CN111364444A - Shallow-buried rock stratum section diaphragm wall grooving construction method - Google Patents

Shallow-buried rock stratum section diaphragm wall grooving construction method Download PDF

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Publication number
CN111364444A
CN111364444A CN202010196474.3A CN202010196474A CN111364444A CN 111364444 A CN111364444 A CN 111364444A CN 202010196474 A CN202010196474 A CN 202010196474A CN 111364444 A CN111364444 A CN 111364444A
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CN
China
Prior art keywords
wall
concrete
construction
reinforcement cage
grooving
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CN202010196474.3A
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Chinese (zh)
Inventor
龙泽智
童孝龙
郑冲
冯金涛
赵乐乐
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China Railway Sixth Group Co Ltd
Guangzhou Engineering Co Ltd of China Railway Sixth Group Co Ltd
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China Railway Sixth Group Co Ltd
Guangzhou Engineering Co Ltd of China Railway Sixth Group Co Ltd
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Application filed by China Railway Sixth Group Co Ltd, Guangzhou Engineering Co Ltd of China Railway Sixth Group Co Ltd filed Critical China Railway Sixth Group Co Ltd
Priority to CN202010196474.3A priority Critical patent/CN111364444A/en
Publication of CN111364444A publication Critical patent/CN111364444A/en
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18Bulkheads or similar walls made solely of concrete in situ
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02FDREDGING; SOIL-SHIFTING
    • E02F5/00Dredgers or soil-shifting machines for special purposes
    • E02F5/02Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02FDREDGING; SOIL-SHIFTING
    • E02F5/00Dredgers or soil-shifting machines for special purposes
    • E02F5/02Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
    • E02F5/025Dredgers or soil-shifting machines for special purposes for digging trenches or ditches with scraper-buckets, dippers or shovels

Abstract

The invention relates to the technical field of underground continuous walls, and discloses a shallow-buried rock stratum section diaphragm wall grooving construction method, which adopts a hydraulic grooving machine and a full-hydraulic impact reverse circulation drilling machine to jointly construct grooving, and specifically comprises the following construction method steps: construction preparation, measurement lofting, wall guide construction, grooving quality inspection, joint cleaning, sediment removal and slurry change, joint construction, steel reinforcement cage hoisting, concrete guide pipe arrangement, wall concrete pouring and joint box pulling. The invention adopts the combined construction of the full hydraulic impact reverse circulation drilling machine and the hydraulic trenching machine, can realize quick trenching and pile forming, and has obvious effects on the aspects of construction period progress, engineering quality, construction cost saving and civilized construction.

Description

Shallow-buried rock stratum section diaphragm wall grooving construction method
Technical Field
The invention relates to the technical field of underground continuous walls, in particular to a shallow buried rock stratum section diaphragm wall grooving construction method.
Background
With the high-speed construction of modern cities, high-rise buildings are everywhere in our lives. The increasing population leads the land resources of cities to be more and more valuable, some land resources and underground resources are more and more utilized, underground continuous walls are utilized like underground supermarkets, underground parking lots, subway construction and the like, but not all underground continuous walls are utilized as deep foundations of high-rise buildings, and the underground continuous walls are widely applied and cannot be separated from the practicability of the underground continuous walls.
In the prior art, the traditional hydraulic grooving machine and pile punching machine construction mode is usually adopted for shallow buried rock stratum section diaphragm wall grooving construction, but the construction steps are complicated, the whole construction effect cannot be guaranteed, the grooving speed and quality are difficult to guarantee, and the whole construction cost is increased.
Disclosure of Invention
The invention mainly aims to solve the technical problems that the grooving construction steps of the diaphragm wall of the existing shallow-buried rock stratum are complicated, the construction efficiency is not high, the grooving speed and quality are difficult to ensure, and the overall construction cost is correspondingly increased.
In order to achieve the purpose, the invention provides a shallow-buried rock stratum section diaphragm wall grooving construction method, which adopts a hydraulic grooving machine and a full-hydraulic impact reverse circulation drilling machine to jointly construct grooving, and specifically comprises the following steps:
(1) construction preparation, specifically comprising: carrying out steel bar batch sampling and submission, concrete batch sampling and submission, steel reinforcement cage manufacturing and fresh slurry configuration;
(2) the measurement lofting specifically comprises: according to a base point, a wire guide point and a leveling point which are provided in advance, arranging a facility worker measuring control point and a leveling point in a construction site, and positioning and lofting the center line of the underground diaphragm wall after the experience is correct;
(3) the construction of leading the wall specifically includes: the integral reinforced concrete structure is adopted and the concrete label C25 is used for wall guiding operation; in the operation process, chiseling the construction joints and adding steel bar inserting bars to enable the guide wall to be integrated; when the guide wall is subjected to form removal operation, square timbers are used for supporting the inner wall of the guide wall in a layering manner to prevent the guide wall from being extruded inwards;
(4) grooving construction specifically comprises: firstly, conducting wire points are encrypted according to construction drawings and sites, a dividing line of each unit groove section is accurately divided on a guide wall, the number of the groove section is marked by red paint, then a hydraulic grab bucket of a hydraulic grooving machine is used for excavating a soil layer of each unit groove section, when the hydraulic grab bucket grabs to a rock stratum surface, a full-hydraulic impact reverse circulation drilling machine is hung into the divided groove section to punch holes and suck slag until the depth of the designed groove bottom is reached;
(5) grooving quality inspection specifically comprises: carrying out groove section plane position deviation inspection and groove section depth inspection, wherein the groove section plane position deviation refers to the deviation between an actual measurement position line at two ends of a groove section and a dividing line of the groove section, and the groove section depth refers to the average value of the groove bottom depths of the left, middle and right positions of the groove section;
(6) the brush joint specifically includes: brushing the wall joint of the previous wall by using a wall brushing device at the joint of each underground continuous wall for cleaning the wall, wherein the repeated brushing times are not less than 10 times until no soil residue or slurry exists on the wall brushing device;
(7) the sediment removal and slurry replacement specifically comprises the following steps: after 2 hours of grooving construction, cleaning the bottom by adopting a precipitation method, and directly excavating sediments at the bottom of the groove by using a hydraulic grab bucket of a hydraulic grooving machine;
(8) joint construction, specifically including: hanging the joint box and the cross steel plate into the joints of each unit groove section and putting the joint box and the cross steel plate to the bottom of the groove, and after the joint box and the cross steel plate are placed, bagging small blocks of clay on the back of the joint box, backfilling the clay to the ground elevation and compacting the clay to prevent the occurrence of streaming concrete;
(9) hoist and mount steel reinforcement cage specifically includes: determining a main hoisting point and an auxiliary hoisting point of the reinforcement cage according to the calculated gravity center position of the reinforcement cage and by combining the shape of the reinforcement cage; then, firstly, lifting the front 4 main lifting points of the reinforcement cage by using a main hook, then lifting the rear 4 auxiliary lifting points of the reinforcement cage by using an auxiliary hook so as to slowly lift the reinforcement cage off the ground, controlling the verticality of the reinforcement cage during lifting to be aligned with the position of the groove section and slowly enter the groove, and placing the reinforcement cage on a guide wall by using a carrying pole made of channel steel;
(10) set up concrete pipe, specifically include: arranging two guide pipes for pouring concrete in the same groove section, and hoisting the two guide pipes into a specified position of the groove section by using a concrete pouring frame before pouring; the guide pipe is of a circular spiral quick connector type, a square funnel is arranged at the top of the guide pipe, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and a groove section connector is not more than 1.5 m;
(11) pouring wall body concrete specifically includes: before pouring wall concrete, testing the slump, wherein the slump is preferably 180-240, and manufacturing a concrete test block in the pouring process; when concrete is poured, keeping the distance between the bottom ends of the guide pipes and the bottom of the groove to be not more than 500mm, controlling the concrete surface to uniformly rise and continuously pour, wherein the pouring rising speed is not less than 2m/h, the height difference of the concrete surfaces at the two guide pipes is not more than 50cm, and the concrete must be poured before the concrete is finally set, wherein the underground diaphragm wall concrete adopts underwater concrete with the label of C35P 6;
(12) pull out the joint case, specifically include: and after the concrete pouring is finished for 4 hours, loosening and pulling the joint box by 20-50 cm in a vertical hoisting mode, and after the concrete pouring is finished for 6 hours, completely pulling the joint box out of the groove.
