\Delta l_{1} = \Delta l_{2} = \frac{{kl_{1}^{2} \tan \theta }}{2h}$$ (2) In the initial stage of entry formation, large-span gantry support devices are used

for temporary support in the transition zone. The deformation of the sidewalls does not exceed the width of the space on either side of the support device, as described by the following

equation19: $$\Delta l_{1} = \Delta l_{2} \le \frac{l - B}{2}$$ (3) where _B_ represents the length of the crossbeam. By combining Eqs. (2 and 3), _θ_ can be determined. STRESS IN ENTRY

SIDEWALLS Given that the stiffness of the roof rock layer after local anchoring exceeds that of the sidewalls, the boundary of the local anchoring area at the top of the entry is treated as

a given boundary, while the bottom is considered fixed. The sides of the entry are coal walls. Since the disturbance depth of the surrounding rock due to heading is much smaller than the

length of the tunnel in the axial direction, a planar strain model is adopted. In the transition zone, where the surrounding rock is supported by local anchoring and non-repeated temporary

support, the primary sidewall restraint is provided by the local anchoring force, denoted as _P_. It is assumed that _R_1 = _R_2. A mechanical model of the sidewall is is established, as

shown in Fig. 9. According to the theory of elasticity20,21, the vertical stress at any given point on the coal mass of the entry sidewall is: $$\sigma_{{\text{y}}} = \frac{E}{1 + \mu

}\left[ {\frac{E}{1 - 2\mu }\left( {\frac{A}{{l_{1} h}}y - \frac{\tan \theta }{h}x + \frac{B}{{l_{1} h}}x - \frac{2B}{{l_{1} h^{2} }}xy} \right) - \frac{\tan \theta }{h}x + \frac{B}{{l_{1}

h}}x - \frac{2B}{{l_{1} h_{2} }}xy} \right]$$ (4) where _A_ and _B_ are coefficients related to the anchoring parameters, and _E_ and _μ_ are the elastic modulus and Poisson’s ratio of coal

mass, respectively. The supporting force of the coal mass on the entry sidewall to the roof strata is calculated based on the average vertical stress on the coal mass, as shown in the

following equation: $$R_{1} = \overline{{\sigma_{{\text{y}}} }} \cdot l_{1} = \frac{{\sigma_{{{\text{y}}\left| {x = 0,y = h} \right.}} + \sigma_{{{\text{y}}\left| {x = l_{1} ,y = h}

\right.}} }}{2} \cdot l_{1}$$ (5) By substituting _A_, _B_, and _θ_ into Eq. (5), _R_1 and _R_2 can be determined. Assuming the load on the roof is the self-weight of the roof strata within

local anchoring range, it can be expressed as follows: $$q = k\gamma H$$ (6) where _k_ is the coefficient for the influence of heading disturbance, _γ_ is the average unit weight of the roof

strata, and _H_ is the depth of local roof anchoring. TEMPORARY SUPPORT STRENGTH UNDER SYNERGISTIC ANCHORING AND SUPPORTING At the initial stage of entry formation, the required supporting

force for roof strata within the research area is: $$Q = q\left( {l_{1} + l + l_{2} } \right)$$ (7) The required supporting force for roof strata within the width of the heading entry is:

$$R = Q - R_{1} - R_{2}^{{}}$$ (8) In the transition zone, local anchoring and non-repeated temporary support are employed. The supporting force acting on the entry roof consists of the

local anchoring force and the temporary support force. The required temporary support force within a 1–m range is: $$F = Q - \left( {R{}_{1} + R_{2} + Q_{{\text{a}}} } \right)$$ (9) where

_Q_a represents the local anchoring force. By analyzing the temporary support force and considering the structural characteristics of support devices, the temporary support strength under

the synergistic effect of anchoring and supporting can be determined. PARAMETERS FOR PARTITIONED SUPPORT Partitioned support parameters in heading faces involve local anchoring parameters,

temporary support parameters, and reinforcement anchoring parameters. Based on theoretical analysis, factors such as in-situ stress, coal and rock mass strength, geological structures,

mechanical parameters of anchoring materials, types of temporary support structures, and the intended use of the entry, are taken into consideration. By integrating these factors with

previous anchoring practices in adjacent tunneling faces, a systematic analysis method22,23 is employed to comprehensively determine the partitioned support parameters in the heading face,

the design process is shown in Fig. 10. _Local Anchoring_ The roof is anchored using _Φ_20×2500 mm left-handed threaded steel bolts without longitudinal ribs, spaced at intervals of 1600 ×

