Method for calculating grooving efficiency of diaphragm wall of ultra-deep circular vertical shaft in complex stratum with soft upper part and hard lower part

Abstract

The invention discloses an upper-soft lower-hard complex stratum ultra-deep circular vertical shaft diaphragm wall grooving work efficiency calculation method. The method comprises the steps that design parameters and stratum exploration parameters needed by construction of a vertical shaft diaphragm wall and the work efficiency and the shutdown and repair rate of construction equipment are obtained; the stratum to be grooved is divided into a soft stratum, a medium-hard-hard rock stratum and a super-hard rock stratum; establishing a grooving work efficiency model; respectively calculating the grooving operation time of the first sequence groove section and the second sequence groove section in each graded stratum by utilizing a grooving work efficiency model, and correcting by applying a grooving operation time adjustment coefficient; and determining a simultaneous construction coefficient according to the number of equipment which can be put into construction at the same time, converting the corrected grooving operation time of the first sequence of groove sections and the corrected grooving operation time of the second sequence of groove sections according to a parallel construction mode, and outputting the overall grooving construction period of the underground diaphragm wall of the circular vertical shaft. According to the method, calculation is easy and convenient, parameters are simple, reasonable and feasible, and a basis is provided for construction efficiency calculation of the diaphragm wall drilling-grabbing-hammering-milling combined process.

Description

Technical Field

[0001] The invention belongs to the technical field of ultra-deep vertical shaft diaphragm wall construction in water conservancy projects, and particularly relates to a method for calculating the efficiency of trenching for ultra-deep circular vertical shaft diaphragm wall in complex strata with soft upper part and hard lower part. Background Art

[0002] Underground continuous walls have the advantages of high structural rigidity, strong integrity, small deformation, and good anti-seepage effect. Under complex geological conditions, ultra-deep circular shafts are generally preferred to use ground-connected walls for peripheral structural maintenance and anti-seepage. For example, a Gongming Reservoir-Qinglinjing Reservoir connection project passes through the main urban area of ​​Shenzhen. The entire line is about 42km long and there are 14 deep vertical shafts arranged along the line. The diameter of the shaft is generally about 30m and the depth is 60m~105m, which exceeds that of conventional shafts and is classified as ultra-deep shafts (depth greater than 50m). Figure 1 As shown, all of them adopt anti-seepage wall + reinforced concrete lining structure. The conventional vertical shaft includes C35 concrete lining wall 1, C30 reinforced concrete underground continuous wall 2, steel pipe wrapped with concrete 3, vertical shaft bottom plate 5, crown beam 6, elevator shaft 7, stairwell 8, ventilation shaft 9 and cable shaft 10. Butterfly valve 4 is provided on the pipeline passing through the vertical shaft.

[0003] Due to the large depth of the ultra-deep shaft (some even exceed 100m), the anti-seepage wall needs to be constructed from top to bottom through the upper soft strata (cover layer, fully weathered strata, saturated uniaxial compressive strength ), middle medium-hard to hard rock formations (strongly weathered to weakly weathered, fresh rock mass, saturated uniaxial compressive strength ), the lower super-hard rock formation (e.g., quartz sandstone, granite, saturated uniaxial compressive strength ), if the traditional single construction method is still used for anti-seepage wall construction, for example, using a hydraulic grab bucket to dig trenches or a rotary drilling rig to dig trenches, or using a double-wheel milling to dig trenches, the trenching efficiency is low.

[0004] For trenching construction of underground diaphragm walls in ultra-deep vertical shafts and complex strata with soft upper layers and hard lower layers, many researchers at home and abroad have proposed various trenching techniques and efficiency estimation methods based on engineering geological conditions. These include rotary drilling rigs + grab bucket trenching, rotary drilling rigs + double-wheel milling, and heavy hammer drilling + double-wheel milling. However, limited research and practical application has been conducted on the combined process of rotary drilling rigs + grab bucket excavation + heavy hammer drilling + double-wheel milling (referred to as drilling-grabbing-hammering-milling). Even less research has been conducted on the efficiency calculation of this combined process in complex strata, failing to meet actual engineering requirements. The rotary drilling rig, grab bucket, down-the-hole heavy hammer drilling, and double-wheel milling are four commonly used trenching equipment for underground diaphragm walls.