Optionally, the steel bar batch sampling and inspection step specifically includes:
and (3) carrying out inspection batch division on the steel bars entering the field according to the same model, the same batch, the same manufacturer and the same operation, and sampling and inspecting by taking the preset tonnage as an inspection batch.
Optionally, the concrete batch sampling and inspecting step specifically includes:
the concrete of the same approach batch is sampled by taking 100m3 as an inspection batch, a group of compression-resistant samples are taken when the concrete is less than 100m3, and the concrete is sampled on site and maintained to an age for strength test.
Optionally, the fresh slurry preparing step specifically includes:
bentonite with excellent performance indexes, sodium carbonate, high-concentration tackifier and tap water are used as raw materials, the raw materials are continuously stirred to prepare slurry, and the slurry can be put into use after being stored for more than 24 hours or dispersant is added to fully hydrate the bentonite.
Optionally, in the step of manufacturing the reinforcement cage, the longitudinal reinforcement and the transverse reinforcement of the reinforcement cage are connected by electric welding, the truss reinforcement and the main reinforcement are connected by straight threads, and the joint positions are required to be staggered; the percentage of welding joints in the same connecting section is not more than 50%, spot welding is needed at the intersection of longitudinal and transverse truss ribs, all the steel bars need to be spot-welded at the intersection points within 0.5m of the periphery of the steel reinforcement cage, 50% of the internal intersection points need to be spot-welded, and 100% of spot welding is needed at the positions 1m above and below the steel reinforcement cage truss and the steel reinforcement cage hanging point; the main reinforcement adopts straight thread sleeve connection mode and the screw head must polish smoothly, must use torque wrench check tightening torque after the installation.
Optionally, in the step of constructing the guide wall, the construction joints are staggered with the underground continuous wall joints, the centerline of the guide wall is placed outside by 10cm, the net width ratio of the underground continuous wall is 6cm, the top opening of the guide wall is 5cm higher than the ground, the wall thickness is 200mm, the top width is 1000mm, and the depth of the guide wall is 2 m.
Optionally, in the grooving construction step, grooving construction can be performed when the guide wall is manufactured and naturally maintained to be above 70% of design strength, 7cm is placed outside the whole central axis of the underground continuous wall, the position of a joint is marked, and the deviation of any depth of the central lines of two adjacent groove sections at the joint is not greater than the result value of groove depth perpendicularity 1/200.
Optionally, in the step of hoisting the steel reinforcement cage, round steel with the diameter of 25mm is selected as a hoisting point of the steel reinforcement cage, and first gears are arranged at intervals of 5m, and a first horizontal rib at the uppermost part of the steel reinforcement cage is reinforced by three-level steel with the diameter of 25 mm; two rows of positioning cushion blocks are arranged in the horizontal direction on the width of the steel reinforcement cage, and the vertical distance between every two rows of cushion blocks is 4 m; if the width of the steel reinforcement cage is L, the transverse hoisting points of the steel reinforcement cage are arranged according to the positions of 0.25L, 0.25L and 0.25L, wherein if the steel reinforcement cage is an L-shaped steel reinforcement cage, double steel reinforcement supports are required to be additionally arranged at the hoisting points.
Optionally, in the grooving construction step, if the groove section to be punched is a non-standard groove section, a five-hole grooving method is adopted, the square hammer is firstly used to construct two side positions of the non-standard groove section, then the middle position of the non-standard groove section is constructed to form two auxiliary holes of three main holes, then the square hammer is used to impact a small wall between the two holes, and finally the groove is repaired.
Optionally, in the grooving construction step, if the groove section to be punched is a standard width groove section, a nine-hole grooving method is adopted, a round hammer is firstly used for jumping holes, even holes are then constructed after a single number of holes are constructed, four auxiliary holes of five main holes are formed, then a square hammer is used for impacting a small wall between the two holes, and finally groove repairing is carried out.
The shallow buried rock stratum section diaphragm wall grooving construction method comprises the following construction method steps: construction preparation, measurement lofting, wall guide construction, grooving quality inspection, joint cleaning, sediment removal and slurry change, joint box construction, steel reinforcement cage hoisting, concrete guide pipe arrangement, wall concrete pouring and joint box pulling-out. The construction method of the invention not only simplifies the construction flow, but also further introduces a full hydraulic impact reverse circulation drilling machine, realizes the integration of machine, liquid and electricity, adopts single-chip control for automatic impact and automatic feeding, adopts a plurality of full hydraulic impact reverse circulation drilling machines to simultaneously construct the underground continuous wall, can avoid delaying the normal operation of the next procedure due to overlong rock-washing time, obviously improves the construction efficiency compared with the rock-washing of the traditional impact drilling, reduces the operation time by times, powerfully shortens the construction period, and greatly reduces the auxiliary labor and the material cost. In addition, the full hydraulic impact reverse circulation drilling machine can punch holes and make mud, the mud can be repeatedly recycled after being separated, the outward transportation and the drainage of the mud are reduced, the cost is reduced, and the environmental pollution is also reduced. The invention adopts the combined construction of the full hydraulic impact reverse circulation drilling machine and the hydraulic trenching machine, can realize quick trenching and pile forming, and has obvious effects on the aspects of construction period progress, engineering quality, construction cost saving and civilized construction.
