CN112854197A - Construction method of underground continuous wall - Google Patents
Construction method of underground continuous wall Download PDFInfo
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- CN112854197A CN112854197A CN202110050635.2A CN202110050635A CN112854197A CN 112854197 A CN112854197 A CN 112854197A CN 202110050635 A CN202110050635 A CN 202110050635A CN 112854197 A CN112854197 A CN 112854197A
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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
Abstract
The invention specifically provides a construction method of an underground diaphragm wall, which comprises the following steps: step S1: measuring and lofting; step S2: constructing a guide wall; step S3: excavating a groove section: adopting a hydraulic grab bucket and a groove wall excavator matched with a crawler crane to dig a unit groove section by a jump hole excavating method; when the groove is dug, continuously injecting fresh slurry into the groove, and keeping the slurry surface 0.2-0.3 m below the top surface of the guide wall and 0.5m above the underground water level; step S4: cleaning the joint; step S5: bottom cleaning and pulp changing; step S6: hoisting a reinforcement cage; step S7: placing a concrete guide pipe; step S8: and (5) pouring wall concrete. The invention improves the supporting structure between the inner walls of the guide walls, and has reasonable structural design, easy operation and higher stability; the structure of the reinforcement cage is improved, the L-shaped reinforcement cage and the Z-shaped reinforcement cage are designed, the mechanical properties of the reinforcement cage, such as bending resistance, torsion resistance and the like, can be effectively improved through the designed transverse truss ribs and vertical truss ribs, and the stability of the reinforcement cage in the hoisting process is ensured.
Description
Technical Field
The invention belongs to the technical field of underground continuous walls, and particularly relates to a construction method of an underground continuous wall.
Background
With the acceleration of urban rail transit and urban construction pace, the infrastructure construction of urban subways, high-speed rails, underground stations, underground squares and the like is more and more, and the underground continuous wall serving as an enclosure structure is widely developed and applied in the supporting process of foundation pit engineering. The underground continuous wall is made up through such technological steps as digging or punching a slot with a certain width and depth along the periphery of underground building or structure, protecting wall with slurry, arranging reinforcing cage with a certain rigidity in the slot, pouring underwater concrete with guide tube, sectional construction, and connecting by special method.
The existing underground continuous wall construction technology obtains a better effect under a proper working condition, but has a further improvement in the aspects of reducing the hoisting difficulty of a reinforcement cage, improving the concrete pouring quality, improving the guide wall arrangement effect and the like.
Disclosure of Invention
Aiming at the technical problems, the invention provides a construction method of an underground continuous wall, which realizes rapid excavation and support and avoids major construction risks.
The technical scheme adopted by the invention is as follows:
a construction method of an underground diaphragm wall,
the method comprises the following steps:
step S1: measuring and lofting;
step S2: constructing a guide wall;
step S3: excavating a groove section: adopting a hydraulic grab bucket and a groove wall excavator matched with a crawler crane to dig a unit groove section by a jump hole excavating method; when the groove is dug, continuously injecting fresh slurry into the groove, and keeping the slurry surface 0.2-0.3 m below the top surface of the guide wall and 0.5m above the underground water level;
step S4: cleaning the joint;
step S5: bottom cleaning and pulp changing;
step S6: hoisting a reinforcement cage;
step S7: placing a concrete guide pipe;
step S8: and (5) pouring wall concrete.
Preferably, in the step S1, the measuring lofting includes the steps of:
(1) positioning and calibrating control point
Arranging ground lead points in places which are beneficial to protection and lofting of a construction site, introducing control points into the site by adopting a total station, and lofting out plane coordinates of the ground lead points; and the elevation is introduced into the construction site by adopting a level gauge. The set control points are all more than 10m away from the foundation pit;
(2) underground continuous wall measurement lofting
And calculating the coordinates of the center line angular points of the underground continuous wall according to the coordinates provided by a design drawing, adopting a ground lead control point, lofting out the angular points of the underground continuous wall on the spot by using a total station, and immediately making a pile protector.
Preferably, in the step S2, the constructing the guide wall includes the steps of:
(1) measuring and positioning
Setting at least three level points on a construction site by adopting a wire measurement method, wherein the distance between the points is 50-100 m; taking the center line of the underground continuous wall as the center line of the guide wall, placing the center line of the guide wall by 125mm, and arranging mark piles capable of restoring the center line of the guide wall on two sides of the guide wall ditch to be constructed;
(2) trench excavation
(3) Binding bar and supporting form
After the groove excavation is finished, steel bar binding is carried out along the groove excavation direction according to design requirements, and a guide wall template begins to be installed: firstly, using reinforcing steel bars with the length of 35cm phi 12 on two sides of a substrate to dig into soil according to the distance of 2.5 m; then, tightly attaching the bamboo glued wood template to the steel bar, then extending and laying the wood template, stabilizing the wood template on the square wood behind the wood template through screws, and fixing two adjacent wood templates by using a connecting piece; the square timber is vertically backed behind the timber formwork, arranged at an interval of 0.5m along the guide wall direction, and then a horizontal square timber is arranged at an interval of 0.4m along the excavation direction, and a cross brace is arranged between every two adjacent horizontal square timbers;
(4) pouring of concrete
After the formwork is installed, pouring finished product C35 concrete;
(5) form removal and support arrangement
And after the concrete meets the design requirements, removing the wooden template according to the outer mold and the inner mold, arranging a supporting mechanism in the guide wall after the mold is removed, and performing grooving operation on the underground continuous wall when the regular watering and curing strength of the concrete of the guide wall reaches more than 70%.
Preferably, the connecting piece is including setting up in the mounting panel at plank sheathing both ends, the mounting panel is a "U" type structure, is provided with the connecting block in the recess of "U" type structure, the connecting block is fixed in the recess through fastening bolt, the connecting block up end is provided with the mounting groove of indent, be provided with two supporting shoes in the mounting groove, the tip of supporting shoe is provided with the square plate, be provided with the ear piece on the square plate, be provided with the perforation on the ear piece, be provided with the connecting rod in the perforation, the tip of connecting rod is provided with lock nut.
Preferably, the supporting mechanism comprises a base, a screw rod, an upper adjusting assembly, a lower adjusting assembly and a turntable, the base is fixed on the ground in the foundation pit, the bottom of the screw rod is arranged in an adaptive groove on the base, a bearing is arranged between the screw rod and the inner wall of the adaptive groove, the turntable is arranged at the upper end of the screw rod, and the upper adjusting assembly and the lower adjusting assembly are arranged on the screw rod;
the upper adjusting assembly and the lower adjusting assembly are identical in structure and respectively comprise a first sliding block and a second sliding block which are arranged on the screw rod, and the rotating directions of internal threads on inner holes of the first sliding block and the second sliding block are opposite; two sides of the first sliding block are respectively hinged with a lower lifting arm, two sides of the second sliding block are respectively hinged with an upper lifting arm, the end part of the lower lifting arm is hinged with the end part of the upper lifting arm, a horizontal support rod perpendicular to the screw rod is arranged at the end part of the lower lifting arm, the end part of the horizontal support rod props against the inner wall of the guide wall, the distance between the horizontal support rod on the lower adjusting component and the horizontal support rod on the upper adjusting component is 0.75m, and the horizontal distance is 1.5 m;
the lower lifting arm comprises two lower lifting rods which are arranged in parallel, one ends of the two lower lifting rods are hinged with the first sliding block, and the other ends of the two lower lifting rods are connected with a fixed block; go up the lifing arm and include parallel arrangement's two and go up the lifter, two go up the one end of lifter and articulate with the fixed block both sides respectively, its other end articulates with the both ends of second sliding block respectively.
