Method for calculating trenching efficiency of super deep circular shaft diaphragm wall in complex stratum with soft upper and hard lower layers

Abstract

The application discloses a method for calculating trenching efficiency of an upper-soft and lower-hard complex stratum super-deep circular shaft diaphragm wall, comprising the following steps: obtaining design parameters required by shaft diaphragm wall construction, stratum survey parameters, and the efficiency and downtime repair rate of construction equipment; dividing the stratum to be grooved into soft stratum, medium-hard to hard rock stratum, and super-hard rock stratum; establishing a trenching efficiency model; using the trenching efficiency model to calculate the trenching operation time of the first sequence groove section and the second sequence groove section in each graded stratum respectively, and correcting by using a trenching operation time adjustment coefficient; determining a simultaneous construction coefficient according to the number of equipment that can be simultaneously put into construction, converting the corrected first sequence groove section trenching operation time and the second sequence groove section trenching operation time according to a parallel construction mode, and outputting the overall trenching construction period of the circular shaft diaphragm wall. The method is simple to calculate, simple in parameters, and reasonable and feasible, and provides a basis for construction efficiency calculation of a diaphragm wall drill-grab-hammer-milling combined process.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of super-deep vertical shaft diaphragm wall construction of water conservancy projects, and particularly relates to a slotting efficiency calculation method for super-deep circular vertical shaft diaphragm walls in upper-soft-and-lower-hard complex strata. BACKGROUND

[0002] An underground continuous wall has advantages of large structural rigidity, strong integrity, small deformation, and good anti-seepage effect. Under complex geological conditions, a super-deep circular vertical shaft generally first selects a diaphragm wall to maintain the outer structure and prevent seepage. For example, a certain Gongming Reservoir-Qinglin Ditch Reservoir connecting project passes through the main urban area of Shenzhen, has a total length of about 42 km, has 14 deep vertical shafts arranged along the line, the shaft diameter is generally about 30 m, and the shaft depth is 60 m to 105 m, all of which are greater than 50 m, belonging to super-deep vertical shafts. Figure 1 As shown in the figure, all of them adopt a cutoff wall + reinforced concrete lining structure. The conventional vertical shafts include a C35 concrete lining wall 1, a C30 reinforced concrete underground continuous wall 2, a steel pipe wrapped with concrete 3, a vertical shaft bottom plate 5, a corbel 6, an elevator shaft 7, a stair shaft 8, an air shaft 9, and a cable shaft 10. Butterfly valves 4 are arranged on the pipelines passing through the vertical shafts.

[0003] Due to the large depth of the super-deep vertical shaft (some even exceed 100 m deep), the cutoff wall needs to pass through the upper soft stratum (overburden layer, completely weathered stratum, saturated uniaxial compressive strength ), the middle medium-hard to hard rock stratum (strongly weathered to weakly weathered, fresh rock mass, saturated uniaxial compressive strength ), and the lower super-hard rock stratum (for example, quartz sandstone, granite, saturated uniaxial compressive strength ) from top to bottom during construction. If the traditional single method is still used for cutoff wall construction, for example, a hydraulic grab slotting or a rotary drilling rig slotting, or a double-wheel milling and digging slotting, the slotting efficiency is low.

[0004] For the slotting construction technology of the underground continuous wall under the conditions of the super-deep vertical shaft and the upper-soft-and-lower-hard complex stratum, many scholars at home and abroad have proposed different underground continuous wall slotting construction technologies and efficiency estimation methods in combination with engineering geological conditions, such as rotary drilling + grab slotting, rotary drilling + double-wheel milling, heavy hammer + double-wheel milling, etc. However, there is little research and practice on the rotary drilling + grab digging + heavy hammer hammering + double-wheel milling (referred to as drilling-grab-hammer-milling) combined technology, and there is even less mention of the efficiency calculation of the combined technology under complex stratum conditions, which does not meet the actual engineering needs. Rotary drilling, grab, downhole heavy hammer, and double-wheel milling are four commonly used diaphragm wall slotting equipment.