Drawings
FIG. 1 is a schematic flow chart of an embodiment of the shallow-buried-rock-layer diaphragm wall grooving construction method of the invention;
FIG. 2 is a schematic diagram of a non-standard groove section opening sequence of an embodiment of the shallow-buried rock stratum diaphragm wall grooving construction method;
FIG. 3 is a schematic diagram of a standard groove section opening sequence of another embodiment of the shallow-buried rock stratum diaphragm wall grooving construction method of the invention;
FIG. 4 is a schematic diagram of a construction structure of a joint box according to an embodiment of the shallow-buried-rock-layer diaphragm wall trenching construction method of the invention;
FIG. 5 is a schematic diagram of a slurry configuration and use process flow of an embodiment of the shallow-buried rock stratum diaphragm wall trenching construction method.
Detailed Description
Referring to fig. 1, fig. 1 is a schematic flow chart of the shallow-buried rock stratum section diaphragm wall grooving construction method.
The shallow buried rock stratum section diaphragm wall grooving construction method comprises the following construction method steps: construction preparation, measurement lofting, wall guide construction, grooving quality inspection, joint cleaning, sediment removal and slurry change, joint construction, steel reinforcement cage hoisting, concrete guide pipe arrangement, wall concrete pouring and joint box pulling. The construction method not only simplifies the construction flow, but also further introduces a full hydraulic impact reverse circulation drilling machine, obviously improves the construction efficiency compared with the traditional impact drilling rock-washing method, reduces the operation time by times, powerfully shortens the construction period, and greatly reduces the auxiliary labor and material cost.
The specific construction method comprises the following steps:
(1) construction preparation, specifically comprising: carrying out steel bar batch sampling and submission, concrete batch sampling and submission, steel reinforcement cage manufacturing and fresh slurry configuration;
in this embodiment, before construction, construction preparation needs to be performed in advance, which specifically includes:
101. sampling and inspecting the steel bar batch;
when entering the field, the steel bars need to be checked according to a pre-specified standard, and can be put into use after being checked to be qualified. Optionally, in a specific embodiment, the steel bars entering the field are divided into inspection batches according to the same model, the same batch, the same manufacturer and the same operation, and a preset tonnage is taken as an inspection batch for sampling and inspection. Preferably, 60 tons is taken as a test batch for sampling and inspection on the premise of meeting the requirements of model, batch, manufacturer and use operation.
102. Sampling and inspecting concrete in batches;
when the concrete enters the field, the concrete needs to be checked according to the pre-specified standard, and the concrete can be put into use after being checked to be qualified. Optionally, in a specific embodiment, the concrete of the same approach lot is sampled by taking 100m3 as an inspection lot, and a group of compression-resistant samples are taken when the inspection lot is less than 100m3, and the concrete is sampled on site and maintained to an age for strength test.
103. Manufacturing a reinforcement cage;
the construction of the underground diaphragm wall needs to use a reinforcement cage, so that the underground diaphragm wall needs to be manufactured in advance before construction. Optionally, in a specific embodiment, the longitudinal steel bars and the transverse steel bars of the steel reinforcement cage are connected by electric welding, the truss bars and the main bars are connected by straight threads, and the joint positions are required to be staggered; the percentage of welding joints in the same connecting section is not more than 50%, spot welding is needed at the intersection of longitudinal and transverse truss ribs, all the steel bars need to be spot-welded at the intersection points within 0.5m of the periphery of the steel reinforcement cage, 50% of the internal intersection points need to be spot-welded, and 100% of spot welding is needed at the positions 1m above and below the steel reinforcement cage truss and the steel reinforcement cage hanging point; the main reinforcement adopts straight thread sleeve connection mode and the screw head must polish smoothly, must use torque wrench check tightening torque after the installation.
104. And (5) preparing fresh slurry.
The construction of underground continuous walls requires the use of large amounts of mud. The mud is adhered to the soil particles after penetrating to a certain range from the surface of the groove wall to the soil layer, and then forms a mud skin (impermeable film) on the groove wall, so that the hydrostatic pressure of the mud effectively acts on the groove wall, and the peeling and collapse of the groove wall are prevented. In addition, the sludge formed during the trenching process drops down in the slurry, thus the use of the slurry can also be used to suspend the sludge which is then carried out of the ground by the circulation of the slurry.
Optionally, in a specific embodiment, bentonite with excellent performance indexes, soda ash, a high-concentration tackifier and tap water are used as raw materials, the raw materials are continuously stirred to prepare slurry, and the slurry can be put into use after being stored for more than 24 hours or dispersing agents are added to fully hydrate the bentonite.
The mud circulation adopts a 3Kw type mud pump to circulate in a mud pool, a 7.5Kw type mud pump to deliver and a 15Kw (or 22Kw) mud pump to recover, and a mud circulation pipeline is formed by the mud pump and a hose. After the mud is used for a cycle, the mud is separated and purified by using a mud purification device and new made mud is supplemented so as to improve the reuse rate of the mud, and the method for improving the technical index of the mud is to supplement barite powder, caustic soda, sodium soil and the like to the purified mud so that the purified mud basically recovers the original wall protection performance. The degraded slurry is firstly stored in a waste slurry tank and then transported to a designated place outside the vehicle by adopting a closed slurry tank.
It should be further noted that during the operation of the trough-forming operation, the slurry level in the trough should be kept at the highest level that will not overflow the slurry, and must be higher than the ground water level by more than 1m, and during the pause of the operation of the trough-forming operation, the slurry level should not be lower than the top surface of the guide wall by 50 cm. The slurry should be continuously replaced during the cleaning process. After cleaning the tank, the specific gravity of the slurry at the position of 0.5-1 m of the tank bottom is less than 1.15, the sand content is not more than 7%, and the viscosity is not more than 25 s.