Preferably, in the step S3, during the trenching and excavating process of the unit trench sections, the center of the grab bucket is aligned to the hole site markers placed on the guide wall each time, the grab bucket is closed below the grab bucket and opened during excavating, the depth of each bucket is 0.3m, during trenching, slurry is constantly conveyed, the slurry level is higher than the ground water level by more than 0.5m, and meanwhile, the slurry level is kept 0.2 m-0.3 m below the top surface of the guide wall; stopping digging when the height of the designed groove bottom is 0.5m above each grabbing and digging in the unit groove section digging, and cleaning the bottom to the designed height from one end to the other end by using a grab bucket fine grabbing and sweeping hole when the whole groove reaches the designed height.
Preferably, in step S6, the reinforcement cage includes a "one" -type reinforcement cage, an "L" -type reinforcement cage, and a "Z" -type reinforcement cage; the one-line type reinforcement cage is hoisted by 10 points, two rows of transverse and longitudinal hoisting points of a main crane, two rows of transverse and longitudinal hoisting points of an auxiliary crane are hoisted by 10 points in total, and the total number of transverse and longitudinal hoisting points is two rows and five rows; the main crane and the auxiliary crane of the L-shaped reinforcement cage are two hoisting points transversely, the hoisting points are arranged on transverse truss ribs, a connecting line passes through the center of gravity of the reinforcement cage, and diagonal reinforcing ribs are arranged for reinforcement; the longitudinal lifting point arrangement is consistent with that of the one-shaped steel reinforcement cage; the Z-shaped reinforcement cage is formed by splicing two L-shaped reinforcement cages, a main crane and an auxiliary crane of each L-shaped reinforcement cage are transversely two hoisting points, the main crane and the auxiliary crane of each L-shaped reinforcement cage are transversely two hoisting points, the main crane has 4 hoisting points in two rows, and the auxiliary crane has 6 hoisting points in 3 rows; the hoisting points are arranged on the transverse truss ribs, the connecting lines pass through the gravity center of the steel reinforcement cage, the diagonal reinforcing ribs are arranged for reinforcement, and the longitudinal hoisting points are arranged to be consistent with the hoisting points of the one-shaped steel reinforcement cage.
Preferably, the one-shaped steel reinforcement cage comprises a lower layer of reinforcement and an upper layer of reinforcement, a plurality of longitudinal truss reinforcements and transverse truss reinforcements are arranged between the lower layer of reinforcement and the upper layer of reinforcement, the upper layer of reinforcement and the lower layer of reinforcement are identical in structure and respectively comprise horizontal reinforcements and main reinforcements welded with the horizontal reinforcements, the plurality of transverse truss reinforcements are arranged at intervals of 4m along the depth direction of the steel reinforcement cage, each transverse truss reinforcement comprises two connecting reinforcements arranged on the inner sides of the upper layer of reinforcement and the lower layer of reinforcement, and two rows of first truss units which are symmetrically distributed with each other are arranged between the upper connecting reinforcement and the lower connecting reinforcement; a plurality of longitudinal truss ribs are arranged at intervals of 1.8m along the width direction of the steel reinforcement cage, and each longitudinal truss rib comprises first truss units which are arranged on main ribs on the upper-layer rib and the lower-layer rib and connected in sequence; three positioning cushion blocks are arranged on the outer sides of the main reinforcements on the upper layer of reinforcements and the lower layer of reinforcements along the depth direction of the steel reinforcement cage; i-shaped steel is welded at the end parts of the horizontal ribs on the upper layer of ribs and the lower layer of ribs, and anti-streaming iron sheets are arranged on the upper side and the lower side of the I-shaped steel; and three reinforcing shear lacing wires are arranged on the outer sides of the upper layer rib and the lower layer rib.
Preferably, the L-shaped reinforcement cage comprises a lower layer of reinforcement and an upper layer of reinforcement, a plurality of longitudinal truss reinforcements and transverse truss reinforcements are arranged between the lower layer of reinforcement and the upper layer of reinforcement, the upper layer of reinforcement and the lower layer of reinforcement have the same structure and respectively comprise horizontal reinforcements and main reinforcements welded with the horizontal reinforcements, inner layer reinforcements and outer layer reinforcements are arranged at one ends of the horizontal reinforcements on the lower layer of reinforcement and the upper layer of reinforcement, and a plurality of longitudinal truss reinforcements and transverse truss reinforcements are also arranged between the outer layer of reinforcement and the inner layer of reinforcement; the inner-layer ribs and the outer-layer ribs respectively comprise a plurality of longitudinal ribs and main ribs welded with the longitudinal ribs, and the lower end parts of the longitudinal ribs on the inner-layer ribs and the outer-layer ribs are welded with the horizontal ribs on the lower-layer ribs and the upper-layer ribs by adopting bent angles of 10 d; measure ribs are arranged between the horizontal ribs on the lower layer ribs and the longitudinal ribs on the outer layer ribs, and two end parts of the measure ribs are welded with the horizontal ribs and the longitudinal ribs at single-side bent angles 10 d;
the steel reinforcement cage comprises a plurality of transverse truss ribs, wherein the transverse truss ribs are arranged at intervals of 4m in the depth direction of the steel reinforcement cage, each transverse truss rib comprises two connecting ribs arranged on the inner sides of an upper rib and a lower rib and on the inner sides of the inner rib and the outer rib, and two rows of first truss units which are symmetrically distributed are arranged between the upper connecting rib and the lower connecting rib; a plurality of longitudinal truss ribs are arranged at intervals of 1.8m along the width direction of the steel reinforcement cage, and each longitudinal truss rib comprises first truss units which are sequentially connected with the main ribs on the upper-layer rib and the lower-layer rib, the inner-layer rib and the outer-layer rib;
three positioning cushion blocks are arranged on the outer sides of the main ribs on the upper layer rib and the lower layer rib, the main ribs on the inner layer rib and the main ribs on the outer layer rib along the depth direction of the steel reinforcement cage; i-shaped steel is welded at the end parts of the horizontal ribs on the upper layer rib and the lower layer rib, the end parts of the horizontal ribs on the inner layer rib and the end parts of the horizontal ribs on the outer layer rib, and anti-streaming iron sheets are arranged on the upper side and the lower side of the I-shaped steel; and three reinforcing shear lacing wires are arranged on the outer sides of the upper layer rib and the lower layer rib, the inner layer rib and the outer layer rib.
Preferably, the Z-shaped reinforcement cage is formed by connecting two L-shaped reinforcement cages.
