CN116906049A - Construction method for breaking large boulder of jacking pipe through mechanical splitting - Google Patents
Construction method for breaking large boulder of jacking pipe through mechanical splitting Download PDFInfo
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- CN116906049A CN116906049A CN202311155933.3A CN202311155933A CN116906049A CN 116906049 A CN116906049 A CN 116906049A CN 202311155933 A CN202311155933 A CN 202311155933A CN 116906049 A CN116906049 A CN 116906049A
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- 238000010276 construction Methods 0.000 title claims abstract description 108
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 59
- 238000009412 basement excavation Methods 0.000 claims abstract description 53
- 238000000034 method Methods 0.000 claims abstract description 53
- 239000002893 slag Substances 0.000 claims abstract description 12
- 238000004364 calculation method Methods 0.000 claims abstract description 11
- 238000004140 cleaning Methods 0.000 claims abstract description 8
- 230000004888 barrier function Effects 0.000 claims abstract description 6
- 239000002341 toxic gas Substances 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 67
- 239000010959 steel Substances 0.000 claims description 67
- 238000005553 drilling Methods 0.000 claims description 23
- 239000004567 concrete Substances 0.000 claims description 22
- 239000011083 cement mortar Substances 0.000 claims description 15
- 230000008569 process Effects 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 15
- 230000009189 diving Effects 0.000 claims description 12
- 238000003825 pressing Methods 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 11
- 239000003673 groundwater Substances 0.000 claims description 11
- 238000011049 filling Methods 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 7
- 238000002955 isolation Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000011068 loading method Methods 0.000 claims description 4
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 3
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 3
- 239000001110 calcium chloride Substances 0.000 claims description 3
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- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 239000000463 material Substances 0.000 abstract description 9
- 238000013461 design Methods 0.000 abstract description 7
- 230000008901 benefit Effects 0.000 abstract description 6
- 238000009933 burial Methods 0.000 abstract description 4
- 230000006872 improvement Effects 0.000 abstract description 2
- 239000011435 rock Substances 0.000 description 16
- 238000005422 blasting Methods 0.000 description 7
- 238000002360 preparation method Methods 0.000 description 6
- 230000005641 tunneling Effects 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 230000003068 static effect Effects 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
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- 230000001012 protector Effects 0.000 description 2
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/03—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/03—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws
- E21D1/06—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws with shaft-boring cutters
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Earth Drilling (AREA)
Abstract
The invention discloses a construction method for breaking out large boulders of a jacking pipe by mechanical splitting; digging a vertical shaft above an obstacle, then using a water mill drill and a splitting rod to break the obstacle from the top, and cleaning and transporting out obstacle slag from the vertical shaft; the construction method considers various construction factors including excavation depth calculation, borehole spacing calculation, wall protection materials and design, and treatment of toxic gas, large water inflow and other problems. The construction method is suitable for the working conditions that hard barriers such as micro-weathered large boulders and the like in jacking of urban jacking pipes prevent the jacking pipe machine head from continuously jacking forwards; the method is particularly suitable for breaking construction with limited obstacle breaking operation space, larger pipe jacking burial depth and large obstacle volume, and has obvious cost advantage and construction efficiency improvement.
Description
Technical Field
The invention relates to the technical field of engineering construction. In particular to a construction method for breaking out large boulders of jacking pipes by mechanical splitting.
Background
The treatment measures for the hard large-scale obstacle in the domestic current technical field mainly comprise: shaft excavation, drilling and clearing, slow roof grinding, cabin opening and clearing, sleeve pipe obstacle clearing, jacking and butting, drilling and blasting clearing, pipe jacking rollback and the like. The drilling technology is weak and complex in bottom layer, so that holes are easy to collapse; and the modes of drilling, blasting, rollback and the like can form higher cost and have larger influence on the surrounding environment such as the bottom layer and the like, thereby being unfavorable for civilized environment-friendly construction. These methods are generally applicable to cases where the depth of burial is shallow, or where the surrounding environment such as the ground and underground is single, and where the construction site is wide, and are not applicable to pipe jacking work areas with a depth of burial of 16m or more. Compared with the prior art, the method has the advantages that the construction is directly carried out by excavating the vertical shaft to the position of the underground obstacle, the effect is ideal, and the practicability is strong.
According to the technical scheme disclosed in the prior art, the technical scheme disclosed in the publication No. EP4047177A1 provides a device for continuously drilling and crushing rock, wherein continuous upper and lower guide rails are arranged on the surface of a target crushed object, and drilling equipment is arranged along the upper and lower guide rails so as to form regular cracks after the surface of the target crushed object is subjected to efficient continuous perforation operation; the technical scheme with the publication number of CN109958448A provides a rock breaking method for composite stratum pipe jacking construction, and the method comprises the steps of judging whether a pipe jacking construction tunneling surface is an anhydrous stratum or a water-containing stratum; when the tunneling surface of pipe jacking construction is an anhydrous stratum, rock breaking is carried out by adopting a static blasting method; static blasting holes perpendicular to the tunneling surface are adopted above 2/3 of the section position of the tunneling surface, and downward-inclined static blasting holes are adopted below 2/3 of the section position of the tunneling surface, so that the static blasting efficiency is improved; the solution of publication WO2017147563A1 proposes a cutting arrangement for splitting rock, whereby the rock is separated efficiently by arranging two cutting blades with a specific crossing angle.