(2) The measurement lofting specifically comprises: according to a base point, a wire guide point and a leveling point which are provided in advance, arranging a facility worker measuring control point and a leveling point in a construction site, and positioning and lofting the center line of the underground diaphragm wall after the experience is correct;
in this embodiment, a closed planar conducting wire is previously laid out to the periphery of the foundation pit according to a planar control point provided by an owner. In the construction process of the underground continuous wall, the axis projection point adopts a polar coordinate method, each main axis control point is projected according to the closed conducting wire and the datum point on the periphery of the foundation pit, and then each axis is measured by a total station. In the construction process, the lead and the axis reference control point are retested regularly, particularly, the peripheral reference point of the foundation pit may move due to the displacement of the continuous wall, after the excavation and the bottom plate pouring are finished, the peripheral closed lead and the axis reference control point are rechecked and adjusted according to the origin coordinates provided by an owner, and the axis control detection point is arranged on the bottom plate surface.
In addition, a closed leveling wire is arranged on the inner side of the enclosure leg, and is in joint measurement with a known elevation point, and then the elevation is transferred downwards from the leveling point to the foundation pit by using a hanging steel ruler; and (4) setting elevation control points every 30m along the wall surface of the continuous wall, making eye-catching marks by using red paint, and periodically rechecking the elevation control points on the continuous wall.
(3) The construction of leading the wall specifically includes: the integral reinforced concrete structure is adopted and the concrete label C25 is used for wall guiding operation; in the operation process, chiseling the construction joints and adding steel bar inserting bars to enable the guide wall to be integrated; when the guide wall is subjected to form removal operation, square timbers are used for supporting the inner wall of the guide wall in a layering manner to prevent the guide wall from being extruded inwards;
before grooving the underground continuous wall, a guide wall is constructed. The quality of the guide wall directly influences the side line and elevation of the underground continuous wall, and the guide wall is used for guiding the grooving equipment, storing slurry, stabilizing the liquid level, maintaining the stability of the upper soil body and preventing the soil body from collapsing. The guide wall is of an integral reinforced concrete structure, the center line of the guide wall is placed outside by 10cm, the net width ratio of the guide wall to the underground continuous wall is 6cm, the top opening of the guide wall is 5cm higher than the ground, the wall thickness is 200mm, the top width is 1000mm, and the depth of the guide wall is 2 m.
The concrete flow steps of the guide wall construction are as follows:
301. measuring and lofting: determining the guide wall excavation position according to the axis of the underground continuous wall;
302. excavating soil: after the measurement and lofting, spraying a white lime line, and excavating a guide wall by adopting a method combining mechanical excavation and manual finishing;
303. erecting a mold and pouring concrete: before binding the reinforcing steel bars, lofting out the pile position of the center line of the guide wall by using a total station, and then binding the reinforcing steel bars and erecting a mold;
304. removing the mold and adding a support: the concrete can be demoulded after reaching a certain strength, and the inner wall is layered and supported to prevent the guide wall from extruding inwards, the horizontal distance between the square wood and the guide wall is 2m, and the vertical distance is 1.0 m;
305. backfilling: after the guide wall is demolished and supported, the cohesive soil is immediately backfilled at the back of the guide wall in a layering manner and compacted; construction joint: the construction joints of the guide wall are roughened, and reinforcing steel bar inserted bars are added to integrate the guide wall, so that the purpose of water impermeability is achieved, and the construction joints are staggered with the joints of the underground continuous wall;
306. and (3) guide wall maintenance: after the guide wall is manufactured, when the natural maintenance is carried out to over 70 percent of the design strength, the grooving operation can be carried out, and heavy machinery such as vehicles, cranes and the like is forbidden to be close to the guide wall before.
(4) Grooving construction specifically comprises: firstly, conducting wire points are encrypted according to construction drawings and sites, a dividing line of each unit groove section is accurately divided on a guide wall, the number of the groove section is marked by red paint, then a hydraulic grab bucket of a hydraulic grooving machine is used for excavating a soil layer of each unit groove section, when the hydraulic grab bucket grabs to a rock stratum surface, a full-hydraulic impact reverse circulation drilling machine is hung into the divided groove section to punch holes and suck slag until the depth of the designed groove bottom is reached;
the method specifically comprises the following detailed flow steps:
401. groove segment division
The unit groove section is a construction unit which divides the underground continuous wall into certain length along the length direction of the wall body when the underground continuous wall is constructed.
402. Lofting of groove sections
And (3) further checking the size of the groove section according to a design drawing, accurately positioning a ground wall section marking line on the guide wall, and marking the position of the joint box on the guide wall according to the actual size of the joint box so as to facilitate the positioning work of grooving of the grooving machine, lifting and placing the joint and lifting and placing the reinforcement cage.
403. Grooving machine perpendicularity control
According to the perpendicularity requirement of the underground diaphragm wall, the levelness of the grooving machine is adjusted by using a level meter before grooving, and the perpendicularity of a grab bucket of the grooving machine is controlled by using a theodolite. In the grooving process, the perpendicularity of the grooving is ensured by utilizing a perpendicularity instrument and an automatic deviation correcting device on the grooving machine.
404. Determining trenching excavation sequence
According to the width size of each groove section, the number and the sequence of the grooves are determined, and for the groove sections with three-sequence grooving, the sequence of firstly forming two sides and then forming the middle is adopted. For Y, T, L-shaped and non-standard groove sections, the order of digging grooves is reasonably arranged, so that the phenomenon that the grab bucket runs left and right in the finished groove due to the asymmetry of soil bodies is prevented or reduced, and the influence on the normal hoisting of a reinforcement cage and a locking notch pipe is brought.
405. Trenching and dredging
The method can carry out grooving construction when the guide wall is manufactured and naturally cured to reach more than 70% of the design strength, and particularly adopts a hydraulic grooving machine and a full-hydraulic impact reverse circulation drilling machine to jointly construct grooving. Excavating the soil layer of each unit groove section through a hydraulic grab bucket of a hydraulic grooving machine, hoisting a full-hydraulic impact reverse circulation drilling machine into the divided groove sections to suck slag while punching when the hydraulic grab bucket grabs the rock stratum surface until the depth of the designed groove bottom is reached, placing 7cm outside the whole central axis of the underground continuous wall and marking the position of a joint, wherein the deviation of any depth of the central lines of two adjacent groove sections at the joint is not greater than the result value of the groove depth verticality 1/200.