[0005] Aiming at the problem of lack of theoretical calculation of the construction efficiency of the drill-grab-hammer-milling combination process for ultra-deep anti-seepage walls under complex geological conditions, it is necessary to propose a simple, reasonable and feasible calculation method to provide a theoretical basis for the calculation of the construction efficiency of the drill-grab-hammer-milling combination process for anti-seepage walls, which can be applied to the construction organization design and estimation of the anti-seepage wall construction period. Summary of the Invention

[0006] The present invention is proposed to solve the above-mentioned shortcomings, and its purpose is to provide a method for calculating the efficiency of trenching of ultra-deep circular vertical shaft ground-connected wall in complex strata with soft upper part and hard lower part. The method comprehensively considers comprehensive factors such as stratum softness and hardness, equipment configuration, comprehensive equipment maintenance, accident handling, etc., and is based on the calculation parameters obtained from pilot process tests and the reasonable superposition of the efficiency time of each process. The calculation is simple, the parameters are simple, and it is reasonable and feasible, which provides a theoretical basis for the construction efficiency calculation of the drill-grab-hammer-milling combination process of the anti-seepage wall.

[0007] In order to achieve the above purpose, the present invention adopts the following scheme:

[0008] A method for calculating the efficiency of underground diaphragm wall trenching in ultra-deep circular vertical shafts in complex strata with soft upper layers and hard lower layers includes:

[0009] Obtain the design parameters, stratum survey parameters, and work efficiency and downtime rate of construction equipment required for vertical shaft underground continuous wall construction;

[0010] According to the formation exploration parameters, the formation to be trenched is divided into soft formation, medium-hard to hard rock formation and super-hard rock formation;

[0011] Based on the construction procedures of rotary drilling rigs, grab trenching machines, double-wheel trenching machines, and heavy hammer rock breaking units in various strata, and combined with the factors of equipment comprehensive maintenance downtime and accident downtime, a trenching efficiency model was established.

[0012] Using the trenching efficiency model, the trenching operation time of the first sequence trench section and the second sequence trench section in each graded stratum is calculated respectively, and the preset trenching operation time adjustment coefficient is applied to correct them to obtain the corrected trenching operation time;

[0013] The simultaneous construction coefficient is determined based on the number of equipment that can be put into construction simultaneously. The corrected trenching operation time of the first sequence trench section and the trenching operation time of the second sequence trench section are converted according to the parallel construction method, and the overall trenching construction period of the circular vertical shaft underground continuous wall is output.

[0014] As a preferred embodiment, the design parameters, stratum survey parameters, and the work efficiency and downtime rate of the construction equipment required for the construction of the vertical shaft underground continuous wall are obtained, including:

[0015] The design parameters obtained include the number of slot sections and the number of rotary drill holes;

[0016] The obtained formation exploration parameters include the thickness of soft formations, the thickness of medium-hard to hard rock formations, the thickness of super-hard rock formations, and the saturated uniaxial compressive strength Ra value;

[0017] The obtained construction equipment work efficiency and shutdown and repair rate include the work efficiency of rotary drilling rig construction in soft formations, medium-hard to hard rock formations and super-hard rock formations, the work efficiency of grab slotting machines, the work efficiency of double-wheel slotting machines, the single rock breaking thickness of the heavy hammer rock breaking unit and the corresponding construction time, the comprehensive equipment maintenance shutdown rate and accident shutdown rate.

[0018] As a preferred embodiment, the strata to be trenched are divided into soft strata, medium-hard to hard rock strata and ultra-hard rock strata, with the saturated uniaxial compressive strength Ra value as the basis for classification, wherein the saturated uniaxial compressive strength Ra of the soft strata is less than 30MPa, the saturated uniaxial compressive strength Ra of the medium-hard to hard rock strata is between 30MPa and 90MPa, and the saturated uniaxial compressive strength Ra of the ultra-hard rock strata is greater than 90MPa.

[0019] As a preferred implementation method, when establishing a trenching efficiency model, the footage lengths of the first and second sequence trench sections in soft, medium-hard to hard rock, and super-hard rock formations are first calculated based on the design parameters and the thickness of the graded formations. Combined with the construction efficiency of the rotary drilling rig, grab trenching machine, and double-wheel slotting machine, and the single rock breaking thickness of the heavy hammer rock breaker unit and the corresponding construction time, the footage lengths of each construction process in the corresponding graded formations are converted into a preliminary trenching operation time data set.

[0020] As a preferred implementation method, after obtaining the preliminary calculated trenching operation time data set, the preliminary calculated trenching operation time of each construction process of the first sequence trench section and the second sequence trench section in soft formations, medium hard to hard rock formations and ultra-hard rock formations are merged according to the formation category, and the preliminary calculated trenching operation time of different construction processes in the same formation is first accumulated, and then the accumulated results of soft formations, medium hard to hard rock formations and ultra-hard rock formations are added together to obtain the preliminary calculated trenching operation time of the corresponding sequence trench section.