1000 mm. At the edges of the roof, the bolts are positioned at a 10° angle to the vertical direction, while in the central area, they are arranged perpendicular to the roof. The sidewalls

are anchored using _Φ_20×2200 mm left-handed threaded steel bolts without longitudinal ribs, with two bolts positioned in the upper part of each row, spaced at intervals of 800 × 1000 mm.

_Temporary Support_ After local anchoring, temporary support is placed between adjacent rows of bolts with a row spacing of 1000 mm. The initial support strength is 60 kPa. The anchoring

parameters are illustrated in Fig. 11a. _Reinforcement anchoring_ The remaining bolts and all cables are anchored according to the permanent support parameters of the heading face, forming

an integrated anchoring system, as shown in the magenta sections of Fig. 11b. NUMERICAL EXPERIMENTS ON SURROUNDING ROCK STABILITY UNDER SYNERGISTIC ANCHORING AND SUPPORTING NUMERICAL MODEL A

three-dimensional numerical model is established using the 3DEC simulation software, incorporating the geological conditions of the research entry. The model dimensions are designed as 60 m

(X-axis) × 40 m (Y-axis) × 31 m (Z-axis). Horizontal displacement is constrained on all sides of the model, vertical displacement is constrained at the bottom, and a uniformly distributed

load is applied at the top according to the burial depth of the simulated entry. Before conducting the numerical simulations, the model had been validated. Given that the research entry has

not yet been constructed, the validation was based on the heading face of the adjacent mining entry, which shares highly similar geological conditions with the research entry. The physical

and mechanical parameters of the coal and rock mass are presented in Table 1. The elastic modulus and Poisson’s ratio of the coal and rock mass are derived from uniaxial compression tests

conducted in the laboratory and reduced according to the Hoek–Brown failure criterion24,25,26. The entry width is 5.2 m with a height of 4.0 m, heading along the Y-axis direction following

the roof of NO.18 coal seam. The advancement cycle is 1.0 m. The roadway is positioned at a burial depth of 290 m, corresponding to the maximum burial depth of NO.18 coal seam, with a

vertical stress of 7.25 MPa. Based on stress data from neighboring mining areas, the maximum horizontal stress is assumed to be 1.5 times the vertical stress, while the minimum horizontal

stress is 0.8 times the vertical stress. Under the assumption of the most unfavorable conditions, the maximum horizontal stress acts vertically to the axis of the entry. The numerical model

is illustrated in Fig. 12. SIMULATION SCHEME To systematically analyze the stability characteristics of the surrounding rock in the heading face under the synergistic anchoring and

supporting, three simulation schemes are designed: “no anchoring”, “timely one-time anchoring”, and “local anchoring and temporary support + reinforcement anchoring”. According to the

cutting mode of the cantilever road-header, the cutting operation is divided into four steps from top to bottom. Anchoring and temporary support are simulated using the built-in Cable and

Beam structural elements in the software, respectively. Considering that the floors of adjacent previously entries are treated with concrete hardening, block units are used to represent the

floor concrete in schemes II and III27,28,29. The mechanical parameters of bolts and cables are listed in Table 2, and the parameters of the support structures are shown in Table 3. Scheme I

No support. During the heading process, no support measures are implemented for the surrounding rock of the entry. Scheme II Timely one-time anchoring. The specific simulation details are

as follows: * (1) Initially, cutting proceeds by 0.5 m, and after reaching a cumulative 1.5 m, all bolts are installed 0.5 m behind the heading face and all cables are installed 1 m behind

the heading face. * (2) Install all bolts immediately 0.5 m behind the heading face after each 1 m of cutting. Upon reaching a cumulative cutting of 4.5 m, sequentially install all bolts at