[0005] In view of the problem that the construction efficiency of the drill-grab-hammer-mill combined process of the super-deep cutoff wall under complex stratum conditions lacks theoretical calculation, therefore, a simple, reasonable and feasible calculation method is needed to provide a theoretical basis for the construction efficiency calculation of the drill-grab-hammer-mill combined process of the cutoff wall, which can be used for the construction organization design to estimate the cutoff wall construction period. SUMMARY

[0006] The present application is proposed to solve the above problems, and aims to provide a super-deep circular shaft underground continuous wall slotting efficiency calculation method for complex stratum with soft upper and hard lower, which comprehensively considers stratum hardness, equipment configuration, equipment comprehensive maintenance, accident treatment and other comprehensive factors, and is based on the calculation method of reasonable superposition of calculation parameters obtained from pilot process test and process efficiency time, which is simple, simple in parameters and reasonable in feasibility, and provides a theoretical basis for the construction efficiency calculation of the drill-grab-hammer-mill combined process of the cutoff wall.

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

[0008] A super-deep circular shaft underground continuous wall slotting efficiency calculation method for complex stratum, comprising:

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

[0010] According to the stratum survey parameters, the to-be-slotted stratum is divided into soft stratum, medium-hard-hard rock stratum and super-hard rock stratum;

[0011] Based on the construction process of the rotary drilling rig, grab bucket trenching machine, double-wheel trenching machine and heavy hammer rock breaking machine group in each graded stratum, and combined with the equipment comprehensive maintenance downtime factor and the accident downtime factor, a slotting efficiency model is established;

[0012] Using the slotting efficiency model, the slotting operation time of the first sequence slot section and the second sequence slot section in each graded stratum is calculated respectively, and a preset slotting operation time adjustment coefficient is used for correction to obtain the corrected slotting operation time;

[0013] According to the number of devices that can be simultaneously put into construction to determine the simultaneous construction coefficient, the corrected slotting operation time of the first sequence slot section and the slotting operation time of the second sequence slot section are converted according to the parallel construction mode, and the overall slotting period of the circular shaft underground continuous wall is output.

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

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

[0016] The obtained stratum survey parameters include soft stratum thickness, medium-hard to hard stratum thickness, super-hard stratum thickness, and saturated uniaxial compressive strength Ra value.

[0017] The obtained construction equipment efficiency and downtime repair rates include the efficiencies of rotary drilling rigs, grab trenchers, and double-wheel trenchers in soft strata, medium-hard to hard strata, and super-hard strata, the single-rock breaking thickness and corresponding construction time of a weight breaker, the equipment comprehensive maintenance downtime rate, and the accident downtime rate.

[0018] As a preferred embodiment, the stratum to be grooved is divided into soft strata, medium-hard to hard strata, and super-hard strata, with the saturated uniaxial compressive strength Ra value as the classification basis. The saturated uniaxial compressive strength Ra of the soft strata is less than 30 MPa, the saturated uniaxial compressive strength Ra of the medium-hard to hard strata is between 30 MPa and 90 MPa, and the saturated uniaxial compressive strength Ra of the super-hard strata is greater than 90 MPa.

[0019] As a preferred embodiment, when establishing the grooving efficiency model, the first-order groove segment and the second-order groove segment are first calculated in terms of the design parameters and the stratum thickness in soft strata, medium-hard to hard strata, and super-hard strata, and the efficiencies of rotary drilling rigs, grab trenchers, and double-wheel trenchers, and the single-rock breaking thickness and corresponding construction time of a weight breaker are combined to convert the penetration lengths of each construction process in the corresponding classified strata into initial grooving operation time data sets.

[0020] As a preferred embodiment, after obtaining the initial grooving operation time data sets, the initial grooving operation time of each construction process of the first-order groove segment and the second-order groove segment in soft strata, medium-hard to hard strata, and super-hard strata is merged according to the stratum category, and the initial grooving operation time of different construction processes is first accumulated in the same stratum, and then the accumulated results of soft strata, medium-hard to hard strata, and super-hard strata are added to obtain the initial grooving operation time of the corresponding groove segment.

[0021] As a preferred embodiment, the initial grooving operation time is introduced into the time correction coefficients corresponding to the equipment comprehensive maintenance downtime rate and the accident downtime rate, respectively, to correct the initial grooving operation time of the first-order groove segment and the second-order groove segment, and obtain the corrected grooving operation time considering the downtime factors.

[0022] As a preferred embodiment, the corrected grooving operation time is introduced into the first-order groove segment grooving operation time adjustment coefficient and the second-order groove segment grooving operation time adjustment coefficient for correction, to obtain the adjusted first-order groove segment grooving operation time and the adjusted second-order groove segment 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 field pilot test or similar engineering experience, and are corrected in real time according to the construction process.