[0021] As a preferred embodiment, the time correction coefficients corresponding to the equipment comprehensive maintenance downtime rate and the accident downtime rate are introduced into the initially calculated slotting operation time, and the initially calculated slotting operation time of the first sequence slot section and the second sequence slot section are corrected respectively to obtain the corrected slotting operation time considering the downtime factor.

[0022] As a preferred embodiment, the corrected grooving operation time is respectively introduced into the first sequence grooving operation time adjustment coefficient and the second sequence grooving operation time adjustment coefficient for correction to obtain the adjusted first sequence grooving operation time and the second sequence grooving operation time.

[0023] As a preferred embodiment, the first sequence trench section trenching operation time adjustment coefficient and the second sequence trench section trenching operation time adjustment coefficient are preset through on-site pilot tests or similar engineering experience, and are revised in real time according to the construction process.

[0024] As a preferred embodiment, when determining the simultaneous construction coefficient, the number of rotary drilling rigs, grab trenching machines, double-wheel trenching machines and heavy hammer rock breaking units that can be arranged and put into operation simultaneously around the circular vertical shaft is counted, and the ratio of the counted number of units to the number of benchmark equipment required to complete the construction of a single trench section is defined as the simultaneous construction coefficient.

[0025] As a preferred implementation method, the simultaneous construction coefficient is used to convert the adjusted trenching operation time of the first sequence trench section and the trenching operation time of the second sequence trench section into a parallel construction method to obtain the overall trenching construction period of the circular vertical shaft underground continuous wall, and the overall trenching construction period is output as the trenching work efficiency calculation result.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] First, the present invention obtains calculation parameters based on pilot process tests and reference to similar construction methods, adopts a calculation method of reasonable superposition of the work efficiency time of each process, and proposes a calculation method for the grooving time of ultra-deep circular vertical shaft ground-connected wall constructed by a combination of drilling-grabbing-hammering-milling processes, which provides a theoretical basis for the construction efficiency calculation of the drilling-grabbing-hammering-milling combination process of the anti-seepage wall.

[0028] Secondly, this method takes into account comprehensive factors such as soil hardness, equipment configuration, comprehensive equipment maintenance, and accident handling. Its calculation is simple, its parameters are simple, and its rationality and feasibility make it suitable for construction planning and estimating the construction period of anti-seepage walls. It can be widely applied to the calculation of construction time for ground-connected walls in various layouts and complex strata.

[0029] Third, the present invention divides weak strata, medium-hard to hard rock strata and super-hard rock strata based on geological survey data and rock compressive strength test results, and determines the thickness of each layer. The mechanical properties of weak strata, medium-hard to hard rock and super-hard rock are obviously different. Different construction equipment and processes are used for targeted construction. Reasonable division helps to formulate more accurate construction countermeasures; after clearly distinguishing the thickness of each layer, the use time and sequence of rotary drilling rigs, grabs, heavy hammers and double-wheel milling machines in different rock strata can be configured in a targeted manner to avoid efficiency loss or equipment damage caused by "one size fits all"; stratum classification is the basis for calculating the subsequent grooving time of each layer. Fine division can avoid error accumulation due to excessive geological differences and improve calculation accuracy.

[0030] Fourthly, the present invention determines the number of sets or units of mechanical equipment that can be put into construction at the same time based on the layout conditions of the circular construction site and the configuration capacity of the construction equipment, and obtains the simultaneous construction coefficient. The simultaneous construction coefficient can truly reflect the balance between the parallel operation of multiple devices and site restrictions. After determining a reasonable simultaneous coefficient, the equipment operation sequence can be better arranged, the deployment plan of personnel and machinery can be optimized, and the overall construction efficiency can be improved. A reasonable number of parallel equipment can reduce mutual interference or waiting between each process, and shorten the overall construction period while ensuring safety and quality.

[0031] Fifth, the number of rotary drilling holes arranged by the present invention affects the progress of trenching, the order of concrete pouring, etc. After being determined in advance, the schedule and operation rhythm of each rotary drilling equipment can be clarified, and the parameters such as the number of holes and the hole spacing can be clarified. It can be ensured that in the subsequent work efficiency measurement, the construction depth and the required time of each hole can be clearly known, thereby making the overall progress of the I-sequence trench section more controllable.

[0032] Sixth, the present invention summarizes the unit efficiency of various types of equipment in layers, which can make the calculation more accurate. The advancement speed and efficiency of equipment such as grab buckets, rotary drills, double-wheel milling machines, and heavy hammers are completely different in different strata. Obtaining work efficiency parameters in layers can avoid large-scale errors caused by single estimates; combining field test data with similar engineering experience, we can make full use of existing successful cases for comparison and correction to ensure that the work efficiency parameters have a certain degree of universality and accuracy; during the construction process, if the stratum suddenly changes or encounters special rock and soil layers, we can quickly adjust the selected equipment and the corresponding unit efficiency prediction value, so that the construction plan can be optimized in time.