0.5 m behind the heading face, followed by all cables immediately at 1.0 m behind the heading face. * (3) Following each 1.0 m cycle advance, install all bolts immediately 0.5 m behind the

heading face after each step. After continuously cutting for a distance of 3 steps, install all cables 1.0 m behind the heading face. Scheme III Local anchoring + temporary support and

reinforcement anchoring. The specific simulation details are as follows: * (1) Initially, cutting proceeds by 0.5 m, with local anchoring bolts are installed 0.5 m behind the heading face

upon reaching a cumulative distance of 1.5 m. This process involves the installation of 2 bolts per session, totaling 4 sessions. * (2) After cutting a cumulative 2.5 m, local anchoring

bolts are installed 0.5 m behind the heading face, followed by temporary support placed 2.0 m behind the heading face. The excavation process continues in cycles with 1.0-m increments. * (3)

After heading a cumulative 13.5 m, local anchoring bolts are installed 0.5 m behind the heading face, with reinforcement anchoring bolts and cables installed at 12.5 m and 13 m behind the

heading face respectively. Subsequently, temporary support at 12 m is removed, and new support is applied 2.0 m behind the heading face. This heading cycle continues as described. After

reinforcement anchoring, the integrated anchoring parameters align with those of Scheme II. STABILITY CHARACTERISTICS OF SURROUNDING ROCK UNDER SYNERGISTIC ANCHORING AND SUPPORTING STRESS

EVOLUTION CHARACTERISTICS Figure 13 illustrates the distribution characteristics of the maximum principal stress in the surrounding rock at various positions behind the heading face,

observed when the working face reaches a cumulative 32.5 m. During the heading process, stress redistribution in the surrounding rock behind the working face typically shows a decrease

within a shallow range, while localized stress increases occur at the roof and floor corners, creating stress concentration areas. As the heading face advances, the low-stress region around

the entry initially expands slightly, then more significantly, eventually stabilizing. The stress distribution in the surrounding rock varies considerably with or without support, with

notable differences under various support schemes. Under Condition I, 2 m behind the heading face, localized areas within approximately 0.5 m of the entry exhibit stress levels below 1 MPa.

As the heading face advances, the low-stress area around the entry rapidly expands. At 4 m behind the heading face, stress within 0.5 m of the sidewalls remains below 1 MPa, and stress

within approximately 1 m of the roof and floor also remains below 1 MPa. At 8 m behind the heading face, the depth of areas where stress in the entry roof and floor is below 1 MPa measures

2.2 m, while the depth for sidewalls is 1.8 m. As the heading face advances further, the expansion rate of the low-stress area gradually decreases, approaching a stable state. Upon reaching

stability, the depth of the low-stress area in the sidewalls is approximately 2 m, whereas the depth of the low-stress area in the roof and floor is about 2.5 m. Under Condition II, at 2 m

behind the heading face, stress in shallow areas around the entry generally ranges from 1 to 3 MPa, with some localized areas falling below 1 MPa. As the heading face advances, the area with

stress below 1 MPa slightly expands. At 10 m behind the heading face, stress approaches a relatively stable state. Upon relatively stable, the depth of areas where stress is below 1 MPa in

the entry roof and sidewalls is about 1 m, indicating a significant reduction in the low-stress area. Under Condition III, local anchoring is performed 2 m behind the heading face. Stress in

shallow areas around the entry generally ranges from 1 to 3 MPa, with some localized areas below 1 MPa. Compared to Condition II, the low-stress area is larger. As the heading face

advances, the area with stress below 1 MPa slightly increases. At 10 m behind the heading face, the stress approaches relative stability. The depth of areas with stress below 1 MPa in the

entry roof and sidewalls is approximately 1 m. Following reinforcement anchoring, the stability of the surrounding rock is further enhanced, and the depth of the low-stress area in the

shallow areas remains about 1 m, with an overall increase in the low-stress area. Further analysis reveals that under Condition III, the depth of low-stress areas in the entry roof and

sidewalls at the rear of the transition zone decreases by 54.55% and 44.44%, respectively, and following reinforcement anchoring, when the surrounding rock tend to be stable, the depth of

low-stress areas in the entry roof and sidewalls is reduced by 60.00% and 50.00%, respectively, compared to the unsupported scenario. Compared to Condition II, the depth of low-stress areas

