CN112962581B - Construction method of ultra-deep underground continuous wall structure in sea-filling inclined rock area - Google Patents
Construction method of ultra-deep underground continuous wall structure in sea-filling inclined rock area Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/02—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
- E02F5/08—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches with digging wheels turning round an axis
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/02—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
- E02F5/14—Component parts for trench excavators, e.g. indicating devices travelling gear chassis, supports, skids
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Abstract
A construction method of an ultra-deep underground diaphragm wall structure in a sea-filling inclined rock area is characterized in that a soil layer part is constructed by adopting a double-wheel groove milling machine, grooves are milled to a rock layer, a rotary excavator is adopted to lead a hole to a designed elevation after the inclined rock part is milled to be flat, and then the double-wheel groove milling machine is adopted to mill to the designed elevation. After the groove forming construction of the diaphragm wall structure, two adjacent groove sections of the underground diaphragm wall adopt a milling construction process, two adjacent I-shaped underground diaphragm walls are constructed firstly, and after the construction of the two adjacent I-shaped underground diaphragm walls is completed, a II-shaped underground diaphragm wall between the two I-shaped underground diaphragm walls is constructed. According to the method, the rotary drilling machine is inserted in advance to perform hole leading construction to be cracked, the rotary drilling rig assists in leading the hole to destroy a rock mass to a certain extent, and the slot milling machine is used for hole repairing, so that the working load of hydraulic milling can be greatly reduced, the equipment abrasion and the failure rate are reduced, the double-wheel milling construction efficiency is greatly increased, and the grooving efficiency is effectively improved.
Description
Technical Field
The invention belongs to the field of underground diaphragm wall construction, and particularly relates to an ultra-deep underground diaphragm wall structure in a sea-filling inclined rock area and a construction method thereof.
Background
The geological conditions of the sea-filling inclined rock area are complex, and the selection of mechanical equipment, the construction of reasonably arranging drainage sections and the like are difficult points of field construction and key problems which need to be considered. For example, when the rock depth of the underground continuous wall reaches 15 meters to 30 meters, more inclined rocks and the maximum rock strength reaches 140Mpa, the following problems can occur when the ultra-deep underground continuous wall structure is constructed in the region: 1. construction difficulty: the construction method has the advantages that no construction sample which can be referred to under similar conditions exists in the prior art, the soil and rock stratum structures are complex, the rock strength is high, the rock penetration depth is deep, the requirement on the perpendicularity of the groove forming of the diaphragm wall is high, the groove forming difficulty is large, and the construction accuracy is difficult to control; 2. the construction period is limited, and the working conditions are complicated and changeable.
Disclosure of Invention
The invention aims to provide a construction method of an ultra-deep underground continuous wall structure in a sea-filling inclined rock area, and aims to solve the technical problems that the ultra-deep underground continuous wall structure in the sea-filling inclined rock area is complex in soil and hard rock structure, the grooving efficiency and verticality of the underground continuous wall are difficult to control, and the construction cost and period are difficult to control.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of an ultra-deep underground continuous wall structure in a sea reclamation sloping rock area comprises an upper soil layer and a lower sloping rock layer from the ground to the bottom of a base layer to be excavated in the sea reclamation sloping rock area, the ultra-deep underground continuous wall structure comprises a group of I-type underground continuous wall areas and II-type underground continuous wall areas which are alternately arranged and mutually connected,
the I-type underground continuous wall area comprises an I-type groove section and an I-type underground diaphragm wall body constructed in the I-type groove section, the II-type underground continuous wall area comprises an II-type groove section and an II-type underground diaphragm wall body constructed in the II-type groove section, a sleeve milling section is arranged at the joint of the I-type underground diaphragm wall body and the II-type underground diaphragm wall body,
the construction method comprises the following specific steps:
step one, designing a width and a section according to the whole length of the ultra-deep underground diaphragm wall structure and the designed groove width of a groove section and combining the length of a double-wheel groove milling machine; designing I type underground continuous wall areas and II type underground continuous wall areas which are alternately distributed;
step two, based on the geological condition of the base layer to be excavated, drawing up the mixing proportion of the slurry retaining wall and determining an additive through a test; determining the position of a guide wall according to the position of the surface to be excavated of the foundation pit and ensuring that the clearance of the guide wall meets the normal downward movement of the double-wheel slot milling machine;
thirdly, leveling the site, excavating a guide wall groove by using an excavator after measuring and positioning, binding guide wall reinforcing steel bars and pouring concrete; processing a reinforcement cage of the underground continuous wall structure, wherein the reinforcement cage comprises an I-shaped reinforcement cage and a II-shaped reinforcement cage;