[0033] Seventh, the present invention determines the comprehensive maintenance rate and accident handling rate of each equipment in soft formations, medium-hard to hard rock formations, and super-hard rock formations respectively. This step incorporates the maintenance and fault downtime of the equipment into the time calculation, which helps to restore the true construction progress. By calculating the comprehensive maintenance rate and accident handling rate, it can avoid underestimating the construction period due to ignoring downtime.

[0034] Eighth, based on the work efficiency parameters and the results of stratum division, the present invention calculates the time required for rotary drilling, grabbing, double-wheel milling, and heavy hammering in sequence slot sections I and II in soft strata, medium-hard to hard rock strata, and super-hard rock strata respectively. When the various data obtained previously (stratum classification, unit work efficiency, comprehensive maintenance rate, accident rate, etc.) are applied to the construction of specific sequence slot sections, refined time calculations can be performed by layer, section, and equipment. Different equipment combinations can be selected in different strata according to the situation, and the working hours can be calculated independently, and then superimposed to achieve precise control of the construction sequence. The calculations of each layer and section have corresponding formulas and parameters. If there is a deviation from the actual construction, the specific links can be quickly identified and the causes analyzed.

[0035] Ninth, the construction time of each layer and the influence of corresponding equipment maintenance and fault repair are comprehensively superimposed to obtain the troughing time of sequence slot section I and sequence slot section II in soft formations, medium-hard to hard rock formations and super-hard rock formations respectively; after completing the time calculation of a single layer and a single device, it is also necessary to superimpose the influencing factors such as equipment maintenance and fault downtime to form the real troughing time for each sequence slot section at different levels; it is no longer limited to a certain layer or a certain device, but the total construction time of each layer and each device is added together, and the maintenance time is added to obtain a more comprehensive sequence slot section construction period; after clarifying the specific time consumption of each sequence slot section layer, key control or resource allocation can be carried out on important construction period nodes to improve construction efficiency.

[0036] Tenth, the present invention takes into account the respective troughing time adjustment coefficients of sequence I trough section and sequence II trough section, corrects the actual troughing time of sequence I trough section and sequence II trough section, and can be dynamically corrected. During the construction process, the adjustment coefficients can be revised in real time according to the actual progress and new discoveries, and the construction period estimation is continuously optimized.

[0037] Eleventh, the present invention combines the simultaneous construction coefficient to comprehensively balance the trenching time of sequence I trench section and sequence II trench section, and obtains the total trenching efficiency and required time of the entire circular vertical shaft ground-connected wall. Through the "simultaneous construction coefficient", the parallel construction of multiple equipment, cross-operation or staggered construction and other situations are taken into consideration, so that the final calculated total construction period more truly reflects the actual construction organization plan. The trenching period obtained after correction with the coefficient takes into account the formation factors, equipment factors and construction organization factors, and has higher accuracy and feasibility, and guides the construction party to rationally invest resources and manage progress.

[0038] In summary, through the combined application of the above steps, the method of the present invention can be refined to different strata, different equipment processes, and comprehensively consider the influence of equipment maintenance and fault handling factors, segmented organization management and parallel construction, while ensuring construction safety and quality. It maximizes the scientificity and accuracy of trenching efficiency calculation, avoids the serious deviation in construction period that may occur under the traditional single estimation method, and has significant engineering application value and economic value. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 It is a maintenance structure for the ground connection wall of an ultra-deep circular shaft;

[0040] Figure 2 This is a plan view of the division of the circular shaft ground connection wall groove section;

[0041] Figure 3 This is the large-scale drawing of the slot section;

[0042] In the figure, 1-C35 concrete lining wall, 2-C30 reinforced concrete underground continuous wall, 3-steel pipe wrapped with concrete, 4-butterfly valve, 5-shaft bottom plate, 6-crown beam, 7-elevator shaft, 8-stairwell, 9-air shaft, 10-cable shaft, 11-I sequence slot section, 12-II sequence slot section. DETAILED DESCRIPTION

[0043] The following will be combined with the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0044] The present invention provides a method for calculating the efficiency of underground continuous wall trenching in an ultra-deep circular vertical shaft in a complex stratum with soft upper part and hard lower part, comprising:

[0045] The design parameters, stratum survey parameters, and work efficiency and shutdown and repair rate of the construction equipment required for the construction of the vertical shaft underground continuous wall are obtained; including: the obtained design parameters include the number of slot sections and the number of rotary drilling holes; the obtained stratum survey parameters include the thickness of soft strata, the thickness of medium-hard to hard rock strata, the thickness of ultra-hard rock strata and the saturated uniaxial compressive strength Ra value; the obtained work efficiency and shutdown and repair rate of the construction equipment include the work efficiency of the rotary drilling rig construction in each grade of strata, namely, soft strata, medium-hard to hard rock strata and ultra-hard rock strata, the work efficiency of the grab slotting machine construction, the work efficiency of the double-wheel slotting machine construction, the single rock breaking thickness of the heavy hammer of the heavy hammer rock breaker unit and the corresponding construction time, the comprehensive maintenance shutdown rate of the equipment and the accident shutdown rate.