at the same locations behind the heading face remains similar, but the extent of the low-stress area increases. Timely pre-stressed anchoring in the transition zone effectively suppresses

the rate of stress reduction in shallow areas, significantly improving the stress state of the surrounding rock and contributing to the overall stability early in the entry formation. The

application of temporary support provides a uniformly distributed upward load on the entry roof, further enhancing the stress state. This reduces the impact of heading disturbances on the

local anchoring system and alleviates the squeezing damage to the sidewalls caused by the migration of roof rock layers during heading. As the heading face advances, the expansion rate of

the low-stress area in the shallow rock layers of the transition zone is effectively controlled by the synergistic action of anchoring and supporting. In the rear part of the transition

zone, the depth of the low-stress area remains less than the length of local anchoring, maintaining the surrounding rock in an effective anchoring state and providing favorable conditions

for reinforcement anchoring. Once the surrounding rock stress stabilizes after reinforcement anchoring, the depth of low-stress areas in the entry roof and sidewalls remains within the

effective anchoring range of bolts. The stress at the end of bolts ranges from 2 to 4 MPa, allowing the surrounding rock to maintain overall stability. DEFORMATION CHARACTERISTICS OF

SURROUNDING ROCK Figure 14 illustrates the deformation curves of the surrounding rock behind the heading face under different support conditions. Analysis shows that the surrounding rock

near the heading face experiences some deformation, with roof deformation reaching about 25 mm and sidewall deformation about 15 mm. As the distance behind the heading face increases,

deformation initially rises slowly, then significantly, and finally stabilizes. Under Condition I, the deformation increment within 0 to 2 m behind the heading face is minimal. Between 2 and

8 m, the deformation increases significantly. Beyond 8 m, the increment gradually decreases and and tends to be relatively stable. After being relatively stable, the cumulative deformation

of the roof is 238 mm, and the sidewall is 126 mm. Under Condition II, the deformation increment within 0 to 3 m behind the heading face is relatively small. Between 3 and 12 m, the

deformation increases significantly with the increasing distance behind the heading face. Beyond 12 m, the increment gradually decreases and tends to be relatively stable. After being

relatively stable, the cumulative deformation of the roof is 74 mm, and the sidewall is 43 mm. Under Condition III, the deformation increment from 0 to 2 m behind the heading face is

minimal. Between 2 to 10 m, as the working face advances, sidewall deformation increases significantly, while roof deformation continues at a relatively constant rate. Beyond 10 m, sidewall

deformation gradually tends to be relatively stable. However, between approximately 12 and 16 m, the roof shows localized increases in deformation. Beyond 16 m, roof deformation gradually

tends to be relatively stable. After being relatively stable, the cumulative deformation of the roof is 82 mm, and the sidewall is 52 mm. Further analysis reveals that, under Condition III,

following reinforcement anchoring and stabilization of the surrounding rock, the cumulative deformation of the entry roof and sidewall is reduced by 66.39% and 57.14%, respectively, compared

to Condition I. This indicates a significant reduction in entry deformation. In contrast, compared to Condition II, the cumulative deformation of the entry roof and sidewall increases by

10.81% and 20.93%, respectively, though these increments are relatively minor. This suggests that the “local anchoring + non-repeated temporary support” approach in the transition zone

effectively mitigates the development and extension of discontinuous and uncoordinated structural planes caused by heading disturbances. It controls overall large deformations of the

surrounding rock, with temporary support further limiting surface displacements of the entry roof. This approach aids in managing harmful rock deformations and maintaining the overall

stability of the surrounding rock in the transition zone. DAMAGE CHARACTERISTICS OF SURROUNDING ROCK Figure 15 illustrates the average depth of plastic zones in the roof and sidewall at

various locations behind the heading face under different support conditions. Analysis reveals that the depth of plastic zones in the surrounding rock is relatively shallow at 2 m behind the

face. As the distance behind the heading face increases, the depth initially increases slightly, then significantly, and finally stabilizes gradually. Under Condition I, from 2 to 8 m

behind the heading face, the depth of plastic zones in the surrounding rock increases significantly. Beyond 8 m, the increase occurs at a smaller rate, and the surrounding rock gradually