step four, adopting a double-wheel groove milling machine to perform groove forming construction on a soil layer from the ground to the bottom in the I-shaped groove section, after the soil layer construction is finished, continuing to adopt the double-wheel groove milling machine to perform groove forming construction on an inclined rock layer in the groove section, using the double-wheel groove milling machine to mill the surface layer part of the inclined rock layer in the groove section, wherein a rock plane formed after the milling is a horizontal plane where the lowest point of the initial state of the inclined rock layer in the groove section is located;
fifthly, adopting a rotary excavator to lead the hole to the designed bottom surface of the I-shaped groove section from the rock plane formed in the fourth step to the inclined rock stratum pre-splitting downwards;
step six, milling the inclined rock stratum subjected to hole guiding in the step five to the designed bottom surface of the I-shaped groove section by using a double-wheel groove milling machine, finishing the groove forming of the I-shaped groove section, and performing construction and mud wall protection in the whole groove forming process of the I-shaped groove section;
hoisting the I-shaped reinforcement cage into the I-shaped groove section, then installing a concrete guide pipe, and pouring I-shaped concrete to form an I-shaped diaphragm wall body;
step eight, repeating the step four to the step seven, and constructing a second I-shaped underground continuous wall area adjacent to the first I-shaped underground continuous wall area;
step nine, adopting a milling construction process at the milling section position between the I-type underground continuous wall bodies in the two I-type underground continuous wall areas, firstly performing grooving construction on a soil layer from the ground to the bottom in the II-type groove section in the II-type underground continuous wall area by adopting a double-wheel groove milling machine, then continuously performing grooving construction on an inclined rock layer in the groove section by adopting the double-wheel groove milling machine after the soil layer construction is finished, flattening the surface layer part of the inclined rock layer in the groove section by adopting the double-wheel groove milling machine, and forming a rock plane after flattening, wherein the rock plane is the horizontal plane of the lowest point position of the initial state of the inclined rock layer in the groove section;
step ten, adopting a rotary excavator to lead the hole to the designed bottom surface of the II-type groove section from the rock plane formed in the step nine to the inclined rock stratum pre-splitting guide hole downwards;
step eleven, milling the inclined rock stratum after the hole leading in the step ten to the designed bottom surface of the II-shaped groove section by adopting a double-wheel slot milling machine; wherein, the slurry wall protection is carried out while the construction is carried out in the whole process of forming the groove in the II-type groove section; cleaning the adjacent groove walls of the I-shaped groove section and the II-shaped groove section by using a wall brushing device, and finishing the groove forming of the II-shaped groove section;
step twelve, hoisting the II-type reinforcement cage into the II-type groove section, then installing a concrete guide pipe, and pouring II-type concrete to form a II-type diaphragm wall body;
and thirteen, continuously repeating the step eight to the step twelve until the construction is finished.
The steel reinforcement cage of underground continuous wall structure is whole width processing at steel reinforcement cage prefabrication field, is accomplished steel reinforcement cage by a 400t crawler crane, is assisted by 260t crawler crane and lifts by crane the transportation and transfers the construction.
In the third step, the guide wall support adopts at least one plain concrete support in the height direction, and then the guide wall groove is backfilled with backfill soil; marking the serial number of the groove section on the top surface of the guide wall by red paint, and simultaneously measuring the elevation of each wall top and marking the elevation on a construction drawing; before forming the groove, re-testing work is done, and the distance, the integral displacement and the settlement of the guide wall are recorded;
and in the fifth step and the tenth step, when the pre-splitting hole leading construction is carried out on the inclined rock stratum by adopting a rotary drilling machine, detecting and observing the deflection condition of the drill hole in real time, and timely backfilling and repairing the hole when the deflection is found.
In the fourth step, the groove section is divided in the I-shaped groove section according to three-cutter grooving, when a double-wheel groove milling machine is adopted to perform milling grooving construction on an inclined rock stratum, the first cutter section and the second cutter section are respectively positioned at two sides of the groove section, the third cutter section is the middle of the groove section, and construction is performed according to the sequence of the first cutter section, the second cutter section and the third cutter section during construction.
In the fifth step, the I-shaped groove section continues to be divided and constructed according to the three-cutter grooving in the fourth step, and when a rotary drilling machine is adopted to pre-crack a pilot hole of an inclined rock stratum, the pilot hole construction is only carried out on the first cutter section and the second cutter section;
in the fifth step, the number of the guide holes of the I-shaped groove section is four.
In the sixth step, the construction of dividing the groove in the I-shaped groove section is continued according to the three-cutter groove forming in the fourth step, when the inclined rock stratum subjected to hole guiding is milled to the designed bottom surface of the I-shaped groove section by adopting a double-wheel groove milling machine, the construction is carried out according to the sequence of the first cutter section, the second cutter section and the third cutter section, the I-shaped groove section is detected by adopting ultrasonic waves, and each cutter is detected once.
When a double-wheel slot milling machine is adopted to perform milling and grooving construction on the inclined rock stratum in the ninth step and when the double-wheel slot milling machine is adopted to mill the inclined rock stratum after hole guiding to the designed bottom surface of the II-type slot section in the eleventh step, grooving construction is performed in the II-type slot section according to one step;
in the step ten, the number of the lead holes of the II-type groove section is two.