Compared with the prior art, the invention has the beneficial effects that: (1) according to the invention, the connection mode between the adjacent wood formworks is changed, so that the connection tightness between the adjacent wood formworks is improved, and the stability of the poured concrete is improved. (2) The invention improves the supporting structure between the inner walls of the guide walls, and has reasonable structural design, easy operation and higher stability. (3) The structure of the reinforcement cage is improved, the L-shaped reinforcement cage and the Z-shaped reinforcement cage are designed, and the mechanical properties of the reinforcement cage, such as bending resistance, torsion resistance and the like, can be effectively improved through the designed transverse truss ribs and vertical truss ribs, so that the stability of the reinforcement cage in the hoisting process is ensured; three positioning cushion blocks are respectively arranged on the outer side surfaces of the upper-layer rib and the lower-layer rib and are arranged according to the vertical interval of 4m, so that the thickness of a protective layer of the reinforcement cage is ensured; in the L-shaped steel bar cage and the Z-shaped steel bar cage, the end parts of the longitudinal bars and the horizontal bars are welded by adopting a bent angle 10d, and the measure bars are additionally arranged between the longitudinal bars and the horizontal bars, so that the connection stability between the horizontal bars and the longitudinal bars is ensured.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic view of the installation of a guide wall form according to the present invention;
FIG. 2 is a schematic view of the connection of adjacent wooden forms according to the present invention;
FIG. 3 is a schematic view of a connector according to the present invention;
FIG. 4 is a schematic view of a support mechanism of the present invention;
FIG. 5 is a schematic view of an adjustment assembly of the present invention;
FIG. 6 is a schematic view of a turntable according to the present invention;
FIG. 7 is a top view of the cage of the present invention;
FIG. 8 is a schematic view of a longitudinal truss rib;
FIG. 9 is a partial view of FIG. 7;
FIG. 10 is a front view of the leading reinforcement cage in the channel section of the I-shape;
FIG. 11 is a front view of the remaining reinforcement cages in the channel section of the line;
FIG. 12 is a schematic view of a transverse truss rib;
FIG. 13 is a schematic view of the engagement between reinforcement cages of adjacent channel sections;
FIG. 14 is a front view of the reinforcement cage in the "L" shaped channel section;
fig. 15 is an installation schematic diagram of a pre-buried steel bar connector in an L-shaped groove section;
FIG. 16 is a split view of the reinforcement cage in a "Z" -shaped channel section;
fig. 17 is an installation schematic diagram of the connector for embedded steel bars in the zigzag groove section.
Wherein, 1-upper layer of ribs; 2-lower layer of ribs; 3-main reinforcement; 4-horizontal ribs; 5-longitudinal truss ribs; 6-transverse truss ribs; 7-a conduit mounting hole; 8, positioning a cushion block; 9-strengthening the lacing wire of the scissors; 10-a first truss unit; 11-a second truss unit; 12-anti-turbulent iron sheet; 13-inner layer ribs; 14-outer layer ribs; 15-longitudinal ribs; 16-i-section steel; 17-orifice horizontal stiffener; 18-hoisting reinforcing steel bars; 19-measure ribs; 20-connecting ribs; 21-sealing ribs; 22-bamboo bakelite formwork; 23-a wood template; 24-horizontal square lumber; 25-a cross brace; 26-a connector; 2601-a mounting plate; 2602-connecting block; 2603-a mounting groove; 2604-a support block; 2605-square board; 2606-an ear piece; 2607-perforation; 2608-a connecting rod; 2609-a fastening bolt; 27-a base; 28-screw rod; 29-a first slider; 30-a second slider; 31-a lower lifting arm; 3101-lower lifting bar; 3102, fixing blocks; 32-an upper and lower arm; 3201-lifting rod; 33-horizontal support bar; 34-rotating disk.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention particularly provides a construction method of an underground diaphragm wall, which comprises the following steps:
step S1: measuring and lofting;
(1) positioning and calibrating control point
And arranging ground lead points at places which are beneficial to protection and lofting of a construction site, introducing control points into the site by adopting a total station according to the record of the planar cross-connecting piles, and lofting out the planar coordinates of the ground lead points. And according to the elevation cross-connecting pile record, introducing the elevation into the construction site by adopting a level gauge. The distance between each control point and the foundation pit is more than 10m, so that the influence on the control points during construction is reduced. The pile position of a control point is influenced during construction, the point which is used is rechecked once every half month, and when the point position change exceeds an allowable error, the original coordinate or elevation value is adjusted;
(2) underground continuous wall measurement lofting
And calculating the coordinates of the center line corner points of the underground continuous wall according to the coordinates provided by a design drawing, adopting a ground lead control point after the calculation result is checked to be correct internally, lofting out the corner points of the underground continuous wall on the spot by using a total station, and immediately making a pile guard. And reporting and setting units and supervision units for rechecking. Because underground continuous wall can inwards shift and warp under the effect of outside soil pressure during foundation ditch excavation, in order to ensure that later stage foundation ditch structure's headroom meets the requirements, lead wall center axis and put 125mm outward.
Step S2: constructing a guide wall;
(1) measuring and positioning
Setting at least three level points on a construction site by adopting a wire measurement method, wherein the distance between the points is 50-100 m; taking the center line of the underground continuous wall as the center line of the guide wall, placing the center line of the guide wall by 125mm, and arranging mark piles capable of restoring the center line of the guide wall on two sides of the guide wall ditch to be constructed;
(2) trench excavation
Excavating the guide wall groove by adopting an excavator, manually repairing the slope, keeping the inner side wall surface of the guide wall at the design depth of 1700mm vertical, wherein the clear distance is the design thickness of the underground wall plus the construction allowance of 50mm, the allowable deviation of the plane position is +/-10 mm, and the unevenness of the wall surface is less than 5 mm. The top opening of the guide wall is 4-5 cm higher than the ground.
(3) Binding bar and supporting form
After the trench excavation is finished, steel bar binding is carried out along the trench excavation direction according to design requirements, and a guide wall template is installed, as shown in fig. 1: firstly, using reinforcing steel bars with the length of 35cm phi 12 on two sides of a substrate to dig into soil according to the distance of 2.5 m; then the bamboo glued wood template 22 is tightly attached to the steel bar, then the wood template 23 is extended and laid, the wood template is stabilized on the square wood behind the wood template through screws, and two adjacent wood templates are fixed through connecting pieces; the square timber is vertically backed behind the timber formwork, arranged at an interval of 0.5m along the guide wall direction, and then provided with a horizontal square timber 24 at an interval of 0.4m along the excavation direction, and a cross brace 25 is arranged between adjacent horizontal square timbers;
(4) pouring of concrete
After the formwork is installed, pouring finished product C35 concrete;
(5) form removal and support arrangement
And after the concrete meets the design requirements, removing the wooden template according to the outer mold and the inner mold, arranging a supporting mechanism in the guide wall after the mold is removed, and performing grooving operation on the underground continuous wall when the regular watering and curing strength of the concrete of the guide wall reaches more than 70%.
And (3) checking the standard after the guide wall is demolded: the deviation of the parallelism of the central lines of the inner wall surface and the underground wall is +/-10 mm; the clearance deviation of the guide wall is-32-50 mm; the allowable value of the verticality deviation of the inner wall surface is less than or equal to 5 per thousand; the inner wall surface flatness is 3mm, and the top surface flatness is 5 mm.