Optionally, in a specific embodiment, if the slot to be punched is a non-standard slot, a five-hole slotting method is adopted, a square hammer is used to construct two side positions of the non-standard slot, then the middle position of the non-standard slot is constructed to form two secondary holes of three main holes, then the square hammer is used to impact a small wall between the two holes, and finally the slot is repaired. Wherein, the nonstandard slot segments mainly refer to T-shaped, L-shaped and other nonlinear slot holes. As shown in figure 2, each non-standard slot segment is divided into 5 holes for slotting, a main hole is opened according to 1-3-5, and then a secondary hole is opened according to 2-4.
Optionally, in a specific embodiment, if the slot to be punched is a standard width slot, a nine-hole slotting method is adopted, a round hammer is used to jump the hole, an even number of holes are formed after a single number of holes are formed, five main holes and four auxiliary holes are formed, a square hammer is used to impact a small wall between the two holes, and finally, slot repairing is performed. Wherein, the standard width slot segment is a linear slot, as shown in fig. 3. Each standard breadth groove section is divided into 9 holes for slotting, a main hole is opened according to 1-3-5-7-9, and then a secondary hole is opened according to 2-4-6-8.
In this embodiment, before the punching construction, the positions of the main hole and the auxiliary hole are marked on the guide wall, for example, the main hole is marked by a solid line, and the auxiliary hole is marked by a dotted line. During construction, the main hole is constructed first, and then the auxiliary hole is constructed. And (3) returning slurry while punching, and adjusting slurry indexes in time to strictly prevent hole collapse. When the impact drill is used for drilling holes, the lifting height of the impact hammer is strictly controlled not to exceed 1.2m, and the perpendicularity of the drill hole is measured every time the drill hole is tunneled by 0.5-0.8m in the construction process. Carefully pass the stratum change part by adopting a low-hammer tapping and intermittent punching method. The soil slag recycled from the slurry return is timely fished up or discharged into a slurry tank.
After the main hole and the auxiliary hole are completely constructed, as the un-constructed part still exists between the holes, the square hammer is adopted for impacting and groove repairing.
406. Groove depth measurement and control
And calculating the grooving depth according to the actual elevation of the guide wall so as to ensure the design depth of the ground wall. The groove depth is measured by adopting a standard measuring rope, 2-3 points are measured according to the width of each frame, and the depth of the digging groove is controlled according to the actual elevation of the guide wall so as to ensure the design depth of the ground wall. And marking on the grab bucket rope according to the depths of different underground walls so as to control the overexcavation of the groove section.
(5) Grooving quality inspection specifically comprises: carrying out groove section plane position deviation inspection and groove section depth inspection, wherein the groove section plane position deviation refers to the deviation between an actual measurement position line at two ends of a groove section and a dividing line of the groove section, and the groove section depth refers to the average value of the groove bottom depths of the left, middle and right positions of the groove section;
(6) the brush joint specifically includes: brushing the wall joint of the previous wall by using a wall brushing device at the joint of each underground continuous wall for cleaning the wall, wherein the repeated brushing times are not less than 10 times until no soil residue or slurry exists on the wall brushing device;
(7) the sediment removal and slurry replacement specifically comprises the following steps: after 2 hours of grooving construction, cleaning the bottom by adopting a precipitation method, and directly excavating sediments at the bottom of the groove by using a hydraulic grab bucket of a hydraulic grooving machine;
the soil residue remained in the groove can be accumulated at the bottom of the groove during the groove digging process, and soil particles suspended in the slurry can be gradually precipitated at the bottom of the groove after the groove digging is finished. Therefore, before pouring, the bottom of the tank needs to be cleaned, the bottom cleaning method is specifically adopted for cleaning the bottom, specifically, compressed air is pressed into a mud suction device at the bottom of the tank through a mud suction pipe to suck out mud, meanwhile, fresh mud is continuously conveyed into the tank to replace mud with the slag, the mud suction pipe is required to continuously move, and therefore the thickness of the sediment at the bottom of the tank after the tank is cleaned meets the requirement. After the mud suction is finished, the mud with the height of 300mm at the bottom of the tank is required to have the specific gravity not more than 1.1, the viscosity between 15 and 20S and the sand content less than 5 percent.
(8) Joint construction, specifically including: hanging the joint box and the cross steel plate into the joints of each unit groove section and putting the joint box and the cross steel plate to the bottom of the groove, and after the joint box and the cross steel plate are placed, bagging small blocks of clay on the back of the joint box, backfilling the clay to the ground elevation and compacting the clay to prevent the occurrence of streaming concrete;
joints are required to be constructed among all the unit groove sections, and the underground diaphragm wall groove section connection of the construction method adopts a construction process of arranging a cross steel plate at the lower part. The structure of the joint box and the lower part of the cross steel plate groove section is shown in figure 4.
The joint construction sequence is that a joint box is arranged below the joint box, and then a cross steel plate is arranged below the joint box. In order to increase the tensile capacity between the walls of the underground continuous wall, holes are formed in the side, where the cross-shaped steel plate and the reinforcement cage are located, of the plug plate, and a convex block is welded on one side of the reinforcement cage. In order to avoid the deflection distortion of the cross steel plate joint in the process of putting the cross steel plate joint into the groove section, the lower part of the cross steel plate joint is provided with the inclined rib for resisting torsion. The cross steel plate and the reinforcement cage are welded into a whole and are arranged below. Considering that the hoisting is difficult due to the fact that the integral joint box is adopted for the rear rest of the cross steel plate, the joint box can be processed into a split structure, the dead weight of the joint box can be reduced on one hand, and the friction force between the rest concrete and the soil body can be reduced on the other hand. The two ends of the plug steel plate are provided with end enclosure iron sheets to reduce the streaming of concrete, each joint box is 8-10 m long, the joint boxes are connected by using lock pins, and the joint boxes are pulled out by using a hydraulic pipe drawing machine subsequently.
(9) Hoist and mount steel reinforcement cage specifically includes: determining a main hoisting point and an auxiliary hoisting point of the reinforcement cage according to the calculated gravity center position of the reinforcement cage and by combining the shape of the reinforcement cage; then, firstly, lifting the front 4 main lifting points of the reinforcement cage by using a main hook, then lifting the rear 4 auxiliary lifting points of the reinforcement cage by using an auxiliary hook so as to slowly lift the reinforcement cage off the ground, controlling the verticality of the reinforcement cage during lifting to be aligned with the position of the groove section and slowly enter the groove, and placing the reinforcement cage on a guide wall by using a carrying pole made of channel steel;
round steel with the diameter of 25mm is selected as a lifting point of the steel reinforcement cage, and first gears are arranged at intervals of 5m, and a first horizontal rib at the uppermost part of the steel reinforcement cage is reinforced by three-level steel with the diameter of 25 mm; two rows of positioning cushion blocks are arranged in the horizontal direction on the width of the steel reinforcement cage, and the vertical distance between every two rows of cushion blocks is 4 m; if the width of the steel reinforcement cage is L, the transverse hoisting points of the steel reinforcement cage are arranged according to the positions of 0.25L, 0.25L and 0.25L, wherein if the steel reinforcement cage is an L-shaped steel reinforcement cage, double steel reinforcement supports are required to be additionally arranged at the hoisting points.