reaches a relatively stable state. Once stability is achieved, the average depths of plastic zones in the roof and sidewall are 2.40 m and 2.10 m, respectively. Under Conditions II and III,

from 2 to 10 m behind the heading face, the depth of plastic zones increases significantly. Beyond 10 m, the increase is smaller, and stability is gradually achieved. Under Condition II, the

average depths of plastic zones in the roof and sidewall are 0.8 m and 0.6 m, respectively, while under Condition III, they are 0.85 m and 0.70 m, respectively. Upon further comparative

analysis, it is observed that under Scheme III, after stabilization of the surrounding rock behind the heading face, the average depths of plastic zones in the roof and sidewall are reduced

by 65.96% and 61.64%, respectively, compared to Scheme I. In contrast, these depths increase by 6.25% and 7.69%, respectively, compared to Scheme II, with the increments being relatively

minor. This suggests that partial anchoring combined with non-repeated temporary support effectively controls both the depth and expansion rate of the damaged areas in the roof and sidewall.

Once the surrounding rock stabilizes after reinforcement anchoring, the average depths of plastic zones in the roof and sidewall are 0.85 m and 0.70 m, respectively. These depths are less

than half of the bolt anchoring depth, thereby ensuring effective stability of the surrounding rock. It is important to note that under Scheme III, localized stress concentrations occur in

the entry roof, primarily due to the localized compression exerted by the temporary support system. During the deformation process of the surrounding rock under heading disturbances, the

temporary support can cause localized compression damage to the roof. Additionally, under Scheme III, continued roof deformation is observed within a range of approximately 12 to 16 m behind

the heading face. This deformation likely results from the stress in the overlying rock layers of the transition zone being transferred to the temporary support system during heading

disturbances. When the temporary support is removed, continued deformation occurs in the roof layers. These observations highlight the critical role of both the load-bearing capacity and the

cooperative deformation ability of the temporary support system. Future practical applications should focus on enhancing these two aspects to improve the performance and effectiveness of

temporary support systems. MECHANISM OF SYNERGISTIC ANCHORING AND SUPPORTING Based on the research findings, the mechanism of synergistic anchoring and supporting in the transitional zone of

heading faces is revealed. Initially, the surrounding rock near the heading face experiences triaxial stress during the initial stage of entry formation. Timely pre-stressing anchoring is

applied at the junction between the unsupported zone and the transitional zone. Subsequently, appropriate temporary support is implemented, establishing a synergistic anchoring and

supporting system primarily relies on local anchoring supplemented by non-repeated temporary support system. This synergistic approach combines the internal stress from local anchoring with

the external load from temporary supporting to effectively enhance load-bearing capacity, improve stress distribution, ensure overall stability of the surrounding rock, and facilitate

optimal conditions for subsequent rapid reinforcement anchoring. During the initial stage of entry formation, the shallow strata in entry roof still maintains certain vertical stresses, and

the shallow strata in sidewalls retains certain horizontal stresses. The surrounding rock remains in a triaxial stress state, with the shallow surrounding rock not fully deteriorated in

stress state, internal discontinuities within the rock mass, uncoordinated structural surfaces not extensively expanded, and harmful deformation has not yet formed on the entry surface. At

this stage, Timely pre-stressing anchoring is applied at the junction between the unsupported zone and the transitional zone to establish a local anchoring system. Under high pre-stress

conditions, the bolts maintain a high initial active support coefficient30,31,32, forming an effective stress compression zone. This helps suppress the appearance of shallow tensile stress

zones under heading disturbance, reduces the range of shear stress zones, mitigates damage to the surrounding rock caused by stress deviations, and effectively improves the stress state of

the shallow surrounding rock. Within the anchoring range, a relatively stable load-bearing structure is formed, enhancing the resistance to heading disturbances and controlling significant

deformation and damage to the surrounding rock. After timely local anchoring, non-repeated temporary support with appropriate strength is applied. This temporary support exerts an upward

active load on the entry roof, uniformly distributed across its surface, forming a synergistic anchoring and supporting system where local anchoring takes precedence and is supplemented by

temporary support. This integrated approach enhances the stress state of the surrounding rocks and ensures overall entry stability. As shown in Fig. 16. Under the influence of heading