The above solutions all propose various solutions for treating or separating rock, however, for the consideration of smaller operation space in the current urban underground engineering and reducing the influence on the surrounding environment in the process of breaking rock, further optimized solutions are required.
The foregoing discussion of the background art is intended to facilitate an understanding of the present invention only. This discussion is not an admission or admission that any of the material referred to was common general knowledge.
Disclosure of Invention
The invention aims to provide a construction method for breaking out large boulders of a jacking pipe by mechanical splitting; digging a vertical shaft above an obstacle, then using a water mill drill and a splitting rod to break the obstacle from the top, and cleaning and transporting out obstacle slag from the vertical shaft; the construction method considers various construction factors including excavation depth calculation, borehole spacing calculation, wall protection materials and design, and treatment of toxic gas, large water inflow and other problems. The construction method is suitable for the working conditions that hard barriers such as micro-weathered large boulders and the like in jacking of urban jacking pipes prevent the jacking pipe machine head from continuously jacking forwards; the method is particularly suitable for breaking construction with limited obstacle breaking operation space, larger pipe jacking burial depth and large obstacle volume, and has obvious cost advantage and construction efficiency improvement.
The invention adopts the following technical scheme: the construction method is suitable for underground engineering, and is used for treating the barrier when the large boulder or other hard barriers are blocked on the pushing route of the pipe jacking machinery; according to the construction method, a vertical shaft is excavated to reach the upper side of the obstacle, and after the obstacle is destroyed from the top of the obstacle through a water mill drill matched with a splitting rod, the broken slag of the obstacle is transported out of the vertical shaft so as to remove the hard obstacle; the construction method comprises the following steps of:
s100: preparing exploration before construction, and selecting a suitable construction position for measurement;
s200: positioning a shaft well position line, driving a positioning piece into the ground in the center of the shaft, and pouring a well ring locking port;
s300: excavating a vertical shaft in sections, wherein the daily excavation depth of each section is H, and cleaning slag in the vertical shaft in time in the excavation process; casting concrete to manufacture a retaining wall by using a steel mould on the day of each section of excavation; stopping constant-diameter excavation after the shaft excavation reaches the specified height of 2-3 meters above the obstacle, and performing slope excavation by adopting an inclined plane with the gradient ratio of 1:0.5 until the shaft excavation reaches the side elevation of the obstacle;
s400: drilling holes on the surface of the obstacle by adopting a water mill drill, and taking out the cylindrical core body which is drilled; placing the splitting rod into a formed hole, starting a hydraulic pump to enable the splitting rod to break obstacles, and finally cleaning broken residues after the obstacles are split; the splitting target is that the obstacle is broken until the pipe jacking machine head can pass through, so that the splitting can be finished;
the method for calculating the daily excavation depth H of each section comprises the following steps:
；
wherein epsilon is a safety coefficient and is determined according to municipal planning of a construction site;
d is the actual construction outer diameter of the vertical shaft, D ref For the outer diameter reference value, a plurality of fixed values set after being experimentally determined by a skilled person, and D/D is required ref ∈[0.5,2]The method comprises the steps of carrying out a first treatment on the surface of the Lambda is the scaling factor and lambda E [0.4,0.8]Selecting a specific numerical value according to the geological characteristics of a specific construction area by a related technician;
t is the expected construction time of the day, T ref The construction time is the standard daily construction time;
g () is a construction groundwater influence function, Q is the water inflow of the groundwater of the previous section, and m is the water head of the groundwater of the previous section;
preferably, the inner diameter of the vertical shaft is larger than the outer diameter of the pipe jacking machine head by more than 20 cm;
preferably, in step S300, when the excavation depth is less than 3 meters, performing earth excavation on the original ground using a large excavator; when the excavation depth is more than 3 meters, the mini excavator is lifted into the vertical shaft to perform earthwork excavation, and the truck crane is matched with the hopper to vertically transport slag so as to transport out of the vertical shaft;
preferably, in step S400, during the drilling of the surface of the obstacle, the pitch a of each hole is calculated by the following calculation formula:
；
wherein Ps is rated working pressure, k of the splitting rod 1 Setting a correction coefficient for the working pressure of the splitting rod according to the jack depth of the splitting rod through experimental data; k (k) st The obstacle type factor is set to a corresponding value according to the type of the obstacle; hd is the Mohs hardness, k of the obstacle 2 K is a safety factor for hardness non-uniformity 2 Setting corresponding numerical values based on the types of the obstacles through experimental data;
preferably, the retaining wall in the shaft is of the grade of C30 or above; the protection wall adopts an internal tooth type protection wall; the thickness of the upper edge of the retaining wall is 50+/-2 cm, and the thickness of the lower edge of the retaining wall is 40+/-2 cm; the overlap joint sections of the upper and lower retaining walls are 5-10 cm so as to ensure the supporting strength of the retaining walls;