(10) Set up concrete pipe, specifically include: arranging two guide pipes for pouring concrete in the same groove section, and hoisting the two guide pipes into a specified position of the groove section by using a concrete pouring frame before pouring; the guide pipe is of a circular spiral quick connector type, a square funnel is arranged at the top of the guide pipe, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and a groove section connector is not more than 1.5 m;
the method is characterized in that the specification, quality and splicing certification of the conduit are checked before the conduit is used, pressure during ball passing and hydrostatic test is required to be not less than 1.5 times of the maximum pressure possibly borne by the conduit during filling, the spliced conduit is filled with water, two ends of the spliced conduit are sealed, one end of the spliced conduit is welded with a water outlet pipe joint, the other end of the spliced conduit is welded with a water inlet pipe joint, a water pump is started to inject pressure water into the conduit, and the joints and seams are free from leakage after the pressure of the water pump reaches the calculated pressure and is stabilized for 15min, so that the spliced conduit is qualified.
(11) Pouring wall body concrete specifically includes: before pouring wall concrete, testing the slump, wherein the slump is preferably 180-240, and manufacturing a concrete test block in the pouring process; when concrete is poured, keeping the distance between the bottom ends of the guide pipes and the bottom of the groove to be not more than 500mm, controlling the concrete surface to uniformly rise and continuously pour, wherein the pouring rising speed is not less than 2m/h, the height difference of the concrete surfaces at the two guide pipes is not more than 50cm, and the concrete must be poured before the concrete is finally set, wherein the underground diaphragm wall concrete adopts underwater concrete with the label of C35P 6;
(12) pull out the joint case, specifically include: and after the concrete pouring is finished for 4 hours, loosening and pulling the joint box by 20-50 cm in a vertical hoisting mode, and after the concrete pouring is finished for 6 hours, completely pulling the joint box out of the groove.
In order to further improve the grooving quality of the underground diaphragm wall, the invention adopts the following process to manufacture and use the slurry, and the specific process flow refers to the attached figure 5.
According to the address situation of the actual engineering, bentonite, soda ash, a high-concentration tackifier and tap water with excellent performance indexes are used as raw materials to prepare the slurry. Stirring by using a high-efficiency and low-noise high-speed rotary stirrer, wherein the stirring time of each tank is controlled to be 8-15 minutes, and the slurry is required to reach the indexes shown in the following table 1:
TABLE 1 slurry control index
And in the construction process, adjusting the slurry index in time according to the monitoring data, and if the stability of the wall soil body of the tank cannot be met, adjusting the slurry index. The slurry is stored in a semi-buried brick-laid slurry tank which is mainly divided into a new slurry tank, a circulating tank and a waste slurry tank. The freshly prepared slurry should be stored for 24 hours before use. The mud circulation adopts 7PLN type mud pump to deliver, adopts 15PLN type mud pump to retrieve, adopts 3PLN type mud pump to circulate between mud ponds, specifically constitutes the mud circulation pipeline by mud pump and hose. After the mud is used for one circulation, the mud is separated and purified to improve the reuse rate of the mud. The separation and purification of the slurry are carried out by adopting a slurry sand washer, and the method for supplementing the components of the slurry comprises the following steps: and caustic soda, sodium soil and the like are supplemented into the purified slurry, so that the purified slurry basically recovers the original wall protection performance.
The invention relates to a diaphragm wall construction which uses the following raw materials: HPB 300-grade and HRB 400-grade steel bars are adopted, Q235B steel with the thickness of 10mm (12mm) is adopted as cross steel of the reinforcement cage joint of the underground wall, E43 type welding rods are adopted for welding the Q235 steel and the HPB 300-grade steel bars by arc welding, and E50 type welding rods are adopted for welding the HRB 400-grade steel bars. The guide wall concrete is marked as C25, and the underground concrete is marked as C35P 6.
The construction mechanical equipment for completing the grooving of the diaphragm wall of the shallow buried rock stratum mainly comprises: the device comprises a hydraulic trenching machine, a full-hydraulic impact reverse circulation drilling machine, a concrete transportation tank car, a slurry separation device, a slurry tank car, an excavator, a loader, a steel bar cutting machine, a steel bar straightening machine, a steel bar bending machine, a steel bar threading machine, an electric welding machine, a semi-automatic gas welding machine, a crawler crane (a main crane), a crawler crane (an auxiliary crane), a slurry pump and a slurry tank.
The diaphragm wall construction of the invention should meet the requirements of technical Specification for treating building foundation (JGJ79-2012), Specification for acceptance of construction quality of building foundation engineering (GB50202-2018), Specification for welding and acceptance of reinforcing steel bars (JGJ18-2012), Specification for welding steel structures (GB50661-2011), Specification for welding and acceptance of reinforcing steel bars (JGJ18-2012) and Specification for acceptance of construction quality of concrete structure engineering (GB50204-2002) (2011 edition).
In addition, in order to ensure the quality of the project, the invention further adopts the following quality control measures:
1. and a rechecking system is strictly measured, the measurement and the paying-off are accurate, and the central position and the outward value of the enclosure structure are ensured to meet the design requirements.
2. The specification form, size, number, spacing, anchoring length, joint position and length of the steel bars are required to meet the design requirements and specification.
3. Before the diaphragm wall construction, framing is carried out on the guided wall, and the frame number is clearly marked.
4. The quality index detection is carried out twice in each shift during the slurry preparation, the newly mixed slurry can be used after being stored for 24 hours, the relative density of the newly configured slurry is generally less than 1.05, and the slurry needs to be continuously stirred by a slurry pump when being supplemented.
5. After the groove is formed on the diaphragm wall and before the concrete is poured, a strict three-inspection system is adopted to ensure the accuracy of the depth, the width and other embedded parts of the diaphragm wall.
6. And (4) reinforcing concrete quality management, checking departure, transportation and arrival time of the concrete mixer truck, checking slump and whether the concrete mixer truck meets the requirements, and returning unqualified concrete mixer trucks strictly. In the concrete pouring process, technical and quality testing personnel are responsible for monitoring the vibrating quality.