The length of the I-shaped diaphragm wall body is 6600mm-6700mm; the width of the I-shaped underground diaphragm wall body is 1500mm, the depth of the I-shaped underground diaphragm wall body is 53m-61m, and the grooving widths of the first cutting section, the second cutting section and the third cutting section are 2800mm.
The length of the II-type underground diaphragm wall body is 2800mm; the width of the II-type underground diaphragm wall body is 1500mm, the depth of the II-type underground diaphragm wall body is 53-61m, and the grooving width of the cutter section is 2800mm.
The I-type reinforcement cage and the II-type reinforcement cage are processed in a whole width mode in a reinforcement cage prefabricating field; and seventhly, completing lifting transportation and lowering by one large-tonnage crawler crane and a small-tonnage crawler crane during construction of the reinforcement cage.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
the invention aims to provide a construction method of an ultra-deep underground diaphragm wall structure in a sea filling inclined rock area, which has the advantages that the rock embedding depth of a diaphragm wall is large, the construction efficiency of the underground diaphragm wall is obviously reduced when the rock strength range is higher, the construction efficiency of a double-wheel mill in a hard rock layer is lower, and the construction technical requirement for excavating the diaphragm wall in hard rock is higher. According to the construction method, the rotary drilling machine is inserted in advance to perform hole leading construction to be cracked, the rotary drilling rig assists in leading holes to destroy rock mass to a certain extent, and then the MC96 hydraulic double-wheel groove milling machine is used for hole repairing, so that the working load of hydraulic milling can be greatly reduced, the equipment abrasion and the failure rate are reduced, the double-wheel milling construction efficiency is greatly increased, and the grooving efficiency is effectively improved.
The depth of the underground continuous wall related by the invention reaches 61m at the deepest, the design requirement is that the grooving perpendicularity is not more than 1/600 of the wall height, and the grooving perpendicularity control difficulty is large. Therefore, before the holes are formed in each groove section, geological drilling data are carefully researched, the stratum condition of each groove section position is mastered, countermeasures are prepared in advance, and site construction technicians and operators are handed over in detail.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic view of a groove section structure of the ultra-deep underground diaphragm wall structure of the present invention.
Fig. 2 is a schematic view of the diaphragm wall body of the ultra-deep underground diaphragm wall structure of the present invention.
Fig. 3 is a schematic structural view of a vertical section of a type i underground diaphragm wall zone.
FIG. 4 is a schematic view of the construction of a first cutting section of an I-shaped groove section soil layer.
FIG. 5 is a schematic diagram of a first cutting section milling construction of an I-shaped groove section inclined rock stratum.
FIG. 6 is a schematic view of the construction of a second section of the I-section earthen layer.
FIG. 7 is a schematic illustration of a second blade milling operation for an I-channel deviated formation.
FIG. 8 is a third blade segment construction schematic view of an I-shaped channel segment earthen layer.
FIG. 9 is a schematic diagram of a third blade milling operation for an I-channel deviated formation.
FIG. 10 is a schematic view of a first section first hole guiding construction of an I-shaped groove section slant rock stratum.
FIG. 11 is a schematic diagram of the construction of a second hole lead in a first section of a deviated rock formation with a section I.
FIG. 12 is a schematic view of a second segment first hole lead construction for an I-channel deviated formation.
Fig. 13 is a schematic diagram of a second hole leading construction of a second section of a deviated rock formation with a section i.
FIG. 14 is a groove milling construction schematic diagram after a first cutter section of an I-shaped groove section inclined rock stratum is milled to be flat.
Fig. 15 is a groove milling construction schematic diagram after the second cutter section of the I-shaped groove section inclined rock stratum is milled flat.
FIG. 16 is a schematic diagram of a groove milling construction process after the third cutter section of the type I groove section inclined rock stratum is milled flat.
Figure 17 is a schematic view of a lowering of a type i rebar cage.
Fig. 18 is a schematic view after casting type i concrete.
FIG. 19 is a schematic representation of the construction of a section II earthen formation and a slant rock formation.
FIG. 20 is a schematic view of a second hole lead of a tool segment for a deviated rock formation with a II-type groove segment.
FIG. 21 is a schematic diagram of groove milling construction after the cutter section of the II-type groove section inclined rock stratum is milled flat.
Figure 22 is a schematic view of lowering a type ii rebar cage.
Fig. 23 is a schematic view after type ii concrete is poured.
Reference numerals: the concrete-reinforced concrete floor slab comprises a 1-I type underground diaphragm wall body, a 11-I type reinforcement cage, 12-I type concrete, a 2-II type underground diaphragm wall body, a 21-II type reinforcement cage, 22-II type concrete, a 3-I type groove section, a 4-II type groove section, a 5-double-wheel groove milling machine, a 6-rotary excavator, a 7-soil layer, an 8-inclined rock layer and a 9-sleeve milling section.