[0024] As a preferred embodiment, when the simultaneous construction coefficient is determined, the number of rotary drilling rigs, grab trenchers, double-wheel trenchers and hammer rock breakers arranged simultaneously around the circular shaft and put into operation is counted, and the ratio of the counted number to the number of reference equipment required for completing the construction of a single trench section is defined as the simultaneous construction coefficient.

[0025] As a preferred embodiment, the adjusted first sequence trench section trenching operation time and the second sequence trench section trenching operation time are converted according to the parallel construction mode by using the simultaneous construction coefficient, the overall trenching period of the circular shaft diaphragm wall is obtained, and the overall trenching period is output as the trenching efficiency calculation result.

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

[0027] Firstly, the present application obtains calculation parameters based on pilot process test and reference similar method experience, adopts a calculation method of reasonable superposition of each process efficiency time, and proposes a calculation method of trenching time of a drill-grab-hammer-mill combined process for a super-deep circular shaft diaphragm wall, thereby providing a theoretical basis for construction efficiency calculation of the drill-grab-hammer-mill combined process for a cutoff wall.

[0028] Secondly, the present application considers comprehensive factors such as stratum softness and hardness, equipment configuration, equipment comprehensive maintenance and accident treatment, and has simple calculation, simple parameters, and is reasonable and feasible, so that the present application can be applied to estimation of cutoff wall construction period in construction organization design.

[0029] Thirdly, the present application divides soft stratum, medium-hard-hard rock stratum and super-hard rock stratum based on geological survey data and rock mass compressive strength test results, and determines the thickness of each layer, and the mechanical properties of soft stratum, medium-hard-hard rock and super-hard rock are obviously different, different construction equipment and process are used for targeted construction, and reasonable division is helpful for formulating more accurate construction countermeasures; after the thickness of each layer is clearly distinguished, the use time and order of rotary drilling, grab, heavy hammer and double-wheel milling in different rock layers can be targeted, so that the efficiency is not reduced or the equipment is not damaged due to “one-size-fits-all”; stratum classification is the basis for subsequent calculation of trenching time of each layer, and fine division can avoid error accumulation due to large geological differences and improve calculation accuracy.

[0030] Fourthly, according to the circular construction site layout condition and construction equipment configuration capacity, the number of sets or the number of devices that can be simultaneously put into construction is determined, and a simultaneous construction coefficient is obtained, which can truly reflect the balance between multiple device parallel operation and site restriction. After determining the reasonable simultaneous coefficient, the device operation sequence can be better arranged, the personnel and machine allocation scheme can be optimized, the overall construction efficiency can be improved, and the reasonable parallel number of devices can reduce the mutual interference or waiting between processes, shorten the overall construction period under the premise of ensuring safety and quality.

[0031] Fifthly, the number of rotary drilling holes arranged in the application affects the trenching progress and concrete pouring sequence, etc. After being determined in advance, the progress arrangement and operation rhythm of each rotary drilling device can be determined, and parameters such as hole number and hole distance can be determined. When subsequent work efficiency is calculated, the construction depth and required time of each hole can be clearly known, and the overall progress of the first-order slot section is more controllable.

[0032] Sixthly, the unit efficiency of various devices is stratified and summarized, which can make the calculation more accurate. The footage speed and efficiency of devices such as grab bucket, rotary drilling, double-wheel milling and heavy hammer are completely different in different strata. Stratified acquisition of work efficiency parameters can avoid large-scale errors caused by single estimation. Combined with field test data and similar engineering experience, existing successful cases can be fully utilized for comparison and correction to ensure that the work efficiency parameters have certain universality and accuracy. In the construction process, if the stratum suddenly changes or special rock stratum is encountered, the selected device and the corresponding unit efficiency prediction value can be quickly adjusted, so that the construction plan can be optimized in time.

[0033] Seventhly, the comprehensive maintenance rate and accident handling rate of each device in soft stratum, medium-hard ~ hard rock stratum and super-hard rock stratum are determined respectively. This step includes the maintenance and downtime of the device in time calculation, which is helpful to restore the actual construction progress. By statistically obtaining the comprehensive maintenance rate and accident handling rate, the construction period can be underestimated due to neglecting downtime.