moreover, the bottom of the steel mould adopted by the retaining wall is tightly contacted and pressed with the bottom soil layer excavated by each section; the configuration specification of the steel mould is as follows: the nominal diameter of the vertical steel bars is 12-18 mm, and the spacing is 100+/-10 mm; the diameter of the annular steel bar is 10-16 mm, and the interval is 100+/-10 mm;
preferably, the toxic gas detection is carried out in the whole process of shaft well formation; the inspection method is to use living poultry to cooperate with a gas detector;
preferably, during the shaft excavation process, if the water inflow in the shaft is larger than 90m 3/ h, and/or when the pressure-bearing water head of the diving layer is larger than 9m, sealing the diving layer by adopting a method of pressing and filling pebble rings with cement mortar, wherein the method comprises the following specific steps of:
e100: after the water in the well is drained by a water pump, completely excavating the diving surface along the periphery of the well wall, and excavating an annular groove outside the designed radius of the well wall;
e200: a thick pebble layer is laid at the bottom of the well, a steel plate ring with the thickness of 5mm and the height of 5-8 cm higher than the diving layer is arranged on the thick pebble layer, and the inner diameter of the steel plate ring is equal to the diameter of the pile; two grouting steel pipes are arranged on the pebble layer in the steel plate ring, wherein one steel pipe is used as a standby steel pipe when the other steel pipe is blocked; a steel plate is welded at the position where the grouting steel pipe is embedded into the concrete top cover, so that the grouting steel pipe is positioned and the pressed cement paste is prevented from flowing upwards along the pipe wall;
e300: pebbles are filled between the steel plate isolation ring and the well wall, and the clearance rate is required to be 40+/-2%;
e400: continuously filling a mud-filled gunny bag or a hay bag in the steel plate isolation ring, and requiring to be tightly packed so as to reduce gaps;
e500: pouring an underwater concrete top cover, wherein the concrete number is 75 or more;
e600: grouting: firstly filling gaps in a steel plate ring by introducing slurry through a slurry pressing pipe, then pressing pure cement slurry, and finally pressing cement mortar, wherein the weight ratio of the pure cement slurry to the cement mortar is 1:1, a step of; wherein, calcium chloride early strength agent is doped in the cement mortar; each grouting is controlled by a consistency, which is measured by a mortar fluidity tester and expressed in seconds; the mud consistency is 2-6 seconds, waterThe consistency of the slurry or the cement mortar is 2-10 seconds; mortar pump is adopted in the grouting machine, and the working pressure is 3-4 kg/cm 2 ；
E700: and (3) after the sealing is finished for 48 hours, pumping out water, if the water level does not rise, excavating the concrete top cover according to the well diameter requirement by using the pneumatic pick, lifting out mud, loading the gunny bag, removing the steel plate ring, and continuing to excavate the vertical shaft.
The beneficial effects obtained by the invention are as follows:
according to the construction method, the excavation shaft is utilized to directly reach the position above the weak weathering large boulder, so that the difficulty that the large boulder in front of pipe jacking construction breaks the insufficient construction space is reduced;
the construction method adopts a mechanical splitting method for construction, does not need emulsion explosive blasting construction, has good practicality and economy, and has high construction precision of breaking down boulders; the noise in the construction process is low, the construction equipment is light in weight, and the lifting is convenient in the well; the splitting operation is free of vibration, impact and dust, green and environment-friendly, and has small disturbance to surrounding stratum and environment;
the construction flexibility and transportation are convenient, and the efficiency is high; the process is simple to operate, and the working procedure is safe; the large-scale obstacles such as various rock hard stones and sundries can be overcome, the breaking is convenient, and the construction period is saved;
the equipment and manpower adopted in the construction system are both general requirements, and the time cost and the manpower cost required in actual preparation have better cost advantages than the traditional breaking scheme.
Drawings
The invention will be further understood from the following description taken in conjunction with the accompanying drawings. The components in the figures are not necessarily to scale, emphasis instead being placed upon illustrating the principles of the embodiments. Like reference numerals designate corresponding parts throughout the different views. Reference numerals illustrate:
10-ground; 20-pipe jacking machine head; 30-shaft; 40-obstacle; 50-well ring locking; 62-ring-shaped steel bars; 64-vertical steel bars; 72-reinforcing steel bar meshes; 74-rail steel pipes;
FIG. 1 is a schematic diagram of the steps of the construction method of the present invention;
FIG. 2 is a schematic view of a shaft position of a construction method according to an embodiment of the present invention;
FIG. 3 is a schematic view of a steel mold according to an embodiment of the invention;
fig. 4 is a schematic diagram of a method for implementing safety protection of a wellhead according to an embodiment of the present invention.
Detailed Description
In order to make the technical scheme and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the following examples thereof; it should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. Other systems, methods, and/or features of the present embodiments will be or become apparent to one with skill in the art upon examination of the following detailed description. It is intended that all such additional systems, methods, features and advantages be included within this description. Included within the scope of the invention and protected by the accompanying claims. Additional features of the disclosed embodiments are described in, and will be apparent from, the following detailed description.