Detailed Description
Referring to fig. 1-3, the construction method of the ultra-deep underground continuous wall structure for the sea reclamation sloping rock area has the advantages that the diameter of a foundation pit of the construction is 100m, the depth of the foundation pit is 50m, and the foundation pit support adopts a superposed outer wall formed by the underground continuous wall and a lining wall. According to a geological survey report and a design drawing, the rock penetration of the underground continuous wall structure reaches 15m-30m, the maximum rock sample strength reaches 140Mpa, and reasonable and effective deployment and construction are needed due to short construction period.
The foundation layer to be excavated in the sea filling sloping rock area of the project comprises an upper soil layer 7 and a lower sloping rock layer 8 from the ground vertically downwards, the project is constructed by facing the sea and is used for pushing and filling the sea area, the geological conditions are special, the hardness of the seabed rocks is high, and most of rock surfaces are sloping rocks.
The ultra-deep underground continuous wall structure designed by the engineering comprises a group of I-type underground continuous wall areas and II-type underground continuous wall areas which are alternately arranged and mutually connected,
i type underground continuous wall district includes I type groove section 3 and is under construction in I type inslot I type ground even wall body 1, II type underground continuous wall district includes II type groove section 4 and is under construction in II type inslot II type ground even wall body 2, I type ground even wall body 1 and II type ground even wall body's joint department is equipped with the cover and mills section 9.
The construction method comprises the following specific steps:
step one, designing a width and a section according to the whole length of the ultra-deep underground diaphragm wall structure and the designed groove width of a groove section and combining the length of a double-wheel groove milling machine; the underground diaphragm wall areas are designed into I type underground diaphragm wall areas and II type underground diaphragm wall areas which are alternately distributed.
Step two, based on the geological condition of the base layer to be excavated, drawing up the mixing proportion of the slurry retaining wall and determining an additive through a test; and then, according to the position of the surface to be excavated of the foundation pit, determining the position of the guide wall and ensuring that the clearance of the guide wall meets the normal downward placement of the double-wheel slot milling machine.
Thirdly, leveling the site, excavating a guide wall groove by using an excavator after measuring and positioning, measuring axis control points again after the excavator excavates the guide groove to ensure that the excavated inner clearance meets the requirement, and then manually repairing and tamping the bottom of the groove to ensure that the bottom of the groove is horizontal and convenient for supporting a template; performing framing and sectioning construction according to a design drawing paper machine of the guide wall, and ensuring that construction deviation is within a design allowable range; binding guide wall reinforcing steel bars and pouring concrete; the guide wall support adopts at least one plain concrete support in the height direction, and then backfill soil is used for backfilling the guide wall groove; marking the serial number of the groove section on the top surface of the guide wall by red paint, and simultaneously measuring the elevation of each wall top and marking the elevation on a construction drawing; and (4) carrying out retest before forming the groove, and recording the space, the integral displacement and the settlement of the guide walls.
The reinforcement cage for processing the underground continuous wall structure comprises an I-shaped reinforcement cage and an II-shaped reinforcement cage; the steel reinforcement cage of the underground continuous wall structure is processed in a whole width mode in a steel reinforcement cage prefabricating field, the length of the steel reinforcement cage reaches 53-61m, the weight of the steel reinforcement cage can reach 105t, a sling and a steel wire rope can reach 125t, reasonable hoisting equipment and a hoisting scheme with proper organization are selected, and hoisting safety is guaranteed. The design is that a 400t crawler crane and a 260t crawler crane are used for completing the 777 hoisting and lowering construction of the reinforcement cage.
Step four, as shown in fig. 4 to 9, a double-wheel groove milling machine 5 is adopted to perform groove forming construction on a soil layer 7 which is downward from the ground in the I-shaped groove section 3, after the construction of the soil layer 7 is finished, the double-wheel groove milling machine 5 is continuously adopted to perform groove forming construction on a slant rock layer 8 in the groove section, the double-wheel groove milling machine 5 mills the surface layer part of the slant rock layer 8 in the groove section to be flat, and a rock plane formed after the flat milling is a horizontal plane where the lowest point position of the initial state of the slant rock layer 8 in the groove section is located. The groove section is divided in the I-shaped groove section 3 according to three-cutter grooving, when a double-wheel groove milling machine 5 is adopted to perform milling and grooving construction on an inclined rock stratum 8, a first cutter section and a second cutter section are respectively positioned at two sides of the groove section, a third cutter section is the middle of the groove section, and construction is performed according to the sequence of the first cutter section, the second cutter section and the third cutter section during construction.
And step five, as shown in fig. 10-13, according to the survey report, the core strength of the inclined rock stratum 8 is high, and the construction of the double-wheel slot milling machine 5 in the inclined rock stratum 8 is slow, so that a rotary excavating and pre-splitting hole leading machine 6 is required to be used for rotary excavating and pre-splitting hole leading in advance, and the double-wheel slot milling machine 5 is used for grooving after hole leading.
