Shield tunneling slag resource utilization process in slightly weathered granite stratum

Abstract

The application discloses a kind of micro weathered granite stratum shield tunneling slag resource utilization process, comprising the following steps: according to rock strength, slag sample equivalent diameter and rock mass integrity, whether current tunneling parameter design is reasonable is judged, and the tunneling parameter in tunneling process is dynamically adjusted, to ensure that tunneling efficiency is obtained simultaneously with the size suitable for preparing synchronous slurry shield slag;The size of the raw material suitable for the preparation of synchronous slurry is obtained by processing the screened slag;Synchronous grouting test is carried out;Synchronous grouting test scheme comparison and selection;Synchronous grouting is carried out on segment using the prepared slurry;After the grouting requirement meets the engineering demand, the current ring operation is completed and the step is changed, and the next ring construction is carried out.The application takes the stone powder and crushed stone produced in the process of micro granite stratum tunneling as the target, and realizes the resource recycling of slag by replacing the sandstone raw material for synchronous slurry re-proportioning.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of shield tunnel construction, and particularly relates to a micro-weathered granite stratum shield tunneling spoil resource utilization process. BACKGROUND

[0002] With the increasing requirements of safety, continuity and greenness of tunnel construction, the shield method will inevitably become the mainstream construction direction of future tunnel construction, and this phenomenon will be more obvious for municipal tunnels. In addition to the above advantages, the shield method is more economical and efficient than the blasting method. However, for municipal tunnels, the procurement of raw materials for slurry preparation will be more expensive than for mountain tunnels, and because the amount of slurry required during tunnel construction is very large, the purchase of raw materials accounts for a large proportion of construction costs. Taking sand and gravel as an example, the unit price of each ton is more than one hundred yuan, and the transportation cost is not included. Therefore, if similar performance raw materials can be obtained nearby, the construction cost can be greatly saved. SUMMARY

[0003] The application proposes a micro-weathered granite stratum shield tunneling spoil resource utilization process, aiming at micro-weathered granite stratum shield tunneling spoil and taking spoil resource utilization and saving construction cost as the starting point.

[0004] Therefore, the micro-weathered granite stratum shield tunneling spoil resource utilization process provided by the application includes the following steps:

[0005] 1) While the tunneling operation is being performed, the spoil is transferred to the spoil storage warehouse by the belt conveyor for subsequent spoil screening, and according to the rock strength, equivalent diameter of the spoil sample and rock mass integrity, it is determined whether the current tunneling parameter design is reasonable, and the tunneling parameters during the tunneling process are dynamically adjusted to ensure the tunneling efficiency and obtain shield spoil with a size suitable for preparing synchronous slurry;

[0006] 2) The shield spoil is screened by the spoil screening system, and the screened spoil is processed into raw materials suitable for synchronous slurry preparation;

[0007] 3) The prepared raw materials are used for synchronous grouting tests, in which stone powder is used instead of cement, and rock particles are used instead of sand and gravel to perform single-liquid slurry and double-liquid slurry proportioning tests under different schemes;

[0008] 4) The synchronous grouting test schemes are compared and selected to obtain the optimal proportioning scheme whose slurry performance meets the engineering requirements, and the slurry is mixed and prepared at the mixing station according to the scheme;

[0009] 5) The prepared slurry is used for synchronous grouting of the segments;

[0010] 6) After the grouting requirements meet the engineering requirements, the current ring operation is completed and the step is changed for the next ring construction.

[0011] Specifically, the process of adjusting the tunneling parameters in step 1) is as follows:

[0012] Step 1: During the first ring excavation, the average strength and integrity of the rock mass are first confirmed based on the detailed exploration report and advanced geological forecast. The required shield excavation soil size is determined based on the synchronous grout preparation. The theoretical equivalent diameter of the required excavation soil sample is then determined, and the excavation plan is formulated and the initial excavation parameters are confirmed.

[0013] Step 2: Tunneling is carried out according to the initial tunneling parameters. When tunneling reaches a certain depth, the first sampling is carried out on the belt conveyor, and the selected slag sample is subjected to a point load test to obtain the measured rock mass strength of the slag sample at the current tunneling distance. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology.

[0014] Step 3: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 2 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for synchronous grout preparation. At the same time, make comprehensive adjustments to the current tunneling parameters in combination with the rock mass integrity.