The invention also further establishes the following quality control standards:
1) when the reinforcement cage is manufactured, the variety, grade and specification of the stressed reinforcement must meet the design requirements. The allowable deviation of the installation position of the reinforcing bars and the inspection method are as follows in table 2.
TABLE 2 acceptance criteria for underground continuous wall reinforcement cages
2) When the twisted steel bars are mechanically connected, the joints must be screwed by a pipe wrench, and the steel bar screw heads must be mutually propped against the axis at the central position of the sleeve; the exposed thread of the standard type joint after installation is not more than 2 p; the tightening torque must be checked after installation using a torque wrench.
3) The guide pipe is inserted to the position which is about 50cm away from the bottom elevation of the groove, and concrete can be poured.
4) The initial irrigation quantity should be ensured when the pipe is opened, and each pipe should be provided with 1 vehicle and 8m3And (4) concrete amount.
5) In order to ensure the fluidity of concrete in the guide pipes and prevent the occurrence of concrete mud inclusion, the concrete surface of the groove section should uniformly rise and be continuously poured, the pouring rising speed is not less than 2m/h, and the height difference of the concrete surface between the two guide pipes is not more than 50 cm.
6) When concrete is poured, concrete scattered on the pavement cannot be swept into the groove, and mud is polluted.
7) The height of the concrete flood is 50cm, so that the strength of the concrete on the top of the wall can meet the design requirement.
The embodiment of the application of the method of the invention is illustrated as follows:
the stone-bud ridge is the 5 th station of the 14 th line project of the urban rail transit of Shenzhen city, is an underground two-layer island type transfer station, has the length of 483.114m, the width of a standard section of 21.2m and the depth of 17m-23.7m, the two ends of the 14 th line are shield initial ends, the main body of the 17 th line station part is three layers, the total length of the station is 250.9m, the width of the station is 23.4m-27.8m, and the excavation depth is 25.4m-31.8 m. The enclosure structure of the stone-ridge station adopts a support mode of an underground continuous wall, a bored pile, a waterproof curtain and an inner support, the thickness of the underground continuous wall is 800mm and 1000mm respectively, and the joints adopt I-shaped steel joints.
The construction method is adopted for construction, 19 underground diaphragm walls in a foundation pit wiring area are constructed by adopting a full-hydraulic impact reverse circulation drilling machine and a hydraulic trenching machine, the verticality of the underground diaphragm walls and the wall heads of the underground diaphragm walls are smoothly carried out under a controllable condition, the full-hydraulic reverse circulation drilling machine is used for quickly hammering rock strata, 4 full-hydraulic reverse circulation drilling machines are used for operating in parallel, the enclosure structure can be quickly completed, and the work efficiency can be improved by 2 times compared with the construction method adopting a traditional hydraulic trenching machine and a pile-punching machine. The whole construction process is in a controllable state of rapidness, safety, stability, order, civilization and environmental protection, and good effects are achieved in construction period progress, engineering quality, construction cost saving and civilized construction.
The method integrates punching and slag suction by adopting the full-hydraulic impact reverse circulation drilling machine, has higher working efficiency, reduces the operation time by times, powerfully shortens the construction period, and greatly reduces the auxiliary labor and material cost. In addition, multiple full-hydraulic impact reverse circulation drilling machines are adopted to simultaneously construct the underground continuous wall, so that the problem that the normal operation of the next procedure is delayed due to overlong rock-flushing time can be avoided.
The above-mentioned embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.

Claims (10)

1. A shallow-buried rock stratum section diaphragm wall grooving construction method is characterized in that grooving is constructed by adopting a hydraulic grooving machine and a full-hydraulic impact reverse circulation drilling machine in a combined mode, and specifically comprises the following steps:
(1) construction preparation, specifically comprising: carrying out steel bar batch sampling and submission, concrete batch sampling and submission, steel reinforcement cage manufacturing and fresh slurry configuration;
(2) the measurement lofting specifically comprises: according to a base point, a wire guide point and a leveling point which are provided in advance, arranging a facility worker measuring control point and a leveling point in a construction site, and positioning and lofting the center line of the underground diaphragm wall after the experience is correct;
(3) the construction of leading the wall specifically includes: the integral reinforced concrete structure is adopted and the concrete label C25 is used for wall guiding operation; in the operation process, chiseling the construction joints and adding steel bar inserting bars to enable the guide wall to be integrated; when the guide wall is subjected to form removal operation, square timbers are used for supporting the inner wall of the guide wall in a layering manner to prevent the guide wall from being extruded inwards;
(4) grooving construction specifically comprises: firstly, conducting wire points are encrypted according to construction drawings and sites, a dividing line of each unit groove section is accurately divided on a guide wall, the number of the groove section is marked by red paint, then a hydraulic grab bucket of a hydraulic grooving machine is used for excavating a soil layer of each unit groove section, when the hydraulic grab bucket grabs to a rock stratum surface, a full-hydraulic impact reverse circulation drilling machine is hung into the divided groove section to punch holes and suck slag until the depth of the designed groove bottom is reached;
(5) grooving quality inspection specifically comprises: carrying out groove section plane position deviation inspection and groove section depth inspection, wherein the groove section plane position deviation refers to the deviation between an actual measurement position line at two ends of a groove section and a dividing line of the groove section, and the groove section depth refers to the average value of the groove bottom depths of the left, middle and right positions of the groove section;
(6) the brush joint specifically includes: brushing the wall joint of the previous wall by using a wall brushing device at the joint of each underground continuous wall for cleaning the wall, wherein the repeated brushing times are not less than 10 times until no soil residue or slurry exists on the wall brushing device;
(7) the sediment removal and slurry replacement specifically comprises the following steps: after 2 hours of grooving construction, cleaning the bottom by adopting a precipitation method, and directly excavating sediments at the bottom of the groove by using a hydraulic grab bucket of a hydraulic grooving machine;
(8) joint construction, specifically including: hanging the joint box and the cross steel plate into the joints of each unit groove section and putting the joint box and the cross steel plate to the bottom of the groove, and after the joint box and the cross steel plate are placed, bagging small blocks of clay on the back of the joint box, backfilling the clay to the ground elevation and compacting the clay to prevent the occurrence of streaming concrete;
(9) hoist and mount steel reinforcement cage specifically includes: determining a main hoisting point and an auxiliary hoisting point of the reinforcement cage according to the calculated gravity center position of the reinforcement cage and by combining the shape of the reinforcement cage; then, firstly, lifting the front 4 main lifting points of the reinforcement cage by using a main hook, then lifting the rear 4 auxiliary lifting points of the reinforcement cage by using an auxiliary hook so as to slowly lift the reinforcement cage off the ground, controlling the verticality of the reinforcement cage during lifting to be aligned with the position of the groove section and slowly enter the groove, and placing the reinforcement cage on a guide wall by using a carrying pole made of channel steel;
(10) set up concrete pipe, specifically include: arranging two guide pipes for pouring concrete in the same groove section, and hoisting the two guide pipes into a specified position of the groove section by using a concrete pouring frame before pouring; the guide pipe is of a circular spiral quick connector type, a square funnel is arranged at the top of the guide pipe, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and a groove section connector is not more than 1.5 m;
(11) pouring wall body concrete specifically includes: before pouring wall concrete, testing the slump, wherein the slump is preferably 180-240, and manufacturing a concrete test block in the pouring process; when concrete is poured, keeping the distance between the bottom ends of the guide pipes and the bottom of the groove to be not more than 500mm, controlling the concrete surface to uniformly rise and continuously pour, wherein the pouring rising speed is not less than 2m/h, the height difference of the concrete surfaces at the two guide pipes is not more than 50cm, and the concrete must be poured before the concrete is finally set, wherein the underground diaphragm wall concrete adopts underwater concrete with the label of C35P 6;
(12) pull out the joint case, specifically include: and after the concrete pouring is finished for 4 hours, loosening and pulling the joint box by 20-50 cm in a vertical hoisting mode, and after the concrete pouring is finished for 6 hours, completely pulling the joint box out of the groove.