And D, pre-splitting a lead hole from the rock plane formed in the step four downwards to the inclined rock stratum 8 by using a rotary drilling machine 6, and leading the lead hole to the designed bottom surface of the I-shaped groove section 3. Continuing the construction of dividing the first groove section 3 according to the three-cutter grooving in the fourth step, and only conducting hole guiding construction on the first cutter section and the second cutter section when a rotary excavator 6 is adopted to pre-crack hole guiding on an inclined rock stratum 8; the number of the lead holes of the I-shaped groove section 3 is four. The first blade section has two holes and the second blade section has two holes. And when the rotary excavating machine 6 is adopted for pre-splitting hole leading construction of the inclined rock stratum 8, detecting and observing the deflection condition of the drill hole in real time, and timely backfilling and repairing the hole when the deflection is found.
And step six, referring to fig. 14-16, milling the inclined rock stratum 8 subjected to hole guiding in the step five to the designed bottom surface of the I-shaped groove section 3 by using a double-wheel groove milling machine 5, finishing groove forming of the I-shaped groove section 3, wherein the slurry wall protection is carried out while construction is carried out in the whole groove forming process of the I-shaped groove section 3. In the sixth step, the construction of dividing the groove in the I-shaped groove section 3 is continued according to the three-cutter groove forming in the fourth step, when the inclined rock stratum 8 subjected to hole guiding is milled to the designed bottom surface of the I-shaped groove section 3 by adopting a double-wheel groove milling machine 5, the construction is carried out according to the sequence of the first cutter section, the second cutter section and the third cutter section, the I-shaped groove section 3 is detected by adopting ultrasonic waves, and the detection is carried out once every cutter.
Step seven, as shown in the figures 17 to 18, the I-shaped reinforcement cage is hoisted and placed into the I-shaped groove section 3, then the concrete guide pipe is installed, and the I-shaped concrete is poured to form the I-shaped diaphragm wall body 1.
Step eight, as shown in fig. 19, repeating the steps four to seven, and constructing a second i-type underground continuous wall area adjacent to the first i-type underground continuous wall area.
Step nine, referring to fig. 19, a milling construction process is adopted at the milling section 9 position between the I-shaped underground diaphragm wall bodies 1 in the two I-shaped underground diaphragm wall areas, namely when the grooving construction of the II-shaped groove sections is carried out between the two I-shaped groove sections, part of concrete at the ends of the I-shaped groove sections is milled to form zigzag lap joints. Firstly, a soil body layer 7 which is downward from the ground in a II-type groove section 4 in a II-type underground continuous wall area is subjected to grooving construction by adopting a double-wheel groove milling machine 5, after the construction of the soil body layer 7 is finished, then, the double-wheel groove milling machine 5 is continuously adopted to perform grooving construction on an inclined rock layer 8 in the groove section, grooving construction is carried out in the II-type groove section 4 according to one step, the surface layer part of the inclined rock layer 8 in the groove section is milled flat by the double-wheel groove milling machine 5, and a rock plane formed after the grooving is a horizontal plane where the lowest point position of the initial state of the inclined rock layer 8 in the groove section is located.
If the concrete strength difference of the adjacent I-shaped groove sections is large, the hole inclination is easy to occur when the II-shaped groove section is constructed. Meanwhile, after the concrete strength of the I-shaped groove section is required to be considered to be too high, the milling difficulty is increased, the factors are comprehensively considered, and the construction of the middle II-shaped groove section is preferably started after the concrete of the adjacent I-shaped groove section is poured for about 10-14 days. For the last closed groove section, because the concrete age phase difference of the adjacent I-shaped groove sections is longer, the strength difference is larger, in order to prevent the hole inclination caused by the strength difference, the grade of the concrete of the I-shaped groove section poured at last can be properly increased, and the concrete strength difference of the I-shaped groove sections at two sides is reduced as much as possible.
In order to ensure accurate hole opening position and stable guiding of the II-type groove section, a construction process of joint plate positioning can be adopted, namely, before concrete is poured into the I-type groove section, a joint plate with the length of 5m is arranged below the hole opening joint position, after the concrete is initially set, the joint plate is pulled out, the accurate position of the II-type groove hole is reserved, and a good guiding effect is achieved.
During the construction of the II-type groove section milling joint, cement particles can cause slurry flocculation and can be diluted by alkaline water, and the joint must be carefully scrubbed after the completion of groove formation.
Step ten, referring to fig. 20, pre-splitting a lead hole from the rock plane formed in the step nine to the inclined rock stratum 8 downwards by using a rotary excavating machine 6, and leading the lead hole to the designed bottom surface of the II-type groove section 4. And when the rotary excavating machine 6 is adopted for pre-splitting hole leading construction of the inclined rock layer 8, detecting and observing the deflection condition of the drilled hole in real time, and backfilling and repairing the hole in time when the deflection is discovered. The number of the guide holes of the II-type groove section 4 is two.