[0034] Eighthly, based on the work efficiency parameters and stratum division results, the time required for rotary drilling, grab bucket, double-wheel milling and heavy hammer in the first-order slot section and the second-order slot section in soft stratum and medium-hard ~ hard rock stratum and super-hard rock stratum is calculated. The data obtained in the foregoing (stratum classification, unit work efficiency, comprehensive maintenance rate and accident rate, etc.) are applied to the specific sequence slot construction, and the time calculation is carried out in layers, segments and devices. Different device combinations can be selected in different strata, and the working hours are calculated independently. Then, the working hours are superimposed to accurately control the construction sequence. Each layer and each segment has corresponding formula and parameters. If there is a deviation from the actual construction, the specific link can be quickly found out for cause analysis.

[0035] Ninth, the construction time of each layer and the influence of corresponding equipment maintenance and breakdown are superimposed, respectively, to obtain the trenching time of I sequence slot section and II sequence slot section in soft stratum, medium-hard ~ hard rock stratum and super-hard rock stratum; after the time calculation of single layer and single equipment is completed, the influencing factors such as equipment maintenance and breakdown are superimposed, thereby forming the real trenching time of each sequence slot section layer by layer; it is no longer limited to a layer or a device, but the total construction time of each layer and each device is added, and the maintenance time is added, to obtain a more comprehensive sequence slot section construction period; after the specific time consumption of each sequence slot section layer is determined, important period nodes can be controlled or resources can be tilted, thereby improving the construction efficiency.

[0036] Tenth, the actual trenching time of I sequence slot section and II sequence slot section is obtained by considering the trenching time adjustment coefficient of I sequence slot section and II sequence slot section, which can be dynamically corrected; during the construction process, the adjustment coefficient can be revised in real time according to the actual progress and new found conditions, and the construction period estimation can be continuously optimized.

[0037] Eleventh, the trenching time of I sequence slot section and II sequence slot section is balanced as a whole by combining the simultaneous construction coefficient, to obtain the total trenching efficiency and required time of the whole circular shaft diaphragm wall; through the simultaneous construction coefficient, the multiple equipment parallel construction, cross operation or peak shifting construction and the like are included in the overall planning, so that the final calculated total construction period more truly reflects the actual construction organization scheme; the trenching period obtained after the correction of the coefficient takes into account the stratum factor, equipment factor and construction organization factor, has higher accuracy and executability, and guides the construction party to reasonably carry out resource investment and progress management.

[0038] In summary, through the combined application of the above steps, the method of the present application can be refined to different strata, different equipment processes, and comprehensively consider the factors of equipment maintenance and breakdown, segmented organization management and parallel construction, etc., while ensuring construction safety and quality, the scientificity and accuracy of trenching efficiency calculation are maximized, the serious deviation of construction period in the traditional single estimation mode is avoided, and the method has significant engineering application value and economic value. BRIEF DESCRIPTION OF DRAWINGS

[0039] Figure 1 For the super-deep circular shaft diaphragm wall maintenance structure;

[0040] Figure 2 For the slot section division plane schematic diagram of the circular shaft diaphragm wall;

[0041] Figure 3 For the slot section drawing;

[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-verticle shaft bottom plate, 6-crown beam, 7-lift shaft, 8-stair shaft, 9-ventilating shaft, 10-cable shaft, 11-I sequence slot section, 12-II sequence slot section. DETAILED DESCRIPTION

[0043] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, but not all the embodiments of the present application. Based on the embodiments in the present application, all the other embodiments obtained by a person of ordinary skill in the art without creative work fall within the protection scope of the present application.

[0044] The method comprises the following steps:

[0045] The design parameters, stratum survey parameters, construction equipment efficiency and downtime repair rate required for the construction of the 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 stratum, the thickness of medium-hard-hard rock stratum, the thickness of super-hard rock stratum and the saturated uniaxial compressive strength Ra value; and the obtained construction equipment efficiency and downtime repair rate include the efficiency of rotary drilling machine construction, the efficiency of grab excavator construction, the efficiency of double-wheel slotting machine construction, the single rock breaking thickness and corresponding construction time of heavy hammer rock breaking machine, the comprehensive maintenance downtime rate and the accident downtime rate in soft stratum, medium-hard-hard rock stratum and super-hard rock stratum.