[0046] According to the formation exploration parameters, the strata to be trenched are divided into soft strata, medium-hard to hard rock strata and super-hard rock strata, and the saturated uniaxial compressive strength Ra value is used as the classification basis. The saturated uniaxial compressive strength Ra of the soft strata is less than 30MPa, the saturated uniaxial compressive strength Ra of the medium-hard to hard rock strata is between 30MPa and 90MPa, and the saturated uniaxial compressive strength Ra of the super-hard rock strata is greater than 90MPa.

[0047] A trenching efficiency model was established based on the construction processes of rotary drilling rigs, grab trenching machines, double-wheel trenching machines, and heavy hammer rock breaker units in each graded stratum, combined with factors such as equipment comprehensive maintenance downtime and accident downtime. When establishing the trenching efficiency model, the footage lengths of the first and second sequence trench sections in soft, medium-hard to hard, and ultra-hard strata were first calculated based on the design parameters and the graded stratum thickness. The footage length was the total thickness of the first and second sequence trench sections that needed to be cut or crushed downwards in the soft, medium-hard to hard, and ultra-hard strata by the rotary drilling rig, grab trenching machine, double-wheel trenching machine, and heavy hammer rock breaker units during each construction process. This footage length was used as the length benchmark. Combined with the construction efficiency of the rotary drilling rig, grab trenching machine, and double-wheel trenching machine, the rock thickness broken by the heavy hammer rock breaker unit in a single stroke, and the corresponding construction time, the footage lengths of each construction process in the corresponding graded stratum were converted into a preliminary trenching operation time dataset.

[0048] Using the trenching efficiency model, the trenching operation time for the first and second sequence trenching sections in each graded formation is calculated and corrected by applying a preset trenching operation time adjustment coefficient to obtain the corrected trenching operation time. After obtaining the preliminary trenching operation time dataset, the preliminary trenching operation time for each construction process in the first and second sequence trenching sections in soft formations, medium-hard to hard rock formations, and ultra-hard rock formations is merged according to formation type. Within the same formation, the preliminary trenching operation time for different construction processes is first accumulated. The cumulative results for soft formations, medium-hard to hard rock formations, and ultra-hard rock formations are then added together to obtain the preliminary trenching operation time for the corresponding sequence trenching section. Time correction coefficients corresponding to the equipment comprehensive maintenance downtime rate and accident downtime rate are introduced into the preliminary trenching operation time to correct the preliminary trenching operation time for the first and second sequence trenching sections, respectively, to obtain the corrected trenching operation time that takes into account downtime factors. The corrected trenching operation time is then adjusted by applying the first-order trenching operation time adjustment coefficient and the second-order trenching operation time adjustment coefficient to the corrected trenching operation time, thereby obtaining the adjusted first-order trenching operation time and the second-order trenching operation time. The first-order trenching operation time adjustment coefficient and the second-order trenching operation time adjustment coefficient are preset based on on-site pilot tests or experience from similar projects and are revised in real time as the construction progresses.

[0049] The simultaneous construction coefficient is determined based on the number of equipment that can be put into construction simultaneously. The adjusted trenching operation time of the first sequence trench section and the trenching operation time of the second sequence trench section are converted according to the parallel construction method, and the overall trenching construction period of the circular vertical shaft underground continuous wall is output. When determining the simultaneous construction coefficient, the number of rotary drilling rigs, grab trenching machines, double-wheel trenching machines, and heavy hammer rock breaking units that can be arranged and put into operation simultaneously around the circular vertical shaft is counted, and the ratio of the counted number of units to the number of benchmark equipment required to complete the construction of a single trench section is defined as the simultaneous construction coefficient. Using the simultaneous construction coefficient, the adjusted trenching operation time of the first sequence trench section and the trenching operation time of the second sequence trench section are converted according to the parallel construction method to obtain the overall trenching construction period of the circular vertical shaft underground continuous wall, and the overall trenching construction period is output as the trenching work efficiency calculation result.