Step S3: excavating a groove section: adopting a hydraulic grab bucket and a groove wall excavator matched with a crawler crane to dig a unit groove section by a jump hole excavating method; when the groove is dug, continuously injecting fresh slurry into the groove, and keeping the slurry surface 0.2-0.3 m below the top surface of the guide wall and 0.5m above the underground water level;
in the process of trenching and excavating soil of the unit groove section, the center of the grab bucket is aligned to a hole site marker placed on the guide wall each time, the grab bucket is closed below the grab bucket and is opened again during excavation, the depth of each bucket is 0.3m, slurry is conveyed constantly during trenching, the liquid level of the slurry is higher than the underground water level by more than 0.5m, and meanwhile, the slurry surface is kept to be 0.2 m-0.3 m below the top surface of the guide wall; stopping digging when the height of the designed groove bottom is 0.5m above each grabbing and digging in the unit groove section digging, and cleaning the bottom to the designed height from one end to the other end by using a grab bucket fine grabbing and sweeping hole when the whole groove reaches the designed height.
Step S4: cleaning the joint;
step S5: bottom cleaning and pulp changing;
the bottom cleaning and slurry changing uses an air liquid lifter, a crane is suspended into the tank, an air compressor is used for conveying compressed air, soil residue and sludge deposited at the bottom of the tank are sucked and removed by a slurry reverse circulation method, and slurry with overlarge viscosity, proportion or sand content in the tank is replaced, so that the slurry in the whole tank meets the quality requirement of the slurry after bottom cleaning. When the bottom cleaning starts, the crane suspends the air lift device into the tank, the bell mouth of the air lift device moves up and down and left and right at a position 0.5m away from the bottom of the tank, and soil, residue and sludge at the bottom of the tank are sucked and removed.
When the air liquid lifter does not suck the soil and slag any more after reciprocating at the bottom of the tank and the measured thickness of the settled slag at the bottom of the tank is less than 10 cm, the air liquid lifter can be stopped to move, and the slurry at the bottom of the tank begins to be replaced, wherein the specific gravity of the slurry at the bottom is required to be less than or equal to 1.15. And (4) whether bottom cleaning and slurry changing are qualified or not is determined by taking a sampling test as a standard, and when the depth of each increment of 5m in the tank and the slurry sampling test data of each sampling point at the tank bottom meet the specified indexes, the bottom cleaning and slurry changing are qualified. In the whole process of bottom cleaning and slurry replacement, the balance of slurry suction amount and slurry supplement amount is well controlled, and slurry cannot overflow out of the tank or the slurry surface falls to 50cm below the top surface of the guide wall.
Step S6: hoisting a reinforcement cage;
(1) setting a lifting point:
the steel reinforcement cage hoisting is a process of converting a horizontal state of the steel reinforcement cage into a vertical state, and the steel reinforcement cage hoisting is carried out in a mode of lifting by a double machine, straightening in the air and lowering into a tank. This engineering steel reinforcement cage hoist and mount adopts ZCC1800H180t main to hang, and SCC900A90t is vice to be hung.
The I-shaped reinforcement cage is hoisted by adopting a 10-point hoist; the main crane is transversely provided with two rows of vertical lifting points, the auxiliary crane is transversely provided with two rows of vertical lifting points, the total number of the three rows of vertical lifting points is two rows, and the total number of the five rows is 10 points for lifting; the L-shaped reinforcement cage (two L-shaped reinforcement cages are manufactured when the Z-shaped reinforcement cage is manufactured) is characterized in that the main crane and the auxiliary crane are both transversely provided with two hoisting points; the main crane and the auxiliary crane of each L-shaped reinforcement cage are transversely provided with two hoisting points, the two rows of the main crane comprise 4 hoisting points, and the 3 rows of the auxiliary crane comprise 6 hoisting points; the hoisting points are arranged on the truss, the connecting line must pass through the gravity center of the steel reinforcement cage, and meanwhile, the diagonal draw bar is arranged for reinforcement so as to prevent the steel reinforcement cage from deforming when the steel reinforcement cage is turned over at an angle in the air and ensure the safety of hoisting construction. The longitudinal hoisting points are arranged in the same straight-line-shaped steel reinforcement cage hoisting points.
(2) Hoisting in a trial manner;
(3) hoisting a steel reinforcement cage;
the first step is as follows: and commanding the main crane and the auxiliary crane to transfer to the hoisting position, and respectively installing suspension buckles of the hoisting points by a crane worker. And after the installation condition and the stress gravity center of the steel wire ropes of the two cranes are checked, the two cranes start to horizontally lift at the same time.
The second step is that: after the reinforcement cage is lifted to be 0.5m away from the ground, the steel cage is static for 10 minutes, a welding point of a lifting point, a reinforcing point, a truss and the whole rigidity of the reinforcement cage are checked, whether deformation exists or not is judged, the reinforcement cage is flatly lifted out of a cage platform, then a main crane lifts a hook, and an auxiliary crane is commanded to cooperate with the hook at any time according to the distance between the tail part of the reinforcement cage and the ground.
The third step: after the reinforcement cage is hoisted, the main crane rotates leftwards (or rightwards), and the auxiliary crane rotates forwards to a proper position, so that the reinforcement cage is vertical to the ground.
The fourth step: after the steel bar cage is straightened in the air, the main crane should be stopped statically for no less than 5 minutes when all the lifting loads of the main crane are lifted, the steel bar cage is not changed, then the lifting appliance of the auxiliary crane is dismounted, and the steel bar cage is far away from the lifting operation range. Commanding the cage of the crane to enter the groove and positioning, the running of the crane is stable, the traction rope is pulled on the steel reinforcement cage, the swing is reduced by manual operation, and the groove cannot be forced to enter the groove during the lowering.
The fifth step: and when the steel bar cage is vertically lowered to the position of 2m lower-row lifting points of the main crane, the steel bar cage is fixed on the guide wall by using the inserting bar, the lower-row lifting points are dismounted by a crane worker, and the suspension buckle is installed at the position of the next lifting point.
And a sixth step: when vertically lowering the steel bar cage to the position of 2m at the top of the cage, the steel bar cage is fixed on the guide wall again by using the inserting bar, and a lifting worker unloads the lower row of lifting points and transfers the lifting points to the top lifting rib. (the lifting point at the inserting bar is reinforced with the main lifting point).
The seventh step: and hoisting the reinforcement cage into the groove, penetrating the final suspension ring of the reinforcement cage by using an insertion rod, and placing the reinforcement cage on the top surface of the guide wall.
Step S7: placing a concrete guide pipe;
step S8: pouring wall concrete;
(1) the concrete mixing proportion is designed according to the flow state concrete, and the design strength is C35. According to the design requirements, the high-performance concrete which is characterized by double doping (namely, the addition of the ground fine blast furnace slag micro powder and the ground grade II fly ash) and has low water-cement ratio (< 0.45) and takes durability as a target should be adopted as much as possible, and an expanding agent with a compensation function should be added to reduce drying shrinkage and temperature difference shrinkage.