The same or similar reference numbers in the drawings of embodiments of the invention correspond to the same or similar components; in the description of the present invention, it should be understood that, if any, the terms "upper," "lower," "left," "right," and the like indicate an orientation or a positional relationship based on the orientation or the positional relationship shown in the drawings, this is for convenience of description and simplification of the description, and does not indicate or imply that the apparatus or component to be referred to must have a specific orientation. The terms describing the positional relationship in the drawings are merely for illustrative purposes and are not to be construed as limiting the present patent, and specific meanings of the terms are understood by those of ordinary skill in the art according to specific circumstances.
Embodiment one: an exemplary description is given of a construction method for breaking out large boulders of a pipe-jacking machine by mechanical splitting, which is suitable for underground engineering, and is used for treating the obstacles when the large boulders or other hard obstacles are blocked on the pushing route of the pipe-jacking machine; according to the construction method, a vertical shaft is excavated to reach the upper side of the obstacle, and after the obstacle is destroyed from the top of the obstacle through a water mill drill matched with a splitting rod, the broken slag of the obstacle is transported out of the vertical shaft so as to remove the hard obstacle;
as shown in fig. 1, the vertical shaft adopts sectional excavation and well wall support is simultaneously made, and the construction method comprises the following steps:
s100: preparing exploration before construction, and selecting a suitable construction position for measurement;
s200: positioning a shaft well position line, driving a positioning piece into the ground in the center of the shaft, and pouring a well ring locking port;
s300: excavating a vertical shaft in sections, wherein the daily excavation depth of each section is H, and cleaning slag in the vertical shaft in time in the excavation process; casting concrete to manufacture a retaining wall by using a steel mould on the day of each section of excavation; stopping constant-diameter excavation after the shaft excavation reaches the specified height of 2-3 meters above the obstacle, and performing slope excavation by adopting an inclined plane with the gradient ratio of 1:0.5 until the shaft excavation reaches the side elevation of the obstacle;
s400: drilling holes on the surface of the obstacle by adopting a water mill drill, and taking out the cylindrical core body which is drilled; placing the splitting rod into a formed hole, starting a hydraulic pump to enable the splitting rod to break obstacles, and finally cleaning broken residues after the obstacles are split; the splitting target is that the obstacle is broken until the pipe jacking machine head can pass through, so that the splitting can be finished;
the method for calculating the daily excavation depth H of each section comprises the following steps:
；
wherein epsilon is a safety coefficient and is determined according to municipal planning of a construction site;
d is the actual construction outer diameter of the vertical shaft, D ref For the outer diameter reference value, a plurality of fixed values set after being experimentally determined by a skilled person, and D/D is required ref ∈[0.5,2]The method comprises the steps of carrying out a first treatment on the surface of the Lambda is the scaling factor and lambda E [0.4,0.8]Selecting a specific numerical value according to the geological characteristics of a specific construction area by a related technician;
illustratively, the value of λ is specifically set according to the geological characteristics of the area to be constructed, such as rock, gravel, soil, and clay;
illustratively D ref A reference value of lambda corresponding to each outer diameter reference value may be set after theoretical excavation progress of construction outer diameters with reference values of 2m, 4m, 6m, 8m is experimentally determined;
t is the expected construction time of the day, T ref The construction time is the standard daily construction time;
based on the setting of the calculation formula, in some embodiments, for example, when D of the shaft ref The value is 480cm, and when a larger implementation construction diameter is required, a smaller H value is correspondingly generated;
on the other hand, the allowable construction time also affects the daily excavatable depth; t (T) ref The value of (2) may be set to 8 to 10 hours in general, however, the actual construction time may be more or more depending on the actual construction environment, and thus a longer construction time may allow setting of a target value of a larger daily excavation depth H;
g () is an underground water influence function, Q is the water inflow amount of the underground water of the upper section, m is the water head of the underground water of the upper section, and the influence degree of the underground water of the lower section on shaft construction is predicted through the numerical values of Q and m; such as large water inflow and head, it is necessary to slow down the construction speed to make the reinforcement of the side wall and prevent collapse, and thus it is necessary to reduce the recommended daily excavation depth; relatively, the daily excavation depth can be slightly increased by the smaller water inflow and water head;
wherein G () can be analyzed by a combination of one or more of the following methods, a specific data model is built by the relevant technician:
the water balance method is used for establishing a groundwater balance equation by researching the interrelation between the runoff drainage and the source sink of groundwater supply in a certain region in a certain period;
the analytic method is used for solving the problem of groundwater movement established under certain initial conditions and certain boundary conditions according to the principle of groundwater dynamics; predicting the water inflow of the vertical shaft by utilizing analysis; the stable flow can be solved by using a cloth-solving formula under the condition of known water level drop depth, and the unstable flow is solved by using a Tess formula, so that the current large well method is the most commonly used analysis method;