[0050] Example:

[0051] The method for calculating the working efficiency of trenching of an ultra-deep circular vertical shaft with ground-connected walls in a complex stratum with soft upper part and hard lower part in this embodiment comprises the following steps:

[0052] S1: Carry out trenching test of underground diaphragm wall and preliminary geological survey during construction period according to design drawings and construction technical requirements to obtain design parameters, stratum survey parameters, and work efficiency and downtime rate of construction equipment required for underground diaphragm wall construction;

[0053] S2: According to the geological survey data and rock mass compressive strength test results, determine the weak strata (cover layer or fully weathered layer, saturated uniaxial compressive strength )thickness , medium-hard to hard rock formations ( ) , superhard rock formations Thickness ;

[0054] S3: According to the design drawings, obtain the number of I-sequence slot sections of the circular shaft ground connection wall , the number of II sequence slot segments ;

[0055] S4: According to the configuration capacity of construction equipment, the diameter of the circular shaft, and the layout conditions of the ground-anchored wall construction site, determine the number of sets of mechanical equipment for simultaneous construction, which is also known as the simultaneous construction coefficient;

[0056] S5: Determine the number of rotary drilling holes for the I-sequence slot section according to the length of the I-sequence slot section in the design drawing. ;

[0057] S6: Refer to the experience of similar projects and obtain the efficiency of grabbing construction in soft strata (cover layer or fully weathered layer) based on on-site process tests. , the efficiency of rotary drilling in soft formations, medium-hard to hard rock formations, and super-hard rock formations , the efficiency of double-wheel milling construction , that is, the parameters in equations (9) to (14);

[0058] S7: Through on-site process tests, the thickness of super-hard rock using heavy hammer hammering and the thickness of super-hard rock using heavy hammer hammering are obtained. The time of the thickness of superhard rock, that is, the parameters in equations (15) to (16);

[0059] S8: Obtain the comprehensive maintenance rate and accident handling rate of rotary drilling and grab equipment in soft formations through on-site process tests The comprehensive maintenance rate and accident handling rate of rotary drilling and slot milling equipment in medium-hard to hard rock formations The comprehensive maintenance rate and accident handling rate of rotary drilling, heavy hammer and slot milling equipment in super-hard rock formations ;

[0060] S9: According to formula (1) and formula (2), the calculation of the I sequence slot section and the II sequence slot section is carried out by rotary drilling. The time required for deep and weak formations , and use grab bucket to grab the soft stratum into groove Time required for depth separation ;

[0061] S10: According to formula (3) and formula (4), the calculation of the I sequence slot section and the II sequence slot section is carried out by rotary drilling. The time required for depth in medium-hard to hard rock formations , and double-wheel milling and excavation The time required for depth in medium-hard to hard rock formations ;

[0062] S11: According to formula (5), formula (6), and formula (7), the calculation of the I sequence slot section and the II sequence slot section is carried out by rotary drilling. The time required for deep ultra-hard rock formations , and hammering with a heavy hammer The time required for different thickness of rock mass , and double-wheel milling and digging The time required for depth in medium-hard to hard rock formations ;

[0063] S12: Calculate the weak formation of the I-sequence trough segment according to equations (17), (18), and (19). , medium-hard to hard rock formations , superhard rock formations Troughing time ;

[0064] S13: Considering the slot formation time adjustment coefficient of the I-sequence slot segment, calculate the slot formation time of the I-sequence slot segment according to formula (20) ;

[0065] S14: Calculate the weak formation of the II sequence trough section according to formula (21), formula (22) and formula (23) , medium-hard to hard rock formations , superhard rock formations Troughing time ;

[0066] S15: Considering the slot formation time adjustment coefficient of the II sequence slot segment, the slot formation time of the II sequence slot segment is calculated according to formula (24) ;

[0067] S16: Considering simultaneous construction coefficient , calculate the slotting time of the I-sequence slot and II-sequence slot sections of the entire circular shaft ground connection wall according to formula (25): .

[0068] The specific formula is as follows:

[0069] (1);

[0070] (2);

[0071] (3);

[0072] (4);

[0073] (5);

[0074] (6);

[0075] (7);

[0076] (8);

[0077] (9);

[0078] (10);

[0079] (11);

[0080] (12);

[0081] (13);

[0082] (14);

[0083] (15);

[0084] (16);

[0085] (17);

[0086] (18);

[0087] (19);

[0088] (20);

[0089] (twenty one);

[0090] (twenty two);

[0091] (twenty three);

[0092] (twenty four);

[0093] (25);

[0094] The meanings of the symbols in formula (1) to formula (25) are as follows:

[0095] :Soft strata (cover layer or fully weathered layer, saturated uniaxial compressive strength )、Medium hard to hard rock formations ( ), superhard rock formation thickness;

[0096] : The number of slot sections I and II in the circular shaft diaphragm wall;

[0097] : The construction coefficient is generally 1, 2, 3 or 4, depending on the diameter of the circular shaft and the layout conditions of the ground-connected wall. It is determined according to the actual situation on site.