[0015] Step 4: Tunneling is carried out according to the tunneling parameters adjusted in Step 3 until the entire ring is completed. At the end of this ring tunneling, a second sampling is carried out on the belt conveyor, and the selected slag samples are subjected to point load tests to obtain the rock mass strength of the slag before the end of this ring tunneling. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology.

[0016] Step 5: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 4 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for the preparation of the synchronous grout. Make comprehensive adjustments to the current tunneling parameters and use the adjusted tunneling parameters as the initial tunneling parameters for the next ring.

[0017] Step 6: Repeat Steps 2-5 for subsequent tunneling.

[0018] Specifically, the integrated adjustment process of the tunneling parameters in Step 3 and Step 5 is as follows:

[0019] The weights of rock strength, equivalent diameter of the cutting sample, and rock mass integrity on the tunneling parameters were assigned as 0.6, 0.2, and 0.2, respectively. Then, using the average rock mass strength Q0, the theoretical equivalent diameter of the cutting sample D0, and intact rock mass as references, each was assigned a value of 1, and the parameter adjustment rate was calculated according to the following formula and table scoring:

[0020] f(x) = 0.6A + 0.2B + 0.2C

[0021]

[0022]

[0023] When the calculated adjustment rate is greater than 1, the thrust of the tunnel boring machine should be increased and the rotation speed should be appropriately reduced. When the adjustment rate is less than 1, the thrust should be reduced and the rotation speed should be appropriately increased so that the equivalent diameter of the obtained slag sample meets the size requirements of the tunnel boring machine slag for the preparation of synchronous slurry.

[0024] Specifically, when advanced geological forecasts indicate the presence of fracture zones or faults ahead, if the shield tunneling machine used is a dual-mode or multi-mode shield tunneling machine with earth pressure balance mode, mode conversion should be performed; if it is only a single TBM mode, advance reinforcement should be carried out before tunneling can continue, and the adjustment of tunneling parameters after reinforcement should still be performed according to the above steps.

[0025] Specifically, after the segments are spliced, pump stations and grout pipelines are used to transport synchronous grout and carry out grouting operations on the rear wall. After grouting, ground penetrating radar is used to detect whether there are gaps or cavities between the grouted segments and the surrounding rock. If gaps or cavities exist, grout should be added in time. If gaps or cavities still exist after grouting, the synchronous grout mix ratio should be redesigned until the grouting effect meets the project requirements.

[0026] Specifically, cone crushers and shaping sand making machines are used to process the slag into raw materials of suitable size for simultaneous slurry preparation, and then they are stored in separate compartments.

[0027] Specifically, samples were taken from the stone powder warehouse and the stone warehouse for synchronous grouting tests, stone powder was used to replace part of the cement for single-liquid grout mix proportion tests, and rock particles were used to replace part of the sand and gravel for double-liquid grout mix proportion tests.

[0028] Specifically, different synchronous grouting test schemes are compared and selected, and the strength, fluidity and bleeding rate of the grout under different mix proportions are tested to obtain the optimal mix proportion scheme that can meet the engineering requirements. Then, the grout is mixed at the mixing plant to produce synchronous grout according to the scheme.

[0029] Specifically, during the tunneling process, cameras from the slag monitoring system are used to acquire photos of the slag, which are then imported into digital image processing software to analyze the slag size, shape, and gradation, and to obtain the equivalent diameter of the measured slag sample.

[0030] Specifically, during the tunneling process, the distance between each ring is 1.8m. When the tunneling reaches 0.3m of the ring, the first sample is taken on the belt conveyor.

[0031] Compared with the prior art, at least one embodiment of the present invention has the following beneficial effects:

[0032] 1. Targeting the stone powder and gravel generated during the excavation of micro-granite strata, this method replaces sand and gravel raw materials with them in the synchronous slurry remixing, thereby realizing the resource recycling of excavated soil. This process can ensure the excavation efficiency of hard rock strata while also realizing the resource utilization of micro-weathered granite excavated soil, achieving the goal of efficient and green excavation.