the hydrogeological simulation method is used for approximately predicting the water inflow of a vertical shaft through a similar comparison relation according to the water inflow of the mine obtained by known hydrogeological parameters;
the regression analysis method is used for analyzing each influence factor of the data of multi-point observation of the underground geology nearby the construction, and extracting main factors to obtain the internal interrelationship, namely a correlation coefficient; predicting the change rule of water inflow at the position of the vertical shaft by using the correlation coefficient; and various dynamic factors need to be considered to influence the correlation coefficient, so that the prediction accuracy is influenced, such as the diameter of a vertical shaft, atmospheric rainfall, the water level of an aquifer, the water level drop depth and the like;
according to the gray system method, random and discrete time series data in vertical shaft exploitation are dynamically processed by utilizing a GM (1, 1) prediction model which is most commonly used in a gray theory through a differential fitting method, and rules are found in data which are seemingly disordered by applying accumulation or accumulation and subtraction dynamic processing in the processing process;
and preferably, the daily excavation depth H may be rounded down in numerical intervals of every 20cm or every 30cm to facilitate calculation;
preferably, the inner diameter of the vertical shaft is larger than the outer diameter of the pipe jacking machine head by more than 20 cm;
preferably, in step S300, when the excavation depth is less than 3 meters, performing earth excavation on the original ground using a large excavator; when the excavation depth is more than 3 meters, the mini excavator is lifted into the vertical shaft to perform earthwork excavation, and the truck crane is matched with the hopper to vertically transport slag so as to transport out of the vertical shaft;
preferably, in step S400, during the drilling of the surface of the obstacle, the pitch a of each hole is calculated by the following calculation formula:
；
wherein Ps is rated working pressure, k of the splitting rod 1 Setting experimental data according to the jack depth of the splitting rod for the correction coefficient of the working pressure of the splitting rod；k st The obstacle type factor is set to a corresponding value according to the type of the obstacle; hd is the Mohs hardness, k of the obstacle 2 K is a safety factor for hardness non-uniformity 2 Setting corresponding numerical values based on the types of the obstacles through experimental data;
and preferably, the pitch a of each hole may be rounded down at a numerical pitch of every 5cm to facilitate calculation;
preferably, the vertical shaft is arranged as shown in fig. 2, and the retaining wall in the vertical shaft adopts a grade of C30 or more; the protection wall adopts an internal tooth type protection wall; the thickness of the upper edge of the retaining wall is 50+/-2 cm, and the thickness of the lower edge of the retaining wall is 40+/-2 cm; the overlap joint sections of the upper and lower retaining walls are 5-10 cm so as to ensure the supporting strength of the retaining walls;
moreover, the bottom of the steel mould adopted by the retaining wall is tightly contacted and pressed with the bottom soil layer excavated by each section; the configuration specification of the steel mould is as follows: the nominal diameter of the vertical steel bars is 12-18 mm, and the spacing is 100+/-10 mm; the diameter of the annular steel bar is 10-16 mm, and the interval is 100+/-10 mm; as shown in fig. 3;
preferably, the toxic gas detection is carried out in the whole process of shaft excavation; the inspection method is to use living poultry to cooperate with a gas detector;
preferably, during the shaft excavation process, if the water inflow in the shaft is larger than 90m 3/ h, and/or when the pressure-bearing water head of the diving layer is larger than 9m, sealing the diving layer by adopting a method of pressing and filling pebble rings with cement mortar, wherein the method comprises the following specific steps of:
e100: after the water in the well is drained by a water pump, completely excavating the diving surface along the periphery of the well wall, and excavating an annular groove outside the designed radius of the well wall;
e200: a thick pebble layer is laid at the bottom of the well, a steel plate ring with the thickness of 5mm and the height of 5-8 cm higher than the diving layer is arranged on the thick pebble layer, and the inner diameter of the steel plate ring is equal to the diameter of the pile; two grouting steel pipes are arranged on the pebble layer in the steel plate ring, wherein one steel pipe is used as a standby steel pipe when the other steel pipe is blocked; a steel plate is welded at the position where the grouting steel pipe is embedded into the concrete top cover, so that the grouting steel pipe is positioned and the pressed cement paste is prevented from flowing upwards along the pipe wall;
e300: pebbles are filled between the steel plate isolation ring and the well wall, and the clearance rate is required to be 40+/-2%;
e400: continuously filling a mud-filled gunny bag or a hay bag in the steel plate isolation ring, and requiring to be tightly packed so as to reduce gaps;
e500: pouring an underwater concrete top cover, wherein the concrete number is 75 or more;
e600: grouting: firstly filling gaps in a steel plate ring by introducing slurry through a slurry pressing pipe, then pressing pure cement slurry, and finally pressing cement mortar, wherein the weight ratio of the pure cement slurry to the cement mortar is 1:1, a step of; wherein, calcium chloride early strength agent is doped in the cement mortar; each grouting is controlled by a consistency, which is measured by a mortar fluidity tester and expressed in seconds; the slurry consistency is required to be 2-6 seconds, and the cement paste or cement mortar consistency is 2-10 seconds; mortar pump is adopted in the grouting machine, and the working pressure is 3-4 kg/cm 2 ；
E700: and (3) after the sealing is finished for 48 hours, pumping out water, if the water level does not rise, excavating the concrete top cover according to the well diameter requirement by using the pneumatic pick, lifting out mud, loading the gunny bag, removing the steel plate ring, and continuing to excavate the vertical shaft.