(2) In order to ensure uniform pouring, two guide pipes are adopted during each pouring. The guide pipes are all flange plate connection type guide pipes, the length of the guide pipes embedded in concrete is 2-4 m, and the joints of the guide pipes are sealed and waterproof by rubber gaskets. Before the first use of the conduit, a water sealing test is carried out on the ground, and the test pressure is not less than 3kg/cm 2. Pipe plugs (rubber ball bladders and the like) for ensuring the isolation of concrete and slurry are arranged in the guide pipes. The bottom of the funnel is about 200mm away from the bottom of the tank, the upper opening of the guide pipe is connected with a square funnel, and the concrete funnel can meet the requirement of initial concrete pouring.
(3) Pouring concrete is started within 4 hours after the reinforcing steel bars enter the grooves, the groove depth is checked before pouring, whether the collapse holes exist or not is judged, and the required concrete square amount is calculated.
(4) When the concrete is poured, the water-isolating ball is placed in the guide tube so as to discharge the slurry in the tube from the bottom of the tube. The concrete pouring adopts a method of direct pouring by a pouring vehicle, and each guide pipe is ensured to have the spare amount of 6 square concrete during initial pouring.
(5) The continuous and uniform blanking of concrete is kept in concrete pouring, the blanking speed of the concrete in the two guide pipes is kept all the time, the rising speed of a concrete surface is controlled to be not less than 3m/h, the embedding depth of the guide pipes is controlled to be 2-4 m, the elevation of the concrete surface and the embedding depth of the guide pipes are observed and measured at any time in the pouring process, and the openings of the guide pipes are prevented from being lifted out of the concrete surface. And simultaneously, the rising condition of the concrete surface is mastered through measurement, and whether the collapse phenomenon exists or not is calculated.
(6) When multiple concrete pipes are used for pouring concrete, attention should be paid to the synchronous pouring, the concrete surface is kept to be lifted in a horizontal state, and the height difference of the concrete surface is not more than 500 mm. So as to prevent the interlayer phenomenon caused by the overlarge height difference of the concrete surface.
(7) When the concrete is poured, the concrete is strictly prevented from overflowing from the funnel and flowing into the groove to pollute slurry, and the pouring quality of the concrete is influenced. The concrete pouring surface should be higher than the designed elevation by more than 50 cm. The concrete pouring process is recorded in detail, and a report and check sheet is filled in for submission and supervision.
In the construction process of the guide wall formwork, the bamboo-glued wood formwork is tightly attached to the steel bar, then the wood formwork extends from bottom to top, the wood formwork is stabilized on the square wood behind the bamboo-glued wood formwork through screws, and two adjacent wood formworks are fixed through the connecting piece.
As shown in fig. 2 and 3, the connecting member 26 includes mounting plates 2601 disposed at two ends of the plank sheathing, the mounting plates 2601 are in a "U" shape, a connecting block 2602 is disposed in a groove of the "U" shape, the connecting block 2602 is fixed in the groove by a fastening bolt 2609, an inwardly concave mounting groove 2603 is disposed on an upper end surface of the connecting block 2602, two supporting blocks 2604 are disposed in the mounting groove 2603, a square plate 2605 is disposed at an end of the supporting block 2604, an ear piece 2606 is disposed on the square plate 2605, a through hole 2607 is disposed on the ear piece 2606, a connecting rod 2608 is disposed in the through hole 2607, and a locking nut is disposed at an end of the connecting rod 2608. Thereby achieving a fixed connection between the adjacent wooden mold plates 23. The connecting piece has reasonable structural design and simple and convenient installation.
After the guide wall template is removed, a supporting mechanism is arranged in the guide wall, as shown in fig. 4-6, the supporting mechanism comprises a base 27, a screw 28, an upper adjusting component, a lower adjusting component and a rotary table 34, the base 27 is fixed on the ground in the foundation pit, the bottom of the screw 28 is arranged in an adaptation groove on the base, a bearing is arranged between the screw 28 and the inner wall of the adaptation groove, the rotary table 34 is arranged at the upper end of the screw 28, and the upper adjusting component and the lower adjusting component are arranged on the screw 28.
As shown in fig. 5, the upper adjusting assembly and the lower adjusting assembly have the same structure, and each of the upper adjusting assembly and the lower adjusting assembly includes a first sliding block 29 and a second sliding block 30 that are disposed on the screw 28, and the rotation directions of the internal threads on the inner holes of the first sliding block 29 and the second sliding block 30 are opposite; the both sides of first sliding block 29 articulate respectively has lower lifting arm 31, the both sides of second sliding block 30 articulate respectively has last lifting arm 32, the tip of lower lifting arm 31 is articulated with the tip of going up lifting arm 32 to the tip of lifting arm 31 is provided with the horizontal support pole 33 of perpendicular to screw rod 28 down, the tip of horizontal support pole 33 supports and leads the wall inner wall, the interval between horizontal support pole 33 on the lower adjusting part and the horizontal support pole 33 on the last adjusting part is 0.75m, and the horizontal interval is 1.5 m.
Preferably, the lower lifting arm 31 includes two lower lifting rods 3101 arranged in parallel, one end of each of the two lower lifting rods 3101 is hinged to the first sliding block 29, the other end of each of the two lower lifting rods 3101 is connected with a fixed block 3102, and the fixed block 3102 is integrally arranged with the end portions of the two lower lifting rods 3101; the upper lifting arm 32 includes two upper lifting rods 3201 arranged in parallel, one end of each of the two upper lifting rods 3201 is hinged to both sides of the fixed block 3102, and the other end thereof is hinged to both ends of the second sliding block 32.
Before the construction, on fixing the base to appointed position, constructor passes through rotatory carousel, then first sliding block and second sliding block relative movement on the screw rod, the interval between lift pole and the lower lift pole constantly reduces, forces the tip of horizontal support pole to move to the guide wall inner wall, extrudees on the guide wall inner wall to the realization is led the support of wall inner wall.
The Yushan road station is used as a construction object, the Yushan road station main body enclosure structure mainly adopts 800mm underground continuous walls, the underground continuous walls are subjected to framing, grooving and pouring, the length of each groove section is about 6 meters, the number of the grooves is 78, the number of the grooves is 4, and the rest of the grooves is in a shape of a Chinese character 'yi'. As shown in fig. 7-17.
In "one" type steel reinforcement cage, the steel reinforcement cage includes lower floor's muscle 2 and upper rib 1, upper rib 1 is the same with lower floor's muscle 2 structure, all includes horizontal muscle 4 and with 4 welded connection's of horizontal muscle main muscle 3, sets up many trusses of vertical truss muscle 5 and horizontal truss muscle 6 between lower floor's muscle 2 and upper rib 1 to reserve pipe mounting hole 7.
As shown in fig. 8, 9 and 12, a plurality of transverse truss ribs 6 are arranged at intervals of 4m along the depth direction of the steel reinforcement cage, each transverse truss rib 6 comprises two connecting ribs 20 arranged on the inner sides of an upper rib 1 and a lower rib 2, and the connecting ribs 20 are arranged in parallel with the horizontal ribs 4; two rows of first truss units 10 which are symmetrically distributed are arranged between the upper connecting rib 20 and the lower connecting rib 20; and a plurality of longitudinal truss ribs 5 are arranged at intervals of 1.8m in the width direction of the steel reinforcement cage, and each longitudinal truss rib 5 comprises first truss units 10 which are arranged on the main ribs 3 on the upper-layer rib 1 and the lower-layer rib 2 and are connected in sequence.