[0098] : The number of rotary drilling holes arranged in the first sequence slot section of the ground-anchored wall (section length is generally 6.0m to 8.0m) is generally 4 or 5;

[0099] : Based on the experience of similar projects, the efficiency of grab construction in soft strata (cover layer or fully weathered layer) is generally 1.0m / h to 2.0m / h; the specific efficiency is determined based on the pilot test trench section;

[0100] The working efficiency of rotary drilling in soft formations, medium-hard to hard rock formations, and super-hard rock formations is 1.0m / h to 3.0m / h, 0.3m / h to 1.0m / h, and 0.1m / h to 0.3m / h, respectively, based on the experience of similar projects. The specific working efficiency is determined based on the pilot test trench section.

[0101] The working efficiency of double-wheel milling in soft formations, medium-hard to hard rock formations, and super-hard rock formations is 0.3m / h to 0.6m / h, 0.1m / h to 0.3m / h, and 0.01m / h to 0.1m / h, respectively, based on similar project experience. The specific working efficiency is determined based on the pilot test trench section.

[0102] The thickness of the super-hard rock struck by a heavy hammer is generally 2.0m to 3.0m, which is determined based on on-site pilot tests, so that double-wheel milling can be used to facilitate construction when cracks or loosening of the rock mass occur.

[0103] : The time for hammering a certain thickness (usually 2.0m to 3.0m) of superhard rock with a heavy hammer is generally 30 minutes to 1.0 hour, which is determined based on the on-site pilot test;

[0104] : Rotary drilling is used to drill the I and II sequence slot sections in the soft formation The time required for depth separation;

[0105] : In soft strata, the I and II sequence slot sections are formed by grabbing. The time required for depth separation;

[0106] : For medium-hard to hard rock formations, rotary drilling is used for the I and II sequence slot sections. The time required for depth separation;

[0107] : For medium-hard to hard rock formations, the I and II sequence slot sections are milled using a slot milling machine. The time required for depth separation;

[0108] : For super-hard rock formation, the I and II sequence slot sections are drilled with rotary drilling. The time required for depth separation;

[0109] : For super-hard rock formations, heavy hammer is used for the I and II sequence slot sections. The time required for different thickness of rock columns;

[0110] :For super-hard rock formation, the I and II sequence slot sections are milled by a slot milling machine The time required for depth separation;

[0111] : For soft formations, the comprehensive maintenance rate and accident handling rate of rotary drilling and grab equipment are generally taken as 0.05-0.10, which is determined based on on-site pilot tests;

[0112] : For medium-hard to hard rock formations, the comprehensive maintenance rate and accident handling rate of rotary drilling and slot milling equipment are generally taken as 0.10-0.20, which is determined based on on-site pilot tests;

[0113] : For ultra-hard rock formations, the comprehensive maintenance rate and accident handling rate of rotary drilling, heavy hammers, and slot milling equipment are generally taken as 0.15-0.25, and are determined based on on-site pilot tests;

[0114] : The formation time of the I-sequence trough section in soft strata, medium-hard to hard rock strata, and super-hard rock strata;

[0115] : Troughing time of weak strata, medium-hard to hard rock strata, and super-hard rock strata in the II sequence trough section;

[0116] : The time it takes for all the I-sequence slot sections and II-sequence slot sections of the circular shaft diaphragm wall to be slotted;

[0117] : Slot formation time adjustment coefficient of sequence I slot segment and sequence II slot segment;

[0118] : Grooving time of circular shaft ground connection wall (unit: h).

[0119] The above embodiments are merely illustrative of the technical solutions of the present invention. The present invention is not limited to the contents described in the above embodiments, but is subject to the scope defined by the claims. Any modifications, supplements, or equivalent substitutions made by those skilled in the art based on these embodiments are within the scope of protection claimed in the claims of the present invention.