Embodiment two: this embodiment should be understood to include at least all of the features of any one of the preceding embodiments, and be further modified based thereon;
in a preferred embodiment, the preparation before construction of step S100 comprises the following sub-steps:
investigation data such as the construction site environment, the underground pipelines (high-voltage lines, pipelines and cables), underground structures, dangerous buildings, the actual geological conditions, the partial differences in design and the like in the adjacent areas are subjected to check and confirmation preparation work in advance, so that the on-site shaft excavation construction is not influenced;
preparing engineering geological data: before construction, necessary researches are carried out on geological conditions of engineering, especially on solid characteristics, hard rocks possibly meeting during the soil digging process are broken by a rock breaking head to be transported out of a well, so that the verticality of a vertical shaft is ensured;
material preparation: the concrete mixing proportion is designed, and through verification and approval, a concrete mixing station is calibrated, various materials are checked and accepted, and various mechanical equipment can be normally used; test personnel are equipped on the construction site of the vertical shaft, and site slump test is required before concrete is poured after the vertical shaft is excavated;
preparing materials such as steel materials according to the related content of the construction design drawing, ensuring that the material materials are supplied according to the use plan, and meeting the construction requirement; the construction site is leveled before construction is started, temporary facilities used for construction are ready, particularly construction channels are kept smooth, and slope dangerous stones and floating soil are removed; necessary protection is needed to be added when the slope surface has signs of cracks or collapse, and a soft soil layer is shoveled and compacted;
digging drainage ditches around the wellhead, and draining surface water in time; building a wellhead awning to ensure smooth operation;
(4) Personnel preparation: before shaft excavation, carrying out comprehensive technology, operation and safe bottoming on constructors, and ensuring construction quality and personal safety;
(5) Preparing mechanical equipment: after mechanical equipment enters the field, debugging, maintenance and maintenance are immediately carried out to ensure that the equipment runs normally;
(6) Measurement preparation: checking all technical data of the drawing, and performing construction lofting on the shaft foundation position and the pile protection position according to the retested lead points and the retested level point achievements after determining that the technical data are correct; setting up a pier cross line, determining the accurate position of a vertical shaft, setting up a pile protector, and checking frequently; measuring the ground elevation of the vertical shaft, and calculating the excavation depth; the measuring instrument is provided with 1 total station and 2 levels;
in more embodiments, the water mill drilling construction method mainly adopts a concrete coring machine with the diameter of 15cm to take out a cylindrical rock core with the height of about 60cm so as to form a peripheral free surface; the construction steps are as follows:
installing a core drilling machine, firstly delivering water, then delivering power, starting a drilling machine, slowly pressurizing and drilling, slowly taking out the drilling bit after drilling for about 60cm, stopping drilling, stopping delivering water, driving a steel wedge into a drilling seam, breaking the core, and taking out the core by a lower iron wire sleeve ring; thereafter moving the machine to the next position and installing the drill;
because the hole wall is zigzag after the water mill drills the core, in order to knock off rock saw teeth which occupy the space of the pipe jacking machine head, the machine head position is measured in the well through the locking port pile protector, and the bottom deviation condition is checked and timely corrected;
if water leaks in the construction process, a water pump is used for draining water, so that personnel can normally operate; when the tool is stopped at night, the tool is lifted to be above the water surface, so that the tool is prevented from soaking in water; if broken rock stratum or crack appears, wall protection treatment is needed;
further, after the free surface is dug around the obstacle, in an exemplary embodiment, performing mechanical breaking operation of the splitting rod on the top surface of the boulder by calculating the drilling interval to be 50 cm; firstly, placing a splitting rod on the surface of a large boulder for drilling, wherein the drilling position is 50cm away from the free surface, the distance between holes is 50cm, and the depth of the holes is 10cm below the bottom of a pipe jacking machine head; loading the splitting rod into a drill hole, starting a hydraulic pump until broken stones are cleaned by the top split rock, and transporting out of the well; and then the outline of the machine head is dug by an iron pick, and the rock is chiseled.