As shown in fig. 7, the head end and the tail end of the reinforcement cage are respectively provided with an orifice horizontal reinforcing rib 17, and three orifice horizontal reinforcing ribs are tightly arranged to prevent the port of the reinforcement cage from shrinking and deforming in the hoisting process; secondly, the main reinforcement 3 that the head goes out has hoisting reinforcing bar 18 along its axial welding, as hoisting point, conveniently lifts by crane.
In order to ensure the thickness of a protective layer of the steel bar, three positioning cushion blocks 8 are respectively arranged on two sides of the upper layer rib 1 and the lower layer rib 2 of the steel bar cage, and the cushion blocks are arranged at a vertical interval of 4 m. And two sides of the upper layer rib 1 and the lower layer rib 2 of the reinforcement cage are respectively provided with three reinforcing shear tie bars 9.
The welding of the reinforcing steel bars and embedded parts of the reinforcement cage adopts electric welding, except that nodes at the joints of main structures are all welded, other joints can be welded at intervals of 50 percent, the main vertical reinforcing steel bars at the excavation side above the excavation bottom surface of the foundation pit must be welded (double-sided welding is carried out for 5d, d is a smaller diameter) or butt-welded, and the other joints adopt 45d lap joint. Two concrete pouring guide pipe channel openings are reserved in each channel with the groove section larger than 4m, the distance between the two guide pipes is 2-3 m, the distance between the guide pipes is 1-1.5 m from two sides, the specific positions are shown in figures 10 and 11, and each guide pipe opening is provided with 5 phi 16 guide ribs with the whole length, so that the guide pipes can be conveniently arranged up and down during concrete pouring.
As shown in fig. 10 and 11, i-beams 16 are welded at both ends of the upper and lower horizontal bars 4 of the first section of the reinforcement cage, and 0.5 × 900mm anti-flow iron sheets 12 are arranged at the upper and lower sides of the i-beams 16, and are spot-welded with the flange of the short side of the joint. I-beams 16 are welded at one ends of the upper and lower horizontal ribs 4 of the rest reinforcement cage, 0.5 x 900mm anti-streaming iron sheets 12 are arranged at the upper and lower sides of the I-beams, and the other ends of the I-beams are closed and are matched and connected with the I-beams 16 of the previous section of reinforcement cage, as shown in figure 12.
Manufacturing a steel reinforcement cage:
two reinforcing cage processing racks and reinforcing steel bar processing equipment are specially erected on site, and are compactly arranged in and around the reinforcing cage processing racks. The processing platform is to ensure that the platform surface is horizontal, four corners are right-angled, marks are made at four corner points, so that the steel bars can be accurately positioned and are horizontally and vertically arranged according to the standard of the steel bar cage when the steel bar cage is processed, and the distance between the steel bars meets the requirements of the specification and the design. The steel reinforcement cage truss is manufactured before construction of the steel reinforcement cage, four truss ribs are generally adopted, three truss ribs are adopted for the steel reinforcement cage with the width smaller than 4m, the distance is not larger than 1500mm, and the truss is processed on a special die so as to ensure that each truss unit is straight and the height of the truss is consistent and ensure the thickness of the steel reinforcement cage. The truss is made of main reinforcements of the reinforcement cage and welded in butt welding mode to form a through long reinforcement with the same diameter. The steel reinforcement cage lays lower floor's horizontal distribution muscle 4 earlier on the platform and puts the main muscle 3 of lower floor again, and after lower floor's muscle 2 was laid, lays horizontal truss muscle 6 and vertical truss muscle 5 and upper muscle 1 according to the design position again. In order to ensure the thickness of a protective layer of the steel bar, three positioning cushion blocks 8 are respectively arranged on the inner side and the outer side of the steel bar cage, and the cushion blocks are arranged at a vertical interval of 4 m. Then the I-steel 16 and the reinforcing shear tie bar 9 are sequentially installed.
When the steel bar connectors are installed, each layer of connector on the inner side surface of a foundation pit is fixed on one steel bar of 18 or phi 20, the central elevation of the connector is the same as the steel bar elevation of a designed structural slab when the connector is installed corresponding to the top of a steel bar cage, and the number, specification and central elevation of the connectors on each layer of slab are ensured to be consistent with the design; after the processing of the steel reinforcement cage is finished, the cover of the steel reinforcement connector is screwed, and when the steel reinforcement cage is placed into a groove, whether the cover is completely covered or not is checked again, and if the cover is not covered or not, the cover is immediately supplemented and screwed. Each connector can be used during structure construction.
The elevation of the top of the steel reinforcement cage is tracked and measured when the steel reinforcement cage is placed, and after the steel reinforcement cage is placed in place, the elevation of the pre-buried connector is ensured to be correct by adjusting the cushion blocks in time according to actual conditions.
As shown in fig. 7, 8, 9, 10, 12, 13 and 14, in an L-shaped steel reinforcement cage, the steel reinforcement cage includes a lower layer reinforcement 2 and an upper layer reinforcement 1, the upper layer reinforcement 1 and the lower layer reinforcement 2 have the same structure and both include a horizontal reinforcement 4 and a main reinforcement 3 welded to the horizontal reinforcement 4, one end of the horizontal reinforcement 4 on the lower layer reinforcement 2 and the upper layer reinforcement 1 is provided with an inner layer reinforcement 13 and an outer layer reinforcement 14, the inner layer reinforcement 13 and the outer layer reinforcement 14 both include a plurality of longitudinal reinforcements 15 and the main reinforcement 3 welded to the longitudinal reinforcements 15, and a plurality of longitudinal truss reinforcements 5 and transverse truss reinforcements 6 are also arranged between the outer layer reinforcement 14 and the inner layer reinforcement 13; the lower end parts of the longitudinal ribs 15 on the inner layer ribs 13 and the outer layer ribs 14 are welded with the horizontal ribs 4 on the lower layer ribs 2 and the upper layer ribs 1 by adopting bent angles 10 d; and a measure rib 19 is arranged between the horizontal rib 4 on the lower layer rib 2 and the longitudinal rib 15 on the outer layer rib 14, and two end parts of the measure rib 19 are welded with the horizontal rib 4 and the longitudinal rib 15 through a single-side bent angle 10 d.
In this embodiment, a plurality of vertical truss ribs 5 and transverse truss ribs 6 are arranged between the lower-layer rib 2 and the upper-layer rib 1, a plurality of vertical truss ribs 5 and transverse truss ribs 6 are also arranged between the outer-layer rib 14 and the inner-layer rib 13, a plurality of transverse truss ribs 6 are arranged at intervals of 4m along the depth direction of the steel reinforcement cage, each transverse truss rib 6 comprises two connecting ribs 20 arranged at the inner sides of the upper-layer rib 1 and the lower-layer rib 2 and the inner sides of the inner-layer rib 13 and the outer-layer rib 14, and the connecting ribs 20 are arranged in parallel with the horizontal ribs 4; two rows of first truss units 10 which are symmetrically distributed are arranged between the upper connecting rib 20 and the lower connecting rib 20; a plurality of longitudinal truss ribs 5 are arranged at intervals of 1.8m in the width direction of the steel reinforcement cage, and each longitudinal truss rib 5 comprises first truss units 11 which are sequentially connected with the upper layer rib 1 and the lower layer rib 2 on the main rib 3, the inner layer rib 13 and the main rib 3 on the outer layer rib 14.