[0033] 2. During the tunneling process, by sampling the excavated soil, the measured rock mass strength and equivalent diameter of the excavated soil are obtained. At the same time, combined with the rock mass integrity data obtained from the geological survey, the tunneling parameters are dynamically adjusted. This not only ensures that the size of the shield excavated soil meets the requirements of the synchronous grout preparation, but also that the adjusted tunneling parameters match the tunneling rock strata, preventing cutterhead damage. The tunneling efficiency and safety are high. In addition, due to the combination of advanced geological prediction, the instability and collapse of the surrounding rock can be effectively avoided during construction. Attached Figure Description

[0034] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0035] Figure 1 This is a process diagram for the resource utilization of excavated soil from shield tunneling in slightly weathered granite strata, provided in an embodiment of the present invention. Detailed Implementation

[0036] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0037] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0038] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0039] See Figure 1 A process for the resource utilization of excavated soil from shield tunneling in slightly weathered granite strata includes the following steps:

[0040] 1) During the tunneling process, long-distance belt conveyors are used to transfer the excavated soil to the excavation bin for storage in order to facilitate subsequent excavated soil screening. At the same time, cameras of the excavated soil monitoring system are used to acquire images of the excavated soil, and these images are imported into digital image processing software to analyze the size, shape, and gradation of the excavated soil and obtain the equivalent diameter of the excavated soil sample. The point load instrument is used to obtain the measured rock mass strength of the excavated soil sample, and the rock mass integrity is obtained using ultra-strong geological forecasting. Then, based on the rock strength, the equivalent diameter of the excavated soil sample, and the rock mass integrity, it is determined whether the current tunneling parameter design is reasonable, and the tunneling parameters are dynamically adjusted during the tunneling process. This ensures that the tunneling efficiency is not affected, while obtaining shield excavated soil of suitable size for the preparation of synchronous grout, thereby reducing the subsequent excavated soil processing cost.

[0041] 2) The tunnel boring machine (TBM) excavation soil is screened using a soil screening system. The excavator feeds the soil onto the conveyor belt, and then the slightly weathered granite TBM excavation soil is screened using the soil screening system. At the same time, a cone crusher and a shaping and sand making machine are used to process it into raw materials (stone powder, rock particles) of a size suitable for the preparation of synchronous slurry, and then it is stored in separate compartments.

[0042] The slag screening system uses an excavator for loading slag and consists of two stages of screening, with a screen mesh width of 2.3mm for each stage. The purpose of the primary screening is to separate large and small-sized rock slag, while the purpose of the secondary screening is to separate stone powder and rock blocks processed by the cone crusher and shaping sand making machine, and to classify and store them.

[0043] 3) Samples were taken from the stone powder and stone (rock particles) warehouses for synchronous grouting tests. Stone powder was used to replace (partially) cement for single-liquid grout mix proportion tests, and rock particles were used to replace (partially) sand and gravel for two-liquid grout mix proportion tests.

[0044] 4) Conduct comparative tests on different synchronous grouting schemes, test the strength, fluidity, and bleeding rate of the grout under different mix proportions, and obtain the optimal mix proportion scheme that meets the project requirements. Then, mix the grout at the mixing plant and produce synchronous grout according to the scheme;

[0045] 5) Use pump stations and grout pipelines to transport synchronous grout and perform grouting operations on the back wall of the lining. After grouting is completed, use ground-penetrating radar to detect the grouting effect and determine whether there are gaps or cavities between the segments and the surrounding rock. If gaps or cavities exist, grout should be added in time. In addition, if gaps or cavities still exist after grouting, the synchronous grout mix ratio scheme needs to be revised, and steps (3) to (4) should be repeated until the grouting effect meets the requirements.

[0046] 6) Once the grouting requirements meet the project needs, complete the current ring operation and move on to the next ring.

[0047] In this embodiment, a large amount of stone powder and rocks generated during shield tunneling are used as good raw materials for preparing synchronous grout. The stone powder can be used to prepare single-component grout, reducing the amount of cement used. The rocks, after being processed into sand and gravel-shaped rock particles, can be used as sand and gravel substitutes for two-component grout. Then, shield tunneling excavated soil and corresponding raw materials are mixed in different proportions to conduct grout ratio tests and test the grout performance to obtain the optimal grout performance material ratio that meets the project requirements. Finally, synchronous grout is prepared according to this ratio scheme and applied on site. Through the above method, shield tunneling excavated soil in slightly weathered granite strata can be utilized to a great extent, realizing the resource utilization of excavated soil. At the same time, it can also save the material cost of preparing synchronous grout, transportation cost, and excavated soil post-processing cost, which has good economic benefits.