Embodiment III: this embodiment should be understood to include at least all of the features of any one of the preceding embodiments, and be further modified based thereon;
in an exemplary embodiment, in step S200, the step of performing measurement lofting on the shaft includes:
(1) Directly lofting to the center of each shaft by using a total station; manually ascertaining whether a pipeline is buried underground, and if the pile position collides with the pipeline, researching an avoidance scheme after report design and supervision;
(2) Before excavation, a construction platform is excavated mechanically or manually according to the size of the excavation platform, and then the accurate position of a vertical shaft is determined by adopting a total station to perform locking construction and platform hardening;
(3) Well position lofting: laying a construction measurement control network, checking, and measuring a pile position axis grid control network and an elevation datum point according to a design drawing; when lofting, driving a wood pile or a drill rod with the length of 300-500mm into the center of the underground calibration vertical shaft, wherein the exposure height is 50-80 mm, and the center deviation cannot be greater than 50mm;
(4) And (3) locking construction: pouring a well ring locking port before well digging; the well ring locking port is poured by C30 concrete, and embedded dowel bars are connected with the first ring of retaining wall concrete; the wall thickness of the well ring is set to be 40cm, and the top surface is higher than the construction base surface by more than 30 cm; a pile position cross control point is arranged at the upper opening of the first well ring, and the deviation between the central line of the well ring and the design axis cannot be more than 10mm;
(5) Cover plate and guardrail protection are arranged at the wellhead: the cover plate is formed by welding reinforcing steel bars with the diameter of phi 22mm, the guardrails are erected by steel pipes with the diameter of phi 48 multiplied by 3.5mm, and red and white paint is brushed; a dense mesh net is hung between the transverse railings; hanging a safety mark and a forbidden mark on the elevation guard rail; the protection schematic diagram is shown in figure 4; a passive protective baffle is arranged below a slope near a wellhead, and a slag hoist, a lifting hook, a steel wire rope and an electric hoist are kept to be checked at any time; when the well digging operation is stopped, the well mouth is covered by a cover, the cover uses steel bars to weld the steel bar net, and the longitudinal and transverse spacing is 20cm.
While the invention has been described above with reference to various embodiments, it should be understood that many changes and modifications can be made without departing from the scope of the invention. That is, the methods, systems and devices discussed above are examples. Various configurations may omit, replace, or add various procedures or components as appropriate. For example, in alternative configurations, the methods may be performed in a different order than described, and/or various components may be added, omitted, and/or combined. Moreover, features described with respect to certain configurations may be combined in various other configurations, such as different aspects and elements of the configurations may be combined in a similar manner. Furthermore, as the technology evolves, elements therein may be updated, i.e., many of the elements are examples, and do not limit the scope of the disclosure or the claims.
Specific details are given in the description to provide a thorough understanding of exemplary configurations involving implementations. However, configurations may be practiced without these specific details, e.g., well-known circuits, processes, algorithms, structures, and techniques have been shown without unnecessary detail in order to avoid obscuring configurations. This description provides only an example configuration and does not limit the scope, applicability, or configuration of the claims. Rather, the foregoing description of the configuration will provide those skilled in the art with an enabling description for implementing the described techniques. Various changes may be made in the function and arrangement of elements without departing from the spirit or scope of the disclosure.
It is intended that the foregoing detailed description be regarded as illustrative rather than limiting, and that it be understood that it is intended that it be regarded as illustrative rather than limiting. Various changes and modifications to the present invention may be made by one skilled in the art after reading the teachings herein, and such equivalent changes and modifications are intended to fall within the scope of the invention as defined in the appended claims.
Claims (7)
1. The construction method is suitable for underground engineering, and is used for treating the barrier when the large boulder or other hard barriers exist on the push route of the pipe jacking machinery; according to the construction method, a vertical shaft is excavated to reach the upper side of the obstacle, and after the obstacle is destroyed from the top of the obstacle through a water mill drill matched with a splitting rod, the broken slag of the obstacle is transported out of the vertical shaft so as to remove the hard obstacle; the construction method comprises the following steps of:
s100: preparing exploration before construction, and selecting a suitable construction position for measurement;
s200: positioning a shaft well position line, driving a positioning piece into the ground in the center of the shaft, and pouring a well ring locking port;
s300: excavating a vertical shaft in sections, calculating a recommended value with the daily excavation depth of H of each section, and cleaning slag in the vertical shaft in time in the excavation process; casting concrete to manufacture a retaining wall by using a steel mould on the day of each section of excavation; stopping constant-diameter excavation after the shaft excavation reaches the specified height of 2-3 meters above the obstacle, and starting slope excavation by adopting an inclined plane with the gradient ratio of 1:0.5 until the side elevation of the obstacle;
s400: drilling holes on the surface of the obstacle by adopting a water mill drill, and taking out the cylindrical core body which is drilled; placing the splitting rod into a formed hole, starting a hydraulic pump to enable the splitting rod to break obstacles, and finally cleaning broken residues after the obstacles are split; the splitting target is that the obstacle is broken until the pipe jacking machine head can pass through, so that the splitting can be finished;
the calculation method of the recommended numerical value of the daily excavation depth H of each section comprises the following steps:
；
wherein epsilon is a safety coefficient and is determined according to municipal planning of a construction site;
d is the actual construction outer diameter of the vertical shaft, D ref For the outer diameter reference value, a plurality of fixed values set after being experimentally determined by a skilled person, and D/D is required ref ∈[0.5,2]The method comprises the steps of carrying out a first treatment on the surface of the Lambda is the scaling factor and lambda E [0.4,0.8]Selecting a specific numerical value according to the geological characteristics of a specific construction area by a related technician;
t is the expected construction time of the day, T ref The construction time is the standard daily construction time;
g () is a construction groundwater prediction function, Q is the water inflow of the groundwater of the previous section, m is the water head of the groundwater of the previous section, and the influence degree of the groundwater of the next section on shaft construction is predicted through the values of Q and m.