Step eleven, referring to fig. 21, milling the inclined rock stratum 8 subjected to hole guiding in the step ten to the designed bottom surface of the II-shaped groove section 4 by using a double-wheel groove milling machine 5; and performing grooving construction according to one cutter in the II-shaped groove section 4. Wherein, the slurry wall protection is carried out while the construction is carried out in the whole process of forming the groove of the II-type groove section 4; and (3) cleaning the adjacent groove walls of the first type groove section 3 and the second type groove section 4 by using a wall brushing device, and finishing the groove forming of the second type groove section 4.
Step twelve, referring to fig. 22-23, hoisting the II-type reinforcement cage into the II-type groove section 4, then installing a concrete guide pipe, and pouring II-type concrete to form the II-type diaphragm wall body 2.
And thirteen, continuously repeating the step eight to the step twelve until the construction is finished.
In the embodiment, the length of the I-shaped diaphragm wall body 1 is 6600mm-6700mm; the width of the I-shaped underground diaphragm wall body 1 is 1500mm, the depth of the I-shaped underground diaphragm wall body 1 is 53m-61m, and the grooving widths of the first cutter section, the second cutter section and the third cutter section are 2800mm. The length of the II-type diaphragm wall body 2 is 2800mm; the width of the II-type diaphragm wall body 2 is 1500mm, the depth of the II-type diaphragm wall body 2 is 53m-61m, and the grooving width of the cutter section is 2800mm. The thickness of the milling section 9 is 20cm.
In this embodiment, the specific number of machines may be: six double-wheel slot milling machines 5 and five rotary excavating machines 6. The efficiency in the soil layer 7 is: the overall efficiency of the double-wheel slot milling machine 5 is 3 m/h. The efficiency in the deviated rock formation 8 is: the hole leading efficiency of the rotary excavating machine 6 is 0.7 m/h, and the comprehensive construction efficiency of the double-wheel slot milling machine 5 is 0.5 m/h after the rotary excavating pre-splitting hole leading. A drilling inclinometer is arranged on the double-wheel slot milling machine, so that the hole inclination and the hole depth can be measured at any time. After all the diaphragm walls are grooved, the groove holes are required to be detected, and the grooving detection is carried out by adopting an ultrasonic groove measuring instrument. And performing the next construction after all the detection items are qualified. In the grooving process of the hydraulic double-wheel groove milling machine, if deviation occurs, the groove milling machine can perform deviation correction by using 12 deviation correction plates on the upper part of the milling head according to the deviation direction of the groove section. In order to ensure the grooving perpendicularity of the II-type groove, a joint positioning plate construction process is adopted before the I-type groove is poured, and a milling mode with large torque and low rotating speed is adopted during hole forming.
In the embodiment, the fluctuation of the site rock is large, the bias voltage of the construction process and the final supporting structure is large, and in order to ensure the grooving quality during construction, the wall protection slurry ratio is configured through experiments according to conditions such as site seawater; according to calculation and related construction experience, the planned slurry mixing ratio can be further adjusted according to the construction of a trial groove, and the following are mass percentages.
And (3) bentonite: domestic II-grade calcareous soil is adopted, 8.5 percent;
water: using water pumped on site;
dispersing agent: 2.5 per mill of industrial sodium carbonate is adopted;
tackifier: adopting carboxymethyl cellulose with medium viscosity, 2 per mill;
in the construction of a test section, the basic mixing proportion determined in the prior art is checked and determined, a proper mixing proportion is determined according to the condition of the retaining wall, and the proper mixing proportion is adjusted according to the actual condition in the formal construction.
The mud is stirred sequentially by water, bentonite, a tackifier, a dispersant and other additives. The stirred new slurry is generally kept still for more than 24 hours in the slurry storage tank so that the bentonite particles are fully hydrated and expanded, and the bentonite particles can be used after passing the test.
The hole diameter is larger in a rotary drilling mode, if the geology is hard or the center is easy to deviate, the large drill bit can be difficult to directly excavate, so that the small drill bit or the long spiral is used for hole leading first, then the rotary drilling and hole expanding are carried out, and the pile forming quality is guaranteed.
In order to ensure the control of the verticality of the groove during construction, the position of a tool bit is adjusted through mechanical control according to different stratums, so that the verticality is ensured; the foundation ditch faces the construction of sea, and place water content and water pressure are great, for guaranteeing the stagnant water effect of diaphragm wall structure, connect the stagnant water and adopt the cover milling joint, cup joint 200mm, and the degree of depth reaches 61m at most, and the straightness requirement of hanging down is not more than 1/600. The formed underground continuous wall is firm and durable in structure, the safety level of a foundation pit supporting structure is one level, and the importance coefficient is 1.1. The design service life of the temporary supporting structure of the foundation pit is two years, and the design service life of the temporary supporting structure which is also used as a permanent structure is 50 years.