2. The shallow buried rock stratum section diaphragm wall grooving construction method according to claim 1, wherein the steel bar batch sampling and inspection step specifically comprises the following steps:
and (3) carrying out inspection batch division on the steel bars entering the field according to the same model, the same batch, the same manufacturer and the same operation, and sampling and inspecting by taking the preset tonnage as an inspection batch.
3. The shallow buried rock stratum section diaphragm wall grooving construction method according to claim 1, wherein the concrete batch sampling and inspection step specifically comprises:
for the concrete of the same approach batch with the length of 100m3Sampling for one test batch, less than 100m3And taking a group of compression-resistant samples, simultaneously sampling the concrete on site, and carrying out a strength test after the concrete is maintained to an age.
4. The shallow rock interval diaphragm wall trenching construction method as claimed in any one of claims 1-3, characterized in that the fresh slurry preparation step specifically comprises:
bentonite with excellent performance indexes, sodium carbonate, high-concentration tackifier and tap water are used as raw materials, the raw materials are continuously stirred to prepare slurry, and the slurry can be put into use after being stored for more than 24 hours or dispersant is added to fully hydrate the bentonite.
5. The shallow rock stratum section diaphragm wall grooving construction method according to claim 1, wherein in the reinforcement cage manufacturing step, longitudinal reinforcements and transverse reinforcements of the reinforcement cage are connected in an electric welding mode, truss reinforcements and main reinforcements are connected in a straight thread mode, and joint positions are required to be staggered; the percentage of welding joints in the same connecting section is not more than 50%, spot welding is needed at the intersection of longitudinal and transverse truss ribs, all the steel bars need to be spot-welded at the intersection points within 0.5m of the periphery of the steel reinforcement cage, 50% of the internal intersection points need to be spot-welded, and 100% of spot welding is needed at the positions 1m above and below the steel reinforcement cage truss and the steel reinforcement cage hanging point; the main reinforcement adopts straight thread sleeve connection mode and the screw head must polish smoothly, must use torque wrench check tightening torque after the installation.
6. The shallow buried rock stratum section diaphragm wall grooving construction method as claimed in claim 1, wherein in the guide wall construction step, a construction joint is staggered with a diaphragm wall joint, the middle line of the guide wall is placed 10cm outwards, the clear width is 6cm thicker than that of the diaphragm wall, the top opening of the guide wall is 5cm higher than the ground, the wall thickness is 200mm, the top width is 1000mm, and the depth of the guide wall is 2 m.
7. The shallow buried rock stratum diaphragm wall grooving construction method according to claim 1, wherein in the grooving construction step, grooving construction can be performed when the guide wall is manufactured and naturally maintained to be above 70% of design strength, a joint position is marked by placing 7cm outside a central axis whole body of the underground diaphragm wall, and deviation of any depth of central lines of two adjacent groove sections at the joint is not larger than a result value of groove depth perpendicularity 1/200.
8. The shallow rock stratum section diaphragm wall grooving construction method according to claim 1, wherein in the step of hoisting the reinforcement cage, round steel with the diameter of 25mm is selected as hoisting points of the reinforcement cage, and first gears are arranged at intervals of 5m, and a first horizontal rib at the uppermost part of the reinforcement cage is reinforced by three-level steel with the diameter of 25 mm; two rows of positioning cushion blocks are arranged in the horizontal direction on the width of the steel reinforcement cage, and the vertical distance between every two rows of cushion blocks is 4 m; if the width of the steel reinforcement cage is L, the transverse hoisting points of the steel reinforcement cage are arranged according to the positions of 0.25L, 0.25L and 0.25L, wherein if the steel reinforcement cage is an L-shaped steel reinforcement cage, double steel reinforcement supports are required to be additionally arranged at the hoisting points.
9. The shallow buried rock stratum section diaphragm wall grooving construction method according to claim 1, wherein in the grooving construction step, if the groove section to be punched is a non-standard groove section, a five-hole grooving method is adopted, the two side positions of the non-standard groove section are firstly constructed by using a square hammer, then the middle position of the non-standard groove section is constructed to form two auxiliary holes of three main holes, then the square hammer is used for impacting a small wall between the two holes, and finally groove repairing is carried out.
10. The shallow buried rock stratum section diaphragm wall grooving construction method according to claim 1 or 9, wherein in the grooving construction step, if the groove section to be punched is a standard width groove section, a nine-hole grooving method is adopted, hole jumping construction is performed by using a round hammer, after a single number of holes are constructed, even number of holes are constructed to form five main holes and four auxiliary holes, then a square hammer is used to impact a small wall between the two holes, and finally groove repairing is performed.
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CN112482358A (en) * 2020-11-30 2021-03-12 中铁十一局集团有限公司 Diaphragm wall construction method for diaphragm wall penetrating stratum
CN112854198A (en) * 2021-01-18 2021-05-28 中煤江南建设发展集团有限公司 Construction method for treating old foundation of underground diaphragm wall

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