[0046] According to the stratum survey parameters, the stratum to be grooved is divided into soft stratum, medium-hard-hard rock stratum and super-hard rock stratum, and the saturated uniaxial compressive strength Ra value is used as the grading basis, wherein the saturated uniaxial compressive strength Ra of the soft stratum is less than 30 MPa, the saturated uniaxial compressive strength Ra of the medium-hard-hard rock stratum is between 30 MPa and 90 MPa, and the saturated uniaxial compressive strength Ra of the super-hard rock stratum is greater than 90 MPa.

[0047] Based on the construction process of rotary drilling rig, grab trencher, double-wheel trencher and heavy hammer rock breaking machine in each stratified formation, combined with the comprehensive maintenance downtime factors and accident downtime factors of the equipment, a slotting efficiency model is established. In the establishment of the slotting efficiency model, first, the penetration length of the first sequence slot section and the second sequence slot section in soft formation, medium-hard ~ hard rock formation and super-hard rock formation is calculated according to the design parameters and the thickness of stratified formation. The penetration length is the total thickness of the first sequence slot section and the second sequence slot section in soft formation, medium-hard ~ hard rock formation and super-hard rock formation, which needs to be cut or broken by each construction process of rotary drilling rig, grab trencher, double-wheel trencher and heavy hammer rock breaking machine, and the penetration length is taken as the length reference. Combined with the efficiency of rotary drilling rig, grab trencher and double-wheel trencher, and the single rock breaking thickness and corresponding construction time of heavy hammer rock breaking machine, the penetration length of each construction process in the corresponding stratified formation is converted into the initial calculation slotting operation time data set.

[0048] Using the slotting efficiency model, the slotting operation time of the first sequence slot section and the second sequence slot section in each stratified formation is calculated respectively, and the preset slotting operation time adjustment coefficient is applied for correction to obtain the corrected slotting operation time. After obtaining the initial calculation slotting operation time data set, the initial calculation slotting operation time of each construction process of the first sequence slot section and the second sequence slot section in soft formation, medium-hard ~ hard rock formation and super-hard rock formation is merged according to the formation category, and the initial calculation slotting operation time of different construction processes is accumulated in the same formation, and then the cumulative results of soft formation, medium-hard ~ hard rock formation and super-hard rock formation are added to obtain the initial calculation slotting operation time of the corresponding sequence slot section. The initial calculation slotting operation time is introduced into the time correction coefficient corresponding to the equipment comprehensive maintenance downtime and accident downtime rate respectively, and the initial calculation slotting operation time of the first sequence slot section and the second sequence slot section is corrected respectively to obtain the corrected slotting operation time considering the downtime factors. The corrected slotting operation time is introduced into the first sequence slot section slotting operation time adjustment coefficient and the second sequence slot section slotting operation time adjustment coefficient for correction to obtain the adjusted first sequence slot section slotting operation time and the second sequence slot section slotting operation time. The first sequence slot section slotting operation time adjustment coefficient and the second sequence slot section slotting operation time adjustment coefficient are preset through field pilot test or similar engineering experience, and are corrected in real time according to the construction process.

[0049] According to the number of devices that can be simultaneously put into construction to determine the simultaneous construction coefficient, the first sequence slot section trenching operation time and the second sequence slot section trenching operation time are converted according to the parallel construction mode, and the overall trenching period of the circular shaft underground continuous wall is output. When determining the simultaneous construction coefficient, the number of rotary drilling rigs, grab trenchers, double-wheel trenchers and heavy hammer rock breaking machines that can be simultaneously arranged and put into operation around the circular shaft is counted, and the ratio of the counted number to the number of reference devices required for completing the construction of a single slot section is defined as the simultaneous construction coefficient. By using the simultaneous construction coefficient, the adjusted first sequence slot section trenching operation time and the second sequence slot section trenching operation time are converted according to the parallel construction mode, the overall trenching period of the circular shaft underground continuous wall is obtained, and the overall trenching period is output as the trenching efficiency calculation result.