disturbances, the shallow strata in the transition zone experience some movement. The local anchoring system can effectively suppress delamination, slippage, and shear dislocation caused by

rock movement, maintaining the stability of surrounding rock, while the temporary support can effectively resist the dynamic loads induced by the movement of overlying strata on the roof,

control significant deformations of the entry surface, and transfer the support load to the overlying strata on the roof. This further inhibits the development of roof delamination, reduces

the heading disturbance to the local anchoring system, and mitigates the damage caused by roof movement to the sidewalls. The surrounding rock in the transitional zone is allowed to undergo

certain deformations under the synergistic effects of anchoring and supporting. As the heading face advances, the surrounding rock gradually reaches a relatively stable state. This provides

a solid foundation for rapid reinforcement anchoring in the subsequent sections. During the heading process, the operations of “cutting + local anchoring + non-repeated supporting” are

conducted in parallel with reinforcement anchoring. This significantly increases the parallel operation time and shortens the cycle time, thereby enhancing heading speed. RAPID HEADING

PROCESS UNDER SYNERGISTIC ANCHORING AND SUPPORTING NOVEL HEADING PROCESS In the transition zone, local anchoring can be completed using heading machine-mounted bolting rigs, while temporary

support can be achieved with a newly designed non-repeated temporary support system. Reinforcement anchoring can be carried out using an automated coal bolting module. Based on time

statistics from similar heading operations and considering the actual heading conditions, the time required for each process can be preliminarily determined, as shown in Table 4. The spatial

and temporal relationships of these processes are illustrated in Fig. 17. _Auxiliary Operations_ This operations primarily involve conducting safety inspections and making equipment

adjustments. Drawing from previous heading practices in adjacent entry sections, this process typically requires 5 min. _Cutting_ Utilizing a new type of cantilever road-header equipped with

a carrying platform for transporting non-repeated temporary support devices. Based on field heading practices in similar entries, this process takes an average of 25 min. _Local Anchoring_

Following the cutting process, this process is carried out in four sequential steps using two bolting rigs mounted on the heading machine. First, bolts 1 and 2 are installed simultaneously,

followed by the installation of bolts 1’ and 2’. After the roof local anchoring is completed, bolts 3 and 4 are installed simultaneously, followed by bolts 3’ and 4’, as illustrated in Fig. 

7. The installation of netting takes 5 min, and each set of bolts requires 5 min to install with bolting rigs. The total time for this operation is 25 min. _Temporary Support_ Temporary

support devices are transported by the carrying platform equipped on the cantilever road-header. After completing each local anchoring operation, a temporary support device is immediately

transported. Including buffer time, this process takes approximately 5 min according to the design scheme. _Reinforcement Anchoring_ This process is conducted by the automated coal bolting

module, which is equipped with 3 rock bolting rigs on the top and one on each side. Based on anchoring practices under similar conditions and accounting for some buffer time, the anchoring

time is 5 min per bolt and 20 min per cable. The row spacing of cables corresponds to three cutting steps. Reinforcement anchoring can be classified into two types: bolt reinforcement

anchoring and bolt + cable reinforcement anchoring. Due to the coordinated operation of the cantilever road-header and the automated coal bolting module, the latter has operational

flexibility, allowing for the flexible reinforcement anchoring of adjacent bolts and cables. For bolt reinforcement, two adjacent rows of bolts can be installed sequentially in two stages,

installing bolts 5–9 at a time. For cable reinforcement, cables 10–11 can be installed simultaneously. Based on statistical data on time consumption for equipment movement, adjustment, and

other processes in similar reinforcement anchoring operations, the average time for this process is 20 min. HEADING EFFICIENCY When the heading face adopts a partitioned support method with

synergistic anchoring and supporting in the transition zone and rapid reinforcement anchoring in the integrated anchoring zone, permanent support shifts from timely one-time anchoring to

partitioned anchoring. In standard cyclic operations, the cycle time is expected to reduce from the previous 120 min to 60 min, representing a 50% reduction. During the heading process,

processes 2 + 3 + 4 can be carried out in parallel with processes 5 and 6, increasing the overall parallel operation time to 20 min, which accounts for more than 33% of the total time. This