[0048] In some embodiments, the process of adjusting the tunneling parameters in step 1) is as follows:

[0049] Step 1: During the first ring excavation, the average strength and integrity of the rock mass are first confirmed based on the detailed exploration report and advanced geological forecast. Based on the requirements of the shield tunneling muck size for the synchronous grout preparation, the theoretical equivalent diameter of the required muck sample (i.e., the design particle size) is confirmed, and then the excavation plan is formulated and the initial excavation parameters are confirmed.

[0050] Step 2: Tunneling is carried out according to the initial tunneling parameters. When the tunneling reaches a depth of 0.3m (1.8m for one ring), the first sampling is carried out on the belt conveyor, and the selected slag sample is subjected to a point load test to obtain the measured rock mass strength of the slag sample at the current tunneling distance. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology to determine whether the tunneling parameters should be adjusted upward or downward.

[0051] Step 3: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 2 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for synchronous grout preparation. At the same time, make comprehensive adjustments to the current tunneling parameters in combination with the rock mass integrity.

[0052] Step 4: Tunneling is carried out according to the tunneling parameters adjusted in Step 3 until the entire ring is completed. At the end of this ring tunneling, a second sampling is carried out on the belt conveyor, and the selected slag samples are subjected to point load tests to obtain the rock mass strength of the slag before the end of this ring tunneling. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology.

[0053] Step 5: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 4 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for the preparation of the synchronous grout. Make comprehensive adjustments to the current tunneling parameters and use the adjusted tunneling parameters as the initial tunneling parameters for the next ring.

[0054] Step 6: Repeat Steps 2-5 for subsequent tunneling.

[0055] In this embodiment, during the tunneling process, slag samples are selected on the conveyor belt, with at least five samples selected each time. The measured rock strength of the slag samples is obtained by conducting point load tests on the slag samples. The equivalent diameter of the measured slag samples is obtained through digital image technology. By comparing the measured rock strength with the average rock mass strength obtained from geological exploration, the theoretical equivalent diameter of the slag samples required for synchronous grout preparation is obtained as the target. At the same time, the impact of rock strength changes on tunneling is considered, and the tunneling parameters are comprehensively adjusted. This not only ensures that the shield slag with the size required for synchronous grout preparation is obtained, but also that the adjusted tunneling parameters match the tunneling rock strata, preventing cutterhead damage. Furthermore, due to the integration of advanced geological prediction, rock instability and collapse can be effectively avoided during construction.

[0056] In other embodiments, the integrated adjustment process of the tunneling parameters in Step 3 and Step 5 is as follows:

[0057] The weights of rock strength, equivalent diameter of the cutting sample, and rock mass integrity on the tunneling parameters were assigned as 0.6, 0.2, and 0.2, respectively. This weighting is based on the fact that rock properties directly determine the fluctuation of tunneling parameters, hence the weight of 0.6. The cutting sample size and rock mass integrity are only used to assist in further optimization of tunneling parameters, therefore their weights are all set to 0.2. Then, using the average rock mass strength Q0, the theoretical equivalent diameter of the cutting sample D0, and intact rock mass as references, each was assigned a value of 1, and the parameter adjustment rate was calculated according to the following formula and table:

[0058] f(x) = 0.6A + 0.2B + 0.2C

[0059]

[0060]

[0061] When the calculated adjustment rate is greater than 1, the thrust of the tunnel boring machine (TBM) should be increased and the rotation speed appropriately reduced. When the adjustment rate is less than 1, the thrust should be reduced and the rotation speed appropriately increased to ensure that the equivalent diameter of the obtained muck sample conforms as closely as possible to the dimensions of the shield muck prepared with the theoretical synchronous grout. In other words, the specific adjustment range is based on the equivalent diameter of the obtained muck sample, and the tunneling parameters at which the theoretical equivalent diameter of the muck sample is obtained are used as the target tunneling parameters. Furthermore, if the advanced geological forecast indicates the presence of a fractured zone or fault ahead, and the TBM used is a dual-mode or multi-mode TBM with earth pressure balance, a mode conversion should be performed. If it is only a single TBM mode, pre-reinforcement should be carried out before tunneling can continue, and the adjustment of the tunneling parameters after reinforcement should still follow the above steps.