The outer sides of the main reinforcements 3 on the upper-layer reinforcements 1 and the lower-layer reinforcements 2, the outer sides of the main reinforcements 3 on the inner-layer reinforcements 13 and the outer-layer reinforcements 14 are provided with three positioning cushion blocks 8 along the depth direction of the steel reinforcement cage; the outer sides of the upper layer rib 1, the lower layer rib 2, the inner layer rib 13 and the outer layer rib 14 are all provided with three reinforcing shear tie bars 9.
I-shaped steel 16 is arranged at the other end of the horizontal rib 4 on the upper layer rib 1 and the lower layer rib 2, and anti-streaming iron sheets 12 are arranged on the upper side and the lower side of the I-shaped steel 16. I-shaped steel 16 is arranged at the end parts of the longitudinal ribs 15 on the inner layer ribs 13 and the outer layer ribs 14, and anti-streaming iron sheets 12 are arranged on the upper side and the lower side of the I-shaped steel 16.
The manufacturing process refers to the manufacturing process of the I-shaped reinforcement cage in the first embodiment.
Fig. 15 is a plan view of the installation of the steel bar connectors in the L-shaped steel bar cage (the dotted line part in the figure shows the distribution of the steel bar connectors).
As shown in fig. 16, in the "Z" -shaped reinforcement cage, the reinforcement cage is composed of two "L" -shaped reinforcement cages, wherein the sealing ribs arranged at the end portions of the longitudinal ribs on the inner layer rib 13 and the outer layer rib 14 on one "L" -shaped reinforcement cage are of a concave conical surface structure; the sealing ribs arranged at the end parts of the longitudinal ribs on the inner layer rib 13 and the outer layer rib 14 on the other L-shaped reinforcement cage are of an outer convex conical surface structure; after being divided into two L-shaped reinforcement cages, the two L-shaped reinforcement cages are connected through a sealing rib to form a Z-shaped reinforcement cage.
Fig. 17 is a plan view of the installation of the steel bar connectors in the L-shaped steel bar cage (the dotted line part in the figure shows the distribution of the steel bar connectors).
Claims (10)
1. A construction method of an underground diaphragm wall is characterized by comprising the following steps:
step S1: measuring and lofting;
step S2: constructing a guide wall;
step S3: excavating a groove section: adopting a hydraulic grab bucket and a groove wall excavator matched with a crawler crane to dig a unit groove section by a jump hole excavating method; when the groove is dug, continuously injecting fresh slurry into the groove, and keeping the slurry surface 0.2-0.3 m below the top surface of the guide wall and 0.5m above the underground water level;
step S4: cleaning the joint;
step S5: bottom cleaning and pulp changing;
step S6: hoisting a reinforcement cage;
step S7: placing a concrete guide pipe;
step S8: and (5) pouring wall concrete.
2. The method of constructing an underground diaphragm wall according to claim 1, wherein the step of measuring loft in the step S1 includes the steps of:
(1) positioning and calibrating control point
Arranging ground lead points in places which are beneficial to protection and lofting of a construction site, introducing control points into the site by adopting a total station, and lofting out plane coordinates of the ground lead points; introducing the elevation into a construction site by adopting a leveling instrument, wherein the distance between the set control points and the foundation pit is more than 10 m;
(2) underground continuous wall measurement lofting
And calculating the coordinates of the center line angular points of the underground continuous wall according to the coordinates provided by a design drawing, adopting a ground lead control point, lofting out the angular points of the underground continuous wall on the spot by using a total station, and immediately making a pile protector.
3. The method of claim 1, wherein the constructing of the guide wall in the step S2 comprises the steps of:
(1) measuring and positioning
Setting at least three level points on a construction site by adopting a wire measurement method, wherein the distance between the points is 50-100 m; taking the center line of the underground continuous wall as the center line of the guide wall, placing the center line of the guide wall by 125mm, and arranging mark piles capable of restoring the center line of the guide wall on two sides of the guide wall ditch to be constructed;
(2) trench excavation
(3) Binding bar and supporting form
After the groove excavation is finished, steel bar binding is carried out along the groove excavation direction according to design requirements, and a guide wall template begins to be installed: firstly, using reinforcing steel bars with the length of 35cm phi 12 on two sides of a substrate to dig into soil according to the distance of 2.5 m; then, tightly attaching the bamboo glued wood template to the steel bar, then extending and laying the wood template, stabilizing the wood template on the square wood behind the wood template through screws, and fixing two adjacent wood templates by using a connecting piece; the square timber is vertically backed behind the timber formwork, arranged at an interval of 0.5m along the guide wall direction, and then a horizontal square timber is arranged at an interval of 0.4m along the excavation direction, and a cross brace is arranged between every two adjacent horizontal square timbers;
(4) pouring of concrete
After the formwork is installed, pouring finished product C35 concrete;
(5) form removal and support arrangement
And after the concrete meets the design requirements, removing the wooden template according to the outer mold and the inner mold, arranging a supporting mechanism in the guide wall after the mold is removed, and performing grooving operation on the underground continuous wall when the regular watering and curing strength of the concrete of the guide wall reaches more than 70%.
4. The method as claimed in claim 3, wherein the connecting member comprises mounting plates disposed at both ends of the form, the mounting plates are of a "U" shape, a connecting block is disposed in a groove of the "U" shape, the connecting block is fixed in the groove by a fastening bolt, an inwardly concave mounting groove is disposed on an upper end surface of the connecting block, two support blocks are disposed in the mounting groove, a square plate is disposed at an end of each support block, an ear member is disposed on the square plate, a through hole is disposed on the ear member, a connecting rod is disposed in the through hole, and a locking nut is disposed at an end of the connecting rod.
5. The construction method of the underground continuous wall as claimed in claim 3, wherein the supporting mechanism comprises a base, a screw, an upper adjusting component, a lower adjusting component and a turntable, the base is fixed on the ground in the foundation pit, the bottom of the screw is arranged in an adapting groove on the base, a bearing is arranged between the screw and the inner wall of the adapting groove, the turntable is arranged at the upper end of the screw, and the upper adjusting component and the lower adjusting component are arranged on the screw;
the upper adjusting assembly and the lower adjusting assembly are identical in structure and respectively comprise a first sliding block and a second sliding block which are arranged on the screw rod, and the rotating directions of internal threads on inner holes of the first sliding block and the second sliding block are opposite; two sides of the first sliding block are respectively hinged with a lower lifting arm, two sides of the second sliding block are respectively hinged with an upper lifting arm, the end part of the lower lifting arm is hinged with the end part of the upper lifting arm, a horizontal support rod perpendicular to the screw rod is arranged at the end part of the lower lifting arm, the end part of the horizontal support rod props against the inner wall of the guide wall, the distance between the horizontal support rod on the lower adjusting component and the horizontal support rod on the upper adjusting component is 0.75m, and the horizontal distance is 1.5 m;
the lower lifting arm comprises two lower lifting rods which are arranged in parallel, one ends of the two lower lifting rods are hinged with the first sliding block, and the other ends of the two lower lifting rods are connected with a fixed block; go up the lifing arm and include parallel arrangement's two and go up the lifter, two go up the one end of lifter and articulate with the fixed block both sides respectively, its other end articulates with the both ends of second sliding block respectively.