[0050] Embodiment:

[0051] The trenching efficiency calculation method for the super-deep circular shaft diaphragm wall in the upper-soft-and-lower-hard complex stratum of the present embodiment comprises the following steps:

[0052] S1: According to the design drawings and construction technical requirements, carry out diaphragm wall trenching process test and pilot geological survey work during construction period, obtain the design parameters required for the construction of the shaft underground continuous wall, stratum survey parameters, and the efficiency and downtime repair rate of the construction equipment;

[0053] S2: According to the geological survey data and rock mass compressive strength test results, determine the thickness of soft stratum (overburden layer or fully weathered layer, saturated uniaxial compressive strength ) of , medium-hard ~ hard rock stratum , super-hard rock stratum ;

[0054] S3: According to the design drawings, obtain the number of I sequence slot sections of the circular shaft diaphragm wall, and the number of II sequence slot sections ;

[0055] S4: According to the construction equipment configuration capacity, according to the size of the diameter of the circular shaft and the layout conditions of the diaphragm wall construction site, determine the number of mechanical equipment sets (stations) that can be simultaneously constructed, i.e. the simultaneous construction coefficient;

[0056] S5: According to the layout length of the I sequence slot section in the design drawings, determine the number of rotary drilling holes arranged in the I sequence slot section ;

[0057] S6: According to the on-site process test, refer to the experience of similar projects to obtain the efficiency of the grabber construction in the soft stratum (overburden layer or fully weathered layer) , the efficiency of the rotary drilling construction in the soft stratum, medium-hard ~ hard rock stratum and super-hard rock stratum​​ , the work efficiency of the double-wheel mill construction , the parameters in formula (9) to formula (14);

[0058] S7: Through field process test, the thickness of superhard rock hammered by heavy hammer, the time of superhard rock hammered by heavy hammer, i.e. the parameters in formula (15) to formula (16), are obtained;

[0059] S8: Through field process test, the comprehensive maintenance rate and accident handling rate of the construction in soft stratum by rotary drilling and grab bucket equipment , the comprehensive maintenance rate and accident handling rate of the construction in medium-hard to hard rock stratum by rotary drilling and milling machine equipment , the comprehensive maintenance rate and accident handling rate of the construction in superhard rock stratum by rotary drilling, heavy hammer and milling machine equipment

[0060] S9: According to formula (1) and formula (2), the time required for the rotary drilling in soft stratum in the I sequence slot section and the II sequence slot section respectively , and the time required for the grab bucket in soft stratum in the I sequence slot section and the II sequence slot section respectively

[0061] S10: According to formula (3) and formula (4), the time required for the rotary drilling in medium-hard to hard rock stratum in the I sequence slot section and the II sequence slot section respectively , and the time required for the double-wheel mill in medium-hard to hard rock stratum in the I sequence slot section and the II sequence slot section respectively

[0062] S11: According to formula (5), formula (6) and formula (7), the time required for the rotary drilling in superhard rock stratum in the I sequence slot section and the II sequence slot section respectively , the time required for the heavy hammer in the thickness of rock mass in the I sequence slot section and the II sequence slot section respectively , and the time required for the double-wheel mill in medium-hard to hard rock stratum in the I sequence slot section and the II sequence slot section respectively

[0063] S12: According to formula (17), formula (18) and formula (19), the slotting time of soft stratum , medium-hard to hard rock stratum , superhard rock stratum in the I sequence slot section is calculated respectively ​​​​​​​​​​​​​

[0064] S13: considering the I-sequence slot section slotting time adjustment coefficient, calculating the I-sequence slot section slotting time according to formula (20) ;

[0065] S14: calculating the slotting time of the II-sequence slot section of soft stratum , medium-hard ~ hard rock stratum , super hard rock stratum respectively according to formula (21), formula (22), and formula (23) ;

[0066] S15: considering the II-sequence slot section slotting time adjustment coefficient, calculating the II-sequence slot section slotting time according to formula (24) ;

[0067] S16: considering the simultaneous construction coefficient , calculating the I-sequence slot and II-sequence slot section slotting time of the entire circular shaft diaphragm wall according to formula (25) .

[0068] The specific formulas are 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] (21);

[0090] (22);

[0091] (23);

[0092] (24);

[0093] (25);

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

[0095] : thickness of soft stratum (overburden or fully weathered stratum, saturated uniaxial compressive strength ), medium-hard to hard rock stratum ), super-hard rock stratum ;

[0096] : number of I-sequence trench sections and II-sequence trench sections of the circular shaft diaphragm wall;

[0097] : simultaneous construction coefficient, generally taken as 1, 2, 3 or 4 according to the size of the diameter of the circular shaft and the site layout conditions of the diaphragm wall, and the specific value is determined according to the actual situation on site;