[0062] This application assigns specific weights to the impact of rock strength, equivalent diameter of the cutting sample, and rock mass integrity on tunneling parameters, and scores the results of comparisons to obtain specific adjustment formulas. Compared with current methods using neural networks and machine learning for tunneling parameter optimization, this approach is more accurate and effective. This is because the geological conditions of different shield tunnels vary significantly, making existing tunneling parameter prediction models in other projects less universally applicable. This method effectively overcomes these shortcomings. Furthermore, since the tunneling parameters are adjusted twice during each ring of tunneling, this design ensures timely adjustments and prevents deviations in cutting sample particle size from the design size, or accelerated cutterhead wear or even damage due to delayed adjustments.

[0063] Unless otherwise stated, if any of the technical solutions disclosed in this invention specify a numerical range, then the disclosed numerical range is a preferred numerical range. Anyone skilled in the art should understand that the preferred numerical range is merely one among many feasible numerical values ​​that has a more obvious or representative technical effect. Because there are many numerical values, it is impossible to list them all. Therefore, this invention discloses only some numerical values ​​to illustrate the technical solutions of this invention. Furthermore, the numerical values ​​listed above should not constitute a limitation on the scope of protection of this invention.

[0064] Furthermore, if the present invention discloses or relates to mutually fixedly connected components or structural parts, then unless otherwise stated, a fixed connection can be understood as: a detachable fixed connection (e.g., using bolts or screws), or a non-detachable fixed connection (e.g., riveting, welding). Of course, mutually fixed connections can also be replaced by an integral structure (e.g., manufactured using a casting process) (except where it is obviously impossible to use an integral molding process).

[0065] Furthermore, unless otherwise stated, the terms used to indicate positional relationships or shapes in any of the technical solutions disclosed in this invention include states or shapes that are similar to, analogous to, or close to those states or shapes. Any component provided by this invention can be assembled from multiple individual components or can be a single component manufactured using a one-piece molding process.

[0066] The above embodiments are merely illustrative examples to clearly illustrate the present invention and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all embodiments here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A technology for the resource utilization of excavated soil from shield tunneling in slightly weathered granite strata, characterized in that, Includes the following steps: 1) While tunneling, the excavated soil is transported to the slag collection bin for storage in order to facilitate subsequent slag screening. At the same time, based on the rock strength, the equivalent diameter of the slag sample and the integrity of the rock mass, it is determined whether the current tunneling parameter design is reasonable. The tunneling parameters are dynamically adjusted during the tunneling process to ensure tunneling efficiency while obtaining shield excavated soil of suitable size for the preparation of synchronous slurry. 2) Use a slag screening system to screen the tunnel boring machine slag, and at the same time process the screened slag into raw materials of the appropriate size for the preparation of synchronous slurry. 3) Conduct synchronous grouting tests using the raw materials produced, and conduct single-liquid grout and double-liquid grout mix ratio tests under different schemes by using stone powder instead of cement and rock particles instead of sand and gravel. 4) Compare and select synchronous grouting test schemes to obtain the optimal mix ratio scheme that meets the engineering requirements for grout performance, and prepare grout at the mixing plant according to the scheme; 5) Use the prepared grout to simultaneously grout the tunnel segments; 6) Once the grouting requirements meet the project needs, complete the current ring operation and move on to the next ring. The process of adjusting the tunneling parameters in step 1) is as follows: Step 1: During the first ring excavation, the average strength and integrity of the rock mass are first confirmed based on the detailed exploration report and advanced geological forecast. The required shield excavation soil size is determined based on the synchronous grout preparation. The theoretical equivalent diameter of the required excavation soil sample is then determined, and the excavation plan is formulated and the initial excavation parameters are confirmed. Step 2: Tunneling is carried out according to the initial tunneling parameters. When tunneling reaches a certain depth, the first sampling is carried out on the belt conveyor, and the selected slag sample is subjected to a point load test to obtain the measured rock mass strength of the slag sample at the current tunneling distance. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology. Step 3: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 2 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for synchronous grout preparation. At the same time, make comprehensive adjustments to the current tunneling parameters in combination with the rock mass integrity. Step 4: Tunneling is carried out according to the tunneling parameters adjusted in Step 3 until the entire ring is completed. At the end of this ring tunneling, a second sampling is carried out on the belt conveyor, and the selected slag samples are subjected to point load tests to obtain the rock mass strength of the slag before the end of this ring tunneling. At the same time, the equivalent diameter of the measured slag sample at the current tunneling distance is obtained by combining digital image technology. Step 5: Compare the measured rock mass strength and measured equivalent diameter of the slag sample obtained in Step 4 with the average rock mass strength obtained from the geological exploration and the theoretical equivalent diameter of the slag sample required for the preparation of the synchronous grout. Make comprehensive adjustments to the current tunneling parameters and use the adjusted tunneling parameters as the initial tunneling parameters for the next ring. Step 6: Repeat Steps 2-5 for subsequent tunneling.