Claims

1. A method for calculating the efficiency of underground continuous wall trenching in ultra-deep circular vertical shafts in complex strata with soft upper layers and hard lower layers, characterized by: include: Obtain the design parameters, stratum survey parameters, and work efficiency and downtime rate of construction equipment required for vertical shaft underground continuous wall construction; According to the formation exploration parameters, the formation to be trenched is divided into soft formation, medium-hard to hard rock formation and super-hard rock formation; Based on the construction procedures of rotary drilling rigs, grab trenching machines, double-wheel trenching machines, and heavy hammer rock breaking units in various strata, and combined with the factors of equipment comprehensive maintenance downtime and accident downtime, a trenching efficiency model was established. Using the trenching efficiency model, the trenching operation time of the first sequence trench section and the second sequence trench section in each graded stratum is calculated respectively, and the preset trenching operation time adjustment coefficient is applied to correct them to obtain the corrected trenching operation time; The simultaneous construction coefficient is determined based on the number of equipment that can be put into construction simultaneously. The corrected trenching operation time of the first sequence trench section and the trenching operation time of the second sequence trench section are converted according to the parallel construction method, and the overall trenching construction period of the circular vertical shaft underground continuous wall is output.

2. The method according to claim 1, wherein: Obtain the design parameters, ground survey parameters, and construction equipment efficiency and downtime rates required for shaft diaphragm wall construction, including: The design parameters obtained include the number of slot sections and the number of rotary drilling holes; The obtained formation exploration parameters include the thickness of soft formations, the thickness of medium-hard to hard rock formations, the thickness of super-hard rock formations and the saturated uniaxial compressive strength Ra value; The obtained construction equipment work efficiency and shutdown and repair rate include the work efficiency of rotary drilling rig construction in soft formations, medium-hard to hard rock formations and super-hard rock formations, the work efficiency of grab slotting machines, the work efficiency of double-wheel slotting machines, the single rock breaking thickness of the heavy hammer rock breaking unit and the corresponding construction time, the comprehensive equipment maintenance shutdown rate and accident shutdown rate.

3. The method according to claim 2, wherein: The strata to be trenched are divided into soft strata, medium-hard to hard rock strata and super-hard rock strata, and the saturated uniaxial compressive strength Ra value is used as the basis for classification. The saturated uniaxial compressive strength Ra of the soft strata is less than 30MPa, the saturated uniaxial compressive strength Ra of the medium-hard to hard rock strata is between 30MPa and 90MPa, and the saturated uniaxial compressive strength Ra of the super-hard rock strata is greater than 90MPa.

4. The method according to any one of claims 1 to 3, characterized in that: When establishing the trenching efficiency model, the footage lengths of the first and second sequence trench sections in soft, medium-hard to hard, and super-hard rock formations were first calculated based on the design parameters and the thickness of the graded formations. Furthermore, the footage lengths of each construction process in the corresponding graded formations were converted into a preliminary trenching operation time dataset, combining the efficiency of the rotary drilling rig, grab trenching rig, and double-wheel trenching rig, as well as the single rock breaking thickness of the heavy hammer rock breaker and the corresponding construction time.

5. The method according to claim 4, characterized in that: After obtaining the preliminary trenching operation time data set, the preliminary trenching operation time of each construction process of the first and second sequence trench sections in soft formations, medium-hard to hard rock formations, and ultra-hard rock formations were merged according to the formation type. The preliminary trenching operation time of different construction processes in the same formation was first accumulated, and then the accumulated results in soft formations, medium-hard to hard rock formations, and ultra-hard rock formations were added together to obtain the preliminary trenching operation time of the corresponding sequence trench section.

6. The method according to claim 5, characterized in that: The time correction coefficients corresponding to the equipment comprehensive maintenance downtime rate and accident repair downtime rate are introduced into the initially calculated slotting operation time, and the initially calculated slotting operation time of the first sequence slot section and the second sequence slot section are corrected respectively to obtain the corrected slotting operation time considering the downtime factor.

7. The method according to claim 6, characterized in that: The corrected troughing operation time is respectively introduced into the first sequence troughing operation time adjustment coefficient and the second sequence troughing operation time adjustment coefficient for correction to obtain the adjusted first sequence troughing operation time and the second sequence troughing operation time.

8. The method according to claim 7, wherein: The adjustment coefficient of the first-sequence trench section trenching operation time and the adjustment coefficient of the second-sequence trench section trenching operation time are preset through on-site pilot tests or similar engineering experience, and are revised in real time according to the construction process.

9. The method according to claim 8, characterized in that: When determining the simultaneous construction coefficient, the number of rotary drilling rigs, grab trenching machines, double-wheel trenching machines and heavy hammer rock breaking units that can be arranged and put into operation simultaneously around the circular vertical shaft is counted, and the ratio of the counted number to the number of benchmark equipment required to complete the construction of a single trench section is defined as the simultaneous construction coefficient.

10. The method according to claim 9, characterized in that: Using the simultaneous construction coefficient, the adjusted trenching operation time of the first sequence trench section and the second sequence trenching operation time are converted according to the parallel construction method to obtain the overall trenching construction period of the circular vertical shaft underground continuous wall, and the overall trenching construction period is output as the trenching work efficiency calculation result.

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