approach aims to integrate the processes of cutting, supporting, anchoring, transportation, and dust removal into a cohesive parallel operation. According to the current operational system

and management model, the average advance per shift is expected to increase to 8 m. With 26 standard operating days per month, this would lead to a monthly advance of over 400 m. This will

lay a solid foundation for improving heading efficiency in future operations. DISCUSSION: FEASIBILITY EVALUATION OF SYNERGISTIC ANCHORING AND SUPPORTING IN THE HEADING FACE * (1) From the

perspective of entry stability, the surrounding rock in the heading face is classified as Category III, indicating moderate stability. During the heading process, partitioned support is

permitted, which provides favorable conditions for extending the parallel operation time. However, the heading face with moderately stable surrounding rock is significantly affected by the

unsupported roof distance and unsupported roof time. These parameters should be selected based on practical experience from previous heading faces. Specifically, the unsupported roof

distance and unsupported roof time should not exceed the maximum values permitted in adjacent, previous heading faces. * (2) From the perspective of entry maintenance, the surrounding rock

in the transition zone is significantly affected by heading disturbances. However, under the synergistic effects of anchoring and supporting, the stress reduction rate, the expansion rate

and extent of the low-stress area, and the damage and deformation of the surrounding rock are effectively controlled. In the rear part of the transition zone, the surrounding rock tends to

reach a relatively stable state. After reinforcement anchoring, the stability of the surrounding rock is further enhanced. Once stability is achieved, the low-stress range and damage range

of the surrounding rock fall within the effective anchorage range of the bolts, resulting in minimal overall deformation of the entry. Consequently, the entry is effectively controlled. *

(3) From the perspective of support mechanism, synergistic anchoring and supporting constitutes a transitional support system that primarily relies on local anchoring, complemented by

temporary support. This synergistic support system combines the internal stress from local anchoring with the external load from temporary supporting to effectively enhance load-bearing

capacity, improve stress distribution, ensure overall stability of the surrounding rock, and facilitate optimal conditions for subsequent rapid reinforcement anchoring. * (4) From the

perspective of the heading process, adopting the partitioned anchoring mode of synergistic anchoring + supporting and rapid reinforcement anchoring, transforms the most time-consuming

one-time anchoring process into a partitioned parallel anchoring. The processes of “cutting + local anchoring + temporary support” can be carried out concurrently with reinforcement

anchoring and continuous transportation. Additionally, the new type of cantilever road-header, which provides a platform for transporting non-repeated temporary support devices, can

effectively improve cutting speed. These adjustments collectively create favorable conditions for significantly shortening cycle time and improving heading efficiency. It should be noted

that local anchoring is the core of the synergistic anchoring and supporting system, providing fundamental control over the surrounding rock in the transition zone, while temporary support

only serves as an auxiliary reinforcement measure. During the excavation process, the local anchoring process must not be omitted, with only temporary support provided in the transition

zone. CONCLUSIONS * (1) In the process of heading in moderately stable surrounding rock entries, partitioned support is permitted, however, the specific support method is constrained by

factors such as unsupported roof distance and unsupported roof time. The space behind the heading face is divided into three zones: the unsupported zone, the transition zone, and the

integrated anchoring zone. An innovative partitioned support approach of “local anchoring + non-repeated temporary support” and “rapid reinforcement anchoring” is proposed. * (2) A

mechanical model for synergistic anchoring and supporting in the transition zone is established, and the temporary support strength under synergistic anchoring and supporting is analyzed.

System analysis method is employed to determine the parameters for synergistic anchoring and supporting, as well as reinforcement anchoring. The stability characteristics of surrounding rock

under different support conditions are compared and analyzed. Compared to no support, under synergistic anchoring and supporting conditions, the rate of stress reduction in the shallow

strata behind the heading face, the expansion rate of low-stress areas, the rate of damage and deformation, and the extent of damage have been effectively controlled. After the stabilization

of the surrounding rock, the shallow low-stress and damage areas around the entry remain within the effective anchoring range of the bolts, resulting in relatively minor deformation and

maintaining overall rock stability. Compared to timely one-time anchoring, the control effect on the surrounding rock is relatively poorer, but the difference is minimal. * (3) The mechanism

of synergistic anchoring and support is explained. In the initial stage of entry formation, the stress within the shallow surrounding rock near the heading face has not yet significantly

deteriorated, and the surrounding rock remains relatively intact with minimal deformation. By promptly applying pre-stressed anchoring at the junction of the unsupported zone and the

transition zone, followed by appropriate temporary support, a synergistic support system is established, with local anchoring as the primary method and temporary support as supplementary.