[0098] : number of rotary drilling holes arranged in the I-sequence trench sections (the length of each section is generally 6.0 m to 8.0 m), generally taken as 4 or 5;

[0099] : The work efficiency of soft stratum (overburden or fully weathered stratum) using grab bucket is generally 1.0 m / h~2.0 m / h, which is determined according to the pilot test slot section;

[0100] : The work efficiency of soft stratum, medium-hard~hard rock stratum and super-hard rock stratum using rotary drilling is 1.0 m / h~3.0 m / h, 0.3 m / h~1.0 m / h and 0.1 m / h~0.3 m / h respectively, which is determined according to the pilot test slot section;

[0101] : The work efficiency of soft stratum, medium-hard~hard rock stratum and super-hard rock stratum using double-wheel milling is 0.3 m / h~0.6 m / h, 0.1 m / h~0.3 m / h and 0.01 m / h~0.1 m / h respectively, which is determined according to the pilot test slot section;

[0102] : The thickness of super-hard rock using heavy hammer is generally 2.0 m~3.0 m, which is determined according to the pilot test on site, so that the cracks or loose rock mass can be formed after hammering, and then the double-wheel milling can be used;

[0103] : The time of hammering super-hard rock with a certain thickness (generally 2.0 m~3.0 m) is generally 30 min~1.0 h, which is determined according to the pilot test on site;

[0104] : The time required for drilling the depth of soft stratum I sequence slot and II sequence slot using rotary drilling;

[0105] : The time required for slotting the depth of soft stratum I sequence slot and II sequence slot using grab bucket;

[0106] : The time required for drilling the depth of medium-hard~hard rock stratum I sequence slot and II sequence slot using rotary drilling;

[0107] : The time required for slotting the depth of medium-hard~hard rock stratum I sequence slot and II sequence slot using milling machine;

[0108] : The time required for drilling the depth of super-hard rock stratum I sequence slot and II sequence slot using rotary drilling; : The time required for drilling the depth of super-hard rock stratum I sequence slot and II sequence slot using rotary drilling;​​​​

[0109] : superhard rock stratum, I sequence groove section, II sequence groove section adopts heavy hammer percussion time required for rock column with different thicknesses;

[0110] : superhard rock stratum, I sequence groove section, II sequence groove section adopts groove milling machine time required for different depths;

[0111] : soft stratum, comprehensive maintenance rate and accident handling rate of rotary drilling and grab equipment, generally taken as 0.05-0.10, and determined according to field pilot test;

[0112] : medium-hard-hard rock stratum, comprehensive maintenance rate and accident handling rate of rotary drilling and groove milling machine equipment, generally taken as 0.10-0.20, and determined according to field pilot test;

[0113] : superhard rock stratum, comprehensive maintenance rate and accident handling rate of rotary drilling, heavy hammer and groove milling machine equipment, generally taken as 0.15-0.25, and determined according to field pilot test;

[0114] : groove forming time of I sequence groove section in soft stratum, medium-hard-hard rock stratum and superhard rock stratum;

[0115] : groove forming time of II sequence groove section in soft stratum, medium-hard-hard rock stratum and superhard rock stratum;

[0116] : groove forming time of all I sequence groove sections and II sequence groove sections of circular shaft diaphragm wall;

[0117] : groove forming time adjustment coefficient of I sequence groove section and II sequence groove section;

[0118] : groove forming time of circular shaft diaphragm wall (unit: h).

[0119] The above examples are only illustrative of the technical solutions of the present application. The present application is not limited to the content described in the above examples, but is limited by the scope of the claims. Any modification or supplement or equivalent replacement made by the person skilled in the art on the basis of the examples is within the scope of the claims of the present application.