2. The resource utilization process for excavated soil from shield tunneling in slightly weathered granite strata according to claim 1, characterized in that, The comprehensive adjustment process for the tunneling parameters in Step 3 and Step 5 is as follows: The weights of rock strength, equivalent diameter of the cutting sample, and rock mass integrity on the tunneling parameters were assigned as 0.6, 0.2, and 0.2, respectively. Then, using the average rock mass strength Q0, the theoretical equivalent diameter of the cutting sample D0, and intact rock mass as references, each was assigned a value of 1, and the parameter adjustment rate was calculated according to the following formula and table scoring: f (x)=0.6A+0.2B+0.2C ； When the calculated adjustment rate is greater than 1, the thrust of the tunnel boring machine should be increased and the rotation speed should be appropriately reduced. When the adjustment rate is less than 1, the thrust should be reduced and the rotation speed should be appropriately increased so that the equivalent diameter of the obtained slag sample meets the size requirements of the tunnel boring machine slag for the preparation of synchronous slurry.

3. The process for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to claim 2, characterized in that: When advanced geological forecasts indicate the presence of a fractured zone or fault ahead, if the shield tunneling machine used is a dual-mode or multi-mode shield tunneling machine with earth pressure balance mode, mode conversion should be performed; if it is only a single TBM mode, advance reinforcement should be carried out before tunneling can continue, and the adjustment of tunneling parameters after reinforcement should still be performed according to the above steps.

4. The technology for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to any one of claims 1-3, characterized in that: After the segments are spliced, pump stations and grout pipelines are used to transport synchronous grout and carry out grouting operations on the rear wall. After grouting, ground penetrating radar is used to detect whether there are gaps or cavities between the grouted segments and the surrounding rock. If gaps or cavities exist, grout should be added in time. If gaps or cavities still exist after grouting, the synchronous grout mix ratio should be redesigned until the grouting effect meets the project requirements.

5. The technology for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to any one of claims 1-3, characterized in that: The slag is processed into raw materials of suitable size for simultaneous slurry preparation using a cone crusher and a shaping sand making machine, and then stored in separate compartments.

6. The process for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to claim 5, characterized in that: Simultaneous grouting tests were conducted by taking samples from the stone powder warehouse and the rock particle warehouse. Single-liquid grout mix ratio tests were conducted by replacing part of the cement with stone powder, and double-liquid grout mix ratio tests were conducted by replacing part of the sand and gravel with rock particles.

7. The process for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to claim 6, characterized in that: Different synchronous grouting test schemes were compared and selected. The strength, fluidity and bleeding rate of the grout under different mix proportions were tested to obtain the optimal mix proportion scheme that can meet the engineering requirements. Then, the grout was mixed at the mixing plant to produce synchronous grout according to the scheme.

8. The technology for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to any one of claims 1-3, characterized in that: During the tunneling process, the camera of the slag monitoring system is used to acquire photos of the slag, and these photos are imported into digital image processing software to analyze the size, shape and gradation index of the slag and obtain the equivalent diameter of the measured slag sample.

9. The technology for resource utilization of excavated soil from shield tunneling in slightly weathered granite strata according to any one of claims 1-3, characterized in that: During the tunneling process, the distance between each ring is 1.8m. When the tunneling reaches 0.3m of the ring, the first sample is taken on the belt conveyor.

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