Claims (4)
1. A construction method of an ultra-deep underground diaphragm wall structure in a sea reclamation plagioclase area is characterized by comprising the following steps: the base layer to be excavated in the sea-filling sloping rock area comprises an upper soil layer (7) and a lower sloping rock layer (8) from the ground vertically downwards, the diameter of a foundation pit is 100m, the depth of the foundation pit is 50m, the maximum rock strength of the sloping rock layer (8) is 140Mpa, the rock surface is sloping rock, the ultra-deep underground continuous wall structure comprises a group of I-type underground continuous wall areas and II-type underground continuous wall areas which are alternately arranged and connected with each other,
the I type underground continuous wall area comprises an I type groove section (3) and an I type underground continuous wall body (1) constructed in the I type groove section, the II type underground continuous wall area comprises an II type groove section (4) and an II type underground continuous wall body (2) constructed in the II type groove section, a milling section (9) is arranged at the joint of the I type underground continuous wall body (1) and the II type underground continuous wall body,
the construction method comprises the following specific steps:
step one, designing a groove width according to the whole length and the groove section of the ultra-deep underground continuous wall structure and designing a framing and sectioning design by combining the length of a double-wheel groove milling machine; designing an I-type underground continuous wall area and a II-type underground continuous wall area which are alternately distributed;
step two, based on the geological condition of the base layer to be excavated, drawing up the mixing proportion of the slurry retaining wall and determining an additive through a test; determining the position of a guide wall according to the position of the surface to be excavated of the foundation pit and ensuring that the clearance of the guide wall meets the normal downward movement of the double-wheel slot milling machine;
the fluctuation of the site rock is large, the bias of the construction process and the final supporting structure is large, and the wall protection slurry ratio is configured through experiments; the slurry mixing proportion is as follows, and the mass percentages are as follows:
bentonite: domestic II-grade calcium soil is adopted, 8.5 percent;
water: using water pumped on site;
dispersing agent: 2.5 per mill of industrial sodium carbonate is adopted;
tackifier: adopting carboxymethyl cellulose with medium viscosity, 2 per mill;
thirdly, leveling the site, excavating a guide wall groove by using an excavator after measuring and positioning, binding guide wall reinforcing steel bars and pouring concrete; the reinforcement cage for processing the underground continuous wall structure comprises an I-shaped reinforcement cage (11) and a II-shaped reinforcement cage (10);
the guide wall support adopts at least one plain concrete support in the height direction, and then backfill soil is used for backfilling the guide wall groove; marking the serial number of the groove section on the top surface of the guide wall by red paint, and simultaneously measuring the elevation of each wall top and marking the elevation on a construction drawing; before grooving, re-testing work is done, and the distance, the integral displacement and the settlement of the guide walls are recorded;
step four, a double-wheel groove milling machine (5) is adopted to perform groove forming construction on a soil body layer (7) which is in the I-shaped groove section (3) and faces downwards from the ground, after the construction of the soil body layer (7) is finished, groove forming construction is continuously performed on a sloping rock layer (8) in the groove section through the double-wheel groove milling machine (5), the surface layer part of the sloping rock layer (8) in the groove section is milled flat by the double-wheel groove milling machine (5), and a rock plane formed after the milling flat is a horizontal plane where the lowest point of the sloping rock layer (8) in the groove section in the initial state is located;
in the fourth step, the groove section is divided in the I-shaped groove section (3) according to three-cutter grooving, when a double-wheel groove milling machine (5) is adopted to perform milling and grooving construction on an inclined rock stratum (8), the first cutter section and the second cutter section are respectively positioned at two sides of the groove section, the third cutter section is the middle of the groove section, and construction is performed according to the sequence of the first cutter section, the second cutter section and the third cutter section during construction; fifthly, a rotary excavating machine (6) is adopted to pre-crack a lead hole downwards from the rock plane formed in the fourth step to an inclined rock stratum (8), and the lead hole is led to the designed bottom surface of the I-shaped groove section (3);
in the fifth step, the groove forming division construction of the first groove section (3) continues according to the third step of the fourth step, and when a rotary excavator (6) is adopted to pre-crack a pilot hole of an inclined rock stratum (8), only the pilot hole construction is carried out on the first groove section and the second groove section; the number of the lead holes of the I-shaped groove section (3) is four;
milling the inclined rock stratum (8) subjected to hole guiding in the step five to the designed bottom surface of the I-shaped groove section (3) by using a double-wheel groove milling machine (5), finishing groove forming of the I-shaped groove section (3), and performing construction and mud wall protection in the whole groove forming process of the I-shaped groove section (3);