Claims

1. A method for calculating trenching efficiency of an ultra-deep circular shaft underground diaphragm wall in a complex stratum with soft upper and hard lower layers, characterized in that, The method comprises the following steps: Obtaining the design parameters, stratum survey parameters, and the work efficiency and downtime and repair rate of the construction equipment required for the construction of the shaft diaphragm wall; According to the stratum survey parameters, the strata to be grooved are divided into soft strata, medium-hard to hard rock strata, and super-hard rock strata; Based on the construction procedures of rotary drilling rigs, grab bucket trenchers, double-wheel trenchers, and heavy hammer rock breaking machines in each classified stratum, and combined with the factors of equipment comprehensive maintenance downtime and accident downtime, a grooving work efficiency model is established; Using the grooving work efficiency model, the grooving operation time of the first sequence slot section and the second sequence slot section in each classified stratum is calculated respectively, and a preset grooving operation time adjustment coefficient is applied for correction to obtain the corrected grooving operation time; According to the number of devices that can be simultaneously put into construction, a simultaneous construction coefficient is determined, the corrected grooving operation time of the first sequence slot section and the grooving operation time of the second sequence slot section are converted according to the parallel construction mode, and the overall grooving period of the circular shaft diaphragm wall is output. In the establishment of the grooving work efficiency model, the penetration length of the first sequence slot section and the second sequence slot section in soft strata, medium-hard to hard rock strata, and super-hard rock strata is calculated according to the design parameters and the thickness of the classified strata, and the penetration length of each construction procedure in the corresponding classified stratum is converted into an initial calculation grooving operation time data set, combined with the work efficiency of rotary drilling rigs, grab bucket trenchers, double-wheel trenchers, and the single rock breaking thickness and corresponding construction time of the heavy hammer rock breaking machine. After obtaining the initial calculation grooving operation time data set, the initial calculation grooving operation time of each construction procedure of the first sequence slot section and the second sequence slot section in soft strata, medium-hard to hard rock strata, and super-hard rock strata is merged according to the stratum category, and the initial calculation grooving operation time of different construction procedures is first accumulated in the same stratum, and then the accumulated results of soft strata, medium-hard to hard rock strata, and super-hard rock strata are added to obtain the initial calculation grooving operation time of the corresponding sequence slot section. When determining the simultaneous construction coefficient, the number of rotary drilling rigs, grab bucket trenchers, double-wheel trenchers, and heavy hammer rock breaking machines that can be simultaneously arranged and put into operation around the circular shaft is counted, and the ratio of the counted number to the reference equipment number required for the construction of a single slot section is defined as the simultaneous construction coefficient.

2. The method of claim 1, wherein: The design parameters, stratum survey parameters, and the work efficiency and downtime and repair rate of the construction equipment required for the construction of the shaft diaphragm 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 super-hard rock strata, and the saturated uniaxial compressive strength Ra value; The obtained work efficiency and downtime and repair rate of the construction equipment include the work efficiency of rotary drilling rigs, the work efficiency of grab bucket trenchers, the work efficiency of double-wheel trenchers, the single rock breaking thickness and corresponding construction time of the heavy hammer rock breaking machine, the equipment comprehensive maintenance downtime rate, and the accident downtime rate in soft strata, medium-hard to hard rock strata, and super-hard rock strata.

3. The method of claim 2, wherein: The stratum to be grooving is divided into soft stratum, medium-hard-hard rock stratum and super-hard rock stratum, and the saturated uniaxial compressive strength Ra is taken as the classification basis, wherein the saturated uniaxial compressive strength Ra of the soft stratum is less than 30 MPa, the saturated uniaxial compressive strength Ra of the medium-hard-hard rock stratum is between 30 MPa and 90 MPa, and the saturated uniaxial compressive strength Ra of the super-hard rock stratum is greater than 90 MPa.

4. The method of claim 3, wherein: The initial grooving operation time is respectively introduced into the time correction coefficients corresponding to the equipment comprehensive maintenance downtime rate and the accident downtime rate, and the initial grooving operation time of the first sequence slot section and the second sequence slot section is respectively corrected to obtain the corrected grooving operation time considering the downtime factor.

5. The method of claim 4, wherein: The corrected grooving operation time is respectively introduced into the first sequence slot section grooving operation time adjustment coefficient and the second sequence slot section grooving operation time adjustment coefficient for correction to obtain the adjusted first sequence slot section grooving operation time and the adjusted second sequence slot section grooving operation time.

6. The method of claim 5, wherein: The first sequence slot section grooving operation time adjustment coefficient and the second sequence slot section grooving operation time adjustment coefficient are preset through field pilot test or similar engineering experience, and are corrected in real time according to the construction process.

7. The method of claim 6, wherein: The adjusted first sequence slot section grooving operation time and the adjusted second sequence slot section grooving operation time are converted according to the parallel construction mode by using the simultaneous construction coefficient to obtain the overall grooving period of the circular shaft underground continuous wall, and the overall grooving period is output as the grooving efficiency calculation result.

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