This system leverages the proactive control effect of timely pre-stressed anchoring on the surrounding rock, alongside the reinforcing effect of temporary support, significantly improving

the stress conditions and load-bearing capacity of the surrounding rock. It effectively suppresses internal damage and surface deformation, maintaining overall stability in the transition

zone and creating favorable conditions for subsequent rapid reinforcement anchoring. * (4) Under the new parallel support model, the processes of “cutting + partial anchoring + temporary

support” and reinforcement anchoring are expected to be carried out simultaneously. In standard heading operations, this approach is projected to increase parallel operation time by over

30%, while reducing cycle operation time by 50%. This provides a solid foundation for the subsequent field implementation of rapid heading. * (5) The feasibility of synergistic anchoring and

supporting in the transition zone of heading faces in Jinfeng Mine appears promising. For future applications, it is crucial to select appropriate unsupported roof distances based on actual

conditions, dynamically adjust the parameters of parallel anchoring, closely monitor the effectiveness of timely local anchoring on surrounding rock stability, and enhance both the

load-bearing capacity and cooperative deformation ability of the temporary support. DATA AVAILABILITY The datasets generated and/or analysed during the current study are not publicly

available due to [the on-site application has not yet been conducted, and it involves commercial secrets related to product design], but are available from the corresponding author on

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(2017). Article  ADS  Google Scholar  Download references ACKNOWLEDGEMENTS This work was supported by the National Major Special Project (Grant No.TC220A04W-1), the Fundamental Research

Program of Shanxi Province (Grant No. 20210302124488), and the Key Science and Technology Special Project of Shanxi Province, (Grant No. 202201100401016) AUTHOR INFORMATION AUTHORS AND

AFFILIATIONS * Taiyuan Research Institute, China Coal Technology and Engineering Group Co. Ltd., Taiyuan, 030006, Shanxi, China Qi Wang, Xuecheng Wang, Yun Wang & Xiaoming Yuan * Shanxi

Tiandi Coal Machinery Co. Ltd, Taiyuan, 030006, Shanxi, China Qi Wang, Xuecheng Wang, Yun Wang, Zhao Ma & Tian Ye * Coal Mining Research Institute, China Coal Technology and Engineering

Group, Beijing, 100013, China Zhiyuan Shi * School of Energy Engineering, Yulin University, Yulin, 719000, Shaanxi, China Jindong Wang Authors * Qi Wang View author publications You can also

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CONTRIBUTIONS Q.W. and X.W. provided the conceptualization and funding acquisition, Q.W., Y.W., X.Y. and Y.T participated in the research design, methodology, wrote the manuscript and

provided revisions and comments on final version of the manuscript; Q.W. and Z.S. administrated the research project; Q.W. and J.W. collected and analyzed data; Q.W., X.W. and Z.M. provided

software analysis. All authors have read and agreed to the published version of the manuscript. CORRESPONDING AUTHORS Correspondence to Qi Wang or Xuecheng Wang. ETHICS DECLARATIONS

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ARTICLE Wang, Q., Wang, X., Wang, Y. _et al._ Feasibility study of synergistic anchoring and supporting in coal entry heading faces with moderately stable surrounding rock. _Sci Rep_ 15,

15794 (2025). https://doi.org/10.1038/s41598-025-95274-6 Download citation * Received: 04 September 2024 * Accepted: 20 March 2025 * Published: 06 May 2025 * DOI:

https://doi.org/10.1038/s41598-025-95274-6 SHARE THIS ARTICLE Anyone you share the following link with will be able to read this content: Get shareable link Sorry, a shareable link is not

currently available for this article. Copy to clipboard Provided by the Springer Nature SharedIt content-sharing initiative KEYWORDS * Mining entry * Rapid heading * Synergistic anchoring

and supporting * Partitioned support * Parallel operation of heading and anchoring