in the sixth step, the construction of dividing the groove in the I-shaped groove section (3) is continued according to the three-cutter groove forming in the fourth step, when a double-wheel groove milling machine (5) is adopted to mill the inclined rock layer (8) subjected to hole guiding to the designed bottom surface of the I-shaped groove section (3), construction is carried out according to the sequence of the first cutter section, the second cutter section and the third cutter section, the I-shaped groove section (3) is detected by ultrasonic waves, and each cutter is detected once;
hoisting the I-shaped reinforcement cage (11) into the I-shaped groove section (3), then installing a concrete guide pipe, and pouring I-shaped concrete (12) to form the I-shaped diaphragm wall body (1);
step eight, repeating the step four to the step seven, and constructing a second I-shaped underground continuous wall area adjacent to the first I-shaped underground continuous wall area;
step nine, adopting a milling construction process at the milling section (9) between the I-shaped diaphragm wall bodies (1) in the two I-shaped underground diaphragm wall areas, adopting a double-wheel slot milling machine (5) to perform slot forming construction on a soil layer (7) in the II-shaped slot section (4) in the II-shaped underground diaphragm wall area from the ground downwards, after the construction of the soil layer (7) is finished, continuously adopting the double-wheel slot milling machine (5) to perform slot forming construction on a slant rock layer (8) in the slot section, using the double-wheel slot milling machine (5) to mill the surface layer part of the slant rock layer (8) in the slot section flatly, wherein a rock plane formed after the milling is a horizontal plane where the lowest point position of the slant rock layer (8) in the slot section is in the initial state; tenth, a rotary excavator (6) is adopted to pre-split a lead hole from the rock plane formed in the ninth step to the inclined rock stratum (8) downwards, and the lead hole is led to the designed bottom surface of the II-type groove section (4);
in the tenth step, the number of the lead holes of the II-type groove section (4) is two;
step eleven, milling the inclined rock stratum (8) after the hole leading in the step ten to the design bottom surface of the II-type groove section (4) by adopting a double-wheel slot milling machine (5); wherein the construction and the slurry wall protection are carried out in the whole process of forming the groove by the II-type groove section (4); brushing the adjacent groove walls of the I-shaped groove section (3) and the II-shaped groove section (4) by using a wall brushing device, and finishing the groove forming of the II-shaped groove section (4);
step twelve, hoisting the II-type reinforcement cage (21) and placing the II-type reinforcement cage into the II-type groove section (4), then installing a concrete guide pipe, and pouring II-type concrete (22) to form a II-type diaphragm wall body (2);
step thirteen, the step eight to the step twelve are continuously repeated until the construction is finished,
in the ninth step, when a double-wheel slot milling machine (5) is adopted to perform milling and grooving construction on the inclined rock stratum (8) and in the eleventh step, when the double-wheel slot milling machine (5) is adopted to mill the inclined rock stratum (8) subjected to hole guiding to the designed bottom surface of the II-type slot section (4), grooving construction is performed in the II-type slot section (4) according to one step;
in the fifth step and the tenth step, when the pre-splitting hole leading construction is carried out on the inclined rock layer (8) by adopting the rotary drilling machine (6), the deflection condition of the drilled hole is detected and observed in real time, and the deflection is found and the hole is backfilled and repaired in time.
2. The construction method of the ultra-deep underground diaphragm wall structure of the sea reclamation inclined rock area as recited in claim 1, wherein: the length of the I-shaped diaphragm wall body (1) is 6600mm-6700mm; the width of the I-shaped underground diaphragm wall body (1) is 1500mm, the depth of the I-shaped underground diaphragm wall body (1) is 53-61m, and the grooving widths of the first cutter section, the second cutter section and the third cutter section are 2800mm.
3. The method for constructing an ultra-deep underground diaphragm wall structure in an inclinestone reclamation area as recited in claim 1, wherein: the length of the II-type diaphragm wall body (2) is 2800mm; the width of the II-type diaphragm wall body (2) is 1500mm, the depth of the II-type diaphragm wall body (2) is 53m-61m, and the grooving width of the cutter section is 2800mm.
4. The method for constructing an ultra-deep underground diaphragm wall structure in an inclinestone reclamation area as recited in claim 1, wherein: the I-shaped reinforcement cage (11) and the II-shaped reinforcement cage (10) are processed in a whole frame mode in a reinforcement cage prefabricating field; and seventhly, completing hoisting, transporting and transferring by one large-tonnage crawler crane and a small-tonnage crawler crane during construction of the steel reinforcement cage.
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| CN114086571A (en) * | 2021-11-23 | 2022-02-25 | 上海远方基础工程有限公司 | Rock entering grooving construction method by matching small-diameter down-the-hole hammer with groove milling machine |
| CN114263230B (en) * | 2021-11-30 | 2022-07-26 | 广东省源天工程有限公司 | Construction method of ultra-deep underground diaphragm wall structure |
| CN114856434B (en) * | 2022-05-16 | 2024-06-25 | 陕西建工第五建设集团有限公司 | Construction method for entering inclined rock of ultra-large diameter rotary-excavated bored pile |
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| CN105951711A (en) * | 2016-05-25 | 2016-09-21 | 中国能源建设集团安徽电力建设第工程有限公司 | Enclosing construction method of underground continuous wall of seashore power station |
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