2. The construction method according to claim 1, wherein the inner diameter of the shaft is 20cm or more larger than the outer diameter of the pipe jacking head.
3. The construction method according to claim 2, wherein in step S300, when the excavation depth is less than 3 meters, the earth is excavated on the original ground by using a large excavator; when the excavation depth is greater than 3 meters, the mini excavator is lifted into the vertical shaft to perform earthwork excavation, and the truck crane is matched with the hopper to vertically transport slag so as to transport out of the vertical shaft.
4. A construction method according to claim 3, wherein in step S400, the pitch a of each hole is calculated by the following calculation formula during the drilling of the surface of the obstacle:
；
wherein Ps is rated working pressure, k of the splitting rod 1 Setting a correction coefficient for the working pressure of the splitting rod according to the jack depth of the splitting rod through experimental data; k (k) st The obstacle type factor is set to a corresponding value according to the type of the obstacle; hd is the Mohs hardness, k of the obstacle 2 K is a safety factor for hardness non-uniformity 2 Corresponding values are set based on the type of obstacle by experimental data.
5. The construction method according to claim 4, wherein the retaining wall in the shaft is of a grade of concrete grade C30 or more; the protection wall adopts an internal tooth type protection wall; the thickness of the upper edge of the retaining wall is 50+/-2 cm, and the thickness of the lower edge of the retaining wall is 40+/-2 cm; the overlap joint sections of the upper and lower retaining walls are 5-10 cm so as to ensure the supporting strength of the retaining walls;
moreover, the bottom of the steel mould adopted by the retaining wall is tightly contacted and pressed with the bottom soil layer excavated by each section; the configuration specification of the steel mould is as follows: the nominal diameter of the vertical steel bars is 12-18 mm, and the spacing is 100+/-10 mm; the diameter of the annular steel bars is 10-16 mm, and the spacing is 100+/-10 mm.
6. The construction method according to claim 5, wherein the toxic gas detection is performed in the whole process of shaft formation; the inspection method is to use living poultry in combination with a gas detector.
7. The construction method according to claim 6, wherein, during the shaft excavation, if the water inflow in the shaft is greater than 90m 3/ h, and/or when the pressure-bearing water head of the diving layer is larger than 9m, sealing the diving layer by adopting a method of pressing and filling pebble rings with cement mortar, wherein the method comprises the following specific steps of:
e100: after the water in the well is drained by a water pump, completely excavating the diving surface along the periphery of the well wall, and excavating an annular groove outside the designed radius of the well wall;
e200: a thick pebble layer is laid at the bottom of the well, a steel plate ring with the thickness of 5mm and the height of 5-8 cm higher than the diving layer is arranged on the thick pebble layer, and the inner diameter of the steel plate ring is equal to the diameter of the pile; two grouting steel pipes are arranged on the pebble layer in the steel plate ring, wherein one steel pipe is used as a standby steel pipe when the other steel pipe is blocked; a steel plate is welded at the position where the grouting steel pipe is embedded into the concrete top cover, so that the grouting steel pipe is positioned and the pressed cement paste is prevented from flowing upwards along the pipe wall;
e300: pebbles are filled between the steel plate isolation ring and the well wall, and the clearance rate is required to be 40+/-2%;
e400: continuously filling a mud-filled gunny bag or a hay bag in the steel plate isolation ring, and requiring to be tightly packed so as to reduce gaps;
e500: pouring an underwater concrete top cover, wherein the concrete number is 75 or more;
e600: grouting: firstly filling gaps in a steel plate ring by introducing slurry through a slurry pressing pipe, then pressing pure cement slurry, and finally pressing cement mortar, wherein the weight ratio of the pure cement slurry to the cement mortar is 1:1, a step of; wherein, calcium chloride early strength agent is doped in the cement mortar; each grouting is controlled by a consistency, which is measured by a mortar fluidity tester and expressed in seconds; the slurry consistency is required to be 2-6 seconds, and the cement paste or cement mortar consistency is 2-10 seconds; mortar pump is adopted in the grouting machine, and the working pressure is 3-4 kg/cm 2 ；
E700: and (3) after the sealing is finished for 48 hours, pumping out water, if the water level does not rise, excavating the concrete top cover according to the well diameter requirement by using the pneumatic pick, lifting out mud, loading the gunny bag, removing the steel plate ring, and continuing to excavate the vertical shaft.
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| CN104315251A (en) * | 2014-09-25 | 2015-01-28 | 济南城建集团有限公司 | Manual pipe jacking construction method for earth and rock combined geological conditions |
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| JP2015113683A (en) * | 2013-12-13 | 2015-06-22 | 株式会社高知丸高 | Obstruction ground pile driving device and method for driving steel pipe pile into obstruction ground |
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| CN107269288A (en) * | 2017-08-11 | 2017-10-20 | 曹丽召 | The non-explosion water mill of hard stone section push pipe bores two-way drilling construction method |
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