6. The method of claim 1, wherein in step S3, the center of the grab bucket is aligned with the hole site markers on the guide wall each time during the trench digging of the unit trench section, the grab bucket is closed and opened again during the trench digging, the depth of the advancing ruler of each bucket is 0.3m, the slurry is delivered during the trench digging, the slurry level is 0.5m above the ground water level, and the slurry level is kept 0.2m to 0.3m below the top surface of the guide wall; stopping digging when the height of the designed groove bottom is 0.5m above each grabbing and digging in the unit groove section digging, and cleaning the bottom to the designed height from one end to the other end by using a grab bucket fine grabbing and sweeping hole when the whole groove reaches the designed height.
7. The method of claim 1, wherein in the step S6, the reinforcement cage includes a "one" -type reinforcement cage, an "L" -type reinforcement cage, and a "Z" -type reinforcement cage; the one-line type reinforcement cage is hoisted by 10 points, two rows of transverse and longitudinal hoisting points of a main crane, two rows of transverse and longitudinal hoisting points of an auxiliary crane are hoisted by 10 points in total, and the total number of transverse and longitudinal hoisting points is two rows and five rows; the main crane and the auxiliary crane of the L-shaped reinforcement cage are transversely provided with two hoisting points which are arranged on transverse truss ribs, and the connecting line passes through the center of gravity of the reinforcement cage and is provided with a diagonal draw bar for reinforcement; the longitudinal lifting point arrangement is consistent with that of the one-shaped steel reinforcement cage; the Z-shaped reinforcement cage is formed by splicing two L-shaped reinforcement cages, a main crane and an auxiliary crane of each L-shaped reinforcement cage are transversely provided with two hoisting points, the number of the hoisting points in two rows of the main crane is 4, and the number of the hoisting points in 3 rows of the auxiliary crane is 6; the hoisting points are arranged on the transverse truss ribs, the connecting lines pass through the gravity center of the steel reinforcement cage, the diagonal reinforcing ribs are arranged for reinforcement, and the longitudinal hoisting points are arranged to be consistent with the hoisting points of the one-shaped steel reinforcement cage.
8. The construction method of the underground continuous wall according to claim 7, wherein the one-shaped steel reinforcement cage comprises a lower layer of reinforcement and an upper layer of reinforcement, a plurality of longitudinal truss reinforcements and transverse truss reinforcements are arranged between the lower layer of reinforcement and the upper layer of reinforcement, the upper layer of reinforcement and the lower layer of reinforcement are identical in structure and respectively comprise horizontal reinforcements and main reinforcements welded with the horizontal reinforcements, the plurality of transverse truss reinforcements are arranged at intervals of 4m along the depth direction of the steel reinforcement cage, each transverse truss reinforcement comprises two connecting reinforcements arranged on the inner sides of the upper layer of reinforcement and the lower layer of reinforcement, and two rows of first truss units are symmetrically distributed between the upper connecting reinforcement and the lower connecting reinforcement; a plurality of longitudinal truss ribs are arranged at intervals of 1.8m along the width direction of the steel reinforcement cage, and each longitudinal truss rib comprises first truss units which are arranged on main ribs on the upper-layer rib and the lower-layer rib and connected in sequence; three positioning cushion blocks are arranged on the outer sides of the main reinforcements on the upper layer of reinforcements and the lower layer of reinforcements along the depth direction of the steel reinforcement cage; i-shaped steel is welded at the end parts of the horizontal ribs on the upper layer of ribs and the lower layer of ribs, and anti-streaming iron sheets are arranged on the upper side and the lower side of the I-shaped steel; and three reinforcing shear lacing wires are arranged on the outer sides of the upper layer rib and the lower layer rib.
9. The construction method of the underground continuous wall according to claim 7, wherein the L-shaped reinforcement cage comprises a lower layer of reinforcement and an upper layer of reinforcement, a plurality of longitudinal truss reinforcements and transverse truss reinforcements are arranged between the lower layer of reinforcement and the upper layer of reinforcement, the upper layer of reinforcement and the lower layer of reinforcement have the same structure and respectively comprise horizontal reinforcements and main reinforcements welded with the horizontal reinforcements, one end of each of the horizontal reinforcements on the lower layer of reinforcement and the upper layer of reinforcement is provided with an inner layer of reinforcement and an outer layer of reinforcement, and a plurality of longitudinal truss reinforcements and transverse truss reinforcements are also arranged between the outer layer of reinforcement and the inner layer of reinforcement; the inner-layer ribs and the outer-layer ribs respectively comprise a plurality of longitudinal ribs and main ribs welded with the longitudinal ribs, and the lower end parts of the longitudinal ribs on the inner-layer ribs and the outer-layer ribs are welded with the horizontal ribs on the lower-layer ribs and the upper-layer ribs by adopting bent angles of 10 d; measure ribs are arranged between the horizontal ribs on the lower layer ribs and the longitudinal ribs on the outer layer ribs, and two end parts of the measure ribs are welded with the horizontal ribs and the longitudinal ribs at single-side bent angles 10 d;
the steel reinforcement cage comprises a plurality of transverse truss ribs, wherein the transverse truss ribs are arranged at intervals of 4m in the depth direction of the steel reinforcement cage, each transverse truss rib comprises two connecting ribs arranged on the inner sides of an upper rib and a lower rib and on the inner sides of the inner rib and the outer rib, and two rows of first truss units which are symmetrically distributed are arranged between the upper connecting rib and the lower connecting rib; a plurality of longitudinal truss ribs are arranged at intervals of 1.8m along the width direction of the steel reinforcement cage, and each longitudinal truss rib comprises first truss units which are sequentially connected with the main ribs on the upper-layer rib and the lower-layer rib, the inner-layer rib and the outer-layer rib;
three positioning cushion blocks are arranged on the outer sides of the main ribs on the upper layer rib and the lower layer rib, the main ribs on the inner layer rib and the main ribs on the outer layer rib along the depth direction of the steel reinforcement cage; i-shaped steel is welded at the end parts of the horizontal ribs on the upper layer rib and the lower layer rib, the end parts of the horizontal ribs on the inner layer rib and the end parts of the horizontal ribs on the outer layer rib, and anti-streaming iron sheets are arranged on the upper side and the lower side of the I-shaped steel; and three reinforcing shear lacing wires are arranged on the outer sides of the upper layer rib and the lower layer rib, the inner layer rib and the outer layer rib.
10. The method as claimed in claim 9, wherein the "Z" -shaped reinforcement cage is formed by connecting two "L" -shaped reinforcement cages.
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| CN113756516A (en) * | 2021-09-15 | 2021-12-07 | 中铁隆工程集团有限公司 | Steel reinforcement cage and hoisting construction method thereof |
| CN113863283A (en) * | 2021-09-30 | 2021-12-31 | 中国建筑第八工程局有限公司 | Connecting structure of diaphragm wall and construction method thereof |
| CN114622546A (en) * | 2022-03-17 | 2022-06-14 | 中交第三航务工程局有限公司 | Space truss supporting platform, system and method for ultra-deep underground continuous wall |
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